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939 Caroline Street (3)
Address: 939 Caroline Street PREPARED 10/04/16, 9:22:56 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY, DATE 10/04/16 ------------------------------------------------------------------------------------—----——-- ADDRESS 939 CAROLINE ST SUBDIV: CONTRACTOR : PHONE : OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE : (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 15-00000914 COMM NEW CONST - -----------------------------------------------------------------------=----------------------=- PERMIT. BPC 00 BUILDING PERMIT - CON34MCTAT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------- --------------------------------------------------------------------- - BL99 01 10/04/16 BLDG FINAL---- October 4, 2016 9:17:26 AM jlierly. vxRob gale 460-1284 -------------------------------------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES ; DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 'i a� 321 EAST 5TH STREET, PORT ANGELES, WA 98362 0► r Application Number . . . . . 15-00000914 Date 5/20/16 Application pin number 921558 Property Address . . . . . . 939 CAROLINE ST REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- Application type description COMM NEW CONST on your state excise tax form Subdivision Name . . • • • • Property Use to the City of Port Angeles s �f I Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS (Location Code 0502) Application valuation 290000 Application desc SOLDIER PILE WALL TO STABALIZE HILLSIDE ---------------------------------------------------------------------------- Owner Contractor PUBLIC HOSPITAL DISTRICT #2 OWNER 939 CAROLINE ST ' PORT ANGELES WA 98362 4• ' (360) 417-7170 Permit . . . . . . BUILDING PERMIT - COMMERCIAL 71 Additional desc RETAINING WALL Permit Fee . . . . 2084.25 Plan Check Fee 1354.76 Issue Date . . . . 5/20/16 Valuation . . . . 290000 Expiration Date 11/16/16 Qty Unit Charge Per Extension _ BASE FEE 1020.25 190.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 1064.00 ---------------------------------------------------------------------------- Special Notes and Comments The Fire Department has reviewed the project application and has no comments May 20, 2016 11:07:05 AM pbarthol. This is considered a low probability area. Please insure that the workers on the site are advised of these l conditions. 1. If any items suspected to be historical or,archaeological in nature are observed; the ground disturbance must stop and j' the City s Department of Community and Economic Development 7 (DCED) must be contacted for further direction before ground disturbing work resumes. 2. DCED staff or their representatives may conduct a site visit to inspect the ground disturbing actions. The DCED must, therefore, be notified 48 hours prior to the ground disturbing action via phone (360-417-4750) . Certification of Construction required from the design F� and/or project engineer upon completion of the wall. Contractor shall conform to recommendations in the 2015 :! Geotechnical Report, Section 3.3 to 3.7 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized isnot commenced within,180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last'inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions " of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit;does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. S 20-I IO or�bGqk- Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-481.5 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Baric Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line WoodStove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab ,Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type _ Date Accepted By Electrical 417-4735 Construction -R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION r 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 15-00000914 Date 5/20/16 . --Application-pin-number- . . . 921558 - - - - - - ------------------------------------------------ REPORT SALES.TAX Special Notes and Comments on your state excise,tax form . i ;, Contractor to adhere to the TESC plan. ---------------------------------------------------------------------------- to the City of Port Angeles Other Fees . . . . . . . . . STATE SURCHARGE 4.50 Location Code 0502 • • t' -------------------------------------------------=----------------- ----- Fee summary Charged Paid Credited. Due Permit Fee Total 2084.25 2084.25 .00 .00 Plan Check Total 1354.76 1354.76 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 3443.51 3443.51 .00 .00 .i t_. Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized isnot commenced within.180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct.'All provisions of.laws.and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder): . T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab '91ocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type _ Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 CITY OFP,50RTANGELES, For City Use Permit# W A s H 1 N G4 TODate Received: 321 E 5th Street F1 L ED ItP.Y � Date Approved Port Angeles,WA 9836 ' P:360-417-4817 F:360-417-4711 Email:permitsocityofpa.us BUILDING PERMIT APPLICATION Project Address:939 Caroline Street, Port Angeles Phone:360-417-7170 Prima Contact:Scott Bower Email:sbgAer@olympicmedical.org Name Olympic Medical Center Phone 360-417-7000 Property Mailing Address Email Owner 939 Caroline Street sbower@olympicmedical.org city Port Angeles State WA zip 98362 Name Phone Contractor Address Email Information city State zip Contractor License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) See attached PBP 82181 $ 290,000 Residential ❑ Commercial ❑ Industrial ❑ Public Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following,fill out both_pages of Vermit application: (check New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other Fire Sprinkler System Proposed Irrigation System Proposed or Proposed Bathrooms Proposed Bedrooms or Existing? Yes 13 No D 1 Existing? Yes 0 No D n/a n/a In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwater ci o a.us Project Description fo1GHifErr10110WWII ib stadlize hillside north of hospital's rodhood amew mono. ftWiWr 10110 WWII Igo size hillside north of hospital's nordned arrow MDOW. Is project in a Flood Zone: Yes ❑ No® Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. 7122-lis C,;hfl1W Z17TLE Date Print Name Si ature _ ar 1 2 3 4F I LE 5 6 cc yoF o Ylfl C OF PORT ANGELES—Construction Plans �.97Yic lt The Issuance of this permit based upon these plansWeeifications and other data shall not prevent the m Me(lical A 6WWing official fi m thereafter requiring the correction of errors is said plans,specifications and � � a a Anter data,or from pmeating building operations � heft dried on thavinder when in violation of all •codes andordinancesofthisjurisdiction. 0 1erPileWall AA,WORK UB1i�CF70 FIELDAM'ROVAL P•v4-c J-1 c-ar ,i '2-01-L. I f GENERAL NOTES 16.2.3. SHALL BE PRE-CUT AND PRESSURE PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA Ul REQUIREMETNS OF USE CATEGORY OF UC4B AND TO A MINIMUM RETENTION OF 0.40 LBS/CU.FT.FIELD CUTS AND HOLES 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT STANDARD BUILDING CODES AS (MADE B THE LAGGING AFTER PRESSURE PRESERVATIVE TREATMENT)SHALL BE TREATED WITH A w WATERBORNE PRESERVATIVE ADOPTED BY THE CITY OF PORT ANGELES a i B 2. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION,THE COORDINATION OF ALL 17. SOLDIER PILE WALL BACKFILL SHALL CONSIST OF GRAVEL BACKFILL FOR WALLS,AS DEFINED IN SECTION 9-0312(2)OF B THE 2014 WSDOT STANDARD SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL CONSTRUCTION. WORK SAFETY OF ALL PERSONS AT THE PROJECT SITE,AND SHALL COMPLY WITH ALL JOB RELATED SAFETY STANDARDS.THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ACTUAL CONDITIONS OF ALL EXISTING UTILITIES 18. ONE(1)WEEK PRIOR TO WORK COMMENCING,THE CONTRACTOR SHALL PROVIDE MANUFACTURER'S DOCUMENTATION SHOWN ON THE PLANS AND THOSE UTILITIES AND UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE PLANS.THE AND OR SAMPLES OF THE MATERIALS PLANNED FOR USE IN THE CONSTRUCTION. CONTRACTOR SHALL REMOVE ALL ABANDONED UTILITIES OR UNDERGROUND OBSTRUCTIONS THAT INTERFERE WITH m NEW CONSTRUCTION. EXCAVATION SLOPES SHALL BE SAFE AND NOT GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE AND NATIONAL SAFETY REGULATIONS. 19. DRILLED SHAFT CONSTRUCTION Pon A 1Tyeles Harbor 19.1. THE SOLDIER PILE SHAFTS SHALL BE A MINIMUM OF 24 INCHES IN DIAMETER,AND MUST BE DRILLED AT LEAST ONE 3. THE CONTRACTOR SHALL PROVIDE PROTECTION FOR PEDESTRIANS AND VEHICULAR TRAFFIC WHEN CONSTRUCTION FOOT DEEPER THAN THE BOTTOM OF STEEL SOLDIER PILES INDICATED IN THE PLANS. ACTIVITIES WARRANT SUCH PROTECTION. 19.2. THE CONTRACTOR SHALL PROVIDE SUITABLE EQUIPMENT TO ADVANCE THE SHAFT EXCAVATION TO THE DESIGN 4. A COPY OF THESE APPROVED PLANS AND ANY REQUIRED PERMITS MUST BE ON SITE AT ALL TIMES. DEPTHIN A CONTINUOUS OPERATION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THE SAFETY OF THESHAFT, b S. IF CAVING ENCOUNTEREDSURRO,THE CONTRACTOR SHALL USE CASING OR ONDING SOIL.AND THE STABILITY OF THE SHAFT SIDE LTHER METHODS ON APPROVAL OF THE PROJECT 5. THE REQUIREMENTS OF THIS PLAN ARE THE MINIMUM REQUIREMENTS.THEY DO NOT REPLACE,REPEAL,ABROGATE, NDITIONS ARE Z SUPERSEDE,OR AFFECT ANY OTHER MORE STRINGENT REQUIREMENTS,RULES,REGULATIONS,STANDARDS OR ENGINEER. NO EXTRA PAYMENT WILL BE MADE FOR USE OF TEMPORARY CASING OR OTHER SHAFT STABILIZATION RESTRICTIONS. METHODS. LOCATION 6. ALL SURVEYING AND STAKING OF IMPROVEMENTS IS TO BE PROVIDED BY THE CONTRACTOR.CONTRACTOR SHALL19.3. SHAFT EXCAVATION MAY BE SUSPENDED WITH THE APPROVAL OF THE ENGINEER. IN SUCH A CASE,THE SHAFT 117 W H FIELD VERIFY SITE CONDITIONS PRIOR TO STARTING AND SHALL NOTIFY ENGINEER IF THERE ARE DISCREPANCIES SHALL BE SECURED WITH AN APPROPRIATE SAFETY COVER. IF NECESSARY,A TEMPORARY CASING SHALL BE / E WITH THE PLANS. USED. C� g Port Angeles f'!e s 19.4. 7. CONTRACTOR SHALL PROTECT NEARBY EXISTING UTILITIES,STRUCTURES,PAVEMENTS AND FACILITIES. THE CONTRACTOR SHALL USE A CLEANOUT BUCKET,OR OTHER MEANS APPROVED BY THE ENGINEER,TO CLEAN D cy� V Z CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TRAFFIC/ACCESS CONTROL AT ALL TIMES DURING THE BOTTOM A THE SHAFT SUCH THAT NEGLIGIBLE LOOSE OR DISTURBED MATERIAL REMAINS ON THE 8. '4' f _,. CONSTRUCTION ALONGSIDE OR WITHIN ALL PUBLIC RIGHT OF WAYS.TRAFFIC FLOW ON EXISTING PUBLIC TRAIL SHALL EXCAVATION BASE. BE MAINTAINED AT ALL TIMES,UNLESS PERMISSION IS OBTAINED FROM PARKS FOR TRAIL CLOSURE AND/OR DETOURS. 19.5. ALL SHAFT EXCAVATIONS MUST BE INSPECTED BY THE ENGINEER.IMMEDIATELY UPON COMPLETION OF SHAFT N EXCAVATION,THE CONTRACTOR SHALL NOTIFY THE ENGINEER THAT THE SHAFT EXCAVATION IS READY FOR �+ F - 9. CONTRACTOR SHALL PROTECT ANY POWER POLES NEAR EXCAVATION PER WAC 296155-655(9xa). INSPECTION.THE CONTRACTOR SHALL HAVE AVAILABLE A SUITABLE LIGHT FOR INSPECTION OF THE SHAFT v �'rts L' Z _ R EXCAVATION,AND PLUMB WEIGHT AND TAPE TO CHECK VERTICAL ALIGNMENT AND DEPTH. Q - - 10. THE CONTRACTOR SHALL KEEP AFFECTED OFFSFTE STREETS CLEAN AT ALL TIMES. y er4 Vb OI/t _ 19.6. DEVIATION OF SHAFT EXCAVATIONS FROM THE DESIGN LOCATIONS SHALL NOT EXCEED THREE(3)INCHES.ALL s� S/ C U v C 11. THE ENGINEER MUST BE ONSITE DURING CRITICAL CONSTRUCTION OPERATIONS. EXCAVATIONS NOT WITHIN TOLERANCE SHALL BE CORRECTED OR REPLACED AT THE CONTRACTOR'S EXPENSE. -� S 12. REFERENCE DATA:THE EXISTING SITE,TOPOGRAPHIC,UTILITY DATA,AND THE PROPOSED GRADES AND ELEVATIONS F N ARE BASED ON THE FOLLOWING ELECTRONIC DRAWINGS: 19.7. LEAN MIX CONCRETE SHALL BE PLACED WITHOUT DELAY FOLLOWING ACCEPTANCE BY THE ENGINEER. LEAN MIX t?/rr, 0 CONCRETE CAST CONTINUOUSLY IN A SINGLE POUR AND SHALL BE PLACED BY TREMIE METHODS IF THERE IS �ArrJ MORE THAN 12 INCHES OF WATER IN THE SHAFT.THE CONCRETE MUST BE FILLED TO AT LEAST THE ELEVATION OF NTI ENGINEERING AND SURVEYING 12/12/2014 THE BOTTOM OF THE LAGGING.AT PILES WHERE THE BOTTOM OF THE LAGGING IS STAGGERED,THE LEAN MIX 13. THE SCOPE OF WORK TO BE PERFORMED INCLUDES THE FOLLOWING: CONCRETE MUST BE FILLED TO THE ELEVATION OF THE HIGHER LAGGING BOARD. ' 13.1. REMOVAL AND REPLACEMENT OF BOLLARDS,CHAIN LINK FENCE AND MISCELLANEOUS APPURTENANCES 19.8. THE WALL MAY NOT BE LOADED UNTIL AT LEAST 12 HOURS AFTER PLACING THE LEAN MIX CONCRETE IN THE ASSOCIATED WITH PROPANE TANK ENCLOSURE,PROTECTION OF PROPANE TANK IN PLACE DURING SHAFTS. 1 CONSTRUCTION. 13.2. CONSTRUCTION OF APPROXIMATELY 300 LINEAR FEET OF CANTILEVERED SOLIDER PILE WALL WITH TREATED19,9, DRILLED SHAFTS SHALL BE EXCAVATED USING AN EXCAVATOR MOUNTED TOP DRIVE KELLY BAR DRILL RIG WITH C 3 TIMBER LAGGING AS SHOWN ON THE PLANS. SUFFICIENT REACH TO SAFELY OPERATE OVER/BEYOND THE EXISTING PROPANE TANK AND APPURTENANCES. 13.3. RESTORATION OF SURFACING(ASPHALT,CEMENT,GRAVEL AND LAWN)TO EXISTING CONDITIONS(OR BETTER). O N O 19.10. DRILLED SHAFT SPOILS SHALL BE EXPORTED FROM THE SITE TO A SUITABLE DISPOSAL AREA.DRILLED SHAFT C 14. GEOTECHNICAL INFORMATION IS PROVIDED BY ASPECT CONSULTING,LLC,DATED MARCH 13,2015. SPOILS SHALL BE DIRECTLY PLACED INTO A DUMP TRUCK AS THE SHAFTS ARE EXCAVATED. M G (n Cn 15. THE CONTRACTOR SHALL EMPLOY THE FOLLOWING BEST MANAGEMENT PRACTICES(BMP'S)TO REDUCE THE 20. WHERE REQUIRED,BACKFILL SHALL BE PLACED AND COMPACTED IN 8-INCH HORIZONTAL LIFTS WITH MECHANICAL L POTENTIAL FOR EROSION OF EXPOSED SOIL AND TO LIMIT SEDIMENT GENERATION. TAMPERS(E.G.,JUMPING TO A DENSE AND UNYIELDING CONDITION. O c E 15.1. INSTALL SILT FENCE SHOWN. AF N 15.2. COVER ALL SPOILS AND SOIL STOCKPILES DURING WET WEATHER AS MUCH AS POSSIBLE. 21. CLEANUP AND RESTORATION = C U 15.3. INSTALL CATCH BASIN INSERTS. 21.1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ALL CONSTRUCTION DEBRIS,INCLUDING EXCAVATED y N 15.4. PROVIDE ACCESS CONTROLS. SHAFT SPOIL,FROM THE SITE. L. 15.5. CLEAN UP ANY SOILS DEPOSITED ON THE SURROUNDING STREETS AT THE END OF EACH DAY. L C 16. MATERIALS 21.2. ALL CLEARED VEGETATION SHALL BE REMOVED FROM THE SITE. > Q = C 21.3. PLACE TOPSOIL AND RE-VEGETATE ALL DISTURBED AREAS WITH SIMILAR VEGETATION AS CURRENTLY EXISTS. C O 16.1. DRILLED SHAFTS SHALL BE BACKFILLED USING LEAN MIX CONCRETE OR CONTROLLED DENSITY FILL(CDF)WITH A t1 Q) a 28-DAY COMPRESSIVE STRENGTH OF AT LEAST 1,500 PSI. o 16.2. STRUCTURAL STEEL SECTIONS SHALL CONFORM TO ASTM A992 GRADE 50.THE UPPERMOST 10-FEET OF THE T STEEL SECTIONS SHALL BE PROTECTED FROM CORROSION WITH A 16 MIL EPDXY TOP-COAT.TIMBER LAGGING: $ D 1621. SHALL BE NEW TREATED DOUGLAS-FIR-LARCH,GRADE NO.2 OR BETTER. 1622. SHALL BE 44NCH THICK(MINIMUM),AND AT LEAST 6-INCHES WIDE. s SHEET - REFERENCE f NUMBER: E G01 SHEET 1 OF 3 1 2 3 4 5 6 6 CONSTRUCTION NOTES: 1. EXISTING FENCE POSTS ARE EMBEDDED IN REINFORCED CONCRETE SLAB. CONTRACTOR MAY REMOVE AND REPLACE o ANY PORTIONS OF FENCE(INCLUDING POSTS)TO FACILITATE '"f J,�QI7FFE CONSTRUCTION PROVIDED ANY FENCE COMPONENT 1/0}11 F REMOVED IS REPLACED TO EXISTING(OR BETTER) CONDITION UPON PROJECT COMPLETION. 70 Soldier Pile Schedule Soldier P9e Schedule A '" ) A � Pile ID Station Top Ekv. Pee ID Station Top Elev. 75 as PL 1+P4.00 P-1 0+00.0 91.5 P-20 1+56.0 92.5 N:917607,6 I P-2 0+08.0 92.5 P-21 1+64.0 92.5 80 3 P-3 0+16.0 92.5 P-22 1+72.0 92.5 -90 EXISTING PROPANE TANK, I 85 FC" 4 P-4 0+24.0 92.5 P-23 1+80.0 92.5 DO NOT DISTURB DIER lnnoa33,3 - -1 APPROX. 300'LF OF WALL / EP-5 0+32.0 92.5 P-24 1+88.0 92.5 -2 -3 _4 38 PILES,PILE SPACING VARIES -5 -6 u P-6 0+40.0 92.5 P-25 1+96.0 92.5 yz n ---- - -9 -10 I -11 °rte P-7 0+48.0 92.5 P-26 2+04.0 92.5 o BP: 0+00.00 ------- '12 -13 - " N:417753.7 -l4 -15---__ _ -16 E; 1009715.7 - - - - - - - - - - �^ -_ ------ AT-S'- P-8 0+57.0 90.5 P-27 2+12.0 92.5 N PROPANE ' -CL-- _ �- RETAt P-9 0+66.0 90.5 P-28 2+20.0 92.5 I TANK E" AUGNMENI CONCRETE P-10 0+75.0 90.5 P-29 2+28.0 93.5 SLA& `t Q{00B. P-11 0+64.0 92.5 P-30 2+36.0 93.5 PARKING - p H VAL1-_ P-12 0+92.0 92.5 P-31 2+44.0 93.5 EXISTING BOLLARDS, O O O 0 {!'r RETA P-13 1+00.0 92.5 P-32 2+52.0 93.5 REMOVE AND REPLACE WHERE IN _ CONFLICT WITH IMPROVEMENTS OR - I _ C,tR1l TRICAL M P-14 1+08.0 92.5 P-33 2+60.0 93.5 O EOUI PMENT STAGING(TYP O�OOA P-15 1+16.0 92.5 P-34 2+68.0 93.5 Z o v EXISTING FENCE, BIILLA - � \ S7p 0 P-16 1+24.0 92.5 P-35 2+76.0 94.5 B Z SEE NOTE,THIS SHEET RIJ FTYp) � B I � - ! �R7 M Rq/N ' 6 2 EL=92.60 MA. P-17 1+32.0 92.5 P-M 2+84.0 94.5 NCH PVC q } -7NCN PtrC CEJ P-18 1+40.0 92.5 P.97 2+92.0 94.5 m P-19 1 +48.0 92.5 P-38 3x00.0 94.5 m f - 3 Q PLAN ch o zo ao 2 Z Feet APPROXIMATE FINISHED GRADE AT WALL FACE(ASSUMING 4-FT WIDE EXISTING GRADE ( ' Z BENCH FOR LAGGING INSTALLATION) AT ALIGNMENT"G" v ELEV. ELEV. EX STING 100 100.0 TING GRADE ~ (FEET) AT WALL CENTERLINE r (FEET) D .0 �D N PILE(TYP) LAGGING BOARDS(TYR) Z R FACE OF WALL _ ._ _ - _ -- TO BE EXCAVATED V Q 90.0 90.0 90.5 87.5- $ FINISHED GRADE(BENCH) A = SOLDIER PILE EXISTING GRADE a b 80.0 80.0 HP12 z 74(TVP) $ 1500 PSI LEAN-MIX CONCRETE r xco FILLED SHAFT \ H > 70.0 70.0 O N O 2 60.0 P-1 N2 P-3 P-4 P-8 P-8 P_7 P-8 P-9 P-10 P-11 P-12 P-13 P.14 P-15 P•16 P-17 P-18 P-19 R20 P-21 P-22 P•23 60.0 y m g O+OOC 0+25C 0+50C 0+75C 1+00C 1+25C 7SOC 1+75C O+OOA 0+2SA 0+50A STATION(FEET) C y ELEVATION SECTION - A C U 8 CL 0 U d a ++ El F D D O 3 i a SHEET � REFERENCE i NUMBER: C01 5 SHEET 2 OF 3 1 2 3 4 5 6 3 1 2 8 a 5 6 I 48871 Ec p 50B FIs%/l�•1�)t F�\\ 70 i -� PI: 2+04.00 >3 Solder Pb Sdw6Lde Solder PAe Sdiedile N+4 /677.0 F: 1009903.5 A _70 I P9e ID Station Top E m Pile ID Station TOP Eley. A � PI: 2+ 1 673.9 P-1 0+00.0 91.5 R20 1+58.0 925 _75 F: 1009910.9 PI+ 2+60.00 P-2 0+08.0 925 P-21 1+84.0 92.5 PROPOSED SO N,417652.I PI: 1+24.00P-3 0+16.0 925 P-22 1+72.0 92.5 N:417697.6 300'LF OF WALL PROPOSED SOLDIER PILE TO � 3 38 PILES,PILE SPACING VARIES ABUT EXISTING CONCRETE P-4 0+24.0 925 P-M 1.0.0 92.5 90 STAIRWELL.CREATE'SOIL-TIGHT• PI: 1+32.00 -try EA -26 -2 _29 SL BETWEEN PILE AND WALL P-5 0+32.0 92.5 P-24 1+88.0 92.5 WITH LEAN-MIX CONCRETE E 100°833.8 - -33 -?a P-6 0+40.0 925 P-25 1+96.0 92.5 P-7 0+48.0 925 P-26 2+04.0 92.5 �+ -90 _37 (DO NOT DISTURB) - c '" -- - -36 TION L P-8 0+57.0 90.5 P-27 2+12.0 92.5 8@ 1n _ _.PI;-r+=f6.00 EXISTING RETAINING WALL '-- _ _ 6 - - - N:417679.7 (DO NOT DISTURB) - 1 _ - -__ _ _- W P-9 0`88.0 90.5 P-26 2+20.0 92.5 1 QALY- E: 1009896.0 - - -- - - ----. -- � P-10 0+75.0 90.5 R29 2+28.0 93.5 ER 3+16.41 P-11 0+84,0 92.5 P-M 2+36.0 93.5 / - 0 N•417622. 1 ❑ �, P-12 0+920 92.5 P-31 2+41.0 93.6 E. 1010001.3 p+00fl ALIGNMENT'G' - \ P-13 1+00.0 92.5 P-32 2+520 93.6 ¢ G W F-�- R MTC,BAS/N P-14 1+08.0 92.5 P-M 2+60.0 93.5 RETA EL-91 34. 6-11V H piC(w� /E< P-15 1+16.0 92.5 P-34 2+68.0 93.5 a0 H PVC 99 D �. P-16 1+ 24.0 92.5 P-35 2+76.0 94.5 6 U \ - - P-17 1+32.0 92.5 P-M 2+84.0 94.5 B z s STD M DRAIN - P-18 1+40.0 92.5 R37 2+92.0 94.5 R/ EL=9260 MANHOLE P-19 1+48.0 925 P-38 3+00.0 94.5 6 /NCH pV m "A -/NCH P11C(E)E/E_88.45 ❑ _ o: \ I 88,32 a PLAN 2 0 20 ao o Z Feet APPROXIMATE FINISHED GRADE EXISTING GRADE c AT WALL FACE(ASSUMING 4-FT WIDE AT ALIGNMENT*G' ELEV. BENCH FOR LAGGING INSTALLATION) V ELEV. (FEET) EXISTING GRADE (FEET) _ AT WALL CENTERLINE 100 0 100.0 PILE(TVP) LAGGING BOARDS(TYP) FACE OF WALL to N Z BE EXCAVATED O o ! ! ! ! ! ! ! i / j .<---- -;-.. ! 90.0TO FINISHED GRADE(BENCH) U 90.0 ! ! / 1- / / / / / __ -, - //// . iSOLDIER PILE EXISTING GRADE I,t : ff�iiA{ HP12 x 74(TYP) 80.0 80.0 1500 PSI LEAN-MIX CONCRETE FILLED SHAFT 0 N 70.0 70. = m 0 a c it t71 N 60.0 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 60.0 1+25C 1+50C 1+75C 2+OOC 2+25C 2+50C 2+75C 3+OOC O+OOB 0+25B O+SOB y N m STATION(FEET) C ELEVATION SECTION - B c Q c s R Q = o "s a a �+ E c 3 SHEET REFERENCE E NUMBER: - E CO2 SHEET 3 OF 3 i i a a a s .r c> • A. V IMF Likely:Extent of�.•✓" _ arr/�r Suggested_Slopef - - -- - tR- r - 2° Stabilization _ EC WNW —��� �✓i LeggStorvic - - TZ lJtit q y ; Tower ,I`, *!a 1 y f _ .•� , . Station �. Shop/Maint- ..► ��►�r.�.�. ^' y I RIA ST 'mance Buildin 4 � x s CT0 .'ar*" - of t,- dk Ca k fi, r: ti gg i a- , W Jam a m ft Pr F'k r, i' E CAROLINE ST E CAROLINE ST 44 ..n .. r Ilk _ O y I v h W own '0 100 200 AWOL d. , iii p M Q V �"� u ► i= � ,w_,. Feet � LiDAR Contours , h 2-ft LiDAR Contour � >~ � Olympic Memorial Center vim_ _ 90 .* Port Angeles,Washington 10-ft Li DAR Contour H EORGIANA ST EORGIANA ST '!'• �'�ti i 9° * -�..- .Nws; _ _.-. �� �C� APR-2014 EA VY AH FIGURE N0. ... w p P �o E B 1 ..->. t I /co NSU LTING 140082 --- Baseaw Layer Credits I I Source:Esn,DlgitalGlobe,GeoEye,icubed.USDA.USGS,AEX,Getmapping.Aerogrid.IGN,IGP,swisstopo,and the GIS User Community 1 2 3 4 5 6 su. I EROSION AND SEDIMENTATION NOTES EXTEND FLIER FABRIC FENCE Ut57IV1 FUER FABRIC FENCE ' TO COVER DISTURB®AREAS AIL THIS SHEET) 1 75 1. Approval of this erosion and sedimentation(ESC)plan does not constitute an approval of g A —°� A�oxl Pi, 1t?� permanent road to drainage design(e.g.size and location of roads,pipes,restrictors, o W W7S(MARK AS NEEDED) A a channels,retention facilities,utilities,etc.). g 'a �1 2oD 2. The implementation of these ESC plans and the construction,maintenance,replacement, ExesnN - o DO NOT DISTURBand upgrading of these ESC facilities is the responsibility of the applicant/ESC supervisor , - until all construction is approved. _1 _2 P-3 /-APPRor ^ e / / - PP _ -4 _ I 38 PILES.P.LE -E� / oZ 5 -9 _lo ' f// 7-90 -` 3. The existing parking area and driveway will serve as the stabilized construction entrance HP: o+oo.00 .. _—___—________ ;, - - _ " _ la 13 _ta _15 ivy and will be maintained in this capacity for the duration of construction.The right-of-way N�417753.7 _ E, 1009715.7 — — — — -—-—- ______ -- .� will be kept clean of sediment.Any tracked sediment will be promptly cleaned off of the j ;8 2 PROP a right-of-way with the use of shovels or sweeping m 8 ALIGNMENT'G TgNC I __ ---- C 'NCRE' SL42i I4. The ESC facilities shown on this plan must be constructed prior to or in conjunction with PARKIN ai} all clearing and grading so as to ensure that the transport of sediment to surface waters, u drainage systems,and adjacent properties is minimized. EXISTING BOLLA-RDS. I O �: '1 EYP REMOVE AND REPLACE WHERE IN EC _ 5. The ESC facilities shown on this plan are the minimum requirements for anticipated site CONFLICT WITH C MIMPRCVEMENFS OR " - - conditionsDuring the construction n Peri d these ESC facilities shall be upgraded asEOUIPNT STAGING P yy S a�0ea needed for unexpected storm events and modified to account for changing site conditions -.:::G108TiFEItGEi: ( 9 Ppumps,e. .additional cover measures additional sum um s.relocation of ditches and silt •:::-?SEs-i9oaE<.h!8.trt'E. .. �P s fences,perimeter protection etc.) directed b the City of Port Angeles. U U m W B I B - 6. Any areas of exposed soils,including roadwaY embankments,that will not be disturbed - forconsecutive days during tho wet season Dr seven days during the dry season shall be immediately atelY stabilized with the approved ESC methods(e. .seeding,mulching, _ plastic covering,etc.) a PLAN 7. Any area needing ESC measures that do not require immediate attention shall be 0 20 40 addressed within seven(7)days Feet m a a 8. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once w a month during the dry season,bi-monthly during the wet season,or within twenty four _ (24)hours following a storm event. 9 At no time shall concrete,concrete-by-products,vehicle fluids,paint,chemicals,or other w 05013 polluting matter be permitted to discharge to the temporary or permanent drainage } 70system,or to discharge from the project site. Z 10.Allow for h droseed or other permanent plantings or round cover. n� rI, +Oq^c Y P P 9s 9 CLEARIW J a I IC FENCE --, 77, APPROXIIMTE (SEE DETAL THIS SHEET) FI 1 fIt',414n ,5 LAM WARK AS NEEDED) XU / N i do Z / r `A73 9 EXTEND FILTER FABRIC FENCE N O s e F: 'n_C4,.0,9 •- 2+6nm TO COVER DISTURBED AREAS a (,` I PROPOSED SO Ax U Hl: 1+?4nn A / '64176521 mow PROPOSED SOLDIER PILE TO C U UpO z I ABUT EXISTING CONCRETE FASTEN GEOTExnLE TD—go r >b IGHT POSTEVERYS-O )OC XTRy / G_�7 / 9c PIL AND L W s GEOTEE �'4-' p ,�„ -'lA BACKFILLED 6 35 COMPACTED NATIVE SOIL 91 .:.:EX7$YING 32ETA1 WG: Lt +4 F V SELF-LOCKING TIE-NYLON&6(MIN,GRADE). C E417679: � W FLC1201 MIN.TENSILE STRENGTH,LN STA&LIZED C 9� - E EP 3+16.41 u m NO a c NI 7 - 622 0� - - EI 1 0001.3 i+ w O c 9 0$ L A m s - RY i � F ATI N BU GEOnEIRE M. EXISTING OUND O _ L� Ht. •y/•7-t- GRI/ 00 NOT DISTURB U �1 4 LU .1 1 ✓ \ ( 1 C — ®ISiV v :. RIM ZZ ..� QISs 91.34 .7f !S- PMt n►l -P► �E o) m L •89 � E U c E>8799, O a a) Q CL 0 \ 0 v EL: K4N S !7 HO[E HCH d E(S7r A T HC J E ,,e D (E)/Esgg 3.2 s c3 D O ,. F .A,K,,1A,K.....o. SHEET ; REFERENCE PLAN NUMBER: E a zD ao Feet C O 1 1 SHEET 2 3 4 5 6 OF s t t f9i#10R OLYMPIC MEDICAL CENTER North Bluff Slope Stability Prepared for: Olympic Medical Center Project No. 140082-02 • March 13,2015 r%An t �CO S U L T I N G t t As ect CONSULTING �w,g '� :h ...�, ,� ;A 17 OLYMPIC MEDICAL CENTER North Bluff Slope Stability Prepared for: Olympic Medical Center Project No. 140082-02 • March 13,2015. Aspect Consulting, LLC otipS CRgIC G 0� WAS,t, o° 39W 49871 9 w4 ;� e3®'� Erik O.Andersen, PE Nicholas C. Szot, PE Senior Associate Geotechnical Engineer Project Geotechnical Engineer eandersen@aspectconsulting.com nszot@aspectconsulting.com VA140082 Olympic Memorial Center\DeliverablestGeotechnical ReportWinal 3-12-151Olympic Memorial Hospital North Bluff Slope Stability-Final.docx Y y t� f . ASPECT CONSULTING Contents 1 Introduction .............................................................:...................................1 2 Field and Laboratory Investigations......................................:...................2 2.1 Soil Borings ................................................................................................2 2.2 Laboratory Testing......................................................................................2 2.3 Subsurface Conditions ...............................................................................2 2.3.1 Stratigraphy..........................................................................................2 2.3.2 Groundwater Conditions.......................................................................3 3 Slope Stabilization .........................................................................:............4 3.1 Lateral Earth Pressures..............................................................................4 3.2 Cantilevered Soldier Pile Design ................................................................5 3:3 Soldier Pile Shaft Excavation Considerations.............................................5 3.4 Lagging.......................................................................................................5 3.5 Drainage.....................................................................................................5 3.6 Deflections..................................................................................................6 3.7 Temporary Slopes and Excavations...........................................................6 References ..........................................................................................................7 Limitations...........................................................................................................8 List of Figures 1 Vicinity Map 2 Site and Exploration Plan 3 Earth Pressure Diagram for Cantilever Soldier Pile Wall List of Appendices A Exploration Logs B Geotechnical Laboratory Testing List of Attachments 1 Site Reconnaissance and Slope Evaluation Report PROJECT NO. 140082-02 • MARCH 13,2015 i ASPECT CONSULTING 1 Introduction This report presents the results of a geotechnical exploration and laboratory program, and provides geotechnical engineering design recommendations for stabilization of the access driveway above a bluff slope(slope)on the north side of Stoval Tower of the Olympic Medical Center in Port Angeles,Washington(site)as shown on Figure 1 and Figure 2. We previously completed a geologic reconnaissance and report under separate cover titled"Site Reconnaissance and Slope Evaluation" dated May 14, 2014 (Aspect,2014), and is referenced throughout this report and is included as Attachment 1. Stabilization recommendations presented in this report are limited to protect the upper 6 to 8 feet of the slope and access road from chronic shallow skin slides and associated bluff retreat. PROJECT NO. 140082-02 • MARCH 13,2015 1 r ' ASPECT CONSULTING 2 Field and Laboratory Investigations 2.1 Soil Borings On September 19,2014,we completed three soil borings, designated B-1 through B-3,to depths ranging from 35.5 to 41.5 feet below the existing ground surface at the crest of the slope. The borings were completed using a truck-mounted drill rig and'hollow-stem auger methods. The location of the soil borings are shown on Figure 2. Appendix A describes the field exploration methodology in greater detail and contains the logs for boring B-1 through B-3. 2.2 Laboratory Testing Selected soil samples collected from soil borings were submitted for geotechnical testing to aid in soil classification and determination of index and engineering properties. Geotechnical tests included natural moisture content and grain size distribution. The results of the geotechnical laboratory testing are shown in Appendix B. 2.3 Subsurface Conditions Subsurface conditions at the project site were inferred from the field and laboratory investigations accomplished for this study, visual reconnaissance of the site, and review of applicable geologic literature. In general,the soils encountered in the soil borings match the geologic conditions described in Aspect, 2014 in that dense"hard pan"soils were encountered. The glacially consolidated soils were observed to be overlain by layers. of loose/soft to medium dense soils encountered starting at the ground surface. The following section presents more detailed subsurface information organized from the upper to the lower soil types. More detailed soils descriptions are presented in the boring logs in Appendix A. 2.3.1 Stratigraphy Our interpretation of the site soils suggests several geologic units exist in the subsurface, including fill, alluvium, recessional glaciomarine deposits, glacial outwash, and glacial till, as shown on the boring logs in Appendix A. We consider the engineering properties of some of these geologic units to be similar and for the purposes of this design report they have been grouped as such. In our opinion, subsurface soils can be grouped into three engineering stratigraphy units(ESU's) as shown below in order of increasing depth. 2.3.1.1 ESU 1 —Very Loose to Loose Silty Sand Very loose to loose silty sand, interpreted to be fill,was encountered from the ground surface(consisting of asphalt concrete or gravel shoulder)to a depth of 5 to 7 feet, equating to about Elevation 85 to 89 feet. The material is generally characterized as very loose to loose,moist, reddish gray to brown, silty sand(SM)or sandy silt(ML)with occasional mottling. It is suspected that the fill is associated with existing underground utilities(sewer and storm drain) and/or original site grading of the access roadway. The low relative density of ESU 1 suggests poor compactive effort during its original placement. ESU 1 is considered to have relatively low strength. 2 PROJECT NO. 140082-02 • MARCH 13,2015 ASPECT CONSULTING 2.3.1.2 ESU 2— Medium Dense Sand and Stiff Slit ESU 2 underlies ESU 1 and consists of fill, alluvium, glacial outwash, and weathered glacial till. It is a transitional layer which overlies ESU 3. ESU 2 is generally characterized as medium dense,moist,brown, slightly gravelly to gravelly, clean to silty, sand(SW-SM, SP, SP-SM, SM)with a layer of stiff to hard, slightly sandy to sandy silt (ML)less than 3 feet thick. ESU 2 was observed to terminate at a depth of 17 to 22 feet below grade, equating to about Elevation 70 to 75 feet. ESU 2 is considered to have moderate strength. 2.3.1.3 ESU 3— Dense Sand and Hard Silt ESU 3 underlies ESU 2 and is generally characterized as dense to very dense,moist and occasionally wet,brown or gray sand with variable silt and gravel content(SW, SP-SM, SM), and hard,moist;brown sandy silt with variable gravel content(ML). ESU 3 was observed to extend to depths explored and is considered to have relatively high strength. 2.3.2 Groundwater Conditions Groundwater levels were recorded at,the time of drilling(ATD)at each boring location. At some depths(21.5 feet in B-1, 13.5 feet in B-2, and 21.5 and 31 feet in B-3)wet soil samples were observed. In our opinion, this indicates the presence of perched groundwater accumulating on top of less pervious layers of soil and not the static groundwater table. Perched groundwater level may fluctuate because of seasonal changes,rainfall and temperature. Perched groundwater may produce groundwater flow into excavations. PROJECT NO. 140082-02 • MARCH 13,2015 3 ASPECT CONSULTING 3 Slope Stabilization We recommend the utility station and access roadway at the crest of the slope be stabilized through design and construction of a cantilevered soldier pile.wall with timber lagging. Other options, such as soil nails walls and secant piles walls were considered, but in our opinion are not as suitable because of the loose upper soils at the site, and construction costs. Stabilization of the slope is limited to protect the top of the slope and access road from the characteristic mode of slope retreat,which is episodic relatively shallow skin sliding. The core of the slope,below the soil susceptible to skin sliding, is composed of very dense/hard glacially consolidated soil and it is likely not susceptible to deep-seated landsliding. A soldier pile wall consists of wide flange steel beams set into vertically drilled shafts and backfilled with structural or low-strength concrete (lean mix). Soldier piles would be placed along the crest of the slope at 6-to 8-foot horizontal spacing with the piles tops at or just below the access road elevation.Thick timber lagging would be placed to span between the soldier piles.The timber lagging boards would be installed so as to extend below the sloping ground surface on the north(downslope) side of the wall by about 18 inches. The south(hospital) side of the wall would be backfilled with sand and gravel to provide a continuous level ground zone between the wall and the access road or utility station.When future slides occur in front of the wall, if voids form below the lagging boards, additional lagging will be added. The length of wall considered is approximately 250 to 270 feet. An average exposed (retained)wall height of 6 feet is expected after construction. However,the wall would be designed to support a larger retained height of about 8 feet in consideration of future skin slides originating on the slope surface below the wall. 3.1 Lateral Earth Pressures Lateral earth pressures for the design of the soldier pile wall depends on its ability to deform. If the top of the wall is allowed to deform on the order of 0.001 to 0.002 times the retained height,the wall may be designed for active earth pressures. We assume this condition for permanent shoring design at the site. The proposed cantilevered soldier pile wall should be designed for the active and passive earth pressures shown on Figure 3. A vertical surcharge loading of 250 psf is considered at the top of the wall(as indicated on Figure 3)to account for temporary construction loads and light vehicle traffic along the access road above the shoring wall. The proposed cantilevered soldier pile shoring wall should be designed for the active and passive earth pressures shown on Figure 3. Lateral surcharge loading to account for temporary construction loads and occasional light vehicle traffic along the access road above the wall is also shown on Figure 3. Because of its moderate exposed height of less than 10 feet, and its distance from hospital staff(above)and trail users(below), we have excluded incremental seismic loading; consistent with WSDOT design philosophy. 4 PROJECT NO. 140082-02 • MARCH 13,2015 1 1 ASPECT CONSULTING The lateral earth pressures shown on Figure 3 assumes that hydrostatic pressure does not act of the walls. See the Drainage section of this report,for more details to prevent the buildup of hydrostatic pressure. 3.2 Cantilevered Soldier Pile Design Soldier piles must be embedded deeply enough to provide kickout resistance at the pile toe. To prevent kickout failure,compute the lateral resistance using the ultimate passive earth pressure shown on Figure 3, acting over the lesser of 2.5 times the diameter of the concreted soldier pile section,or pile spacing. We recommend solider piles be designed for shear and bending using the total design load. 3.3 Soldier Pile Shaft Excavation Considerations We expect loose soils and perched groundwater zones will be encountered during drilling of soldier pile shafts. The contractor should be prepared to case the soldier pile shafts during drilling and installation in the event that caving soil conditions are encountered. Drilling mud should not be used unless reviewed and approved by the geotechnical engineer and design team. Caving conditions and groundwater seepage can loosen the bearing soils at the pile tip and reduce bearing capacity,therefore the base of the soldier pile shafts be clear of loose soils prior to installing the pile. If more than a few inches of groundwater is standing in the shaft bottom,the concrete shall be placed by tremie methods. An Aspect representative should closely monitor the soldier pile installation to confirm subsurface conditions are as expected, and to make appropriate field modifications if necessary, and to confirm that construction is completed per the project specifications. 3.4 Lagging Lagging is placed between the soldier piles to.retain the soil behind the wall. Timber lagging is most common for soldier pile walls and is typically economical and relatively simple to install.Timber lagging is typically designed for some fraction of the total earth pressure acting behind the wall because of soil arching behind the wall and deflection of the lagging. Lagging should be considered to be permanent. The contractor should be made responsible for properly installing the lagging such-that soil failure, sloughing, and loss of ground do not occur, and the lagging work area is safe. This may require the contractor to place the lagging in vertical lifts of a few feet or less vertical increments. The contractor should backfill voids behind the wall during construction. 3.5 Drainage Surface water should be directed away from the back of the soldier pile wall. We have considered that horizontal gaps will be present between lagging boards.of the soldier pile wall and can facilitate draining water from behind the wall should any accumulate thereby eliminating hydrostatic pressures. We recommend the backfill within 2 feet of the PROJECT NO. 140082-02 • MARCH 13,2015 5 ASPECT CONSULTING back of the shoring wall should be free-draining sand and gravel conforming to WSDOT Standard Specification 9-03.12(2)Gravel Backfill for Walls. 3.6 Deflections If properly designed and constructed we expect the soldier pile wall to deflect on average of 1 inch or less towards the slope,under normal(static) conditions. 3.7 Temporary Slopes and Excavations Temporary slopes and excavation will be utilized at the face of the soldier pile wall to install timber lagging, and behind the wall to install drainage elements. We anticipate the slopes and excavation will generally be limited to a depth of I0,feet deep. We anticipate the soil conditions to consist of relatively loose sand and silt. In general,these soils classify as OSHA Soil Classification"Type C". Temporary excavation side slopes are anticipated to stand as steep as 1.5H:IV(Horizontal:Vertical). The cutslope inclinations estimated above are for planning purposes only and should be evaluated in the field by a competent person. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. All temporary cuts in excess of 4 feet in height that are not protected by trench boxes or otherwise shored, should be sloped in accordance with Part N of Washington Administrative Code(WAC)296-155. With time and the presence of seepage and/or precipitation,the stability of temporary unsupported cutslopes can be significantly reduced.Therefore, all temporary slopes should be protected from erosion by installing a surface water diversion ditch or berm at the top of the slope. In addition,the contractor should monitor the stability of the temporary cutslopes and adjust the construction schedule and slope inclination accordingly. Vibrations created by traffic and construction equipment may cause caving and raveling of the trench walls. In such an event, lateral support for the trench walls should be provided by the contractor to prevent loss of ground support. 6 PROJECT NO. 140082-02 • MARCH 13,2015 ASPECT CONSULTING References Aspect Consulting,LLC, 2014. Site Reconnaissance and Slope Evaluation,dated May 14, 2014 by Aspect. Washington State Legislature, 2009,Washington Administrative Code(WAC). April 1, 2009. PROJECT NO. 140082-02• MARCH 13,2015 7 ASPECT CONSULTING Limitations Work for this project was performed for the Olympic Medical Center(Client),and this report was prepared in accordance with generally accepted professional practices for the nature and conditions of work completed in the same or similar localities,at the time the work was performed. This report does not represent a legal opinion.No other warranty, expressed or implied, is made. All reports prepared by Aspect Consulting for the Client apply only to the services described in the Agreement(s)with the Client. Any use or reuse by any party other than the Client is at the sole risk of that party, and without liability to Aspect Consulting. Aspect Consulting's original files/reports shall govern in the event of any dispute regarding the content of electronic documents furnished to others. 8 PROJECT NO. 140082-02 • MARCH 13,2015 FIGURES SITE LOCATION Emzti r°'► P RTANGELES 1'101'• Hook p vk y1 V Port Angeles Harbor ra .' Port' Flo... a, yfrh fig/ ` / Creak. yam. \. SITE LOCATION La .+ 7 � c Peninsula 'Al Club r d ."Mt At 't} y Q 3,000 6,000 I Feet •Bellingham Pon —SITE Angeles :, LOCATION Vicinity Map Seattle -Spokane Olympic Medical Center- North Bluff Slope Stability olympl,* racoma Port Angeles,Washington W A S H I N G T O N -Yakima + %Aspect NOV-2014 NS'__A FIGURE NO. /CONSULTING PROJECT NO REVISED BY 140270 Basemap Layer Credits I I Sources:Esri,HERE,DeLorme,TomTom,Intermap,increment P Corp.,GEBCO,USGS,FAO,NPS,NRCAN,GeoBase,IGN,Kadaster NL,Ordnance Survey,Esri Japan,METI,Esri China(Hong Kong), swisstopo,Mapmylndia,©OpenStreetMap contributors,and the GIS User Community Copyright:©2014 Esri - , 9 r 0 3 ryy' m M' 20 x SC IV ERY ar 50 _w ' ,10 .- a n OW lo ..r __ - > .x i Oak, B-2 N I -AN �.w , .m x utility lr � Stat' Storvick ff , Tower Likely Extent of —Suggested Slope l AV Shop « /Maint- - Stabilization 1*97; enance BuildingLek y4 1 E VICTORIA ST �t left N • Y R 3 w u yE x ; TTF 'yVy` 1. 0 50 100 Z Feet D Borings N ,# „ .. . w Site and Exploration Plan 2-ft LiDAR Contour Olympic Medical Center- North Bluff Slope Stability Ah 'Elk Port Angeles,Washington 10-ft LiDAR Contour A NOV-2014 NS FIGURE FIGURE NO. E CAROLINE ST E CAROLINE ST %Aspect pRJCONS WECr NO REV BY 2 iaooe2 a; Basemap Layer Credits I I Source:Esti,Digita/Globe,GeoEye,i cubed,USDA,USGS,AEX,Getmapping,Aerogrid,IGN,IGP,swisstopo,and the GIS User Community 100— s 0 9 Approx. EI. 92' GROUND SURFACE & ACCESS ROAD 90 40 pcf e s m 1 -El. 86' E. GROUND SURFACE: EI. 84' ---__ _________ 85 psf 3 280 psf 2' (Traffic Surcharge) 80 35 pcf A 65 pcf z 0 o c 930 psf 6,830 psf ---- ------- ------- ai ---EI. 72'-- - W 70- 620 pcf -09 a 29 pcf b Slope Face Approximately 1H:1V , 60 . " Passive Opp Active g Not to scale 3 50 NOTES 3 1. Ultimate earth pressures are in pounds per square foot(PSF),linear dimensions in feet(FT). 2. Earth pressures assume flexible wall system where the wall is allowed to yield. 3. Active pressures act over the full pile spacing above the bottom of the excavation and over a pile Earth.Pressure Diagram for shaft diameter(B)below the excavation.Passive pressures act over the lesser of 2.5 times the pile Cantilever Soldier Pile Wall shaft diameter(2.5B)or the center-to-center pile spacing. 4. Concentrated surcharge loads shall be evaluated on a case by case basis. Olympic Medical Center-North Bluff Slope Stability 5. Passive resistance should be neglected within 2 FT of the base of the excavation,as shown above. Port Angeles,Washington 6. Piles should have a minimum embedment of 16 FT below the bottom of the excavation. 7. The earth pressure diagram shown is preliminary and shall be revised as needed after topographic Aspect MAR-2015 NCS JRB FIGURE NO. surveyof the project are is completed. PROJECT hV REVISED BY. 3 p CONSULTING 140082 , APPENDIX Exploration Logs . ASPECT CONSULTING A.I . Subsurface Exploration Methodology The drilling was completed in a single day by Holocene Drilling Inc.,using a Mobile B-61 truck-mounted drill rig advancing hollow stem auger at the locations shown on Figure 2. Sampling was completed at selected depth intervals using the Standard Penetration Test (SPT) in general accordance with the American Society for Testing and Materials (ASTM)Method D-1586. This involves driving a 2-inch outside-diameter split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling from a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N")or blow count.The resistance,or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. The driller used an automatic trip hammer for this project. An Aspect geologist was present throughout the field exploration program to observe the drilling procedure, assist in sampling, and to prepare descriptive logs of the exploration. Soils were classified in general accordance with ASTM D-2488,Standard Practice for Description and Identification of Soils(Visual-Manual Procedure). The summary exploration logs represent our interpretation of the contents of the field log. The stratigraphic contacts shown on the individual summary logs represent the approximate boundaries between soil types; actual transitions may be more gradual.The subsurface conditions depicted are only for the specific date and locations reported, and therefore, are not necessarily representative of other locations and times. PROJECT NO. 140082-02 • MARCH 13,2015 A-1 o,0 Well-graded gravel and Terms Describing Relative Density and Consistency o " ravel with sand, little to (2) ts .0 0 0 0 GW no fines Density SPT blows/foot Test Symbols LL c p Very Loose 0 to 4 m i7 0 o Coarse Loose 4 to 10 FC = Fines Content Poor) raded ravel Grained Soils E2 t "'°o°o° Poorly-graded g Medium Dense 10 to 30 G =Grain Size t j 05 �i o o 0 o o GP and gravel with sand, Dense 30 to 50 M=Moisture Content �n It 0 0000 o little to no fines Very Dense >50 A=Atterberg Limits N o c °o°o° (2 C=Consolidation o 0 0,0 Silty gravel and silty Consistency SPT blows/foot DD = Dry Density 6 c v a Very Soft 0 to 2 K=Permeability `o ` « 0 0,0 Grained Soils Soft 2 to 4 Str= Shear Strength v y Medium Stiff 4 to 8 c D i� Env= Environmental Stiff 8 to 15 PiD=Photoionization Clayey gravel and � w Very Stiff 15 to 30 Detector EX > All GC clayey gravel with sand Hard >30 L° g Component Definitions Well-graded sand and Descriptive Term Size Range and Sieve Number -S o SW sand with gravel,little Boulders Larger than 12" c to no fines Cobbles 3"to 12" LL (T .•.•.•:.• CD Gravel 3"to No.4(4.75 mm) N .'.:.:•: - Poorly-graded sand Coarse Gravel 3"to 3/4" 0 wl = ' and sand with ravel, SP 9 Fine Gravel 3/4"to No.4(4.75 mm) c c little to no fines Sand No.4(4.75 mm)to No.200(0.075 mm) E° o z Coarse Sand No.4(4.75 mm)to No.10(2.00 nim) C7 ,° Silty sand and Medium Sand. No.10(2:00 mm)to No.40(0.425 mm) 12 ,o �' :: :': SM silty sand with Fine Sand No.40(0.425 mm)to No.200(0.075 mm) 0 o a m gravel U o ii Silt and Clay Smaller than No.200(0.015 mm) Clayey sand and (3> Nl SC clayey sand with gravel Estimated Percentage Moisture Content Percentage Dry-Absence of moisture, by Weight Modifier dusty,dry to the touch Silt,sandy silt,gravelly silt, <5 Trace Slightly Moist-Perceptible ML silt with sand or gravel moisture. Ln 5 to 15 Slightly(sandy,silty, Moist-Damp but no visible N clayey,gravelly) water cc ` Clay of low to medium 15 to 30 Sandy,silty,clayey, Very Moist-Water visible but N r CL plasticity;silty,sandy,or gravelly) not free draining Z @ = gravelly clay,lean clay 30 to 49 Very(sandy,silty, Wet-Visible free water,usually w « J clayey,gravelly) from below water table U) Organic clay or silt of low U) _ _ Symbols a• M = OL plasticityCement grout Blows/6"or surface seal o _ Sampler portion of 6" 2 — Type 1 Bentonite ?' Elastic silt,clayey silt,silt 2.0"OD ,� Sampler Type chips MH with micaceous or diato- Split-Spoon Description Grout 0 maceous fine sand or silt Sampler «> seal ° (SPT) Continuous Push >1 Non-Standard Sampler - Filter blankcasing k with ro U oo Clay of high plasticity, "' section sand or ravel) clay,fat Bulk sample � c - CH Y gravelly Y � 3.0"OD Thin-Wall Tube Sampler .� Screened casing E clay with sand or gravel (including Shelby tube) .• or Hydrotip with.2 in Grouted m Grab Sample Transducer filter pack 'Q iri�%r�r Organic clay or silt of O Portion not recovered End cap T LL J rr OH medium to high �r�rr (1) Percentage by dry weight (5) Combined USCS symbols used for o, rrirr plasticity o (2) (SPT)Standard Penetration Test fines between 5%and 15%as Peat,muck and other (ASTM D-1586) estimated in General Accordance g c in (3) In General Accordance with with Standard Practice for L° _m m 'o PT a Standard Practice fDescription o, highly organic soils tanarractce or escrption Description and Identification of x = O and Identification of Soils(ASTM D-2488) Soils(ASTM D-2488) w (4) Depth of groundwater Q ATD=At time of drilling BGS=below ground «° Static water level(date) surface p� a `m Classifications of soils in this report are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and r plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein.Visual-manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. PROJECT NO. o c est Exploration Log Key _ eY°" N 0 FIGURE NO. Q CO SULTING "tea. A-1 Ql v ��� BoringLo Project Number Boring Number Sheet CO SULTING 140082 B-1 1 Of 1 Project Name: Olympic Medical Centel'-Slope Stability Ground Surface Elev ApproAmately 94 feet Location: Port Angeles,WA Driller/Equipment: Holocene Drilling/Truck-mounted Drill Rig Depth to Water(ft BGS) Drilling Method/Hammer: HSA 2"OD Split Spoon Auto-hammer/140#/30" Start/Finish Date 9/19/2014 Depth/ Correlated N-valued Elevation Borehole Completion Sample Tests DCPT Material p T e/ID Data water Content%• T e Description Depth (feet) Yp 10 20 30 40 5 `ave lGravel _ _________J -. --------- FILL S-1 0 :- Very loose,slightly moist,reddish brown,slightly Q 1 silty SAND(SM);fine to medium sand, 1 predominantly fine 5-- G S-2 4 Medium dense,slightly gravelly,fine gravel 5 6 8 S-3 6 8 Fine sand 10 Medium dense,brown,slightly silty,slightly gravelly 10 SAND(SP-SM);fine to coarse sand,predominantly 10 S-4 $ • fine to medium sand,fine gravel 12 RECESSIONAL GLACIOMARINE DEPOSITS Hard,slightly moist,light brown,slightly gravelly S-5 10 SILT(ML);fine gravel,diamictic teMure 25 Jpense,moist,brown,sandy,silty GRAVEL(GM) .15 Borehole backfilled Stiff,slightly moist,light brown,slightly 15 with bentonite chips S-6 7 A sandy,slightly gravelly SILT(ML);fine gravel grades stiff ________ 6 : OLDER ALLUVIUM Medium dense,slightly moist,light brown,slightly gravelly SAND(SP);fine to medium sand 20 18 S-7 30 50+ ADVANCE GLACIAL OUTWASH 37 lVery dense,slightly moist,brown,slightly I igravelly,silty SAND LSM)Jfiine gravel ____ I Very dense,wet,gray to brown,slightly gravelly, slightly silty SAND(SP-SM);fine to medium 25 subrounded gravel,medium to coarse sand 25 S-8 36 50+ 55 11 Hard,slightly moist,brown,slightly sandy,SILT l(ML);fine sand _—____ v 0 30 S-9 32 50+ : Very dense,wet,brown,slightly gravelly,silty SAND 30 24 (SM);fine to medium sand,fine gravel 0 44 0 Q. m 35 56 50+ 35 a n Bottom of boring 35.5 ft BGS W Q. O N J F to- 40 40 0 x U a J 0 x W C9 Q z Sampler Type: Drilling Method: Logged by: AHP ® No Recovery HSA:Hollow Stem Auger 0 Standard Penetration Test Approved by: DHM o ® (ASTM D1586) MR:Mud Rotary (i Figure No. A-2 ��� Boring Lo Project Number Boring Number Sheet VS o s, LT I N G 140082 B-2 1 of 1 Project Name: Olympic Medical Center-Slope Stability Ground Surface Elev ApproAmately 92 feet Location: Port Angeles,WA Driller/Equipment: Holocene Drilling/Truck-mounted Drill Rig Depth to Water(ft BGS) Drilling Method/Hammer: HSA 2"OD Split Spoon Auto-hammer/140#/30" Start/Finish Date 9/19/2014 Depth/ Correlated N-valua� Elevation Borehole Completion Sample Tests DCPT Water Content%Q Material Description Depth (feet) Type/ID Data 10 20 30 40 50 Type (ft) Cold patch Asphalt driveway FILL S-1 2 ® Loose,moist,reddish brown,silty SAND(SM);fine 4 1 sand,trace fine gravel 4. 5-- 4 I 5 S-2 4 6 \ O S 3 9 Grades medium dense 8 10 1 10- c S-4 5 411111,� Brown 10 8 10 \ S-5 8 Becomes wet 17 RECESSIONAL GLACIOMARINE DEPOSITS Stiff,wet,brown,very sandy SILT(ML);fine sand 15 Borehole 6 L Slightly gravelly 15 with bentonniteice chips S-6 r G 6 7 IStiff,moist,gray,slightly gravelly,sandy elastic SILTI 1 I(M_H);fine round gravel ___ _______I 1 WEATHERED GLACIAL TILL l 1 20-- 7 1 Medium dense,moist,gray,slightly gravelly,silty 20 S-7 8 \ SAND(SM);fine to coarse sand,fine subrounded 12 \ gravel \ ------ GLACIAL TILL ——————— 25 S-8 10 \ Hard,moist,brown,slightly gravelly,sandy SILT 25 16 (ML);fine subrounded gravel,fine,to coarse sand 32 Turns gray ----------------1 ADVANCE GLACIAL OUTWASH I • 0 30 30 S-9 8 so+ - Very dense,moist,brown,gravelly,silty SAND 36 (SM);fine to coarse subrounded gravel,fine to 0 56 / coarse sand ! - - -------GLACIAL TILL-------- jDense,very moist to wet,brown,silty,very gravelly " SAND(SM);fine to coarse sand;.fine to coarse 35 / gravel,diamictic te)dure 35 FS-10 15 L W 22 o Bottom of boring at 36.5 ft BGS U) J Q F- N 40-- 0 0 0 x U a Y J O 0: W U z Sampler Type: Drilling Method: Logged by: AHP ® No Recovery HSA:Hollow Stem Auger v ®Standard Penetration Test Approved by: DHM o (ASTM D1586) MR:Mud Rotary Oi Figure No. A-3 �C� Boring Lo Project Number Boring Number Sheet VS o s, Lr I N G 140082 B-3 1 of 1 Project Name: Olympic Medical Center-Slope Stability Ground Surface Elev Approximately 95 feet Location: Port Angeles,WA Driller/Equipment: Holocene Drilling/Truck-mounted Drill Rig Depth to Water(ft BGS) Drilling Method/Hammer: HSA 2"OD Split Spoon Auto-hammer/140#/30" Start/Finish Date 9/19/2014 Depfh/ Correlated N-value Elevation Borehole Completion sample Tests DCPT water Content%* Material Description Depth (feet) TypellD Data 10 20 30 40 5 Type ({t) Cold patch Asphalt driveway FILL Brown,silty SAND(SM) O S-1 1 2 I Soft,moist,,gray to brown,with red mottling,very 5 X, G 2 I sandy SILT(ML);fine sand,trace charcoal 5 S2- 4 __________________ 1 2 \ Medium dense,moist,brown,silty SAND(SM);fine to medium sand,predominantly fine sand,trace fine S-3 5 subrounded to rounded gravel 8 1 10 6 1 10 G S-4 6 10 S-5 7 Medium dense,moist,brown,slightly gravelly, 11 i slightly silty SAND(SW-SM);fine to coarse sand, 13 Ifine subrounded gravel 15 Borehole backfilled i Medium dense,moist,brown,slightly gravelly, 15 with bentonite chips S-6 8 A slightly silty SAND(SP-SM);fine to medium sand; 13 \ fine subrounded gravel ___ _______ \ OLDER ALLUVIUM \ Very dense,moist,dark gray brown,slightly silty, gravelly SAND(SW-SM);fine to coarse subangular \ sand,fine to coarse gravel 20 \ 20 S-7 25 sa+ 26 Very dense,wet,gray,slightly silty,slightly gravelly X. SAND(SW);fine to coarse sand,fine gravel 25 25 25 S-8 50+ ----- -- — -- ---- 25 Very dense,moist,brown,slightly gravelly,silty 25 / SAND(SM);fine to medium sand,subrounded fine / / gravel a / N 30- S-9 13 Wet 30 9 1 RECESSIONAL GLACIOMARINE DEPOSIT 0 25 I Hard,very moist,light brown,slightly gravelly,very 0 I sandy:SILT(ML);fine gravel,fine to coarse sand; a diamictic texture c� -------------------- RECESSIONAL OUTWASH � 35 I Medium dense,moist,gray,slightly gravelly,very 35 S-10 6 silty SAND(SM);medium plasticity a 22 \ ° \ Hard,moist,light brown,sandy ( )'SILT ML trace fine \ gravel,fine to medium sanda. 0 40 S-1156 50+ 40 0 x U a } Bottom of boring at 41.5 ft BGS 0 ° W z Sampler Type: Drilling Method: Logged by: AHP ® No Recovery HSA:Hollow Stem Auger DHM v ®Standard Penetration Test Approved by: o (ASTM D1586) MR:Mud Rotary Figure No. A-4 APPENDIX B Geotechnical Laboratory Testing ASPECT CONSULTING BA Geotechnical Laboratory Testing Program A geotechnical laboratory testing program was developed to determine the index properties of materials at the Site. Soil samples used in the testing program were collected from the soil borings. The tests performed and the procedures followed are outlined below. Soil Classification Soil samples from the explorations were visually classified in the field and then taken to our office where the classifications were verified in a relatively controlled environment. Field and laboratory observations include density/consistency, moisture condition, and grain size and plasticity estimates. The classifications of selected samples were checked by grain size analysis. Classifications were made in general accordance with the Unified Soil Classification (USC) System,ASTM D 2487. Moisture Content Determination Moisture contents were determined for samples recovered in the explorations in general accordance with ASTM D 2216, as soon as possible following their arrival to the laboratory. Water content determination was also completed as part of other tests conducted and is shown with the results of those tests. Grain Size Analysis (GS) Grain size distribution was analyzed on representative samples in general accordance with ASTM D 422. PROJECT NO. 140082-02 • MARCH 13,2015 B-1 Moisture Content Test Results ASTM D2216)-Olympia Hospital Slope HMA Sample ; Aspect Date Date of Wt of Tare+ Sample# Moisture # i Location Received Test ;Tare# Tare Wet ;Tare+Dry % 7697-1 S-2 B-1 /5-6.5' 10/16!2014 10/17/20141 M1 225.9 854.3 790.8 11.2 7697-2 1 S-4 B-1 /10'-11.5' 10/16/2014 10/17/20141 S7 116.1 809.2 760.1 7.6 7697-3 i S-1 B-2/2.5'-4' 10/16/2014 10/17/2014 S10 113.9 1 542.0 491.7 13.3 7697-4 S-4 B-2/ 10'-11.5' 10/16/2014 10/17/2014 X6 196.1 788.3 708.0 15.7 7697-5 S-6 B-2/15'-16' 10/16/2014 10/17/2014 9A 161.9 585.3 526.0 16.3 7697-6 } S-2 B-315'-6.5' 10/16/2014 10/17/2014 8A s 136.2 826.4 712.3 19.8 7697-7 S-4 B-3110'-11.5 10/16/2014 10/17/20141 X9 230.7 937.1 827.1 18.4 Particle Size Distribution Report On n O' NO U O tCp O V any 100 I I 1 I ! I I I I I I I I 90 I I I I I I ! I I 1 I 1 ! I 80 I I I l l i f I I I l I I 70 UJ tY I I i l l l l 1 I l I I f l 60 --- Z o Z 5o W W 40 l I I I I 1 1 1 I I I I I I LU 30 I I I I I ! I ! I I l l f I I 20 10 I 1 I I I I I I I I i l l i 0 100 10 1 0.1 0:01 0.001 GRAIN SIZE-mm. %+3" %Gravel %Sand %Fines Coarse I Fine Icoarsel Medium I Fine Slit. I cla 0.0 0'.0 5.0 4.8 14.3 64.4 11.5. Test Results(ASTM C 136& ASTM D 1440) Material Description Opening Percent Spec.' Pass? Sand with Silt Size Finer (Percent) (X=Fall) 3" 100.0 1-1/2" 100.0 AtterbergLimits(ASTM D 4310 3/4" 100.0 PL= LL= PIS 94 95,0 Classification #10 90.2 USCS D 2487)= SP-SM AASHTO M 145)= #40 759 ( )r ( 9100 32.2 Coefficlents 9200 11.5 D90= 1.8572 D86= 0.6391 D60= D50= 0.2266 D30= 0.1412 D15= 0.0858 D10= Cu= Cc= Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By:RJT Checked By: JAM Title: (no specification provided) Location: B-1 S-2 Date Sampled: 9/16/2014 Sample Number: 7697-1 Depth: 5' Hayre McElroy & Associates, LLC Client: Aspect Consulting Project: Olympia Hospital Slope Redmond, WANo. Fl ure Particle Size Distribution Report ro NaN (o(ff� s0�{{ [0[pp 0_ _v (o(ff� # •lk I ik Z # I 100 90 I I I I I I I I I ! ( I I I 80 I I I I I I I �0 I— d _. w ! I ! 1 1 1 1 1 I ! 11 I Z 60. I 1 I I I Z so fr- ao I 1 I I I I I I I I I I I I w I I I a I I I I I I f I I I \T I I I 30 , — i I I I I ! 1 I l V I I I 20 I--I-- I t0 I ai I ! ! I I 11 I 0 100 i0 1 0.1 0.61 0.001 GRAIN SIZE mm. %+3" %Gravel %Send %Fines Coarse Fine Coarse Medium Fine Silt L Clay 0.0 0.0 9.8 11.9 26.3 44.0 8.0 Test Results(ASTM C 136& ASTM D 1440) Material Description Opening Percent Spec." Pass? Sand with silt Size Finer (Percent) (X=Fail) 3" 100.0 I-1/2" 100.0 Atterberg Limits(ASTM D 43181 3/4" 100;0 PL= LL= Pl= #4 90.2 #10 78.3 Classification #40 52.0 USCS(D 2487)= SP-SM AASHTO(M 145)= #100 18.5 Coefficients #200 8.0 D90= 4.6739 D85= 3.2338 D60= D50= 0.3977 D30= 0.2211 D15= 0.1267 D10= 0.0899 Cu= Cr= Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By:RTF Checked By: JAM Title: (no specification provided) Location: B-1 S-4 Date Sampled: 9/16/2014 Sam )e Number:.7697-2 the 10'-1 1.5' Hayre McElroy & Associates, LLC Client: Aspect.Consulting Project: Olympia Hospital Slope Redmond, WA Pro ec No: 08-175 Fi ure Particle Size Distributi®n Report < < _ 0 a C3 Q 100 1 { 90 --- 80 0 80 - I I ! I I I I I I I I I A 70 LU I I 1 1 1 1 1 I I I ( I I I Z 60 Z 50 I { { I I { ! { M I I { w 40 u.l 30 I 20 --- '10 0i0 I--I I I I I I I I I I V I I I 0 100 10 1 0.1 0,01 0.001 GRAIN SIZE-mm. %+31. - %G I %Sand %Fines Coarse Fine Coarse Medium Fine Slit clay 0.0 0.0 0.7 1.2 7.8 64.7 25.6 Test Results(ASTM C 136& ASTM D 1440) Material Description Opening Percent Spec." Pass? Silty Sand Size Finer (Percent) (X=Fail) 3" 100.0 1-1/2" 100.0 Atterberg Limits (ASTM D 4318 3/4" 100,0 PL= LL= Pl= #4 99.3 #10 98,1 Classification #40 90.3 USCS(D 2487)= SM AASHTO(M 145)= #100 47.7 Coefficients #200 25.6 D90` 0.4212 1)85= 0.3610 D60= D50= 0.1589 D30= 0.0876 D15= D10= Cu= Cc- Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By:RJF Checked By: JAM Title: (no specification provided) Location:B-2 S-1 Date Sampled: 9/16/2014 Sample Number: 7697-3 Depth:23-4' Hayre McElroy &Associates, LLC Client: Aspect Consulting Project: Olympia Hospital Slope Redmond, WA Figure Particle size Distributi®n Report .C-• C C C C C W O NON C) ao1 QOVVM 10 Oy 100 I I I I ! I F7 --T-11 ! I l i 1 so 1 _. I I 1 1 1 ( I I I I I I I I eo 70 w I I I l f 1 1 I I I # 1 I I Z so # Z 50 I I I I I I # # 1 I f l l l W 40 w - 30 I # I I I I I I I I l I I 20 l I I I I I I I f 1 1 1 1 1 10 -- I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3.. %'Gravel %Sand - %Fines Coarse I Fine lCoarsel Medium I Fine Silt C_la 0.0 0.0 0.5 1.1 6:9 64.5 27.0 Test Results(ASTM C 136A ASTM D 1440) Material Description Opening Percent Spec.` Pass? Silty Sand Size Finer (Percent) (X-7Fa1q 3" 100.0 1-1/2" 100.0 Atterberg Limits(ASTM D 4318). 3/4" 100.0 PL= LL= Pl= #4 49.5 #10 98.4 Classification USCS(D 2487)= SM AASHTO M 145)= �44a 91.s t #100 55.4 Coefficients 4200 27.0 D90= 0.3977 D85= 0.3307 D60= D50= 0.1314 D30= 0.0806 D15= D1 0= Cu- Cc= Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By: R1F Checked By: JAM Title: (no specification provided) Location:B-2 S-4 Date Sampled: 9/16/2014 Sam I Number: 7697-4 De the 10'-11.5' Hayre McElroy &Associates, LLC Tient: Aspect Consulting Project: Olympia Hospital Slope Redmond, WA Project No. 08-175 Flaure Particle size Distribution Report o N0 0 e 0} �0q rr v (oV tD N 100 I I I I I I I I I I l i l 90 - - i I I I I I I I I I I I I 80----+ 1. I- I 70 w I I I I I I I I I I ( I I Z 60 I Of 40 I I I I f I I I I 1 I I I I w I 3o - 20 I I -- f I I I I I I I I I I I I I I I I I I I I I I I I I I I I IU11 T11 I I I 1 ! 1 1 1 1 1 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3.. %Gravel %,Sand %Fines Coarse Fine Coarse Medium Fine Slit Clay 0.0 '0.0 5.0 4.8 10.6 25.6 54.0 Test Results(ASTM C 136& ASTM D 1440) Material Description Opening Percent Spec.* Pass? Sandy Silt Size Finer (Percent) PC--Fall) 3" 100.0 1-1/2" 100.0 Atterberg Limits(ASTM D 4378 3/4" 100.0 PL= LL= pl^ #4 95.0 #10 90.2 Classification #40 79.6 USCS(D 2487)= ML AASHTO(M 145)= #100 63.2 Coefficients #200 54.0 D90= 1.9221 D85= 0.7383 D60= D50= D30= D15= D10= Cu= Cc= Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By: RE Checked By: JAM Title: (no specification provided) Location: B-2 S-6 Date Sampled: 9/16/2014 Sam le Number: 7697-5 Depth: 15'-16' Hayre McElroy & Associates, LLC Client: Aspect Consulting Project: Olympia Hospital Slope Redmond, WA11 Pro' c o: 08-t 5 Figure Particle size Distribution Report C 0 m t0 a 100 I I I I I I I I I I I I I 90' - — I { I I I 1 ! I 1 I I I I I s0. i---I I I I I I I I I I I 1 1 1 1 1 70 I w I 1 I I I i t i I I I N I Z 60 I - u I Z 50 w I I I I I I I I I I I I I I LU of 40 I I I I I I I ! i I I 1 1 1 I I 1 !" 30 r--r 2a I H I I I I I ! I I I I I I 10 - 1 I I I I I I I I I I I I I 0—E 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Slit Clay 0.0 0.0 0.6 1.3 6.7 32.3 59.1 Test Results(ASTM C 136& ASTM D 1440) Material Description Opening Percent Spec.* Pass? Sandy Silt Size Finer (Percent) (X=Fail) 3" 100.0 1-1/2" 100.0 Atterberg Limits (ASTM D 43181 3/4" 100A PL= LL= Ph #4 99.4 #10 98.1 Classification #40 91.4 USCS(D 2487)= ML AASHTO(M 145)= #/100 71.0 Coefficients_ #200 59.1 D90= 0.3874 D85= 0.2935 D60= D50= D30= 1315= D10= Cu= Cc= Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By: RJF Checked By: JAM Title: (no specification provided) Location:B-3 S-2 Date Sampled: 9/16/2014 Sample Number: 7697-6 De the Y-6.5' Hayre McElroy & Associates, LLC Client: Aspect Constdting Project: Olympia Hospital Slope Redmond, WA Project- Figure Particle size Distribution Deport C m ��{{ O_ C3 O M as ai iC # ik 3b ik 100 i I I I I I I I I I I I I I 90--- 80 0 - { I I I I I I I I I ! I I I 70 - I - --I•� -a ' w I I I I I I I f I I I ! I I Z 60 FL I i I I I I I I I I I I I I Z 50 w I I I I I I I { I I I t l I ao LU T °- 30 I I I f ! I I I I I I I I 20 - ( I I I ! I ! I I ! I I I 10 a {- I I I I I I I f I I I I c I 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. a/,+3" %Gravel _� %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 2.1 2.1 23.4 57.5 14.9 Test Results(ASTM C 136& ASTM D 1440) Material Description Opening Percent Spec." Pass? Silty Sand Slze Flner (Percent) (X=Fail) 3" 100.0 1-1/2" 100.0 Atterberg Limits (ASTM D 4318! 3/4" 100.0 PL= LL= Pl= #4 97.9 #10 95.8 Classification #40 72.4 USCS(D 2487)= SM AASHTO(M 145)= #100 25.6 Coefficients #200 14.9 D90= 0.8366 D$5= 0.6391 D60= D50= 0.2639 D30= 0.1705 D15= 0.0759 D10= Cu= Cc= Remarks Date Received: 10/15/2014 Date Tested: 10/17/2014 Tested By: RE Checked By: JAM Title: (no specification provided) Location: B-3 S-4 Date Sampled: 9/16/2014 Sam le Number: 7697-7 Depth: 10'-11.5' Hayre McElroy A Associates, LLC Client: Aspect Consulting Project: Olympia Hospital Slope Redmond, WA Project No: 08-175 Figure ATTACHMENT 1 Site Reconnaissance and Slope Evaluation Report %Aspect CONSULTING Revised May 14,2014 Scott Bower, Operations Manager Olympic Medical Center 939 Caroline St. Port Angeles,WA 98362 Re: Site Reconnaissance and Slope Evaluation Project No. 140082 Dear Scott: As requested, Aspect Consulting LLC (Aspect)is providing a geotechnical engineering and engineering geology evaluation of the steep bluff slopes immediately north of Stoval Tower on the western part of Olympic Memorial Hospital in Port Angeles,Washington(the Site). The coastal bluffs along the north edge of the City of PortAngeles experienced several skin slides this winter, and a series of tension cracks and small voids have formed along the crest of the bluff slope in front of Stoval Tower. This letter report provides a summary of our observations from a Site reconnaissance visit, conclusions on slope stability and potential impacts to Site area improvements, and our recommendations for the next steps. Figure 1 is a detailed Site and bluff aerial photograph with topographic information. Site Reconnaissance Visit The undersigned geotechnical engineer performed a site and slope reconnaissance at the subject property on March 21,2013. The Site lies at 939 Caroline Street, in Port Angeles,Washington. Site Improvements The Site occupies an upland plateau at the edge of a steep northeast facing coastal bluff. The hospital property is approximately rectangular with the long axis(about 780 feet)running northwest to southeast, and the short axis(about 350 feet) southwest to northeast. A paved driveway runs southeast/northwest and parallel to.the crest of the slope around the back(north) side of Stoval Tower and the auxiliary wood shop and maintenance building. Just west of the access driveway, a utility station, enclosed by chain link fence;houses a large propane tank on a concrete pad, and other equipment. The crest of the bluff is immediately north of the driveway and utility station.. Starting on the east side of the utility station and extending east, a relatively recently-constructed concrete curb and low concrete retaining wall exist along the north(bluff-side) edge of the driveway. Just below this,the vegetated bluff soil has several east/west oriented tension cracks and voids. The cast-in-place concrete footing supporting the low concrete retaining wall is exposed in one location, indicative of slope retreat and settlement. Olympic Medical Center Revised May 14, 2014 Project No. 140082 Stormwater runoff from the paved driveway/parking areas and roof downspouts appears to be collected in catch basins and manholes and conveyed down the bluff in a buried tightline pipe. The outfall of this tightline was not located,but it appears to be below the base of the slope. At the southern portion of the Site area,near the auxiliary woodshop/maintenance building, pavement runoff and surface drainage appears to be collected in a separate catch basin and conveyance system,with a 4-inch outfall pipe which daylights on the crest of the bluff slope just below the generator pad. A 4-inch flexible corrugated black pipe was observed extending down the steep bluff slope,which at one time was apparently connected to this 4-inch parking lot drain. Significant recent erosion was evident below the crest of the slope where this runoff had been directly discharging. When this was discovered during our slope reconnaissance, a maintenance staff person re-connected the corrugated pipe as a temporary fix. Site Topography The upland portion of the Site is generally flat and lies at an elevation of about 90 to 100 feet. There is a broad swale about 100 feet wide by up to 10 feet deep that extends from the crest of the bluff toward the central portion of the hospital. The coastal bluff is approximately 70 feet high and can be characterized as having two sections: the upper approximate half,which is inclined at about 3/4H:1 V(53 degrees); and the lower half, inclined about 1-1/2H:1 V(34 degrees). Vegetation Vegetation on the slope consists primarily of blackberries and alder saplings,and with scattered large conifers and broad-leaf maples. In a swath about 100 feet wide northeast of the maintenance building,there were no mature trees on the bluff, suggesting that there has been recent landsliding activity there. Review of historical air photos(available online) suggests that portions of the steep slope slid,between about 2003 and 2006. General Geologic Conditions Based on geologic mapping(Schasse, 2004)and on our understanding of local geologic conditions, the soil comprising the bluff is glacial drift,composed of very dense sand with variable silt and gravel content. Glacial drift was deposited by an advancing glacier or by water flowing under or in front of a glacier, and is very dense/hard,often colloquially referred to as"hard pan." The lower approximate half of the slope has a flatter inclination, of about 1-1/211:1 V. The surface is somewhat hummocky and uneven, and soil exposures indicate loose and saturated conditions. We infer this to be slide debris(colluvium)that originated from skin slides above and accumulated along the base of the slope. Prior to construction of the rock seawall and railroad grade along the shoreline at the base of the bluff,this colluvium was being eroded and removed by wave and tidal action. Slope Stability The Clallam County Parcel and Critical Areas Map designates the area within about 150 feet of the top of the bluff as a Critical Area for erosion, and designates the steep portion of the bluff as Critical Area for landslides. These County designations reflect the likelihood and frequency of surficial slides in the colluvium and topsoil at the local, city and county scale. On the other hand, the Washington State Coastal Atlas Map designates the slope stability at the top of the bluff as Page 2 Olympic Medical Center Revised May 14, 2014 Project No. 140082 "Stable"and the slope stability on the bluff itself as"Intermediate" in stability. The intermediate designation suggests that the slope is generally stable but may become susceptible to landslides under some combinations of natural or man-caused adverse conditions. The vegetated bluff soil has several southeast/northwest oriented tension cracks and voids below the new concrete curb. The cast-in-place concrete footing supporting the low concrete retaining wall is exposed in one location, indicative of slope retreat and settlement of the soils that compose the upper portion of the bluff. The lower slope is hummocky, suggesting that it is mantled with landslide debris from older landslides. Based on these observations combined with our assessment of the Site area geology and geomorphology, and review of historical air photos,we conclude that the Site area slopes are prone to periodic shallow colluvial landsides, also known as skin slides. We did not observe indications of past or incipient deep seated landslides at the Site. Slope Retreat Mechanism Based on nearby subsurface explorations (by others) and soil exposures,the core of the slope is composed of very dense to hard un-weathered glacial drift. In our opinion,deep-seated slides are highly unlikely. However, surficial (shallow) skin sliding has occurred within the shallow weathered soils and will continue to occur along this slope.Natural weathering processes— freeze/thaw cycles, surface water runoff and erosion,root penetration,burrowing animals, etc.— can loosen and weaken the surficial slope soils. The loosened soils tend to creep downslope, and during extended periods of wet weather,these soils can become unstable and slide. Uncontrolled stormwater runoff will exacerbate this instability. This natural process of weathering and skin sliding occurs along nearly all steep slopes and bluffs overlooking Puget Sound and Olympic Peninsula. In our experience an average rate of slope regression of the order of a couple inches per year, is very common along slopes like this. However, slides tend to be episodic, occurring every few decades or so, and involving a couple feet of surficial weathered/loose soil. They also tend to be localized in nature,being focused where weathering and drainage runoff conditions are most aggressive and where the colluvial layer has developed to a significant thickness. A review of historic aerial imagery and discussions with OMC staff indicate that a significant skin slide occurred on the bluff slope to the north of the auxiliary shop/maintenance building sometime in 2004-2006. Aerial photos dating from 2006 show the swath of disturbed vegetation to be approximately 100-feet wide. Conclusions Shallow skin slides are a natural process on steep slopes of this nature. Regional experience suggests that these skin slides re-occur in any given location on a time scale typically ranging from several decades to a half century. Uncontrolled runoff on the slope soils accelerates the process. Thus, it is not a question of"if,"but rather"when"the next significant skin slide will occur. The presence of tension cracks and voids at the crest of the slope along and below the low concrete wall suggest a future skin slide is imminent. At this point,there is essentially zero setbackibuffer between the bluff crest and these improvements. If nothing is done, eventually the utility station and the access driveway will be damaged by natural ongoing slope retreat. Page 3 Olympic Medical Center Revised May 14, 2014 Project No. 140082 Recommendations Control Stormwater Runoff Surface water runoff generated by impervious surfaces along the western portion of the access driveway,utility station, and auxillary shop/maintenance building should be properly collected and tightlined away from the steep slope. Thin-walled corrugated pipes placed over the surface of the slope soils without proper anchorage are temporary at best. When they fail,the surficial slope soils will erode and slide. The best long-term solution would be to install a new stormwater drain system to connect with the city drainage system on the south side of the hospital. If this is not possible,the outfall extending down the bluff should be replaced with a heavy-walled, continuous,heat-welded HPPE outfall pipe, anchored at the top of the slope. The pipe anchor at the crest of the slope could consist of a cast-in-place or pre-cast concrete vault supported on glacial drift and set back from the crest of the slope.At the toe of the slope,the anchor/outfall should include a diffuser TEE consisting of perforated pipe bedded and backfilled with open-graded quarry spalls. Between the anchors,the outfall pipe should be placed on the slope soils with the invert of the pipe resting on the slope soils. Stabilize and Protect the Roadway and Utility Station We understand that OMC desires to protect and maintain the utility station and access roadway. In order to accomplish this, a slope stabilization solution is necessary.We are available to assist OMC with geotechnical evaluation and design of a structural slope stabilization solution. Based on our experience with similar situations, one stabilization concept that we advocate and recommend to be evaluated further is a soldier pile and lagging wall. Soldier piles consist of wide flange steel beams set into vertically drilled shafts and backfilled with structural concrete. Soldier piles would be placed along the crest of the slope at 6-to 8-foot horizontal spacing. The tops of the piles would beat or just below the driveway elevation. Four-inch thick timber lagging would be placed to span between the soldier piles. The timber lagging boards would be installed so as to extend below the sloping ground surface on the north(downslope) side of the wall by about 18 inches. The south(hospital) side of the wall would be backfilled with sand and gravel to provide a continuous level ground zone between the wall and the road or utility station. When future slides occur in front of the wall, if voids form below the lagging boards, additional lagging will be added. The length of wall considered is approximately 270 feet. An average exposed(retained)wall height of 6 feet is expected. However,the wall would be designed to support a larger retained height(of about 8 feet) in consideration of future natural slides originating on the slope surface below the wall. For preliminary cost estimating purposes,this type of slope stabilization wall is estimated to cost$80-100 per square foot of retained surface. For a 2,160 square feet of retained surface(270 lineal feet x 8 feet of retained height), a construction cost of$173,000-216,000 is suggested. Other associated construction/demolition costs will need to be considered. The cost for design and permitting is estimated to be approximately 20%of construction cost. Conditions and Limitations We prepared this report for Olympic Medical Center(Client).Our Site and slope reconnaissance and slope evaluation were limited, subsurface explorations(i.e. deep borings)were not performed, and quantitative slope stability analyses were not conducted. However,our work was completed in accordance with generally accepted professional practices for the nature and conditions of work Page 4 Olympic Medical Center Revised May 14,2014 Project No. 140082 completed in the same or similar localities, at the time the work was performed.This letter does not represent a legal opinion.No other warranty,expressed or implied, is made. All reports prepared by Aspect Consulting for the Client apply only to the services described in the Agreement(s)with the Client. Any use or reuse by any party other than the Client is at the sole risk of that party,and without liability to Aspect Consulting.Aspect Consulting's original files/reports shall govern in the event of any dispute regarding the content of electronic documents furnished to others. We are able to provide additional geotechnical engineering assistance,if desired. Please contact us to discuss and coordinate supplemental services. It has been a pleasure to provide these services. If you have any questions,please contact either of the undersigned at 206.328.7443. Sincerely, Aspect consulting, LLC o1 Was � EnglneeringGeoiogisr by 1 C� 417 O mxAz used Geos David H.McCormack, Erik O.Andersen,PE,P.Eng. David H.McCormack,LEG,LAG Senior Associate Geotechnical Engineer Senior Associate Engineering Geologist eandersen@aspectconsulting.com dmccormack@aspectconsulting.com Attachments: Figure 1 —LiDAR Contours VA140082 Olympic Memorial CenteADellverables0ope Evaluation Report101yMemcen recon report final revMay142014.docx Page 5 '* ' u 7 " CIIVERYTRAIL OLYMPIC DI5 so , I ; rr' - :, i g i VLO .1 s Utility r. WIN Storvick s v * Tower Likely Extent of ;. att F - imomm— A ISuggested Slope .+. x< r Stabilization / Shop/Maint- enance Building N, E VICTORIA ST __ , ® •`* _- U 50 100 G Borings Site and Exploration Plan 2-ft LiDAR Contour r'"'" Olympic Medical Center-North Bluff Slope Stability +[�y' �. PortAngeles,Washington 'L.10-ft LiDAR Contour .f 4e ape NOV-2014 US Ep„ FIGURE NG. E CAROLINE ST E CAROLINE ST 1�f i* iioos 7 2 GnsemeP t�erCreCRs I Gourte:Earl.DlgtlelGbGe.c-.a,. USN'"GS.AEC G—Plrlg—9-IGN,IGP,aMasmpo.erMVre GIS Uur Communb i Patrick Bartholick From: Scott Johns Sent: Wednesday, September 16, 2015 10:26 AM To: Nathan West; James Lierly; Patrick Bartholick; Benjamin Braudrick Subject: FW: Invitation to Bid -Olympic Medical Center Soldier Pile Wall FYI From: Scott Bower [mailto:SBower@olympicmedical.org] Sent: Monday, September 14, 2015 11:21 AM To: Cameo F. Little; '2 GRADE, LLC'; 'info@bruchandbruch.com'; 'boones@wavecable.com'; 'cjexcav@gmail.com'; 'bogiebob@centurytel.net'; 'diamondx@olypen.com'; 'bids@primosequim.com' Cc: 'Larry'; Erik Andersen (eandersen@aspectconsulting.com); 'Scott Franz'; Eric Lewis;Scott Johns Subject: RE: Invitation to Bid - Olympic Medical Center Soldier Pile Wall I apologize for the late notice but this project is being pulled due to some internal issue and work load.We had hoped to get this done before the weather got us but we feel it is pushing to many of our regulatory issues. Sorry if we waited anyone's time. The job walk that was planned for today at 2 PM is cancelled. Scott Plant Operations and Construction Manager Olympic Medical Center Port Angeles Wa 98362. Phone: 360-417-7170 Fax: 360-417-8627 From: Cameo F. Little Sent: Wednesday, September 09, 2015 5:20 PM To: '2 GRADE, LLC'; 'info@ bruchandbruch.com'; 'boones@wavecable.com'; 'cjexcav@gmail.com'; 'bog iebob@centurytel.net'; 'diamondx@olypen.com'; 'bids@primosequim.com' Cc: Scott Bower; 'Larry' Subject: Invitation to Bid - Olympic Medical Center Soldier Pile Wall Invitation to Bid Project Name: OMC Soldier Pile Wall Address: 939 Caroline Street, Port Angeles,Washington Bid Due: 2 p.m.Wednesday, 9/23/15 Olympic Medical Center will be constructing a soldier pile wall along the north side of Olympic Memorial Hospital at 939 Caroline Street in Port Angeles,Washington. Work Drawings,SEPA,JARPA and other project documents can be downloaded here: https://www.dropbox.com/sh/nwl4gbge2yg5ce7/AABWFFZoAh03w9PAbDOJoK6Ya?dl=0. Full-size prints are available from In Graphic Detail in Sequim,Washington,telephone 360-582-0002. 1 The bid should cover all aspects of the project, including safety/silt fencing, drilling,setting pilings, installing lateral wall elements, debris removal,traffic control, etc. The City of Port Angeles will also require a truck wash station and catch basin inserts. The building permit will be paid for by Olympic Medical Center; all other permits are the responsibility of the contractor. This is a fast-track project requiring substantial completion by October 31, 2015. A non-mandatory pre-bid conference will be held at the site on Monday, September 14,2015, at 2:001 All bidders interested in submitting a bid on this project are invited to meet at 1107 Georgiana Street(just east of Chambers)at that time and date. Please submit questions and comments to: Scott Bower, Plant Operations and Construction Manager sbower@olvmpicmedical.org 360-417-7170 Cameo Little, Project Coordinator cflittle@olvmpicmedical.org 360-417-8628 Bids may be submitted by email,fax or hand-delivery to the office of Scott Bower, Plant Operations and Construction Manager,939 Caroline Street, Port Angeles,Washington,telephone 360-417-7170,fax 360-417-8627,email sbower@olympicmedical.org. Bids will be accepted no later than 2:00 p.m.on Wednesday,September 23, 2015. Olympic Medical Center reserves the right to reject any and all bids and waive any informalities or irregularities in the bids received. The Washington State Prevailing Wage Rates in effect at the time of this bid invitation apply to this project. Payment and performance bonds as described in RCW 39.08.010 will be required. Project Coordinator Plant Operations and Construction Olympic Medical Center Office(360)417-8628 Cell(360)797-1333 cflittle@olympicmedical.org Confidentiality Notice: This e-mail message, including any attachments, is for the sole use of the intended individual(s) named above and may contain confidential, privileged, and/or protected information. Any unauthorized review, use, disclosure, copying, or distribution of its contents is prohibited. If you are not the intended recipient, you have received this email in error. If so,please notify the sender immediately by reply email and delete/destroy the original and all copies of this communication. Also know that Internet e-mail is not secure. In choosing to communicate with Olympic Medical Center by email you will assume these confidentiality risks. Internet messages may become corrupted, incomplete, or may incorrectly identify the sender. 2 q0W I 00& 0j)R TA' NGELES WASH I N GTO N, U. S. A. i Public Works & Utilities Department t i August 27, 2015 { Olympic Medical Center Attn: Scott Bower { 939 Caroline Street Port Angeles,WA 98362 i I I .. Mr. Bower: Re: North bluff slope soldier pile wall plan review comments/conditions. i Review comments: 1. Provide temporary erosion control plan. 2. Provide drainage plan. I Permit conditions: i 1. Certification of Construction to be provided to the City from the design and/or project engineer upon completion of the wall. 2. Contractor shall conform to recommendation in the 2015 geotechnical report, Sections 3.3 to 3.7 I f I If you have any questions or concerns, please contact Roger Vess at 4174812 or I I rvess cityofpa.us Thank you, { i Roger Vess ! ! Assistant Civil Engineer I j I i r Copy to: CEDD: Scott Johns Building Division: James Lierly, Pat Bartholick ISI NAPWKSIENGINEERMovelopment Services\939 Caroline OMC Soldier Pile WalhSoldier pile wall plan review commerdsconditions letter.dou 1 { Phone: 360-417-4800/Fax: 360-417-4542 ! Website: www.cityofpa.us/Email: publicworks@cityofpa.us 321 East Fifth Street- P.O. Box 1150/Port Angeles,WA 98362-0217 l . P F ,RT NG`ELrES WASH I Ndt'ON, U. S. A. Novemeber 17, 2015 Dear: Mr. Gale Comments have been received from our Tdpartyreview for the Soldier Pile Wall located at the bluff on the north side of the Olympic Memorial Hospital located on 939 Caroline Street in Port Angeles. The plans have a signed date of September 9, 2015 and the calculations have a date of September 4, 2015. Based on my review the proposed solder pile wall is in compliance with current codes and is acceptable to this office but there are still several items that should be addressed prior to issuance of the permit. These items are as follows: I Two complete sets of structural calculations and plans need to be submitted to the City of Port Angeles for approval. At least one set of the calculations and plans need to be wet signed by the design engineer. 2. The completed wall will'have an exposed vertical drop off of approximately 6' on the down slope side of the wall. It will be required that a 42" high guardrail be installed for fall protection since the vertical drop is more than 30 inches in height. 3. Continuous special inspection is required during drilling and placement of piles per I.B.C. Section 1705.8. This requirement should be noted on the approved plans. If you have any questions please feel free to contact me James L. Lierly City of Port Angeles Building Inspector/ Plan Review/ Code enforcement 360-808-0534 y 2 3 4 5 e Olympic Medical Center A Soldier Pile Wall GENERAL NOTES 1821 SHALL BE PR TAND PRESSURE PRESERVATWETRF INACCOPDANCEWITH A LITREOOPEMETRS OF UK GTEOORY OFU 8 AND TO A MINSUM RETENTION OF 0601562 CU.FT.FIELD CUTS AHD""' A IN I. ALL WORKAWN IPMOMATERIALBSHALLCONFORMTOTHEMCSTCURPENTSTANGRDNJBONGMMSAS WATEPBONTERSOR E IAOGINNE FRESERGAFTEP PRESSURE PPFEERVATNE TPEAIEENT)fi11FLLBE TPFATfD VATNA ADOPT ED BYTHECITYOFPORTANGETES VATA'f B 2 THE CONTRACTORS REBPOEEtf FOR THE MEMLS AND METHODS OF CONSTRUCTION.THE COdIWNATON OF ALL 1T.EOLDIEP PIIS WALL BACKFILL SMPLL LONSSTMGRAVEL BAGUILL FOR WALLS.AS q:FWFD IN SECIKONG0TiT21 OF B WORK,SMETV OF ALL PERSONS AT THE PRCECT SITE.AND SHALL QDNF Y WITH ALL JOB SEATED WETY THEATd W800TSTANOMOSFELIFICATIONS FOR ROAD.BSIOOE.MD MUNI-CONSTRUCTION. 6TANDMDS.THECONTMCTORRIREfiPONBELEFORDEf NINGAOUKCddDITIONBOFALLWb WU DU 18.ONE 11O WEEK PRIOR TO WORK COMMENCING.THE OOfTRUk(O WILLl PRIMUS MNIIFAC IR DOLUIENTATION B1Y11YT6ON THE PUNS AND THOSE-E ANDUAEPCROUND OBSTRUCTIONS NOT SHOWN ON THE PlAF 9.TIE qNp OR SAMPLES Of THE MATER 4L5 PUNNED F OP USE IN THE CONSIRULT IXI. CONTACTOR SH—PENOVE ALL ABANDONED UT—E50R INDEROR0INID OSST2UCTXXIB-1INTEPFERE WITH IO NEW CONSTRUCTN.E%GVAT30N SLOPES fiHKL BE SAFE AND NOT OPFATFH TMM THF WT59PEUfEO BY LOCAL. IS OBLLED SHAFT CONSTRUCTION STATE AND NATIONAL SAFETY Rf�V1ATDRE, THE CONTRACTORBWV.L PROVIOE NLOTECIMN FOR FEOESTRIANS ANI VEXUULM TRMFX:WHEN OURE'RUCT10N ESOLgERFIL THEE58eNLL 5TEEIMU ER WCNFENdM1E1EP,AN0NU6T BE OFBLLFD AT IFAST OFE 1 pCTVR1FE WARRANT SACH F�TECTON. TOOT OEEPERTHAN THE BOTTOM OF STEEL SOLDER PRE9 NGUTEp LATHE PLANS. PCOPY OF THESE APPHOVFJO PIANS ANO ANY REOJIRFD PERMITS MUSTBE dN SIRE AT ALL TBAEB. I62 SHNLPRONDESUTABLE EOVtl 1AEM tOADVANCE THE SHMiEXGVATION TO ME OE91f.T1 R DEPTH W ACONTNUOU60PEMTpF1 ITIS THE COMR/LT—RE6PdI3ELITY TO ENSUE TN:—FIY OF TIE 5. TIE REQUIREMENTS OF THS FLAN ARE THE MNNUN REQUIREMENTS.7E DO NOT REFACE.RFPE .ABSOOATE. SHMT,SURROI'HEC-1L.AlO THE STASWLYOIHE SHAFT SroE WALLS.FUVNG COFDRIONSARE 51AEP6EDE,OR AFFECT ANY OTHER MORE STRINGENT REOUIRENENTS RULES,PEGUAlON3.STAN)APOS O2 ENCWMEREO.TNE C FAIRACTORSHALLUBE TMNK T�OROTHHI METIODC.ON IPPR S Of TT PROJECT RE6TPoCnON6. ENG no EXTRA PAYMEMWRL 9E MADE FDR usE DF TEINORMYr BN o6oTHER SHAfTsr,.aEU TKN LOCATION 6 ALL SURJEYNGMID STNUNO OF IMPROVEMENTS IS TO BE PROVIOFO BY THE CONTMCTOR.CGRNLTIX1 sHAu I6.3. SHAFT E%WATKMJ IN_BESUSPENDEDWITHTFEIPPROVK OFTHEENGINEER.NSUHALASE.THESN4T Ti) yy HELDVERFY SETE CODITIONS PRIOP TO STARTING AND SHML NOTFY EHONEER F THERE ARE—Es SHALL BE SECURED WRH MI APFROPRNTE BAfET'CO'hR IFNECESSUR. EMPORMYCA81NG61NLLBE Q p 4 T. CO(TUC LFROTECINfMBYEYJSTINOUTILITIES,STRLX:NIESPAVEMEHISAroFAGLREB. lad. USE CONTFUCTORSFW.LUSE ACLENgUTBOLKEAT.OROTHERMEANSKIEDBYTHEENGWEER.roCLEAN Y. Port Angeles v z e. DON TOR SHALL BE RESPONSIBLE FOR R20VIDWG ADEOMTE TRMFbACCE56 CONTROL AT III TEEYIS DUPS EXCAVATION NS TSIILH T1uT NEGLIGINELOOSE OR gSNRSEO NATERML REMAWS ON THE 'Fny� CON TIUTIONALONOSIOEORWITNN ALL PUBLIC BNWTOF WA FRONMFk FLOW OI E%ISTNiGPUBUCTMB5IWLL C 101 BE MNNTNNED AT ALL TIES.UNLESS PERMSSION IS OBTAIFED PRINTF 4FOP TPNL CLO6lIPE NALR OFTOURs. IIS. NL SHAFTS%CAVATR NEST BEE HAUL NOIRF BYTHE ENGINEER TTHE SHAFT UPON COIAPIS RER OF E CONTRACTOR SHALL PNOTECTNIYPoWER POLES NEM EXUVATDNFERWAC INIBrd(OX-1 E%CAVATNIN.THE CONTRAGTOiSWLLL NOTRY THE ENONEER TORT THE SHAFT F%GVATIONE IDY f01t INBPECTXIL THE CONTRACTOR6H—I—EAVNU .TFUITABLELIdITFORN3FELTONOFTHE5IMFT /sr f'`f' N Z R EXGVATION.AN)FLULE WEIGHT Aro TAPE TOCHEIXVERTICAL AUGKNEM AND DEPTH, yjI Fy OF O 18.THE CONTPACTOR SHKL KEEP MFECIEOOFFSITE STREETS CLEAN ATOLL TMES. C IEC ALL 11.THE ENGINEER MUST BE ONSITE DURING CBITIGL dNISTRUCTON OPE I—. iB e. DEVWTION OF SHAFT IXCAVATIOUTAIDENS THE TEOOR L TATIOR SMALL NOT F THEEDTNREICT INUXPENSE EXGVATpN6 NOT WITHIN iOERANCE BNPII.BE COPPECTED OR REPNACEO AT THECOMRMTORS EXPENSE. g 13 REFERENCEW THEEXISTINGSFEE.TOFOORAPHIFUEILIIV GTA AND THE PROPOSED GRME6 AND ELEVATIONS 19I � ME BASED ON THE FOLLOWING ELECTRONIC DFUWWB C LEAN MUI GONLRETF T..0 BE PACED WITHOUT DEUY FgLONE—DEEPTANCE RETNT RODSIFER RE N N% GONG RETE GST CONTINUWSIY IHASNOLE PGABQO CRETE UCETBYTREMET I-ST TVIE SF ELEVATION E E MIENONEERINGMD SUR WRG12n2FJdd MOPETMAN t2WCHE5Of WATE FILEWNER TIECOILRETEMUST BE FINED TO ATIEEIDTH LEARFINN OF 8 6 ME BOTTOM OF 1HE TAGGING.AT RILES WHERE T11E BOTTOA Oi THE UGGNIG IS STAGGERED,THE LENT MIX Y ].TIE SCOPE OFWORK TO SEPERFORMEDINLUUESTHEFO1LLDW1NG. CONCRETE MUST BE TILLED TOMEELEVATION6THE NIGHER UCOINGBMRO. E 131 RE AND REPUCENENT OF BOLLARDS.CRAW U FENCE AND MSC—APPURTENMNCE3 196. ME WK NUYNOTBE lOAOFD LMILAT LEAST I2HOURSAFTERFNONG THE LENT Md CONJETEINTNE MSOCMTEDWITN RLOP TANKENCLOSURC—TECTKONOFFPOPMETHhU1—EOUBNG SHAFTS. 112. -ON DI: PROXWAlELY 300 LWEM FEET O'CMTL RED—DER FRE WALL WTR TREATED 138 DRILLED SHAFTS SMALL BE EXUVwTEp 1.6Bi0 AN SIGNATOR MOUNTED TOP DRNE KELLYBM ORLL RIG WITH C FF I. LAGGING M6MQWN OU THE R/rt15. SUFFICIENT REACH TO SAFELY OFEMTE OVER 181-1 THE U(ETNO PROPANE TANK AND APPUTENANCES. O t 13.1 RESTORATRN OF SUKAGNG(ASPHALT.CEMENT.GRAVEL ANO UW N)TO EXISTWG CONOITXNIS pR BETTER). IF 10 DRILIED SUFIS-5 SHWA.BE E]FORTED FRDM THE SITE TO A SAYABLE DURPo AREA DRLLED SHAFT O d 3 N.OEOTECHNKAL WFORM -IS PRWEE'D BY ASPECT CONSULTWG.LLC.GTED MARCH'1.11 SFGL6 SNAIL BE dRECILY PLACED MO AOlMP 1BUGt A6 THE 9NAFT6ARE F%—ED. W CG N THE CONTRACTOR SHML EMPLOY THE FOLLO'WNG BEST NNNOEMEM FBACT IBMFR TO REDUCE THE ® ` O FUTENTUU.FOR EROSION OF E%POSED SOL MO TO UMI SFOWENT GEHEMnOiN. N.TH ER6(ESEUVIRED.BACKftl19HALL BE FLAGEOAM CGNACT®NLINCH HOR60NTN LIFR WIM ME[IWYLK 16.1 INSTALL BET FENCE SHOWN. tANPE .G JUMPING TOADENSEAN)11lVfflDrq CONdlIO11 O C Y 15.3. COVER 515 OLSANO SOILSTOCKPII.E—NGWSTWEATFERASNULNASPOSSIKE 21.C CW,UPMOPESTORATION i U N; 15.3. INMALLI THSSW WSENTS. 21.t THE COMPACTdE SHALL BE RESFON6IBLE FOR IENOWHG ALL CCdI51NUCIgN DEBRIS.M4UdN16 EXLAVAT® 15A. PBONDE ACCESS LONTFALS. SHAFT SPIE./BOM TIE&TE. 15.5. CLEW u,ANY SOLS DEPOSITED ON THE SURIIOUHGNG STREETS AT THE EM OF EACH DAY d V lD a te.MAIERIN6 21.3 ALLCLEIHEO VEGETATION SHPLL BE PELIOVED FPOY TIE SfTE. 0S TBT DRRLED SHAFTS SIIPLL BE BACKFLLID UBNO LENT RNC,ONCRETEGCONTpDLLED0EN61TY fBL ICDFl WTHA 21.3. PLACE-L AND RE-VEGETATE KL DISTURBED MEAS WITH SMUR VEGETATION AS GBSENRT EKIETB. V �C11 25D COMPRESSIVE STRENGTH OF AT LEAST I,SN)FM. V T 183. STRUCTURAL MEL SECTIONS SHALL CONFOUI TO MTMM120RADE b.THE OFPEIIMOST tOSEET OF THE STEEL SECTIONS SHALL BE PROTECTED fROY OORRO9OXY 10N WITH A 16 MIL EPTOPCOAT.YRHNR UGOIN3'. D IS2.1. SHALL BERSIN ATEDDOWLA6FIRURLH.GRADENO.2OIBETTER. D ICU S BEHNCNTNIG((MIMMIM).MDATIEAST"NDHESM6, ykyk SHEET R[FEREfW'E NUMBER G 01 SHEET 1 OF .3 3 y 2 3 4 6 B $ 1 y y 4 y • rs IGH NGTE E 4 R11 FENCE MS S ARE EMeE00 c CONEmE0RCE0 CRETE SLAB CONTPP SAVEA F-1LAfL + FENC ONSTRULTIoNPON— ROVIOEufv FENCGECOMPONENTCRPATE REMOVED IS RE—EO TO E)34TNG(ON.1-1 I. CONMTDN UPON PROJEC COMPI£T— � � a A --_— �---------- �— Jr RD W9m Tc06r. IYD >Vlon IibBrv. 924 xtl'G� 'Jly 0.2 0•roa 926 R2+ -w .6 f-[^1009gpA'���— Rt 0•t6.0 924 P91 D.4 ,T Ell 4CPPOPNff ��o b Ply I1.3eAo p� O.N.O 93d R94 tN0.0 926 U OD NOi pBTtxre E IM- 318 M6 0•#0 9L5 PN tMW Dd % lar LF OE WALL 1 -A 5 / 38 PILES.PRE SPACING—E6 _ - P6 oNOa #,6 P-ID 1N6J 91d 11 -12 -1S 3 Pi ON60 Dd 0.>d NICO 926 6N AIJJ53J - -1 f Pd ON)A BOJ P21 N19a 9Ib C + 11 E'1009J151 ———__ _ o_ + _ - RCT�f PS a o god 0.19 Nm0 BRb I 2.q P+0 tao god PW N10 94d I ALONAEM'G' �� ''f COIICRE TE ------EEF - 1AJ �— i / OY W9 P11 P92.o B26 0.7D N]EO 99d PARk INC __ R12 oH9.0 926 Pdt PWA 914 O O pj �H -' 9ETPf-M � E%I,TING SIX.lND4. _' '-, Pt, tNAO 92d PS NDA D.6 REMOVE ANO NEPLACE XE RE IN _ CTRICAL �r� P11 1N9D 94J PD ]NDA 916 CONFLH:E— I III TV MEMIT! t EOUIPMEM STA�fi ( TINGFENCE.1� S,'0 0.L 1.12.0 Dd P-N N16o Nd y tH' NOTE MIS SHEET , OLlARO(iYPI R INCH��S.tt. Pt) 1•32A 90b P-06 NICO N8 % ) 9\ 0.19 tN10 Db Pd9 3N0.0 91d t,�( PLAN Q o m 4.0 8 ALL FAC EFINIxGEED E AT ALSITIGNMGFNT'G'1 Z 0[NCH FOR TAGGING wSTAII.ATION) ELEv El[v- E%IE—GGRADE 'FEET) AT WALL CEMERLINE \\ f ) Z y Do iiill��� PI tAGGI APASII 1 ._. - Aw a wAu O C -- - r t FIIRsxeD ORH>E 111ENCN1 6 PD o1RwP ,V E%ISDN-1: a k LEO EISNEPTl Y L C 0.t, 0.0 0.t! RIB .2t R11 P19 P-+9 PYI 0.L P9 �0 N N D 6Q0 R1 0.1 0.3 0.t 0.6 R6 P) R9 P-9 t P.11 RI3 I 45oc sroA�rIDN IFEETt o 2x ELEVATION SECTION-AU i m :I a u iir s o E SNEE) REFERENCE NUMSM C01 B SHEET Z of 3 1 6 6 ^off"rqy�� y-- ,.c�.BB n sola.Pr ea.ar em.w.carer i Mpa !39 0PSwI1ORT3fD-i NNHOELFi%K10U9I1.i-6.NSINiOIRG%LfDCIOENRECC'VaRRIOLEEElTEt ELOKK 36 M ILR RPP0.0.RWPPPFiaI1aaB1D B 1 NO0O0M0OWMONM..•.KN0LetJ1MO1a0.620.nI601AAA00..0.0O000 T4IDoDDaHWIRDP1RBB3S..8SaS6b0abO Fv. P0.0.PNp0.YPRPPRyMSDi02NRaDaIa1OB 8ti»11113N2NW•NNNN•gan1]M3DDMu0.60.2aAa.A0010A0000 ..-DDDQDHBBB022al1Ss.S N. 110O6 1 3.16A1 EWal6220 Rta Bl D .13 TPSaa 3aa8 w BUI EY 0.N 1.OaD � R91 h16D Rb �' � RESP �+� �F"al J9 I PIa t•1 P-a1 3'110 DS O a�H �{- R18 Ha1.0 DS PM 3•T60 MA I'� PII 1x120 I H2a PSa 3H1.0 HI.a 8 17 E<> 'v N°^'HG E Pla iWA W.S P31 ND.O OId 5260 l RtH t•I60 4Q3 Pal a•ODA MS PIC €rc El PLAN 0 m 10 Fva BNED—E STINGGMOE EI.F.v. APPH 'G'PLf 10.55UINNG+-Fi vAOE-\ aTxKIGNNENiELEv _ i Ai WwtlF OENCN FOU LAGGINGI STKIAnONI , IFEfTI [>UBiwG GRADE_ \ �FEET, AT WALL CENTERLINE � \ 100.0 � gg IDD \ \ REI PI AG HGBW mP foI WKL H � � - _ s1.s MIStIEDAGRO 1 Ko BDA ( r- ,`"� 1 • � � ,6 PSI IEpwpHp � Y j'`y,-1'� i CONLRCTE `yf t�r.1{ I �f LLED 9NpFT N = Too � •n 'i � O a EOF Rta RtT Rta RIB RZD RBI Paa 0.D RN Pit 0.1 PSI RM R8 0.30 Pat PD Rb P11 Pae P.Y P3) P]e 60.0 01U� 0� y* � to � p IIIY 1150[ I.>Y 1aCAC 1115[ en SECTION-Bv ELEVATION a- c r r D N p D I SHEET REFERENCE ; NUMBER: CO2 SHEET 3 of 3 B 4 s s a Address: 939 Caroline Street � 3 q c0--r-b(; 5 (_ PREPARED 5/14/15, 9:04:35 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 5/14/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER _ PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM NEW CONST ------------------------------------------------------------------------------------------------ PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 11/19/14 JLL PLUMBING UNDER SLAB 11/19/14 AP November 18, 2014 9:58:42 AM pbarthol. Jim 253-225-6192 November 19, 2014 4:43:53 PM jlierly. PL2 01 3/13/15 PB PLUMBING ROUGH-IN 3/16/15 AP March 13, 2015 12:56:51 PM pbarthol. Andy 360-551-9229 March 16, 2015 1:08:23 PM pbarthol. PL2 02 4/28/15 JLL PLUMBING ROUGH-IN 4/28/15 AP April 28, 2015 8:36:50 AM jlierly. 360-551-9229 AM inspection April 28, 2015 12:50:34 PM jlierly. Paritial plumbing in bathroom near west wall door only./jll PL99 01 5/14/15 PLUMBING FINAL May 14, 2015 9:05:45 AM jlierly. andy no phone number left on message/jll partial final inspection/jll -------------------------------------- COMMENTS AND NOTES ------------- c t- PREPARED 5/19/15, 9:39:12 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 5/19/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM NEW CONST ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 01 3/13/15 PB MECHANICAL ROUGH-IN 3/16/15 AP March 13, 2015 12:57:16 PM pbarthol. 360-509-0288 March 16, 2015 1:08:23 PM pbarthol. ME6 01 3/20/15 JLL MECHANICAL GAS LINE 3/20/15 AP March 20, 2015 9:07:48 AM pbarthol. 360-559-9229 March 20, 2015 3:45:27 PM jlierly. ME99 01 5/19/15 L MECHANICAL FINAL May 19, 2015 9:36:10 AM jlierly. andy ------------------------- ----------- COMMENTS AND NOTES -------------------------------------- �Q 4 4 � - - Q e r �� � 7q PREPARED 8/03/15, 9:29:09 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/03/15 ---- - -------------------- ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER : PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ wall/jll BFS 02 5/04/15 JLL BLDG FIRE STOP INSP 5/04/15 DA May 4, 2015 9:58:05 AM jlierly. Jim 253-225-6192 May 4, 2015 4:02:29 PM jlierly. Recaulk of fire penetraitions was not executed well. test holes were fill 50% and some had standard caulk that was non rated for the appilcation. Provide a complete seal as per mfg installation/ products are not being installed properly/ all fire stop product per code/jll BFS 03 5/06/15 JLL BLDG FIRE STOP INSP 5/07/15 AP May 6, 2015 9:50:54 AM jlierly. Jim May 7, 2015 9:13:53 AM jlierly. BL3 01 6/09/15 JLL BLDG FRAMING 6/09/15 AP June 9, 2015 9:13:25 AM jlierly. jim/ ER waiting room framing June 9, 2015 4:50:18 PM jlierly. PW99 01 6/25/15 RV PUBLIC WORKS FINAL 6/26/15 AP BLI 03 7/22/15 JLL BLDG INSULATION 7/22/15 DA July 22, 2015 8:47:27 AM jlierly. Jim 253-225-6192 July 22, 2015 3:27:18 PM jlierly. Insulation was not full in exteriro side of cavity on several bays/Fire proof material was missing on sevral columns / massive amounts of rust on steel structural columns. verify with Engineer if column need /required to be primered or not. jll BLI 04 7/23/15 JLL BLDG INSULATION 7/24/15 AP July 23, 2015 9:33:59 AM jlierly. July 24, 2015 9:39:52 AM jlierly. BLSH 02 7/24/15 JLL BLDG SHEATHING NJ 7/24/15 AP July 24, 2015 9:29:30 AM jlierly. AM Jason 252/549-8296 July 24, 2015 4:37:54 PM jlierly. BL99 01 8/03/15 BLDG FINAL �^ August 3, 2015 9:29:41 AM jlierly. (� ° 253-225-6192 Jim ------------------------------------------------------------------------------------------------ 0 PERMIT: ME 00 MECHANICAL PERMIT ----------REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------------------- ---------------------------------------------------- ME1 01 3/13/15 PB MECHANICAL ROUGH-IN 3/16/15 AP March 13, 2015 12:57:16 PM pbarthol. ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 8/03/15, 9:29:09 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/03/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------------------------------------- 360-509-0288 March 16, 2015 1:08:23 PM pbarthol. ME6 01 3/20/15 JLL MECHANICAL GAS LINE 3/20/15 AP March 20, 2015 9:07:48 AM pbarthol. 360-559-9229 March 20, 2015 3:45:27 PM jlierly. ME99 01 5/19/15 JLL MECHANICAL FINAL 5/19/15 AP May 19, 2015 9:36:10 AM jlierly. andy May 19, 2015 4:35:23 PM jlierly. This is a partial final inspection for the first phase work for the ER expansion work under this permit will carry on to the other phases of work/jll ME1 02 6/01/15 JLL MECHANICAL ROUGH-IN 6/03/15 DA June 1, 2015 9:14:37 AM jlierly. No name or number left on recording/jll June 3, 2015 3:15:52 PM jlierly. no return call contractor not on site to walk through scope of work recall when available. JLL ME1 03 6/05/15 JLL MECHANICAL ROUGH-IN 6/05/15 AP June 5, 2015 10:21:59 AM jlierly. June 5, 2015 10:22:21 AM jlierly. ER waiting area bathh room addition/ill �j June 5, 2015 4:20:20 PM jlierly. ME99 02 8/03/15 1 MECHANICAL FINAL -August 3, 2015 9:31:12 AM jlierly. -- ------------------------- PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 11/19/14 JLL PLUMBING UNDER SLAB 11/19/14 AP November 18, 2014 9:58:42 AM pbarthol. Jim 253-225-6192 November 19, 2014 4:43:53 PM jlierly. PL2 01 3/13/15 PB PLUMBING ROUGH-IN 3/16/15 AP March 13, 2015 12:56:51 PM pbarthol. Andy 360-551-9229 March 16, 2015 1:08:23 PM pbarthol. PL2 02 4/28/15 JLL PLUMBING ROUGH-IN 4/28/15 AP April 28, 2015 8:36:50 AM jlierly. 360-551-9229 AM inspection April 28, 2015 12:50:34 PM jlierly. Paritial plumbing in bathroom near west wall door only./ill PL99 01 5/14/15 JLL PLUMBING FINAL 5/14/15 AE May 14, 2015 9:05:45 AM jlierly. andy no phone number left on message/jll partial final ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- X 31 C"' (" -4- � � - PREPARED 8/03/15, 9:29:09 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/03/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER : PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------------—-------------------- inspection/jll May 14, 2015 4:17:46 PM jlierly. Partial final inspection on plumbing in main ER area only/jll PL2 03 6/01/15 JLL PLUMBING ROUGH-IN 6/03/15 AP June 1, 2015 9:14:07 AM jlierly. Brian 360-813-4289 June 3, 2015 3:16:44 PM jlierly. ER waiting room, restroom addtion/jll PL99 02 8/03/15J PLUMBING FINAL August 3, 2015 9:30:58 AM jlierly. ------------------------- ------ COMMENTS AND NOTES -------------------------------------- IGELES -)T 0-)R1 N W A S H I N G T O N, U. S. A. ® COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: August 3, 2015 T O: Rush Commercial/OMC 939 Caroline St. FROM: Jim Lierly; Community& Economic Development Department SUBJECT: Temporary Certificate of Occupancy The Department of Community & Economic Development Is granting a Temporary Certificate of Occupancy on 8/3/2015. Temporary Occupancy expires on 12/3/2015 for the OMC ER phase one. Final Approval will be provided for the entire project once all items required are complete in all phases of the project. Maintain continued construction in a manor that does not endanger the public by restricting area's that are still under construction. Maintain exits and fire protection systems from damage or obstruction due to construction that is on going. At any time this Temporary CO may be revoked for any reason deemed by the Building Official. All adopted codes apply. If you have any further questions please contact the Department of Community Development if you have any questions. 360-808-0534 Jim Lierly Building Inspector jlierlygcityofpa.us Materials Ti i , Rule.. r Gt+A"nical FrWr*ernng&Cunwllinu♦Special Inal*cH"n 0 y#alimials Toting`Fn0runmentat Comuhi � t tie F:,ngaccandAwnranc7a.SCnrp 19RJ Emergency Department South Expansion -Olympic Medical Center - PO M02493 - 14KO35 - IPD-Soil Compaction: Report#D34907 CLIENT Olympic Medical Center DATE 11/14/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 11/14/2014 Time Onsite: 07:30 am Weather Conditions: f Clear,50 degrees Inspection Performed: i IPD-Soil Compaction - - Field Data: Work/Location: Structural Backfill/Subgrade - Gauge Standard MS: 19336 Equipment ID&Serial#: ;CPN MCI Ser.#M D50607947 i Gauge Standard DS: �36034 i Test Samples: Proctor Value c Sample#:Description: �p f)'Optimum Moisture and Oversize Rock Correction: L tK14 284 Greyish Brown GW GM Well graded Gravel withStlt and Sand �I 138 7 lib 7 - - 2.1 K14 302 JLE rown GP GM Pootly graded Gravel with Silt and Sand Crushed ;i_ -132.8 - ,�6.6 TEST METHOD ® ASTM D-1557/AASHTO T-180 In Place Density Test Results (ASTM D-6938): Test# Depth Location of Test Elev. Wet Dens. Dry Dens. Moist% Sample# %Comp. %Regd. 1 6" IAx.5/3 i�-4.5'SG I 148.6 - 136.6 W 8.8- 1 j 98.5 95 2 -6" -J A.25/4.25 - --- -__ iL 4 SG I� 147.5 134 -110.1 IEI :]j�96.6 -�t_ 95� r__----__r_ -__�.__-__ r-4'SG C 148.9 I 136 �P 9.5 3 6,. �Ax7_5/425 I .__.--.._._.. i C � 8SG 10 9 �954 CA 25/4 75 0 $ 6 �Ax 5/ 5 r 3 SG �i 145 132 4 9 5 �� 1 95.5 �, 95 t _ _ JI �� _ �C _ _ 637 5 6 6" j�Ax.75/3 -- 4.5 SG 150 8 19.7 I 99.1 95 �_-- _ _ - ---- - -_ -- l -_ L- __._ J _ Ir- ._][ 147.9 _. •] � - �iAx 75/425 a� 3.5'SG 8 1 6 IIA 25/4 25 2.5 SG�[ -149.4 �� 98.2 lI 95 g 6 1�A.25/4.75 it 2 5 SG i! 144 4 �� 132 7 , 8 8 �C I 95 7 � 95 - w _ 10 �_- 6" Ax 25/3 4 SG 147.6 135 4 �t_ 9 i, 1 97.6 + 95 1C _ ,�--- __ L - �.._ _ _ _ _ A� ��---- �---- -- -- - � -4 SG lr 145.9 134 1 1 s 6„ Ax.75/3 _._-- -�� l� ._1 _-- (--_ - --- r----- ---------- t( -- i I --..�1_2.5' _SG 148.7 �j- 137:8 L_7_9 1_ 99_41]�95_.__) 13 ; 6. A,25/4.25 G ,_144.9 �' 132.2 �C 9 6 Is 1 ,� 95.3 _ 14 �_ 6 Ax 75/4 25-- == - - „ _ al 3 SG�� 146 5 ( 133 9 ��._ i--�_�� 96.5_1__._95 l� I 1 9.4 15 6''_.__�1t�5/3 '. 3 5'SGML 147 4 }1-134 5�C 9 6 1 IF 67 - � 16" �Ax.75/3T- I--3.5'SGJ�144. j 13LLJ 8.9�C___ 17 C 6_ Ax 75/4 25 2 5 SGC 144 5 �L I331�8 6 1 I�- 96��- 95^� 18 --6 !!Ax 5/ 5143 1 ( 132 �I 8 4 I 95_2 I 95--� 6 -- Ax 75/4 25 19 --- - 2 SG 144 4 al 131 9 , 9w5 C_. _ ___.. � I 20 6" �iAx 25/3 j 3 SG 144.3 IC 132,1 9.2 �- 1-- 95.2 95 C_. �__ -- ---_----- _jL .__� 21 6" Ax.75/3 - --_- --_ J�3'SG��147.1133_7 (r` 10 -�^- 1--j�96.4L 95 �.•Is9{n°�qil.ny.,w.,a:aeau>•ne..,�gir..c.+�isn.v*St.�,.p-,e;rs+7�.�n.� v,lvv_.,,wry.rq.�l.�.•?r!•r..i��s-�n.•x*a.Eb*x.ed...+t.c®e#.awkAawrn�.a,.rkm..wr.:®tkn!yei,..n,.�yaaq,...,,xa�t*,.xa.n.+rh1^+m+n arrnca.flwn+-�..{unSL+p;.sr�rean,fi c.m.d, i�p..,x ahKsr.oryra.M:e, joi.v d91?mij i,rrnc ir,a ig_pnw Corporate • 777 Cbr_yAer Drive • ilurlimgtom, WA 98233 • 1"6nne :1fi0739.199(► • Fax 360.735.1460 SIV Itcxion • 21 BA H.lAcii 1,..tAre Hkyd- S.W.• Olympia, WA 4HlIZ - Phong ifirl•5,14.�Y77, V.).x 'j6Q,5A4t9,79 NW Realnn * 805 Dopti's:nl SwA,,o 5 Hetilmeham, WA q9225 • Phone :16dl.6411.1 0fiI PaK 16(1.641_41 I t Viisie our webxile: Yi-a-A mu, imc.nz Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page I of 4 Materials Testling & Consulting, Inc... Q,""rnirat Fzorwairw&CnnSulllinw,*5plxlnl tnspwltm to kleltvinls Togn¢*Enr,irrmmenlall CaarcrtlliM z 1!.ggkiwr i Anurnnra.Simv I-MY 22 6 �Ax 75/3 _ 4- _..._. �_2.5'SGjI 140.4�C 129.8 1! 8.2 ji 2 '� 97 7 j 95 23 6„- �l`x:25/3 �._ .. -��2.5'S 146.-7� l34 2 �� 9 3 1l.__.�.�._._. `�6 8 � X95 24 .6' jAx_75/4.25 l SG �[138.3�� 127.6 i� 8 4 it --2 - E 96.1 25 j^ 6" 11A.25/4.25 -J-JJ -1'SG !=136.7 126. - E=8. J�-�= 95 26 F= 6" �IAx.75/4.755'SG��146.6 EI33.5 #� 9.8� F 96�i 95_ 27 6�Ax.75/4:75 TSG 144.3 ���131 9 9.4 �1�_ I 95_l l .-._.-.. .� _ --4 28 1...-„" 29 6 11Ax 25/3 _- �1 2 SG 1� 136.3 -�} 127.9 J( 6.6 ]1__2 96.3 95 _ _._.._. __.-__ _ 30 1-- 6SG 6" �Ax.75/4 75 '� 1I� 134.2 �f 10 1 j l - a- 96.8 t 95 j 1 L_478 ._,8 _ _ 31 6'- ��Ax.75/4.75 -__ ---__- t1�5.5'SGI� 146."133.3 {C-9.7_����1 I` 96.1 95 -f r---- , - r 96. 32 -6" `jlAx_75/4.75_ -� -- -J� 5'S�I 143.9 132.9-jL 8.3-��- lI 95.8 J�_ 95- 33 6" -��Ax.S/-.5147 135.5 I 8.5 Ir--1� -� 97.7 95 L J. ��-_a. I -1�_ll __: 34 2.755/3 -Y- j�(-e1;5'SG �ry 138 I 128:8��V 7.4Y _JE 97 � 95 P _6 !AX 75/4 75 _ �� 4,5'SG C I49 7 136 8-] 9 4 i l6 35 �t 95 j 36 6 .-�iAx 75/4.75 _�( 4 SG�� 147 3_ _ 136 _ 8 3 l 1 .. I 98:� _j 95 37 6" Ax 25/3 � �r I'SG 138 8 �r 128 3 8.2 1 2 L-__ j 95 C�---�,�_�_�- -- ---------_�.". � _ �( � --. _= . =.IC____� :9 38 `6' �?Ax.75/4.75--- _ -_ -3.5'SG r�142.1�l 131.8 7.8 j! 1 -_- 95 x`95 39 r 6" �A.25/4.75 8.5 I 1- 97.4 95 l.�_-_ t--- L-_- --�E _. C- J ,r--- 40 C 6" �IA.25/4.75 -I.5'SG 147.6 ,�t94.7 9.6 jl I 97.1 95 41 I_-. .Ax 75/4 75 ��3'SG 143.3 1 132 6-J 8 1 =1� 95.6 11 95 _ 1 42 �::-6° -;Ax 75/4.75.- �L 2 5 SG 11 145.6 j�- 135.7 7.3 jI 1j! 9 8 ; --------- 43 L-6,. �A.25/4425 143.5 �j_133 4� 7.6-.u�l� _1 96.2 44 6 (A 75/3 -- I� 6 SG j� 137 2 �L 127.2 �� 7.9 I� 2�� 95.8 �L 95 L�-�E--- - - ---- ( - r '�---- - r 6"SG .`� 138.8 129 j� 77 6� 2 I 97.1 95 45 (_ 6��,Ax.75/3 .----- -----------L--,.J�58.8--��-- --..i_-_� �I-_. 1 _-- ---' 19 Native Soils Soils consistent with Proctor O Yes O No ® Imported Fills Soils found to be firm and stable;and to the best of our O Yes O No knowledge,meet compaction Contractor notified of results O Yes O No Remarks: MTC representative on site to perform in place density testing of soils f Areas to be back filled were started to be filled and compacted from earlier achieved work.Work started at between 8'and 5'below S.G. in various locations. CSBC and native materials were placed in 8"lifts to be used as structural back fill. I j Compactive effort was applied by using a Wacker sheep foot steel drum vibratory roller,a backhoe with hoe pack and jumping jack. I Approximate areas tested are represented in picture 1.Plans shown in pictures can be found on sheet 52.00. All in place density tests of materials performed met or exceeded compaction specifcations` Images: vi..rnT,+..�r,.,.....eut4w�..r...w?me.-...n:,...yt t,e-w;.w.ifoa.i++rnv,�,.•krS.YNR•n«N+!�.Ml•,rgnK.,�f.n.:M.+MxeramH.+;+:s*.t��.r�.r.ir,R!.r�.�ran+q¢•se�b,a�r�.m,:.'.n.n-ge�s.n.. '. y am•ih:�rc+nla:Wr� 'Yr�rr+i,ar+rradguwa"�1•ra rar..xgyr�r�.4]�{1 2.111 til-ro,i. r...ic,# a 34 io r Carp-Orsit * 777 Chrysler 13rive • Harilaigta'n, WA 982.11 • P9nas 3410p.733.19941► :Psx 364.155.11itt6 }}W Reltion, • :I is (IBatIC L-bke 111vt1_ .i4'_• Olympia, VVA 0112 • phone 160-514.4X77." + F11;r ;1 fyCI..�;i4,�li7N NAa1 elilan 9415 L3npovi StTMci, Snits 5+ Belilrsghnm, WA 192:.1- Phone 366.641.404iI - Fate .466.447.911 F lusitl Our websiac: +`nrs>.m"-is,C.r,ee, Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page 2 of 4 Materials Testing & Consulting, Inc. IP,t�Mhniral t:1�learernna�t"nnw�ieini;f�ixrinl knx{ *inn w�Inlr rials`6trdn�+Fn�n;InmrniaN i'+rsc�ull F.,ugnrmvl.lrevrnnex.�inra 1 +51 �` $r L N I �., i zw w -. ``.. , rr r t i' 41 I UPLOADED: 11/16/2014 21:05:00 compaction of native fill UPLOADED: 11/16/2014 20:52:00 Plan of area worked I 1. 4 C. UPLOADED: 11/17/2014 05:16:00 UPLOADED: 11/17/2014 05:17:00 Compaction native fill Ax.75/4.24 Compaction of native fill Ax.75/4.75 4'1 rMrr 991 r.�M1 wr r.,rpr1lR!or.ar.}w�r.4F.rr•n. 0..r�,.rI.�m a w d+•rR..r4 I+M`,.N+r.nhn.rl s�!+o M.rrylnAfnl m Ava�fwnnJ in6.^f•f!�ern.aR'FM�INaI w.n+4�r...a+se.•ns..r...,tw.... rrraxlrf+rnpene►9aa•vp+r•Hre.rn.i xwdrrs+l..��.,ri..•r � 1iq� 3111 Ml el�ri.ls fe.rtn� A Cr..•Ininy. Ir.r X11 rr y.Yn:,s ra r.:0. Corpnrale • 771 Cbrysltr Drlvt • Hu:rli®Rlon, WA 4823: * Pha®t 160.7$5.1991F • Fax 310.755.148* SW Region " .1I S f11Ack Lake H1Vd_ S W • ()I)mpinr WA 9}111« • Phone '.1CPQ..:134.'777 • Fax 300,134,97,79 NW Realon + 805 DOPOnl SiTS`0, Sililt 5 • 11011iinghum, WA 4JN22S* Phone :+1,(I 641..41161 Fax 160.1r A11t visit our wchsits: wa-e .mic inc-.nrr Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page 3 of 4 Materials Testing & Consulting, Inc. )of r` Gewchnical Fm*ftrinv.A Cmi-whim*Sprciai Im"itm a klnlrriA Tenting Environmental Com"llbQ P.'.u,Yxafm .l+enrvnv Sinix J9R1 Ac .fy ♦ _ .._.., UPLOADED: 11/17/201405:17:00 UPLOADED: 11/17/2014 05:18:00 Compaction of fill Ax.75/-.5 Compaction of fill Ax.75/4.75 REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager ;sf t.tn�,..F was'+lf..�....,�l.awx.Nf.r•n1..4.•NAlfwM)t•nHfs+w4 rMfR s#�+M�n.flf e�•s.�i.�lM n Ma.rWn+Mz�nl+.1!fk.v.f...flr1•.lM�+..pla,�'s..t+•nn.n,n..,4..•... n••:s.Mn npf cJrM wn{wn'Ir xaan vJ x+dxl a!-a n�frra�ps:fL.C 1i.71 - ]#17 N.-1.1.TV.".I i Cf...10. .1— ;11 V.4b r--J. C orpnrale • 777 Chrysitr 1}rlvt + Burlington, WA 95233 • Phame 160.73S.1990 • Paz 360.756.1986 titin `1 } pia, A N12 •AtwSphone 360.534.9777 • Fax 300.534,9779 NM H,-glom • 64)5 nflpponl SCt�-f;t, Suitt 5 • Bellingham, W'.9 99225 • Phone A641U 647.61161 • Fax 360.447.Al 11 Vi Vii our Wrh,sile:: W' to 1:i 10C,i M Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page 4 of 4 MIX Materials . estiConsulting, Ce tnhai P "ug&CurimAing 0 SPKWl Inspection 0 klnlerials TtiAng a Enwirunmenlal llia% ' ELgbrrirc+d„iwmnnrn.$imv l4+fi7 :i• 'fit. Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - IPD-Soil Compaction: Report#D34910 CLIENT Olympic Medical Center DATE 11/17/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 11/17/2014 Time Onsite: 07:30 am Weather Conditions: (Clear,50 degrees Inspection Performed: .IPD-Soil Compaction Field Data: Work/Location: It Structural Back fill/Subgrade ?Gauge Standard MS: 9170 Equipment 1D&Serial#: CPN MC-1,Ser.#MD50607947 Gauge Standard DS: 35621 j Test Samples: Sample#:Description: Proctor Value(pcf):Optimum Moisture and Oversize Rock Correction: I.rKl4-284��eytsh Brown GW-GM,_Well-graded Gravel with Silt and Sand l38µ7 �L6 7 �_.._, _. ._ __ _____- � .__ 2 LK14-302�[Brown GP GM Poorly graded Gravel with Silt and Sand,Crushed L ___32 rC 18 TEST METHOD ® ASTM D-1557/AASHTO T-180 In Place Density Test Results (ASTM D-6938): Test# Depth Location of Test Elev. Wet Dens. Dry Dens. Moist% Sample# %Comp. %Regd. - -------— —1 --- 1 �'i IAx_25/4.75 II:.LS..SG i� 144 2„- I _133.3, -�� 96=� _ 1. _ _._. _ _ 2 6��Ax_25/4.75 _--- -- --�I( 8”SGJL 144.7 1lC 133 8 3 - I-- 1 �II��96.3 JlE 95- 3 -6"—�IAx25/4.75 19 Native Soils Soils consistent with Proctor O Yes O No ® Imported Fills Soils found to be firm and stable;and to the best of our O Yes O No knowledge,meet compaction Contractor notified of results O Yes O No Remarks: MTC representative on site to perform in place density testing of soils i Areas to be back filled were started to be filled and compacted from earlier achieved work.Work started at between T below S.G at j i location worked. I CSBC and native materials were placed in 8"lifts to be used as structural back fill. 1 i Compactive effort was applied by using a Wacker sheep foot steel drum vibratory roller,a backhoe with hoe pack and jumping jack, Approximate areas tested are represented in picture 1"Plans shown in pictures can be found on sheet S2.00. All in place density tests of materials performed met or exceeded compaction specifications.- Images: mcn" imao+.rzp. .p carr rvr:11'aur•.igr.kcp+axafrrr,ggry=ad,r, J;r.® ,al!Sl arr rila 1"t g..,r.p Ja C-a naull,np.9r.r A1'1 11'1011 .r-J. Corporate * 777 Che_v:cltr Dirkvt * Ilurling;ton, WA 952:1:4 • P'bame • !rax 340.755.1.910 SW Region * :I IS (hack I..ake Hlvdi- S.W-• i;)lyffnpla, WA 9XIRZ.* Phone 36(1.5A4.1)77.i * Vax 300.134-97 79 NW Region + 905 Doipclnl Stfi:,cl, fieit�c 5 '' Ite loghnm, W*% fi$22S * Phone :460.641.411(iI • Pax 60.447.91 t t Visk our wchsHe: kn .n. r Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/17/2014,#D34910,Page 1 of 2 v Materials Tesi Consulting, Inc. Grvteshnl1MI F "ns 14 C umubtinw re.5pminl ingwtian 0 NI;lvrialk Tr%t.t1C '15E ►F n+innnnrrnlan�' llitgC Jr..w,irriam'�..�natrrumr. inac 11d'r1 ,YC p d j d, }r UPLOADED: 11/17/2014 12:26:00 UPLOADED: 11/17/2014 12:27:00 Foundation plan for areas worked. compaction of native fill Ax.25/4.75 I'At Z. UPLOADED: 11/17/2014 12:28:00 Compaction of CSBC for top coarse Ax.25/4.75 REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager iMererre�N+M•rrarrNcw Win•J.n»...wzrr.+rr ti,..,r,..r:�,...,r..r..-.nM...rk RvW:Mra.+,.M.+;..all rp.+r+,r-:+e►+lAMnMr a.lwf..trta.+a!!+.r,t.�.r,n.�,..:>�aM.rler+�rn�r rawwara..r..e.;,.a..,.e,...,rr nmrw hww w.+riu++&rq aar rxrr,r„�wnsdxraGrl•,�rn•rrs.ar►r.+M.C ]i.Yp ]pl] N�irri•Iw Tr.cln� +l Ca..ulnYnl.Yr.r .411 rip lr,rc.,r.<� Corparelt 777 Chrysler Drive + Burllogtom• 'f✓w'A 99211 + Phare 160.733.1999), • Fax 360.75S.1illte 8%V Region • :I IN Hl,act Lake Hfvd. S,W.9 Olympia, WA 981.12 • Phonc 315(1.1134,4777 + FAx 360,S34,9779 NIA Itrglain KC►5 L7ulo-val 5[t¢41., Suint 5 • Ifelilmghrlm, WA rlf1223 • Pbone .464.641jill,61 FAK 161G."7.91It visit our websilt: wyLA.Mlc inc.= Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/17/2014,#D34910,Page 2 of 2 t PREPARED 9/15/15, 15:46:08 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/15/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------------------------------------------------------------------------------------- BL1 01 10/23/14 JLL BLDG FOUNDATION FOOTING 10/23/14 AP October 23, 2014 10:56:41 AM jlierly. October 23, 2014 4:38:27 PM jlierly. BL2 01 11/04/14 JLL BLDG FOUNDATION STEM WALL 11/04/14 AP November 4, 2014 9:31:29 AM jlierly. jim 253-225-6192 November 4, 2014 4:17:11 PM jlierly. BLRI 01 12/02/14 JLL BLDG REBAR INSPECTION 12/02/14 AP December 1, 2014 10:42:39 AM pbarthol. Jim 253-225-6192 December 2, 2014 4:11:49 PM jlierly. BEXS 01 2/18/15 PB BLDG EXTERIOR SHEETING 2/19/15 AP February 18, 2015 11:24:59 AM pbarthol. Jim 253-225-6192 February 19, 2015 10:09:00 AM pbarthol. BLI 01 3/19/15 JLL BLDG INSULATION 3/19/15 DA March 19, 2,015 9:56:24 AM pbarthol. Jim 253-225-6192 March 19, 2015 4:46:43 PM jlierly. not complete recall when ready/jll BLI 02 3/20/15 JLL BLDG INSULATION 3/20/15 AP March 20, 2015 3:46:37 PM jlierly. March 20, 2015 3:47:01 PM jlierly. BLSH 01 3/24/15 JLL BLDG SHEATHING 3/26/15 AP March 24, 2015 1:18:19 PM pbarthol. March 26, 2015 4:51:39 PM jlierly. BLDR 01 3/26/15 JLL BLDG DRYWALL IBWP 3/26/15 AP March 26, 2015 9:39:32 AM pbartholick March 26, 2015 4:45:16 PM jlierly. BLTB 01 4/13/15 JLL BLDG T-BAR 4/13/15 AP April 13, 2015 10:08:39 AM jlierly. April 13, 2015 5:01:04 PM jlierly. BFS 01 4/28/15 JLL BLDG FIRE STOP INSP 4/28/15 DA April 28, 2015 8:39:55 AM jlierly. April 28, 2015 12:47:03 PM jlierly. Deconstructive testing rsulted in failure. On the east wall of the ER testing revealed anular space between conduit and piping had 4 out of 10 not filled properly and intumecient caulk was sneared onto the surface instead of forced in the space as required by the mafg of the product. Explained to the contractor that it would need to be redone competely. JLL BLCG 01 4/28/15 JLL BLDG CEILING GRID 4/28/15 AP April 28, 2015 8:37:41 AM jlierly. April 28, 2015 12:49:58 PM jlierly. PAritail ceil grid in main ER location within 5 ft of north ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 9/15/15, 15:46:08 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/15/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------- wall/jll BFS 02 5/04/15 JLL BLDG FIRE STOP INSP 5/04/15 DA May 4, 2015 9:58:05 AM jlierly. Jim 253-225-6192 May 4, 2015 4:02:29 PM jlierly. Recaulk of fire penetraitions was not executed well. test holes were fill 50% and some had standard caulk that was non rated for the appilcation. Provide a complete seal as per mfg installation/ products are not being installed properly/ all fire stop product per code/jll BFS 03 5/06/15 JLL BLDG FIRE STOP INSP 5/07/15 AP May 6, 2015 9:50:54 AM jlierly. Jim May 7, 2015 9:13:53 AM jlierly. BL3 01 6/09/15 JLL BLDG FRAMING 6/09/15 AP June 9, 2015 9:13:25 AM jlierly. jim/ ER waiting room framing June 9, 2015 4:50:18 PM jlierly_ PW99 01 6/25/15 RV PUBLIC WORKS FINAL 6/26/15 AP BLI 03 7/22/15 JLL BLDG INSULATION 7/22/15 DA July 22, 2015 8:47:27 AM jlierly. Jim 253-225-6192 July 22, 2015 3:27:18 PM jlierly. Insulation was not full in exteriro side of cavity on several bays/Fire proof material was missing on sevral columns / massive amounts of rust on steel structural columns. verify with Engineer if column need /required to be primered or not. jll BLI 04 7/23/15 JLL BLDG INSULATION 7/24/15 AP July 23, 2015 9:33:59 AM jlierly. July 24, 2015 9:39:52 AM jlierly. BLSH 02 7/24/15 JLL BLDG SHEATHING 7/24/15 AP July 24, 2015 9:29:30 AM jlierly. AM Jason 252/549-8296 July 24, 2015 4:37:54 PM jlierly. BL99 01 8/03/15 JLL BLDG FINAL 8/03/15 AE August 3, 2015 9:29:41 AM jlierly. 253-225-6192 Jim August 3, 2015 4:20:46 PM jlierly. The first phase of the ER is complete with a few outstanding items that will carry over to the next phase of the ER expansion and renovation/ Finish rain leaders alteration/ cover base trim out/ landascape/ third party special inspection for EFIS/ JLL BL3 02 8/21/15 PB BLDG FRAMING ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 9/15/15, 15:46:08 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/15/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------------------------------- ------------------------- ----------------------------------- 8/21/15 AP August 21, 2015 8:53:03 AM pbarthol. Phase 3 framing. Jim 253-225-6192 August 24, 2015 12:27:11 PM pbarthol. BLCG 02 8/31/15- JLL BLDG CEILING GRID 8/31/15 AP August 31, 2015 9:19:25 AM jlierly. August 31, 2015 4:20:28 PM jlierly. BL99 02 9/15/15 A.Lo BLDG FINAL September 15, 2015 8:54:26 AM jlierly. PERMIT: ME 00 MECHANI PERMIT REQUESTED INS DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 01 3/13/15 PB MECHANICAL ROUGH-IN 3/16/15 AP March 13, 2015 12:57:16 PM pbarthol. 360-509-0288 March 16, 2015 1:08:23 PM pbarthol. ME6 01 3/20/15 JLL. MECHANICAL GAS LINE 3/20/15 AP March 20, 2015 9:07:48 AM pbarthol. 360-559-9229 March 20, 2015 3:45:27 PM jlierly. ME99 01 5/19/15 JLL MECHANICAL FINAL 5/19/15 AP May 19, 2015 9:36:10 AM jlierly. andy May 19, 2015 4:35:23 PM jlierly. This is a partial final inspection for the first phase work for the ER expansion work under this permit will carry on to the other phases of work/jll ME1 02 6/01/15 JLL MECHANICAL ROUGH-IN 6/03/15 DA June 1, 2015 9:14:37 AM jlierly. No name or number left on recording/jll June 3, 2015 3:15:52 PM jlierly. no return call contractor not on site to walk through scope of work recall when available. JLL ME1 03 6/05/15 JLL MECHANICAL ROUGH-IN 6/05/15 AP June 5, 2015 10:21:59 AM jlierly. June 5, 2015 10:22:21 AM jlierly. ER waiting area bathh room addition/jll June 5, 2015 4:20:20 PM jlierly. ME99 02 8/03/15 JLL MECHANICAL FINAL 8/03/15 AE August 3, 2015 9:31:12 AM jlierly. August 3, 2015 4:20:46 PM jlierly. The first phase of the ER is complete with a few outstanding items that will carry over to the next phase of the ER expansion and renovation/ Finish rain leaders alteration/ cover base trim out/ landascape/ third party special ----------------------------------- CONTINUED ONTO NEXT PAGE -------------------- PREPARED 9/15/15, 15:46:08 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/15/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS . ----------------------------------------------------------------- inspection for EFIS/ JLL ME1 04 9/01/15 JLL MECHANICAL ROUGH-IN 9/01/15 AP September 1, 2015 10:13:31 AM jlierly. Jim September 1, 2015 4:08:45 PM jlierly. ME99 03 9/15/15 L MECHANICAL FINAL September 15, 2015 8:54:47 AM jlierly. PERMIT: PL 00 PLUMBING IT REQUESTED IN DESCRIPTION TYP/SQ COMPLETED RES RESULTS/COMMENTS ----------------------------------------------------- ------ PL1 01 11/19/14 JLL PLUMBING UNDER SLAB 11/19/14 AP November 18, 2014 9:58:42 AM pbarthol. Jim 253-225-6192 November 19, 2014 4:43:53 PM jlierly. PL2 01 3/13/15 PB PLUMBING ROUGH-IN 3/16/15 AP March 13, 2015 12:56:51 PM pbarthol. Andy 360-551-9229 March 16, 2015 1:08:23 PM pbarthol. PL2 02 4/28/15 JLL PLUMBING ROUGH-IN 4/28/15 AP April 28, 2015 8:36:50 AM jlierly. 360-551-9229 AM inspection April 28, 2015 12:50:34 PM jlierly. Paritial plumbing in bathroom near west wall door only./jll PL99 01 5/14/15 JLL PLUMBING FINAL 5/14/15 AE May 14, 2015 9:05:45 AM jlierly. andy no phone number left on message/jll partial final inspection/jll May 14, 2015 4:17:46 PM jlierly. Partial final inspection on plumbing in main ER area only/jll PL2 03 6/01/15 JLL PLUMBING ROUGH-IN 6/03/15 AP June 1, 2015 9:14:07 AM jlierly. Brian 360-813-4289 June 3, 2015 3:16:44 PM jlierly. ER waiting room, restroom addtion/jll PL99 02 8/03/15 JLL PLUMBING FINAL 8/03/15 AE August 3, 2015 9:30:58 AM jlierly. August 3, 2015 4:20:46 PM jlierly. The first phase of the ER is complete with a few outstanding items that will carry over to the next phase of the ER expansion and renovation/ Finish rain leaders alteration/ cover base trim out/ landascape/ third party special inspection for EFIS/ JLL PL2 04 8/19/15 JLL PLUMBING ROUGH-IN 8/19/15 AP August 19, 2015 8:11:19 AM jlierly. ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 9/15/15, 15:46:08 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/15/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR RUSH COMMERCIAL PHONE : (253) 858-3636 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 14-00000443 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------------------------—-----------------—- -—---------—---- 360- 640-4443 mike Above ceiling in next phase on project August 19, 2015 4:18:07 PM jlierly. PL99 03 9/15/15 PLUMBING FINAL September 15, 2015 8:55:00 AM jlierly. -------------------------- - --------- COMMENTS AND NOTES CITY OF PORT ANGELES r 1 DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT-BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 14-00000443 Date 7/25/14 Application pin number . . . 547158 Property Address . . . . . . 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Application type description COMM NEW CONST on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS (Location Code 0502) Application valuation . . . . 1650000 Application desc EMERGENCY DEPARTMENT EXPANSION/REMODEL ------ --------------------------------------------------------- Owner Contractor �\ ------------------------ ------------------------ PUBLIC HOSPITAL DISTRICT 42 RUSH COMMERCIAL 939 CAROLINE ST 6622 WOLLOCHET DR NW PORT ANGELES WA 98362 GIG HARBOR WA 98335 (360) 417-7170 (253) 858-3636 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING. PERMIT - COMMERCIAL Additional desc . . EMERGENCY DEPT EXPANSION/REMOD Permit Fee . . . . 8007.75 Plan Check Fee 5205.04 Issue Date . . . . 7/25/14 Valuation . . . . 1650000 1 Expiration Date . . 1/21/15- Qty /21/15Qty Unit Charge Per Extension BASE FEE 5635.25 650.00 3.6500 THOU BL-1M + (3.65 PER K) 2372.50 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . ED EXPANSION Permit Fee . . . . 78.55 Plan Check Fee .00 Issue Date . . . . 7/25/14 Valuation . . . . 0 Expiration Date 1/21/15 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 10.6500 EA ME-AIR HAND <OR=10,000 CFM 10.65 1.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 7.25 1.00 - ----10.6500 EA ME-VENT SYSTEM (NON-HVAC) --10.65 ------------- ----------------------------- -- Permit . . . . PLUMBING PERMIT Additional desc . . ED EXPANSION PLUMBING Permit Fee . . . . 630.00 Plan Check Fee .00 Issue Date . . . . 7/25/14 Valuation . . . . 0 Expiration Date 1/21/15 Qty Unit Charge Per Extension S1 BASE FEE 50.00 17.00 7.0000 EA PL-PLUMBING TRAP 119.00 9.00 7.0000 EA PL-WATER LINE 63.00 9.00 7.0000 EA PL-DRAIN VENT PIPING 63.00 9.00 15.0000. EA PL-SEWER LINE 135.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit w n BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting E G DEPT. Separate Permit#s SEPA: i htin ESA: ng SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . . . 14-00000443 Date 7/25/14 Application pin number . . . 547158 REPORT SALES TAX Qty Unit Charge Per Extension on your state excise tax form 1.00 50.0000 EA PL-MED GAS PIPING,1-5 OUTLETS 50.00 30.00 5.0000 EA PL-MED GAS PIPE, EA >5 OUTLETS 150.00 to the City of Port Angeles ------------------ --------------------------------------------- Special Notes and Comments Location Code 0502 April 14, 2014 11:38:37 AM tamiot. ELECTRICAL PLAN REVIEW REQUIRED. ELECTRICAL PERMITS REQUIRED. This project will require a seperate permit and fire alarm plans for review: A full acceptance test will be required for the fire alarm system. This project will require seperate permit and fire sprinkler plans for review. Call for cover inspection for all sprinkler installations. April 22, 2014 4:28:22 PM sroberds. The project will result in expansion of the emergency services area of the public hospital, Setbacks are good at 30' and landscaping is provided for disturbed area. No land use issues are anticipated. 1. Establishing Construction Access. 2. Install sediment controls BMPs. 3. Stabilize exposed soils. 4. Protect slopes from erosion. 5. Protect drain inlets. 6. Control pollutants including but not limited to spills, concrete wash out, exposed aggregate processes, concrete grinding and saw cut waste water. 7. Maintain temporary and permanent erosion control BMPS during project. Notify Public Works Engineering 24 hours in advance of start work. Public Works inspection request line @ (360)417-4831 All construction work within the City right of way requires a separate Right of Way Construction application to be completed by the contractor and approved by Public Works Engineering prior to the start of work. A pedestrian or traffic control plan is to be submitted for approval with the application as necessary. All connections to City storm drain facilities require an inspection by Public Works and Utilities Engineering prior cover. Contact inspection hot line 48 hours in advance of commencing work @ 360 417-4831 Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 --------------------------------------------- -------------------------------- Other Fees . . . . .. . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit t: ^w BUILDING PERMIT INSPECTION RECORD -- PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting E G DEPT. Separate Permit#s SEPA: i htin ESA: g SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES r DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 3 Application Number . . . . . 14-00000443 Date 7/25/14 Application pin number -- - 47158 -- ----------------- ---------- ----------- ---------- ---------- REPORT SALES TAX Permit Fee Total 8716.30 8716.30 .00 .00 on your state excise tax form Plan Check Total 5205.04 5205.04 .00 .00 Other Fee Total 4.50 4.50 .00 .00 to the City of Port Angeles Grand Total 13925.84 13925.84 .00 .00 (Location Code 0502) Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be.complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit t � BUILDING PERMIT INSPECTION RECORD -- PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting E NG DEPT. Separate Permit#s SEPA: Li htin ESA: ing SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit 0�"' NCITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 14-00000443 Date 7/25/14 Application pin number . . . 547158 Property Address . . . . . . 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Application type description COMM NEW CONST Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS Application valuation . . . . 1650000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc EMERGENCY DEPARTMENT EXPANSION/REMODEL ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PUBLIC HOSPITAL DISTRICT #2 RUSH COMMERCIAL 939 CAROLINE ST 6622 WOLLOCHET DR NW PORT ANGELES WA 98362 GIG HARBOR WA 98335 (360) 417-7170 (253) 858-3636 ---------------------------------------------------------------------------- Permit . . . . . . DRIVEWAY INSTALLATION Additional desc . . CONSTRUCT 2 NEW DRIVEWAYS Permit Fee . . . . 360.00 Plan Check Fee .00 Issue Date . . . . 7/25/14 Valuation . . . . 0 Expiration Date . . 1/21/15 Qty Unit Charge Per Extension BASE FEE 360.00 ---------------------------------------------------------------------------- Permit . . . . . . PW ENGINEERING REVIEW STORM Additional desc . . Permit Fee . . . . 300.00 Plan Check Fee .00 Issue Date . . . . 7/25/14 Valuation . . . . 0 Expiration Date . . 1/21/15 Qty Unit Charge Per Extension BASE FEE 300.00 ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS INSPECTION Additional desc . . 6 HOURS Permit Fee . . . . 330.00 Plan Check Fee .00 Issue Date . . . . 7/25/14 Valuation . . . . 0 Expiration Date . . 1/21/15 Qty Unit Charge Per Extension 6.00 55.0000 HR PW INSPECTION 330.00 -------------------------------------- ------------------------------------- Permit . . . . PUBLIC WORKS STORMWATER Additional desc . Permit Fee . . . . 300.00 Plan Check Fee .00 Issue Date . . . . 7/25/14 Valuation . . . . 1650000 Expiration Date 1/21/15 Qty Unit Charge Per Extension Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signat ontractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 4174653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING Qb7- BUILDING 4815 T:FormsBuilding Division/Public Works Permit OF IORT,*O i^F4N CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 14-00000443 Date 7/25/14 Application pin number . . . 547158 REPORT SALES TAX Qty Unit Charge Per Extension 3.00 55.0000 EA STORM DRAIN C/B 165.00 on your state excise tax form 1.00 135.0000 EA SAN SEW / STM CON OTHER 135.00 to the City of Port Angeles --------------------------------------------------------------- Special Notes and Comments (Location Code 0502) April 14, 2014 11:38:37 AM tamiot. ELECTRICAL PLAN REVIEW REQUIRED. ELECTRICAL PERMITS REQUIRED. This project will require a seperate permit and fire alarm plans for review. A full acceptance test will be required for the fire alarm system. This project will require seperate permit and fire sprinkler plans for review. Call for cover inspection for all sprinkler installations. April 22, 2014 4:28:22 PM sroberds. The project will result in expansion of the emergency services area of the public hospital, Setbacks are good at 30' and landscaping is provided for disturbed area. No land use issues are anticipated. 1. Establishing Construction Access. 2. Install sediment controls BMPs. 3. Stabilize exposed soils. 4. Protect slopes from erosion. 5. Protect drain inlets. 6. Control pollutants including but not limited to spills, concrete wash out, exposed aggregate processes, concrete grinding and saw cut waste water. 7. Maintain temporary and permanent erosion control BMPS during project. Notify Public Works Engineering 24 hours in advance of start work. Public Works inspection request line @ (360)417-4831 All construction work within the City right of way requires a separate Right of Way Construction application to be completed by the contractor and approved by Public Works Engineering prior to the start of work. A pedestrian or traffic control plan is to be submitted for approval with the application as necessary. All connections to City storm drain facilities require an inspection by Public Works and Utilities Engineering prior cover. Contact inspection hot line 48 hours in advance of commencing work @ 360 417-4831 Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES I NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 417-1750 PLANNING DEPT. BUILDING 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit OR °,`.A�N CITY OF PORT ANGELES �® PUBLIC WORKS &UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 14-00000443 Date 7/25/14 Application pin number . . . 547158 ----------------- ---------- ---------- ---------- ---------- REPORT SALES TAX Permit Fee Total 1290.00 1290.00 .00 .00 Plan Check Total .00 .00 .00 .00 on your state excise tax form Other Fee Total 4.50 4.50 .00 .00 to the City of Port Angeles Grand Total 1294.50 1294.50 .00 .00 (Location Code 0502) Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 4174831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 117- BUILDING 4815 T:Forms/Building Division/Public Works Permit THE G,-TY aF O° NGELES, For City Use Permit# W A S H 1 Irl G T 0 N , U . S . 64-e- 4 �O v ��0, Date Received: 321 East ThStreet Od 944N ��"r��-- '�� Date Approved Port Angeles, WA 98362 P: 360-417-4817 F: 360-417-4711 permits@cityofpa.us Building Permit Applicati Project Address: Olympic Medical Center 939 Caroline St., Port Angeles, WA 98362 Main Contact: Scott Bower, Olympic Medical Center Phone #(360)417-7170 E-Mail: sbower@olympicmedical.org Property NamePublic Hospital District No. 2, Clallam County,Washington, Phone p ty d/b/a Olympic Medical Center(Eric Lewis, C.E.O.) (360)417-7000 Owner Mailing Address Email 939 Caroline St. elewis@olympicmedical.org City State Zip Port Angeles WA 98370 Contractor Name To be determined by bidPhone uS' / Mailing Address Email City State Zip Contractor License# To be determined Expiration: , Proje11,160 Value: Zoning: Tax Parcel # Lot# $ Medical/H 063000001518 Type of Residential ❑ Commercial ® Industrial ❑ Public ❑ Permit Demolition ® Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following, fill out both pages of permit application: New Construction ❑ Remodel ❑ Addition ® Tenant Improvement Mechanical ® Plumbing ® Other Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes ® No ❑ 16'-0" N/A N/A Project Olympic Medical Center has determined that an expansion of their existing 12 bed Emergency Department to an 18 bed Description department is necessary to meet the expanding Emergency Department patient population. p 1. ProjectSummary:a 2384 square foot addition-new construction b) 1,132 square feet of remodel space 2. Demolition: 3. Phasing: 4. Site Improvements: I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 1 0 da s of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signatu e. ,� nuu Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck Garage Aff M^ = j, Carport Other(describe) ' Area Totals Commercial Structures For Office Use Area Descriptions (SQ FT) Existing Proposed $$Value Existing Structure(s) 93,887 sq.ft. Proposed Addition 2,384 sq. ft. Tenant Improvement? 1,132 sq. ft. Other work(describe) Area Totals 93,887 sq.ft. 3,516 sq.ft. LoVSite Coverage Calculations Footprint(SQ FT) of all Structures: Lot Size: %Lot Coverage SQ FT Site coverage(all impervious+ %Site Coverage structures Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size:6000 cfm # 1 Haz/Non-Haz Piping #of Outlets: Appliance Vent # 0 Heater(Suspended,Floor,Recessed wall) # 0 Boiler/Compressor Size: # 0 Heating/Cooling appliance # 0 repair/alteration Evaporative Cooler(attached,not #0 Pellet Stove/Wood-burning/Gas # 0 portable) Fireplace/Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # 1 0 Furnace/Heat Pump/ Size: #0 Ventilation System # 1 Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # 17 Fuel gas piping #of Outlets: 0 Water Heater # 0 Medical gas piping #of.0utlets: 35 Water Line #q 150' Vent piping # q 150' Sewer Line # 9 150' Industrial waste pretreatment # 0 interceptor Other(describe): T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX .-P 'ORT NIGELES t W ASH I N G T O N, U. S. A. ® COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: April 16, 2014 T O: Scott Bower FROM: Jim Lierly; Community& Economic Development Department SUBJECT: OMC ER II expansion plan review comments. Listed below are items that will need to be addressed for the OMC ER expansion. Items on the list may be covered in your plans and they may have been over looked in review process or additional information and clarification may be required to complete the review process. 1 . A 3`d party special inspector will be required per chapter 17 of 2012 IBC. Please fill out and provide the credentials for the person or company that you choose for your project. This will include concrete, masonry, steel, welding, high strength bolt tensioning suspended ceiling grid, Medical gas and facility cross connection. 2. Before any demolition may be carried out. Contact ORCCA for the identification of asbestos, lead paint or other items that may need to be covered under the Clean Air Act and any other safety standards that may apply. 3. A Waste water treatment disposal questionnaire will be required to be filled out. Please contact Jeff Young at 360-417-4845 or email jyoung@cityofpa.us 4. Special inspection field reports shall be emailed directly to Jlierlygcityofpa.us 5. Contractor shall be identified and verified with L&I before permit can be issued. Structural 1 . It was noted on the Engineering that the snow load is 25lbs ground snow load. This needs to be roof load and that figure does not include drift. We are in a case study area and this is the standard for our locale. 2. Wind speed category will be in a Class D 1500 ft from shore inland 3. All sheets designated as "S" have been labeled "Not for Construction" If these plans are to be used onsite the plans will need to be designated for Construction use. 4. All CMU's will need to be inspected at the bond beam level known as "LIFTS" this may be done by a third party Special inspector you have retained for reinforced concrete inspections. Plumbing: This will include under slab, rough in and top out comments. 1 . All under slab plumbing piping shall be bedded in sand per 2012 UPC 2. Any piping passing through concrete shall be protected per 2012 UPC IFGC 3. All seismic supports shall meet current codes and their reference for safety as per the standards outlined in the 2012 UPC, IBC. 4. All medical gas and suction shall be installed per 2012 UPC and adopted references. 5. The City of Port Angeles will only inspect static pressure for mad gas piping per adopted code and state law only. Cross connection shall be performed by an approved 3rd party certified agency. 6. All conveyance piping shall be labeled with directional indicators per code. 7. All back flow shall be inspected and tested, Please contact Ron Becker at 360-417-4886 or rbecker@cit�ofpa.us 8. Chemical waste pipe shall be approved electromechanical welded per code. Verify product conveyance with waste water treatment coordinator. 9. All finish fixtures shall meet ADA accessibility requirements per 2012 IBC/UPC and ANSI. 117. Mechanical/Energy 1 . Energy calcs and lighting control shall be per 2012 WSEC (MEC CHECK OR OTHER APPROVED BY WSU) 2. All seismic supports shall be per 2012 UPC and its references. 3. Any ducting included to but not limited any penetrations in a rated wall or fire barrier shall be sealed by an approved method in the 2012 IBC for fire stop products, Please verify method and provide application data upon deconstructive testing by the City of Port Angeles. This will include fire dampers. 4. Any air handler CFM value at 2000 CFM's or greater shall be supplied with a smoke detector that is interconnected with the unit. It shall be required to shut the unit off during any detection of smoke. ADA, ANSI. 117, doors, hardware and glazing 1 . Verify dimensions for parking space marked for van. 2. Doors that are not automatic shall have accessible features and hardware per 2012 IBC and ANSI 117. 3. Sky lights shall have all safety glazing requirements per 2012 IBC for over head glazing and distances provided and installed. 4. All doors and window safety glazing shall meet the 2012 IBC standards. 5. Exiting doors shall have approved panic hardware. 6. No flush bolts shall be installed per code. 7. Tactile signs shall be installed as per 2012 IBC, ANSI 117. Interior finishes, Fire related 1 . All interior shall meet the 2012 IBC for flame spread and smoke development minimum standards. 2. All draft stops shall be per code in floor ceiling assemblies and fire blocking shall be required per code in wall assemblies per code. 3. Drop ceiling shall be per code and have seismic restraints. Supply data on system used for verification of attachments and wall tract size or other approved systems. 4. All medical procedure, janitors and rest rooms shall have non impervious floor and wall finishes per 2012 IBC Exterior 1 . Parking lot lighting shall not allow glare to extend over onto adjacent properties. 2. Any exterior equipment shall meet the noise requirement for the state of Washington within the zones allowed. 3. All landscape items shall be required to be inspected and approved by the Planning Department. If there is any conflict between the final reviewed construction plans and the city of Port Angeles adopted codes, the adopted codes shall prevail regardless of what the plans, specifications or geographical constraints indicate. Items on plans do not always reflect construction issues that arise in the field. If you have any questions please feel free to contact me. Jim Lierly City of Port Angeles Building Inspector/Plan review 360-808-0534 jlierly@cityofpa.us EA w.m.mnx xE PLAN..o'.,.x.x NOTES EXISTING SITE PLAN NOTES EXISTING SITE KEY I p[u n .no zrxzaszaeettxvxc '1i5 fi9x Wea ©� -_ Banmm.lW 999 MILLEFU pEv x , uan WancZwE .. .. - - _-. M,aQM1ruM Ec>w , pw r.c[x[xAzons Tx[xv..[. -_ El>a>nx.,.Eo. x9 EXISTING SITE PLAN LEGEND Q ' o U) Z w LU Q \ \ \\ Q eG0 Q 11 ... ~ = N II II ' J Q U 71=1 iy LU 0 a L W LU MW 1.1- .. .. _ `\ m. \ '` \ ,\\•`'. � Al .._ cr, II .... 0§xa NxNe mwxaa �1 � I.I 1.1 �ssuEu 0E D E EXISTING SITE PLAN 'ITE PLANPLAN V—Y A10.00 'Y• >y 40,1� ry ry ry J Y ° rvR 4 �y� :P OWT ,, NGELES NON WASH I N GTO N, U. S. A. COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: May 23,2014 T 0: Scott Bower FROM: Jim Lierly;Community&Economic Development Department SUBJECT: OMC ER II expansion plan review comments. Listed below are items that will need to be addressed for the OMC ER expansion. Items on the list may be covered in your plans and they may have been over looked in review process or additional information and clarification may be required to complete the review process. 1. A 3`d party special inspector will be required per chapter 17 of 2012 IBC. Please fill out and provide the credentials for the person or company that you choose for your project. This will include concrete, masonry, steel, welding, high strength bolt tensioning suspended ceiling grid, Medical gas and facility cross connection. a. Response- OMC to submit prior to construction. 2. Before any demolition may be carried out. Contact ORCCA for the identification of asbestos, lead paint or other items that may need to be covered under the Clean Air Act and any other safety standards that may apply. a. Response- OMC to submit prior to ccrnstrttction. 3. A Waste water treatment disposal questionnaire will be required to be filled out. Please contact Jeff Young at 360-417-4845 or email jyoung@cityofpa.us a. Response- OMC to submit prior to construction 4. Special inspection field reports shall be emailed directly to Jlierly@cityofpa.us a. Response- OMC:to submit during construction, also a note to this effect has been added to specification Section 014000 - Quality Requirements under sub-section 1.8 Reports and documents. 5. Contractor shall be identified and verified with L&I before permit can be issued. a. Response- OMC to sttbtnit prior to construction. Structural 1. It was noted on the Engineering that the snow load is 25lbs ground snow load. This needs to be roof load and that figure does not include drift. We are in a case study area and this is the standard for our locale. a. PCS Structural Solutions Response: Con firmed The loading in the structural general notes indicates 251)sf and is not allowed to he reduced per the footnote. Drift loading was considered in the design. 2. Wind speed category will be in a Class D 1500 ft from shore inland a. PCIS Structural Solutions Response: Con firmed The structural general notes have been modified 3. All sheets designated as "S" have been labeled "Not for Construction" If these plans are to be used onsite the plans will need to be designated for Construction use. a. PCS Structural Solutions Response: Confirmed "Not for Construction" has been removed from the drawings. 4. All CMU's will need to be inspected at the bond beam level known as "LIFTS" this may be done by a third party Special inspector you have retained for reinforced concrete inspections. a. PCV Structural Solutions Response: Confirmed. The owner shall retail? a special inspector. The inspection requirements are listed in the structural general notes. Plumbing: This will include under slab, rough in and top out comments. 1 . All under slab plumbing piping shall be bedded in sand per 2012 UPC a. TBS Engineering Response—confirmed, addressed in the specifications. 2. Any piping passing through concrete shall be protected per 2012 UPC IFGC a. TBS Engineering Response—confirmed, addressed in the specifications. 3. All seismic supports shall meet current codes and their reference for safety as per the standards outlined in the 2012 UPC, IBC. a. TBS Engineering Response—confirmed, addressed in tl?e specifications. 4. All medical gas and suction shall be installed per 2012 UPC and adopted references. a. TBS Engineering Response — coiifinned, addressed ori the drawings and in the specifications. 5. The City of Port Angeles will only inspect static pressure for mad gas piping per adopted code and state law only. Cross connection shall be performed by an approved 3rd party certified agency. a. TBS Engineering Response—confirmed, addressed on the drawings. 6. All conveyance piping shall be labeled with directional indicators per code. a. TBS Engineering Response—confirmed, addressed in the specifications. 7. All back flow shall be inspected and tested, Please contact Ron Becker at 360- 417-4886 or rbecker@cityofpa.us a. TBS Engineering Response — confirtned, however, there are no new hael4low protection devices included in this project. 8. Chemical waste pipe shall be approved electromechanical welded per code. Verify product conveyance with waste water treatment coordinator. a. TBS Engineering Response — there is no chemical waste pipe included in this project. 9. All finish fixtures shall meet ADA accessibility requirements per 2012 IBC/UPC and ANSI. 117. a. Architect Response - All plumbing fixtures ineet ADA accessibility requirements and this nate has been added to the flans. Refer to Stapplemental Drawing #1.4, revision flag note#1, dated 04130/14 Mechanical/Energy 1. Energy calcs and lighting control shall be per 2012 WSEC (MEC CHECK OR OTHER APPROVED BY WSU) a. Electrical Engineer Response — 2012 NREC form is included on E6.0. Basis of' design is the 2012 fVSE . 2. All seismic supports shall be per 2012 UPC and its references. a. TBS Engineering Response—confirmed, addressed in the specifications. 3. Any ducting included to but not limited any penetrations in a rated wall or fire barrier shall be sealed by an approved method in the 2012 IBC for fire stop products, Please verify method and provide application data upon deconstructive testing by the City of Port Angeles. This will include fire dampers. a. TBS Engineering Response — confirmed, addresser) on the drawings and in the specifications. 4. Any air handler CFM value at 2000 CFM's or greater shall be supplied with a smoke detector that is interconnected with the unit. It shall be required to shut the unit off during any detection of smoke. a. TBS Engineering Response — confirmed, addressed on the drawings and in the specifications. ADA, ANSI. 117, doors, hardware and glazing 2. Verify dimensions for parking space marked for van. a. Architect Response — Van parking is dimensioned as 11'-0" wide x 17'-0" deep. Refer to sheet A10.10—Architectural Site Plan 3. Doors that are not automatic shall have accessible features and hardware per 2012 IBC and ANSI 117. a. Architect Response - This note has been added to the Plans. Refer to Supplemental Drawing #1.0, revision flag note#1, dated 04130114 4. Sky lights shall have all safety glazing requirements per 2012 IBC for over head glazing and distances provided and installed. a. Architect Response - This note has been added to the Plans. Refer to Supplemental Drawing #1.0, revision flag mote #1, dated 04130/14 5. All doors and window safety glazing shall meet the 2012 IBC standards. a. Architect Response - This note has been added to the .Plans. Refer to Supplemental Drawing #1.0, revision flag note 41, dated 04/30/14 6. Exiting doors shall have approved panic hardware. a. Architect Response - This note has been added to the Plans. Refer to Suppleinental Drawing #1.0, revision flag note#1, dated 04/30114 7. No flush bolts shall be installed per code. a. Architect Response — A flush bolt is specified only on Door PDD to the EVS Storage Roornn. The smaller, inactive leaf secures with a flush bolt, but the 42" wide active leaf'operates with a lockset that always allows free egress. Per code, inanually operated edge or surface-mounted bolts are permitted on the inactive leaf*of'a pair of doors serving a storage or equipment room. 8. Tactile signs shall be installed as per 2012 IBC, ANSI 117. a. Architect Response - This note has been added to the Plans. Refer to Supplemental Drawing#1.0, revision flag note#1, dated 04130114 Interior finishes, Fire related 1 . All interior shall meet the 2012 IBC for flame spread and smoke development minimum standards. a. Architect Response - This mote has been added to the Plans. Refer to Supplemental Drawing #1.2, revision flag note #1, dated 04130/14 2. All draft stops shall be per code in floor ceiling assemblies and fire blocking shall be required per code in wall assemblies per code. a. Architect Response - This note has been added to the Plans. Refer to .S"upplernental Drawing #1.1, revision flag note#1, dated 04130114 3. Drop ceiling shall be per code and have seismic restraints. Supply data on system used for verification of attachments and wall tract size or other approved systems. a. Architect Response - Refer to the attached specification section 095.123 — Acoustical Tile Ceiling for seismic restraint requirements and Supplemental Drawing #1.1, revision flag note #1, dated 04130114,1i)r seismic restraint note on Plans. 4. All medical procedure, janitors and rest rooms shall have non impervious floor and wall finishes per 2012 IBC a. Architect Response - This note has been added to the Plans. Refer to Supplemental Drawing#1.2, revision flag note #1, dated 04/30114 Exterior 1. Parking lot lighting shall not allow glare to extend over onto adjacent properties. a. Architect Response - This note has been added to the Plans. Refer to Supplemental Drawing #1.3, revision flag note #1, dated 04/30/14 2. Any exterior equipment shall meet the noise requirement for the state of Washington within the zones allowed. a. Architect Response - This note has been added to the Plans. Refer to Supplemental Drawing #1.3, revision flag note#1, dated 04130114 3. All landscape items shall be required to be inspected and approved by the Planning Department. a. Architect Response - This mote has been added to the Plans. Refer to Supplemental Drawing #1.5, revision flag note#1, dated 04/30114 If there is any conflict between the final reviewed construction plans and the city of Port Angeles adopted codes, the adopted codes shall prevail regardless of what the plans, specifications or geographical constraints indicate. Items on plans do not always reflect construction issues that arise in the field. If you have any questions please feel free to contact me. Jim Lierly City of Port Angeles Building Inspector/Plan review 360-808-0534 jlierly@cityofpa.us I' r i nrvi r 1 v, r-c -- F1 HM PTD, P-2 -- F1 HM PTD, P-2 -- Yes Fl HM PTD, P-2 -- F1 HM PTD, P-2 -- DOOR NOTES 1. ALL DOOR HARDWARE TO CONFORM WITH A.D.A.STANDARDS. e 2. ALL DOOR HARDWARE HEIGHTS TO CONFORM WITH A.D.A.STANDARDS. 3. PRIOR TO CONSTRUCTION,SUBMIT DOOR HARDWARE TO ARCHITECT FOR APPROVAL. 4. CONFIRM DOOR FRAME DIMENSIONS AND COMPATIBILITY WITH DOOR HARDWARE PRIOR TO DOOR IMPLEMENTATION. 5. SHOP PRIME ALL HOLLOW METAL FRAMES. 6. REFER TO FINISH LEGEND FOR ALL DOOR AND FRAME FINISH REFERENCES. K 7. REFER TO GLAZING SCHEDULE FOR ALL GLAZING REFERENCES(GL-J 8. REFER TO PROJECT MANUAL FOR DOOR HARDWARE GROUPS. 9. PROVIDE ADDITIONAL WALL INSULATION AT ALL DOORS WITH KEYPAD DOOR HARDWARE. 10. PROVIDE ACOUSTICAL INSULATION AND SEALANTS AT DOOR AND RELITE FRAMES INSTALLED IN STC-RATED WALL ASSEMBLIES. 11. DOORS/FRAMES INDICATED AS"EXISTING"SHALL BE PROTECTED.PAINT FRAMES AND REFINISH DOORS WHERE INDICATED 12. DOORS THAT ARE NOT AUTOMATIC SHALL HAVE ACCESSIBLE FEATURES AND HARDWARE PER 2012 IBC AND ANSI 117 13. EXITING DOORS SHALL HAVE APPROVED PANIC HARDWARE PER 2012 IBC 14. FLUSH BOLTS ARE PERMISSABLE ON THE INACTIVE LEAF OF A PAIR OF DOORS SERVING A STORAGE OR EQUIPMENT ROOM. 15. TACTILE SIGNS SHALL BE INSTALLED AS PER 2012 IBC AND ANSI 117 GLAZING NOTES 1. PROVIDE AND INSTALL SAFETY GLAZING WHERE REQUIRED:ALL GLAZING WITHIN A 24"ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION&WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60"ABOVE THE WALKING SURFACE SHALL BE SAFETY GLAZING. 7 2. SKYLIGHTS SHALL HAVE ALL SAFETY GLASING REQUIREMENTS PER 2012 IBC 1A!.12 FOR OVERHEAD GLAZING AND DISTANCES PROVIDED AND INSTALLED 3. ALL DOORS AND WINDOW SAFETY GLAZING SHLL MEET THE 2012 IBC STANDARDS PROJECT# 2013048.04 RIC EMERGENCY DEPARTMENT CONSTRUCTION ARCHITECTURE $ DOOR SCHEDULE, 04/30/14 MILLER SOUTH EXPANSION 275 5th Street DOOR TYPES,FRAME Suite 100 TYPES,SKYLIGHT TYPES Bremerton,WA 98337 (360)377-8773939 CAROLINE ST FAX 792-1385 SHEET:A60.00 info@frmarch.com PORT ANGELES, WA. 98362 REFLECTED CEILING PLAN NOTES 1. ARCHITECTURAL RCP PROVIDED FOR COORDINATION PURPOSES ONLY.REFER TO MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR DETAILED SCOPE OF SYSTEMS.NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 2. CENTER ALL CEILING FIXTURES IN CEILING TILE,UNLESS NOTED OTHERWISE. 3. REFER TO STRUCTURAL SHEETS FOR SEISMIC REQUIREMENTS 4. SEISMIC BRACE ALL CEILING HUNG EQUIPMENT,SOFFITS AND ACOUSTICAL CEILINGS. 5. REFER TO FINISH PLAN&FINISH SCHEDULE FOR MANUFACTURER,STYLE,COLOR,ETC. 6. DROP CEILING SHALL BE PER CODE AND HAVE SEISMIC RESTRAINTS. 7. ALL DRAFT STOPS SHALL BE PER CODE IN FLOOR CEILING ASSEMBLIES AND FIRE BLOCKING SHALL BE REQUIRED PER CODE IN WALL ASSEMBLIES PER CODE. REFLECTED CEILING PLAN LEGEND EXISTING 2X4 TROFFER EXISTING 2X2 SUPPLY AIR GRILL ® NEW 2X4 LED TROFFER El 2X2 SUPPLY AIR GRILL ® EXISTING 1X4 TROFFER EXISTING 2X2 RETURN AIR GRILL ® 2X2 RETURN AIR GRILL 01 NEW 2X2 LED TROFFER ® EXISTING 1X1 EXHAUST o EXISTING RECESSED AIR GRILL FLUORESCENT CAN LIGHT 01 1X1 EXHAUST AIR GRILL 0 NEW RECESSED LED CAN LIGHT +HTS—TOP HEIGHT A.F.F. NEW RECESSED CAN LIGHT WALL EXHAUST GRILL W/DECORATIVE TRIM PAGING SPEAKER WALL MOUNTED O CEILING MOUNTED SHOWER HEAD FLUORESCENT LIGHT so CEILING MOUNTED SMOKE DETECTOR UNDERCABINET LED LIGHT oa CEILING MOUNTED CCN ___ CEILING MOUNTED ® CEILING MOUNTED CCN W/TAMPER CURTAIN TRACK PROOF ENCLOSURE SUPPLEMENTAL DRAWING #1 .1 PROJECT# 2013048.04 RICE EMERGENCY DEPARTMENT DOC M NTS atisuvie MIL SOUTH EXPANSION ISSUED: 04/30114 LEVEL 1 OVERALL 275 5th Street REFLECTED CEILING PLAN Suite 100 Bremerton,WA 98337 (360)377-8773 939 CAROLINE ST FAX 792-1385 SHEET:A22.10 info@frmarch.com PORT ANGELES, WA. 98362 FINISH PLAN NOTES 1. IF THE FLOOR FINISH OF ANY ROOM IS NOT SHOWN ON FINISH PLAN,REFER TO FINISH SCHEDULE. 2. ALL INTERIOR SHALL MEET THE 2012 IBC FOR FLAME SPREAD AND SMOKE DEVELOPMENT MIDANDWALL STANDARDS. 3. ALL MEDICAL PROCEDURE,JANITORS AND REST ROOMS SHALL HAVE NON IMPERVIOUS FLO FINISHES PER 2012 IBC SUPPLEMENTAL DRAWING #1 .2 PROJECT# 2013048.04 RICE EMERGENCY DEPARTMENTCONSTRUCTION MENTA F I A V-4 fo- MILE SOUTH EXPANSION ISSUED: 01/16/14 FINISH PLANS 275 5th Street Suite 100 Bremerton,WA 98337 (360)377-8773 939 CAROLINE ST FAX 792-1385 SHEET:A72.10 info@frmarch.com PORT ANGELES, WA. 98362 SITE PLAN NOTES 1. REFER TO CIVIL,LANDSCAPE,MECHANICAL,PLUMBING AND ELECTRICAL PLANS FOR SCOPE OF WORK FOR THESE DISCIPLINES. 2. WHERE DEMOLITION OR NEW CONSTRUCTION DAMAGES EXISTING CONDITIONS TO REMAIN, CONTRACTOR TO ADVISE THE OWNER OF THE EXTENT OF IMPACT PRIOR TO BID. 3. CONTRACTOR WILL BE RESPONSIBLE FOR UTILITY TRENCHING AS REQUIRED BY CIVIL, _ MECHANICAL,PLUMBING AND ELECTRICAL PLANS. 4. REFER TO LANDSCAPE DRAWINGS FOR EXTENT OF LANDSCAPING AND IRRIGATION. 5. PROVIDE LIGHT BROOM FINISH AT CONCRETE SIDEWALK,U.N.O. N 6. PARKING LOT LIGHTING SHALL NOT ALLOW GLARE TO EXTEND OVER ONTO ADJACENT PROPERTIES. `r 7. ANY EXTERIOR EQUIPMENT SHALL MEET THE NOISE REQUIREMENT FOR THE STATE OF WASHINGTON WITHIN THE ZONES ALLOWED. i 8. ALL LANDSCAPE ITEMS SHALL BE REQUIRED TO BE INSPECTED AND APPROVED BY THE PLANNING DEPARTMENT. N SITE PLAN KEY NOTES REFLECTIVE TRAFFIC WHITE PAINT,PAINT STRIPES/LETTERING/ SYMBOLS-REFER TO CIVIL DRAWINGS INSTALL TRAFFIC SIGN-"DO NOT ENTER"-REFER TO DRIVEWAY SIGN DETAIL ON SHEET A10.20 CONCRETE CURB-REFER TO CIVIL DRAWINGS ® CONCRETE WALK W/LIGHT BROOM FINISH-REFER TO CIVIL DRAWINGS LANDSCAPE AREA-REFER TO LANDSCAPE DRAWINGS �`t © INSTALL TRAFFIC SIGN-"STOP"-REFER TO ADA PARKING SIGN DETAIL ON SHEET A10.20 7� DRIVEWAY APRON AND DEPRESSED CURB ® EXISTING FIRE DEPARTMENT CONNECTION / EXISTING EMERGENCY DEPARTMENT PATIENT DROP-OFF CANOPY ABOVE 10 SIDEWALK HANDICAP RAMP W/1:12 SLOPE AND DETECTABLE WARNING SURFACE -REFER TO CIVIL DRAWINGS 11 REFLECTIVE TRAFFIC WHITE PAINT CROSSWALK MARKINGS -REFER TO CIVIL DRAWINGS 12 EXISTING PARKING LOT LIGHT POST 13 TYPICAL HANDICAP PARING STALL W/1%SLOPE MAX.TO DRAIN SUPPLEMENTAL DRAWING #1 .3 PROJECT# 2013 048.04 11 CONSTRUCTION DEPARTMENT DOCUMENTS il,P! MILE SOUTH EXPANSION ISSUED: 01/16/14 ARCHITECTURAL SITE PLAN 275 5th Street Suite 100 Bremerton,WA 98337 (360)377-8773 939 CAROLINE ST FAX 792-1385 SHEET:A10.10 info@frmarch.com PORT ANGELES, WA. 98362 FLOOR PLAN NOTES 1. CONTRACTOR SHALL PROVIDE LABOR AND MATERIAL FOR PATCHING AND REPAIRING AREAS AFFECTED BY DEMOLITION. 2. REFURBISH EXISTING PROJECT ELEMENTS TO MATCH NEW CONSTRUCTION(FIELD REVIEW EXISTING PROJECT CONDITION W/ARCHITECT). 3. PROVIDE FINISHED ENDS AT ALL EXPOSED CASEWORK SURFACES 4. CONTRACTOR SHALL MATCH ALL EXISTING FINISHES,COLOR AND TEXTURES UNLESS NOTED OTHERWISE-REFER TO FINISH SCHEDULE. EQUIPMENT NOTE: 1. CONTRACTOR TO COORDINATE INSTALLATION OF ALL FOTO/FOIC EQUIPMENT WITH OWNER.SEE EQUIPMENT LIST FOR SPECIFIC REQUIREMENTS,SYSTEMS AND FINISHES. *� ______ 2. CONTRACTOR TO REVIEW ALL BACKING REQUIRED FOR EQUIPMENT.CONFIRM LOCATIONS WITH OWNER ON-SITE PRIOR TO WALLBOARD INSTALLATION. DIMENSION NOTES: 1. FIELD CONFIRM ALL DIMENSIONS AND REPORT DISCREPANCIES,IF ANY,TO ARCHITECT r i PRIOR TO CONSTRUCTION. 2. DIMENSIONS SHOWN ARE TO FINISHED FACE OF WALLS(AND EXISTING WALLS),CENTERLINE OF OPENING(U.N.O.)AND ROUGH OPENING 3. DIMENSIONS SHOWN W/SUFFIX"EX."ARE TO FACE OF EXISTING CONSTRUCTION.THESE DIMENSIONS ARE APPROXIMATE AND FOR REFERENCE ONLY,CONTRACTOR SHALL FIELD VERIFY/CONFIRM WHERE REQUIRED. 4. ALL DOORS NOT DIMENSIONED ARE LOCATED AT 4112"TO AN INTERSECTING WALL OR CENTERED ON WALL(REFER TO PLAN) 5. ALL FINISH FIXTURES SHALL MEET ADA ACCESSIBILITY REQUIREMENTS PER 2012 IBC/UPC AND ANSI.117. FLOOR PLAN LEGEND corridor ED102) NEW CONSTRUCTION ELEMENT/ITEM EXISTING CONSTRUCTION ELEMENT/ITEM SUPPLEMENTAL DRAWING #1 .4 PROJECT# 2013048.04 RIDE CTION EMERGENCY DEPARTMENT CDOCUM NTS arIsv'ile VUS MIL SOUTH EXPANSION ISSUED 01/07/14 LEVEL I ENLARGED FLOOR PLAN- 275 5th Street EXPANSION Suite 100 Bremerton,WA 98337 (360)377.8773 939 CAROLINE ST FAX 792-1385 SHEET:A21.21 info@frmarch.com PORT ANGELES, WA. 98362 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 SECTION 095123-ACOUSTICAL TILE CEILINGS PART 1 -GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections,apply to this Section. 1.2 SUMMARY A. Section Includes: 1. Acoustical tiles for ceilings. 2. Concealed suspension systems. B. Related Requirements: C. Products furnished, but not installed under this Section, include anchors, clips, and other ceiling attachment devices to be cast in concrete. 1.3 ACTION SUBMITTALS A. Product Data: For each type of product. 1.4 INFORMATIONAL SUBMITTALS A. Product Test Reports: For each acoustical the ceiling, for tests performed by manufacturer and witnessed by a qualified testing agency. B. Field quality-control reports. 1.5 MAINTENANCE MATERIAL SUBMITTALS A. Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1. Acoustical Ceiling Units: Full-size tiles equal to 2 percent of quantity installed. 2. Suspension-System Components: Quantity of each concealed grid and exposed component equal to 2 percent of quantity installed. 1.6 QUALITY ASSURANCE A. Testing Agency Qualifications: Qualified according to the National Voluntary Laboratory Accreditation Program (NVLAP)for testing indicated. B. Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution. 1. Build mockup of typical ceiling area as shown on Drawings. 2. Subject to compliance with requirements,approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion. ACOUSTICAL TILE CEILINGS 095123-1 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 1.7 DELIVERY,STORAGE,AND HANDLING A. Deliver acoustical tiles, suspension-system components, and accessories to Project site in original, unopened packages and store them in a fully enclosed, conditioned space where they will be protected against damage from moisture, humidity, temperature extremes, direct sunlight,surface contamination,and other causes. B. Before installing acoustical tiles, permit them to reach room temperature and a stabilized moisture content. C. Handle acoustical tiles carefully to avoid chipping edges or damaging units in any way. 1.8 FIELD CONDITIONS A. Environmental Limitations: Do not install acoustical tile ceilings until spaces are enclosed and weatherproof,wet work in spaces is complete and dry,work above ceilings is complete, and ambient temperature and humidity conditions are maintained at the levels indicated for Project when occupied for its intended use. 1. Pressurized Plenums: Operate ventilation system for not less than 48 hours before beginning acoustical tile ceiling installation. PART 2-PRODUCTS 2.1 PERFORMANCE REQUIREMENTS A. Surface-Burning Characteristics: Comply with ASTM E 84; testing by a qualified testing agency. Identify products with appropriate markings of applicable testing agency. 1. Flame-Spread Index: Comply with ASTM E 1264 for Class A materials. 2. Smoke-Developed Index: 50 or less. 2.2 ACOUSTICAL TILES,GENERAL A. Low-Emitting Materials: Acoustical tile ceilings shall comply with the testing and product requirements of the California Department of Health Services' "Standard Practice for the Testing of Volatile Organic Emissions from Various Sources Using Small-Scale Environmental Chambers." B. Source Limitations: 1. Acoustical Ceiling Tile: Obtain each type from single source from single manufacturer. 2. Suspension System: Obtain each type from single source from single manufacturer. C. Source Limitations: Obtain each type of acoustical ceiling tile and supporting suspension system from single source from single manufacturer. D. Acoustical Tile Standard: Provide manufacturer's standard tiles of configuration indicated that comply with ASTM E 1264 classifications as designated by types, patterns, acoustical ratings,and light reflectances unless otherwise indicated. 1. Mounting Method for Measuring NRC: Type E-400;plenum mounting in which face of test specimen is 15-3/4 inches away from test surface according to ASTM E 795. ACOUSTICAL TILE CEILINGS 095123-2 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 E. Acoustical Tile Colors and Patterns: Match appearance characteristics indicated for each product type. 1. Where appearance characteristics of acoustical tiles are indicated by referencing pattern designations in ASTM E 1264 and not manufacturers' proprietary product designations, provide products selected by Architect from each manufacturer's full range that comply with requirements indicated for type, pattern, color, light reflectance,acoustical performance,edge detail,and size. 2.3 ACOUSTICALTILES A. Products: Subject to compliance with requirements,provide the following: 1. See Finish Legend B. Classification: Provide tiles complying with ASTM E 1264 for type, form, and pattern as follows: 1. Type and Form: Type III,mineral base with painted finish;Form 1,modular. 2. Pattern: CD(perforated,small holes and fissured),unless noted otherwise C. Color: White D. LR: Not less than 0.65. E. NRC: Not less than 0.50. F. CAC: Not less than 0.25. G. AC: Not less than 170. H. Edge/Joint Detail: Square,kerfed and rabbeted;tongue and grooved;or butt. I. Thickness: 3/4 inch, unless noted otherwise J. Modular Size: 24x24 inches. K. Broad Spectrum Antimicrobial Fungicide and Bactericide Treatment: Provide acoustical tiles treated with manufacturer's standard antimicrobial formulation that inhibits fungus, mold, mildew, and gram-positive and gram-negative bacteria and showing no mold, mildew, or bacterial growth when tested according to ASTM D 3273 and evaluated according to ASTM D 3274 or ASTM G 21. 2.4 METAL SUSPENSION SYSTEMS,GENERAL A. ACT-1: Metal Suspension-System Standard Provide manufacturer's standard metal suspension systems of types, structural classifications, and finishes indicated that comply with applicable requirements in ASTM C 635/C 635M., 15/16" B. ACT-2: Co-Extruded Aluminum and Steel Clean Room Grid System EA-Series 7900: with gasket grid to seal panels to grid, 15/16"Exposed Tee ACOUSTICAL TILE CEILINGS 095123-3 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 C. Attachment Devices: Size for five times the design load indicated in ASTM C 635/C 635M, Table 1, "Direct Hung," unless otherwise indicated. Comply with seismic design requirements. 1. Anchors in Concrete: Anchors of type and material indicated below, with holes or loops for attaching hangers of type indicated and with capability to sustain, without failure, a load equal to five times that imposed by ceiling construction,as determined by testing according to ASTM E 488 or ASTM E 1512 as applicable, conducted by a qualified testing and inspecting agency. a. Corrosion Protection: Carbon-steel components zinc plated to comply with ASTM B 633,Class Fe/Zn 5 for Class SC 1 service condition. b. Corrosion Protection: Stainless-steel components complying with ASTM F 593 and ASTM F 594,Group 1 Alloy 304 or 316 for bolts;Alloy 304 or 316 for anchors. D. Wire Hangers,Braces,and Ties: Provide wires complying with the following requirements: 1. Zinc-Coated, Carbon-Steel Wire: ASTM A 641/A 641 M, Class 1 zinc coating, soft temper. 2. Size: Select wire diameter so its stress at three times hanger design load (ASTM C 635/C 635M,Table 1, "Direct Hung") will be less than yield stress of wire, but provide not less than 0.106-inch diameter wire. 2.5 METAL SUSPENSION SYSTEM A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Armstrong World Industries, Inc. 2. USG Interiors,Inc.;Subsidiary of USG Corporation. B. Direct-Hung, Double-Web Suspension System: Main and cross runners roll formed from and capped with cold-rolled steel sheet, prepainted, electrolytically zinc coated, or hot-dip galvanized according to ASTM A 653/A 653M,G30 coating designation. 1. Structural Classification: Intermediate-duty system. 2. Access: Upward and end pivoted,with initial access openings of size indicated below and located throughout ceiling within each module formed by main and cross runners, with additional access available by progressively removing remaining acoustical tiles. a. Initial Access Opening: In each module,24 by 24 inches. 2.6 METAL EDGE MOLDINGS AND TRIM A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Armstrong World Industries,Inc. 2. CertainTeed Corp. 3. Chicago Metallic Corporation. 4. Fry Reglet Corporation. 5. Gordon,Inc. 6. USG Interiors,Inc.;Subsidiary of USG Corporation. ACOUSTICAL TILE CEILINGS 095123-4 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 B. Extruded-Aluminum Edge Moldings and Trim: Where indicated, provide manufacturer's extruded-aluminum edge moldings and trim of profile indicated or referenced by manufacturer's designations, including splice plates, corner pieces, and attachment and other clips and complying with seismic design requirements and the following: 1. Aluminum Alloy: Alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated and with not less than the strength and durability properties of aluminum extrusions complying with ASTM B 221 for Alloy and Temper 6063-T5. 2. Baked-Enamel or Powder-Coat Finish: Minimum dry film thickness of 1.5 mils. Comply with ASTM C 635/C 635M and coating manufacturer's written instructions for cleaning, conversion coating,and applying and baking finish. 2.7 ACOUSTICAL SEALANT A. Products: Subject to compliance with requirements,provide one of the following: 1. Acoustical Sealant for Exposed and Concealed Joints: a. Pecora Corporation;AC-20 FTR Acoustical and Insulation Sealant. B. Acoustical Sealant: Manufacturer's standard sealant complying with ASTM C 834 and effective in reducing airborne sound transmission through perimeter joints and openings in building construction as demonstrated by testing representative assemblies according to ASTM E 90. 1. Exposed and Concealed Joints: Non-sag,paintable,non-staining latex sealant. 2. Acoustical sealant shall have a VOC content of 250 g/L or less when calculated according to 40 CFR 59,Subpart D(EPA Method 24). 2.8 MISCELLANEOUS MATERIALS A. Acoustical Tile Adhesive: Type recommended by acoustical tile manufacturer, bearing UL label for Class 0-25 flame spread. 1. Adhesive shall have a VOC content of 50 g/L or less when calculated according to 40 CFR 59,Subpart D(EPA Method 24). B. Staples: 5/16-inch-long,divergent-point staples. PART 3-EXECUTION 3.1 EXAMINATION A. Examine substrates, areas, and conditions, including structural framing and substrates to which acoustical tile ceilings attach or abut, with Installer present, for compliance with requirements specified in this and other Sections that affect ceiling installation and anchorage and for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. B. Examine acoustical tiles before installation. Reject acoustical tiles that are wet, moisture damaged,or mold damaged. C. Proceed with installation only after unsatisfactory conditions have been corrected. ACOUSTICAL TILE CEILINGS 095123-5 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 3.2 PREPARATION A. Testing Substrates: Before installing adhesively applied tiles on wet-placed substrates such as cast-in-place concrete or plaster, test and verify that moisture level is below tile manufacturer's recommended limits. B. Measure each ceiling area and establish layout of acoustical tiles to balance border widths at opposite edges of each ceiling. Avoid using less-than-half-width tiles at borders,and comply with layout shown on reflected ceiling plans. 3.3 INSTALLATION OF SUSPENDED ACOUSTICAL TILE CEILINGS A. General: Install acoustical panel ceilings to comply with ASTM C 636/C 636M and seismic design requirements indicated,according to manufacturer's written instructions and CISCA's "Ceiling Systems Handbook." B. Suspend ceiling hangers from building's structural members and as follows: 1. Install hangers plumb and free from contact with insulation or other objects within ceiling plenum that are not part of supporting structure or of ceiling suspension system. 2. Splay hangers only where required to miss obstructions; offset resulting horizontal forces by bracing,countersplaying,or other equally effective means. 3. Where width of ducts and other construction within ceiling plenum produces hanger spacings that interfere with location of hangers at spacings required to support standard suspension-system members, install supplemental suspension members and hangers in form of trapezes or equivalent devices. 4. Secure wire hangers to ceiling suspension members and to supports above with a minimum of three tight turns. Connect hangers directly either to structures or to inserts, eye screws,or other devices that are secure and appropriate for substrate and that will not deteriorate or otherwise fail due to age, corrosion, or elevated temperatures. 5. Secure flat, angle, channel, and rod hangers to structure, including intermediate framing members, by attaching to inserts,eye screws,or other devices that are secure and appropriate for both the structure to which hangers are attached and the type of hanger involved. Install hangers in a manner that will not cause them to deteriorate or fail due to age,corrosion,or elevated temperatures. 6. Do not support ceilings directly from permanent metal forms or floor deck. Fasten hangers to cast-in-place hanger inserts,post-installed mechanical or adhesive anchors, or power-actuated fasteners that extend through forms into concrete. 7. When steel framing does not permit installation of hanger wires at spacing required, install carrying channels or other supplemental support for attachment of hanger wires. 8. Do not attach hangers to steel deck tabs. 9. Space hangers not more than 48 inches o.c. along each member supported directly from hangers unless otherwise indicated; provide hangers not more than 8 inches from ends of each member. 10. Size supplemental suspension members and hangers to support ceiling loads within performance limits established by referenced standards and publications. ACOUSTICALTILE CEILINGS 095123-6 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 C. Secure bracing wires to ceiling suspension members and to supports with a minimum of four tight turns. Suspend bracing from building's structural members as required for hangers without attaching to permanent metal forms, steel deck, or steel deck tabs. Fasten bracing wires into concrete with cast-in-place or postinstalled anchors. D. Install edge moldings and trim of type indicated at perimeter of acoustical tile ceiling area and where necessary to conceal edges of acoustical tiles. 1. Apply acoustical sealant in a continuous ribbon concealed on back of vertical legs of moldings before they are installed. 2. Screw attach moldings to substrate at intervals not more than 16 inches o.c. and not more than 3 inches from ends, leveling with ceiling suspension system to a tolerance of 1/8 inch in 12 feet. Miter corners accurately and connect securely. 3. Do not use exposed fasteners,including pop rivets,on moldings and trim. E. Install suspension-system runners so they are square and securely interlocked with one another. Remove and replace dented,bent,or kinked members. F. Arrange directionally patterned acoustical tiles as follows: 1. As indicated on reflected ceiling plans. G. Install acoustical tiles in coordination with suspension system and exposed moldings and trim. Place splines or suspension-system flanges into kerfed edges so tile-to-tile joints are closed by double lap of material. 1. Fit adjoining tile to form flush, tight joints. Scribe and cut tile for accurate fit at borders and around penetrations through tile. 2. Hold tile field in compression by inserting leaf-type, spring-steel spacers between tile and moldings,spaced 12 inches o.c. 3. Protect lighting fixtures and air ducts to comply with requirements indicated for fire- resistance-rated assembly. 3.4 FIELD QUALITY CONTROL A. Testing Agency: a qualified testing agency to perform tests and inspections and prepare test reports. B. Perform the following tests and inspections of completed installations of acoustical tile ceiling hangers and anchors and fasteners in successive stages and when installation of ceiling suspension systems on each floor has reached 20 percent completion but no tiles have been installed. Do not proceed with installations of acoustical tile ceiling hangers for the next area until test results for previously completed installations of acoustical tile ceiling hangers show compliance with requirements. 1. When testing discovers fasteners and anchors that do not comply with requirements, j testing agency will test those anchors not previously tested until 20 pass consecutively and then will resume initial testing frequency. C. Acoustical tile ceiling hangers and anchors and fasteners will be considered defective if they do not pass tests and inspections. D. Prepare test and inspection reports. ACOUSTICAL TILE CEILINGS 095123-7 Olympic Medical Center Port Angeles,WA Emergency Department South Expansion April 30,2014 3.5 CLEANING A. Clean exposed surfaces of acoustical tile ceilings,including trim and edge moldings. Comply with manufacturer's written instructions for cleaning and touchup of minor finish damage. Remove and replace tiles and other ceiling components that cannot be successfully cleaned and repaired to permanently eliminate evidence of damage. END OF SECTION ACOUSTICAL TILE CEILINGS 095123-8 Letter of Transmittal ` 'i® Washington State Department of May 14, 2014 r ,, / tiealth Construction Review Services 111 Israel Rd.SE Tumwater,WA 98501 PO Box 47852 Olympia,Washington 98504-7852 VF5 � www.doh.wa.gov/crs tel.360-236-2944 : fax.360-236-2321 I� Project Info: CRS# 60453262 Project 939 Caroline St Olympic Medical Center location: Port Angeles, WA 98362 Chapter 246-320 WAC Hospitals Emergency Dept South Expansion Local Permit#: 14-443 Key People: Assigned DOH Matthew Campbell Reviewer: matthew.campbell@doh.wa.gov Facility Olympic Medical Center Facility Contact: Olympic Medical Center Administrator: Eric Lewis Scott Bower 939 Caroline St 939 Caroline St Port Angeles, WA 98362 Port Angeles, WA 98362 (360)417-7705 x. (360)417-7170 x. elewis@olympicmedical.org sbower@olympicmedical.org csorensen@olympicmedical.org Architect/ Rice Fergus Miller Architecture Local AHJ: City of Port Angeles Engineer: Matt King Jim Lierly 275 5`h St PO Box 1150 Bremerton, WA 98337 Port Angeles,WA 98362-0217 (360)362-1439 x. (360)457-4816 x. mking@rfmarch.com jlierly@cityofpa.us Consultant: TBS Engineering, Inc(Mechanical) Consultant: Wood Harbinger, Inc(Electrical) Rick Peters Lee Swanson 7302 Pearl Court 3009 112`h Ave NE Ste 100 Bainbridge Island, WA 98110 Bellevue, WA 98004-8002 (206)842-0143 x. (425)822-9499 x. rp@tbs-engineering.com lswanson@woodharbinger.com Contact: Pacland Engineering&Development Contact: N/A Paul Manzer 11400 SE 8`h St Ste 345 Bellevue,WA 98004 (425)453-9501 x. X. pmanzer@pacland.com Copies To: ® Local AHJ: City of Port Angeles ❑ DOH Child Birth Center Licensing ® Architect/Engineer: Rice Fergus Miller Architecture ® DOH Office of Investigations&Inspections ® Consultant: TBS Engineering,Inc(Mechanical) ❑ DSHS, Div.Of Alcohol&Substance Abuse [—] DSHS, Aging&Adult Services Admin. ® Consultant: Wood Harbinger,Inc(Electrical) El L&I,Bill Eckroth,Electrical Section ® Contact: Pacland Engineering&Development ❑ L&I, Factory Assembled Structures ❑ Contact: N/A ® CRS File Page 1 of 11 Plan Review Comments for Project#60453262 Facility Data Certificate: Facility Name: Olympic Medical Center Licensee UBI#: 054003327 Site Address: 939 Caroline St Critical Access Facility: ❑ Yes ❑ No Port Angeles,WA 98362 Estimated Date of Occupancy: 03/31/2015 Occupancy I-2 Construction 1-A Applicable Code: 2000 NFPA 101 Group: Type: 2012 IBC 2010 FGI Guidelines pW� Number of Current: n/a Added: Removed: Total: �+ Beds: 'E, Automatic Fire Sprinkler System: ® Yes ElNo Type 13R aAutomatic Fire Alarm System: ® Yes ❑ No Compartmentation req'd: ®Yes ❑No Smoke Control System Provided: ❑ Yes ❑No Wo aSpecial Delayed Egress Control: ❑ Yes ®No Location: 04 Certificate of Need Required: ❑ Yes ®No CON Approval Granted: ❑ Yes ❑No CON Number : Number of units: Private occupancy: Two person occupancy: Based on size of rooms used for sleeping Residents aO Based on size of common rooms Residents NF Maximum allowable licensable beds: z � UQualifies for Assisted Living Funding Program ❑ Yes ❑No Number of qualifying units: vW� d 04 �' An addition to the Emergency Department 1 st Floor to provide additional exam rooms, secure rooms and staff work areas. Consists of a 2,687sf patient care, modification of existing ER and add public restroom in the waiting room. W O z The data above is based on the information presented to CRS. Any change in the facility or facility program that causes the above information to be incorrect is subject to review by CRS.Approval for construction is not approval for licensure.A copy of the facility data certificate will be sent to the licensing agency. Page 2 of 1 I Plan Review Comments for Project#60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion Project Status: - Authorized to Begin Construction - -Comments Not Approved- This project is not approved for use or licensure. The construction documents have been reviewed and construction can begin,subject to construction permitting from the local building official. This project will not be approved until the comments labeled as"not approved"have been resolved by providing a written response to each of the comments. When referencing drawings or attached materials,provide sheet or page#, revision#and date as applicable. Additional comments may follow based on design team response and site inspections may be required to verify compliance. Please note the following: ■ The stamped"Authorization to Begin Construction"drawings will be delivered to the Facility Administrator. These shall be kept available on site for inspection during construction and post occupancy survey. ■ Any changes/deviations(incl. change orders or addenda)from the approved documents must be submitted to the Department for review and approval. ■ Beginning construction prior to resolving the attached comments will constitute facility acknowledgement that it is doing so at its own risk and that construction changes may be required to resolve outstanding comments. ■ Please include your CRS number on all communications to Construction Review Services. PROJECT CLOSE-OUT REQUIREMENTS You must notify the department when construction is complete by completing the following steps: ✓ Verify that you have resolved all of the comments on this form and have submitted any revisions ✓ Complete the Online Notification of Completed Construction at: httl2://www.doh.wa.jzov/NotificationofCompletion.aspx ✓ Email or fax a copy of the approval from the local building department(final permit approval or certificate of occupancy); and ✓ Email or fax a floor plan showing the scope of work. ✓ Email: fslcrsgdoh.wa. oovv Fax: 360-236-2321, Attn: Construction Review You can monitor project status at www.doh.wa.gov/crs. Page 3 of 11 Plan Review Comments for Project#60453262 Olympic Medical Center Chapter 246-320.WAC Hospitals Emergency Dept South Expansion Preliminary Comments 0 P 8 0 U Preliminary Conference—2/26/14 Attendees: Cameo Little - Olympic Medical Center Scott Bower - Olympic Medical Center Matt King(mking(a,fmarch.com) - Rice Fergus Miller Allen Spaulding(a11en.spaulding_@doh.wa. ooy) Department of Health Matthew Campbell (matthew.campbell@doh.wa.gov) Department of Health The following preliminary comments are for use in preparing the construction documents. These preliminary comments may be revised and/or additional preliminary comments may be made during subsequent submissions. These comments are not intended to be an exhaustive code evaluation of the proposed project but a reflection of the elements discussed at this meeting. Items Received: CD's (architectural progress set) T1 Applicable codes • 2000 Life Safety Code—NFPA 101 • 1999 Standard for the Installation of Sprinkler Systems—NFPA 13 • 1999 National Fire Alarm Code Handbook—NFPA 72 • 1999 Standard for Installation of Air-conditioning and Ventilation Systems NFPA—90A • 1999 Standard for Emergency and Standby Power Systems NFPA - 110 • Hospital Washington State Administrative Code - WAC 246-320 • 2012 International Building Code (IBC) • 2012 Washington State amendments (WAC 51-50) • 2012 International Mechanical Code (IMC) • 2012 International fuel & Gas Code (IFGC) • 2012 Uniform Plumbing Code (UPC) • 2008 National Electric code (NEC) NFPA 70 • 2010 Guidelines for Design and Construction of Health Care Facilities (FGI) T2 Ensure plans correctly identify smoke compartments, corridors, suites, and halls, as applicable. T3 Facility renovation can create conditions that are harmful to patients and staff. In addition to space and operational needs, infection control, patient safety, patient handling and movement, Page 4 of 1 I Plan Review Comments for Project#60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion Q E E 0 v life safety, and protection of occupants during construction must be considered. • Provide a functional program which describes elements of the project and specifically addresses: o Patient entry/triage/registration process. Describe process, any modifications and how the design supports the facilities goals. o The use of the Decontamination Room as a point of entry. Recommend interlocking hardware to allow the greatest flexibility. Identify whether there will be video monitoring or communications component installed. o Describe the elements which drove the selection of the specialty doors and hardware for the Swing Exam rooms. • Provide a construction narrative which describes the planned course of work. Identify any construction phasing,temporary patient and/or service relocation, access/disruptions to adjacent floors or spaces, utility disruptions, or modification to the means of egress. • Provide facility infection control risk assessment. Identify hospital staff responsible for overseeing the implementation of the precautions and mitigating measures described therein. T4 Identify treatment room(s) for bariatric patients meeting the requirements of FGI 2.2-3.1.3.6(5). This is a standard expectation for definitive emergency care; if the facility does not have such accommodations they should be added as part of the ED expansion. Consider adding a door to the existing secure room ED 140 to allow access from either side and switching its use with the Clean/Med Room. This would allow access from either ED space. T5 Ensure all rooms used as secure holding rooms meet the requirements of FGI 2.2-3.1.4.4. Specifically ensure: • All finishes, light fixtures, vents and diffusers, and sprinklers are tamper resistant. • That there are no electrical outlets, medical gas outlets, or similar devices in the room. Page 5 of 11 Plan Review Comments for Project# 60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion 0 C N P O U • That the doors have anti-ligature hardware and the walls are free of objects or accessories of any kind. • That there is a small impact-resistant view panel or window provided in the door • That rooms ED 161 and ED 162 do not exceed the maximum wall length of 11 feet T6 Ensure the Decontamination Room is provided with two hand-held showers with integral vacuum breakers or equal backflow prevention. Confer with local AHJ to determine if they will require a dedicated holding tank. T7 Review existing med gas design for the ED. Refer to 1999 NFPA 99: 4-3.1.2.3. T8 Ensure each Swing Exam room has a minimum of 120 square feet of clear floor area, a hand- washing sink, supply storage, and a desk, counter, or shelf space for writing or electronic documentation. FGI 2.1-3.2 Rolling charting/documentation equipment, if used in lieu of fixed casework, should be shown on the equipment plan(s). Secondary conference at WSSHE 4.24.2014 Scott Bower, Olympic Medical Center Matt King, Rice-Fergus-Miller Jeanna Lee, Rice-Fergus-Miller Steve Pennington- DOH Clynn Wilkinson—DOH Susan Upton- DOH P f Plan Review Comments or Project # 60453262 Page 6 of 11 � J Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion Plan Review Comments: Q 0 � > a � a U d Z 1 0 Two complete plans and specifications for the fire alarm system installation or modification shall be submitted for review and approval prior to system installation. The department reserves the right to defer plan review and inspections to the local authority having jurisdiction (AHJ). Plans and specifications shall include, but not be limited to, a floor plan; location of all alarm-initiating and alarm-signaling devices; alarm-control and trouble-signaling equipment; annunciation; power connection; battery calculations; conductor type and sizes; voltage drop calculations; name, address, and phone number of the agency receiving off-premises transmission of alarm; and the manufacturer, model numbers, and listing information for all equipment, devices, and materials. Incomplete plans and specifications will be returned without review. Plans and specifications may be submitted separately from construction documents during the construction of the project. For small renovation projects in which devices are only to be relocated or very few devices are to be added, provide two plans that shows the relocation of devices which may be submitted for review in lieu of the above requirements. This information can be included on the electrical or architectural plans. Verify with Department staff to determine if the scope of your project meets this criteria. Section 907.1, International Fire Code 2 0 Two sets of sprinkler system working plans shall be submitted for review and approval before any equipment is installed or remodeled. The department reserves the right to defer plan review and inspections to the local authority having jurisdiction (AHJ). Deviation from approved plans will require permission. Plans and specifications, including hydraulic calculations that are incomplete or are not stamped by a Washington State Licensed Fire Sprinkler Contractor, will be returned without review. Plans and specifications may be submitted separately from construction documents during the construction of the project. For small renovation projects in which heads are only to be relocated, a plan that shows the relocation of devices can be submitted for review in lieu of the above requirements. Section 903.1, International Fire Code 3 N Coordinate architectural reflected ceiling plan and electrical lighting plan with respect to exit sign locations. NFPA 101:7.10.2 4 ❑x Provide scope of work narrative which describes the mitigating measures the facility will take to continue services: • During the loss of OB Room ED-144 in Phases I and III • During Phase II Page 7 of 11 Plan Review Comments for Project# 60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion o Loss of ED Meds Room ED-135 o Loss of Cast Room ED-139 o Loss of Iso Room ED-141 • During nurse call system work/replacement which appears to cover the entire department. • During any power/utility outages and med gas down-times. FGI 1.2-3 5 0 Provide revised site plan which identifies area for contractor staging and construction access. Identify any revisions to ambulance approach/circulation, patient drop-off and pedestrian entry paths. How will these modifications be communicated to the community? WAC 246-320-505(2)(c)(i)(A) 6 ❑x Presuming that the Decontamination room will function primarily as a toilet to the Isolation room, revise mechanical design to isolate the exhaust for these two rooms from the exhaust from Toilet Room ED-C and EVS Room ED-D. ASHRAE 170: 7.2.L(c) Ensure the Decontamination Room toilet will not function as a general use toilet. 7 ❑x Revise functional program for consistency with the mechanical design at ED-5. The air flow schedule on sheet M0.6 identifies this room as having negative air pressure. The functional program describes this room as being able to adjust the airflow between positive and negative pressure. ASHRAE 170 Table 7-1 FGI 2.1-8.2.2.1 requires the differential pressure requirement remain unchanged when the All room is used for routine patient care. Remove return air grille from this room consistent with ASHRAE 170: 7.2.L(c). No air should be returned from this room. 8 El Revise plans and/or functional program for consistency regarding Seclusion rooms ED-6 and ED-7. The functional program states that there are staff workstations immediately outside the doors to allow staff observation of patients; however these are not shown on plan. WAC 246-320-505(2)(c)(i)(A) 9 0 Confirm presence of or add the following design elements for Isolation Room ED-5: • Perimeter walls, ceiling, and floor, including penetrations, that are sealed tightly so that air does not infiltrate the environment from the outside or from other spaces Page 8 of 11 Plan Review Comments for Project# 60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion • Entry door with edge seals and self-closing device • A permanent visual mechanism to constantly monitor the pressure status relative to the hall when occupied by patients with an airborne infectious disease. • An exhaust air grille located directly above the patient bed on the ceiling or on the wall near the head of the bed • Supply air provided through a MERV 14 final filter ASHRAE 170-2008:7.2.1, FGI 2.1-2.4.2.2 and 2.1-8.2.2.1(2) 10 0 Identify treatment room(s) for bariatric patients meeting the requirements of FGI 2.2- 3.1.3.6(5). This is a standard expectation for definitive emergency care; if the facility does not have such accommodations they should be added as part of the ED expansion. 11 0 Revise functional program or door hardware selection at ED-B Decontamination for consistency. The program states that the exterior door will have a keypad entry; this is not shown on Systems Plan E3.0. WAC 246-320-505(2)(c)(i)(A) 12 0 Ensure the Decontamination room has at least 80 sqft. of clear floor area and that the fixtures are acid resistant. FGI 21.2-3.1.3.6 (9)(b) and (d)(ii) 13 0 Identify toilet room(s) that will support the Secure ED. Specifically identify how the room(s) are `hardened' to accommodate this use. Will anti-ligature grab-bars shown A72.12 be installed at this location? ED-B Decontamination Room has the benefit of two points of entry and a more secure ceiling; however the entry door hardware and plumbing fixtures present challenges. Patient Toilet ED-4 could be hardened and the door swing reversed. Response to this item may involve physical and operational elements. Revise functional program as appropriate. WAC 246-320-505(2)(c)(i)(A) 14 0 Ensure all rooms used as secure holding rooms meet the requirements of FGI 2.2-3.1.4.4. Specifically ensure: • Light fixture selection for secure and swing secure rooms is not `institutional' grade. Confirm that the fixture selection is consistent with the facility operational risk assessment and expectations for these rooms. Policies and procedures for physical restraint may be a component of this evaluation. Recommend a conservative approach in selecting full institutional grade lighting for the dedicated secure rooms. • Provide cut sheets for fire alarm elements, cameras, and ceiling mounted HVAC supply and return/exhaust diffusers and grilles selected for the secure Page 9 of 11 Plan Review Comments for Project# 60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion and secure swing rooms. • Add/identify within the documents the requirement for tamper resistant fire sprinkler heads at secure and secure swing rooms. • Verify hospital tip door hinges are provided for Hardware Group 14 The design expectations outlined in this section should be considered for toilet rooms that will support the secure holding rooms. 15 ❑x Revise/coordinate mechanical and architectural design regarding interior elevation 10/A70.10 identifying new med gas alarm panel. Refer to Sheet M3.1. WAC 246-320-505(2)(c)(i)(A) 16 El Ensure receptacles within 6 feet of the outside edges of the sinks in rooms ED-9, ED-10 and ED-G have ground-fault-circuit-protection. NFPA 70: 210.8(B)(5) 17 ❑x Clarify whether ice and coffee makers will be connected to water supply system. Provide backflow/cross connection protection consistent with UPC 602 and 603. 18 0 Revise plans to show the work counter, required by FGI 2.2-3.1.3.6 (2)(b)(i), provided for each exam room consistent with the functional program section F: 10. Describe how the cabinet (storage space) required by FGI 2.2-3.1.3.6 (2)(b)(ii) will be provided. FGI 1.2-2 and WAC 246-320-505(2)(c)(i)(A) 19 El Clarify whether the new AHU serves a space of over 25000 cubic feet. Identify whether duct smoke detectors will be installed downstream of the air filters and ahead of any branch lines, or the entire space served is protected by a system of area smoke detectors, either of which will stop the fans upon detection of smoke consistent with the requirements of the 1999 NFPA 90A. NFPA 101:18.5.2 and 9.2. 20 Mx Clarify whether the existing Trauma rooms are anesthetizing locations. Recommend modification/correction of existing med gas system design within this scope of work. Refer to 1999 NFPA 99: 4-3.1.2.3. 21 Additional comments may follow based on design team response. When submitting a response to this letter, provide a cover letter which lists the numbers of each of the above listed items and specifically states how the items are being addressed by the submittal. Any changes or deviations (including change orders, addenda, or revisions based on City of Port Angeles plan review) from the approved documents must be submitted Page 10 of 11 Plan Review Comments for Project# 60453262 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept South Expansion to the Department for review and approval. Upon receipt of revised plans and/or the additional information requested, the plan review process will resume. Highlight or otherwise identify revisions to documents. Compliance with the comments above provided by the Department of Health Construction Review Services are necessary for this facility to meet the requirements of the applicable licensing regulations found in the Washington State Administrative Code and associated references. These comments do not relieve the facilityfrom the responsibility to meet the requirements of any other applicable federal, state or local regulations. In the event of conflicts between other jurisdictions and these written comments, the most stringent shall apply. Page 11 of 11 Plan Review Comments for Project# 60453262 James Lierly --- From: Kennedy, Sherryl L (DOH) [Sherryl.Ken nedy@DO H.WA.GOV] Sent: Monday, May 05, 2014 4:36 PM To: sbower@olympicmedical.org Cc: cflittle@olympicmedical.org; klanglois@insightdesignstudio.biz; James Lierly; rp@tbs- engineering.com; Iswanson@woodharbinger.com; DOH HSQA Facilities Credentialing; Plan, Byron (DOH) Subject: Olympic Medical Center CRH.FS.60321143, Emergency Dept Alterations- 1st Floor Attachments: 60321143.docx All comments for the attached project have been approved. Please contact Construction Review Services (CRS) at (360) 236-2944 if you have any questions regarding this letter. Thank you for letting CRS be of service to you! Sherryl Kennedy Permit Technician Construction Review Services Department of Health Phone: 360-236-2944 Fax:: 360-236-2321 Email: sherryl.kennedy@doh.wa.gov Public Health -Always working for a Safer and Healthier Washington Please complete our CRS Customer Satisfaction Survey by clicking here! Your feedback is appreciated! This message maybe confidential.If you received it by mistake,please notify the sender and delete the message.All messages to and from the Department of Health may be disclosed to the public. 1 Letter of Transmittal Washington State Department of May 6, 2014 AHealth Construction Review Services 111 Israel Rd.SE Tumwater,WA 98501 PO Box 47852 Olympia,Washington 98504-7852 www.doh.wa.gov/crs tel.360-236-2944 fax.360-236-2321 Project Info: CRS# 60321143 Project 939 Caroline St Olympic Medical Center location: Port Angleles, WA 98362 Chapter 246-320 WAC Hospitals Emergency Dept Alterations - 1 st Floor Local Permit#: Key People: Assigned DOH Matthew Campell RA Reviewer: matthew.campbell@doh.wa.gov Facility Olympic Medical Center Facility Contact: Olympic Medical Center Administrator: Scott Bower Cameo Little 939 Caroline St 939 Caroline St Port Angeles,WA 98362 Port Angeles,WA 98362 (360)417-7170 x. (360)417-8628 x. sbower@olympicmedical.org cflittle@olympicmedical.org Architect/ InSight Design Studio Local AHJ: City of Port Angeles Engineer: Karsea Langlois Jim Lierly 540 N 169th St PO Box 1150 Shoreline, WA 98133 Port Angeles, WA 98362 (206)601-6645 x. (360)457-4817 x. klanglois@insightdesignstudio.biz jlierly@cityofpa.us Consultant: TBS Engineering Consultant: Wood Harbinger Rick Peters Lee Swanson 7302 NE Pearl Ct 3009 112th Ave NE Ste 100 Bainbridge Island, WA 98110 Bellevue, WA 98004 (206)842-0413 x. (425)822-9499 x. rp@tbs-engineering.com lswanson@woodharbinger.com Contact: N/A Contact: N/A X. X. Copies To: ® Local AHJ: City of Port Angeles ❑ DOH Child Birth Center Licensing ® Architect/Engineer: InSight Design Studio ❑ DOH Office of Accommodations&Res.Care Survey ® Consultant: TBS Engineering ® DOH Office of Investigations&Inspections ® Consultant: Wood Harbinger ❑ DSHS, Div.Of Alcohol&Substance Abuse ❑ Contact: N/A ❑ DSHS, Aging&Adult Services Admin. ❑ L&I,Bill Eckroth,Electrical Section ❑ Contact: N/A ❑ L&I,John Harvey,Factory Assembled Structures ® CRS File Page 1 of 7 Plan Review Comments for Project#60321143 Facility Data Certificate: Facility Name: Olympic Medical Center Licensee UBI#: 054003327 Site Address: 939 Caroline St Critical Access Facility: ❑ Yes ❑No Port Angleles,WA 98362 Estimated Date of Occupancy: currently occupied Occupancy I-2 Construction 1-A Applicable Code: 2000 NFPA 101 Group: Type: 2009 IBC 2010 FGI Guidelines pW. Number of Current: n/a Added: Removed: Total: >+ Beds: Automatic Fire Sprinkler System: ®Yes ❑ No Type 13 aAutomatic Fire Alarm System: ® Yes ❑No Compartmentation req'd: ❑Yes No Smoke Control System Provided: E] Yes ®No Wo aSpecial Delayed Egress Control: ❑ Yes No Location: Certificate of Need Required: ElYes ®No CON Approval Granted: E] Yes ❑No CON Number : Number of units: Private occupancy: Two person occupancy: Based on size of rooms used for sleeping Residents aO Based on size of common rooms Residents HZ Maximum allowable licensable beds: W a Qualifies for Assisted Living Funding Program ❑ Yes ❑No Number of qualifying units: �WWU Technical assistance to discuss proposed non-structural interior renovations to provide more treatment areas within the emergency department. W H O z The data above is based on the information presented to CRS. Any change in the facility or facility program that causes the above information to be incorrect is subject to review by CRS.Approval for construction is not approval for licensure.A copy of the facility data certificate will be sent to the licensing agency. Page 2 of 7 Plan Review Comments for Project#60321143 Project Status: - Authorized to Begin Construction - - All Comments Approved — The construction documents have been reviewed and found acceptable. Construction can begin,subject to construction permitting from the local building official. The project is not approved for use until the Office of Investigations and Inspections has been notified by CRS that the project has been completed. Once the Project Close-out Requirements below have been completed, we will notify DOH Office of Investigations and Inspections that you have completed the review process and are ready for licensing. Any revisions to the documents (change orders or addenda) shall be submitted to the department for review. Additional comments may follow based on documents received and site inspections may be required to verify compliance. Please note the following: ■ The stamped"Authorization to Begin Construction" drawings will be delivered to the Facility Administrator. These shall be kept available on site for inspection during construction and post occupancy survey. ■ Any changes/deviations (incl. change orders or addenda) from the approved documents must be submitted to the Department for review and approval. ■ Please include your CRS number on all communications to Construction Review Services. PROJECT CLOSE-OUT REQUIREMENTS You must notify the department when construction is complete by completing the following steps: ✓ Complete the Online Notification of Completed Construction at: hltp://www.doh.wa.gov/NotificationofCompletion.aspx ✓ Email or fax a copy of the approval from the local building department(final permit approval or certificate of occupancy); and ✓ Email or fax a floor plan showing the scope of work. ✓ Email: fslcrskdoh.wa.gov Fax: 360-236-2321, Attn: Construction Review Once your construction project is complete, you may contact the DOH Office of Customer Service for help with adjusting or amending your license to add this project. Their telephone number is 360-236-4700. Page 3 of 7 Plan Review Comments for Project#60321143 L- Preliminary Comments ca C N E O U Preliminary Conference— 11/8/12 Attendees: Karsea Langois - Insight Design Sue Rainey - Olympic Medical Center Scott Bower - Olympic Medical Center Matthew Campbell (matthew.campbell@doh.wa.gov) - Department of Health Items Received: Functional program, reference plans T1 General review of facility proposed remodel of ED treatment and staff support areas. Scope of work discussed: • Relocation of bereavement room: Ideally this space is accessible from both the ED and the Lobby areas • Relocation of EMT and staff support spaces: proposed location is separate from, but convenient to the ED • Options for a system of open treatment bays within remodeled area of ED. Additional considerations should include: o Provisions for patient privacy o Providing/maintaining clear circulation paths within the suite o Facility triage and policy/protocol approach to ensure the treatment environment(room or bay) corresponds to patient acuity T2 Revise life safety plans to identify suites as well as corridors typically. T3 Note the functional program provided for review may be limited to the modifications associated with the scope of work. Alternatively, new or modified elements may be highlighted within the comprehensive emergency department functional program. T4 These preliminary comments are for use in preparing the construction documents and may be revised and/or additional preliminary comments may be made during subsequent conferences. These comments are not intended to be an exhaustive code evaluation of the proposed project but a reflection of the elements discussed at this meeting. Page 4 of 7 Plan Review Comments for Project#60321143 ca E E O U Intake/Plan Review Conference—5/21/13 Attendees: Karsea Langois - Insight Design Sue Rainey - Olympic Medical Center Scott Bower - Olympic Medical Center Matthew Campbell (matthew.campbell@doh.wa.gov) - Department of Health Items Received: 100% CD, Functional program, Reviewed the scope of work and phasing of construction within the ED. In-house crew under direction of Scott Bower will perform work in 3 phases. Page 5 of 7 Plan Review Comments for Project#60321143 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept Alterations- 1 st Floor Plan Review Comments: � b a o d U ¢ z 1 Two complete plans and specifications for the fire alarm system installation or modification shall be submitted for review and approval prior to system installation. The department reserves the right to defer plan review and inspections to the local authority having jurisdiction(AHJ). Plans and specifications shall include, but not be limited to, a floor plan; location of all alarm-initiating and alarm-signaling devices; alarm-control and trouble-signaling equipment; annunciation; power connection; battery calculations; conductor type and sizes; voltage drop calculations; name, address, and phone number of the agency receiving off-premises transmission of alarm; and the manufacturer, model numbers, and listing information for all equipment, devices, and materials. Incomplete plans and specifications will be returned without review. Plans and specifications may be submitted separately from construction documents during the construction of the project. For small renovation projects in which devices are only to be relocated or very few devices are to be added,provide two plans that shows the relocation of devices which may be submitted for review in lieu of the above requirements. This information can be included on the electrical or architectural plans. Verify with Department staff to determine if the scope of your project meets this criteria. Section 907.1, International Fire Code Deemed 5/1/14—Fire alarm plans received 4/30/14. Copy of City of Port Angeles Final Fire Alarm Inspection record received 4/21/14; their approval is deemed to satisfy this comment. 2 Two sets of sprinkler system working plans shall be submitted for review and approval before any equipment is installed or remodeled. The department reserves the right to defer plan review and inspections to the local authority having jurisdiction(AHJ). Deviation from approved plans will require permission. Plans and specifications— including including hydraulic calculations, that are incomplete or are not stamped by a Washington State Licensed Fire Sprinkler Contractor, will be returned without review. Plans and specifications may be submitted separately from construction documents during the construction of the project. For small renovation projects in which heads are only to be relocated, a plan that shows the relocation of devices can be submitted for review in lieu of the above requirements. Section 903.1, International Fire Code Deemed 5/1/14—Copy of fire sprinkler plans approved by the City of Port Angeles Fire Department received this date. Their approval is deemed to satisfy this comment. Page 6 of 7 Plan Review Comments for Project#60321143 Olympic Medical Center Chapter 246-320 WAC Hospitals Emergency Dept Alterations- 1 st Floor 3 0 Provide revised construction drawings with revisions to nurse station sink design and Exam Room 142 clouded or otherwise highlighted. WAC 246-320-505(2)(c)(ii) Approved 6/13/13—Based on revised plans received 6/7/13. 4 0 ! Provide City of Port Angeles Building and L&I electrical permit numbers for planned work. WAC 246-320-505(2)(b) Approved 4/24/14—Based on copy of City of Port Angeles electrical report received 4/21/14. Permit#'s 13-00000927 and 13-00001178. 5 21 Provide emergency lighting within Hallway ED 120. NFPA 101: 18.2.9.1 and 7.9 Approved 7/18/13—Based on response to comments and phone conference this date; Lee Swanson confirmed the unswitched lights at the intersection ED 120 and ED 150 are served by the life safety branch of the essential electrical system. 6 0 Provide nurse call bath station in Patient Toilet ED133. Provide nurse call master station, or duty station, depending on how Nurse Stations ED 134 and 141 will be used by staff relative to the larger Central Station. FGI Table 2.1-4 Approved 7/18/13—Based on response to comments and correspondence with Lee Swanson this date. Documents issued for bid require a call station at Bath ED 133. Nurse Stations 134 and 141 will function as charting stations rather than satellite nurse stations. The master nurse call will remain at Control Station ED 145. Approval contingent upon installation and facility operations as described; subject to site inspection. 7 0 Provide sheet M-2.1.2 with revised line-weights and layers. WAC 246-320-505(2)(c)(ii) Approved 7/18/13 —Based on revised sheet M-2.1.2received 7/3/13. 8 0 Provide documentation of final med gas system verification per UPC 1328. Approved 4/24/14—Based on Med Gas Line Verification Report received 4/21/14. 9 0 Verify fixture P-4 at Control Station ED 145 has a battery back-up or is served by the critical branch of the essential electrical system. WAC 246-320-5058(2)(c)(i)(A) Approved 7/18/13 —Based on response to comments and phone conference this date; Fixture P-4 is a battery operated faucet. Compliance with the comments above provided by the Department of Health Construction Review Services are necessary for this facility to meet the requirements of the applicable licensing regulations found in the Washington State Administrative Code and associated references. These comments do not relieve the facilityfrom the responsibility to meet the requirements ofany other applicable federal,state or local regulations. In the event of conflicts between other jurisdictions and these written comments, the most stringent shall apply. Page 7 of 7 Plan Review Comments for Project#60321143 Patrick Bartholick From: Scott Bower[SBower@olympicmedical.org] Sent: Friday, May 09, 2014 9:23 AM To: Patrick Bartholick; Matt King; Joe Taflin Ooe@pacland.com) Cc: Sue Roberds; Jonathan Boehme Subject: RE: OMC Expansion-Stormwater Comments Matt and Joe please see below, as the city has another concern that we need to get addressed before we send out the last addendum on Monday.. Thanks. Scott From: Patrick Bartholick [mailto:Pbarthol@cityofpa.us] Sent: Friday, May 09, 2014 8:36 AM To: Scott Bower Cc: Sue Roberds; Jonathan Boehme Subject: FW: OMC Expansion- Stormwater Comments Scott, Below are comments from the Public Works Engineering requesting additional information for the ED expansion project. Jonathan Boehme's contact information is below if there are any questions regarding the request. Thanks Pat Pat Bartholick k Code Enforcement Officer City of Port Angeles 321 E 5th Street PO Box 1150 Port.Angeles, WA 98362 pbartholickgcityofpa.us Office: 360-417-4712 fax: 360-417-4711 From: Jonathan Boehme Sent: Tuesday, April 29, 2014 8:52 AM To: Sue Roberds Cc: Eric Walrath; Roger Vess Subject: OMC Expansion- Stormwater Comments Sue, I have reviewed the OMC Stormwater site plan and have the following comments: -More information is needed for the offsite drainage analysis. Please provide a map showing the sub-basin boundaries of OMC pre and post construction. Which existing areas are discharging to the Race Street stormline? How much additional flow is proposed in the Race Street stormline. WWHM model results included appear to be for the total 1 project, but it's unclear how much of this area pre-project discharged to the Race Street stormline. Please provide a calculation that shows the flow in the 8" Race Street Stormline for a 25 year storm pre and post construction. -Sod areas shall meet grading note 12, soil quality and depth requirements Thank you, Jonathan Boehme, P.E. City of Port Angeles Public Works 321 East Fifth Street P.O. Box 1150 Port Angeles,WA 98362 Phone: 360-417-4811 Cell: 360-460-3456 Email: iboehme@citvofpa.us 2 Patrick Bartholick From: Sue Roberds Sent: Thursday, June 12, 2014 11:02 AM To: Patrick Bartholick Subject: FW: Permit#14-443-Olympic Medical Center E.D. South Expansion Project Attachments: BMP T5.13.pdf; Urban Services Standards& Guigelines.pdf For"your"files. Sue From: Scott Bower [mailto:SBower@olympicmedical.org] Sent: Thursday, June 12, 2014 10:16 AM To: Roger Vess; Jason Barry Cc: Sue Roberds; Eric Walrath Subject: RE: Permit #14-443 - Olympic Medical Center E.D. South Expansion Project All, thank you for your consideration on this issue.We will work hard to make this a very safe area.Wheel stops have already been added, and later down the road I will talk with you about possible speed bumps at the cross walk and also prior to the ambulance exit to slow people down at these areas?Just a thought at this time.. Thanks allot. Scott From: Roger Vess [mailto:RvessCabcityofpa.us] Sent: Thursday, June 12, 2014 9:33 AM To: Jason Barry; Scott Bower Cc: Sue Roberds; Eric Walrath Subject: RE: Permit #14-443 - Olympic Medical Center E.D. South Expansion Project Attached Bmp T5.13 needs to be added to Stormwater Site Plan. The Urban Service Standard for backing into street is in Chapter 3,Transportation, 3J. Parking Lots.133, attached. After discussion with staff,the traffic speed at that location, and future development,the plan submitted will be approved as designed,with a note to you of potential traffic hazard concerns.Wheel stops on all stalls should be included to protect pedestrians on sidewalks at the front of stalls. Roger From: Jason Barry [mailto:JBarU(abrfmarch.com] Sent: Wednesday,June 04, 2014 1:27 PM To: Roger Vess Subject: Permit #14-443 - Olympic Medical Center E.D. South Expansion Project Roger, Good afternoon. I'm checking in with you regarding the Olympic Medical Center E.D.South Expansion Project, permit #14-443. Our responses to City comments regarding this project,were sent your office for review on 05/23/14. Do you have a time line for when your review and issuance of permit will be? If you have any questions, please don't hesitate to get in touch. i Thank you, Jason Barry E: Jbarry@rfmarch.com P: 1-360-362-1863 Rice Fergus Miller 1 275 Fifth Street, Suite 100 1 Bremerton, WA 98337 All other office contact information will remain the same. Main: (360) 377-8773 1 Fax: (360) 792-1385 1 rfmarch.com ------------------------------------------------------------------------------------------- Confidentiality Notice:This e-mail message,including any attachments,is for the sole use of the intended recipient(s)and may contain confidential,proprietary and/or privileged information,as well as content subject to copyright and other intellectual property laws. If you are not the intended recipient,you may not disclose,use,copy or distribute this e-mail message or its attachments. If you believe you have received this e-mail message in error,please contact the sender by reply e-mail,immediately delete this email and destroy any copies. Click Here for Full Copyright Disclosure 2 BMP T5.13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring(undisturbed)soil and vegetation provide important stormwater functions including:water infiltration;nutrient, sediment,and pollutant adsorption; sediment and pollutant biofiltration;water interflow storage and transmission;and pollutant decomposition. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost,but such landscapes themselves become pollution- generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes,and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post development landscape,provides increased treatment of pollutants and sediments that result from development and habitation,and minimizes the need for some landscaping chemicals,thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of naturally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on- site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, composted woody material,biosolids,and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise,it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. Design Guidelines • Soil retention. The duff layer and native topsoil should be retained in an undisturbed state to the maximum extent practicable. In any areas requiring grading remove and stockpile the duff layer and topsoil on site in a designated,controlled area,not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. • Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface,incorporated into a drainage facility or engineered as structural fill or slope shall,at project completion, demonstrate the following: 1. A topsoil layer,with-a minimum organic matter content often percent dry-weight in planting beds, and 5%organic matter content in turf areas,and a pH from 6.0 to 8.0 or matching the pH of the February 2005 Volume V—Runoff Treatment BMPs 5-13 original undisturbed soil. The topsoil layer shall have a depth of eight inches except where tree roots limit the depth of ' incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4�inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Planting beds must be mulched with 2 inches of organic material 3. Quality of compost and other materials used to meet the organic content requirements: a. The organic content for"pre-approved"amendment rates can be met only using compost that meets the definition of "composted materials" in WAC 173-350-220. This code is available online at: http://www.ecy.wa.gov/programs/swfa/facilities/350.html The compost must also have an organic matter content of 35% to 65%,and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings composed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted materials as defined above;or other organic materials amended to meet the carbon to nitrogen ratio requirements, and meeting the contaminant standards of Grade A Compost. The resulting soil should be conducive to the type of vegetation to be established. • Implementation Options:The soil quality design guidelines listed above can be met by using one of the methods listed below 1. Leave undisturbed native vegetation and soil,and protect from compaction during construction 2. Amend existing site topsoil or subsoil either at default"pre- approved"rates,or at custom calculated rates based on specifiers tests of the soil and amendment 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic matter or depth requirements,either at a default "pre-approved"rate or at a custom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the requirements. 5.14 Volume V—Runoff Treatment BMPs February 2005 CHAPTER 3 - TRANSPORTATION 2. Lots shall be graded and paved with a hard-surface pavement of portland cement concrete or asphaltic concrete with a structurally adequate base,or other hard-surface pavement acceptable to the City Engineer. The Director of Public Works and Utilities may allow for an exception to hard-surface pavement for developments in the Industrial Heavy Zone,provided that adverse impacts to stormwater drainage,surrounding properties, and public infrastructure are mitigated to the extent the Director deems reasonably necessary and appropriate. 3. Wheel stops shall be installed where necessary to prevent encroachment upon public right-of-way or adjacent to private property. 4. The City may grant permission for temporary occupancy of a building or structure without the parking spaces improved, provided that an improvement bond in amount of 150%the estimated value of the improvements is provided for the approval of the City Engineer. The bonds may be accepted if weather conditions make for unsound construction practice, materials are not available,or there are difficult site conditions. Such bonding shall not exceed 12 months. 5. Building uses requiring 6 or fewer spaces may delay without a bond or the improvement of the parking stalls,for up to 12 months, provided that the area is graded and maintained in good condition and runoff is controlled per item number 1 above. B. Stall Standards 1. The number of stalls that shall be provide is governed by the requirements of PAMC Chapter 14.40. 2. A standard stalls, aisle widths, and layouts shall be designed in accordance with the City Standard Drawing for Parking Lot. 3. No portion of the public right-of-way shall be.used in the turning movement to directly enter or exit a stall. Parking stall layout will not be approVed where the vehicle must back onto public right-of-way to exit a stall. ._ 4. Stalls shall be delineated by 4"wide white striping or raised pavement markers. C. Handicapped Parking Stalls -Size of stall and striping width per applicable City Standard Detail Drawing. Number of stalls required will be as specified by the DCED. -End of Chapter 3 Chapter 3—Transportation(February 2010) Page 34 of 35 T � fl�U Olympic Medical Center South Emergency Department Expansion Port Angeles, Washington Storm wa ter Site Plan �tLLI`�T wASNly����.� 41871 �'Q4 RAJ ST1 �� s�IONAL a4/a41WN April 4s; 2014 IMAM 11711 SE 8"Street,Suite 303; Bellevue,Washington 98005 (425)453-9501 FAX:(425)453-8208 EMAIL:joe@padand.com Prepared By: Spencer Humphrey, ELT. Reviewed By. Joe Taflin, P.E } 1 Table of Contents Section Page ProjectOverview............................................................................................................. 1 ProposedImprovements.............................................................................................. 1 DesignCriteria............................................................................................................ 1 ProjectLocation.......................................................................................................... 2 MinimumRequirements .................................................................................................. 3 ExistingConditions .......................................................................................................... 7 ProposedConditions........................................................................................................ 7 OffsiteAnalysis Report.................................................................................................... 8 Permanent Stormwater Control Plan ............................................................................. 15 ExistingSite Hydrology............................................................................................. 15 ProposedSite Hydrology........................................................................................... 15 HydrologicModeling................................................................................................ 15 FlowControl System................................................................................................. 15 WaterQuality System ............................................................................................... 17 Construction Stormwater Pollution Prevention Plan...................................................... 18 Special Reports and Studies ........................................................................................... 22 Operation and Maintenance Manual ............................................................................. 23 Appendix A Existing Conditions Exhibit Appendix B Proposed Conditions Exhibit December 28, 2011 Stormwater Site Plan Project Overview The proposed development consists of the construction of an addition to the emergency department portion of the existing Olympic Medical Center. The proposed expansion is located at the southwest corner of the main hospital building and will be an addition of approximately 2,300± SF of interior space provided by expanding the building to the south. There will also be associated site improvements with the building expansion, including revising the parking layout in the vicinity of the expansion, adding a driveway access to Caroline Street, and adding sidewalk and landscaping improvements. Storm drainage infrastructure will be installed to collect roof runoff from the proposed expansion and to collect and route runoff for the proposed site improvements. The proposed improvements will be made on an approximately 0.40 acre area that is contained within the existing hospital property and along Caroline Street near the Race Street intersection. The property is zoned for public facility use and is surrounded by same use and commercial offices. Design Criteria The City of Port Angeles utilizes the 2005 Washington State Department of Ecology Stormwater Management Manual for Western Washington (DOE Manual) drainage requirements. On-site stormwater management utilizing infiltration is not an option in this area due to its vicinity to an erodible bluff. Jurisdictional Requirements Table 1 below summarizes the City of Port Angeles stormwater requirements. Table 1 Jurisdictional Requirements Peak Flow Analysis: 25-year: Match Existing Conditions Water Quality Volume: N/A Water Quality Flow Rate: N/A Downstream Analysis: Level 1: '/a mile downstream April 4', 2014 Stormwater Site Plan Page 1 T Project Location #M-IeAe ;z " xw Bellingham Raker n€atkinat Wlderness..ween ltdr R0n9e Recreation t2ee °Sidney Area Huk'a+lake e xt rtenfier, Saanleh Ar„ortes # 7,3'" °victors Mount Vernon -ll Bay A.'.�r�:a: 5 r.r o r t f J,:a r# +1 e Oak Ilarbcr Fu ° Uarru>gtan Fuca .r: Arlington Glac.er F Mount Baker-Snocualrr;e Wrldern ort Argeles PortTownsend a:;ii:: National Forest dpe 4Rrrte, Marysville Discovery Bay Everett %. Forks 0 t y m F shtn�. r: ror - ,ke Ser>:n .Monroe - C�n1o,1d5 Shoreline ,Wen; PROJECT SITE Seattle Bellevue F Rcnton - Olympic National Forest Bulten Kent taholah T3C0Cna Covington Hun..:_.; Shelton University Place. ° ° Lakewood °Four daw Par kland Olympia Abe,neer, Inra •Lacey SOC L'IdrSc ° Srscart iu cc Location: 939 Caroline Street Section, Township, Range: Section 11, Township 30 North, Range 6 West Tax Account Number: 063000103325 Size: 18,000 SF± (0.40 AC) City, County, State: City of Port Angeles, Clallam County, Washington State Governing Agency: The City of Port Angeles Design Criteria: 2005 Washington State Department of Ecology Stormwater Management Manual Zoning: PBP — Public Building and Parks April 451, 2014 Stormwater Site Plan Page 2 Minimum Requirements Do the sow,replaced,or now plus replaced impervious sur&=loud 2.000 sgaru+e fed or more? OR Does the land distutbing activity total 7,000 squame feat or more? IM 1" Minimum Recluirem"01 through#5 Apply NfiWmum Rxpiranw t t€1, apply to die new end tepisoednnparvious Construction Stormwatet Pollution surfaces and the IwW dfaturbed Pmvention Ndat QuastIm Dues the project add 5,000 square feet or more of new impctvcous surfaces? OR Conycrt 9 acus or more of restive vegetation to lewd or la dwsped areas'! OR Convert 2.5 aches or nmm of ngtiva vegetation to psskme? Tag -Nett Minimum Requinm tg 91 through#9 gO°� is this gt road- apply to the new impervbxrs surfaces and related project? the convcrted pervious surfaces T" ■ Does the project add 5,41)0 square feet or more of new impar Aous surfgow? Tag No Do now impervious surfaces add 50%oar is the total of the sew plus mplaccd mane to the ex iating impervious mufhc= impenvioaa vx*ces 5,000 square W or within die project limits? mora,AND docs the value of tho proposed improvenmita—inctudkc No Y°s interior improvementa—excead 5M;of the sl meed value(or teplaCCmcnt value) No additions! of the existin site improveaenis? Yes No additional Minimum Requi=vents 91 duuugh#9 req ufivnients apply to tho now and rcplsc cd imperviow sarfgcsa Figure 5.3 Flow Chad for Determining Requirements for Rodevelopment April 451, 2014 Stormwater Site Plan Page 3 Minimum Requirement#1: Preparation of Stormwater Site Plans All projects meeting the thresholds in Section 2.4 shall prepare a Stormwater Site Plan for local government review. Response:A stormwater site plan has been prepared for the development. The stormwater site plan includes the design drawings and this report. Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) All new development and redevelopment shall comply with Construction SWPP Elements #1 through #12. Projects in which the new, replaced, or new plus replaced impervious surfaces total 2,000 square feet or more, or disturb 7,000 square feet or more of land must prepare a Construction SWPP Plan (SWPPP) as part of the Stormwater Site Plan. Each of the twelve elements must be considered and included in the Construction SWPPP unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the narrative of the SWPPP. Response: The 12 elements of a SWPP are addressed in the Construction Stormwater Pollution Prevention section of this report and the TESC Plans. Minimum Requirement#3: Source Control of Pollution All known, available and reasonable source control BMPs shall be applied to all projects. Source control BMPs shall be selected, designed, and maintained according to the manual. Response: Spill containment plans will be in place for any known contaminants that are kept on site. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Response: In existing condition, runoff from the site is split between two drainage basins. Runoff from the existing hospital's southwest corner west is collected by a series of catch basins and routed to a storm manhole in Race Street. Runoff from the southwest corner of the hospital east is collected by a series of catch basins and is conveyed to a storm main in Washington Street. Both storm mains are eventually discharge via storm drainage mains located in the nearby City roadways directly into the Strait of Juan de Fuca. Minimum Requirement#5: On-site Stormwater Management Projects shall employ On-site Stormwater Management BMPs to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. Roof Downspout Control BMPs, functionally equivalent to those described in Chapter 3 of Volume III, and Dispersion and Soil Quality BMPs, functionally April 4', 2014 Stormwater Site Plan Page 4 S equivalent to those in Chapter 5 of Volume V, shall be required to reduce the hydrologic disruption of developed sites. Response: Infiltration onsite is not feasible due to the site's proximity to a highly erodible bluff. On-site stormwater management will take place through Soil Quality BMPs within landscaped areas. April 451, 2014 Stormwater Site Plan Page 5 Existing Conditions The proposed hospital expansion is located at the southwest corner of the existing Olympic Medical Center hospital building, near the Caroline and Race Street intersections. The existing area has been improved with pavement, sidewalks, curbs and minimal landscaping. The existing curb and pavement will be demolished as necessary to construct the proposed expansion. The property is zoned for public facility use and is surrounded by same use and commercial office facilities. Almost all adjacent properties are owned by the owner of this project. The site is relatively flat with portions of moderate slope. The existing drainage pattern on site generally consists of runoff travelling across paved areas and collected by existing stormwater catch basins located on-site and in the adjacent streets. Roof runoff from the existing hospital is collected by roof drains and connects into the on-site storm drainage system. See Appendix A for the existing conditions exhibit. Soils Conditions Soil explorations performed during the 2005 geotechnical investigation of the hospital for the east side expansion encountered loose to dense silty sand/sandy silt and sand in the upper 4 to 17 feet, and very dense glacial till below. The hospital is located at the top of an existing bluff, which is approximately 200 feet north. The Straight of Juan de Fuca is located below the bluff. Proposed Conditions The proposed development consists of the construction of the emergency department expansion on the south side of the southwest corner of the Olympic Medical Center, near the Caroline Street and Race Street intersection. The proposed improvements include remising the site plan to include on-street parking stalls in front of the new expansion and the existing Annex Building, accessed from Caroline Street, and revising the existing on- site parking to create two ADA parking stalls just south of the expansion. There will be a net zero gain of parking stalls since existing on-site stalls will be lost due to the proposed site improvements. The proposed building expansion is approximately 2,300± SF. Site drainage infrastructure, paving and landscaping improvements are proposed with the expansion. The expansion will require on-site grading and import of fill materials to provide the proposed finish grade elevations and ADA-compliant drop-off area and parking stalls. The finished site will have mostly moderate slopes in the parking and drive aisles, with steeper (13%+/-) at the east driveway. The proposed stormwater improvements include the addition of several catch basins and a trench drain to capture and convey site runoff to the existing City storm drainage mains April 455, 2014 Stormwater Site Plan Page 6 located nearby. The site runoff located east of the proposed building expansion will be connected to an existing on-site storm drainage system that conveys runoff to a storm main in Washington Street. The roof runoff and site runoff from the building expansion west will be conveyed to an existing catch basin in Caroline Street near the Race Street intersection. The existing catch basin then conveys runoff to a nearby storm manhole in Race Street. See Appendix B for the proposed conditions exhibit. April 4', 2014 Stormwater Site Plan Page 7 Offsite Analysis Report The photos and descriptions on the following pages will provide a detailed summary of the stormwater conveyance system approximately a quarter (1/4) mile downstream of the site. Figure 1, below, shows the path traveled for the downstream analysis from the project site to the natural discharge location in the Strait of Juan de Fuca. Photos were taken near the locations shown on the photo legend. Study Area OUTFALL TO THE STRAIT OF WAN DE FUCA a F a. - Y : � iQ ♦.r, a,°� �, Figure 1 - Downstream Photo Legend Downstream Analysis The following downstream analysis shows the flow path of site to the outlet in the Strait of Juan de Fuca. The existing onsite and downstream drainage system is shown in the following photos and descriptions April 45`, 2014 Stormwater Site Plan Page 8 Figure 1 - Downstream Photo Legend # Photo Description } 1 F , Looking southeast at the site ryIVfrom Caroline Street. PROJECT T A- 2 Looking southeast down the drive aisle of the parking lot. April 4", 2014 Stormwater Site Plan Page 9 k Looking southeast from 3 sidewalk at southwest corner of Olympic Memorial sHospital. _Looking southeast at 4 southwest corner of Olympic Memorial Hospital. April 45`, 2014 Stormwater Site Plan Page 10 1 1 The storm systems runs 300' southwest on N. Race St through a 8" concrete pipe and connects to the storm system in E. Georgiana St, where it 5 runs 450' west in a 24" corrugated polybutylene pipe to the storm system in S. Francis St. Looking north on N. Race St towards the site. From S. Francis St the storm main continues 300' to the north in a 24" concrete pipe to 6 Caroline St and a 30" concrete pipe north of Caroline St. Looking north along S. Francis St. April 4s`, 2014 Stormwater Site Plan Page 11 F The system then enters the Francis State Park. 7 Looking north into Francis State Park. 8 Looking north into the Francis State Park at a storm manhole. April 4", 2014 Stormwater Site Plan Page 12 The storm main continues 300' through the park and subsequently discharges into 9 the Strait of Juan de Fuca. Looking north from the Francis State Park parking lot. Looking north at the Strait of 10 Juan de Fuca and a catch basin located in the park. April 4", 2014 Stormwater Site Plan Page 13 The system discharges into the Strait through a 30" concrete 11 pipe. Looking north into the Strait of Juan de Fuca. Looking northeast at the 12 concrete pipe in the Strait of Juan de Fuca. April 4", 2014 Stormwater Site Plan Page 14 Permanent Stormwater Control Plan Existing Site Hydrology The existing site consists of two drainage basins within the property bounds and limits of disturbance that combine within a quarter mile of the project site. See Temporary Erosion and Sediment Control (TESC) Plan in Appendix C for location of property bounds and limits of disturbance. The north drainage basin begins just west of the existing hospital and consists mostly of impervious surfaces such as asphalt pavement and concrete sidewalks, with limited areas of pervious landscape. Drainage in this area discharges to a storm manhole located within the Race Street— Caroline Street intersection and is conveyed west and north into the Straight of Juan de Fuca. The south drainage basin includes the hospital and site improvements south of the hospital. This basin also is predominantly impervious surface, including roofs, pavements and sidewalks, with limited landscaped areas. Drainage in this basin connects to a City storm system in Washington Street. This drainage main continues west in Georgiana Street, combines with the storm system from Race Street, and then is conveyed into the Straight of Juan de Fuca. The existing site impervious and pervious areas are tabulated below in Table 2. Table 2. Existing Site Conditions. Existing Conditions Basin Area(ACS Description Grade 0.032 Pervious Surface Area (Grass, ETC.) Flat 0.336 Impervious Surface Area (Building, Pavement, ETC.) Moderate 0.368 Total Basin Area Proposed Site Hydrology The proposed site improvements include replacement of existing site paving (sidewalks and pavements) in kind and the addition of pervious landscape areas. There is a net decrease of impervious surface within the project boundaries. Refer to Table 3 for a summary of the proposed conditions. Table 3. Proposed Site Conditions. Proposed Conditions Area(ACS Description Grade 0.096 Pervious Surface Area (Grass, ETC.) Flat 0.272 Impervious Surface Area (Building, Pavement, ETC.) Moderate 0.368 Total Basin Area April 4n, 2014 Stormwater Site Plan Page 15 Per City Staff recommendations, the proposed building expansion roof runoff will be conveyed west to the Race Street storm drainage main. This includes approximately 2,300 SF of roof area. This area currently is collected and conveyed to the Washington Street storm drainage system, which has capacity issues per City staff. Hydrologic Modeling The hydrologic analysis for the project was performed using the computer-modeling program, Western Washington Hydrology Model (WWMH3), based on matching peak flows to the existing condition's 25-year storm. The program effectively models existing and future runoff conditions using flow duration curves for a basin and a given area. Flow Control System As previously discussed, the site is exempt from DOE flow control requirements since the conveyance system discharges into salt water. Shown below the mitigated land use outflow is less than the predeveloped land use outflow as modeled with WWHM3. Therefore no flow control measures will be necessary per DOE and the City of Port Angeles requirements. Detailed WWHM3 Input and Results: Western Washington Hydrology Model PROJECT REPORT Project Name: default Site Address: City Report Date : 4/3/2014 Gage Port Angelis Data Start 1948/10/01 Data End 1993/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres April 4', 2014 Stormwater Site Plan Page 16 PARKING MOD 0.336 Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres C, Lawn, Flat .094 Impervious Land Use Acres PARKING MOD 0.272 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.09758 5 year 0.124803 10 year _0.143093 25 year _ 0.166604 50 year 0.18445 100 year 0.202609 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.082291 5 year 0.106174 10 year 0.122328 25 yrea 0.1432 50 year 0.159115 100 year 0.175364 April 45`, 2014 Stormwater Site Plan Page 17 Per the calculations above, the 25-year peak discharge in the proposed condition is less than the 25-year peak discharge in the existing condition. Therefore, the City requirements for flow control have been met and no on-site detention is required. Water Quality System Water quality is not required for this site per DOE thresholds. April 455, 2014 Stormwater Site Plan Page 18 Construction Stormwater Pollution Prevention Plan All erosion and sediment control measures shall be governed by the requirements of the City of Port Angeles. A temporary erosion and sedimentation control plan has been prepared to assist the contractor in complying with these requirements. See Temporary Erosion and Sediment Control (TESC) plan in Appendix C. Element 1: Mark Clearing Limits Prior to beginning land disturbing activities, including clearing and grading, all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area shall be clearly marked, both in the field and on the plans, to prevent damage and offsite impacts. • Plastic, metal, or stake wire fence may be used to mark the clearing limits. The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled on-site, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. Element 2: Establish Construction Access • Construction vehicle access and exit will be limited to the construction entrance on Race Street. • Access points shall be stabilized with a pad of quarry spalls or crushed rock prior to traffic leaving the construction site to minimize the tracking of sediment onto public roads. • If sediment is tracked off site, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather, if necessary to prevent sediment from entering waters of the state. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. • Street wash wastewater shall be controlled by pumping back onsite, or otherwise be prevented from discharging into systems tributary to state surface waters. Element 3: Control Flow Rates • Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site. • The stormwater detention facility shall be constructed as one of the first steps in grading. Detention facilities shall be functional prior to construction of site improvements (e.g. impervious surfaces). April 451, 2014 Stormwater Site Plan Page 19 Element 4: Install Sediment Controls • Prior to leaving a construction site, stormwater runoff from disturbed areas shall pass an appropriate sediment removal BMP. Since the site is under one acre, construction runoff will be treated by silt fence. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Element #3 • BMPs intended to trap sediment on-site shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. Element 5: Stabilize Soils • All exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrop impact and flowing water, and wind erosion. • From October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition applies to all soils on site, whether at final grade or not. • Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. • Soil stabilization measures selected should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. • Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and when possible, be located away from storm drain inlets, waterways and drainage channels. • from October 1 through April 30 no soils shall remain exposed and unworked for more than 2 days; and from May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. Element 6: Protect Slopes • Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. • Consider soil type and its potential for erosion. • Provide drainage to remove ground water intersecting the slope surface of exposed soil areas. • Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. April 4", 2014 Stormwater Site Plan Page 20 • Check dams shall be placed at regular intervals within channels that are cut down a slope. • Stabilize soils on slopes, as specified in Element#5. Element 7: Protect Drain Inlets • All storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or treated to remove sediment. • All approach roads shall be kept clean. All sediment and street wash water shall not be allowed to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. • Inlets should be inspected weekly at a minimum and daily during storm events. Inlet protection devices should be cleaned or removed and replaced when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). Element 8: Stabilize Channels and Outlets • Stabilization, including armoring material, adequate to prevent erosion.of outlets, adjacent stream banks, slopes and downstream reaches shall be provided at the outlets of all conveyance systems. Element 9: Control Pollutants • All pollutants, including waste materials and demolition debris, that occur on-site shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). On-site fueling tanks shall include secondary containment. • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. • Wheel wash or tire bath wastewater, shall be discharged to a separate on-site treatment system or to the sanitary sewer. • Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. April 4', 2014 Stormwater Site Plan Page 21 • BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. Element 10: Control De-Watering • Foundation, vault, and trench de-watering water, which has similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system. Channels must be stabilized, as specified in Element#8. • Clean, non-turbid de-watering water, such as well-point ground water, can be. discharged to systems tributary to state surface waters, as specified in Element #8, provided the de-watering flow does not cause erosion or flooding of receiving waters. • Highly turbid or otherwise contaminated dewatering water, such as from construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam, shall be handled separately from stormwater. • Other disposal options may include: 1) transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters, 2) Ecology-approved on-site chemical treatment or other suitable treatment technologies, 3) sanitary sewer discharge with local sewer district approval, if there is no other option, or 4) use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. Element 11: Maintain BMPs • All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with BMP specifications. • All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation shall be permanently stabilized. Element 12: Manage The Project • Phasing of Construction - Development projects shall be phased where feasible in order to prevent soil erosion and, to the maximum extent practicable, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. • Seasonal Work Limitations - From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the April 4", 2014 Stormwater Site Plan Page 22 satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type and proximity to receiving waters; and 2. Limitations on activities and the extent of disturbed areas; and 3. Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The local permitting authority shall take enforcement action - such as a notice of violation, administrative order, penalty, or stop-work order under the following circumstances: • If, during the course of any construction activity or soil disturbance during the seasonal limitation period, sediment leaves the construction site causing a violation of the surface water quality standard; or • If clearing and grading limits or erosion and sediment control measures shown in the approved plan are not maintained. The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and 3. Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. • Coordination with Utilities and Other Contractors -The primary project proponent shall evaluate, with input from utilities and other contractors, the stormwater management requirements for the entire project, including the utilities, when preparing the Erosion and Sediment Control Plan. Inspection and Monitoring -All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. April 4', 2014 Stormwater Site Plan Page 23 Special Reports and Studies Geotechnical Engineering Report by Northwestern Territories, Inc. dated 2005. Geotechnical Report is on file with the City of Port Angeles. Operation and Maintenance Manual The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with local requirements. Proper maintenance is important for adequate functioning of the stormwater facilities. April 4", 2014 Stormwater Site Plan Page 24 NO.5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest plpe into or out of the catch basin or Is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than%cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris In the catch basin that exceeds No trash or debris In the catch basin. 1 13 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin, gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of Insects or rodents. Damage to frame Comer of frame extends more than%Inch past Frame Is even with curb. andlor top slab curb face Into the street(if applicable). Top slab has holes larger than 2 square Inches or Top slab Is free of holes and cracks. cracks wider than'%inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more then%inch of the frame from the top slab. Cracks in wails or Cracks wider than%inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than%inch and longer than 1 foot No cracks more than'14 inch wide at at the joint of any inletloutlet pipe or any evidence the joint of inletloutlet pipe. of sal particles entering catch basin through cracks_ Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 Inches out of alignment. standards. Damaged pipe joints Cracks wider than'/Anch at the joint of the No cracks more than'/.-inch wide at inletloutlet pipes or any evidence of soil entering the joint of inlatlouttet pipes. the catch basin at the joint of the inleVoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as al,gasoline,concrete slurries or paint. according to applicable regulations_ Source control BMPs implemented If appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. InleVoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inletloutlet No trash or debris in pipes. pipes(includes Iloatables and non-floatables)_ Damaged Cracks wider than h-inch at the joint of the No cracks more than'/.-inch wide at inletloutlet pipes or any evidence of soil entering the joint of the Inletloutlet pipe. at the joints of the inletloutlet pipes. April 4", 2014 Stormwater Site Plan Page 25 e NO. 5—CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component I Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening+eider than Ile inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole CoverlLid Coverflid not in piece Coverflid is missing or only partially in place, CoverAid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools, Not Working maintenance person with proper tools,Bolts cannot be seated. Self-locking coverAid does not work. Coverllid difficult to One maintenance person cannot remove CoverAld can be removed and Remove coverAid after applying 80 lbs.of lift, reinstalled by one maintenance person, 3/5/2010 Stormwater Site Plan Appendix 4 Appendix Table of Contents Appendix A Existing Conditions Exhibit Appendix B Proposed Conditions Exhibit 3/5/2010 Stormwater Site Plan Appendix Appendix A Existing Conditions Exhibit 0 L i 92.63 92.36 92.81) N � ery ^/ OW SPOUT AWWNSPOUT C. / oa. 96.50 m E ' � - - - - - - /s 9 s 77 FF CARPET �/ J a � 3 93. � � � J2.67 P e DOWNSPOUT AC 5 94.0 02 �8 �,.°°. 9 2.85 I ^�� fA 3 I 0• 0 \-DOWNSPOUT A FF� `2..56 � 94.02 52 g3 � 92.85 304 93.1�1�9 3 ( z I ? 0 o PARKING SIGN 96.02 90� p 6?1 a PARKING SIGN- Pz- �4.78� Q � PARKING SIGN 92.54z Z 3 Qz / I 92.49 I / 9 3 FF CARPET �_/� m 92.52 9 8819.79 SSCO 96.48 SDCO vJ PARKING SIGN RIM 96.28 RIM 95.31 s X _SS 1 INV 92.79 INV 93.31 W_ i -0_ --�9 ss.za--- - �ti J Q ;L1 - 1 93.36 s 96.24 CP'orb' --- /��� Z j �6 I a6 92.46 92.47 �. \ -� �- - - - l9 Y - LL .. 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PRESSURE SEWER- a h o �a �� � RE�SURE67 EWE RS` G' c s2..97 a h 6 6 91.78 0 0 L 5 a d q� 92.97 � 97 O J C" 0 0� A� �� 01 A° 0 0 0 91. 5 V) ■ ■ LL CAROLINE STREET V o2,_ L) STL LID 1.8*1., '" °O V 90.72 91.22 91.40 91,71 91.878TL LID 1.8*1.4 8 Z L) WmW Ln Ln 9 IV= c9b '^ ti - SWM - 3 IV IV-b SIV e FD RBC 27665 a PEDESTRIA 2 -92.65 \ -9274 92,97 f ��93.00 N N U IV 0 0� L MlIN�:.R.�3 IVIV `-92.69 r,3 92.98 _` i El Q, r 0 ryo \ / _oaL I ^. 3.42 ^i tia 9 45 1 Sa 3.40 `96 W3. o I/ HOTBOX 2 * 1 0�� 0 9 .49 3.47 �- - - - - - - - s5s. 90. o� o 96.36 93.48 �ti• ah ) 93. 6.62 `o h^ --- 93.E Ncn ❑GRA� ° ° 96.42 Q a Q FUEL TANK ❑GRATT72 ( 3 9 .99 94.96 Ln O ^FF FUEL TANK; I92.47J \�s9 0413 I N m m Appendix B Proposed Conditions Exhibit 0 C'7 ho �� 92.63 92.36 92.81 WNSPOUT C. 4 96.50 m N w .-- sOSPour A� == 93 9 9 77 -�o' FF CARPET = �t �. c� � F DOWNSPOUT AC W `� 025 saoII cl) 92.853.56 1DOWNSPOUT A FF�I 3.ss 9ao2 e' 2.92 � - 3.04 �g 3Q O CD1 =� 92.85 � 9�1�1� -�� z CD PARKING SIGN 96.02 '':b, �? O PARKING SIGN 94.78 h VJ (� z Q 92.54 ? v PARKING SIGN wl 9249 -e 1 Ng9Gz FF CARPE' m a�9�'9 . -SSCO QF 4R X = PARKING SIGN--j VIS 9 8.. RIM 96.28 RIR95o.31 Q sz s2 ?C 1 T f INV 92.79 - INV 93.31 -� _ -- - - W Q 92.46 92.4 -92.54 I W V J aRKIN N cn 1 -- - J 1 I I ak W W U z o O .� Z CL a x _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ � O I. p 92. 93.08 "9312- 93.28 w - -� • _rte �� ib10�2.� 0 o a a` a y � � ---s s 2 ` 0 O W o EL CAROLINE STRE ys STL UD 1.8*1. �187 * a,90 72 ATL LID 1.8 1.4 71- VOF i- _ = TRANSMITTALsheet ARCHITECTURE &PLAN NING fffkus LLEU 0 V 2 cc Q APR 1 .7 2014 2 LL FOR REVIEW CITY OF PORT ANGELES COMMUNITY Z ECONOMIC DEVELOPMENT Ln 00 M April 7,2014 N O, TO: Attn:Community&Economic Dev. PHONE: (360)417-4817 City of Port Angeles a 321 East 5th Street Port Angeles,WA 98362 M FAX: TOTAL NUMBER OF PAGES: 1 co FROM: Jason Barry ORIGINAL ENCLOSED M EMAIL: mking@rfmarch.com o 10 M cc: M M RFM PROJECT# 2013048.04 OWNER PROJECT# 00 SUBJECT: Building permit submittal for Olympic Medical Center-ED South Expansion o z MESSAGE: — 2 To whom it may concern, 3 Z Please find the (3) attached packets of UL listing for the Olympic Medical Center o Emergency Department South Expansion project (permit# 14-443)for your review. Please feel free to contact us if you have any questions. w W Thank you, _— w -�" w Jaso ry V) Ln Ln N If you did not receive all of the pages and/or attachments,or have received this in error,please contact the sender immediately. r 1 OLYMPIC MEDICAL CENTER Emergency Department Expansion Fire Resistance Ratings-ANSMUL 263 Design No. U419 August 14, 2010 Nonbearing Wall Ratings—1, 2, 3 or 4 Hr(See Items 4&5) (.4 4A (32 (�5) 1. Floor and Ceiling Runners—(Not shown)—For use with Item 2 -Channel shaped, fabricated from min 25 MSG corrosion-protected steel, min depth to accommodate stud size, with min 1-1/4 in. long legs, attached to floor and ceiling with fasteners 24 in. OC max. 1A. Framing Members* -Floor and Ceiling Runners—Not shown - In lieu of Item 1 —For use with Item 2A, proprietary channel shaped, min. 3-5/8 in. deep, fabricated from min. 0.015 in. (min bare metal thickness) galvanized steel, attached to floor and ceiling with fasteners 24 in. OC max. Effective thick- ness is 0.034 in. CLARKWESTERN BUILDING SYSTEMS INC— UltraSTEEL® DIETRICH INDUSTRIES INC— UltraSTEELO. 1 B. Framing Members* - Floor and Ceiling Runners—(Not shown - In lieu of Item 1)— For use with Item 2A, proprietary channel shaped, min. 2-1/2 in. deep, fabricated from min. 0.015 in. (min bare metal thickness) galvanized steel, attached to floor and ceiling fasteners 24 in. OC. max. Effective thickness is 0.034 in. CLARKWESTERN BUILDING SYSTEMS INC— UltraSTEEL® DIETRICH INDUSTRIES INC— UltraSTEELO. 1C. Framing Members* - Floor and Ceiling Runner—Not shown - In lieu of Item 1 —For use with Item 2C, proprietary channel shaped runners, 3-5/8 in. deep attached to floor and ceiling with fasteners 24 in. OC max. CALIFORNIA EXPANDED METAL PRODUCTS CO—ViperTrackTM CRACO MFG INC—SmartTrackTM MARINOIWARE, DIV OF WARE INDUSTRIES INC—Viper25Tm Track 1 D. Framing Members* - Floor and Ceiling Runner—Not shown - In lieu of Item 1 —For use with Item 2D, proprietary channel shaped runners, 1-1/4 in. wide by 3-5/8 in. deep fabricated from min 0.020 in. thick galv steel, attached to floor.and ceiling with fasteners spaced 24 in. OC max. MARINO/WARE, DIV OF WARE INDUSTRIES INC—Viper20STm Track, Viper20DTm Track 1 E. Framing Members*— Floor and Ceiling Runners—(Not shown)—In lieu of Item 1 -Channel shaped, attached to floor and ceiling with fasteners 24 in. OC. max. ALLSTEEL& GYPSUM PRODUCTS INC—Type SUPREME Framing System CONSOLIDATED FABRICATORS CORP, 1 ' I r OLYMPIC MEDICAL CENTER Emergency Department Expansion BUILDING PRODUCTS DIV—Type SUPREME Framing System QUAIL RUN BUILDING MATERIALS INC—Type SUPREME Framing System SCAFCO STEEL STUD MANUFACTURING CO—Type SUPREME Framing System STEEL CONSTRUCTION SYSTEMS INC—Type SUPREME Framing System UNITED METAL PRODUCTS INC—Type SUPREME Framing System 1 F. Floor and Ceiling Runners—(Not shown)—For use with Item 26-Channel shaped, fabricated from min 20 MSG corrosion-protected or galv steel, min depth to accommodate stud size, with min 1 in. long legs, attached to floor and ceiling with fasteners spaced max 24 in. OC. 1 G. Framing Members*—Floor and Ceiling Runners—(Not shown, As an alternate to Item 1)— For use with Item 2F and 5F or 5G only, channel shaped, fabricated from min. 0.015 in. (min bare metal thickness) galvanized steel, attached to floor and ceiling with fasteners 24 in. OC. max. CLARKWESTERN BUILDING SYSTEMS INC—CW ProTRAK DIETRICH INDUSTRIES INC—DIETRICH ProTRAK DMFCWBS L L C— ProTRAK TELLING INDUSTRIES L L C—TRUE-TRACKTA° 1 H. Framing Members* - Floor and Ceiling Runner—Not shown - In lieu of Item 1 —For use with Item 2G, proprietary channel shaped runners, minimum width to accommodate stud size, with 1- 1/8 in. long legs fabricated from min 0.015 in. (min bare metal thickness) galv steel, attached to floor and ceil- ing with fasteners spaced 24 in. OC max. SUPER STUD BUILDING PRODUCTS—The Edge 2. Steel Studs—Channel shaped, fabricated from min 25 MSG corrosion-protected steel, min depth as indicated under Item 5, spaced a max of 24 in. OC. Studs to be cut 3/8 to 3/4 in. less than assembly height. 2A. Framing Members* -Steel Studs—In lieu of Item 2 - Proprietary channel shaped studs, min. depth as indicated under Item 5, fabricated from min. 0.015 in. (min bare metal thickness) galvanized steel, spaced a max of 24 in. OC. Studs to be cut 3/4 in. less than assembly height. Allowable use of studs is shown in the table below. For direct attachment of gypsum board only. Effective thickness is 0.034 in. CLARKWESTERN.BUILDING SYSTEMS INC—UltraSTEEL® DIETRICH INDUSTRIES INC—UltraSTEELO. 213. Steel Studs—(As an alternate to Item 2, For use with Items 56 & 5E) Channel shaped, fabricated from min 20 MSG corrosion-protected or galv steel, 3-1/2 in. min depth, spaced a max of 16 in. OC. Studs friction-fit into floor and ceiling runners. Studs to be cut 5/8 to 3/4 in. less than assembly height. 2C. Framing Members* -Steel Studs—(As an alternate to Item 2, For use with Item 5C) - Proprietary channel shaped studs, 3-5/8 in. deep spaced a max of 24 in. OC. Studs to be cut 3/4 in less than the assembly height and installed with a '/ in. gap between the end of the stud and track at the bottom of the wall. For direct attachment of gypsum board only. CALIFORNIA EXPANDED METAL PRODUCTS CO—ViperStud TM CRACO MFG INC—SmartStudTM MARINOIWARE, DIV OF WARE INDUSTRIES INC—Viper25TM 2D. Framing Members* - Metal Studs— Not shown - In lieu of Item 2— For use with Item 1 D, pro- prietary channel shaped steel studs, min depth as indicated under Item 5, spaced a max if 24 in. OC, fabricated from min 0.020 in. thick gals steel. Studs cut 3/8 in. to 3/4 in. less in lengths than assembly heights. MARINOIWARE, DIV OF WARE INDUSTRIES INC—Viper20STM, Viper20DTM 2E. Framing Members*—Steel Studs— In lieu of Item 2 - For Use with Item 1 E-Channel shaped studs, min depth as indicated under Item 5, spaced a max of 24 in. OC. Studs to be cut 3/4 in. less than assembly height. ALLSTEEL& GYPSUM PRODUCTS INC—Type SUPREME Framing System 2 1 OLYMPIC MEDICAL CENTER Emergency Department Expansion CONSOLIDATED FABRICATORS CORP, BUILDING PRODUCTS DIV—Type SUPREME Framing System QUAIL RUN BUILDING MATERIALS INC—Type SUPREME Framing System SCAFCO STEEL STUD MANUFACTURING CO—Type SUPREME Framing System STEEL CONSTRUCTION SYSTEMS INC—Type SUPREME Framing System UNITED METAL PRODUCTS INC—Type SUPREME Framing System 2F. Framing Members*—Steel Studs—(Not shown, As an alternate to Item 2)—For use with Item 1G and 5F or 5G only, channel shaped studs, min depth as indicated under Item 5F, fabricated from min. 0.015 in. (min bare metal thickness) galvanized steel, spaced a max of 24 in. OC. Studs to be cut 3/4 in. less than assembly height. CLARKWESTERN BUILDING SYSTEMS INC—CW ProSTUD DIETRICH INDUSTRIES INC— DIETRICH ProSTUD DMFCWBS L L C— ProSTUD TELLING INDUSTRIES L L C—TRUE-STUDTM 2G. Framing Members* - Metal Studs— Not shown - In lieu of Item 2—For use with Item 1 H, propri- etary channel shaped steel studs, minimum width indicated under Item 5, 1-1/4 in. deep fabricated from min 0.015 in. (min bare metal thickness) galvanized steel. Studs 3/8 in. to 3/4 in. less in lengths than assembly heights. SUPER STUD BUILDING PRODUCTS—The Edge 3. Wood Structural Panel Sheathing-(Optional, For use with Item 5 Only.)-(Not Shown)-4 ft wide, 7/16 in. thick oriented strand board (OSB) or 15/32 in. thick structural 1 sheathing (plywood) complying with DOC PS1 or PS2, or APA Standard PRP-108, manufactured with exterior glue, applied horizontally or vertically to the steel studs. Vertical joints centered on studs, and staggered one stud space from wallboard joints. Attached to studs with flat-head self-drilling tapping screws with a min. head diam. of 0.292 in. at maximum 6 in. OC. in the perimeter and 12 in. OC. in the field. When used, fastener lengths for gypsum panels increased by min. 1/2 in. 4. Batts and Blankets*—(Required as indicated under Item 5)—Mineral wool batts, friction fitted be- tween studs and runners. Min nom thickness as indicated under Item 5. See Batts and Blankets (BKNV or BZJZ) Categories for names of Classified companies. 4A. Batts and Blankets*—(Optional)— Placed in stud cavities, any glass fiber or mineral wool insula- tion bearing the UL Classification Marking as to Surface Burning Characteristics and/or Fire Resistance. See Batts and Blankets (BKNV or BZJZ) Categories for names of Classified companies. 5. Gypsum Board*—Gypsum panels with beveled, square or tapered edges, applied vertically or hori- zontally. Vertical joints centered over studs and staggered one stud cavity on opposite sides of studs. Vertical joints in adjacent layers (multilayer systems) staggered one stud cavity. Horizontal joints need not be backed by steel framing. Horizontal edge joints and horizontal butt joints on opposite sides of studs need not be staggered. Horizontal edge joints and horizontal butt joints in adjacent layers (multi- layer systems) staggered a min of 12 in. The thickness and number of layers for the 1 hr, 2 hr, 3 hr and 4 hr ratings are as follows: Gypsum Board Protection on Each Side of Wall Min Min i No. of Min Stud Stud Layers ` Thkns of 3 .. r OLYMPIC MEDICAL CENTER Emergency Department Expansion 3.._..,,_.__,.. Depth, in. Depth,, 1 &Thkns Insulation Rating, Items 2, 2D, 2E, and in. of Panel (Item 4) Hr 2G Item 2A I 1 3-1/2 3-5/8 1 layer, 5/8 in. thick Optional j 1 2-1/2 3-5/8 1 layer, 1/2 in. thick 1-1/2 in. i ,_...... ,.._.......... ........ ......._...._..______.,.._._..._._.. ..,, _..,,,.,.....,..... .. .,,,,,,,... __............._ ,.....__.._,�.........�............. ...,......,.._. 1 8 3-5/8 1 layer, 3/4 in. thick Optional I 2 1-5/8 2-1—/2--[ 2 layers, 1/2 in. Optional thick 2 1-5/8 2-1/2 2 layers, 5/8 in. Optional thick 2 ........ ._. 3 1/2 _ 3..5/8 � 1 layer,, 3/4 in....�thick._�.__ _ . . 3.in. ._ 3 _..W _ � �� 1-5/8 2-1/2 3 layers, 1/2 in. Optional thick 31-5/8 2-1/2 2layers, 3/4 in. Optional thick 3 1-5/8 2-1/2 3 layers, 5/8 in. Optional --. thick 4 , 1-5/8 2-1/2 4 layers, 5/8 in. Optional thick 4 1-5/8 2-1/2 4 layers, 1/2 in. Optional thick 4 2-1/2 2-1/2 2 layers, 3/4 in. 2 in. thick CANADIAN GYPSUM COMPANY— 1/2 in. thick Type C, IP-X2 or IPC-AR; WRC, 5/8 in. thick Type AR, C, IP-AR, IP-X1, IP-X2, IPC-AR, SCX, SHX, WRX or WRC; 3/4 in. thick Types IP-X3 or ULTRACODE UNITED STATES GYPSUM CO— 1/2 in. thick Type C, IP-X2, IPC-AR or WRC; 5/8 in. thick Type SCX, SHX, WRX, IP-X1, AR, C, WRC, FRX-G, IP-AR, IP-X2, IPC-AR ; 3/4 in. thick Types IP-X3 or ULTRACODE USG MEXICO S A DE C V— 1/2 in. thick Type C, IP-X2, IPC-AR or WRC; 5/8 in. thick Type AR, C, IP-AR, IP-X1, IP-X2, IPC-AR, SCX, SHX, WRX, WRC or; 3/4 in. thick Types IP-X3 or ULTRACODE When Item 713, Steel Framing Members", is used, Nonbearing Wall Rating is limited to 1 Hr. Min. stud depth is 3-1/2 in., min. thickness of insulation (Item 4) is 3 in., and two layers of gypsum board panels (1/2 in. or 5/8 in. thick) shall be attached to furring channels as described in Item 6. One layer of gypsum board panels (1/2 in. or 5/8 in. thick) attached to opposite side of stud without furring channels as de- scribed in Item 6. 5A. Gypsum Board*—(As an alternate to Item 5)—5/8 in. thick, 24 to 54 in. wide, applied horizontally as the outer layer to one side of the assembly. Secured as described in Item 6. CANADIAN GYPSUM COMPANY—Type SHX. UNITED STATES GYPSUM CO—Type FRX-G, SHX. USG MEXICO S A DE C V—Type SHX. 56. Gypsum Board*—(Not Shown) -As an alternate to Item 5 when used as the base layer on one or both sides of wall when 5/8 in or 3/ in. thick products are specified. For direct attachment only to steel 4 OLYMPIC MEDICAL CENTER Emergency Department Expansion studs Item 2B, (not to be used with Item 3)- Nom 5/8 in. or 3/ in. may be used as alternate to all 5/8 in. or 3/ in. shown in Item 5, Wallboard Protection on Each Side of Wall table. Nom 5/8 in. or.% in. thick lead backed gypsum panels with beveled, square or tapered edges, applied vertically. Vertical joints centered over studs and staggered min 1 stud cavity on opposite sides of studs. Gypsum board secured to 20 MSG steel studs Item 2B with 1-1/4 in. long Type S-12 steel screws spaced 8 in. OC at perimeter and 12 in. OC in the field. To be used with Lead Batten Strips (see Item 11)or Lead Discs or Tabs(see Item 12). RAY-BAR ENGINEERING CORP—Type RB-LBG 5C. Gypsum Board*—(For Use With Item 2C) Rating Limited to 1 Hour. 5/8 in. thick, 48 in. wide, Gypsum panels with beveled, square or tapered edges, applied vertically or horizontally. (Vertical Appli- cation) -The gypsum board is to be installed on each side of the studs with 1 in. long Type S coated steel screws spaced 8 in. OC starting 4 in. from the edge of the board at the vertical edges and 12 in. OC starting 6 in. from the edge of the board at the center of each board. Gypsum boards are to be se- cured to the top and bottom track with screws spaced 8 in. OC starting 4 in. from the board edge. Fas- teners shall not penetrate through both the stud and the track at the same time. Vertical joints are to be centered over studs and staggered one stud cavity on opposite sides of studs. (Horizontal Application) - The gypsum board is to be installed on each side of the studs with 1 in. long Type S coated steel screws spaced 8 in. OC starting 4 in. from the edge of the board at the vertical edges and 12 in. OC starting 6 in. from the edge of the board at the center of each board. Gypsum boards are to be secured to the top and bottom track with screws spaced 8 in. OC starting 4 in. from the board edge. Fasteners shall not penetrate through both the stud and the track at the same time. All horizontal joints are to be backed as outlined under section VI of Volume 1 in the Fire Resistive Directory. CANADIAN GYPSUM COMPANY—Type SCX. UNITED STATES GYPSUM CO—Type SCX. USG MEXICO S A DE C V—Type SCX. 5D. Gypsum Board*—(As an alternate to Item 5)—5/8 in. thick, 48 in. wide, applied vertically or hori- zontally. Secured as described in Item 6. For use with Items 1 and 2 only. UNITED STATES GYPSUM CO—Type USGX. 5E. Gypsum Board*—(Not Shown) - (As an alternate to Item 5 when used as the base layer on one or both sides of wall when 1/2 in. or 5/8 in thick products are specified, For direct attachment only to steel studs Item 26, not to be used with Item 3). Nominal 5/8 in. thick lead backed gypsum panels with bev- eled, square or tapered edges, applied vertically. Vertical joints centered over studs and staggered min 1 stud cavity on opposite sides of studs. Wallboard secured to studs with 1-1/4 in. long Type S-12 (or No. 6 by 1-1/4 in. long bugle head fine driller) steel screws spaced 8 in. OC at perimeter and 12 in. OC in the field. NEW ENGLAND LEAD BURNING CO INC, DBA NELCO—Nelco 5F. Gypsum Board*—(As an alternate to Item 5)— For use with Items 1 G and 2F and limited to 1 Hour Rating only, Gypsum panels with beveled, square or tapered edges, applied vertically, and fas- tened to the steel studs with 1 in. long Type S screws spaced 8 in. OC along vertical and bottom edges and 12 in. OC in the field. Vertical joints centered over studs and staggered one stud cavity on opposite sides of studs. Steel stud depth shall be a minimum 3-5/8 in. UNITED STATES GYPSUM CO—5/8 in. thick Type SCX. 5G. Gypsum Board*—(As an alternate to Item 5)—For use with Items 1 G and 2F only, Gypsum panels with beveled, square or tapered edges, applied vertically or horizontally, as specified in the table below and fastened to the steel studs as described in Item 6. Vertical joints centered over studs and staggered one stud cavity on opposite sides of studs. Vertical joints in adjacent layers (multilayer sys- tems) staggered one stud cavity. Horizontal joints need not be backed by steel framing. Horizontal edge joints and horizontal butt joints on opposite sides of studs need not be staggered. Horizontal edge joints and horizontal butt joints in adjacent layers (multilayer systems) staggered a min of 12 in. The thickness and number of layers for the 2 hr, 3 hr and 4 hr ratings are as follows: i 5 OLYMPIC MEDICAL CENTER Emergency Department Expansion Gypsum Board Protection on Each Side of Wall Min Stud i No. of Layers Min^Thkns of Rating, 1 Depth, in. j &Thickness Insulation Hr Item 2F I of Panel (Item 4) 2 I 1-5/8 I 2 layers, 1/2 in. thick Optional 2 1-5/8 2 layers, 5/8 in. thick ' Optional 3 1-5/8 3 layers, 1/2 in. thick Optional I 3 1-5/8 3 layers, 5/8 in. thick Optional. 4 1-5/8 { 4 layers, 5/8 in. thick Optional 4 , 1-5/8 4 layers, 1/2 in. thick Optional CANADIAN GYPSUM COMPANY— 1/2 in. thick Type C, IP-X2 or IPC-AR;, 5/8 in. thick Type AR, C, IP-AR, IP-X1, IP-X2, IPC-AR, SCX, SHX, or; 3/4 in. thick Types IP-X3.or ULTRACODE UNITED STATES GYPSUM CO— 1/2 in. thick Type C, IP-X2, IPC-AR or; 5/8 in. thick Type SCX, SHX, IP-X1, AR, C, , FRX-G, IP-AR, IP-X2, [PC-AR ; 3/4 in. thick Types IP-X3 or ULTRACODE USG MEXICO S A DE C V— 1/2 in. thick Type C, IP-X2, IPC-AR or; 5/8 in. thick Type AR, C, IP- AR, IP-X1, IP-X2, IPC-AR, SCX, SHX, or; 3/4 in. thick Types IP-X3 or ULTRACODE 6. Fasteners—(Not shown)— For use with Items 2 and 2F-Type S or S-12 steel screws used to at- tach panels to studs (Item 2) or furring channels (Item 7). Single layer systems: 1 in. long for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for 3/4 in. thick panels, spaced 8 in. OC when panels are applied horizontally, or 8 in. OC along vertical and bottom edges and 12 in. OC in the field when panels are ap- plied vertically. Two layer systems: First layer- 1 in. long for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for 3/4 in. thick panels, spaced 16 in. OC. Second layer- 1-5/8 in. long for 1/2 in., 5/8 in. thick pan- els or 2-1/4 in. long for 3/4 in. thick panels, spaced 16 in. OC with screws offset 8 in. from first lay- er.Three-layer systems: First layer- 1 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Second layer- 1-5/8 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Third layer-2-1/4 in. long for 1/2 in., 5/8 in. thick panels or 2-5/8 in. long for 5/8 in. thick panels, spaced 12 in. OC. Screws offset min 6 in. from layer below. Four-layer systems: First layer- 1 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Second layer- 1-5/8 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Third layer-2-1/4 in. long for 1/2 in. thick panels or 2-5/8 in. long for 5/8 in. thick panels, spaced 24 in. OC. Fourth layer- 2-5/8 in. long for 1/2 in. thick panels or 3 in, long for 5/8 in. thick panels, spaced 12 in. OC. Screws off- set min 6 in. from layer below. 6A. Fasteners—(Not shown)—For use with Item 2A-Type S or S-12 steel screws used to attach panels to studs (Item 2A). Single layer systems: 1 in. long for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for 3/4 in. thick panels, spaced 8-1/2 in. OC with additional screws 1 in. and 2-1/2 in. from edges of the board when panels are horizontally. or 8 in. OC along vertical and bottom edges and 12 in. OC in the field when panels are applied vertically. Two layer systems applied vertically: First layer- 1 in. long for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for 3/4 in. thick panels, spaced 16 in. OC. Second layer- 1-5/8 in. long for 1/2 in., 5/8 in. thick panels or 2-1/4 in. long for 3/4 in. thick panels, spaced 16 in. OC with screws offset 8 in. from first layer. Two layer systems applied horizontally: First layer- 1 in. long for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for 3/4 in. thick panels, spaced 16 in. OC starting 8 in. from each edge of the board with an additional screw placed 1-1/4 in. from each edge of the board. Second layer- 1-5/8 in. long for 1/2 in., 5/8 in. thick panels or 2-1/4 in. long for 3/4 in. thick panels, spaced 16 in. OC starting 8 in. from each edge of the board with an additional screw placed 1-1/4 in. from each edge of the board with screws offset 8 in. from first layer. Three-layer systems: First layer- 1 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Second layer- 1-5/8 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Third layer-2-1/4 in. long for 1/2 in., 5/8 in. thick panels or 2-5/8 in. long for 5/8 in. thick panels, spaced 12 in. OC. Screws offset min 6 in. from layer below. For all layers, an additional screw shall be placed 1-1/4 in. from each edge of the board. Four-layer systems: First layer- 1 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Second layer- 1-5/8 in. long for 1/2 in., 5/8 6 OLYMPIC MEDICAL CENTER Emergency Department Expansion in. thick panels, spaced 24 in. OC. Third layer-2-1/4 in. long for 1/2 in. thick panels or 2-5/8 in. long for 5/8 in. thick panels, spaced 24 in. OC. Fourth layer-2-5/8 in. long for 1/2 in. thick panels or 3 in. long for 5/8 in. thick panels, spaced 12 in. OC. Screws offset min 6 in. from layer below. For all layers, an addi- tional screw shall be placed 1-1/4 in. from.each edge of the board. 7. Furring Channels—(Optional, not shown, for single or double layer systems)—Resilient furring channels fabricated from min 25 MSG corrosion-protected steel, spaced vertically a max of 24 in. OC. Flange portion attached to each intersecting stud with 1/2 in. long Type S-12 steel screws. Not for use with Item 5A and 5E. 7A. Framing Members*—(Not Shown)—(Optional on one or both sides, not shown, for single or double layer systems)—As an alternate to Item 7, furring channels and Steel Framing Members as de- scribed below: a. Furring Channels—Formed of No. 25 MSG gaiv steel. 2-3/8 in. wide by 7/8 in. deep, spaced max. 24 in. OC perpendicular to studs. Channels secured to studs as described in Item b. Gypsum board attached to furring channels as described in Item 6. Not for use with Item 5A and 5E. b. Steel Framing Members*— Used to attach furring channels (Item 7Aa)to studs (Item 2). Clips spaced max. 48 in. OC. RSIC-1 clips secured to studs with No. 8 x 1-1/2 in. minimum self- drilling, S-12 steel screw through the center grommet. RSIC-V clips secured to studs with No. 8 x 9/16 in. minimum self-drilling, S-12 steel screw through the center hole. Furring channels are friction fitted into clips. PAC INTERNATIONAL INC—Types RSIC-1, RSIC-V. 7B. Framing Members*—(Optional, Not Shown)—As an alternate to Item 7, for single or double lay- er systems, furring channels and Steel Framing Members on only one side of studs as described below: a. Furring Channels—Formed of No. 25 MSG galv steel, spaced 24 in. OC perpendicular to studs. Channels secured to studs as described in Item b. Batts and Blankets placed in stud cav- ity as described in Item 5. Two layers of gypsum board attached to furring channels as de- scribed in Item 5. Not for use with Item 5A and 5E. b. Steel Framing Members*— Used to attach furring channels (Item 713a) to one side of studs (Item 2) only. Clips spaced 48 in. OC., and secured to studs with two No. 8 x 2-1/2 in. coarse drywall screws, one through the hole at each end of the clip. Furring channels are friction fitted into clips. KINETICS NOISE CONTROL INC—Type Isomax 7C. Framing Members*—Optional - Not Shown - Used as an alternate method to attach resilient channels (Item 7). Clips attached at each intersection of the resilient channel and the steel studs(Item 2). Resilient channels are friction fitted into clips, and then clips are secured to the steel stud with min. 1 in. long Type S-12 steel screws through the center hole of the clip and the resilient channel flange. KEENE BUILDING PRODUCTS CO INC—Type RC Assurance. 7D. Framing Members*—(Not Shown)—(Optional on one or both sides, not shown, for single or double layer systems)—As an alternate to Item 7, furring channels and Steel Framing Members as de- scribed below: a. Furring Channels—Formed of No. 25 MSG galv steel. 2-3/8 in. wide by 7/8 in. deep, spaced max. 24 in. OC perpendicular to studs. Channels secured to studs as described in Item b. Gypsum board attached to furring channels as described in Item 6. Not for use with Item 5A and 5E. b. Steel Framing Members*—Used to attach furring channels (Item 7Aa)to studs (Item 2). Clips spaced max. 48 in. OC. GENIECLIPS secured to studs with No. 8 x 1-1/2 in. minimum self-drilling, S-12 steel screw through the center grommet. Furring channels are friction fitted in- to clips. PLITEQ INC—Type GENIECLIP 8. Joint Tape and Compound—Vinyl or casein, dry or premixed joint compound applied in two coats to joints and screw heads of outer layers. Paper tape, nom 2 in. wide, embedded in first layer of com- 7 OLYMPIC MEDICAL CENTER Emergency Department Expansion pound over all joints of outer layer panels. Paper tape and joint compound may be omitted when gyp- sum panels are supplied with a square edge. 9. Siding, Brick or Stucco—(Optional, not shown)—Aluminum, vinyl or steel siding, brick veneer or stucco, meeting the requirements of local code agencies, installed over gypsum panels. Brick veneer at- tached to studs with corrugated metal wall ties attached to each stud with steel screws, not more than each sixth course of brick. 10. Caulking and Sealants*—(Optional, not shown)—A bead of acoustical sealant applied around the partition perimeter for sound control. UNITED STATES GYPSUM CO—Type AS 11. Lead Batten Strips—(Not Shown, For Use With Item 5B) - Lead batten strips, min 1-1/2 in. wide, max 10 ft long with a max thickness of 0.125 in. Strips placed on the interior face of studs and attached from the exterior face of the stud with two 1 in. long Type S-12 pan head steel screws, one at the top of the strip and one at the bottom of the strip. Lead batten strips to have a purity of 99.9% meeting the Federal specification QQ-L-201f, Grade"C". Lead batten strips required behind vertical joints of lead backed gypsum wallboard (Item 5B)and optional at remaining stud locations. Required behind vertical joints. 12. Lead Discs or Tabs—(Not Shown, For Use With Item 56)- Used in lieu of or in addition to the lead batten strips (Item 11) or optional at other locations- Max 3/4 in. diam by max 0.125 in. thick lead discs compression fitted or adhered over steel screw heads or max 1/2 in. by 1-1/4 in. by max 0.125 in. thick lead tabs placed on gypsum boards (Item 5B) underneath screw locations prior to the installation of the screws. Lead discs or tabs to have a purity of 99.9% meeting the Federal specification QQ-L- 201 f, Grade "C". 13. Lead Batten Strips—(Not Shown, For Use With Item 5E) Lead batten strips, 2 in. wide, max 10 ft long with a max thickness of 0.142 in. Strips placed on the face of studs and attached to the stud with two min. 1 in. long min. Type S-8 pan head steel screws, one at the top of the strip and one at the bot- tom of the strip or with one min. 1 in. long min. Type S-8 pan head steel screw at the top of the strip. Lead batten strips to have a purity of 99.9% meeting the Federal specification QQ-L-201f, Grade"C". Lead batten strips required behind vertical joints of lead backed gypsum wallboard (Item 5E) and op- tional at remaining stud locations. 14. Lead Tabs—(Not Shown, For Use With Item 5E) 2 in. wide, 5 in. long with a max thickness of 0.142 in. Tabs friction-fit around front face of stud, the stud folded back flange, and the back face of the stud. Tabs required at each location where a screw(that secures the gypsum boards, Item 5E)will pen- etrate the steel stud. Lead tabs to have a purity of 99.9% meeting the Federal specification QQ-L-201f, Grade"C". Lead tabs may be held in place with standard adhesive tape if necessary. *Bearing the UL Classification Mark 8 OLYMPIC MEDICAL CENTER Emergency Department Expansion Fire Resistance Ratings-ANSI/UL 263 Design No. X771 BXUV.X771 August 17, 2011 Ratings—3/4, 11, 1-1/2, 2, 3 and 4 h ZZ zz zz 1. Steel Pipe or Tube Column—Steel circular pipe with diameter(OD) ranging from a minimum of 3 in. to a maximum of 32 in. with a minimum wall thickness of 3/16 in. Steel square or rectangular tube with outside wall dimensions ranging from a minimum 3 in. to a maximum of 32 in. and a minimum wall thickness of 3/16 in. The A/P ratio of the steel pipe or tube (see Item 2)shall range from 0.18 to 2.0. 2. Spray-Applied Fire Resistive Materials*—Applied by mixing with water and spraying in one or more coats to steel surfaces which must be clean and free of dirt, loose scale and oil. Min avg and ind density of 15/14 pcf respectively. Min avg and min ind density of 22/19 pcf respectively for Types Z-106, Z-106/G. Min avg and min ind density of 19/18 pcf respectively for Types 7GP and 7HD. For method of density determination, see Design Information Section, preceding these designs. The hourly rating of the structural member is dependent upon the ratio of A/P and the thickness of Spray- Applied Fire Resistive Materials, where A is the cross sectional area of the pipe or tube and P is the heated pe- rimeter. The A/P ratio of a circular pipe is determined by: A/P pipe = t (d -t) d Where: d =the outer diameter of the pipe (in.) t=the wall thickness of the pipe (in.) The A/P ratio of a rectangular or square tube is determined by: 1 OLYMPIC MEDICAL CENTER Emergency Department Expansion A/P tube = t(a + b-2t) a + b Where: a =the outer width of the tube (in.) b =the outer length of the tube (in.)t=the wall thickness of the tube (in.) The thickness of Spray-Applied Fire Resistive Materials for ratings of 3/4, 1, 1-1/2, 2, 3 and 4 h of a steel pipe or tube can be determined by the equation: h = R-0.20 4.43 (A/P) Where: R=the hourly rating (hrs). h =the thickness of Spray-Applied Fire Resistive Materials, minimum 1/4 in., maximum 3-7/8 in. ARABIAN VERMICULITE INDUSTRIES-Types MK-5, MK-6/CBF, MK-6/ED, MK-6/HY, MK-6s, So- nophone 1, Sonophone 5, Z-106, Z-106/G. GRACE KOREA INC-Types MK-6/CBF, MK-6/ED, MK-6/HY, MK-6s, Monokote Acoustic 1, Mono- kote Acoustic 5, Z-106, Z-106/G. PYROK INC-Type LD. SOUTHWEST FIREPROOFING PRODUCTS CO-Types 4, 5, 5EF, 5GP, 5AR, 5GP/AR, 5EF/AR, 5MD/AR, 5MD, 7GP, 7HD, 8EF, 8GP, 8MD, 9EF, 9GP, 9MD. W R GRACE &CO- CONN-Types MK-4, MK-5, MK-6/HY, MK-6s, Monokote Acoustic 1, Monokote Acoustic 5, RG, Z-106, Z-106/G. *Bearing the UL Classification Mark Last Updated on 2011-08-17 2 OLYMPIC MEDICAL CENTER Emergency Department Expansion Fire Resistance Ratings-ANSI/UL 263-BXUV.X722 Design No.X722 March 13, 2007 Ratings—1, 2 and 3 Hr. ti VAL Al Typical W 10 x 4 Typical W 14 x 233 1. Steel Column—Min size of column, a W6x16 with outside dimensions of 6-1/4 by 4 in. with a flange thick- ness of 3/8 in., a web thickness of 1/4 in. and a cross-sectional area of 4.72 sq in. 2. Spray-Applied Fire Resistive Materials*—See table below for appropriate thickness. Applied by mixing with water and spraying in one or more coats to steel surfaces which must be clean and free of dirt, loose scale and oil. Min avg and min ind density of 15/14 pcf respectively. Min avg and min ind density of 19/18 pcf respec- tively for Types 7GP and 7HD. For method of density determination, see Design Information Section, preceding these designs. Rating Hr Min Thkns In. 3 2-1/2 2 1-11/16 13/16 The thicknesses contained in the table below are applicable when the Spray-Applied Fire Resistive Materials thickness applied to the columns flange tips is reduced to one half that shown in the table below: Rating Hr Min Thkns In. 3 2-9/16 2 1-3/4 1 _ 7/8 1 OLYMPIC MEDICAL CENTER Emergency Department Expansion ARABIAN VERMICULITE INDUSTRIES—Type MK-5. GRACE KOREA INC—Types MK-6/CBF, MK-6/ED, MK-6/HY, MK-6s, Monokote Acoustic 1 . PYROK INC—Type LD. SOUTHWEST FIREPROOFING PRODUCTS CO—Types 4, 5, SEF, SGP, 5MD, 7GP, 7HD, 8EF, 8GP, 8MD, 9EF, 9GP, 9MD. W R GRACE&CO-CONN—Types MK-4, MK-5, MK-6/HY, MK-6s, Monokote Acoustic 1 , RG. *Bearing the UL Classification Mark Last Updated on 2007-03-13 2 ^ OLYMPIC MEDICAL CENTER Emergency Department Expansion Design No. S729 April 08. 2011 Restrained Beam Ratings—1. 1'112. 2. 3mr4 Hr(See Item 6) Unrestrained Beam Ratings--1' 1-1/2. 2. 3 or4Hr(See Item 6) - � ~^` � ~� i ~.K-~~- /� ^--'^'-^^/� 1. Steel Supports--VVGx1Gmin size steel beam orsteel joist compoaiteornoncompoaitaondwededcv bolted to end supports. May be uncoated orprovided with a shop coat ofpaint. Designed perSJ.i specifica- tions for a max design stress of 30,000 psi. Top chords shall consist of two angles measuring min 1-1/2 by 1- 1/2 by 0.128 in. thick. Bottom chords shall consist of two angles measuring min 1 by byO.11Oin. thick. Bear- ing p|ab*oohoUoonaiutoftwoanQ|eonnmaouhngnnin14CZby1-1/2byU.153in. thicksnduhaUbmmin5in. long.All web mnarnbmru, including the end web members shall consist ofmin 0.564 round baro. Bridging per SJ.|. specifications iarequired when nonoonnpoaitejoists are used. 2. Roof Covering*--Consisting of hot mopped, cold mpp|iooUnn or single-ply nnatmrio|s, compatible with insu- lation(s)described herein which provide Class A, B or C coverings. See Roofing Materials and Systems Direc- tory-RoofCovorinQ yNatario|m (TEV[). 3. Roof Insulation*—Consisting of building units, foamed plastic or mineral and fiber boards, applied in one ormore hayerm. When multiple layers are used, end and side joints shall beoffset omin of12in. in both direc- tions in order to lap all joints. See category for names of companies providing Classified products—Building Units (BZXX). Foamed Plastic(CC\8N) or K4inmnm| and Fiber Boards (CERZ). Roof insulation ahe|| be oompmU- b|evvith roof covering materials Class A, 8 or system. Sea FluufinQ K4nhuria(a and Systems Directory-Roof Covering yWmborio|a (TE\/T). ^ 4. Adhesives—(Optional)—May be applied to steel roof deck units or between insulation layers at a max application rate of 0.4 gal per 100 sq ft. See Adhesives (BYWR)category for names of manufacturers. 5. Steel Roof Deck--(Unclassified)--Fluted, No. 22 MSG min go|v 1-1/2 in. deep with 3'1/2 in. wide flutes spaced 0in. OC. Ends overlapped a min 1'1/2 in. and welded tosupports, 12 in. OC max.Adjacent units but- ton-punched, welded ut-tnn-punched. we}ded nrfastened with No. 12 by 1/2 in. long self-drilling, self-tapping steel screws. 6. Spray-Applied Fire Resistive Materials*—Applied by mixing with water and spraying to the beam (or joist)surfaces in one or more coats to the final min thicknesses shown below. Crest areas above the beam (or joist)shall be filled with the Spray-Applied Fire Resistive Materials. Surfaces must be clean and free of dirt, loose scale and oil. Min average and min individual density of 15 and 14 pcf, respectively. . For method of den- sity determination see Design Information Section. OLYMPIC MEDICAL CENTER Emergency Department Expansion Min Spray Applied Fire Resistive Restrained & MtI Thkns In Unrestrained Beam Rating Hr Beam Joist'" 1 7/16 1-1/16 1-1/2 ! 3/4 1-1/2 _._ ._. ..._...._.._. .. .._.. ... ---------- 2 -2 j 1-1/16 1-13/16 6 2-7/8 L. 4 2-5/16 — As an alternate to the thicknesses shown above for the steel beam, the thicknesses shown in the following ta- ble are applicable when the thickness applied to the beam's lower flange edges is reduced by one-half. The min thickness applied to the lower flange edges is 1/4 in. Restrained & Min Spray Applied Unrestrained Fire Resistive Mtl Beam Rating Hr Thkns In. 1/2 1-1/2 7/8 a I I 2 1-3/16 3 4 2-5/8 —Spray-Applied Fire Resistive Materials directly applied to joist contours. As an alternate, metal lath or non- metallic fabric mesh secured to one side of joist to catch overspray when spraying following joist contours. Metal lath to be fully covered with Spray-Applied Fire Resistive Materials but with no min thickness require- ments. BERLIN CO LTD—Types 300, 300ES, 300N or SB. ISOLATEK INTERNATIONAL—Types 300, 300ES, 300N or SB. NEWKEM PRODUCTS CORP—Types 300, 300ES, 300N or SB. 6A. Spray-Applied Fire Resistive Materials*—(As an alternate to Item 6)—Applied by mixing with water and spraying to the beam (or joist)surfaces in one or more coats to the final min thicknesses shown below. Crest areas above the beam (or joist) shall be filled with the Spray-Applied Fire Resistive Materials. Surfaces must be clean and free of dirt, loose scale and oil. Min average and min individual density of 17.5 and 16 pcf, respectively, for Types 300TW. Min average and min individual density of 22 and 19 pcf, respectively, for Type 400. Min average and min individual density of 18 pcf and 17 pcf, respectively, for Type 280. For method of density determination see Design Information Section. 2 OLYMPIC MEDICAL CENTER Emergency Department Expansion ISOLATEK INTERNATIONAL—Types 280, 300TW, or 400. NEWKEM PRODUCTS CORP—Type 400. 7. Glass Fiber Mesh—(Optional)—Min 3/32 in. square mesh, coated fiberglass scrim fabric, weighing a min of 1.9 oz per sq yd, shall be attached to one side of each joist web member. The method of attachment must be sufficient to hold the mesh and Spray-Applied Fire Resistive Materials during application and curing of the ma- terial.An acceptable method of attaching the mesh is by embedding the mesh in min 1/4 in. long beads of hot melted glue. The beads of glue shall be spaced min 12 in. OC along the top chord of the bar joists. Another method of attachment is the use of 1-1/4 in. long, 1/2 in. wide hairpin clips formed from 0.064 in. diam steel wire, alternating from top to bottom of the joist web member. 8. Metal Lath—(Optional—Not shown)—Diamond mesh, 3/8 in. expanded steel, min 1.7 Ib per sq yd fas- tened to one side of joists using No. 18 SWG steel tie wire, located at the midheight of every other web mem- ber or 18 in. OC,whichever is less. Both sides of lath must be completely coated with Spray-Applied Fire Re- sistive Materials. 9. Bridging—(Not Shown)—Min 1-1/4 by 1-1/4 by 1/8 in. thick steel angles welded to top and bottom chords of each joist. Number and spacing of bridging angles per Steel Joist Institute specification. Bridging coated with the same thickness of Spray-Applied Fire Resistive Materials as the joist, see Item 6. *Bearing the UL Classification Mark Last Updated on 2011-04-06 3 41pcs NUT ' Structural Solutions ' Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 www.pcs-structural.com 5TRUCTURA<L CALCULATION5 ' FOR OLYMPIC MEDICAL CENTER ' EMERGENCY DEPARTMENT EXPAN5ION PORT ANGELE5, YVA 1 PREPARED BY PGS 5TRUCTURAL 50LU711ON5 1 ' 'A0 38554 wW� SSIONAL APRIL 5, 2014 t 14-Oq5 ' Project: Olympic Medical Center Emergency Room Exp Job Number: 14-095 ' Sheet: of Name: KMW Structural Solutions Originating Office: r-1 Seattle n� Tacoma Date: 03/24/14 DESIGN CRITERIA CHECKLIST CODE:I IBC 2012,ASCE 7-10 LOCATION: PORT ANGELES,WA ' CONSTRUCTION REQUIREMENTS BUILDING TYPE: 1-A w SPRINKLERED? res • FIRE RATING: 3 •! SPRINKLER SUBSTITUTED FOR FIRE RATING? NO • ' VERTICAL DESIGN CRITERIA DEAD LIVE PARTITION CONCENTRATED ' ROOF: 80 PSF 25 PSF +EQUIPMENT 300# WIND DESIGN CRITERIA BASIC WIND SPEED(V) 115 MPH • (Per ASCE 7-10 Sec.26.5.1,Fig.26.5-]A;1B&IC,or as required by Bld'g Dept.) ' RISK CATEGORY: 1n&ry w (Per ASCE 7-10 Table 1.5-1&IBC Table 1604.5) EXPOSURE CATEGORY: e • (Per ACSE 7-10 Section 26.7.3) TOPOGRAPHIC FACTOR(K,): I.0 (Per ASCE 7-10 Section 26.8.1) ---- MEAN ROOF HEIGHT: t5 FT v (See ASCE 7-10 Section 26.2-Definitions) ' ROOF SLOPE(_:12): 0.00:12 (Enter vertical rise in 12 horizontal units) 0(degrees): 0.00 SEISMIC DESIGN CRITERIA ' RISK CATEGORY: iy • (Per ASCE 7-10 Table 1.5-1&IBC Table 1604.5) SITE CLASS: D • (Per IBC Section 1613.3.2,Assumed as"D"or per Geotech.) IMPORTANCE FACTOR(IE): 1.5 (Per ASCE 7-10 Table 1.5-2) STRUCTURAL SYSTEM(R): 5 (Per ASCE 7-10 Table 12.2-1) OVERSTRENGTH FACTOR(0,)): 2.5 (Per ASCE 7-10 Table 12.2-1) INFORMATION BELOW FROM"EARTHQUAKE SPECTRAL RESPONSE ACCELERATION MAPS"PER USGS LATITUDE: 48.115 Ss= 1.555 Fa= 1.00 ' LONGITUDE: -123.415 St= 0.625 F,.= 1.50 DEFLECTION CRITERIA t FLOOR(LIVE): L/ Oso • ROOF(LIVE): L/ 360 • FLOOR(TOTAL): L/_360_ • ROOF(TOTAL): L/4 zao • WALLS: L/.360 • SPECIAL: L/' • ' SOIL DESIGN CRITERIA REPORT: YESSEE SOILS REPORT FOR ACTIVE,PASSIVE PRESSURES AND ' FRICTION COEFFICIENT BEARING: 4000 PSF ACTIVE: MINIMUM FOOTING DIMENSIONS: PASSIVE: 200 PCF ' COEFFICIENT OF CONTINUOUS: F-4" FRICTION: 0.35 SPREAD: F-6" FROST DEPTH: P-6" PILE TYPE: NONE ' VERTICAL CAPACITY= N/A LATERAL CAPACITY= N/A UPLIFT CAPACITY= N/A SIZE= N/A ' Design Criteria-IBC2012-Revised 09/21/12 14095-PCS Design Criteria-IBC 2012 kmw.xls(D1) ' Project: Olympic Medical Center Emergency Room Exp Job Number. 14-095 Sheer: of Name: KMW ' Structural Solutions ❑Seattle ' Tacom Originating Office: Date: 03/24/14 ' MATERIALS CONCRETE ' Footings/Piles: 3000 PSI Columns: 4000 PSI Slabs/Walls: 4000 PSI Beams: 4000 PSI ' REINFORCING Steel Grade= 60 fy= 60000 PSI ' STRUCTURAL STEEL W-Flange Beams ASTM A992 fy= 50000 PSI ' Shapes&Plates ASTM A36 fy= 36000 PSI Pipes ASTM A53,Grade B fy= 35000 PSI Tubes ASTM A500,Grade B fy= 46000 PSI ' MASONRY ASTM C90 fn,= 1500 PSI SOLID GROUTED GLUCAN BEAMS Simple Spans Cantilevers 24F-V4 Grade= 24F-V8 ' 1.80E+06 PSI E= — 1.80E+06 PSI 2400 PSI Fb(BOTTOM)— 2400 PSI 1850 PSI Fb(TOP)= 2400 PSI 240 PSI F�= 240 PSI ' SCL PRODUCTS 2x SCL 1�"SCL 3%2,5'/4 SCL ' E= 1.30E+06 PSI 1.80E+06 PSI 2.00E+06 PSI Fb= 1700 PSI 2600 PSI 2900 PSI F„= 285 PSI 285 PSI 285 PSI Fc.= 1400 PSI 2400 PSI 2600 PSI FRAMING LUMBER Joists&Studs 2x DF#2 2x HF#1 - ' E= 1.60E+06 PSI 1.50E+06 PSI Fb= 900 PSI 975 PSI F„= 180 PSI 150 PSI - F.= 1350 PSI 1350 PSI - ' Beams&Headers 4x DF#2 4x HF#1 6x DF#1 E= 1.60E+06 PSI 1.50E+06 PSI 1.60E+06 PSI Fb= 900 PSI 975 PSI 1350 PSI ' F�= 180 PSI 150 PSI 170 PSI Posts&Timbers 6x DF#1 E= 1.60E+06 PSI F�= 1000 PSI - - ' Design Criteria-IBC2012-Revised 09/21/12 14095-PCS Design Criteria-IBC 2012 kmw.x1s(M1) ' Project: Olympic Medical Center Emergency Room Exp Job Number: 14-095 �3 PC'5 Sheet: of Name: KMW Structural Solutions Originating Office: ❑Seattle Tacoma Date: 03/24/14 DESIGN CRITERIA - WIND BASIC WIND SPEED(V): 115 MPH MEAN ROOF HEIGHT: 15 FT ' RISK CATEGORY: III&IV ROOF SLOPE(_:12): 0.0:12 EXPOSURE CATEGORY: B 0(degrees): 0.00 TOPOGRAPHIC FACTOR(K,,)• 1.0 ' ASCE 7-10 CHAPTER 28.5 PART 2:ENCLOSED SIMPLE DIAPHRAGM LOW RISE BUILDINGS W/H<60 FT ASCE 7-10 FIG.28.6-1-MAIN WIND FORCE RESISTING SYSTEM-DESIGN WIND PRESSURES-METHOD 2 HORIZONTAL PRESSURES ' ZONE: A B C D = _ CASE 1: 21.00 -10.90 13.90 -6.50 CASE 2: N/A N/A N/A N/A ' VERTICAL PRESSURES ZONE: E F G H EOH Gott CASE 1: -25.20 -14.30 -17.50 -11.10 -35.30 -27.60 ' CASE 2: N/A N/A N/A N/A N/A N/A ASCE 7-10 CH 28.5 PART 2:ENCLOSED LOW RISE BUILDINGS(SIMPLIFIED)W/H<60 FT ' ASCE 7-10 FIGURE 30.5-1-COMPONENTS AND CLADDING-DESIGN WIND PRESSURES-METHOD 1 ROOF SURFACES POSITIVE PRESSURES NEGATIVE PRESSURES Effective Wind Area ZONE ' 1 2 3 1 2 3 10 SFzr ` R# �,�s �i -23.8 -39.9 -60.1 20 SF -23.2 -35.7 49.8 50 SF 100 SF ' WALL SURFACES&ROOF OVERHANGS POSITIVE PRESSURES NEGATIVE PRESSURES ROOF OVERHANGS ' Effective Wind Area ZONE 4 5 4 5 2 3 10 SF 23.8 23.8 -23.6 -29.1 -34.3 -56.5 20 SF 22.7 22.7 -22.6 -27.2 -33.7 -44.3 50 SF 21.3 21.3 -21.3 -24.6 -32.9 -28.3 100 SF 1 20.2 20.2 -20.4 -22.6 -32.3 -16.1 500 SF 1 17.7 1 17.7 -18.1 -18.1 0.0 0.0 ' ASCE 7-10 SECTION 28.6.4&SECTION 30.2.2-MINIMUM PRESSURES MAIN WIND FORCE RESISTING SYSTEM-MINIMUM PRESSURES(ENVELOPE PROCEDURE) ' The load effects of the design wind pressures from ASCE 7-10 Section 28.6.3 shall not be less than the ASCE 7-10 28.6.4 minimum load defined by assuming the pressures,ps,for Zones A and C equal to+16.0 psf,Zones B and D equal to+8 psf,while assuming Zones E,F,G,and H all equal to 0 psf. COMPONENTS AND CLADDING-MINIMUM PRESSURES ASCE 7-10 30.2.2 The design wind pressure for components and caldding of buildings shall not be less than a net pressure of 16 psf acting in either direction normal of the surface. ' Design Criteria-IBC2012-Revised 09/21/12 14095-PCS Design Criteria-IBC 2012 kmW.x1S(L1A(METH0DI)) ' Project: Olympic Medical Center Emergency Room Exp Job Number: 14-095 ' �XFLZ Sheet: of Name: KMW Structural Solutions Originating Office: ❑Seattle Tacoma Date: 03/24/14 DESIGN CRITERIA - WIND ' FIGURE 28.6-1,ASCE 7-10 Main Wind Force Resisting System—Method 2 h 5 60 ft. Figure 28.6-1 Design Wind Pressures Walls & hoofs Enclosed Buildings 1 � 0 - F 0 ' o 0 0 0 ;o Case A , A Cana Case B ' Notes: 1. Pressures shown are applied to the horizontal and vertical projections,for exposure B,at h=30 ft(9.1m). Adjust to other exposures and heights with adjustment factor X ' 2. The load patterns shown shall be applied to each comer of the building in tum as the reference comer.(See Figure 28.4-1) 3. For Case B use B=0". 4. Load cases 1 and 2 must be checked for 25°<B r.45'. Load case 2 at 25°is provided only for interpolation between 25°and 30°. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces,respectively. 6. For roof slopes other than those shown,linear interpolation is permitted. ' 7. The total horizontal load shall not be less than that determined by assuming ps—0 in zones B&D. 8. Where zone E or G falls on a roof overhang on the windward side of the building,use Fay and GuH for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 9. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 41/6 of least horizontal dimension or 3 ft m). h: Mean roofoof height,in feet(meters),except that cave height shad be used for roof angles<10". Or Angle of plane of roof from horizontal,in degrees. ' Design Criteria-IBC2012-Revised 09/21/12 14095-PCS Design Criteria-IBC 2012 kmw.xls(L1B) ' Project: Olympic Medical Center Emergency Room Exp Job Number. 14-095 Sheet: of Name: KMW Structural Solutions Originating Office: ❑Seattle Tacoma Date: 03/24/14 ' DESIGN CRITERIA - WIND FIGURE 30.5-1,ASCE 7-10 ' h:560% Fpgure30.5-1 Dtft6 Wind Pres snres Walls & Roofs ' Enclosed Bnlldings ' h h Flat Roof Hip Roof (70 < 0 :5 270) 1 h h 9? d Gable Roof (8 S 70) Gable Roof (70 < 0 <_ 450) ' F� Interior Zones ® End Zones ® Comer Zones Rolla-Z*ne i/Wd$-Zane 4 Rook-Zmre 21 WBft-Imre 5 Rack-Zan*3 ' Notes: 1. Pressures shown are applied normal to the surface,for exposure B,at h=30 ft(9.1 m).Adjust to other conditions using Equation ' 30.5-1. 2. Plus and minus signs signify pressures eating toward and away from the surfaces,respectively. 3. For hip roofs with 0:5 25*,Zone 3 shall be treated as Tone 2. 4. For effective wind areas between those given,value may be interpolated,otherwise use the value associated with the lower effective wind area ' 5. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 R(0.9 m). h: Mean roof height,infect(meters),except that eave height shall be used for roof angles<10*. & Angle of plane of roof from horizontal,in degrees. ' Design Criteria-IBC2012-Revised 09/21/12 14095-PCS Design Criteria-IBC 2012 kmw.xls(L1 C) ' Project: Olympic Medical Center Emergency Room Exp Job Number: 14-095 Sheer of Name: KMW Structural Solutions Seame acom Originating Office: Date: 03/24/14 DESIGN CRITERIA - SEISMIC ASCE 7-10 SECTION 12.8-EQUIVALENT LATERAL FORCE PROCEDURE ' OCCUPANCY CATEGORY: IV LATITUDE: 48.115161 SITE CLASS: D LONGITUDE: -123.415154 IMPORTANCE FACTOR(IE): 1.5 Ss= 1.555 ' STRUCTURAL SYSTEM(R): 5 S,= 0.625 OVERSTRENGTH FACTOR(0,,): 2.5 Fa= I Fv= 1.5 ASCE 7-10 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11.4.3-Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters ' SMs=Fa*Ss= 1.555 SM,=Fv*S,= 0.938 Section 11.4.4-Design Spectral Response Acceleration Parameters SDS=2/3*SMs= 1.037 SD,=2/3*SM,= 0.625 ASCE 7-10 SECTION 11.6-SEISMIC DESIGN CATEGORY-SECTION 12.8.2-PERIOD DETERMINATION ASCE 7-10 TABLE 11.6-1 SEISMIC DESIGN CATEGORY BASED ON SDs ' RISK CATEGORY: I&II III IV Each building and structure shall <0.167g A A A be assigned to the most severe <0.33g B B C Seismic Design Category in <0.50g, C C D accordance with Table 11.6-1 or >= 0.50gl D D D Table 11.6-2,irrespective of the D fundamental period of vibration of ' the structure. ASCE 7-10 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SD, RISK CATEGORY: I&II ID IV <0.067g A A A PERIOD DETERMINATION: <0.133g B B C Ct= 0.02 <0.20g C C D h„= 15 FT >= 0.20gi D D D x= 0.75 D Ta=Ct*h„"= 0.152 ' ASCE 7-10 SECTION 12.8.1.1-SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION: CS=SDs/(R/I)= 0.311 <--CONTROLS EQ. 12.8-2 ' MAXIMUM: CS=SDr/(T*(R/I))= 1.230 EQ. 12.8-3 MINIMUM: Cs=0.044*SDs*I>0.01= 0.068 EQ. 12.8-5 For structures located where Sl>0.6g Cs=0 5*S,/(R/I)= 0.1 EQ. 12.8-6 ' ASCE 7-10 SECTION 12.8.1-SEISMIC BASE SHEAR V=Cs*W=1 0.311*W W=the total dead load and applicable portion of other loads as indicated in Section 12.7.2 ' Design Criteria-IBC2012-Revised 09/21/12 14095-PCS Design Criteria-IBC 2012 kmw.xls(L2) Project: ©M�i Job No: A", ' Subject: Sheet Name: Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 1 1 ' Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 3/24/2014 Design Maps SunmaryReport ' Design Maps Summary Report User-Specified Input Report Title Olympic Medical Center Emergency Dept. Exp. Mon March 24, 2014 18:29:38 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.115160N, 123.41515°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) sao0ut ' �BSHWATER BAY Port Angeles Port Angeles ' East W O ON mapquest @20141 ®MapQuest USGS-Provided Output SS = 1.555 g SMS = 1.555 g SDS = 1.037 g S1 = 0.625 g SMI = 0.937 g SDI = 0.625 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application ' and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum ' 1.76 1.60 1 1+) 1.44 0.95 ' 1.28 0.88 1.12 0.77 a 0.96 0.66 w to 0.80 to 0.55- 0.64 0.44 0.48 0.33 0.32 0.22 ' 0.16 0.11 0.00 i i i i i i 10.001 0.130 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 ' Period, T(sec) Period, T(sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, ' as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter http://ehp3-earthquake.m.usg s.g ov/desig nmaps/us/sunynary.php?tenmpiate=rrinimal&latitude=48.115161&long itude=-123.415154&siteciass=3&riskcateg ory=3&... 1/2 3/24/2014 Desig n Maps Detailed Report ' rg= Design Maps Detailed Report 2012 International Building Code (48.11516°N, 123.415151W) Site Class D — "Stiff Soil", Risk Category IV (e.g. essential facilities) ' Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum ' horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain SJ. Maps in the 2012 International ' Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 11.613.3.1(1) Ss = 1.555 g From Figure 1613.3.1(2) t21 S1 = 0.625 g Section 1613.3.2 — Site class definitions ' The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard — Table 20.3-1 SITE CLASS DEFINITIONS ' Site Class VSN or N�h s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index PI > 20, Moisture content w >_ 40%, and • Undrained shear strength s„ < 500 psf ' F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section ' 21.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2 http://ehp3-earthq ualae.wr.usg s.g ov/desig nniaps/us/report.php?template=minimal&latitude=48.1151618dong itude=-123.415154&siteclass=3&risWiteg ory=3&edi... 1/4 3/24/2014Design Maps Detailed Report - Section 1613.3.3 Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) ' VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period ' SS :5 0.25 S5 = 0.50 S5 = 0.75 SS = 1.00 SS >_ 1.25 ' A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 ' C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 ' E 2.5 1.7 1.2 0.9 0.9 ' F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.555 g, Fa = 1.000 ' TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, ' Site Class Mapped Spectral Response Acceleration at 1-s Period S, :_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 ' Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Sl = 0.625 g, F„ = 1.500 ' http://ehp3-earthquake.m.usgs.goVdesignn-aps/us/reportphp?template=minimal&latitude=48.115161&longitude=-123.415154&siteclass=3&risWategory=3&edi... 2/4 3/24/2014 Design Maps Detailed Report Equation (16-37): SMs = FaSs = 1.000 x 1.555 = 1.555 g Equation (16-38): SMS = F„S1 = 1.500 x 0.625 = 0.937 g Section 1613.3.4 — Design spectral response acceleration parameters Equation 16-39 : S = Z/ SM = 2/ x 1.555 = 1.037 g q ( ) os s Equation (16-40): Sp, = % SMi = Z/ x 0.937 = 0.625 g 1 1 1 1 1 i 1 ' http://ehp3-earthquale.wr.usgs.gaddesignmaps/us/report.php?Wmplate=ninimal&latitude=48.1151618Jongitude=-123.415154&sitedass=3&risWAtegory=3&edi... 314 3/24/2014 Design Maps Detailed Report ' Section 1613.3.5 — Determination of seismic design category ' TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION ' RISK CATEGORY VALUE OF SDs I or II III IV ' Sos < 0.167g A A A 0.167g :5 Sos < 0.33g B B C ' 0.33g :5 Sos < 0.50g C C D 0.50g :5 Sos D D D ' For Risk Category = IV and Sps = 1.037 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI ' I or II III IV Sol < 0.067g A A A ' 0.067g :5 SDI < 0.133g B B C 0.133g :5 SDI < 0.20g C C D ' 0.20g :5 SDI D D D For Risk Category = IV and So, = 0.625 g, Seismic Design Category = D ' Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, ' irrespective of the above. Seismic Design Category = "the more severe design category in accordance with ' Table 1613.3.5(1) or 1613.3.5(2)" = D ' Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. ' References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- ' Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Figl613p3pl(2).pdf t ' http://ehp3-earthquale.wr.usgs.gov/designmaps/us/report.php?teniplate=minimal&latitude=48.115161&longitude=-123.415154&siteclass=3&risicategory=3&edi... 4/4 Project:Q'vtG -�'�' ' !' 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G•, ., ArS �isaM i c. try. �,�.�. �./s U�r ��► 1 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Project: 0. t �'� '�D �` Job No: 401 FUIRMEW 14M 5 iA- Subject: Sheet Name. rT �V Ew ' Structural Solutions Originating Office: ❑ Seattle ❑Tacoma Date: ' Itis, LL 0D 3 !_ 9 FC M V 9f), r_MQ ':.-'N CI-) d =o,q- + 0. 3 �, 4 t a 4G 3 0.4 Mto Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: 0+V�C� Job No: 14 �XFUS Subject: �j'� Sheet Name: LMw Structural Solutions Originating Office: ❑ Seattle Tacoma Date: a G3 t`D zz- fowl 3 CNA �0 4- y 1 )< Seattle i J i Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701 •Tacoma,WA 98402•tel:253.383.2797 ' Project: G Job No: A-c3r--1S FUSSubject: Sheet Name: I::-MV\/ Structural Solutions Originating Office: ❑ Seattle NrTacoma Date: 3 ' J-= + �-kt Y" 2 1.3 ' �- o C-Z. ,z z� ' u oA. 3 r 1 ' 1 6. as C,4-7-. ?1.22 0.615 G ptKe, 0,51 X5,2 0,0 4,3 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 _ r _ www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: O V VI- lob No: 1 FU 50 Subject: `''"� Sheet Name: "1N Structural Solutions Originating Office: ❑ Seattle 'Tacoma Date: Z5 4— ' �'t�'r wt t y�� I,a-1��✓.�-.r �✓G G e���n c`�. 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O.OiS p 20, Z --IIo.S '2Q 'fes 2.2Z t.0 fd Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Project: v�`� Job No: 14:0 °5ir .2 1 Subject: Sheet Name: WN ' Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 1,e- „H,0;: c i uSc t�,/S �. +v�-fi oma- �s • ---� 3 (li,lo o. 045 ' �v✓��I G, • ' �✓�S '�„-... tit T��C�1 t v-- �rZ�.h.-{�r�j''✓��G�.+; �/vV �1�P,,.�crn �.� S �'�6'Ctk � `20,Z1L 1 0 - r��RfL 23 � �� ., O. oa J �vw�xr1.2o,na-�� o, Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.50��%% L pcs-stru ural.com ' Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:25 ' Project:n M�`� �r^- �� lob No:140 957 , Subject:�A p' , Sheet Name:�M�w " Structural Solutions Originating Office: ❑ Seattle 'Tacoma Date: A( V e P-e ✓ �d —t- 1U �vv� tZ• 3. 4-. Z- � cam•. ��� � �"����...� -, � ���� Sk 1 �y SVy ' ttr = 1� 3 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.PCs-structural.com Tacoma 1 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: Q Cl Job No: ts PCs Subject: Sheet Name: MW Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 15� A l 1 � - I� �-g�► fs ' E = 31.3K 1 . 3 � P ' Tey G -141 nn g;T- C- 4 ' M y M —�Z�I,c� K�'�- = S Z 30 0 v,, J 14 v� = 4� .5 K -AVN ' c � `' 7MS1Z- tet,i.4 ' Seattle 811 First Avenue,Suite 620-Seattle,WA 98104-tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701-Tacoma,WA 98402-tel:253.383.2797 ' Project: 0y('_ Job No: Oovt97 F(n Subject: Sheet Name. "W -31 Structural Solutions Originating Office: ❑ Seattle ❑Tacoma Date: 1 A,(Z-0, ,. a o o 1-0 4-,6 d.1e a - -7.VZ Ml t = o,00�n 1 A,4 1 —I {r Miry 4 \tVI .0- 6151l S l �„� toy o Ptd > �U -�}-`�i.'��] o l� nn i i.1 ST-L'_ 1i1� Z 3 I-a Fu—'e--u— t. -4 0,V Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: Job No: � Subject: Sheet Name: IC_�VJ Structural Solutions Originating Office: ❑ Seattle Tacoma Date: -) A z.1OLAft 4�_ o.4s� w -� -�- � 2 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Project:Masonry Group Job No: 00-000 NzPL;5 Subject: Example Name:USER ' Stru�turel$o�iieins Originating Office:Tacoma Date: 3/26/2014 Masonry Slender Wall Design. iBC 2009/ACI 530-11 Description Olympic Medical Center-Emergency Department Expansion ' Design Criteria Masonry Strength f.:= 1500psi Wall Thickness(nominal) to:= Bin ' Steel Strength Fy:= 60000psi Wall Thickness(actual) to=7.63•in Section Width b 12in ' Wall Height h= 15ft Section Depth d:= 3.75in Gross Area Ag=91.5•in2 ' Wall Weight w:= 85psf — Modulus of Elasticity Slenderness h =23.6 a Es:= 29000000psi If h/t<30 Limit P„to 0.2fin. If h/t>30 limit P„to 0.05fin ' Em = 1350000-psi n=21.48 Limit Pu/AG Limit=300-psi Loads ' Lateral Loads Seismic Load Sesmic Wall Weight SWW= 85psf (Includes weight of wall,veneer,furring,etc.) ' Left Side Trib to Pier wl := Oft Sds:_ 1..037 1:=:1.5 Right Side Trib to Pier w2,= Oft ' Lateral Weight of Pier and Trib to Pier wp:= SWW(b + w, + w2) =85•plf EQ:= 0.4•Sds•I•wp= 52.89•plf ' Wind Load Kd= .85 K t:= 1.0 Vwind:= 115 mph KZ:= .85 lwind:= 1.15 ' qz:= (.00256Kd-K7'K7t-lwind-Vwind2)'psf=28.13•psf Wind force: ' GC 1.1 From Figure 6-11A in ASCE 7-05 Aw:= (b+ wl + w2) Wind,, qz GC•A,,,=30.94•plf Wind;nt:= Spsf Aw Parameters"= - terior ' 0 Wind=30.94•plf www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 1 of 4 (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 FL;5 Subject:Example Name:USER Structural Sekdieas Originating Office:Tacoma Date: 3/26/2014 ' Max Lateral wu:= max(EQ,1.6Wind) w„=52.9•plf Roof Tributary to Segment ' Vertical Loads Roof Dead Load DL:= 80psf Tributary Length Lt:= Oft Roof Live Load(Snow) LL:= Opsf Wall Width Trib. Wt:= Ift ' Factored Vertical Load:(Load Combinations per IBC 1605.2) Pu1R:_ (1.2+ .2•Sds)•DL•Lt•Wt+ I.6-LL-Wt-Lt=0•lb Pu2R:_ (.9– .2•Sds)•DL•Lt•Wt=0•lb ' Eccentricity ecc:= lin Factored Wall h Weight: Pulw (1.2+ .2•Sds)w•b•2 =897-lb Pu2w :_ (.9 – .2•Sds)w•b•2 =442-lb ' Total Vertical Load: Put Pu1R+ Pulw=897-lb ' Pa2:= Pi2R + Pu2w =442•lb Check Pu/Ag<Limit Pnl =9.8-psi ' Reinforcing Try#5 @ 32"o.c. Ag Area of Steel for 12" segment: Ag:= .11625in ' Stress Block Properties(ACI 530-08 EQ 3-29) al – Put + AS Fy =0.55•in cl := al =0.68•in 0.8•fm•b 0.8 Pu2+ As•Fy a2 a2:= =0.52•in c2= — =0.64•in 0.8•fu,•b 0.8 Wall Stren tfh(ACI 530-03 EQ 3-28) a 10Mr1 := 0.9•(AS•Fy+ Pul)• d– =2053•ft•Ib Wr2:= 0.9•(As•Fy+ Pu2)• d– 2 J = 1943-ft-lb ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 2 of 4 (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 �ZFU5 Subject: Example Name:USER StructOriginating Office:Tacoma Date: 3/26/2014 3 ' Aseffl := Pu] As'Fy =0.13•in2 Icr] = n'Aseffl (d –cl)2+ b 3l =28 in4 FY 3 Aseff2 Puz F�Fy =0.12-in 4,2:= n-Aseft2'�d–c2)2+ b 32 =27-in y ' Initial deflection based upon maximum moment(Mn). (ACI 530-08 EQ 3-31) 5'Mni-h2 5-Mn2-h2 On] :_ =2.46-in 0�:_ =2.43•in ' 48•Em'Icrl 48-E.'4,2 Ultimate Moment (ACI 530-08 EQ 3-25) ' Mn] := w 8h 2 + Pu1R'etc + I Pnitt+ P 2W J'On] = 1580•ft-lb 2 Mut:= w 8h + Pu2R-etc + I Pu2R+ P ZW J 0,,2= 1532-ft-lb r Service Load Vertical Loads PIR:= (DL+ LL)-Wt-Lt=0•lb ' Deflection Check PHI,:= w•Wt•� =637.5-lb w Lateral Load w,:= u =37.78•plf ' 1.4 b•ta3 4 Wall Properies f,:= 163psi Ig:= 12 =443-in Mcr:_ fr = 1579-ft-lb ta 2 Initial Deflection Assumption Osi 0.7in ' 2 ec P Service Load Moment a–Sef:= wgh + PIR.— + P1R+ �1 Osi = 1081-ft-lb C ' S•Mcr'h2 Cracked Section Deflection Acr:= Ig =0.11-in ' 48 Em ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 3 of 4 (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 Subject: Example Name:USER ' Structural Se�ttient Originating Office: Tacoma Date: 3/26/2014 ' Service Deflection As = S'Mser'h2 If Mser<Mcr 48•Em•Ig ACI 503-03 EQ 3-30 ' 0 _ 5 Mcr'h2 + 5-(Mser—Mcr)•h2 If Mser>Mcr AS. 48.Em,Ig 48.Em•Icrl ACI 503-03 EQ 3-31 ' As=0.07-in 0.007•h= 1.26-in 1 ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 4 of 4 (206)292-5076*(206)467-7788 fax ' Project: 01\AG Job No: I40ci5 PLZSubject: Sheet Name: k_-K4 Structural Solutions Originating Office: ❑ Seattle V Tacoma Date: 0" alms WAA s Oytw - En iU�I,t1 A- 1 P = I .3 IVW'•`•may\ 2 M =o = c CLQ+c�-� �) — . (3,3� �C��'� — 46 imp Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Project: v'""'' Job No: a� FUSSubject: 0—IP14 Sheet Name. Structural Solutions Originating Office: ❑ Seattle [�Tacoma Date: '` Gt ..�.� s,,,� .ems✓ 1 1 �l y G - S 1 Seattle 811 First Avenue,Suite 620-Seattle,WA 98104-tel:206.292.5076 www.pcs-structural.com 'I Tacoma 1250 Pacific Avenue,Suite 701-Tacoma,WA 98402-tel:253.383.2797 Project: 6 MCI Job No: Fq6ZSubject: � Sheet Name. M w Structural Solutions Originating Office: ❑ Seattle Tacoma Date: tvtft z ' Seattle 811 First Avenue,Suite 620.Seattle,WA 98104.tel:206.292.5076 www.pcs-structural.com Tacoma 1 1250 Pacific Avenue,Suite 701.Tacoma,WA 98402•tel:253.383.2797 1 Project: Job No: FL-05 Subject: Sheet Name: 1 Structural Solutions Originating Office: ❑ Seattle ❑Tacoma Date: 1 civ ' 1 i 1 1 1 1 1 1 1 1 i 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: ; \I Job No: PUSSubject: ���i �t�' Sheet Name. ' Structural Solutions Originating Office: ❑ Seattle ,Tacoma Date: J ' CCoe'�� ' \Ga toe--& - t—�r�� : P2.✓ '1-1 S�e,� t Z. 3,4. I 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 wwwpcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 1Project: QC, Job No: ,, qIvy FUS Subject: Sheet Name: t=AA Structural Solutions Originating Office: ❑ Seattle Tacoma Date: Z� 1 &14 3.�„��z,) �42 1, f 4:_ ' �vt a l 24 -t.:>Ir-\ o. 00 i 4;) s o,c�(�.lam!- / � - 5.��" ►yam = toso ;mss VuSA . 1 w► 01= _ 1.o 2 1�I9�c`t �JQn�iic. "Diz p�``-�'-�1w, C-�v��k:o� -�►� ll. �'u 1 o 00 1,8 1 1 � �ti = o�ro(tet .wit k/�-� = 5.�t ►fir s' o.art-�S��'° 0 .12✓. -� � �. �G� --� it 42 i N i s t -� oz.� 1` 4g,5 �k o, oot 16 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 tural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 if o4 o. Project: Job No: FUSSubject � 0�-��=�✓�'`-� Sheet Name: "V4-t). ls't"( W Structural Solutions Originating Office: ❑ Seattle [Tacoma Date: 1 ' y T>es�k C OK^Cz' J ,owl GO CsAvnle�0111 40 Ve�,„�, = s �-! �i� �- $►� e I Icy�- ' Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: We.. Job No: PUSSubject: kK Sheet Name:F"tVt strurduraLSOlUtionS Originating Office: ❑ Seattle Tacoma Date: 1OVCT 0� L� 1 Cnnu u,e,11 �.) 1 �( : (� �• u ,� I local NTS t4-t see- %All 1 1 V � s 1 I.+I`T> -� i .�S -�I v = 377, 1�k 1 A* e.d t 1 Fu k2 1 � ?u 1 ' -Z4 1 - S;V-,T- 5. J , 3 , 13 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: " '"`y Job No:FUS nA' , Subject: l/�ALI'- Sheet Name: ��W Structural solutions Originating Office: ❑ Seattle VI Tacoma Date: 1 Vit 6Y-t i . x 1 0% 1 aw,40 1 kz 3 �o 1 1 1 . ' Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Project:Masonry Group Job No: 00-000 Subject: Example Name:USER Structural Sadr�tiens Originating Office:Tacoma Date: 4/1/2014 Masonry Slender Wall Design IBC 2009/ACI 530-11 ' Description Olympic Medical Center-Masonry Wall off grid 1.X ' Design Criteria Masonry Strength fm:= 1500psi Wall Thickness(nominal) to Bin ' Steel Strength Fy:= 60000psi Wall Thickness (actual) to=7.63•in Section Width b:= 24in ' Wall Height h:= 14ft Section Depth d:= 3.75in Gross Area Ag= 183.0•in2 ' Wall Weight w:= 85psf — Slenderness h =22.0 Modulus of Elasticity to ' ES:= 29000000psi If h/t<30 Limit P„to 0.2fm. If Wt>30 limitPu to 0.05fin Em= 1350000-psi n=21.48 Limit Pu/AG Limit=300-psi ' Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW:= 85psf (Includes weight of wall,veneer,furring,etc.) ' Left Side Trib to Pier Wl = Oft S&:= 1.037 I:= 1.5 ' Right Side Trib to Pier W2.= Oft Lateral Weight of Pier and Trib to Pier wp:= SWW(b + wl + w2) = 170•plf EQ:= 0.4•Sds•I•Wp= 105.77•plf Wind Load Ka:_ .85 KZt:= 1.0 Vwind'= 115 mph KZ:= .85 Iwind 1.15 tqz:= (.00256Kd•Kz•Kat•IAnd•uwind2)•psf =28.13•psf ' Wind force: GC:= 1.1 From Figure 6-11A in ASCE 7-05 Aw:= (b+ wl + w2) ' Windext qi GC Aw=61.89 plf Wind;nt:= Spsf Aw Parameters _ rx—terio—r Wind= 10•plf ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 1.X kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 1 of 4 ' (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 Subject:Example Name: USER ' Structure)Seal�rtiens Originating Office:Tacoma Date: 4/1/2014 ' Max Lateral wu:= max(EQ,1.6Wind) wu= 105.8•plf ' RoofTributaly to Segment Vertical Loads Roof Dead Load DL:= 80psf Tributary Length Lt:= Oft Roof Live Load(Snow) LL:= 25psf Wall Width Trib. Wt:= lft ' Factored Vertical Load: (Load Combinations per IBC 1605.2) PaIR:= 371601b Pu2R:= Olb ' Eccentricity ecc:= lin Factored Wall h Weight: Pulw (1.2+ .2•S&)w•b•2 = 1675.lb 1 Pap4�- ' Total Vertical Load: Pul := Pu1R + Pulpy =38835-lb ' —+M 0•lb CheckPu/Ag<Limit Pul =212.2-psi ' Ag Reinforcing «� ✓ Area of Steel for 12" segment: As:= 0.93in ' Stress Block Properties(ACI 530-08 EQ 3-29) al •— Put + '°`S'Fy =3.29-in cl = al =4.11-in 0.8•f,,,•b 0.8 + As.F a2 Z:=:�P;8 fn, — = 1.94 in c2:_ — .42 in ' .8 Wall Strength(ACI 530-03 EQ 3-28) 40Mi1 := 0.9•(A,.Fy+ Pul)• d— a, = 14955-ft-lb l a2 1 �Mn2 y 2 — ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 1.X kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 2 of 4 (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 Subject:Example Name: USER ' Structural Sufi®17s Originating Office:Tacoma Date: 4/1/2014 3 ' Aseff► := Pul FAs Fy = 1.58-in 2 Icr1 n'Asefn.(d –c1�2+ b 31 =559-in y 3 ' Asefn F =0.93 int Icrz n'Aseffz' – + = 149 in 4 Y Initial deflection based upon maximum moment(Mn). (ACI 530-08 EQ 3-31) ' S•Mnl•h2 'h2 Ani =0.78-in Ont:_ –2-27-in ' 48•Em'Iorl m'Icr2 Ultimate Moment (ACI 530-08 EQ 3-25) 2 w 8h + Pu1R'etc + I PuIR+ P 2W)'Onl = 6601•ft•lb crag' 2 ) P „2:_ + + u2R+ Ib 8 2 „ d 1 Service Load Vertical Loads PlR = (DL+ LL •Wt •Lt=0•lb ' Deflection Check PIw:= w•Wt•� =595-lb W Lateral Load ws:= u =75.55•plf 1.4 b•ta3 4 Wall Properies f,:= 163psi Ig:= 12 = 887-in fe Ig Mcr= — =3159-ft-lb to 2 Initial Deflection Assumption Os] 0.5in t 2 Service Load Moment Msr:= wgh + PIR. cc: + I PIR+ P2 osi = 1863-ft-lb ' S•M -h2 Cracked Section Deflection Acr:= cr =0.09•in 48 Em Ix ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 1.X kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 3 of 4 (206)292-5076*(206)467-7788 fax ' Project:Masonry Group Job No: 00-000 Subject: Example Name:USER StructuralSehdiens Originating Office:Tacoma Date: 4/1/2014 ' Service Deflection A. = 5•Mser'h2 If Mser<Mcr 48•Em•Ig ACI 503-03 EQ 3-30 ' 0 _ 5•Mcr'h2 + 5-(Mser—Mcr)-h2 sIf Mser>Mcr 48•Em•Ig 48•Em'Icrl ' ACI 503-03 EQ 3-31 As=0.05-in 0.007•h= 1.18-in ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 1.X kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 4 of 4 (206)292-5076*(206)467-7788 fax 1 Project: v M. G Job No: WQg5 FUSSubject: et Name: �_V iy V Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 41 1 1 M of PJAV�p : �'-+vtu c jdl NO.5Cr--r4?> i � 1. y 1 �D lavc-ow-A-- 1 1 1 1 1 1 1 , 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Project:Masonry Group Job No: 00-000 Subject:Example Name:USER StructOriginating Office:Tacoma Date: 4/1/2014 Masonry Slender Wall Design IBC 2009/ACI 530-11 ' Description Olympic Medical Center-Masonry Wall off grid 5.5 iDesign Criteria Masonry Strength f.:= 1500psi Wall Thickness(nominal) t,:= 8in ' Steel Strength Fy:= 60000psi Wall Thickness(actual) to=7.63-in Section Width b:= 24in ' Wall Height It:= 14ft Section Depth d:= 3.75in Gross Area Ag= 183.0•in2 Wall Weight w:= 85psf _ Modulus of Elasticity Slenderness h =22.0 a Es:= 29000000psi If h/t<30 Limit P„to 0.2fm. If h/t>30limitPu to 0.05fm Em= 1350000•psi n=21.48 Limit Pu/AG Limit=300•psi Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW:= 85psf (Includes weight of wall,veneer,furring,etc.) ' Left Side Trib to Pier wl = Oft Sds:= 1.037 1:= 1.5 ' Right Side Trib to Pier w2.= Oft Lateral Weight of Pier and Trib to Pier wp:= SWW•(b + wl + w2)= 170•plf EQ:= 0.4•Sds•I•wp= 105.77•plf ' Wind Load Kd:_ .85 KA:= 1.0 Vwind:= 115 mph K,:= .85 Iwind:= 1.15 ' qZ:_ (.00256Kd'Kz'Kzt'Iwind'Vwind2)'Psf =28.13•psf ' Wind force: GC:= 1.1 From Figure 6-11A in ASCE 7-05 Aw:_ (b + wl + w2) Wind,xt %-GC•Aw=61.89•plf Windint:= Spsf Aw Parameters "xteinior .__.__� Wind= 10•plf www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 5.5 kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 1 of 4 (206)292-5076*(206)467-7788 fax ' Project:Masonry Group Job No: 00-000 NZFC5Subject:Example Name:USER ' Structural Sefions Originating Office:Tacoma Date: 4/1/2014 ' Max Lateral wu:= max(EQ,1.6Wind) w„= 105.8•plf RoofTrtbuta to o Segment ' Vertical Loads Roof Dead Load DL:= 80psf Tributary Length Lt:= Oft Roof Live Load(Snow) LL 25psf Wall Width Trib. Wt:= 1 ft ' Factored Vertical Load: (Load Combinations per IBC 1605.2) Pa1R:= 446001b 1 Pu2R:= 0 l ' Eccentricity ecc:= Tin Factored Wall h Weight: Pulw (1.2+ .2•Sds)w•b•2 = 1675-lb 1 P Olb tTotal Vertical Load: Pul Pu1R+ P„lw =46275-Ib ' u2 Yu2R + Fu2W= Check Pu/Ag<Limit Pul =252.9-psi ' Ag Reinforcing -Try - • C�� S ' Area of Steel for 12" segment: A,:= 0.93m Stress Block Properties(ACI 530-08 EQ 3-29) al P„1 + AS Fy _3.54-in cl := al =4.43-in 0.8•fm•b 0.8 AS•Fya a2:_ :: . -to c2:= <-42. Wall Strength(ACI 530-03 EQ 3-28) ' 1OMi1 := 0.9-(AS•Fy+ Pu1)- d— a, = 15142-ft-lb a ' •F + P„2 - d— = 11640•ft•lb ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 5.5 kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 2 of 4 (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 Subject:Example Name:USER ' Structural Seefls Originating Office:Tacoma Date: 4/1/2014 3 ' Aseffi := Pu1 F'°'s'Fy = 1.7•in2 Icrt = n•Asefft'�d —cI)2+ b 31 =713•in4 Y 3 ' + y 2 c2 4 Aseft2 =0.93•in Icr2= n'Asefu = 149-in y ' Initial deflection based upon maximum moment(Mn). (ACI 530-08 EQ 3-31) 5'Mni•h25•M-2• Dui :_ =0.62-in 0�:_ =2.27 in ' 48•Em'Icrl 4 m''� Ultimate Moment (ACI 530-08 EQ 3-25) ' MM, w 8h 2 e + P.u1R'tc { I I'.u1R + P 2 WJ'D.ni =6786-ft-lb ' IN, 2 = wu h + Pu2R' c + P + Pu2W = 91 ft 2 2 d Se Vertical Loads P = DL+ LL)-Wt-Lt=0•]b Service Load 1R• ( ' Deflection Check h PIw := w•Wt• =595-lb 2 Lateral Load ws:= w n =75.55•plf ' 1.4 b•ta3 4 Wall Properies f,:= 163psi I9= 12 =887-in Mcr:= -LI--19 =3159•ft.lb to ' 2 Initial Deflection Assumption Osi 0.5in ' 2 Service Load Moment 1—ser-- w8h + PIR.etc + I PIR+ P2 I Asi= 1863-ft-lb ' •h2 Cracked Section Deflection p S•M cr =0.09-in ' " 48•Em'I9 ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 5.5 kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 3 of 4 t (206)292-5076*(206)467-7788 fax ' Project:Masonry Group Job No: 00-000 Subject: Example Name:USER Structural Sakdo s Originating Office:Tacoma Date: 4/1/2014 ' Service Deflection p —_ If Mser<Mcr As 5.Mser'h2 48•Em•I9 ACI 503-03 EQ 3-30 0 — 5•Mcr•h2 + 5•(Mser—Mcr)-h2 IfMser>Mcr AS. 48.Em.Ig 48•Em'lcrl ACI 503-03 EQ 3-31 ' As=0.05-in 0.007•h= 1.18-in 1 ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall Incorporated 1969 (253)383-2797*(253)383-1557 fax 5.5 kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 4 of 4 ' (206)292-5076*(206)467-7788 fax Project: NO Job No: I 9067 1 F(Z Subject: R'Sheet Name: Structural Solutions Originating Office: ❑ Seattle Tacoma Date: A- GM lit1 j o V G/N- CWV--Y-- ovC dF "�- �Xi- Slee-✓ v M`�i� ' 1 U�anar2 w'lsArjt -� r_M v 7_2 1 c ' � t, 41D 1 g 1 +�- i _ _t2 (o ��� = O, I1� ZSIh Z. �1CIL mit P�j 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2 797 FUSProject: 'Q 11 b Job No: V`�,A�''AA.5-- Subject: Sheet Name: F-11I� Structural SOlutaw7S Originating Office: ❑ Seattle VT Tacoma Date: Wam,z 1 1 1 1 ' Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project:Masonry Group Job No: 00-000 Subject:Example Name:USER ' Structural Sehgeins Originating Office:Tacoma Date: 4/2/2014 Masonry Slender Wall Design IBC 2009/ACI 530-11 ' Description Olympic Medical Center-Masonry Wall off grid A ' Design Criteria Masonry Strength f.:= 1500psi Wall Thickness(nominal) t,:= 8in ' Steel Strength Fy:= 60000psi Wall Thickness(actual) to=7.63•in Section Width b 121n ' Wall Height h:= 14ft Section Depth d:= 3.75in Gross Area Ag=91.5•in Wall Weight w:= 85psf — Slenderness h =22.0 Modulus of Elasticity to ' ES:= 29000000psi If Wt<30 Limit P.to 0.2fm. If Wt>30limit P„to 0.05fm Em= 1350000-psi n=21.48 Limit P„/AG Limit=300-psi Loads ' Lateral Loads Seismic Load Sesmic Wall Weight SWW:= 85psf (Includes weight of wall,veneer,furring,etc.) ' Left Side Trib to Pier w1 := Oft Sds:= 1.037 1:= 1.5 Right Side Trib to Pier w2:= Oft Lateral Weight of Pier and Trib to Pier ' wp:= SWW(b + w1 + w2)= 85•plf EQ:= 0.4•Sds•I•wp=52.89•plf ' Wind Load Ka:_ .85 KZt:= 1.0 Vwind:= 115 mph KZ:= .85 Iwind: 1.15 qz:= (.00256Kd•ICz•I-zt•Iwiad'Vwind2) Psf =28.13 psf ' Wind force: GC 1.1 From Figure 6-11A in ASCE 7-05 Aw:= (b+ w1 + w2) Windext:= gz•GC•Aw=30.94•plf Windint= 5psf•Aw Paraieten#`: xterior r Wind=5•plf ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall A Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 1 of 4 ' (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 Subject: Example Name:USER ' Structural Sehrtiens Originating Office:Tacoma Date: 4/2/2014 ' Max Lateral wu:= max(EQ,1.6Wind) wu=52.9•plf Roof Tributary to Segment Vertical Loads Roof Dead Load DL:= 80psf Tributary Length Lt:= Oft Roof Live Load(Snow) LL:= 25psf Wall Width Trib. Wt:- Ift Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R:= 145701b Pi2R:= Olb ' Eccentricity ecc:= lin Factored Wall h Weight: Pulw (1.2+ .2•Sas)w•b•2 =837-lb P Total Vertical Load: Put Pu111+ PulW = 15407-lb ' � „ w= b CheckPu/Ag<Limit Pnl = 168.4-psi ' Ag Reinforcing Try#5 @ 24"o.c. Area of Steel for 12"segment: A,:= 0.155in2 Stress Block Properties(ACI 530-08 EQ 3-29) a1 = Puy + y = 1.72-in cl := at =2.14.in 0.8•f,,,•b 0.8 ' + ASF a2:::= =0.65 in c2:_ —<8 n ' fm b 0.8 Wall Strength(ACI 530-03 EQ 3-28) 4)Mul = 0.94AJ,+ Pu1)• d– a, =5359-ft-lb ' �MIi2:= 0.9 s –— �2390-ft- www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall A Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 2 of 4 ' (206)292-5076*(206)467-7788 fax Project:Masonry Group Job No: 00-000 a PC'S, Subject:Example Name:USER StructOriginating Office:Tacoma Date: 4/2/2014 ' 3 Aseffl := Pu1 FAs•Fy =0.41•in2 'crl := n'Aseffl'�d —cI)2+ b 31 =62-in Y AwM:= F =0.16•in Icr2:= n'Ase �q ' 31-in ' Initial deflection based upon maximum moment(Mn). (ACI 530-08 EQ 3-31) 5•Mn1•h2 h2 , Ani :_ =2.5.in 0n2 :_ -in ' 48•Em'Icrlm'Icr2 Ultimate Moment (ACI 530-08 EQ 3-25) w h ' 2 Miil := 8 + Pu1R'etc P w + CPu1R+ 2J'Ont =5025-ft-lb �PuM ��2��6 M •ft•lbu2 8 Loads — _ Service Load Vertical L PIR:= (DL+ LL)•Wt•Lt 0-lb ' Deflection Check P1w= w'Wc' =595-lb 2 Lateral Load ws:= w u =37.78•plf ' 1.4 b•ta3 4 Wall Properies fr:= 163psi Ig:= 12 =443-in ' f�Ig Mer:_ = 1579-ft-lb to 2 Initial Deflection Assumption Osi 0.6in ' 2 Service Load Moment Mser w + PIR.2 + (PIR+ Pl)•osi =940-ft-lb 8 h ' S•Mcr•h2 Cracked Section Deflection per:= =0.09-in 48 Em Ig ' www.pcs-structural.com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall A Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 3 of 4 (206)292-5076*(206)467-7788 fax ' Project:Masonry Group Job No: 00-000 PL;5 Subject:Example Name:USER ' Structural Sehuiiens Originating Office:Tacoma Date: 4/2/2014 ' Service Deflection p — If Mser<Mcr S S•Mser'h2 48'Em'Ig _ ACI 503-03 EQ 3-30 5 Mcr h2 5 Mser—Mcr) h2 AS. _ + If Mser>Mcr 48•Em•Ig 48•Em'Icrl ACI 503-03 EQ 3-31 As=0.06-in 0.007•h= 1.18-in www.pcs-structura].com 950 Pacific Ave.Suite 1100 Tacoma,WA 98402 14095-Masonry Slender Wall Design-Wall A Incorporated 1969 (253)383-2797*(253)383-1557 fax kmw.xmcd 811 First Ave.Suite 510 Seattle,WA 98104 4 of 4 (206)292-5076*(206)467-7788 fax Project: lob No: 140 qS FUS Subject: Sheet Name: Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 1 r ' Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ki vj x (E)V414x48 (E)P414x48 (E)K14x48 Ll--j H24X55(351 4&) 490 Y41OX1214&)........ P . .......... -.11 ......I ......... ...... ................ 11.1'...........".......,.,...,. ... ............ ...................... ...........— ............... ........ x ....... ....... . ............ .. .. ... ............... ............... ....................... . .......... ....... ...... ..... . ........... ... ............... .......1.11'.. ........... ........ . ... .......... .. POOA2-<bi: WIOXI <8> —Q (A Fn F) Fn Fn IF) x x x x x 4z, Iz K2 METAL I GONGRETE Q�q K2.4xK2.41 THICKNESS) Y4 r X� V424x55(351(r,=314") 1 K24x551(35) r 1 Project: Job No: �D, �i FUSSubject: y " Sheet Name: K M — 1 Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 3,7 Cc 1 �Z 1 (�� 'P-t- wAVS 4�W. s 1 1 �3 c�t,v,,,�, C�.��► as '�► � (�-�"�-� aS � �'�`�"-pct.✓ 1 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.Pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Fil RAM SBeam v5.01 Gravity Beam Design RAM R1 04/01/14 14:08:45 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (33.83,0.00) ' Beam Size(User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 33.83 Distance to Adjacent Beam on Left (ft)= 8.7 ' Distance to Adjacent Beam on Right (ft) = 8.7 COMPOSITE PROPERTIES (Not Shored): ' Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete(pcf) 145.00 145.00 ' f c(ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok ' beff(in) 101.49 Y bar(in) = 17.66 Mnf(kip-ft) 486.50 Mn(kip-ft) 409.94 C (kips) = 258.45 PNA (in) = 15.54 ' Ieff(in4) = 892.49 Itr(in4) _ 1458.14 Stud length(in) 4.50 Stud diam (in) 0.75 Stud Capacity(kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 ' #of studs: Full = 65 Partial= 15 Actual=32 Number of Stud Rows= 1 Percent of Full Composite Action= 56.61 Top flange braced by decking for Composite condition. Top flange braced by decking for Pre-composite condition. LINE LOADS (k/ft): Load Dist (ft) DL CDL LL CLL 1 0.000 0.031 0.031 0.000 0.000 33.830 0.031 0.031 0.000 0.000 ' 2 0.000 0.693 0.494 0.217 0.000 33.830 0.693 0.494 0.217 0.000 3 24.670 0.347 0.000 0.000 0.000 ' 31.080 0.347 0.000 0.000 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=22.77 kips 1.00Vn= 131.18 kips ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4131, 105.2 16.9 0.0 1.00 0.90 202.50 Init DL 1 ADL 105.2 16.9 --- --- Max+ 1.2DL+1.6LL 182.0 17.3 --- --- 0.90 368.95 Controlling I ADL 105.2 16.9 0.0 1.00 0.90 202.50 REACTIONS (kips): ' Left Right Initial reaction 8.88 8.88 ' DL reaction 12.64 14.08 Max+LL reaction 3.67 3.67 ' Gravity Beam Design III RAM SBeam v5.01 Page 2/2 RAM R1 04/01/14 14:08:45 ' Left Right Max +total reaction(factored) 21.04 22.77 DEFLECTIONS: (Camber= 1) ' Initial load(in) at 16.92 ft = -1.423 L/D = 285 Live load (in) at 16.92 ft = -0.247 L/D = 1643 Post Comp load(in) at 16.92 ft = -0.534 L/D = 761 ' Net Total load (in) at 16.92 ft = -0.956 L/D = 424 1 ' Gravity Beam Design Fil RAM SBeam v5.01 RAM R2 04/01/14 14:08:27 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (35.75,0.00) Beam Size(User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length(ft) = 35.75 Distance to Adjacent Edge on Left (ft) = 0.5 ' Distance to Adjacent Beam on Right(ft)= 25.0 COMPOSITE PROPERTIES (Not Shored): ' Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete(pcf) 145.00 145.00 ' f c (ksi) 4.00 4.00 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok ' beff(in) 59.63 Y bar(in) - 21.41 Mnf(kip-ft) 1017.65 Mn(kip-ft) 918.98 C (kips) = 366.13 PNA (in) = 21.07 ' Ieff(in4) - 2331.45 Itr(in4) = 3798.14 Stud length(in) 4.50 Stud diam(in) 0.75 Stud Capacity(kips) Qn = 21.5 Rg = 1.00 Rp = 0.75 ' #of studs: Full = 66 Partial= 18 Actual=35 Number of Stud Rows= 1 Percent of Full Composite Action= 51.60 ' Top flange braced by decking for Composite condition. Top flange not braced by decking for Pre-composite condition. POINT LOADS (kips): ' Flange Bracing Dist (ft) DL CDL LL CLL Top Bottom 8.938 12.70 9.00 3.70 0.00 Yes No ' 17.875 12.70 9.00 3.70 0.00 Yes No 26.813 12.70 9.00 3.70 0.00 Yes No ' LINE LOADS (k/ft): Load Dist(ft) DL CDL LL CLL 1 0.000 0.055 0.055 0.000 0.000 ' 35.750 0.055 0.055 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL)=32.92 kips 0.90Vn=251.69 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft R kip-ft ' Center PreCmp+ 1 ADL 237.6 17.9 8.9 1.11 0.90 453.60 Init DL 1 ADL 237.6 17.9 --- Max+ 1.2DL+1.6LL 388.8 17.9 --- --- 0.90 827.08 ' Controlling I ADL 237.6 17.9 8.9 1.11 0.90 453.60 REACTIONS (kips): 1 rGravity Beam Design RAM SBeam v5.01 Page 2/2 r RAIN R2 04/01/14 14:08:27 Left Right Initial reaction 14.49 14.49 DL reaction 20.04 20.04 r Max+LL reaction 5.55 5.55 Max+total reaction(factored) 32.92 32.92 DEFLECTIONS: (Camber=3/4) Initial load(in) at 17.88 ft = -0.950 L/D = 452 Live load(in) at 17.88 ft = -0.214 L/D = 2007 r Post Comp load(in) at 17.88 ft = -0.428 L/D 1003 Net Total load (in) at 17.88 ft = -0.627 L/D = 684 r r r r 1 r r r r r r r r ' RAM SBeam v5.01 Gravity Beam Design, RAM R3 04/01/14 14:37:32 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (33.83,0.00) ' Beam Size(Optimum) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 33.83 Cantilever on right(ft) = 3.50 ' Mp (kip-ft) = 397.50 Top flange braced by decking. ' LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.044 0.000 30.330 0.044 0.000 2 0.000 0.693 0.217 30.330 0.693 0.217 ' 3 30.330 0.044 0.000 33.830 0.044 0.000 4 30.330 0.693 0.217 ' 33.830 0.693 0.217 5 24.670 0.347 0.000 30.330 0.347 0.000 6 30.330 0.347 0.000 31.080 0.347 0.000 ' SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=21.07 kips 1.00Vn =217.35 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn ' kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 142.2 15.2 0.0 1.00 0.90 357.75 Max - 1.2DL+1.6LL -7.7 30.3 30.3 1.14 0.90 65.35 Right Max - 1.2DL+1.6LL -7.7 30.3 3.5 1.00 0.90 357.75 Controlling 1.2DL+1.6LL 142.2 15.2 0.0 1.00 0.90 357.75 ' REACTIONS (kips): Left Right DL reaction 11.21 15.95 ' Max+LL reaction 3.29 4.09 Max -LL reaction -0.04 0.00 Max +total reaction(factored) 18.72 25.69 DEFLECTIONS: Center span: Dead load(in) at 15.16 ft = -0.578 L/D = 630 Live load(in) at 15.16 ft = -0.169 L/D = 2154 Net Total load (in) at 15.16 ft = -0.747 L/D = 488 ' Right cantilever: Dead load (in) = 0.211 L/D = 398 Pos Live load (in) _ -0.004 L/D = 23257 Neg Live load(in) 0.062 L/D = 1346 iGravity Beam Desi RAM SBeam v5.01 Page 2/2 RAM R3 04/01/14 14:37:32 ' Right cantilever: — Neg Total load (in) 0.273 L/D = 307 i 1 1 Project: `"\`G Job No: ���� 1FU Subject: Sheet Name: w�1 Structural Solutions Originating Office: E] Seattle Tacoma Date:�' ( /, 14- 1 1 1 TrT = 1(.fz ` CG ' y 1 1 .54 ►o S,M , Mme- FV_ L.0� !�Q4M O'?�-is r�S�&Ievl- .; 6P=10 7-6= k4-� - '2b 1 1 1 1 Seattle 811 First Avenue,Suite 620-Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 ' Fil RAM SBeam v5.01 Gravity beam Design ' RAM R4 04/01/14 14:31:30 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) .I-End (30.75,0.00) Beam Size(User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length(ft) = 30.75 Distance to Adjacent Beam on Left(ft)= 3.5 ' Distance to Adjacent Beam on Right (ft)= 30.0 COMPOSITE PROPERTIES (Not Shored): ' Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete(pcf) 145.00 145.00 ' f c (ksi) 4.00 4.00 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok ' beff(in) - 67.13 Y bar(in) = 21.84 Mnf(kip-ft) 1046.11 Mn(kip-ft) 922.06 C (kips) = 366.13 PNA (in) = 21.07 Ieff(in4) - 2312.09 Itr(in4) _ 3909.42 Stud length (in) - 4.50 Stud diam (in) 0.75 Stud Capacity(kips) Qn = 21.5 Rg = 1.00 Rp = 0.75 #of studs: Full = 76 Partial=20 Actual = 35 Number of Stud Rows= 1 Percent of Full Composite Action=45.84 ' Top flange braced by decking for Composite condition. Top flange not braced by decking for Pre-composite condition. POINT LOADS (kips): Flange Bracing Dist (ft) DL CDL LL CLL Top Bottom 7.688 15.80 11.30 4.10 0.00 Yes No ' 15.375 15.80 11.30 4.10 0.00 Yes No 23.063 15.80 11.30 4.10 0.00 Yes No ' LINE LOADS (k/ft): Load Dist(ft) DL CDL LL CLL 1 0.000 0.055 0.055 0.000 0.000 ' 30.750 0.055 0.055 0.000 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=39.30 kips 0.90Vn=251.69 kips ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft ' Center PreCmp+ 1 ADL 252.4 15.4 7.7 1.11 0.90 484.70 Init DL I ADL 252.4 15.4 --- --- Max+ 1.2DL+1.6LL 400.2 15.4 --- --- 0.90 829.85 ' Controlling 1 ADL 252.4 15.4 7.7 1.11 0.90 484.70 REACTIONS (kips): Gravity Beam Design, RAM SBeam v5.01 Page 2/2 ' RAM R4 04/01/14 14:31:30 ' Left Right Initial reaction 17.80 17.80 DL reaction 24.55 24.55 ' Max+LL reaction 6.15 6.15 Max+total reaction (factored) 39.30 39.30 DEFLEC'T'IONS: (Camber= 1/2) ' Initial load (in) at 15.38 ft = -0.746 L/D = 495 Live load(in) at 15.38 ft = -0.152 L/D = 2427 ' Post Comp load (in) at 15.38 ft = -0.319 L/D = 1157 Net Total load (in) at 15.38 ft = -0.565 L/D = 653 1 1 Gravity Beam Design RAM SBeam v5.01 RAM RS 04/01/14 14:31:14 STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (34.75,0.00) Beam Size(User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length(ft) = 34.75 Distance to Adjacent Beam on Left (ft) = 8.7 Distance to Adjacent Beam on Right(ft) = 8.7 COMPOSITE PROPERTIES (Not Shored): Left Right ' Concrete thickness (in) 3.50 3.50 Unit weight concrete(pcf) 145.00 145.00 ' f c (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok ' beff(in) = 104.04 Y bar(in) = 23.28 Mnf(kip-ft) 1090.47 Mn(kip-ft) 854.36 C (kips) = 258.45 PNA (in) = 18.34 Ieff(in4) - 2257.89 Itr(in4) = 4289.69 Stud length(in) 4.50 Stud diam (in) 0.75 Rg Stud Red. Factor Rg[I] = 1.00 Rg[2] = 0.85 t Rp Stud Red. Factor Rp[1] = 0.60 Rp[2] = 0.60 Stud Capacity(kips) Qn[1] = 17.2 Qn[2] = 14.6 #of studs: Max = 68 Partial=29 Actual =35 ' Number of Stud Rows=2 Percent of Full Composite Action= 30.79 Top flange braced by decking for Composite condition. ' Top flange braced by decking for Pre-composite condition. POINT LOADS (kips): Flange Bracing ' Dist (ft) DL CDL LL CLL Top Bottom 0.830 40.00 28.50 11.20 0.00 Yes No 31.250 24.60 17.50 6.20 0.00 Yes No ' LINE LOADS (k/ft): Load Dist(ft) DL CDL LL CLL ' 1 0.000 0.055 0.055 0.000 0.000 34.750 0.055 0.055 0.000 0.000 2 0.000 0.693 0.494 0.217 0.000 ' 34.750 0.693 0.494 0.217 0.000 3 24.670 0.347 0.000 0.000 0.000 31.080 0.347 0.000 0.000 0.000 ' SHEAR(Ultimate): Max Vu (1.2DL+1.6LL) =90.48 kips 0.90Vn=251.69 kips MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ I ADL 177.0 19.3 0.0 1.00 0.90 502.50 ' Init DL 1 ADL 177.0 19.3 --- --- ' Gravity Beam Design Fil RAM SBeam v5.01 Page 2/2 RAM RS 04/01/14 14:31:14 Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn Max + 1.2DL+1.6LL 296.9 19.7 0.90 768.93 Controlling 1.2DL+1.6LL 296.9 19.7 --- --- 0.90 768.93 ' REACTIONS (kips): Left Right Initial reaction 39.12 25.96 DL reaction 54.96 37.86 Max+LL reaction 15.33 9.61 ' Max+total reaction(factored) 90.48 60.81 DEFLECTIONS: (Camber= 1/2) Initial load (in) at 17.90 ft = -0.741 L/D = 563 ' Live load (in) at 17.90 ft = -0.170 L/D = 2454 Post Comp load(in) at 17.90 ft = -0.366 L/D = 1138 ' Net Total load(in) at 17.90 ft = -0.607 L/D = 687 ' Fil RAM SBeam v5.01 Gravity Beam Design RAM R6 04/01/14 14:30:58 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (34.83,0.00) ' Beam Size(User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length(ft) = 34.83 Distance to Adjacent Edge on Left(ft) = 0.5 Distance to Adjacent Beam on Right(ft) = 25.0 COMPOSITE PROPERTIES (Not Shored): ' Left Right Concrete thickness (in) 3.50 3.50 Unit weight concrete(pcf) 145.00 145.00 ' f c(ksi) 4.00 4.00 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok ' beff(in) = 58.24 Y bar(in) - 21.33 Mnf(kip-ft) 1012.31 Mn(kip-ft) 918.33 C (kips) = 366.13 PNA (in) = 21.07 ' Ieff(in4) _ 2334.81 Itr(in4) - 3775.81 Stud length(in) 4.50 Stud diam (in) 0.75 Stud Capacity(kips) Qn = 21.5 Rg = 1.00 Rp = 0.75 #of studs: Full = 67 Partial= 18 Actual=35 Number of Stud Rows= 1 Percent of Full Composite Action= 52.79 Top flange braced by decking for Composite condition. ' Top flange not braced by decking for Pre-composite condition. POINT LOADS (kips): ' Flange Bracing Dist(ft) DL CDL LL CLL Top Bottom 8.710 14.10 10.00 3.70 0.00 Yes No ' 17.420 14.10 10.00 3.70 0.00 Yes No 26.125 14.10 10.00 3.70 0.00 Yes No ' LINE LOADS (k/ft): Load Dist(ft) DL CDL LL CLL 1 0.000 0.055 0.055 0.000 0.000 ' 34.830 0.055 0.055 0.000 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL) =35.42 kips 0.90Vn=251.69 kips ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft ' Center PreCmp+ 1 ADL 255.5 17.4 8.7 1.11 0.90 459.31 Init DL 1 ADL 255.5 17.4 --- --- Max+ 1.2DL+1.6LL 407.8 17.4 --- --- 0.90 826.49 ' Controlling 1 ADL 255.5 17.4 8.7 1.11 0.90 459.31 REACTIONS (kips): 1 Gravity Beam Design III RAM SBeam v5.01 Page 2/2 1 RAM R6 04/01/14 14:30:58 1 Left Right Initial reaction 15.96 15.96 DL reaction 22.11 22.11 1 Max+LL reaction 5.55 5.55 Max+total reaction(factored) 35.41 35.42 DEFLECTIONS: (Camber= 3/4) Initial load (in) at 17.41 ft = -0.969 L/D = 431 Live load (in) at 17.41 ft = -0.197 L/D = 2117 Post Comp load(in) at 17.41 ft = -0.416 L/D = 1004 Net Total load(in) at 17.41 ft = -0.636 L/D = 658 1 1 1 i i i 1 1 1 1 Project: 1 y`� lob No: '`0_`S7 i � LL..-- Subject: Sheet Name: 1_Myy 1 Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 1 �Pit7f l�-X W1bk31e__37- 2-- Z 1 1 Got, G2 wqw�5 --- ❑ ---� iNto?c t Z,<-Ca y W?'ham <3 S C= g !2 ''� 5 1 Cwt. G 3 --: St M . 70 G ► 1 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 1 Steel Column File=g:12014 Jobs114095 Oly Med Ctr Emerg Dept ExpanlCalcs114095 talcs kmw.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.1.23 Lic.#: KW-06002327 Licensee: PCS STRUCTURAL SOLUTIONS Description: Column C1 Code References Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 t General Information Steel Section Name: HSS6x6x3/8 Overall Column Height 14.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns ' Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=14.0 It,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Un raced Length for Y-Y Axis buckling=14.0 ft,K=1.0 ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:383.681 lbs'Dead Load Factor AXIAL LOADS... ' From W2455:Axial Load at 14.0 ft,Xecc= 6.000 in,D=22.10,S=5.60 k From W16x31:Axial Load at 14.0 ft,Yecc= -6.000 in,D=6.70,S=2.0 k DESIGN SUMMARY ' Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5950 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50L+1.60S+1.60H Top along X-X 0.9893 k Location of max.above base 13.906 ft Bottom along X-X 0.9893 k At maximum location values are... Top along Y-Y 0.3107 k ' Pu 47.180 k Bottom along Y-Y 0.3107 k 0.9'Pn 217.799 k Maximum SERVICE Load Deflections... Mu-x 5.582 k-ft 0.9'Mn-x: 54.510 k-ft Along Y-Y 0.08322 in at 8.175ft above base ' Mu-y -17.621 k-ft for load combination:D+S 0.9'Mn-y: 54.510 k-ft Along X-X -0.2650 in at 8.175ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.01771 :1 Load Combination +1.20D+0.50L+1.60S+1.60H Location of max.above base 0.0 ft At maximum location values are... ' Vu:Applied 1.267 k Vn'Phi:Allowable 71.564 k Maximum Deflections for Load Combinations -Unfactored Loads ' Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.2114 in 8.174 ft 0.064 in 8.174 It. S Only -0.0536 in 8.174 ft 0.019 in 8.174 ft D+S -0.2650 in 8.174 ft 0.083 in 8.174 ft 1 1 Steel Column File=g:12014 Jobs114095 Oly Med Ctr Emerg Dept Expan\Calcs114095 calcs kmw.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.1.23 Lic.#: KW-06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description: Column C1 e.nm 1 1 i C � - XLoad 1' O r 11 ' N Y 6.00in ' Load 2 Loads are total entered value.Arrows do not refect absolute direction. 1 1 1 1 1 1 Steel Column File=9:\2014 Jobs114095 Oly Med Ctr Emerg Dept Expan\Calcs114095 cafes kmw.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.1.23 Lic.#: KW-06002327 Licensee: PCS STRUCTURAL SOLUTIONS Description: Column C2 ' Code References Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS7x7x1/2 Overall Column Height 14.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns ' Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=14.0 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Un race Length for Y-Y Axis buckling=14.0 ft,K=1.0 ' Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:586.81 lbs*Dead Load Factor AXIAL LOADS... ' From W2455:Axial Load at 14.0 ft,Xecc= -6.500 in,D=22.10,S=5.60 k From W2455:Axial Load at 14.0 ft,Yecc= -6.500 in,D=55.0,S=15.30 k DESIGN SUMMARY ' Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9729 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50L+1.60S+1.60H Top along X-X 1.072 k Location of max.above base 13.906 ft Bottom along X-X 1.072 k At maximum location values are... Top along Y-Y 2.720 k ' Pu 126.664 k Bottom along Y-Y 2.720 k 0.9*Pn 364.966 k Mu-x 48.681 k-ft Maximum SERVICE Load Deflections... 0.9*Mn-x: 96.255 k-ft Along Y-Y 0.3575 in at 8.175ft above base Mu-y 19.089 k-ft for load combination:D+S 0.9*Mn-y: 96.255 k-ft Along X-X 0.1409 in at 8.175ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.03244 :1 Load Combination +1.20D+0.50L+1.60S+1.60H Location of max.above base 0.0 ft At maximum location values are... ' Vu:Applied 3.501 k Vn*Phi:Allowable 107.902 k Maximum Deflections for Load Combinations -Unfactored Loads ' Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.1124 in 8.174 ft 0.280 in 8.174 ft S Only 0.0285 in 8.174 ft 0.078 in 8.174 ft D+S 0.1409 in 8.174 ft 0.357 in 8.174 ft 1 1 Steel Column File=g:12014 Jobs114095 Oly Med Ctr Emerg Dept ExpanlCalcs114095 calcs kmw.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.23,Ver:6.14.1.23 Lic.#: KW-06002327 Licensee: PCS STRUCTURAL SOLUTIONS Description: Column C2 _- --------------------------—----- -- m wa C ^d1 X r O i II L I Y i7.00in 1 i Load 2 Loads are total entered value.Arrows do not reflect absolute direction. 1 1 1 (EyVI x48A,1u — — - _ _ - _ LokV ' - - - Wlmx12 Si M cam►4 1 1/211 TYPE 11611 METAL A X DECK (20 G U(5E) 5EE q 5.00 Wl Ox12 Sim Gw 4 Xm 5.00 N l m X W10x12 $M (, L 1 Fs, x t Wlmx12 M N Wlmx12 x ®® C-�M.GAN cy � cv ' x ml A - 1.1-n AACT A I T'11=/Y 1'7/75 r A I IAI Project: V'* C)( Job No:on '"" IMI " Subject..FU6 7: Sheet Name: /g Structural Solutions Originating Office: Seattle Tacoma Date: C; El Q V_D— 2�~P: (� ' ) = l?E:> Pkv !o ►�.� D 1p.z�`D 10 s 0-2,0 1 TIM - �- Gam• was f / k 1.o 14" INIZ> 22 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: 1 Job No: 1 q ' Subject: a — Sheet Name:K QPCra I V Structural Solutions Originating Office: ❑ Seattle 471 Tacoma Date: 44ZI 1+ ' �A�-4 f i2em C62, XZ-� 15D T.-UF Chi�icSP Cep �� 1;=-M P� 2 1 1 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 1F11RAM SBeam v5.01 Gravity Beam Design 1 ram CAN 2 04/03/14 10:28:27 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (12.00,0.00) 1 Beam Size(User Selected) = W8X10 Fy = 50.0 ksi Total Beam Length(ft) = 12.00 Mp (kip-ft) = 36.96 Top flange not braced by decking. POINT LOADS (kips): 1 Flange Bracing Dist(ft) DL LL Top Bottom 6.000 0.25 0.40 Yes No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.010 0.000 1 12.000 0.010 0.000 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)= 0.54 kips 1.00Vn=40.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 3.0 6.0 6.0 1.63 0.90 32.87 Controlling 1.2DL+1.6LL 3.0 6.0 6.0 1.63 0.90 32.87 ' REACTIONS (kips): Left Right DL reaction 0.19 0.19 1 Max+LL reaction 0.20 0.20 Max+total reaction(factored) 0.54 0.54 ' DEFLECTIONS: Dead load(in) at 6.00 ft = -0.023 L/D = 6351 Live load (in) at 6.00 ft = -0.028 L/D = 5169 1 Net Total load (in) at 6.00 ft = -0.051 L/D = 2850 1 r 1 i 1 ' RAM SBeam v5.01 Gravity Beam Design RAM CAN 1 04/03/14 10:28:50 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (8.40,0.00) ' Beam Size (User Selected) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 8.40 Cantilever on right(ft) = 3.00 ' Mp (kip-ft) = 36.96 Top flange braced by decking. ' LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.010 0.000 ' 5.400 0.010 0.000 2 0.000 0.120 0.150 5.400 0.120 0.150 ' 3 5.400 0.010 0.000 8.400 0.010 0.000 4 5.400 0.120 0.150 8.400 0.120 0.150 SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)= 1.40 kips 1.00Vn=40.24 kips ' MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft ' Center Max + 1.2DL+1.6LL 1.1 2.4 0.0 1.00 0.90 32.87 Max - 1.2DL+1.6LL -1.8 5.4 5.4 2.61 0.90 32.87 Right Max - 1.2DL+1.6LL -1.8 5.4 3.0 1.00 0.90 32.87 ' Controlling 1.2DL+1.6LL -1.8 5.4 5.4 2.61 0.90 32.87 REACTIONS (kips): ' Left Right DL reaction 0.24 0.85 Max+LL reaction 0.40 0.98 ' Max -LL reaction -0.12 0.00 Max+total reaction (factored) 0.94 2.59 ' DEFLECTIONS: Center span: Dead load(in) at 2.51 ft = -0.001 ' Live load(in) at 2.51 ft = -0.003 L/D = 20288 Net Total load (in) at 2.51 ft = -0.004 L/D = 16371 Right cantilever: ' Dead load(in) -0.004 L/D = 19411 _ Pos Live load (in) -0.010 L/D = 7208 Neg Live load (in) = 0.006 L/D = 12605 ' Pos Total load (in) _ -0.014 L/D = 5256 Neg Total load (in) = 0.002 L/D = 35951 ' FilGravity Beam Desi RAM SBeam v5.01 RAM CAN 3 04/02/14 15:25:54 STEEL CODE: RISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (18.50,0.00) ' Beam Size(User Selected) = W 12X22 Fy = 50.0 ksi Total Beam Length (ft) = 18.50 Cantilever on right (ft) = 6.50 ' Mp (kip-ft) = 122.08 Top flange not braced by decking. ' POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom ' 6.000 1.00 1.00 Yes No 18.500 0.50 0.50 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.022 0.000 12.000 0.022 0.000 2 12.000 0.022 0.000 18.500 0.022 0.000 ' SHEAR(Ultimate): Max Vu (1.2DL+1.6LL)=2.36 kips 1.00Vn =95.94 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 6.6 6.0 6.0 1.63 0.90 109.87 ' Max - 1.2DL+1.6LL -9.7 12.0 12.0 2.80 0.90 109.87 Right Max - 1.2DL+1.6LL -9.7 12.0 6.5 1.00 0.90 85.33 Controlling 1.2DL+1.6LL -9.7 12.0 6.5 1.00 0.90 85.33 ' REACTIONS (kips): Left Right ' DL reaction 0.32 1.59 Max+LL reaction 0.50 1.27 Max -LL reaction -0.27 0.00 ' Max+total reaction (factored) 1.19 3.94 DEFLECTIONS: ' Center span: Dead load (in) at 5.58 ft = -0.003 L/D = 41165 Live load (in) at 5.58 ft = -0.014 L/D = 10548 ' Net Total load (in) at 5.58 ft = -0.017 L/D = 8396 Right cantilever: Dead load (in) _ -0.030 L/D = 5204 ' Pos Live load (in) _ -0.050 L/D = 3135 Neg Live load (in) 0.022 L/D = 6981 Pos Total load (in) _ -0.080 L/D = 1956 ' Gravity Beam Design RAM SBeam v5.01 ram CAN 4 04/02/14 15:26:23 ' STEEL CODE: AISC 360-05 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (9.33,0.00) ' Beam Size(User Selected) = W10X12 Fy = 50.0 ksi Total Beam Length(ft) = 9.33 Cantilever on right(ft) = 3.00 ' Mp (kip-ft) = 52.50 Top flange braced by decking. ' POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom ' 0.916 0.60 0.40 Yes No LINE LOADS (k/ft): Load Dist(ft) DL LL ' 1 0.000 0.012 0.000 6.330 0.012 0.000 ' 2 0.000 0.120 0.150 6.330 0.120 0.150 3 6.330 0.012 0.000 ' 9.330 0.012 0.000 4 6.330 0.120 0.150 9.330 0.120 0.150 ' SHEAR(Ultimate): Max Vu (1.2DL+1.6LL) =2.31 kips 1.00Vn=56.26 kips MOMENTS (Ultimate): ' Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 2.4 2.4 0.0 1.00 0.90 46.90 Max - 1.2DL+1.6LL -1.8 6.3 6.3 2.47 0.90 46.90 Right Max - 1.2DL+1.6LL -1.8 6.3 3.0 1.00 0.90 46.44 Controlling 1.2DL+1.6LL 2.4 2.4 0.0 1.00 0.90 46.90 ' REACTIONS (kips): Left Right ' DL reaction 0.84 0.99 Max+LL reaction 0.82 1.09 Max -LL reaction -0.11 0.00 ' Max+total reaction(factored) 2.31 2.94 DEFLECTIONS: ' Center span: Dead load (in) at 2.94 ft = -0.003 L/D = 25798 Live load (in) at 2.94 ft = -0.004 L/D = 17042 ' Net Total load(in) at 2.94 ft = -0.007 L/D = 10263 Right cantilever: Dead load(in) = 0.001 ' Pos Live load(in) _ -0.006 L/D = 11225 ' Gravity Beam Design Fil RAM SBeam v5.01 Page 2/2 e RAM CAN 4 04/02/14 15:26:23 ' night cantilever: Neg Live load (in) — 0.007 L/D = 11035 Pos Total load (in) = -0.006 L/D = 13003 ' Neg Total load (in) = 0.007 L/D = 9728 Address: 939 Caroline Street r: Materials Vesting & Consulting, Inc. ]WIT Geo4rclllnisrl£nfdrseelrtttr A'Conwpin��Sprcinl In.pexii!+n�111aterinls Tafvn��6nrir+lnmenlal t'coewlllari ' E.qy TAT-rddne nn$inn IMI Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Reinforcing Steel: Report#F61214 CLIENT Olympic Medical Center DATE 11/04/21014 PROJECT LOCATION 939 Caroline St PERMIT# .Port Angeles WA 93 362 Inspection Information: Inspection Date: 11/04/2014 Time Onsite: 12:30 PM Weather Conditions: Cloudy 60s F. Inspection Performed: Reinforcing Steel Report Profile: ® Standby (1.5 Hour) Comments: Arrived on site and ntet with.lint Williams with Rush Commercial. Sheets:51.01,51.02,52.00,S3.00,S3.01. Details:GN/S 1.012 S1.02,2,7,8,11/S3.00,7/S3.01:RFI# 12 dated 9/9/14 regarding I I"thick walls,RFl#22 dated 10/14/14 regarding Plinth at grid line B.5. Location:Stein Walls And Concrete Plinth A-13.5 Level:Foundation Elevation:See plans. Reinforcing Steel Placement: Observed the placement ol'ASTM A615,Grade 60 Reinforcing Steel into stem walls and plinth within the above mentioned locations. Reinforcing steel was of the proper size,grade,lap,spacing,location,clearance,and secure prior to the placement of concrete. Embeds:N/A Anchor Bolts:Per detail 8,11/S3,00. Concrete Placement: Sheets:51,01,51.02.52.00,53.00,S3.01. Details:GN/S1.01,S1.02,2,7,8,11/S3.00,7/S3.01. Location:Stem Walls And Concrete Plinth A-B.5 Level:Foundation Elevation:See plans. Observed the placement of 13 CY ol'concrete mix design 93 C-14329 into stein walss and plinth within the locations mentioned above. One set ol'94"x 8"cylinders were cast for compressive test specimens.Four of the nine cylinders cast were for field Cure specimens. Concrete was mechanically consolidated using a high cycle-vibrator. Reference report number 038166. Standby time was for waiting on concrete to arrive on site. Work performed..that was visually inspected was found to be in conlonnance with project plans dated 6/16/2014. Images: A'1�v.n'NI•vh a,xn vll;}rn,�vlrmm,h nK Al�vat�ana�m r..'raa,,►;r:4v ad erWn,dl rpvnar slro q,ln 4r+m rdreW yprrl.ddb ,a-,:-fe,.a va.)rr�,mam CanAnn,natvvan nrt�T.hw6 repm�p wrrrryn+h<.mW x�s6..r drnr,fira•e.r 1101 . 1611 4urr41a r—inl A C'16a+.dwn1, Inr 4n rlt lc•+¢+�n:-J. Corpnrnte ► 779 l:brgcler Drive • Burlington, N'A 992.13 9 Pbnac .1ti0.755.1990 • Fax 360 755.19110 W (Region 21 021 Mac& Lake HOV4L l.H' - Olympia. "A 924102 • Phone 360-134.9777 • Fax 360.5.14.9779 N1,µ Region + 9415 Dupont titrccl, Suit-t 5 • Heillugham, lull 4J9223 • Phone 1641.641,.6114iI r Fax 360.(,47.91 I1 Visii our website: :+•:r••n.mtc icic.r,,R Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/04/2014,#F61214,Page I of 2 t �-• Materials Testing & Consulting, Inc .47C Cewlerimksaf Faeiwre Clmsvltine a Special inipeetitm•Malerials Teatime•Envinmmental Calrmhin ' Paginwrt<d Ant.rwln.Sime I Rtl '"` ac Joint r,. UPLOADED: 11/04/2014 17:55:00 REPORTED BY:Leland Watkins REVIEWED BY:Tim Macke,Project Manager s't t�r•.a.pr..h«,BrAlt.,�..w.Af�...Jr.,' 0.,...�et.an...n..k.w4 r.t.1.i1-...hmdid}--*.i.,tna�rtr.wn.a..r n�ac+hw.re�t4.r tr t.a SQn.d x.erl v..n..�.r.lt. 1401- 14k3 N.Itrl.t1 r..'Mit a C•...I. #.Inc kit 1+411-141111.4 f.orpnrate • 777 Chrysler DriVvt • Burlington, WA 95233 + phawc 360.733-1990 ► Fat 360.735.1986 SW Regina • .'1 In Riad tate Hlvd ti W • 01)rnPia, WA 99312 • Phone RA.134.9717 • Fait, .4h(1.334.9779 NW Rt-glon gt►S Dupt..nt 5ttect, Suite S • tielliaghum, WA 48321 • Phone 164).647.6061 • fiat :1641.647.91 t I Visit our website: . »•a_mtc isc.nec Emergency Department South Expansion-Olympic Medical Center-PO M02493-14X035,11/04/2014,#F61214,Page 2 of 2 Materials 'Testing & Consulting, Inc. Gawk-K!nkal F.rrz�wrring A CcmwAing•5perial Inspedkm•MaterrialsTesSng i Enrinmmentai Cw mllixg F.agillrrrr+d Arrmmnra.Sinn 1981 a" +—" Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Visual Soil Inspection: Report#F51239 CLIENT Olympic Medical Center DATE 11/05/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 11/05/2014 Time Onsite: 12:30 PM Weather Conditions: i Cloudy,50s F. v Inspection Performed: {Visual Soil Inspection Comments: f Arrived on site for concrete test specimen pick up.While on site 1 spoke with Jim Williams with Rush Commercial and he informed me� i that they wanted to start back filling around the building foundations on Monday.I suggested to him that we obtain a sample of the proposed structural fill material so that we could get started on the lab testing.1 was directed to C&J Excavating and met with Randy Cooper.Randy took me to the Angeles Concrete Products Haller Pit to obtain a sample.The material was taken out of the stock pile and recombined into a representative sample pad and obtained.Two bags of material were transported to the lab for testing. Images: UPLOADED: 11/05/2014 15:52:00 Sample Pad REPORTED BY:Leland Watkins REVIEWED BY:Tim Macke,Project Manager ,41 c.iw,l+1 -�R ngr�tt•aw,4ftl+v+4h�M.A,a�+M}t>rtnR•W ed�h,Y rpYi�}.*�qf,n,r}I,nnen•S gtr_t}ei l,,T!,.rM•N/1r4,+!d 4r4o.w.�*l�+nr�1'it�•nr.•rf'�MR�An nst....,,. nrxstn'xtRerr}renMnr[venal 7cpsrtierm rlrn.rA..c I^Y,YY IY12 Yrert�ir 7rre,nr t i a�a,laiw}.Inc 4fi r1}Y?.r,,rr,i=!. Corporate + 777 Chrysler Drive • Harlington, WA 92233 * Phase 360.733-1990+ Fas 366.733.1980 CSV Reginn • :11$ NIACI bate H14d S yr • 01)mpia, WA 1921312 * Phone U'0134.4777 tat :460.534.9779 NW Re=los BUS Dupont Srr.:t-1, Suite 3 - Ittiliaghom, WA *182:5 * phone 360.641.6041 Fae 360.tr4?Ai t i Y sit our website: www i_mtc inc net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/05/2014,#F61239,Page 1 of I Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Client: Olympic Medical Center Date: November 7,2014 Address: 939 Caroline Street Project: Olympic Medical Center-PO M02493 Port Angeles,WA 98362 Project#: 14KO35 Attn: Scott Bower Sample#: 14K300 As requested MTC,Inc.has performed the following test(s)on the sample referenced above.The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Results Test(s)Performed: Test Results , El Sieve Analysis Fail ❑ Sulfate Soundness ❑ Proctor ❑ Unit Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ s ❑ Moisture Content I ❑ ❑ Specific Gravity,Coarse ❑ Specific Gravity,Fine ❑ ❑ Hydrometer Analysis ❑ Atterberg Limits ❑ ❑ Asphalt Extraction/Gradation ❑ ❑ Rice Density ❑ I If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at the number below. C . Respectfully Submitted, Curtis Shear WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region—805 Dupont Street,Suite 5 Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Kitsap Region—5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net 11 1'C' Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection Materials Testing• Environmental Consulting 'Y•"•r•raeiR kea✓+xiM+ Sieve Report Project:Olympic Medical Center-PO M02493 Date Received:05-Nov-14 ASTM D-2487 Unified Soils Classification System Project#: 14KO35 Sampled By:L.Watkins GP-GM,Poorly graded Gravel with Silt and Sand Client:Ol Olympic Date Tested: Sample Color: aaCREDITEo� YmP P Source:Angeles Concrete-Haller Quarry Tested By:B.Kilpatrick/R.Turner brown Sam le#: 14K300 ASTM D-2216,AS I NI D-2319,ASTM D-4318,ASTM D-5821 01,1=0.035 mm 0,Gravel=57.7% Coed of Curvature,C,=8.03 Specifications D(101=0.070 mm %Sand=31.6% Coeff.ofUnifomtity,CU=121.49 Olympic Medical Ceneter-PO M02493 Structural Fill De151=0.273 mm %Silt&Clay=10.7% Fineness Modulus=5.01 Sample Meets Specs?No Dt301=2.196 mm Liquid Limit=n/a Plastic Limit=n/a D(.)=6.399 mm Plasticity Index=n/a Moisture%,as sampled=n1a D(6a)=8.542 mm Sand Equivalent=n/a Req'd Sand Equivalent= D„r,l= 18.291 mm F,wture°o.1 Face=n/a Req'd Fracture°fi.I Face= li acnlre" -Facey "a Kala I lacnue°o.' Fans= ASTM C-136,ASTM D-6913 Actual Interpolated cr"in siz"oiso-m"e- Cumulative Cumulative Sieve Size Percent Percent Specs Specsb mr,r R 3 Y $ egg sg US Metric Passim; PassingMax Min ,max....._. 12.00" 300.00 100% 10.00" 250.00 100% 8.00" 200.00 100% 6.00" 150.00 100% 4.00" 100.00 100% 1A ax 1�1111o 3.00" 75.00 100% 2.50" 63.00 100% 2.00" 50.00 100% 100% 100.0% 9SU°" mx roax 1.75" 45.00 100% 1.50" 37.50 99% 1.25" 31.50 98% eox 6o.ox 1.00" 25.00 98% 98% 1 3/4" 19.00 92% 92% 5/8" 16.00 84% 84% \ 1/2" 12.50 74% 74% 3/8" 9.50 64% 64% .ox w.ax 1/4" 6.30 50% #4 4.75 42% 42% #8 2.36 31% sox ao.ox #10 2.00 29% 29% #16 1.18 23% mx z0.0x #20 0.850 21% 21% #30 0.600 19% '.�•• #40 0.425 17% 17% #50 0.300 15% #60 0.250 15% 15% #80 0.180 13% ,00000 10aao 1... 0.100 0.010 o.00i 0% #100 0.150 13% 13% #140 0.106 12% pwars:eln,rel #170 0.090 11% A200 0.07; 10.7°a 10.79° 5.000 Copyngld Spun E�gi,eving&T-h.t Savior PS,199698 All rm 1-mlymyboceullmerion•rd,me:n•Ic usW Aae nueul Pool -Oi-,,Iepublico,dw,aly 11 rtPro ore.v,bmwsl e.,ho ca5de,Ye1P,9a+Y ofclimty.and nu+Mrian+bn lurpbliaationof ew,a,uiug m,Jnvare er ex+m,:tc lnunor reppNing,wr ny,ns iv n:crvd pe,ding n,r wn,¢n eppovxl. Comments: Project requirements are no mare than 5%passing the#200,based on the minus 3/4"material. This material has 10.9%passing the#200,based on the minus 3/4"material. Reviewed by: Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia WA 98512 Phone(360)534-9777 • Fax(360)534-9779 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inc. Ct"e6nirJl Fnairwriinr&Cun5vitinl:•SpJ.einl Insjwdon•hInturial+•6e+linv*Fnvinnnnenlat 0wv;t1llimx F.'.y�ynv:'nb'Arxuranna.kinx�e dfSR! Emergency Department South Expansion -Olympic Medical Center - PO M02493 . 14K 35 - Compression Test: Concrete: Report#C38093 - DRAFT CLIENT Olympic Medical Center DATE 10/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: _ Inspection Date: 10/24/2014 Time Onsite: 1:30PM Weather Conditions: Overcast,61 Inspection Performed: Compression Test:Concrete — - Field Data (ASTM C-31): Location of Placement: Fo_otings on lines 4.5,A, I X _ — Sample Location: U'I A/IX _ Contractor:LRush Companies J Subcontractor:ISCC - - ,I supplier/Plant:Lngeles Concrete Products- -J Qty Placed,Cu.Yd.: I I --� Slump,Inches(ASTM C-143)or.W/C Ratio:I$I Concrete,Temp,IF(ASTM C-1064):f 67 Delivery Ticket#:141656 Jib Spec.,Slump:, Ambient Temp,°F:L61 L: i Truck#: A72 -� Air Content,%(ATSM C-231):�51 Min Temp,°F: LA]72L Batch Time:rI3:48—= Job Spec.,Air:M Max Temp,°F: -� E3-1(8:- I Sample Time: 1420 Mix#and Proportions: #2,C-12041,3000psi Cement lbs.: 564 — Coarse A lbs.: 3/4 Admixture oz./cwt:�MBAE90,4 oz. - --- gl„ �- = --� Flyash,lbs.:IN/A Coarse Agg,lbs.:X3/8 Admixture,oz./cwt:IRA - -- ------ Water,gals.:131 -�',, Coarse_Agg,.lbs.:K A Admixture,oz./cwt:N/A Fine Agg,lbs.: II 196 - — Coarse Agg,lbs.:KA _ -- "� Admixture,oz./cwt:�N/A - -- 0d Gallons of water were-added-,®Prior to sampling/ Sample Type &-Compression T,est�Results: Received 10/27/2014 Sample Set,,I of I Type of Compression Test: (Concrete(ASTM C-39) I i ` Lab Tests: Test Total Sample Comp. New Log# Age Date of Test Load Sample Area(Sq. Strength Tested By Break ASTM ASTM (Days) (Lbs.) Dim.(In.) In) (PSI) Type C-617 C-1231 Ln_ _11 7110/31/2014 44,800 it 4.03 �L 12.76 IL 3,510 William Kilpatrick 5-J ❑ 2787 28 CI 1/21/20141 JL_— _ —'�--------- -0 ❑ ❑ 2788J� ��.. 0 ❑ ❑ 2789 t_ 28LI1/21/2014L -- -lr- ---Jr- --` -- --��---- ---II 0 ❑ ❑ 2790 ;�_FC j[10/31/2014fj 43,625 l) 4.02 �r- (2_69 �Ir-3,440 l]r William_Kilpatrick ID��� ❑ -2791_7.]LFC ��I I/21/2014( � L-��—_—I�_— �L �_J ❑ ❑ REQ'D I` 3000 . Remarks: 2 cylinders cast for field cures to be left onsite. p•.I s,1 r..;Yr�..h.r. -ll..w-n..!....r41r.• ..t..•T•Ml�.vr�.:•n.�.!nr..Yr rSklm./....y,....•1!�rv,..rwie.r.ad r•�rr+!whrrr.rN QTc,�.�.f,rs,ry a•.•rFmrr�n•M1•r}+arv.. etynw ,...ti.y...,. i'.YhZ+rt:nm•,�ra K.rel wr rlT•n•t�::xrv•:Jx3.'t•r:v i'..prrr�in'y•'� 30no loll R •'rn4ilrlra.lr•r 411 ,I,�Y,s rt ea r•:d. Corporate • 777 Clbry.cicr flrivt. Hurll'ngton, WA 0623A • Phnnc 360.785-1990 • Fsx 360.738.141i0 SW Region 21 Us tithck I,skr• Hlval. ti.Ww -Olympia, WA 9HN1-. • Phime JCj0..N:j4.9?77 ra;x 360.S,34.97711 NW Reglan 805 Dnprrnl SUVA., SnitC S • Hctlioghnm, 17VA 9$22:5 - Pholte .466.647.41141 Faic 360.647.1411l Viisii our websile: r w a.mu.-iric,net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/24/2014,#C38093,Page 1 oj2 James Lierly From: Leland Watkins[leland.watkins@maill32-8.atll31.mandrillapp.com] on behalf of Leland Watkins [leland.watkins@mtc-inc.net] Sent: Friday, October 31, 2014 12:34 PM To: James Lierly Subject: Emergency Department South Expansion -Olympic Medical Center- PO M02493, 10/24/2014, [Report No] C38093, Compression Test: Concrete [Digital Paper Route] Attachments: 10-24-2014-emergency-department-south-expansion-olympic-medical-center-po- m02493-14kO35-compression-test-concrete-report-c38093-draft.pdf X From your MTC Project Manager, Leland Watkins: Project: Emergency Department South Expansion - Olympic Medical Center - PO M02493 Permit #: Project Address: 939 Caroline St MTC Project No: 14KO35 Report Date: 10/24/2014 12:00:00 AM Report Type: Compression Test: Concrete Report Number: C38093 Report Status: Important note about this report: 6 cylinders cast of concrete placed in footings( 2 field cures) Leland Watkins from Materials Testing and Consulting has sent you a document for Emergency Department South Expansion - Olympic Medical Center- PO M02493. Please click on the link below to view this document and access your other documents for the project. If the link is not clickable in your email, please copy and paste the link into your browser. View MTC Report online: 10 24 2014-emergency-department-south-expansion-olympic-medical-center-po-m02493-14k035-compression-test- concrete-report-c38093-d raft.pdf https•//dioitalpaperroute com/client/?access=81ebdaef2e6f36blb295fe6b92a39f69 If you have any questions about this project or the sent document, please contact Leland Watkins at leland.watkins@mtc- incnet Project Team: Cameo Little ( cflittle@olympicmedical org ) Jim (Rush) Williams ( iwilliams0therushcompan ies.com ) Jim Lierly ( jlierlyCcbcityofpa.us ) Kitsap - Lab Webforms ( kitsap-lab mtc-inc.net ) Leland Watkins ( leland.watkins(&mtc-inc.net ) Robert McNamara ( rmcnamara@rfmarch.com ) Robin Maillet ( rmaillet@therushcompanies.com ) Scott Bower ( sbower(&olympicmedical.org ) The information contained in this transmission may be confidential information intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient, you are hereby notified that any 1 Materials Testing Consulting, Inc., Gooitft*nlral Frrs#nrvww&01"w wing•Spe+clel fmtwpion 6 hiffieainh"dot"ung it Environmental!Co lifer Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Concrete: Report#F61054 CLIENT Olympic Medical Center DATE 10/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: _ Inspection Date: 10/24/2014 Time Onsite: 1:30PM Weather Conditions: i Overcast,61 —..-----.__-� Inspection Performed: Concr L�—reteete —------------.—_��_z_.— _ -- ----- Comments: Arrived onsite and met with Jim,Superintendent for Rush companies. Sheet:S2.0 Details:53.0/10 Level:Footings Observed placement of I l cubic yards concrete,Angels Concrete Products mix design#2,C-12041 in footings at locations noted above. One set of 6-(4"x 8")cylinders were cast for compressive strength test specimens. Concrete was mechanically consolidated with a high cycle vibrator. i Work performed,that was visually inspected was found to be in conformance with project plans dated 6/16/14. Refer to Report#C38093 REPORTED BY:Richard Dowd REVIEWED BY:Leland Watkins,Project Manager a.!4}.rn,�r,vy ,w+T++!a;a�r.+,.}a+or.lrh...r 4c 4:.,a;.w�r.�mf-mm,fr,..r.,f!e tTMa wvi ta.,nA,n.A!�r•aa•ts.ra+!n+r,xe!urewc.�n{.,�.ck.,..+.,:.wtw{.,roearr.pp�rn;=.m�ia�..wr...,,.ga;w.... r+rs:a Prxraw.xpv'irp wrrrrya`•I,c+rn-:+i gcasr@xa a9r..T+W+rfa•a'.� 7Pi,Y -7017 i4.rrrl�le 1'r.rlr.� k.t'+wa,�l�lnp.Ir.r. .411 r{a lav+..ar,,J. Carpnrale • 777 C6r_M:eler Dwive • Burlington, WA 99231 + Pbanc 140-73S.199*• Pax 360.155.19910 SW Region + :I iK Hiatt lake Hlvd. S.W4 + ()lymph i, WA. 99112 + PM)no t��I.S l4.4Y"77 + lax :inn•.�;ia,4 :I NW Region + 905 Dupont StT4.a1., Siiitti 5 + fteglinehrim, WN 99,225+ Phone :Ih(1.641.411 1 - Fax 3tll.d:tl.ti I I t Visis our wrksilv: yiSre mtc irlt-Trot Emergency Department South Expansion-Olympic Medical Center-PO M02493-14X035,10/24/2014,#F61054,Page I of] Materialstip. , Inc Geauecltniral Frt4pts¢eritlR#4 Gnnsuliinl; ami#I Inep�[ti[m* tilal is Lt tangy$Envinmml maF C ssdlia�e Euxinrsrnd.:te�arprrcv.Sirmo J{i�S! �`"'hr ��. Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Reinforcing Steel: Report#F61053 CLIENT Olympic Medical Center DATE 10/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 10/24/2014 Time Onsite: 1:30 PM Weather Conditions: Overcast,61 Inspection Performed: Reinforcing Steel Comments: arrived onsite and met with Jim,superintendent with Rush construction.Reviewed prints. 1 Sheet:S2.0 Details:53.0/10 Location:Footings on lines 4.5,A,and IX Level;Footings i Observed the placement of ASTM(A615),Grade(60)reinforcing steel into footings at the above mentioned locations. I i Reinforcing steel was of proper size,grade,lap,spacing,location,clearance,and secure prior to placement of concrete,as per plans and details as noted above. All work perfonned,that was visually inspected was found to be in conformance with project plans dated 6/16/14. REPORTED BY:Richard Dowd REVIEWED BY:Leland Watkins,Project Manager 0.1.,T+..rt;al.-k.,.,.,-rr.,w:=r:s�..,F.�.:.�,r.,a.,�:...�..:i���...�Kc�..p.r;rr..�m.vt....11,.w;+r<.e.�b.rs•t�a.,s-r+!�+.d���l:a.rke�,a��_�,�.�.A>.,r�.fix,:s -.-.F�...,.M.+;e;��..... merka�hwa:ncpa.s���rr;r.-,n•Nc..rnkixne.�*p.:ri werr«: ra:d.r ]Ar.R -1p1: i.l werrfa la 1'er•.Inb A Ca nwulnird.'I rRr X411 ri�R+;r ae:r,rr,;:J. Corporate * 397 Chry:cler Drive • Burlington, WA 99233 • Phane :OL-tF_753.1441t * F3x 360.755.1190 HW kegdon • :I 18 Hipck 1_nke Hllydt S.W.• 4)lyn pia, WA 91wli 12 • Phone :4M1rl.114..07'i F4:k j60.5;44.9-i 79 NW Region + B(l5 DUpr,nl Sttw-ut, Sai,Sv S • HetlioHhnnl, Wo% tJ&225 * €'hone :460.64'1.14161 • Pa '460.441.8 1 1 t Visit our website: v.^rA"tv.mtc imc.Ter' Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/1412014,#F61053,Page I of] Nffc Materials i Consulting, C#m4ft lnir-rl Fr ginvenwig&Gonmutfling a klxYinl Inmpwiml+N lnierinls T"ttna f Emsirnnmenlat C4gK"llbV FmXixr#rrd A v%ammv 5 ince IMI ZX Emergency Department South Expansion -Olympic Medical Center- PO M02493 - 14KO35 - IPD-Soil Compaction: Report#D34785 CLIENT Olympic Medical Center DATE 10/21/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 10/21/2014 Time Onsite: 08:00 AM Weather Conditions: Cloudy 55F ---------_—__----__—_—_. ____-----__.____.----_.--------._.-_____._� Inspection Performed: IPD-Soil Compaction Field Data: r-- Work/Location: Subgrade Compaction/ j Gauge Standard MS: 1632 I Equipment ID&Serial#: i Troxler 3430F,Ser.#19143 Gauge Standard DS: j 1849 --- -- ------- — ---- ----------- Test -------.Test Samples: Sample#:Description: Proctor Value(pef):Optimum Moisture and Oversize Rock Correction: I K14-284_Wrade ell gd gravel with silt and sand.1, —138.7 6.7 -- TEST METHOD ® ASTM D-1557/AASHTO T-180 In Place Density Test Results (ASTM D-6938): Test# Mode/ Location of'rest Elev. Wet Dens. Dry Dens. Moist% Sample# %Comp. %Regd. Depth 1 8 . _.-iSee photo#1 ��_ _. ii__I48 4�j� 135.3 J 9 7 l i 97.5 . 95 _ _ 5 ..,_ 2 i^_-8 - t�See photo#I _ - _- �� J 146 3 132 8 I� 10.2 I 95.7 i 95 l(- JI 3 �_...___-.S .._.._�{See photo#I _.__.._ _. _.__. i _145.7 !._,._133 7 ��_._ 9 ��.. _-_ ,(.....96.4 ® Native Soils Soils consistent with Proctor O Yes O No ❑ Imported Fills Soils found to be firm and stable;and to the best of our O Yes O No knowledge,meet compaction Contractor notified of results O Yes O No Remarks: MTC representative on site as requested to perform in place density of soils to be used for subgrade. Materials were in place and compacted prior to the arrival of MTC representative.Materials prove to be firm and unyielding.Materials jwere reported to be cut from existing materials and compacted. t i I All tests performed met or exceeded specified compaction requirements for material usage. Images: 0.1?.}+fn..q+;1�aah xrcn ntlacwa»n:t mur+�alr.•as,',Anm;amt,aan.�wr.rfc-aF.4:RY'u•;P+I.+.�i1'.^.dl�prm sv+RMa4+nAP+ia^rdirkJ g�w}:r d rtKch ar:.#?bN.nEn din�6'+R•++m:S c.#iT�^.^."Mb:Nerrr Prs.¢c trm�.+<<•:prap«rm••,•Ux.:r...l,�eskp.:.u-•er..r:q;m.a:.r lnrf ..:oll Wei„\rla�, rrxr;r.o k i-.na.nn�nt.Y— Ali rea Carp•nrate R 777 C_hry:cler 1}rdvt+ Darlimgtam, WA 4823X+ P'bame 360-735-1994) • Fax 350:795.1.90 SW Region • 2119 H4ca Lzke NRY41. .14`_- Olympia. INA 'MfI2 • Phoolle 300.134.aY777 iFa,x :j(Al. 34.9779 NW keelom 4405 Doi?QTII St ek, 'SlIiS,� 5 - HetlinChnnl, WA 1A27-i • Phone ;It;dl.fedi.iclliil 9',Sk :{Ul.4i47.AI I E SPA-RiA our”W-Ch'FiIt,: wye-a ,mt4'irb.ages, Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/21!2014,#D34785,Page I of 2 Materials 'Testing & Consulting, I ic. Cl.ateeilnital Erint dr ClrnstrMin4+Vplxinl In+Ixrtinn•AI]tltTinl+'�e+tSnC•6n++ww,mmtMlal C+xelull� ti T 1- 1:LA•.NYir{1}•;11n1'GII["f.�InN 19b1 4•.,•\'••v+:•-+'^•'r` Ir , UPLOADED: 10/21/2014 14:45:00 UPLOADED: 10/21/2014 14:47:00 Approximate Test Locations REPORTED BY:William Kilpatrick REVIEWED BY:Leland Watkins,Project Manager A.Y!1111•.7glr.sM•a•Ilwrilw.•I w•.•r!nlnrrl,/,r+N •41•�+w1lwmlw Y•r}I!'•r•,rk r,M4,r/+.•rlhfl•111•T+nrrr,.rF►MnMowrMlwlliw•llrl H!NC•w..•w,wiw/r�rn.,ryMAr..I vwl+mn,nw.f,•l.,. rnR hInY4/In�+I M,IPA1•N cwn el xltr ps�..Iln qn4 [ U•1/ UU Musr1111 i1•e ln� A fu•ulnwr.Int 111 n4+e..<ar•:!. Carporale • 77? Chrycler Drive • Burlington, WA 98213 • Plranc 160.733-1990 • Fat 369.?53.191;0 BIW Reglan :I lx t;laik Lake HIY41 \ W • 01)mpia, WA 9811: • ['hone 3411.134.9777 Far 3611.534.9771) NW Realoa + 805 Dopun1 Strccl, Suite 5 • 8ellleghnm, WA 9A225• Phone A60.64110161 fat 160.647AI 11 Visit our website: n»».mt: irlc.r,cz Emergency Department South Expansion-Olympic Medical Center-PO M01493-14K035,1 012 112 0 1 4,#D34785,Page 2 of 2 Materials Testing & Consulting, Inc. M,.0 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting . �..xx xn.wmmnxaxxmo"'� Client: Olympic Medical Center Date: October 17,2014 Address: 939 Caroline Street Project: Emergency Department South Expansion Port Angeles,WA 98362 Project#: 14KO35 Attn: Scott Bower Sample#: K14-284 As requested MTC, Inc.has performed the following test(s)on the sample referenced above.The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Test(s)Performed: Test Results € Results r�] Sieve Analysis See Attached ❑ Sulfate Soundness Q 1 138.7 pcf at ❑ Proctor 6.7% Unit Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ Percent Fines #200 Wash ❑ Moisture Content ❑ Specific Gravity,Coarse ❑ Specific Gravity,Fine ❑ Hydrometer Analysis Atterberg Limits ❑ Asphalt Extraction/Gradation € ❑ Rice DensityI El If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at the number below. 7l � Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region—2126 East Bakerview Rd.,Suite#101 • Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW • Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Visit our website:www.mtc-inc.net MTC Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection Materials Testing • Environmental Consulting b^� rwl ng�o.•m°wt,. Sieve Report Project:Emergency Department South Expansion Date Received: 17-Oct-14 ASTM D-2487 Unified Soils Classification System Project#: 14K035 Sampled By:WK GW-GM,Well-graded Gravel with Silt and Sand Client:Olympic Medical Center Date Tested:21-Oct-14 Sample Color: ncctneolrmol Source:Onsite Stockpile Tested By:HB/WK Grayish Brown ° Sam le#:K14-284 ASTM D-2216 ASTM D-2419 ASTM D-431$ASTM D-5821 D,,)=0.045 mm %Gravel=50.8% Coeff.of Curvature,C,= 1.88 Specifications D,,=0.119 mm %Sand=40.9% Coeff.of Unifomtity,C,;=59.19 No Specs DIld1=0.258 nun %Silt&Clay=8.3% Fineness Modulus=4.68 Sample Meets Specs 7 N/A DIM)=1.261 mm Liquid Limit=0.0% Plastic Limit=0.0% D,,l 4.924 mm Plasticity Index=0.0% Moisture%,as sampled=2.3% Dlrol=7.067 mm Sand Equivalent=n/a Req'd Sand Equivalent= DI9ol= 15.986 nun Fracture%,I Face=n/a Req'd Fracture%,I Face= Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136,ASTM D-6913 Actual Interpolated G,J,Siz9 oa°amulm" Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min ,00%...-.,.,.,_,•r.,._•:. 12.00" 300.00 100% 100.0% 0.0% I 10.00" 250.00 100% 100.0% 0.0% I 1 8.001, 200.00 100% 100.0% 0.0% --I ''�I• ---- �__. ,.� --!_i- eo o% 6.00" 150.00 100% 100.0% 0.0% mx 4.00" 100.00 100% 100.0% 0.0% 3.00" 75.00 100% 100.0% 0.0% I 2.50" 63.00 100% 100.0% 0.0% 2.00" 50.00 100% 100.0% 0.0% rox ' ------- r00% 1.75" 45.00 100% 100.0% 0.0% 1.50" 37.50 100% 100.00/1 0.0% _--_ --__ - ---- - 600% 1.25" 31.50 100% 100% 100.0% 0.0% 8° s 1.00" 25.00 96% 96% 100.0% 0.0 3/4" 19.00 94% 94% 100.0% 0.01/6 5/8" 16.00 90% 90% 100.0% 0.0% 1/2" 12.50 82% 82% 100.0% 0.0% 3/8" 9.50 71% 71% 100.0% 0.0% 1/4" 6.30 56% 100.0% 0.0% •. 44 4.75 49% 49% 100.0% 0.0% #8 2.36 I 38% 100.0% 0.0% #10 2.00 36% 36% 100.0% 0.0% 416 1.18 29% 100.0% 0.0% xox J".�__..._ #20 0.850 27% 27% 100.0% 0.0% #30 0.600 23% 100.0% 0.0% 940 0.425 20"/9 20% 100.0% 0.01% 950 0.300 16% 100.0% 0.0% #60 0.250 15% IS% 100.0% 0.0% #80 0.180 12% 100.0% 0.0% lao.006 mono +.oro o.lm oo+o o.00io" #100 0.150 11% 11% 100.0% 0.0% #140 0.106 9% 100.0% 0.0% '°mmatln lmml 9170 0.090 9% 100.0% 0.0% #200 0.075 8.3% 8.3% 100.0% 0.0% • sew*san. a,.sm -•-an sxa --s a..,n. Co.'gM 5 n G iream&TmMiwl Scrviow PS 1996-98 All vulu"lyly anly b ecwel Immimu eM metcriele uwmd M•mdusl Rdntian to clime•.dm puFlic aid wnclvw.ell mpdie me mbmind u W cmfidcdial pegiuty°fclimn,end nulhw'velim far publiulim"f eldrnirnt°,mnclu.im.a sand.fmm wregarding wr rcpma ie re,crvcd paMmg wr"Hurn eppmvnl. Comments: Reviewed by: `" �'• Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 • Phone(360)647-6061 • Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mte-inc.net r Materials Testing & Consulting, Inc. ' c Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting �. Proctor Report Emergency Department South Project: Expansion Date Received: 17-Oct-14 Unified Soils Classification System,ASTM D-2487 ASTM C-136 Project#: 14KO35 Sampled By: WK GW-GM,Well-graded Gravel with Silt and Sand Sieve Size Percent Specifications Client:Olympic Medical Center Date Tested: 21-Oct-14 Sample Color US mm Passing Max Min Source:Onsite Stockpile Tested By: HB/WK Grayish Brown 12.00" 300.00 100.0% 0.0 Sample#: K14-284 10.00" 250.00 100.0% 0.0 Sample Prepared: Moist: X Manual: 8.00" 200.00 100.0% 0.0 Dry: Mechanical: X 6.00" 150.00 100.0% 0.0% Test Standard: ASTM D698: AASHTO T 99: Method 4.00" 100.00 100.0% 0.0% ASTM D 1557: X AASHTO T 180: C 3.00" 75.00 100.0% 0.0% Assumed Sp.Gr. Point Percent Dry Uncorrected Proctor Value 2.50" 63.00 100.0% 0.0% 2.72 Number Moisture Density Max.Dry Density Optimum Moist 2.00" 50.00 100.0% 0.0% 1 3.5% 128.9 137.0 lbs/ft° 7.2% 1.75" 45.00 100.0% 0.0% 2 4.7% 131.9 1.50" 37.50 100.0% 0.0 3 6.3% 1 37.2 Value w/Oversize Correction Applied 1.25" 31.50 100% 100.0% 0.0% 4 9.4% 134.0 Max.Dry Density Optimum Moist 1.00" 25.00 96% 100.0% 0.0% ACCREDITED 138.7 lbs/ft4 6.8% 3/4" 19.00 94% 100.0% 0.0% 5/8" 16.00 90% 100.0% 0.0% 1/2" 12.50 82% 100.0% 0.0% Moisture Density Relationship 3/8" 9.50 71% 100.0% 0.0 1142.° _ _ --t 1/4" 6.30 100.0% 0.0 142.0 ..__... L...._. _ ..__ -...- --- -- Iids --.._...-. -.�----- -. --__� 44 4.75 49% 100.0% 0.0% Zero An-Y-0 140.0 - - -+ #8 2.36 100.0% 0.0% uao -- --- - ---- ---- --- #10 2.00 36% 100.0% 0.0% uao --- - - -1---- --- --- #16 1.18 100.0% 0.0 T uao I - f #20 0.850 27% 100.0% 0.0% A 14x0 -.- _------- L... ♦__....._ ---__ _._.-- - -- _ ..........- --_._I. ---- �- #30 0.600 1 00.0% 0.0 C lduo szxo -- --- -- �-- -- #40 0.425 20% 100.0% 0.0% #50 0.300 100.0% 0.0% Izao ll � I #60 0.250 15% 100.0% 0.0 I27.9 ------...-I�- - ------I-----....... I___. _-....___...._._ i__._.... .._.-.._. #80 0.180 100.0% 0.0% - - Izno #100 0.150 11% 100.0% 0.0% ox 1% 2% 3% 4% 5% 6% 7% s% 9% 10% 11% 12% u% 14% #140 0.106 100.0% 0.0 Percent Moisture #170 0.090 100.0% 0.0 • D0. Pm' zcmarvoi&C C-.Fii #200 0.075 8.3% 100.0% 0,0% ASTM D-4718,Misc.Oversize Correction Values Specs: No Specs Meets Specs? %Oversize Mat'l:6% %Gravel: 50.8% Cc: 1.88 D11„1:0.119 %Oversize Corrected Optimum %Sand:40.9% Cu: 59.19 D1311>: 1.261 Retained Density Moisture %Silt&Clay:8.3% FM:4.68 D(611):7.067 5% 138.3 6.9% 10% 139.7 6.6% LL:0.0% PL:0.0% PL•0.0% 15% 141.1 6.2% 20% 142.5 5.9% Sand Equivalent:n/a Req'd Sand Equivalent: 25% 144.0 5.6% 30% 145.4 5.2% Fracture%,1 Face:n/a Req'd Fracture%,I Face: Copyright 5 a rngmmring&Tmhnml S'cu P5.1996-99 Fracture% 2+Faces:n/a Req'd Fracture% 2+Faces: Tllruu is appyu vroacma omaend malaissteal ,laamutua an proaclbeirntx,Ne poi ken r>uraelvza.al repmxere au mdl as the cmli mM1e progrrye eirnls.an•141 aivM1m fw pu liutimo."atanrntn.eonelusmn acxtraeta mmmregerding m,rrrymla is rcurvW"din,nor ZZ.approval. Comments: Reviewed by: �yI1 Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia WA 98512 Phone(360)534-9777 • Fax(360)534-9778 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net r 1 Mateirl*aDs TesHngConsulting, Inc. Gc+-,AjPr lniral Fimirwmny 9.4--11nw0inu 0 SrAxial pn+pWinn•Alnlerials Tt-ftinc►Fnvinmmenlap C 0willibw FsrgarrcnnF.>irrararm¢.6Jm�e J35i'1' i' r`¢' �. Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Field Report: Visual Soil Inspection: Report#F60912 CLIENT Olympic Medical Center DATE 10/17/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 10/17/2014 Time Onsite: 08:30 AM Weather Conditions: 1 Overcast 60 degrees F ------------------ Inspection Performed: Visual Soil Inspection Comments: MTC representative arrived on site to provide testing of native subgrade for wall footings by the T-probe method. Native materials had no large roots or deleterious material were observed in the exposed subgrade soil. i MTC representative utilized a 1/2"steel T-probe in the areas of concrete wall footings and observed a maximum of 2"inch penetration throughout most of the tested areas.In the area marked in picture#1 (see below)a layer of clayey material was found to yield to a depth of 8"- 10"and the contractor will excavate material an additional foot and place native fill before placing footings. The subgrade soils may bear specified loads.MTC assumes a geotechnical engineer will review this report and findings. Images: A."t ,.a".r:q;ir::-Ir wra.,w11-w.-v:.wlrw.+.n1 w;wr-',0.rn•u:aprilwunv Y:-nyr..nc,�r�Km;wupnm,9'±.,dl spn,.vn•xkm,•PAnir+PTM rJrwiJgvw�m+r,aw,`+tn„�,w,:Yr:'-pb+r R�a'a arape�+4�p+.' n.., ma w rF,e. bsv•ry e: r,n:a hwx;r;+:pniny rN izr.�.:li+c'1xaz6.pa:r--wym•r'_r. a,'-s 7p1'. +I.. o,i.rr.r,np k leir,p.Ir.r All 140-1-11"A Corpnrate . 777 Chr_,;;Itr I)rivc + Burlington, WA 4312:4:4 + Phnmv 44W.75S.199* • Cess 360.755.1.980 SW Ftegi{1n * 21 18 H1icR I..bpe HVYd. :S.i.W'.- 4)lyn[pla, N A 934112 • Phone 36(1.,134.9777 + V.a'k :�hf1.3;i4,rJi?51 NW Region « Noi Dop c'nl Srtv,et, snits 5 • ltrtlinchnm, UIr+9 9111,22S ► Phoac 'IM1.641.$041 Pik .16(l.4i41.91 I 1 Visir, our websiicc_ i';i-+1 m i c irn..:rvek Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/17/2014,#F60912,Page I of 3 w- Materials Testing & Consulting, Inc. h� Gtw chnical Fwain"AM lir Cunwi inji a Special Insrit0itm•4, idwiaie T"tine♦Fnvirnnmenial Gwwollirg F.nximr•rrd,l..rrrnn.t;in+v JfvS! r '~ 9 xf� i l may' d• 71W UPLOADED: $R 1,. r. r; UPLOADED: 10/20/2014 08:30:00 .M UPLOADED: 10/20/2014 08:29:00 Area of clay to be excavated x+.,a<..7yd,..A.anr+•.►wwarr.wnJ.erre 4.•.rri�e.m...r,,,rw..k rye..d..M.e..a+.r...,..r...+�4.,.wl+MW..w. ./.+k.n.,a..Ref+,rrh• .I nm m.•rnp+Yy n.urymu -17-"t--+ W-.r r 3441 Ill! M.un.l. 1.ma1 a f.—O—,1. 1- ku „ji a —1 Corporate • 77? Chryrler Drive • Ilurling;toa, WA 98233 • Pltnme 340.755.1940 • Paz 360.755.1990 Sw Rrg,iers • 21 IN Hlack I'Ake Hlvd. S.w • 01)mpiu, WA 9H51'. • Phone .46QA:i4.1't777 I-at :46(1,5,44. ".79 NW Reslon • 945 DuVonl Sttecl, Suite 5 • Ilelliaghnm, WA 99225 • Phone 34.4L641.411411 • 1•ak 360.647.9111 Visit our website: ww•a.mtc inc.net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14KO35,10/17/1014,#F60911,Page 2 of 3 Materials Testing & Consulting, Inc. >wff)C Co%wchnind Fnuin"ng i4 ClmmAinp•Speciml Inelxrtinn•INa1"I+T"tiing a F'nrirnnmenlat CnnculikV T F..uxinrmld.ltaolnn.v.Simv/4b'1 � at UPLOADED: 10/20/2014 08:31:00 REPORTED BY:William Kilpatrick REVIEWED BY:Leland Watkins,Project Manager Ulwyin lql..�Ar,«•aJl.srw,awl,wrnW.r+w 1�.aM�11a.aMaw l+ea.'••,.4 ItMt N+nr/n,�l•�+n•w.a•NIwln Nnn/dTwW.rpe11.•!nrww,rry�.wrewr•aMa�'rw lwt�nnr•.n�4Mww rtrnnfrwawapnir aw rnwt.N cwn a9 xwir�.0+naw q�rw.y r ]i.s/ ]tl] Har rrbB fr•un� A C...ulein�.for 411 ry.�er re r,nri. Corpnrnte • 777 Chrxcler Dr1ve • Burlington, WA 98233 • Phame 160.755.1990• Fax 364.755.1980 SW Reglan • 21 Ix H1aCk bake H1441 S W • 01pmpia, SkA VNII2 • Phone :i60134.9777 • }ak .160.5,W.9779 NW Region + R(IS DOP0111 Strs41, Suitt S + Bellloghnm, WA 4)422.1! • Phone :160.64'.41161 + Fax 160.647.811 t Visia our website: wnts.mt4 islc.nst Emergency Department South Expansion-Olympic Medical Center-PO M02493-14X035,10/17/1014,#F60912,Page 3 of 3 PREPARED 10/20/14, 11:42:33 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/20/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 3105 GRANTS VIEW LN SUBDIV: CONTRACTOR : PHONE : OWNER ROBERT IAN / AVRIL ELAINE SYKE PHONE : (720) 935-1924 PARCEL 06-30-15-5-1-2802-0000- APPL NUMBER: 13-00000890 RES ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------------------------------- ------------------------------------------------------- BL6 01 2/24/14 JLL BLDG POST/COLUMN FTG 2/24/14 AP February 24, 2014 9:26:42 AM pbarthol. Ian 360-779-1812 February 24, 2014 4:24:01 PM jlierly. Clean out pier before pour. Excessive dirt and rain/jll BL99 01 9/16/14 JLL BLDG FINAL 9/16/14 DA September 16, 2014 9:35:18 AM pbarthol. Ian 360-797-1812 September 16, 2014 4:20:54 PM jlierly. Risers need to not allow a 4" sphere to pass through/ hand rail need to allow for grip per code (raise up about an inch) strap stair stringers to joist and use fasteners subject to the typr of treated wood used/jll BL99 02 10/20/14 BLDG FINAL f October 20, 2014 9:06:40 AM pbarthol. Ian 360-797-1812 -------------------------- ---------- COMMENTS AND NOTES r PREPARED 10/20/14, 11:42:33 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/20/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 125 W 1ST ST SUBDIV: TENANT, NBR: CABLED FIBER 477-3528 CONTRACTOR : PHONE OWNER TRUDY HAVERSAT/GARY BRESCHINI PHONE PARCEL 06-30-00-0-0-1548-0000- APPL NUMBER: 14-00001072 CO- CHANGE OF OCCP/USE ------------------------------------------------------------------------------------------------ PERMIT: CO 00 CHANGE OF OCCUP/USE REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS - --- ----------- - -- ------------------------------------------- C099 01 10/20/14 BLDG C/0 FINAL * OVERRIDE TAKEN BY PBARTHOL DATE: 10/20/14 TIME: 09:01:29 October 20, 2014 9:04:43 AM pbarthol. Beth 360-391-4739 +++++++++++ CALL IST TO MEET YOU THERE **************** -------------------------------------- COMMENTS AND NOTES -------------------------------------- GeaOr�nical E+�raesrittg!k CnnwdinC+Special Mepecxi.n•M 4rMls Tame 1"sn+Firtm n mt d cro. Eugiwwrrd Assmumv Simu 19H Emergency Department South Expansion - Olympic Medical Center- PO M02493 - 14KO35 - Field Report: Visual Soil Inspection: Report#F60912 CLIENT Olympic Medical Center DATE 10/1.7/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 95362 Inspection Information: Inspection Date: 10/17/2014 "rime Onsite: 03:30 AM Weather Conditions: 1 Overcast 60 degrees F Inspection Performed: Visual Soil Inspection Comments: MTC representative arrived on site to provide testing of native subgrade for wall footings by the T-probe method. Native materials had no large roots or deleterious material were observed in the exposed subgrade soil. MTC representative utilized a 1/2"steel T-probe in the areas of concrete wall footings and observed a maximum of T'inch penetration throughout most of the tested areas.In the area marked in picture#1 (see below)a layer of clayey material was found to yield to a depth of 8"- 10"and the contractor will excavate material an additional foot and place native fill before placing footings. The subgrade soils may bear specified loads.MTC assumes a geotechnical engineer will review this report and findings. l:mages: A'Ira:nrt�-d�:wA a�r�rollr.�cn solea:m�h wrq' Ass vaof�mev nrrva,.s•rnd;pi.vmA.r+.dl mpv'.aq'abv qd abr�arcL;evl.g:,pn�:d'no-vs.sa'.��v�ra eary�Fi�aam-Ber{�ne�.ns,-0v.*sm RlP£i1±drA9�*trdS?3�_�i'Rr•F1i tl T4'P.;1;k9t D'l WX°'Pf150 rJ'• f 34-0 . 1.W '4i ,W.}—ir.O A499rrJl�i�l�.1( Oil f14.0-e a{,{rr.A. Carporate * 777 C'brScler Drive * Burlington. WA 09233 * Pbnme 360.753-1990 * Fax 360.755.1990 ISW Region ► 21 02S Hlacl 1.4ke HBvtt- S.%'.- f)lympia, W*A 149102 - Phone - Fax NW Region * 8#5 Dl poril Str"I, Suitt 5 - I etlimghnm, WA 9922:5 * phone :160.647.6fifit - Fax .160.647.k1 it Viisil our website: -,%:,,-.-.I-MI.: inc,rvz. Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/17/2014,#1760912,Page I of 3 Materials Testing & Consulting, Inc. Geawlinical Fall:Wwrinit dr Conm*ina•Special inspection+Halerials Testing a Fnswssameetal Cansalli4q , F.ariw.rrd Ar{murtn Sincw 7#A7 i 1 r I UPLOADED: 10/20/2014 08:30:00 :u ,r UPLOADED: 10/20/2014 08:29:00 Area of clay to be excavated A'trM'n1{glr,•M wifflitr�*r,t*1�wn.h�rY Arts#�Ilw.n�►:w4�4,4IsYi;,wi*epF n,�11�,�.tot++ll�RloMi�IMAW1rim}:iN4+s.Atal�IrMwlt�i.�r+l►•r�rtN.n++v#vww nru�rrwt ss�+rar/ersneMSwrN x�{M•tFno�n'.1Ii_c 7f7{ 2:41] YI®r pr 191r rcarin{ �i'a�yulatn{.Inc 4n riyYra rt.�r•al. Corporate • 711 Chrysler Drive + Burlington,WA 99233 + Pinue 3610.753.1444+ Fax 360.755.19110 SW Regina • 21 In Hlati Late Hlvd 'N W * Olympia, WA 411112 * Phone 360. 634.9777 • Fax 360.3:44.9779 NW Region 9115 Disponi Street. Suite 3 • Bellingham, *'A 99213 * Phone 16(1.641.6061 Fax 360.647.81 t i '.sit our websiie: ww-g.mtc inc-not Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/17/2014,#F60911,Page 2 of 3 Materials Testing & Consulting, Inc, .� Geaiec#micai Ea¢iwrerar�6 Cumsullin¢+Spixial inspecti�+MsAetials Testimp+fin+rs'unmenlal Cr+.evalli� Eagmwzr„d Anmnnn.Siam INN _zm UPLOADED: 10/20/2014 08:31:00 REPORTED BY:William Kilpatrick REVIEWED BY:Leland Watkins,Project Manager i 4t�vio r�a}r.��,xwr,wt4w.p Mti�r�urrT•r+1"t.d1lw•rri r.dm•rrrNM.4t•Ytr•#a•ylcn,#1.T.raa.wUn•rin�r....r#r.W Jnr Nerkxs.ar.Mwrr*rIM1��+N'a'R•+(TMt�nfi.r+;rKkrrwn nraerh�arropHp err repsrtrwzvnWxlar+•nrr.;yrs.•.r ligi lilt +I rr rrir la r•rrlr,� A Cr�ra,lata/.Inc 4n r1�Y^.r rr,�r.E4 Corporate 777 Cirscitr Drive • HurlinHtan,WA 98213 • Phost 160.753-9990• Fax 364.733.1468 AW Rt3inn .I IA Hlack tate Hivil S W • t,)1yrnpia, %,A 94151: • Phone 3601.334.9777 tat 36U.$.44.9179 N% Regina • 905 Dopunt Strtel. Suitt 5 • Btlliaghum, W A +99225• Phone 36Q.641.6061 - Fax :460.4447.61 t 1 ti' ti- •—ir woh,i-, -,+y.,f.mtc inc.r,e- Fmergencv Department South F_xpans'ion-Olympic Medical Center-PO M02493-14K035,10/17/2014,#F60912,Page 3 of 3 Materials Testing & Consulting, Inc. GroklAnical Eagioomi A Consulting 0.Special higwction`Mmtwials Testing►Environmealal Carealtir� Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Visual Soil Inspection: Report#F59975 CLIENT Olympic Medical Center DATE 08/28/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 118/28/2014 Time Onsite: 11:00 am Weather Conditions: Clear,wann. Inspection Performed: Visual Soil Inspection Comments: i Arrived on site at 11:00 AM and inspected the placement and compaction of crushed surfacing top coarse prior in the ambulance access. The work area was about 30 feet square,and is to include sidewalk,curb,gutter and HMA pavement over the remainder of the area.The CSTC was rolled using a steel drum roller,see attached photo.The surface was firm and unyielding.The gutter had been encased in concrete,to within two inches of the top,leaving room for the IIMA. Images: .. ;3 d3 UPLOADED:09/01/2014 14:04:00 UPLOADED:09/01/2014 14:05:00 REPORTED BY:Harold Benny REVIEWED BY:Leland Watkins,Project Manager W t+■4. rsly 4..MVRlwNI�..■IMh R■r«.ail\sP1glt-MT!rt�i SMS MOWs41armor 1Ah.—rk" m aRfhe�.+e�3y.n•wpnrl■rrnw wlk�-art■.w .r-E 1101 •loll M■..rl■!■ra.tiet t C...ul.i■+.1nr An ritk,. Carporate * 777 Chrysler Drive * Dorlingtan,WA 92233 • Phone 360.755.1990* Fax 360.755.1950 SW Region * 2110 peace Lake Blvd. S-W • Olympia, WA 90412 * Phone 340.334.9777 • Fax 3401.334,9779 NW Region * 645 Dupont Sttcet, Suitt S - Reiliaphom, WA 45223* Phone 360,647.6061 - Fax 3615.19-47.$'1 11 Visit our wehsite: www.mtc isc.ne- Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,0812812014,#F59975,Page 1 of I GMIX bajx GmftzAmical Egzkxerim&CmtsuRine•Sped Enviranmental Cactsul ft f:nNm*rrr4Aera a=w If8! Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Field Report: Visual Soil Inspection: Report#F59891 CLIENT Olympic Medical Center DATE 08/27/2014 PROJECT LOCATION 939 Caroline St .PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 05/27/2014 lime Onsite: 5:00 AM Weather Conditions: I Clear,warm. Inspection Performed: Visual Soil Inspection Comments: Arrived on site at 5:00 AM and inspected the ambulance access.The work area was about 30 feet square,and is to include sidewalk,curb, gutter and HMA pavement over the remainder of the area.There was approximately 5 inches of 3-inch minus ballast under these areas which is to include 2"of crushed Surfacing top course above.Reference to the drawings sheet C1.01 Detail 5 calls for this top course to be compacted to 95%of the maximum dry density.In discussions with Scott Bower with the Olympic Medical Center,Jim Lierly with the City Port Angeles Building Department and.tim Williams with Rush Commercial,it was agreed that a proof roll would be the best way to verify compaction. Note:The 3-inch minus material was visually inspected while on site and found to be in a firm and unyielding condition. REPORTED BY:Harold Betray REVIEWED BY:Leland Watkins,Project Manager KI4*Cn=+r.}Itmli ciaRolls�wsa:1ve+f�4h ro }.Asaani9/lvat^YSJAKKvF.ili�*pq B�•oag/rn.0l a;P?a II4 Wbv Rd er t+?Wf¢Irv4Y p,tt'q Rbak#.u; rGq��ri,C, ara CSSiw'rvn.n.mC4:Psrw ry (v ✓tp OV 3nTmrfl srana;l gtrftrpaaavra-zEgr✓•A;r mom _=p 11 Waltro i.ri.p a ry aaulainp.Inc. 411 rghv ralr J. Corporate • 777 Chrysler Drive * Burlington, WA 92233 * Phone 360.795-1990*.Fix 360.753.1990 SW Region • 2118 w4c% Lzke ii0vd. S.W.• Olympia, WA 90402 - Phone 360.134.07 17 • F.49 160,14,079 IOW Region 94)5 Dupont Strut, Suitt S - Bellingham, WA 99225• Phone 366-647.4061 Fax 360,647AI 10 Visit aur website: w s mtc imc nal Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,0812712014,#F59891,Page I of I —J Geg4edmicalEcOnerrinsi4Cenwihingn.Spt-dal Inapeceian•MetraialsTame 1&nrira"mentalCao>rsnliiaS F-gyiaPrrrdAnorwnw.5in"7WPl Emergency Department South Expansion - Olympic Medical Center- PO M02493 - 14K035 - Field Report: Masonry: Report #F61990 CLIENT Olympic.Medical Center DATE 121/112/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/12/2014 Time Onsite: 09:45 Weather Conditions: overcast.48*F Inspection Performed: Masonry i Report Profile: IN Needs Engineer's Approval ® RFI (#34,32) ® Approved by Engineer Comments: Onsite to perform a visual inspection of reinforcing steel placement and observation of grout placement for 8"CMU as follows. Grout placement was scheduled for I0:00a and grout truck arrived on site at 11:00a Sheet:52.00 Location: I/A.3-A; A/2.5-35(approximately) Elevation:5'4"-10'8"(approx.) Detail: US4.00;3/S4.00;4/S4.00 Reference:RFI#032 for grout mix design approval Architect approved 12/11/14,this report resolves deficient report#F61874 Reinforcing Steel: Contractor,Prime Stone Masonry,placed ASTM A615 gr.60 reinforcing steel into 8"CMU laid in running bond using Type S Mortar. All reinforcing steel placed was of correct size,grade,lap,spacing,location,clearance and securely held into place with bar positioners. Embeds:Installed per detail 4/S4.00 with 5/8"x5.5"x 10"bearing plate with#5x2'6"(d;8"oc. Grout: Contractor placed approximately 3yd3 ol'Angeles Concrete Products grout mix design#C-10263 into 8"CMU walls within the above mentioned locations. Grout mix design#C-10263 is now approved for construction,please reference RFI#032 dated 12/11,114.This report resolves deficient report#F61874 All grout placed by 32 meter Ang_=eles pump truck,and mechanically consolidated by Makita drill type high cycle vibrator and re-consolidated per requirements. Observed the Grout procedures of two sets of 3-prisms(7 clay&28 day breaks per project specifications).Please reference sample#MP 198, MP 199 for compressive strength results. All cells were verified for cleanliness without mortar projections greater than 1/2". To the best of m_v knowledge,all work performed in accordance with project specifications and approved plans. REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager A'1 q�n�l,+v f,rrenmtla-.�c-n enf ea-arch roep.Ar�cnvl�Mav�ar'gva;,hrlfr cA.asvY.�,dI gpan er vtre qd n 8�.xvf�vW}rpnri Y.par,ra,acl�f�w,h��ivs'-pvs C+=,tmn,vgimar re nrsca¥lrc�evxp.±e q^,a I.K-4 xm1'#p 1.411 W.—W.r'aarir•r A t:snr+ileln;.Ire 4I$ Corporate - 777 Chrfcler Drive - Burlington,WA 99233 - Pbane 360.7SS.1940- Fss 366-753.1950 SW 1tegiam + 21 OX HIZC1 bake Fitval_ S.W.- Olympia, WA 48;112 - Phone :iti(I.i l4.°F77 - Fa% MrO,i,14.9779 Ntiii /tcglom + 8!)5 Disponi tittcet, Suirc 5 - Iteiliagham, WA 4525 - Phare 360-641.60fil - FaX 366.647.91 It Visia our website: ww—rntc inc.ncr. Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1211212014,#F61990,Page I of I Gg04"tnlsal E A'con"Aging 0 spedel Inspection 014161erinls Trstiing♦Envi"."M wal c FASiacrrnd Anurunro Sierra I9kl i Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Masonry: Report #F61874 CLIENT Olympic Medical Center DATE 12/08/201.4 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/08/2014 'Time Onsite: 8:45a Weather Conditions: overcast,48*F Inspection Performed: 1 Masonry ___7 Report Profile: ® Any Deficiencies Noted ® Needs Engineer's Approval ® RFl (#34) IN Standby (3.5 Hours) Comments: Onsite to perform a visual inspection of reinfiorcing steel placement and observation of grout placement for 8"CMU as follows. Grout placement was scheduled for 9:00a and rescheduled by Prime Stone Masonry to 1 1:00a although truck arrived at 13:00p,in which 3.5hrs stand by time accrued. Sheet:S2.00 Location: I/A.3-A;A/2.i-3.5;4.5/A.7-t3(approximately) Elevation:0'0"-5'4" Detail: US4.00;3/S4.00 Reference:Report#F61763;RFI#034,Engineer approved [2/4/14 Reinforcing Steel: Contractor,Prime Stone Masonry,placed ASPM A615 gr.60 reinforcing steel into 8"CMU laid in running bond using Type S Mortar. The following discrepancies were noted to contractor for correction in report#F61763.This report resolves the discrepancies noted below. 1.Contractor provided Engineer approved RF]#0:34 for drill and epoxy#5 vertical dowels at:32"oc,which was complete prior MTC arrival. No visual inspection ofepoxy procedures preformed by MTC.Vertical Reinforcing installed per plan. 2.Per typical detail 1/S4.00 contractor required to install#5 U-Bar at end of walls for horizontal reinforcing steel,bars were installed at time of inspection,no further action required. 3.Per detail 2/S4.00,horizontal reinforcing steel of(2)#5 were placed at 48"oc in lieu of 32"oc per approved plan,contractor corrected in field discrepancy in accordance with 2/S4.00,no further action required. 4.Excessive Mortar greater than 1/2"projection was observed,typical all locations.This item was corrected,mortar projection is minimal, no fiuther action required. i.Vertical reinforcing steel shall be secured against displacement prior to grout placement by Vertical fiat Positioners(VRP)per General Structural Notes,VRP's installed in accordance with approved plan,no further action required. 6.Visible ice/frost is required to be removed prior grout placement per Cold weather requirement on sheet S 1.0 1,No visible Frost or lee at time of inspection,no further action is required. Grout: Contractor placed approximately 3yd3 of Angeles Concrete Products grout mix design#C-10263 into 8"CMU walls within the above mentioned locations. A'1 q+Cn�pr.ee.�i+vrel Lrs cs,eal -nv.irvr,!,Ar�cavrrrar.�ee nnlrni.W�.ti>ad.awt.n.�l rpv,c ea zbeg0 r 8rrvrtrei�!pryR,+tl Yge�.4-,aY�r.'.��ha F,i-3,pam.Svicemn.no,iv-a ee . .. e"ar<v/r,mr+cpxrx re{,xr,it s.rnMi twr+eYp�aur.srvr4irr•M r 79?R I4t] Vr+rrli la Carr lr.! :t+��v,+atcthg.lrr 4tl ri,}.5^.a•a,er•::1. Corporate • 177 Chrysler Drive • Burlington, WA 992-13 • Phone.360.733.1940 • Fag 360.755.1980 SW Itegion • 2138 Hlztce late Htvd_ S.W.• Olympia, WA '?102 • Phone .160.134.41777 - fat 36(1.514.9.779 N!4 Region • 84)5 Doponl Strccl, Suite 5 • /tctliagham. WA +18225 • [phone 16(1.64-1.4661 • Fax 360.647.&1 11 Visi¢ our website: ww -a.mrc inc.nzr Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1210812014,#1761874,Page I of 2 Materials Testing & Consulting, Inc. Gwok hnisat Engkoubw A Comping•Special fnsprctim!Metetials TrOing+En irunmrnhl Easeoahie� V1 Ej%wmwr d Anna Sinrr IMI **Contractor placed the above mentioned grout mix design#C-10263 in lieu of Design Mix Pine Masonry Grout per approved Masonry Submittal.Needs Engineers review and approval for acceptance. All grout placed by 32 meter Angeles pump truck,and mechanically consolidated by Makita drill type high cycle vibrator and re-consolidated per requirements. Observed the construction of two sets of 3-prisms(7 day&28 day breaks per project specifications)for next grout placement.No prisms cast with grout during this placement. All cells were verified for cleanliness without mortar projections greater than 1/2". To the best of my knowledge,all work performed in accordance with project specifications and approved plans pending Engineers acceptance. Images: r , a , i n �t UPLOADED: 12/08/2014 13:36:00 UPLOADED: 12/08/2014 13:38:00 it Mortar projection&VRP's,typical throughout Prism construction } UPLOADED: 12/08/2014 13:40:00 UPLOADED: 12/08/2014 1.3:42:00 Grout placement Re-consolidation REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager 4'Iw°n argl,.rF,an.W®ilr,`Rrr�♦rirr•�,r`+n/ Few+•SII+�m•r+.nrr..4ryY•da�Ar,.�1+�rpiS wYrR�n4enrM410lRI H'KkRi.it;#MWA�1•'/i4wrr+�erwnn�.arew nrycw+lnn?+-'tp14•aw rcratne.n.ad xfe►r+t r•••r qp+.� r :f?! - ?!I] Mss rrl•1•Tear lnr A t'+•al•rni.irvt 411 tl{isx r• sr•xi. Corporate • 777 Chrysler Drlve • Burlington, WA 88233 • PYnot 360.735.1990 • Fa: 364.755.1989 SW Region • 21 In Hlack Late Wood 1 W • 01}tnpiA, WA 4831: • Phone ,(6(1.114.411 ]-a% 3611.534.9779 NW Region * 8(15 Dupont 5ttrv1, 5uit4 5 • kellieghum, W A 482:5+ Phone .460.64-JAh Fox 160.441.81 1 t Visii our website: t-w•o.mtc inc.rec Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/08/2014,#F61874,Page 2 of 2 Gtmgn MztenbzRs Ufl mffmg, Hoc Ger.nftiral Eng4xerring A Conwhi"g•Special Inmmental Cc>a mKig EagimFen-d Aanm m.Wwm IMI Emergency Department South Expansion -Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Masonry: Report#1761874 CLIENT Olympic Medical Center DATE 12/08/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/08/2014 "rime Onsite: 8:45a Weather Conditions: overcast,48*F __ .._.__.___.... .._.._._.. ..._...........__..._....-�_..._� Inspection Performed: �asonrti- Report Profile: ® Any Deficiencies Noted 10 Deficiencies Cleared ® Needs Engineer's Approval ® RPI (#34) ® Standby (3.5 flours) Comments: Onsite to perform a visual inspection of reinforcing steel placement and observation of grout placement for 8"CMU as follows. Grout placement was scheduled for 9:00a and rescheduled by Prime Stone Masonry to 1 1:00a although truck arrived at 13:00p,in which 3.51hrs stand by time accrued. Sheet:S'.00 Location: I/A.3-A;A/2.5-3.5;4.5/A.7-B(approximately) Elevation:0'0"-5'4" Detail: 1/S4,00;3/S4.00 Reference:Report#F61763;RFI 9034,Engineer approved 12/4/14 Reinforcing Steel: Contractor,Prime Stone Masonry,placed,OSTM A615 gr.60 reinforcing steel into 8"CMU laid in running bond using Type S Mortar. The following discrepancies were noted to contractor for correction in report#F61763.This report resolves the discrepancies noted below. 1.Contractor provided Engineer approved RFI#034 for drill and epoxy 95 vertical dowels at 32"oc,which was complete prior MTC arrival. No visual inspection of epoxy procedures preformed by MTC.Vertical Reinforcing installed per plan. '.Per typical detail 1/S4.00 contractor required to install#5 U-Bar at end of walls for horizontal reinforcing steel,bars were installed at time of inspection..no further action required. 3.Per detail 2/S4.00,horizontal reinforcing steel of(')#5 were placed at 48"oc in lieu of 32"oc per approved plan,contractor corrected in field discrepancy in accordance with 2/S4.00.no further action required. 4.Excessive Mortar greater than 1/2"projection was observed,typical all locations.This item was conected,mortar projection is minimal, no further action required. S.Vertical reinforcing steel shall be secured against displacement prior to grout placement by Vertical Bar Positioners(VRP)per General Structural Notes,VRP's installed in accordance with approved plan,no further action required. 6.Visible ice frost is required to be removed prior grout placement per Cold weather requirement on sheet S L01,No visible Frost or Ice at time of inspection,no further action is required. Grout: Contractor placed approximately 3yd3 of Angeles Concrete Products grout mix design#C-10'63 into 8"CMU walls within the above mentioned locations. •'I gt7n'9'+A�,yr.c,..�..:n�Ivey..xvn.v�escmMr>em.Araavarlrevmvo r:vsea.e6;rs;aaN.v.•vfin.A�ppm.±a wtrme?irnbr.'n ra{cul y::y.r.in4e.,,rv.a.�r.mc-al•r;3eh:mam a•z�5swr..n*st-.mn naa.:rYr,9 r�xrsw'i@+.rrr{.m:a+e+rn:J xaq v.ravr�rs{ns. .r ;^fir)/ - ?all §i+r+r+la:.�q.Ir,c ASI rii 4-c�x rr rr:J. Corporate v 777 Chryider Drive, v Burlington, WA 482.13 v Pbane 160.7SS-1991) v Fax 360-755.140 SW Regina • 21 ON Hack Lzke HOva1_ :} 44` - Olympia, WA VA312 • Phone 360.114.9777 • I ax :460. :)4.4?79 NHS Region + 8115 Dnpunl 5tr..0, Suitt 5 • tlrtliaghrrm, W.+t IM225 v Phone :1htl.641.6061 Fax 360.647.&111 Visii bur website: y.-A-a-mic inc.rr.._ Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/08/2014,#1761874,Page 1 of 2 Materials Testing & Consulting, Inc. XV G"*glnical Es ti 0;ConvAinp+Spovial Inspectirm•Mulerials TeAing 0 Ensgsvnmenlal Canerllia� EngirwerdAnnronn.5im■IMI **Contractor placed the above mentioned grout mix design#C-10263 in lieu of Design Mix Fine Masonry Grout per approved Masonry Submittal.Needs Engineers review and approval for acceptance. All grout placed by 32 meter Angeles pump truck,and mechanically consolidated by Makita drill type high cycle vibrator and re-consolidated per requirements. Observed the construction of two sets of 3-prisms(7 day&28 day breaks per project specifications)for next grout placement.No prisms cast with grout during this placement. All cells were verified for cleanliness without mortar projections greater than 1/2". To the best of ny knowledge,all work performed in accordance with project specifications and approved plans pending Engineers acceptance. Images: UPLOADED: 12/08/2014 13:36:00 UPLOADED: 12/08/2014 13:38:00 Mortar projection&VRP's,typical throughout Prism construction t~ . Y j.. UPLOADED: 12/08/2014 13:40:00 UPLOADED: 12/08/2014 13:42:00 Grout placement Re-consolidation REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager Al warn,ry}y.riy..,.y.,r;Drrae.aN r.A 'U.—I l--.0 IIWi,Mwr.+l..ykn,�l.'FT.R SYr�AT 6.,.s94mW m�vml.tr+kk.n..w..d�N..err„w..r..e.r.n.ww�a...... C+r'M",Y hMriY�t4�ti 11}�HM Ramed]1f.Cf�3I NrO�Ir.r r Ilor , Ioll 4.lrrlar 1..+mf N d'.r.uPoln/. Inc An r444e..4l4rr.l. Corporate • 777 Chrysler Drh•e + Burlington, WA 982-11 + Phase 361-755-1990+ Fills 3641-755.79110 SW Reglan 211x Hlaclt Late Hlvd 1 W + 01}mpla, W.A 9H112 - Phone 36(.i:44.977 + )-az 3650.534.9779 NW mesion + 805 Dupont Strc►1, suit#; S + Itelliegham, %A 99225+ Phone 360.64-F41141 + Fat 36(1.1147.61 11 Visit our website: wwa.mtc inc.nc? Emergency Department South Expansion-Olympic Medical Center-PO M01493-14K035,11/08/1014,#F61874,Page 1 of 2 Gtciminat Vq i sFecantr ttr t nnwhEinl: :5lx�lnl Inspctrian 141tt1rrrinb Ptk nC w Enrinmmrnla@ C. tibi F.-yriTeimad';LSwaranreSiwcgJfNF! i' Lati .xk Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 -Compression Test: Concrete: Report#C38166 - DRAFT CLIENT Olympic Medical Center DATE 11/04/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 11/04/2014 Time Onsite: 12:30 PM Weather Conditions: {Clear,60s F. -- r r-444444 44--4444444444 44----444444 44---------------x____.4444444--, Inspection Performed: Compression Test:Concrete Field Data (ASTM C-31): ----4444-- Location of Placement: Stem walls A-B.5. — J --------___ ____._—..-_____.—_____._-,.--'------4444---------------- Sample Location: Stem walls A line Contractor:jRush Commercial — — _j Subcontractor:SCC — — j Suppber/Plant:(Angeles Concrete Products _ Qty Placed,Cu.Yd.:118 ( Slump,Inches(ASTM C-143)or W/C,Ratio:14,5 CoucreteTemp,IF(ASTM C-1064):166! Delivery Ticket#: 41219 Job Spec.Slump:I LIRAmbient Temp,°F:1611 Truck#:'A60I Air Content, /o(ATSM C-231): 4, Min Temp, F: Lam,� Batch Time:12:12 pm Job Spec.Air: LIR Max Temp,°F: - Sample Time:13:35 pm I Mix#and Proportions: I. #1 , Mlx#3 C-14329, ICY --x,-3 4329 Cement,lbs.:�5 f 66 _ — Coarse Agg,lbs.:�3/4-1408 8__-- Admixture,oz./cwt: MB AE 90,2.6 Flyash,lbs.:101 1 — Coarse Agg,lbs.: 3/8-4066 — — Admixture,oz./cwt: Poly 997,24 Water,gals X3.7—— j Coarse'Agg,lbs.:rr _� Admixture,oz./cwt: --- 4444 ,_— Fine Agg,lbs.:11324.4 Coarse Agg,lbs.:, Admixture,oz./cwt: Sample Type & Compression Test-Results: - .. -- . .... -- _- - -..- r_.._. ..._--.—_ Received 11/05/2014,. Sample-Set I of l., Type of Compression Test: "Conc__rete(ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM ASTM New Log# Age Date of Test Load Area(Sq. Strength Tested By (Days) (Lbs.) Dim.(In.) In.) (PSI) Type C-617 C-1231 ----- -2889 7 11/11/2014' 56,200 j'_4.02 j _.12.69 – –4,430 Robert Turner 5 C3 289-0.-..-]F 7–] I-1/l 1/2014 �55 925 j – 4.02 �l 12.67i-4,410_Robert Turner–I� 5�� ❑ 2891–j 28 ;I 12/02/20!4 r (--- ❑ 28 112/02201411 _ ❑ ❑ ❑ I__2893 C 28_ ❑ ❑ 2894FC ��7 J I I/1 112014 47,570 i 4.02 12 69 3,750 1 Robert Turner 1 5 ❑ �2895FC 7 11/1 /20141 49,265 ( 4w01 12.63---3,900–j!�T Robert Turner ❑ E2896FC 28 �12/02/2014j1 – ��–��– _�I I--– �L 0 I ❑ ❑ 2897FC�1.?g__IC12/02/2014 --- REQ D IL 4,500 A'1 r,Yn.y;d,.v W,w,ullw+mmr.sair��.er/.saK.:l,,+:e u1lc,,r„Yw,.s rxrmx,,a:IGirh:rr!.n,sV},...A1�P'+t'.,r,,corm ss¢i•af.T:r�rr'id..aR,+'!•aJ.t'vmh xs;i+F�mri,Pwfs�Mrtrvmi vVT�`mn,..,m.i;sash m cn::v etm n•!+:r+"'`'T� "r 1rT',!t w ma.:l•a,:•axrp.=,n Kerr xrgra;N.{ 1!•',0 - 3a II If vrrlt ls. reIr,p 'X•:'e!1 e•al•:Ing.Irrr. ,411 r14 baa r.;,i rpt'. Corporate • 77? Chryxlcr Drive 8urlinglan, WA 4833 + labome 360.735.19941 • F2: 360.1`55.1450 SW Region " :l 9S Mack I..x'ke 111+V41.. S.W_m t,)1Vmpin, 'W1,.N 10112 • Ph(mne ,160,134.1)777 m 3'4jx :ihtl,5;14,7`79 NW Reglan • 601 Dupont `3STwe.r, Stiii c. 5 to llcllinglham, WA 4rJA22i • Ph-roe U41.64--.41161 m Fak '166A.47-91 11 trusi, Dur wrbsiic: _ -mtc inc-nee Emergency Department South Expansion-Olympic Medical Center-PO M02493-14Kt735,11/04/2014,#C38166,Page I of 2 Materials ii 9 Inc Gttiallt+.ihnirdI 16. 'rw&,Cunw#inu•3pedul Insportkm•Mwimrinh TeWrim•Enrlronm4 nvO COM1011bu FLWiorr#rrv'dr•aranra.SincoPi44P Remarks: (Reference report number F61214. I (Four field cures cast for compressive strength testing.Two at 7 days and two at 28 days. REPORTED BY:Leland Watkins REVIEWED BY:, �.�t.rrr..,�1�h..s..:.a�In�...4.f..�..:s1.r.nN,� .u.®�r.�n....v:,�aa�.�r;r��t:�;..+.1....al.;r.sr.;vir+vd.,+kr•F.�:r+ Via, .a..,m rsw^r irwra:vp+aX.p arrq•:mrtcxaWg;d�p.:x serar{+{r,�•-.( JV-P ]?I! ?lerrrlulr U-1r.p R.{"e an.dsinp.)r.r. :411 rlp.raF Corparmle * 777 Chr.rler Drive • Burlington, WA 98.233 • Pbaoe 3.60.733-1991? + Fas 360.795.14190 YY Region • 21 18 H9a C I,zYe f�8vcl_ 5.\4'.• Olympia, W:\ '7114i« ('neape 360.1.14,'0Pax 3h[J.S;i4.fli!�3 NW iReillom + 901 L)isptani [Yc4;[, Sits. 5 - C1e€linehnm, WA 99223 • phoue A60.641.40fil + Fue ;iititlA 41Al I t ViisH our web€iic: vrtic �.mrc iFic.r,ec Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/04/2014,#C38166,Page 2 of 2 Materials Testing & Consulting, Inc. GwArchnical Fn6giroeranc Sr Consulting r:Spminl InrinKrian*AQalrriah+'Trams t Fnvirunmental CArcullbw Fngcrcmvl:#rrgmnna'.$imsq 13$'! &{v�'� Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Other: Report#F61331 CLIENT Olympic Medical Center DATE 11/10/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 11/10/2014 Time Onsite: 09:30 am Weather Conditions: (Sunny and Warm 60A°F Inspection Performed: Cancelled on site/Soil Sample at Haller Quarry Comments: i MTC inspector on site as requested to perform IPD-S on backfill for new Emergency Dept.expansion.Due to failing sieves on both I native and import material to be used for said backfill,a one Ms.CAMEO with Olympic medical center(client),work was stopped before any tests or compaction could be performed.Approval of failing material was never given per the client.Inspector waited on stand by for 3 hrs whilst contractor and client tried to get approval.After 3 hrs,and no approval given,contractor and sub contractor had MTC inspector pick up sample of 1.25"crushed material from Haller Quarry on river road in Sequim to be taken to lab for proctor/sieve analysis to see if would pass specification requirements needed for back fill of said new Emergency Dept. Expansion. I_ I.-I..-----,-.,-,,--------" ._,..-___. ._.__-___,---------___ . -_..__._--- ------_____._._..__.-._ ..u_..----____—___c REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager u.•r.,-pp:r.ryrai...eh.;rr....a lu,;.wo..n.f«,>.n.+r.r�,w'. 4.,.+r,...r,.-_.rv+.. v.,,cm;rr,.,.�.rc4&"+_p..+.�..va+.,.Nr•;y.me,.,yr.�..vsl.+rim«r"�awwr.�:.rd.s�...,a,.;n.F.ma.w...r;++.us.,,-:,a xa,:.o..,,..+wsx....,.. r+r6.-c,in_v.:wnpa'a�r na rR•m p x.m.:J xei7.q.+a�erT;r�rv. r 14±•0 - l o l! k r-.yiulsi r,p. Ir.r All 04o' --j. Corporate * 797 Chr_lAer Drive • Burlington, WA 4112:13 • Pb4ime 340.7$3.19110 -o Baia 360.733.1990 SW RirgAp t ' 21 19 Mock I,ake Hdvd. 1.W.+ Olympia, WA 911;11. • Phont :�1f1.S34.+177" Fa% ;ityCl.$;i4,�li7y NW kewl#p * 9411 17opo',,:n1 Scrt:%t, S`uikc 5 - ItctllmChrrm, WA 0921S • €'hone '16(1.641.4(14I Fak .160.647.9111 Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/10/2014,#F61331,Page I of] Mateflals Inc , _ g & Consulfing, " f em"tnicrl Wneetirkz&CunwNink r Spcinl Inspettiuin r Nial«irils'L+ nC i EnNirxmmental C4mlft EtWineirMAwuran m5irpreJff8l Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Field Report: Other: Report#F61331 CLIENT Olympic Medical Center DATE 11/10/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 11/10/2014 Time Onsite: 09:30 am Weather Conditions: Sunny and Warm 60A°F Inspection Performed: Cancelled on site/Soil Sample at Haller Quarry Comments: MTC inspector on site as requested to perform IPD-S on backfill for new Emergency Dept.expansion.Due to failing sieves on both native and import material to be used for said backfill,a one Ms.CAMEO with Olympic medical center(client),work was stopped before any tests or compaction could be performed.Approval of failing material was never given per the client.Inspector waited on stand by for E 3 hrs whilst contractor and client tried to get approval.After 3 hrs,and no approval given,contractor and sub contractor had MTC } i inspector pick up sample of 1.25"crushed material from Haller Quarry on river road in Sequim to be taken to lab for proctor/sieve i analysis to see if would pass specification requirements needed for back fill of said new Emergency Dept.Expansion. REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager d.'1 ,°fr..�yire+hv,,wn,u3lswnr.,af nrc!±Itl,r�rd{J.�°��mllwrkv nrftv�..k1'Stl°�P�R^rl^.til rpv�.ew;*eYsvi4m W•Fsl'+4irsiN4 SR•tcixfk�.+e..P.slaf.v Mvai.n-1*p1�NkMq+�rl vranr.Rn.n.+�'d:x.�.e rsrn w;hv=wn,r:r3 uaq sw rvl`-ri.t�+e,.r.,i�:�erl•p.:a..ire"=gyri:rA,r 10 ip 1011 Mary 0.1. r—ir.p t C.arul.,inp.I-.. A11 04 4,. rd. C'orparale + 177 C"hey.0er Drlive + Hurlington, WA 49231 • Pbcme 360.753.9990 • Fax 360.765.1.960 SW' Region 21112.{ HJ-AcR I..a1'e Hlvd. S.W-- t)lympla. WA 012 • Phone 7ti(LS14.°J�777 + iPzX NW Reglryi • 805 D)fpoui Stt1;-ot, 5nlw S • 'HeMaChnin, WA �fJlt223+ Phone :164.641.4040 A Fax 360.44.4 8111 Visis our websile.: + rr I�.mlx ir•:.e,ec Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/10/2014,#F61331,Page I of 1 Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting 4iw ws.as.�i,ppmlow Client: Olympic Medical Center Date: November 11,2014 Address: Port Angeles, WA Project: Emergency Department Expansion Project#: 14KO35 Attn: Scott Bower Sample#: K14-302 As requested MTC,Inc.has performed the following test(s)on the sample referenced above.The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Test(s)Performed: Test i Results Results Sieve Analysis See Attached ❑ Sulfate Soundness ❑ Proctor ❑ Unit Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ Percent Fines(#200 Wash) ❑ Moisture Content ❑ Specific Gravity,Coarse ❑ Specific Gravity ,Fine Hydrometer Analysis ❑ Atterberg Limits ❑ ❑ Asphalt Extraction/Gradation ❑ Rice Density If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region—2126 East Bakerview Rd.,Suite#101 • Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW • Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing• Environmental Consulting zk Sieve Report Project:Emergency Room Expansion Date Received: IO-Nov-14 ASTM D-2487 Unified Soils Classification System Project#: 14KO35 Sampled By:SH2 GP-GM,Poorly graded Gravel with Silt and Sand,Crushed Client:Olympic Medical Center Date Tested: II-Nov-14 Sample Color: ecaeol��ol Source: Haller Quarry Tested By:WK Brown Sam le#:K14-035 ASTM D-2216 ASTM D-2419 ASTM D-4318 ASTM D-5821 DISE=0.057 mm %Gravel=56.00/, Coeff.of Curvature,Cc=3.05 Specifications DIloS=0.242 mm %Sand=37.4% Coeff.of Uniformity,CII=34.99 2014 WSDOT 9-03.9(3)Crushed Surfacing Base Course D(IS)=0.597 mm %Silt&Clay=6.6% Fineness Modulus=5.15 Sample Meets Specs?No D(3.)=2.495 mm Liquid Limit=n/a Plastic Limit=n/a D,,=6.136 mm Plasticity Index=n/a Moisture%,as sampled=4.7% DIwS=8.455 mm Sand Equivalent=n/a Req'd Sand Equivalent= D,=18.162 mm Fracture%,1 Face=n/a Req'd Fracture%,I Face= Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136,ASTM D-6913 Actual Interpolated Grein Si..Diel Tallon Cumulative Cumulative Sieve Size Percent Percent Specs Specs b = x m 84. : �9 @$-„S US Metric Passing Passing Max Min rsox••.•. • <• �++++++ +r-+- ++-+r+i+h+ 12.00" 300.00 100% ^♦• 10.00" 250.00 100% l 8.00" 200.00 100% 6.00" 150.00 100% - 4.00" 100.00 100% � f' � _- � -_ 11 3.00" 75.00 100% 2.50" 63.00 100% 2.00" 50.00 100% rax --. ...__�IL...----...._-.-.-.-.....----• - i�---- roux 1.75" 45.00 100% 1.50" 37.50 100% 1.25" 31.50 100% 100.0% 99.0% 1.00" 25.00 100% 100% 100.0% 80.0% �€ 3/4" 19.00 92% 92% 5/8" 16.00 84% 84% 80.0% 50.0% >< - -- 1/2" 12.50 74% 74% 3/8" 9.50 65% 65% ax - _._ \ .- -'- ---._.....- as ox __ I/4" 6.30 51 #4 4.75 44% 44% 45.0% 25.0% #8 2.36 29°/ 29% #10 2.00 27% 1 I #16 1.18 21% 2ox -_-. ...__.....................!-- II ---..__... ---'--- (----- 200x #20 0.850 18% 18% #30 0.600 15% #40 0.425 13% 13% 18.0% 3.0% +ox -- -- -- -- -11f ��---- - ox #50 0.300 11% #60 0.250 10% IO% •• o. 980 0.180 9% +maoo ro- r.goo oroo oom omr #100 0.150 8% 8% #140 0.106 7% Pantie sae lmml 0170 0.090 7% #200 0.075 1 6.61/6 6.6% 7.5% 0.0% + Sle,b Saes --Spee �•-MM Spee �•�Slere RewlhJ I Co_'gM nPsinmin&Tahniul s-� MI9969tl .VI muW nnrly only to equal Imerimu enJ inerennle wu:d Ae n mutual prwW im ro nlimu.�Im public end ounelvm.ell mpwM en eulnnincd m rhe eonfih Elul properly o(clienM.and nulhmvelion(«puM1liuiim uremrumm�,nnmueione m e.�veeM fmm ur mgnNing wr mpmM ie renervN pending wre.,iuen npprwel. Comments: Although the sample is out of specifications on the 5/8-inch sieve it is within tolerances(85%45%). Reviewed by: Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 Fax(360)534-9779 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Client: Olympic Medical Center Date: November 11,2014 Address: Port Angeles, WA Project: Emergency Department Expansion Project#: 14KO35 Attn: Scott Bower Sample#: K14-302 As requested MTC,Inc.has performed the following test(s)on the sample referenced above.The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Test(s)Performed: Test Results € Results Q Sieve Analysis See Attached ❑ Sulfate Soundness ❑ Proctor ❑ Unit Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ Percent Fines(#200 Wash) El Moisture Content Specific Gravity,Coarse Specific Gravity,Fine El H drometer Analysis ❑ Atterberg Limits ❑ ❑ Asphalt Extraction/Gradation € ❑ 17 Rice Density If you have any questions concerning the test results,the procedures used, or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region—2126 East Bakerview Rd.,Suite#101 • Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW • Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Visit our website:www,mtc-inc.net Gev4eeimical Er�seetring di Cunwpine Special Impectian+hleterinb TesRne isnwronmental CQagolliar3 Fwd Anuramp.5lmy lfNPP � Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - IPD-Soil Compaction: Report#D34901 CLIENT Olympic Medical Center DATE 11/13/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 11/13/2014 "lime Onsite: 07:55 nM Weather Conditions: Clear,50 degrees Inspection Performed: IPD-Soil Compaction Field Data: Work/Location: !Structural Backfill/Subgrade Gauge Standard NIS: 1036(, Equipment(D&Serial#: CPN MGI,Ser.#h9D50607947 Gauge Standard DS: 21077 Test Samples: Sample#:Description: Proctor Value(pcp:Optimum Moisture and Oversize Rock Correction: 1.u'14-284�1Greyish Brown CiW-GM,Welt- aded Gravel with Silt and Sand 138.7 6.7 _ 2 '14-302 JF3rown GP-GM,Poorly graded Gravel with Silt and Sand,Crushed �^ 132.8 �16.6 ,rEST METHOD ® ASTM D-1557/AASHTO T-180 In Place Density Test Results (ASTM D-6938): 'rest# Mode/ Location of"rest Elev. Wet Dens. Dry Dens. Moist% Sample# %Comp. %Regd. Depth 1 6 ICS BC Photo#148"FS( 139.4 127.1 9.7 I� 95.7 95 - ---- I�� 1---2-- -95.1 9S 2 � 6 �CSBC Photo#I 40"FSG 137.7 3 6 CSBC Photo#1 _ 32"FSG' 138.4 127.2 !_T .B - m 95.8 95 4 JCSBC Photo#( ��-24"FSG 141 127.7 lQ4 �� 96.2 9> 5 i 6 �, ative Photo#1 -48"FS<i 145.3 1.34.8 7.8 �{ 1 �j�97.2 95 i 6 6 [Native Photo#I M -�-40"FSG 146.3 134.3 a��8 ��� 96•R 95 7 6 (Native Photo#1 -32"FSG 147.9 F x1352 )�` 4 ��)7.5 95 8 _ 6 _}(Native Photo#t _ X24"FSG1' 144.9 1 133.2 8.8 =1 =6 95 9 [=ICSBC Photo#2 95.8 95 10 CSBC Photo#2 -40"FSCi 139 126.5 If 9.9 L2 I 1 6 1CSBC.Photo#2 ="F =37. 126.3 I 8.6 � 9� 5.1 9j 41 ��74 µ )5. 95 Photo#'12 � 13 6 _,Native Photo#3 °l bas? 145.8 ( 133.8_r L 96.5_] 9> 14 _ 6___j Native Photo#3 �� 24"Uase 148 133.710 7 C-1 96.495 15 I__ e� ��� 9'5.7 95 6�Nalive Photo#3 ;�'-base 146.5 l3 .8 { 1 Q3 16 E------7INative Photo#3 -145.91 32.9 9.8 -��95.8^ 17 fi �iNative Photo#4 If-8"base 147.2 134.8 _.9 18 �= 6 �jNative Photo#4 l6"base148.9 .i 135.4 19 ; 6 !Native Photo#4 '4"base f 147.4 ' 134.7 9 4 I t 9�7.1 90 ® Native Soils Soils consistent with Proctor O Yes O No ® Imported Fills Soils found to be Linn and stable;and to the best oi'our O Yes O No knowledge,meet compaction 0.'Itw''n#�f(,aha,'a9..Nkraaa a.vl.c�siN,i!<nf.dl,.xcaxiYi�,an,bx,yrvricna,,lw iSbt c�mRW'+e�.dlvpvnaR+Rdp F:d+lY Wi%'olbf.+l-d�gTn1°rl'$4as.4m:P�":i�lfit cavum.®wiiyv'nly.nary^0.,win er r!vs>FRM-OY.Y(IYST�L:dlirT,If 24Tai17i*�dp.V OEG.lN 4{Gi�.G:'.i ]AJt -:417 a1.Y trio 4a tea,inp at {'39ax)IRinp.IM1C. �tl lf;6Ra ri,t lr{d. Corporate • 777 Cbry.cler Drive • Burlington, WA 99233 • Phone 360-734-1990• Fos 360.733.1990 SW Region • 21 00S Hlacg late Hovti- i.'1 * Olympia, INA 1901022 • Phone 36QAj4.%i777 • }at ;40,534.4719 Nth• Region + Nos Dovoni sttcat, 516w s • Iteliiaghnm, 4Vr'A 46225• Phone 160.641.411G1 • Fax 360.,647AI l t Visit our website: -.vs;a.mtc Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/13/2014,#D34901,Page 1 of 3 Materials Testing Consulting, Inc. Gomm-linicat F.e Ommirm d ConmAing+Special Inepedian 6 Materials Treeing 6 EnriranaraatalCaallis �`•w r Ea4iMsrrd dnmoac,!Sian!#L4l �' Contractor notified of results ® Yes O No Remarks: I MTC representative on site to pefonn in place density testing of soils Areas to be backfilled were excavated to 48"below FSG. i CSBC and native materials were placed in 8"lifts to be used as structural backfill. f `Compactive effort was applied by using a Wacker sheep foot steel drum vibratory roller,a loader backhoe with hoe pack and jumping jack. Approximate areas tested are represented in pictures 1-4 and are labeled with materials placed in those areas.Plans shown in pictures can be found on sheet S2.00. I All in place density tests of materials performed met or exceeded compaction specifications. I i Images: ss>ef = .i >1 , ( i ws•wnts i we+a !r S 2 � ;` `~ ~---- ------ UPLOADED: 11/14/2014 09:39:00 UPLOADED: 11/14/2014 09:39:00 Me*•nr1�i=�A w+w•.rilMan.�fr••••„h rend A..+.•�ere.r.•.,.nrsk•w4�rYt r,•i.nA•n.MlrAn••Cs4„AiwM++MndMrr+pate+fMn•.,wrMl+•1•YiwA• :I+y,swi+.r...•i;•..w n• neves Ar•reR+aFp sq'mnn•xc,m,wf xr•ar�r•.•w•ilge•+� r ]7J! 31112 Mir erecta i`esria•r t ts waalri+a/.Sae 4!1 ria Ye.ra,rr•rd Corporate • 771 Chrysler Drive + Burlington, WA 42213 • Phone 160.7SS.1090• Fax 360.755.1980 SW Region • 21 is Black Lake Blvd. S-W • Olympia, WA 96112 • Phone 340.134.g7t7 • Baur 360.$34.9774 NW Region • BUS Dupom Strect, Suite 3 • Bellingham, 14A 942.15• Phone 360.641.606► • Fax 360.647.61 t 1 Visit our websile: w»n.mic inc-net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1111312014,#D34901,Page 2 of 3 Materials Testing & Consulting, Inc. Cralrclmkal Fagkwrim A ConsulNlpl•Sliwial Insprrden•Mul"Is Testing•Envkonmental Comwllirw E iesrfTd Anffrnncr-Sint.1#81 a .�•"• i r e • f r �'FR.}'F�LL41np X°SCin&, x•+f.. * YC'b1,1 r� �i. ♦fir! ? 1 I '.KLt W►wSep '� x f 3 ^IN'M SEe S l♦ t UPLOADED: 11/14/2014 09:40:00 UPLOADED: 11/14/2014 09:40:00 i , UPLOADED: 11/14/2014 09:44:00 REPORTED BY:William Kilpatrick REVIEWED BY:Leland Watkins,Project Manager Afc+rn Wr..A wars+Iw.�w.awl.�wJ,r.n 4•e:.wrl..m�w wt+gww4 ryYe etMa�a+.11•T�wcwY•w�wfra.Mew/MwTr+r.INk...at.wr..f n.•a.rMw.�.r�w�ra....w,a....w nncN h•tr^�elsriYy art rtTaefrNcrm.d xanrl Nwfw•fgrr•f x 2406 2617 4fr rrlf!•Tffrif.6 ACf•arfiaig6.Inc 411 rift*.r re,er..i. Corporate • 777 Chrysler Drive • Burlington,WA 91235 • Phone 360.765-1190• Fox 366.7SS.1996 SW Region • 2118 Black Late Blvd- S.W.- Olympia. *A 19013112 • Phone 360.334.9717 • fat 360.334,9774 NW Reglan • 905 Dupont Sttcet, Suite 5 • Bellingham. WA 91225* Phone 360.6947.60691 • Fax 360,647.81 t I Visit our websile: wAn rul+: inc-amt. Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1111312014,#D34901,Page 3 of 3 Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing Environmental Consulting Client: Olympic Medical Center Date: November 11,2014 Address: Port Angeles,WA Project: Emergency Department Expansion Project#: 14KO35 Attn: Scott Bower Sample#: K14-302 As requested MTC,Inc.has performed the following test(s)on the sample referenced above. The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Test(s)Performed: Test Results € Results Q Sieve Analysis € See Attached ❑ Sulfate Soundness 132.8 pcf at ❑ Proctor 6.6% El Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ Percent Fines(#200 Wash) ❑ Moisture Content El Specific Gravity,Coarse ❑ Specific Gravity,Fine ❑ Hydrometer Analysis ❑ Atterberg Limits ❑ ❑ Asphalt Extraction/Gradation € ❑ ❑ Rice Density ❑ If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region—2126 East Bakerview Rd.,Suite#101 • Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW • Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Visit our website:www.mtc-inc.net NITC Materials Testing & Consulting, Inc. Geotechnical Engineering •Special Inspection • Materials Testing • Environmental ConsultingT"im kc Sieve Report Project:Emergency Room Expansion Date Received: 10-Nov-14 ASTM D-2487 Unified Soils Classification System Project#: 14KO35 Sampled By:SH2 GP-GM,Poorly graded Gravel with Silt and Sand,Crushed Client:Olympic Medical Center Date Tested: 11-Nov-14 Sample Color: era..•h„ y< Source:Haller Quarry Tested By:WK Brown Sam le#:K14-302 ASTM D-2216,ASTNI D-2419,AST61 D-4318,AS'fisl 0-5821 D,s,=0.057 mm %Gravel=56.0% Coeff.of Curvature,Cc=3.05 Specifications Do.)0.242 mm %Sand=37.4% Coeff.ofUnifonnity,C,=34.99 2014 WSDOT 9-03.9(3)Ctushed Surfacing Base Course Dos,=0.597 mm %Silt&Clay=6.6% Fineness Modulus=5.15 Sample Meets Specs?No Dc�)=2.495 nun Liquid Limit=Wit Plastic Limit=n/a D(5.)=6.136 mm Plasticity Index=n/a Moisture%,as sampled=4.7% D,.,=8.455 mm Sand Equivalent=n/a Req'd Sand Equivalent= D,,,,,I=18.162 mm Fracture°o.1 Face=n/a Req'd Fraenlre°/n,1 Face= FrJdure" .Fares--nia Req'd Fracture° Fac,,- ASTM C-136,ASTM D-6913 Actual Interpolated Grain Size Dislribulion Cumulative Cumulative Sieve Size Percent Percent Specs Specs agg� US Metric Passing Passin Max Min ,aox, :�,;;;` tai 'a � � "' ,00.ox 12.00" 300.00 100% 10.00" 250.00 100% 8.00" 200.00 100% wx uo.ox 6.00" 150.00 100% ' 4.00" 100.00 100% wx eo 00 3.00" 75.00 100% 2.50" 63.00 100% 11111"JAI III I I 1 11111 11 2.00" 50.00 100% rox rooa, 1.75" 45.00 100% 1.50" 37.50 100 1:25" 31.50 100% 100.0% 99.0% °ox ao.ox 1.00" 25.00 100% 100% 100.0% 80.0% ! ' 3/4" 19.00 92% 92 5/8" 16.00 84% 84% 80.0% 50.0% " wx so.os 1/2" 12.50 74% 74% 3/8" 9.50 65% 65% mx ,o.ox 1/4" 6.30 51% #4 4.75 44% 44% 45.0% 25.0% #8 2.36 29% 29% J0% so.ox #10 2.00 27% #16 1.18 21% rox m.ox #20 0.850 18% 18% #30 0.600 15 #40 0.425 13% 13% 18.0°r9 3,0'. +9x +o.ox #50 0.300 11% #60 0.250 10% 10% #80 0.180 9% ao ooa +o990 Ioao o+oo oolo ono #100 0.150 8% 8% #140 0.106 7% #170 0.090 7% #200 0.075 6.6% 6.6% 7.5% 0.0% CnpyngM Sporn Engimig&TsFaeml Scrvira PS,199698 Allry tll pplyodybv ll.l..aN.I..I.0 Asam,a,slpo .mdicta,,,A,.uli,an1---allrt ayevb,n .,.w,-Mvi pn,w "I'I.-'�Ni"d.,"-I ,or pnl.l-1i•n„.,:n..i.�n..ancluso,e meMas rmmor regedi,gwr,ryon,i,�rvd pending wn w,i�an appnwl. Comments: Although the sample is out of specifications on the 5/8-inch sieve,it is within tolerances(85%45%). Reviewed by: •� Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 N WRegion-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 S W Region-2118 Black lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 • Fax(360)534-9779 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting " Mels ie,6e•4 Como{{i�V+{n` Proctor Report Project: Emergency Room Expansion Date Received: 10-Nov-14 Unified Soils Classification System,ASTM D-2487 ASTM C-136 Project#: 14KO35 Sampled By: SH2 GP-GM,Poorly graded Gravel with Silt and Sand,Crushed Sieve Size Percent Specifications Client:Olympic Medical Center Date Tested: I I-Nov-14 Sample Color US mm Passing Max Min Source:Haller Quarry Tested By: WK Brown 12.00" 300.00 Sample#:K14-302 10.00" 250.00 Sample Prepared: Moist:X Manual:X 8.00" 200.00 Dry: Mechanical: 6.00" 150.00 Test Standard: ASTM D698: AASHTO T 99: Method 4.00" 100.00 ASTM D 1557:X AASHTO T 180: C 3.00" 75.00 Assumed Sp.Gr. Point Percent Dry Uncorrected Proctor Value 2.50" 63.00 2.70 Number Moisture Density Max.Dry Density Optimum Moist 2.00" 50.00 1 4.0% 124.4 130.5 lbs/fe 7.1% 1.75" 45.00 2 5.5% 127.2 1.50" 3 .50 3 7.3% 131.7 Value w/Oversize Correction Applied 1.25" 311.50 100.0% 99.0 o,' 4 9.2% 127.0 Max.Dry Density Optimum Moist 1.00" 25.00 100% 100.0% 80.0% ACCREDITED 132.8 lbs/fe 6.6% 3/4" 19.00 92% 5/8" 16.00 84% 80.0% 50.0% 1/2" 12.50 74% Moisture Density Relationship 3/8" 9.50 65% 144.01 1 1 1/4" 6.30 142.0 #4 4.75 44% 45.0% 25.0% 14°.0 #8 2.36 29% 138.0 #10 2.00 _ 136.0 #16 1.18 1740 #20 0.850 18% c 132.0 130.0 #30 0.600 128 0 #40 0.425 13% 18.0% 3.0% #50 0.300 tz4.n - #60 0.250 10% 122.6 #80 0.180 120.6 #100 0.150 8% 0% 1% 3% a% s% 6% ri 8% 9 to% u% 1M 13% 14-1. #140 0.106 Percent Moisture • o.0 Pomo Zem Air Voide Curve Curve Fit 270 0.090 #200 0.075 6.6% 7.5% 0.0% ASTM D4718,Misc.Oversize Correction Values Specs:2014 WSDOT 9-03.9(3)Crushed Surfacing Base Course Meets Specs?No %Oversize Mato:8% %Gravel:56.0% Cc:3.05 Doo):0.242 %Oversize Corrected Optimum %Sand:37.4% CU:34.99 Dt301:2.495 Retained Density Moisture %Silt&Clay:6.6% FM:5.15 D(6oi:8.455 5% 131.9 6.8% 10% 133.5 6.5% LL:n/a PL:n/a Pl:n/a 15% 135.0 6.1% 20% 136.6 5.8% Sand Equivalent:n/a Req'd Sand Equivalent: 25% 138.3 5.5% 30% 139.9 5.1% Fracture%,I Face:n/a Req'd Fracture%,1 Face: C,T i ht s�acee-n.g&1«h,-isPs 19961)8 Fracture%,2+Faces: n/a Re 'd Fracture%,2+Faces- ,U nntrlrlyooytoaciva x 1w,8 en ial.a dt l i�nn wntten alryin,vel. Comments: Reviewed by: Corporate-777 Chrysler Drive • Burlington,WA 98233 s Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 • Fax(360)534-9778 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting �4wrsaema+�e�°"� Client: Olympic Medical Center Date: November 11,2014 Address: Port Angeles,WA Project: Emergency Department Expansion Project#: 14KO35 Attn: Scott Bower Sample#: K14-302 As requested MTC,Inc.has performed the following test(s)on the sample referenced above.The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Test(s)Performed: Test i Results Results F±] Sieve Analysis € See Attached ❑ Sulfate Soundness 132.8 pcf at ❑ Proctor s.s% ❑ Unit Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ Percent Fines(#200 Wash) ❑ Moisture Content Specific Gravity,Coarse ❑ Specific Gravity,Fine ❑ Hydrometer Analysis El ❑ Atterberg Limits ❑ ❑ Asphalt Extraction/Gradation i ❑ ❑ Rice Density ❑ If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region—2126 East Bakerview Rd.,Suite#101 • Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW • Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Visit our website:www.mtc-inc.net NITC Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection Materials Testing • Environmental Consulting r rc. ' Sieve Report Project:Emergency Room Expansion Date Received: 10-Nov-14 ASTM D-2487 Unified Soils Classification System Project#: 14KO35 Sampled By:SH2 GP-GM,Poorly graded Gravel with Silt and Sand,Crushed Client:Olympic Medical Center Date Tested: I1-Nov-14 Sample Color: Ra`,aim Source:Haller Quarry Tested By:WK Brown Sam le#:K14-302 ASTM D-2216,ASThI D-2419,ASTM D-4318,ASTM D-5821 Dpl=0.057 mm %Gravel=56.0% Coeff.of Curvaturc,C. 3.05 Specifications Drtot=0.242 mm %Sand=37.4% Coeff.of Uniformity,C, =34.99 2014 WSDOT 9-03.9(3)Crushed Surfacing Base Course Dps/=0.597 mm %Silt&Clay=6.6% Fineness Modulus=5.15 Sample Meets Specs?No Dpq=2.495 mm Liquid Limit=n/a Plastic Limit=n/a Dt./=6.136 non Plasticity Index=n/a Moisture%,as sampled=4.7% D,.,=8.455 nun Sand Equivalent=n/a Req'd Sand Equivalent= D,,„,,=18.162 mm Fracture%,I Face-n/a Req'd Fracture%,I Face= Fracture 9P,2+Faces=n/a Req'd Fracture%,2+Faces ASTM C-136,ASTM D-6913 Actual Interpolated cram s�"oisvm"uo° Cumulative Cumulative Sieve Size Percent Percent Specs Specs ' kx ggN Us Metric PassingPassingMax Min ,.` 8 baa "' 12.00" 300.00 100% 10.00" 250.00 200 8.00" 200.00 100% 00% so.ox 6.00" 150.00 100% '•• 4.00" 100.00 100% 9°.°% 3.00" 75.00 100% 2.50" 63.00 100% 2.00" 50.00 100% ro% r00% 1.75" 45.00 100% 1.50" 37.50 100% 1.25" 31.50 100% 100.0% 99.0% 1.00" 25.00 100% 100% 100.0% 80.0% 3A 19.00 92% 92% a 5/8" 116.00 84% 84% 80.0% 50.0% " °% .011/2" 12.50 74% 74% 3/8" 9.50 65% 65% 1/4" 6.30 51% 04 4.75 44% 44% 45.0% 25.01. #8 2.36 29% 29% 30x ao.ox #10 2.00 27% #16 1.18 21% x% zo.ox #20 0.850 18% 18% #30 0.600 15% #40 0.425 13% 13% 18.0% 3.0% +o% °.o #50 0.300 11% #60 0.250 10% 10% EL #80 0.180 9% °% +00.000 1.000 ,.°oo a,°o o.om 0.101 #100 0.150 8% 8% #140 0.106 7% vn"bslm cmml #170 0.090 7% #200 0.075 6.6% 6.6% 7.5% 0.0% 5a"s.a� --^ nna P �'•-"^^sem= -'-s"a�a�°"" covmam spmrvl;"¢,r�;naffi rmluucvl scrvmn rs.lss0-sa All rewltr vppty oNY b ecwal Iecetiom vN nalenvls IalaL.4s a nu,nnl ProbeJon b dirnty,Ur Public ab arslvq"a repvrtc vrc arbItitlW ve Ile mn6denJel prapnly orclirnta,a,b a,iJmn�eliun rorpnFlirnlionorvnlmxntw,wicluvionv orcx+mUs rmmor maaNingwr,epnn.s is,cxrvul PcNing xir wn,lcc�rrnv:l. Comments: Although the sample is out of specifications on the 5/8-inch sieve,it is within tolerances(85%-45%). Reviewed by: Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 Fax(360)534-9779 Kitsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inc. MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting K. u•rJa6 1e .,k Comdrinb Proctor Report Project: Emergency Room Expansion Date Received: 10-Nov-14 Unified Soils Classification System,ASTM D-2487 ASTM C-136 Project#: 14KO35 Sampled By: SH2 GP-GM,Poorly graded Gravel with Silt and Sand,Crushed Sieve Size Percent Specifications Client:Olympic Medical Center Date Tested: 1 I-Nov-14 Sample Color US mm Passing Max Min Source: Haller Quarry Tested By: WK Brown 12.00" 300.00 Sample#:K14-302 10.00" 250.00 Sample Prepared: Moist:X Manual:X 3.00" 200.00 Dry: Mechanical: 6.00" 150.00 Test Standard: ASTM D698: AASHTO T 99: Method 4.00" 100.00 ASTM D 1557:X AASHTO T 180: C 3.00" 75.00 Assumed Sp.Gr. Point Percent Dry Uncorrected Proctor Value 2.50" 63.00 2.70 Number Moisture Density Max.Dry Density Optimum Moist 2.00" 50.00 1 4.0% 124.4 130.5 lbs/fe 7.1% 1.75" 45.00 2 5.5% 127.2 1.50" 37.50 aWlin 3 7.3% 131.7 Value w/Oversize Correction Applied 1.25" 31.50 100.0% 99.0% 4 9.2% 127.0 Max.Dry Density Optimum Moist 1.00" 25.00 100% 100.0% 80.0% wcca¢wTEo 132.8 lbs/fe 6.6% 3/4" 19.00 92% 5/8" 16.00 84% 80.0% 50.0% 1/2" 12.50 74% Moisture Density Relationship 3/8" 9.50 65% 1/4" 6.30 1470 #4 4.75 44% 45.0% 25.0% 10.0 #8 2.36 29% 138.0 #10 2.00 13CO - #16 1.18 Ino #20 0.850 18% 13zo #30 0.600 Imo #40 0.425 13% 18.0% 3.0% 12g.o l:e.o #50 0.300 izao #60 0.250 10% lzzo4 #80 0.180 lzo.o #100 0.150 8% o% t% a% 3% a 5% 6% r% 9% 9% io% 11% 12% u. 14% #140 O.f06 Percent Moisture • nmard znnntrvamc a.<Ft #170 0.090 #200 0.075 6.6% 7.5% 0.0% ASTM D4718,Misc.Oversize Correction Values Specs:2014 WSDOT 9-03.9(3)Crushed Surfacing Base Course Meets Specs?No %Oversize Mat'L 8% %Gravel:56.01/6 Cc:3.05 Dtlsi:0.242 %Oversize Corrected Optimum %Sand:37.41% Cu:34.99 Dt3oi:2.495 Retained Density Moisture %Silt&Clay:6.6% FM:5.15 Dj601:8.455 5% 131.9 6.8% 10% 133.5 6.5% LL:n/a PL:n/a Pl:n/a 15% 135.0 6.1% 20% 136.6 5.8% Sand Equivalent:n/a Req'd Sand Equivalent: 25% 138.3 5.5% 30% 139.9 5.1% Fracture%,I Face:n/a Req'd Fracture%,1 Face: Cr,P,,;ghlSP ,r:"Bt..;agsT=W" PI --PS.1996-98 Fracture 0,/o,2+Faces:n/a Re 'dFracture%,2+Faces: v�nlie aPPly o"yl"eGue -lama and malmals iciul..l,a nnoil Pn lulu i Juiix Ihi lnl,lio wrd ourwlu-max ull a�rn,arc snlmrital us the io rhd nl al t^okxr. it riga nJ nulhwidto ti IbLwiion nt staiuncnix vonclu,uns m utrxls fi<nn or rrga ing oirr�ns,rtwmul landing oor wniicn apPmvel. Comments: Reviewed by: ' �J Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 • Fax(360)534-9778 IGtsap Region-5451 NW Newberry Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials Testing & Consulting, Inco MTC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Client: Olympic Medical Center Date: November 11,2014 Address: Port Angeles,WA Project: Emergency Department Expansion Project#: 14KO35 Attn: Scott Bower Sample#: K14-302 As requested MTC,Inc.has performed the following test(s)on the sample referenced above.The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below.The results obtained in our laboratory were as follows below or on the attached pages: Test(s)Performed: Test Test(s)Performed: Test Results Results Sieve Analysis € See Attached ❑ Sulfate Soundness 132.8 pcf at ❑ Proctor 6.6% ❑ Unit Weight ❑ Sand Equivalent ❑ WSDOT Degradation ❑ Fracture Count ❑ Percent Fines(#200 Wash) ❑ Moisture Content El Specific Gravity,Coarse ❑ Specific Gravity,Fine ❑ Hydrometer AnalysisEl ❑ Atterberg Limits ❑ ❑ Asphalt Extraction/Gradation ❑ ❑ Rice Density ❑ If you have any questions concerning the test results,the procedures used,or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate—777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region--2126 East Bakerview Rd.,Suite#101 • Bellingham,WA 98226 • Phone(360)647-6061 • Fax(360)647-8111 SW Region—2118 Black Lake Blvd.SW • Olympia,WA 98512 • Phone(360)534-9777 • Fax(360)534-9779 Visit our website:www.mtc-inc.net NITC Materials Testing & Consulting, Inc. Geotechnical Engineering• Special Inspection Materials Testing• Environmental Consulting Sieve Report Project:Emergency Room Expansion Date Received: 10-Nov-14 ASTNI D-2487 Unified Soils Classification System Project#: 14KO35 Sampled By:SH2 GP-GM,Poorly graded Gravel with Silt and Sand Crushed Client:Olympic Medical Center Date Tested: II-Nov-14 Sample Color: pb,mq Source:Haller Quarry Tested By:WK Brown Sam le#: K14-302 ASTNI D-2216,ASTM D-2419,ASTM D-4318,ASTNI D-5821 %,=0.057 mm %Gravel=56.0% Coed of Curvature,C,-=3.05 Specifications Duui=9.242 mm %Sand=37.4% Coeff.of Uniformity,Ct_=34.99 2014 WSDOT 9-03.9(3)Crushed Surfacing Base Course Dtlsi=0.597 mm %Silt&Clay=6.6% Fineness Modulus=5.15 Sample Meets Specs?No Dtb1=2.495 mm Liquid Limit=n/a Plastic Limit=n/a D(,i=6.136 mm Plasticity Index=n/a Moisture%,as sampled=4.7% Dim)=8.455 mm Sand Equivalent=n/a Req'd Sand Equivalent= 13,,=18.162 tum Fracture%,1 Face=n/a Req'd Fracture%,I Face= Fracture%,2+Faces=n/a Req'd Fracture 90,2+Faces= ASTM C-136,ASTM D-6913 Actual Interpolated G,"m S-0,.t t°to" Cumulative Cumulative Sieve Size Percent Percent Specs Specs b x gg US Metric PawingPassingMax Min 66 12.00" 300.00 100% 10.00" 250.00 100% 8.00" 200.00 100% 6.00" 150.00 100 4.00" 100.00 100% 3.00" 75.00 100% 2.50" 63.00 100% 2.00" 50.00 100% 1.75" 45.00 100% 1.50" 37.50 100 1.25" 31.50 100% 100.0% 99.0% 1.00" 25.00 I00% 100% 100.0% 80.0% ' 3/4" 19.00 92% 92% e sox 5/8" 16.00 84% 84% 80.0% 50.0% 1/2" 12.50 74% 74% 3/8" 9.50 65% 65% eo% 1/4" 6.30 51% #4 4.75 44% 44% 45.0% 25.0% #8 2.36 29% 29% #10 2.00 27% #16 1.18 21% #20 0.850 18% 18% #30 0.600 15% #40 0.425 13% 13% 18.0% 1(P #50 0.300 11 #60 0.250 10% 10% #80 0.180 9% #100 0.150 8% 8% #140 0.106 7% p°°"�e$a•Imml #170 0.090 7% #200 0.075 6.6% 6.6% 7.5% 0.0°-0 ---=s•� -.-.., .-...- ._. �- _. Copyrigta Spun pngiming&Ta1nul.Smim P5,19M-98 All�Iu apply oNyw•chul loralwu•M mnlcnala lva4vl..4se mmwl pmlutim,io vJiwzlh PiiFlic nN omv:lvw.all,ryo,tv•re.vlmitlod as ih mn°Jcmiul pnrmy ofclim,..aial nnilovanon torpuNiuinn.l u�nn".i....i.ln....,nocximcls forma nt::m b 1 .in..n 1 b rxni, II .I. Comments: Although the sample is out of specifications on the 5/8-inch sieve,it is within tolerances(85%45%). Reviewed by: Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Dupont-805 Region am,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 g Po Street,Suite 5 Bellingham, SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 • Fax(360)534-9779 Kitsap Region-5451 NW Newberry Hill Road Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mte-inc.net Materials Testing & Consulting, Inc. FITC Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting 1rVrrt.ls rxlinK k ConsultlnV,•tn Proctor Report Project: Emergency Room Expansion Date Received: 10-Nov-14 Unified Soils Classification System,ASTM D-2487 ASTM C-136 Project#: 14KO35 Sampled By: SH2 GP-GM,Poorly graded Gravel with Silt and Sand,Crushed Sieve Size Percent Specifications Client:Olympic Medical Center Date Tested: 11-Nov-14 Sample Color US mm Passing Max Min Source:Haller Quarry Tested By: WK Brown 12.00" 300.00 Sample#:K14-302 10.00" 250.00 Sample Prepared: Moist:X Manual:X 8.00" 200.00 Dry: Mechanical: 6.00" 150.00 Test Standard: ASTM D698: AASHTO T 99: Method 4.00" 100.00 ASTM D 1557:X AASHTO T 180: C 3.00" 75.00 Assumed Sp.Gr. Point Percent Dry Uncorrected Proctor Value 2.50 63.00 2.70 Number Moisture Density Max.Dry Density Optimum Moist 2.00" 50.00 1 4,0% 124.4 130.5 lbs/ft' 7.1% 1.75" 45.00 2 5.5% 127.2 1.50" 3 .50 3 7.3% 131.7 Value w/Oversize Correction Applied 1.25" 311.50 100.0% 99.0 4 9.2% 127.0 Max.Dry Density Optimum Moist 1.00" 25.00 100% 100.0% 80.0 iC DITIE 132.8 lbs/ff 6.6% 3/4" 19.00 92% 5/8" 16.00 84% 80.0% 50.0% I/2" 12.50 74% Moisture Density Relationship 3/8" 9.50 65% t44.o 1/4" 6.30 1411) #4 4.75 44% 45.0% 25.0% 140.0 #8 2.36 29% 138.° _ #10 2.00 i6.° #16 1.18 g 134.0 #20 0.850 18% 134.0 UOo - #30 0.600 o` #40 0.425 13% 18.0% 3.0% ,zg.o moo � #50 0.300 tuo __ #60 0.250 10% Izz.o #80 0.180 tzn.o #100 0.150 8% o% 1% z% 3% 4% s% 6% 7% 8% 9% to% 11% ,r% u% 1d% #140 0.106 Percent Moisture • o.urdnu uovma.cw.• cnr" #170 0.090 ar #200 0.075 6.6% 7.5% 0.0% ASTM D-4718,Nlisc.Oversize Correction Values Specs:2014 WSDOT 9-03.9(3)Crushed Surfacing Base Course Meets Specs?No Oversize Mat'l:8% %Gravel:56.0% Cc:3.05 Dttor 0.242 %Oversize Corrected Optimum %Sand:37.41/6 Cu:34.99 Dt301:2.495 Retained Density Moisture %Silt&Clay:6.6% FM:5.15 Dr.ot:8.455 5% 131.9 6.8% 10% 133.5 6.5% LL:n/a PL:n/a Pl:n/a 15% 135.0 6.1% 20% 136.6 5.8% Sand Equivalent:n/a Req'd Sand Equivalent: 25% 138.3 5.5% 30% 139.9 5.1% Fracture%,I Face:n/a Req'd Fracture%,1 Face: (7W,,,ghl Sl-Engi-mg&Tahniul k,-,PS.1996-98 Fracture%,2+Faces:n/a Re 'd Fracture%,2+Faces: .s app Y<:n Yio aU:wl:ui:,nuw:d nwiuusteslcd..\amnlual pmta7umi,:c:un,.l6c•public anA -I-all c:mhJur:ialPmk>Wy:ruliurls_aiui:lh„rirunan l:r ls:hlic:::nuoi,lutc+ciic..iiclnsi,nu or entruum innn,:rr�n"ling nurr�v,ns i,m d1vnJ:ng uur wmten a1ppm,al. Comments: Reviewed by: /r Corporate-777 Chrysler Drive • Burlington,WA 98233 • Phone(360)755-1990 • Fax(360)755-1980 NW Region-805 Dupont Street,Suite 5 Bellingham,WA 98225 Phone(360)647-6061 • Fax(360)647-8111 SW Region-2118 Black Lake Blvd.SW Olympia,WA 98512 Phone(360)534-9777 • Fax(360)534-9778 Kitsap Region-5451 NW Newbeny Hill Road,Suite 101 • Silverdale,WA 98383 • Phone(360)698-6787 • Fax(360)692-1919 Visit our website:www.mtc-inc.net Materials esti. _g & Consulting, Tile, Gt+"rilml Q:.rrizirerensnp&Consulting 0 SptK[nl'Inspivinn!Halr riniq Tftbinc*Envir unmx nlal CrAv*11 �.Lgarisn�dnarwrra.Sinaw IFFP �"" Emergency Department South Expansion - Olympic Medical Center- PO M02493 - '14K035 - IPD-Soil Compaction: Report#D34907 CLIENT Olympic Medical Center DATE 11/14/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 11/14/2014 Time Onsite: 07:30 am Weather Conditions: j Clear,50 degrees Inspection Performed: IPD-Soil Compaction I Field Data: Work/Location: I Structural Back fill/Subgrade Gauge Standard MS: 9336 Equipment ID&Serial#: CPN MC-1,Ser.#MD50607947 Gauge Standard DS: 56034 _____..__._..__----------____..._._,............... _ Test Samples: Sample#:Description: Proctor Value(pef):Optimum Moisture and Oversize Rock Correction: 1.iK14-284 tGreyish Brown GW-GM,Well graded Gravel with Silt and Sand -j - 138 7 1i6 7._ -__. 2. jBrown GP GM Poorly graded Gravel with Silt and Sand Crushed_'- 132.8 -�j6.6 - -- -_ TEST METHOD ® ASTM D-1557/AASHTO T-180 In Place Density Test Results (ASTM D-6938): Test# Mode/ Location of Test Elev. Wet Dens. Dry Dens. Moist% Sample# %Comp. %Regd. Depth 6++____i!D/3.__._�.---------.--._�I�':5'SGI� 148.6 )L. '36_6 - g:g_�L 1 ]__98.5 j_-95__...J 2 E-6Y-1D.75/4,25 -1 L-1 It- - --D 966_ _.---_ 3 6" !!C 5/4.25 14-4'SG � 148.9 136 _fr9 5 1 - hr 98.1 95 -� 4 I- 6 ID 75/4.75 I, 3 SG�� 150.5�(LL 135:7-j�10�9_ _._ _ _ _ 5 - 6 _ �C/ 5 ^ H-3 SG 1 145 _1 j 132.4 �- 9.5 1T 6 6.__.__._I C.5/3 -4_5'SG�j 7 6" ��C.S/4.25 3.5 SG 147 9 l33 1 l 1 1 I 96 95 - - -_ -i------- ----------1�-�L_-- ��--..Y__IL 6 8 6 IID 75/4.25 _. ._.L.2.5'SG I 149.4 `� 136.2 9.7 �.___.._ii_..98 2.__t._95 D 75/4.75 2 5'SG 1 144.4 132 7 8 8 Ivj 95.7 �L`95,- _II____ ��_____��________1[__._� - ----- - 1 10 �..__ _6"__..__.)ID/3 �l_:4'SG I--147.6 _I3..- 135..4 �l�9 - 1.__-._ �.._97.6 Il. 95 ' --.. -4'SG `YS 9�i�134 1 8-8 96.7 95 1 12 L_.._ 6 ��CS7.9 1 �� 99 4 �I 95 i _..._._----.__. _ 13 L_�6___ D 75/4.25-_ -`� -2'SG I_ 144 9 -j(-132 2._J L 9 6 -I--� 95.3 J 95 -j 14 6 �C 5/4 25 __ 1.._3'SG_.l (46 5� 133 9 9.4 ! _.1 ......_ i__..96:5._. 1 95__...1 15 - 6°--ID/3 - -_� �j X3.5'SG l 47 4-]E-1345 _9 6--�L.! I L_97__.�i__95 ._ 16 i.__,..._._6 �,C S/3 _ ._.. __.._.._.__1. 3 5 SG�i 144 6 _!_.._132 8_ 8.9.-_I! _.._.1_....��_.95.7 17 -6 !rC.S/4.25 _ ......__.___. 2 5 SG�I 144 5 133 1 8 6 i 96-�� 95 ------ -i� . _- _. �� --- ��----�� ----- -. ji- - _.- _-- -.___ � . 18 II._-2'SG 11 143.1 I� 132 _. ..,.�g 4._._l -1 -!i 95.2 95 _.__ _.._-_._ __._t ______ 19 6" - !jC_5/4 25 - - �L.2'SG I- 1444 J l31 9-rt 9_5 1 u 95.1 _7 _1 ----- - - 20 ..___6 _._���3.. _._ _... 3_SG 1 144.3 132.1 9.2 1 - 1 1_..95.2 - 3'SG 47_-- T � - -- �21 a�4�+..yr.,-h.,o+.:,.i..<«�..-��..3+1•r;.n;a,+...,..,i,.-n,.�r:rr,.+.•�;tstlt;mJ.�.w++n.+c+.g,.a.,.o.Fr.w+a.+r..-r+�irr...�.....a.ctr..,.,=.,.msbrmea:..�arrntm,•ra�,.c..n*sa.-a,R.. r+-a.-m hsro a+r:�+str.�o-cr r:{an.d;e.•anad-T:oLRpnw carr +a.a5.+' 140 - 10+1 M-0,1. t-ro.fnp k Cu wa!+Is{+aa.Jr•r .Fn r1+.Y++r r.;;.rr+:9. Corporate • 777 Chrysler Drove Rurlingilom, WA 4923:1 • Pbame 340.733.1990 - Paz 360.795.1980 SW KtItioun • 21 P6 HlAct 1:.ake Hh%,iL 8.W.- Olympia, WA 911'11:1 - Phone ACirl..A4.',f777 - FAx .60,554,0 7";' NW Ilejillon * 8415 L)ijounl !3r7rGl, Sialty S - NellinChnm, WA .09221- Phone A6,111.647.4tif'il F..ak :11411.1'147.91 I k Vi.sir. our wrhsite: , + .mlc ir+c.not Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/1412014,#D34907,Page 1 of 4 Materials Tesfing & Consulting, 11I.C. : Geg".bnlcal Fntti"Ming dr Cunw4inl: Spc#rial 1nSrAK tion•alnipril915`Paxt$ng 0 Enriranme.nlal C1Wrca11h9 .P:J�,davaraenm•�imna diyilF! Y i.£ 22 ��_ 6; JIGS/3 ---.... SGJI 140.4_ 129.8 8.2 8.2 .-i� _-?_ JL__97.7 ��_95_.. i 23 !-__° -_ D/3- 24 6" - JC.5/4.25I'SG(!_138.3_ 11 127.6 Il_° `.JL-_2 96.I:]1 9 25 6" D.75/4.25 � -I'SG � 136.7 126.2 8.3 2 95 95 266°-^ �r5/4.75I�LI 7�5 SG j�146 6 ..,._.133.5 l�._`9 8. . 1� _�_ i�(._ 96.3-r95� 27 [(. 6- ��C 5/4.75 m.__._ ..._._ ��--Ji_-'SG (L 144.3..._ 131 9_��^9.4-1 --��I95 l _l�__95_� 28 L...._6_. ..__�C 5/4 75._ 95,495 r w _ _ _ 29 �-6 �LD/9 ---- _ - --�(�2'SG] 136.3 I_27.9�1 6.6 ��-2J�_ 96.3 30 31 F -5.5'SG iC.5/4.75 _ 5.5'SG j 146.2 !; 133 3 9.7 1 I 96.1 } 95 32 -5'SG- 33 SG ___1F1:_5 )SG�t 34 L5-SSG_.....i-5/3_._.....-- .S SG1, 138.3 Jl._128.8��. 7.4- 1�_-2 Imor _9795.u_� 3$ -4.5'SG C 1:4. 5/4 75 5'SG] - 149.7 36 4;'i(5 CC.5/4.75 - - _-i C4'SGJE 147.3 136 �� 8.3 -I---� �98v1 ] 951 37 L___- �- 138.8 1j-1283,jj�8.2 J� -2- 96.6 -Ic_95 j _ 38 �3.5'SG��C.S/4.75 ____.__-.___-_-.---•-_.J 3.5'SG�[ 142.1 , 131.8 39 2'SG D.75/4.75 -^_- _al-2 SG �; -146`6 135 -8.5 �� I �i 97.4 95--I 40 71.5'SG D.75/4.75 ��_-L5'SG j` 147;6 F 134`7 x^_49.6 ,_,1L._..�.,._. ?i__._.97 �._. l 95. -1 41rC.S/4 75---- --_- -L��-3'SG I '32 6 I� 8.1.._.�I � L95.6 �L 95_ _ ____ 42 .... 6°.___� .5/4.75------ G� 145`6 I� 43 l_ 6_-�ID.i5/4.25_ .J� 1'S�L 143.5 ��133_4�� 7.6 �L___ 96.2 _95._ .I 44 6'_u �1�D 5/3--- 6'_SG� 7.2 �i 127.2 - - 7.9 _2-- 95.8 95 _ __ _ s( 45 -6 -��C 75/3 - 6 SG �[ 138.8���129 7.6-�; 2- 95 45 ® Native Soils Soils consistent with Proctor O Yes O No ® Imported Fills Soils found to be firm and stable;and to the best of our O Yes O No knowledge,meet compaction Contractor notified of results O Yes O No Remarks: MTC representative on site to perform in place density testing of soils Areas to be back filled were started to be filled and compacted from earlier achieved work.Work started at between 8'and Y below S.G. in various locations. CSBC and native materials were placed in 8"lifts to be used as structural back fill. Compactive effort was applied by using a Wacker sheep foot steel drum vibratory roller,a backhoe with hoe pack and jumping jack. i Approximate areas tested are represented in picture 1.Plans shown in pictures can be found on sheet S2.00. [All place density tests of materials performed met or exceeded compaction specifications. i Images: J.'1 inp{+rv.prNr ra.lq ry ad;.+ztlsga air•4aN mgTrY,•-avq.,�}a':^c»Al rsatti.Mn M.'nMeb..b3 1'gld m N�.m:�N1.n.�1 w••P.!M1 4W��!fl1 N4 d+r Pt�4T�':Ir�Puv"!1..�,d4e5.#.r•:!Ak1'agi RI+a'a.4\qlr•�9r�prAn ed"n.�rnrnn.ri+e'8 wqn n rs va:µtMM-a wtt{a.+;Ayp esr ml.n+tic WWsCY.p•ra sur ,a:a;,r JA+..W -Jr l; M.,rla la r-1rp h C.-16n#.Jr.r 411 r14 k,c cJ, Corpar.ale • 777 Chryxler Drive • $umlirlgfom, WA %9233 + Pbiloe 360.735.1990 . F2% 360.995.1#90 SW ftegdttn ' :119 Hg4)CR I-ake H1vtl. S.W - i lympii, W.A s18il - Phony Fnx 36(1_534.97,79 NW Retalran • N;t5 CSopt'..all SStca1., S-11itt 5 * tiellimehnni. WA 109221 - Phone :1+tidl.f>dl.fill(.I F'ai 360.{;.47.911 t ViSi,a our wchfilt: •,y*.mtC r1C.,net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page 2 of 4 Materials Testing, & Consulting, I11C. MTC Cw-frcfiniral FRinrering A Clmmoking•Spacial Fm1 .tin"•Nblerkik Ttrfing a Fnvinmmt-nlal('�ollim l'A11�.LTP/YYYI t511l M1IrIiY.4 mIY 19Jf1 n Y�"+`_ _ . 111 er �! *�'"'•>^s-•+.••� ".'"� -"� �.�.; , i 1 - ,.. UPLOADED: I 1!16/2014 21:0 :00 compaction of native fill i UPLOADED: 11/16/201420:52:00 Plan of area worked � l .rtdM•.",Ir 4 V � t . ".�, �/r'� y�•,,;` y:^73Tf.i�yp�lyyl'��y;YyY ,1',... t• �It��j�i�� , '. 'i. 9 - -r'9 Y'` 41 •�~jy,4eT-t •'``�1_1�41dt _ .. � 'j .,:,•; UPLOADED: 11/17/2014 05:16:00 UPLOADED: 11/17/2014 05:17:00 A1..�n7.a�..r,o....,..1�,.....:<I....w.l,.••r A..w�Ir..n,.ar.nwrr.lk rear:M...ve,n.Il.p.nr.rr..e,1..+r..yr++r.u;..r...,,rKr.,.,.•.rr�...nr.r..��►«M..�.rs...w..r.+ew.... r,•y hr.yv.��n err r.7.,n.,.r.,rr.ad xap`,j W4..M.r lin! 7r1! M.I.rla 1. 1 R , ,.."Ire 0. 1 411 r,+i r.:t,tr.r f. Carpurale • 777 Chr Arr DrkVV Burliflatnn, WA 982.1.E • P\nor 3611-755-19911 • Pas 360.755.1980 S"k kcgifln 21 IN Haack f..ake H1V41. S W • 01)mpla, WA 9H112 • Ph,mc .16(1.1.14.91777 1•ak .i6u.".4.1.9779 N�% 144'ghM * $05 Dupranl Strcel, Suite 5 • llelliaeham, %A 9112:5• Phone 3641.6.1'.61161 fax 360.647.8111 Vfsia our website: ttn».m1i imc.aac Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page 3 of 4 1-aterin s Testing Consulting, Inc. 1fA Ct-Ir'hnird Te-,ir rinV A f'un+ulring 0 SrAxial 1ri%lhwiall•1lalvrial5 TCStinl;!Fnvir'inrywnlul0-AnMvllFTT �.;. Yw ' h'+IgiTrrrrl.ly1nrunrxXinrx Jk5'J • �• ' "r a` y o ., 'gyp '9.... U PLOA DED: 1 I/17/2014 05:17:00 UPLOADED: 11/17/2014 05:18:00 REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager ,y1SNntA,.af,,.,MJrl la.,weww••lrvarn,l��vM A•••,+�Iltlrn rs r.pr,�..•Y.ryYr r�+ryhn,Jlt}TwY.YY�MIt•4r.r�r+hr.'t4.TTn1!r MRS«.H:/PI�IMtlh•�T+�.l�rq�wti.n►iur.w r•r+e►.M.r•+:pnr,p wr r,T+n.u•rnsJ x�rrt u.•ros rr{ra•E r :iAt :tl] Vlrerlr la rrr�.nr i ir••+rlein�.inr 4r1 r1p.Yrr rrrir.a9- Carllrlrerc • 777 Chry:cler Drive + BurlrnKlon, WA 9X2.43 + Phant• 360.75S.199f1 • Fibs 360.735.19N0 SW k.krnn • :I EX Hla:t I.ile H1vd N W + 4)1}nspia, 5X'.1 VNI:2 • Phone :1f.(1.11.14.9777, + ra% .i60.1.i4.9T79 NW ltl.alnn • 805 Dop,nl 5tracl, $nits 5 • Ilellinghnm, WA IJ82_Ik • Phone :J66.647.611fil Fall .160.647.K1I t Visit our website: ww�-.rnic irlc.net Emergency Department Smith Expansion-01parpic Medical Center-PO M02493-14K035,11/14/2014,#D34907,Page 4 of 4 0 Lincoln Industrial Corp.Inc. %•,fit' 4130TumwaterTrk.Rte. Pon Angeles.WA983b3 (360(457.6122 WELDER QUALIFICATION CARD Name: Benjamin Bacchus Date: 03/11116,. ID#: 1225 — Process: FCAW Code: A%:S D1.1 Material: C.S. Steel Plate Position: 1G, 2G, 3G, 1F, 2F, 3F,4F Filler: E71T-1C O Range: 0.125-0.75 Grooves/unlimited Fillets Tested By:. p3 Yfoatarw r•r./..Na..a.tw1 [(oahwGleglaa d_�+i;-V ••W��hl WE1Mq4g4peq arpl/{ip11 m:N1 dUALIPiCA o"TM RPoaf h QBBlIWi carol 4.0�Yat ' a.Y.Iu[+w..rc arca.r+gw+s+ su l.r.+w.na n. ewrlYr„T.e+r.. at®+f.a]giL rrvl.M lWa s•t{r e.Iv.v+A�Y+IMM+ra111..as .�+]AO. YMr'IYIr./YlYla t.MCaYt e+vlwlasaor a.ttllOOd Gvr+Svta/WIIWr Iver+fafaf MYea.]s.sw -aa.,c-13-0-13—.0-0—a 1faT Oae. ♦e Sf.t lgWWaO MgC4111MtO60a UgIYp Iwela+ ....a [tgelCq ►]m Mq M[Y: InTtY llla TIg1O.r .Iq Ybl MRI /Ytt bLM. �Iitll N'l Plualq ITA IM{w..W/w+R M ..�—•�— TM[I[a1LLr[ q a.a octan N am. .IIOOW.Ww. IKIatlMaagaW Y++]Ap q YAY I ata.Im A.t awwgm CBa IYwYM waw a•Iv.121wex Oe SYp l.ItaMaY. +I.aWIrYN .11T,]q•.YaaYw.rU[T. aur..ou.Iw� +�ILa ..oW rala ml ale.anUaa . af1l1 to awr Sal pAaOAmuea.+wgl:q[W alvtgoq r/en ro noa[ raa]a wuar run oaacTa we tour can awwT[ n war lc war N Mtama]aa +O war.egnD O M.al]01ltaa M-a-awn" [r aa[a0aM IFhU.M 70 Taa00a"OMIG " .,v(rwGl ti VYRlaal �Na[I.[ee1.L aowm w m�romroa bB ST[Ilp[ae OTMM.a. .a1.WvaN N YOWq r rvamu rsaree w.ss uveae r..aa. �I .T.•'�•� •aYAw•LMIg6 Y[YL 111C'w[IgNO Kaw�IJ+a CegO aK'Y[teM w � y���p�}}{ip� rAv ewaNM'W aK MTADeR LMB�1[EI �iw i+IT� .+[i.K aK iwael+a t`!aW .91Iw[+am AK tl[IaM9 `I�t ryQayl 2"a ••uwW�mdutwl[arP•ieG �.•"F;"-+�17�� r^^a•Kawa Lzi�•"RT: WUDM QUAUFICAT10N GRD Name- John Calisesi - x RNJ: 2195 bate: 70/5/7031 Process: FCgyY – --- Material: C.G Steel Plate Coes AWS D1.1 PosiOan: 1G,ZK 3G,1F,Zf 11 Filler E71T-1C f1?.c�e; aus.uw�w�e safeae4moves ilsttf'd By: +r.�n nmwm Q� .. ..s--.:—.ice .. r-a.r,..r•. ..-:•�. _. �_ ..� .: 1 tyKW..IWrKbICwD Inc ,u lr�nww vl 1>ll. WELDER OIIAUfKJligl/URO Uame Doug Enckson___ _nm.• 01/29114 Process. FCAW Cede AI SOI I Matenal• C_S.Steel Plate _ Posltbn 1G.2G.36,2f.2F•31,41_ Fine, EIlT 1C Range. "K's �y�i-&�•� Tested OsY44#O s mztelrlds uestmg & consuRtIn's, EneG Goo4eclhnicai EcChwerkC,li Conwding Special Inspection•MetwialsT43fing 6 Envimnmental iC ommItha F. rs41 ArWwumv•num lY8! Emergency Department South Expansion - Olympic Medical Center- PO M02493 - 14KO35 - Field Report: Masonry: Report#F61763 CLIENT Olympic Medical Center DATE 12/03/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/03/2014 'Time Onsite: 8:00am Weather Conditions: Sunny 30*F Inspection Performed: Masonry Report Profile: ® Any Deficiencies Noted ® Needs Engineer's Approval Comments: Onsite toper form a visual inspection of reinforcing steel placement and observation of grout placement for S"CMU as follows. Grout placement was canceled by Contractor until further notice. Sheet:52.00 Location: l/A.3-A;A/2.5-3.5;4.5/A.7-B(approximately) Elevation:0'0"-4'0" Detail: l/S4.00;3/S4.00 Contractor,Prime Stone Masonry,placed ASTM A615 gr.60 reinforcing steel into R"CMU laid in running bond using Type S Mortar. The following discrepancies were noted to contractor for correction: 1.Per Sheet Notes on 52.00 contractor installed additional#5 vertical reinforcing per plan although typical reinforcing steel of#5CcO21"on center vertical bars out of stent wall/footing per schedule on 2/S4.00 were not in place at time of inspection.Per Engineer of Record, contractor to submit RFl for drill and epoxy approval for installation of the missing dowels. 2.Per typical detail l/S4.00 contractor required to install#5 U-Bar at end of walls for horizontal reinforcing steel,bars were not installed at time of inspection. 3.Per detail 2/S4.00,horizontal reinforcing steel of(2)#5 were placed at 48"oc in lieu of 32"oc per approved plan. 4.Excessive Mortar greater than 1/2"projection was observed,typical all locations. 5.Vertical reinforcing steel shall be secured against displacement prior to grout placement by Vertical Bar Positioners(VRP)per General Structural Notes,no VRP's installed at time of inspection. 6.Visible ice/frost is required to be removed prior grout placement per Cold weather requirement on sheet S1.01,no CMU protection was observed at arrival to site. The above listed items require correction prior grout placement.A re inspection is required for compliance. Images: 41 n ;:vh nw•.wltssmv.vawl .*:?Ar re..5,4�Rmnrw�{+r=em"sn-1*-%11, b--.a4.oxw1—di-rw�—#mml Aa 4a—N-4471,7++P=d'.ti-a�,: nrxtafru�aa^cp rq cYoerm.4 is cmenai:7iet3•.p+.awaurac< .r.d'.r 2P6! ..I413 Xv., ].r'mlr o .9 1— .411 04k- Corpnrate - 777 Chrysler Drive - Burlington, WA 99233 - Phone 360.739.1990- Fox 360.756.1990 SW Region - 211$ Ruck,, 1:,.ake WIV4. S; W.- tDilytnpia, WfA 4+8402 - Phone 36dA34.g1?7 - tat 360.514. 179 NW Region - 9135 Dupont Sttect, Suitt 5 - Itelliaghnm, ibis. 49223- Phime 1641.641.4t141 - Prix 360.647.91 it 14risi.3 our Web Site: 'h N-yil Mtc inc..neq Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1210312014,W61763,Page 1 of 2 • Materials Testing & Consulting, Inc. Cenwl nkal F.nai lvereft dt Consulting SpKW InspMbn+Materials Tesl9in�i Enrirutlmentil CaR.vhi r� Fnr:msrrd 1"nrnncr Sims IN] i UPLOADED: 12/03/2014 15:56:00 UPLOADED: 12/03/2014 15:57:00 Typical mortar projection missing#5 vertical at End of Wall REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager .I e:.Ai.*glt,.k H+r..•+ttw•ew.ad.vnWt te.l.4t w+.tttp.,n.t natwt�.,4 tett aN>•eeShn./i tree,ar.+•1�•t{wM41•fItAF11/T1awf+..{etprwn.xr tes�f.w.waw(Ai�/s.��eA4wnil,nwrtMww. nwscw Mn ar gtf�{ry+r n(steNtweW xwetrru.w•s wtPr•�.r 3704 2011 Waer ria I.raariwe A rawaui®�t,t.Int 411 0411"•wtsr J Corporate • 777 Chrysler Drive • Burlington, WA 99231 • Pliant 350.755.1990• Fax 366.755.1986 SW Region • 2119 Black Late Blvd. S W •Olympia, WA 48112 • phone 140.334.4777 ' Fax 160.534.9779 NW Region • 905 Dupani Street, Suitt 5 • Bellingham, WA +18225 • Phone 360.6471*1161 ' Fax 360.x.47.81 It Visit our website: wv*n.mtc inc.aee Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/03/2014,#F61763,Page 2 of 2 WIT qoalx r Geo4eKhnical Ec Owrr+inz t4.Cvnwhin¢+Special Inspsctian+Mts1 vials Ttstins+Envinnnmentnl C F,vXir PvdAnaroa mSimv1§81 Emergency Department South Expansion - Olympic Medical Center- PO M02493 - 14K035 - Field Report: Concrete: Report#F61838 CLIENT Olympic Medical Center DATE 12/05/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/05/2014 'lime Onsite: 12:30pm Weather Conditions: Overcast,45*F Inspection Performed: Concrete Report Profile: IN Needs Engineer's Approval ® Approved by Engineer Comments: Onsite per scheduled request for a visual inspection of reinforcing steel placement and observation of concrete placement for two columns as follows: Reinforcing Steel: L E Sheet:52.00 IUt�I� Details:9/S3,00,8/S3.01,5/S5.01 Location: 1'6"x12'(approx)columns @ 5x/A,A. Elevation:See Plan Observed the placement of ASTM A615,grade 60 reinforcing steel for placement at two columns within locations noted above.Sonotube in place covering steel cage prior MTC arrival,reinforcing steel placement verified through photos provided by.fim Williams,Rush Companies. Engineer,Jeffery S.Klein,PCS Solutions was notified as Contractor did not place concrete dobies or plastic chairs as to hold vertical Reinforcing 2"clear of exterior face of column(Sonotube form)during concrete placement.Engineer verbally accepted contractors proposal of two wood 2x vertically in forms and removing as they pour columns in lifts. Reinforcing steel was of proper sire,grade,lap,spacing,location,clearance,and secure prior to placement of concrete. Embeds:Per detail 5/S5.01 Contractor installed 5/8"x6"x6"bearing plate with(4)3/4"x24"all thread Anchor rods into tips of both columns, contractor provided layout. Anchor bolts:N/A Work performed,that was visually inspected was round to be in conformance with project plans dated 6-16-14. Concrete placement: Sheet:S2.00 Details:9/S3.00,8/S3.01,5/S5.01 Location: 1'6"xl2'(approx)columns(415x/A,A.5 Elevation:See Plan Observed the placement of 3 cyds of Angeles concrete mix design#3(C 14325)at the locations noted above. Sampled and tested concrete for slump,Air content,temperature,and cylinder strength testing.One set of 7-4x8 cylinders were cast for compressive strength test specimens 2 of 7 were cast for field cure specimens,please reference report#C'38409 for data. Concrete was placed by 32 meter boom pump in approximately 4'lifts by lowering pump hose into column forms as to meet maximum drop off 5'per 2009 IBC and ACI 318.All concrete was mechanically consolidated by electrically powered high cycle vibrator with 10'whip dltpafn-�l7:nt,rnen.gllaY..avwa-lee-nf<hqv� h,f9-.rmlfnmsa rrgvh�4mep�.m,rphn.AlP'pa1+�4 mba edm8q nnfa6rmRrd'yr7rnF.d'r.'k[arv.t•:f�laal rJ'�ah�r3.^.,'PavGapmren.nmYb-assn 1"YIIY6R8tTC mtRPo*V iT IYt,.Y11Yh%+4Tltd 7tpCk!p PM4@files Y}{TJ'•I{.C ;9bP •.=.®!a 'Na+rfli lc riee:lrip A.4 ngoY,aIgIGYf.1raG. ,sn [I�;4r•ri'Ydfe'i�. Corporate + 771 Chry.cltr Drive + Burlington, WA 982.93 + Phnme 360.733.1990 + Psx 368.755.1980 SW Ittition 21 IS 914cl Cake HDY4S-W-• Olympia, W'A 4HIP2 + Phone 301.134.9711 • Pax 160.i34.ti779 NW Region 84J5 Dupont S9tuat, Suitt S + fielliaghnm, WA *38225 • Phone :164.6471.1i116t Fax 36t1.ti.47.k1 t I Visii our website: www-nitc i c.net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/05/1014,#F61838,Page 1 of 2 Materials acting Consulting, Inc. KM` 'f GvAmllnical Fpgir r&CoomAinp•Spetial Impection i Millwials TteO ns♦Envirnnmental C"miliNg F.aSirrarrd Anmroan Simco 1981 during placement. Work performed,that was visually inspected was found to be in confonnance with project plans dated 6-16-14. Images: 1 x fi 1 UPLOADED: 12/05/2014 15:36:00 UPLOADED: 12/05/2014 15:37:00 r a� UPLOADED: 1-2/0-5/2014 15:37:00 UPLOADED: 12/05/2014 15:37:00 REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager 4ir,d..eeWr-+h arr•�+I..rw�®nrh...rt.Arr,.,r•r1S•sr^r•nx+�s.,lrz{sY4 MarM.e+.Mi nnwae�►ww#w Mr���rwMrvrrtdA4w.w wl�lry�3•rM4s.s.i w•ies,n+Yr.R�,[+..s.w nnnrM1AaepcFy wrrR.•rrN ermaA.arai4r�arx.�wv-syrxr y.0 341011 111] iaar leg •C.•aulaanl.to, All rIlk,.r4(sr'44. Corparale + 777 Chrysler Drive • Burlington, WA 98231 • Phase 360.735-1990• Fas 964.755.1980 SW Regina • II IS Black I.ake Blvd S,W •01)rnpia, WA 411112 • Phone 3641.1.44.9717 Fat 360.$34.9779 NW Region 94t5 Dupont Stfcct, suitt s • 11elliagham, WA 483:5• Pham 366.641.6041 ' Ens 3ri0.(r47.8111 V. sii our website: ^w•n_mtc inti net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/05/2014,#F61838,Page 2 of 2 nlf � & ConguEff,mg' rk Gematel+niscl Er.�iaarening d,Canwltina u•4pnrial tn�pnthm�Matevisls Te9Cvn�i En*ironmental t:aosall� E. g!- d Awnvmix►inm 1981 Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Field Report: Masonry: Report#F61874 CLIENT Olympic Medical Center DATE 12/08/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000=143 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/08/2014 "Time Onsite: 8:45a Weather Conditions: overcast,48*F Inspection Performed: Masonry Report Profile: 10 Any Deficiencies Noted ® Deficiencies Cleared ® Needs Engineer's Approval ® RFI #34 ® Standby 3.5 Hours) ( ) Y ( Comments: Onsite to perforin a visual inspection of reinforcing steel placement and observation of grout placement for 8"CMU as follows. Grout placement was scheduled for 9:00a and rescheduled by Prime Stone Masonry to 1 1:00a although truck arrived at 13:00p,in which 3.51-irs stand by time accrued. Sheet:52,00 Location: 1/A.3-A;A/2.5-3.5;4.5/A.7-B(approximately) Elevation:0'0"-5'4" Detail: I/S4.00;3/S4.00 Reference:Report#F61763;RFI#034,Engineer approved 12/4/14 Reinforcing Steel: Contractor,Prime Stone Masonry,placed ASTM A615 gr.60 reinforcing steel into 8"CMU laid in running bond using Type S Mortar. The following discrepancies were noted to contractor for correction in report#F61763.This report resolves the discrepancies noted below. 1.Contractor provided Engineer approved RFI#034 for(trill and epoxy#5 vertical dowels at 32"oc,which was complete prior MTC arrival. No visual inspection of epoxy procedures preformed by MTC,Vertical Reinforcing installed per plan. 2.Per typical detail 1/S4.00 contractor required to install#5 U-Bar at end of walls for horizontal reinforcing steel,bars were installed at time of inspection,no further action required. 3. Per detail 2/S4.00,horizontal reinforcing steel of(2)#5 were placed at 43"oc in lieu of 32"oc per approved plan,contractor corrected in field discrepancy in accordance with 2/S4.00,no further action required. 4.Excessive Mortar greater than 1/2"projection was observed,typical all locations.This item was corrected,mortar projection is minuual, no further action required. 5.Vertical reinforcing steel shall be secured against displacement prior to grout placement by Vertical Bar Positioners(VRP)per General Structural Notes,VRP's installed in accordance with approved plan,no further action required. 6.Visible ice/frost is required to be removed prior grout placement per Cold weather requirement on sheet S LO 1,No visible Frost or Ice at time of inspection,no further action is required. Grout: Contractor placed approximately 3yd3 of Angeles Concrete Products grout mix design#C-10263 into 8"CMU walls within the above mentioned locations. A'I v,v.'n.qp{+ah�.;rt,.vllvr.:vnv-1ramJ�rvrQ..b.,svl-Ilsvinaa ;serc,,Yr rtla pda-yf.n,dl a�lv,vu abv q*fa dal naftl{aW AvS+�!NHYas.�n-.plzfvfraoal.ly�C,wvn:d�cRrRn.nob,ae+nn il*St'R!1'�YS'4�3'1Cllb 0.i!!r•�Ir{I CYI(Q.yYYO�;fopfyy.�.�•�.�.f ,y(1� _2011 491 Pl�]1i rvi,in0 ,�.�d\�U�aln1•�f.f >.11 l�jY;i Ytl{'!r{-j, Corporate * 777 Chrysler Drive * Burlington,WA 48133 * Phnne 360.7SS-1490 ► F's 360.755.1980 SW Region • 211X El tact Late Htvd, S.W.- t)lympia, WA 48112 - Phone 360834.'(1777 - Fav *03EIA14.97,79 NW Reglon + 805 Dupiani Stmul. Suite 5 - (tellioghom, WA t)A22S- Phone 360,64'!.6IHi1 - Fax .160A4?A1 Ili Visii aur wcbsiIc: a.mtc ieie.not. Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/0812014,#F61874,Page I of 2 Materials 'Vesting & Consulting, Inc. 1► GoAK%nW F.ilcit"Ifi t;At Conw4l"i;a Special(nsptrtimt*Motitittls Testing«En+vmntnental C+retaltita= f..ogw ewd Anmonry Siowt IMI • "Contractor placed the above mentioned grout mix design#C-10263 in lieu of Design Mix Fine Masonry Grout per approved Masonry Submittal.Needs Engineers review and approval for acceptance. All grout placed by 32 meter Angeles pump truck,and mechanically consolidated by Makita drill type high cycle vibrator and re-consolidated per requirements. Observed the construction of two sets of 3-prisms(7 day&28 day breaks per project specifications)for next grout placement.No prisms cast with grout during this placement. All cells were verified for cleanliness without mortar projections greater than 1/2'. To the best of ny knowledge,all work performed in accordance with project specifications and approved plans pending Engineers acceptance. Images: - t = rf `� Y U. ` 311r. UPLOADED: 12/08/2014 13:36:00 UPLOADED: 12/08/2014 13:38:00 Mortar projection&VRP's,typical throughout Prism construction UPLOADED: 12/08/2014 13:40:00 UPLOADED: 12/08/2014 13:42:00 Grout placement Re-consolidation REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager 4l ecwn+Pd*••4 w.xe w+l+wwe..fwreed.r.n �..�.�ll..r.....,..:...4t.reams.q*..,.Mlsr.nr.:,.r..t..4c+.rwrww�+�.nt•rnt.*.w.w+.ns..-�.Iw4�..r.we.=..n.n..w..s maneMx<ptlry at eRenexe.mod zaR�u••wR t*•.V.r =ini - cit] 4ae cru is fra.ln+ a Ce.a.il.w/.Inc 5!1•ey i..a.rr•<i. Corporate • 777 Cbrjsitr Drive • Burlington, WA 92233 + Phase 364.755-1994 • Fas 364.735.1990 Sw Regina • 2I 1 Black Late Blvd S W • c l}mpii, WA 9M412 • Phone 360A34.97 77 • Fi[ :1611.534.9779 Nei' Regina; • 905 Dupont Sttcet, Suitt 5 • Bellingham, 'r4 A 48223 • Phone 360.64'.61161 Fax 360.647.91 t i Vasil our website: ww-w.mtc inc_not Emergency Department South Expansion-Olympic Medical Center-PO M02493-14X035,12/08/2014,#F61874,Page 2 of 2 P'Opi RU' ',".1 Nt [ ELES _A- - ►�.,®® W A S H I N GTO N, U. S. A. Public Works & Utilities Department Peninsula Behavioral Health December 12, 2014 Peter Casey Wendy Sick th L� 112 E8 St, Ste B Port Angeles, WA 98362-3000 Re: Conditional waiver of grease interceptor requirement for your business Dear Peter Casey or Wendy Sick, Certain businesses with minimal risk of sewer blockage from fats, oil, grease, or other ingredients may qualify for an administrative variance from the grease interceptor requirements of the Port Angeles sewer use ordinance'. Your business has been identified as a candidate for this variance. To qualify for this conditional variance, you must agree to abide by the following best management practices: 1. All food-soiled utensils, containers, and other dishware must be emptied in the trash and thoroughly wiped dry with paper towels before being washed or rinsed. 2. No dairy products, left-overs, or oils of any kind shall be allowed into any drains. 3. All dishwashing or rinsing sinks must be fitted with fine drain screens (largest opening approximately 1/8" or 1 millimeter) at all times. Important conditions apply to this variance, such as: A.. Your business may still be inspected and asked to show that it follows the above best management practices at all times. B. If your business is determined by the City to have caused a sanitary sewer blockage from food residues, this variance may be rescinded and you may be required to reimburse the City for the expense of unblocking the sewerZ. C. If the volume of your dish washing increases significantly, you may no longer qualify for this variance and it may be rescinded. D. If your business expands its menu significantly, or the volume of dishwashing increases, you may no longer qualify for this variance and it may be rescinded. If you agree to all of the above best management practices and conditions, sign the statement on the following page and return this letter to me no later than January 12, 2015. Phone: 360-417-4800/Fax: 360-417-4542 Website: www.cityofpa.us/Email: publicworks@cityofpa.us 321 East Fifth Street- P.O. Box 1150/Port Angeles, WA 98362-0217 "I, Peter Casey or Wendy Sick, certify that I and all of my employees (or residents) will faithfully abide by the above best management practices as long as my business includes food service and dish washing. I affirm that this variance may be rescinded if (1) I/we do not follow these best management practices, or (2) I/we refuse to cooperate with a related,jnspection, or(3) conditions B, C, or D (above) occur." c (pri name &title) (signature.) (date) If you have questions about this letter, or your business no longer provides food services, please do not hesitate to contact me. Sincerely, J Jeff Young Wastewater Treatment Plant Superintendant City of Port Angeles Public Works & Utilities Department P.O. Box 1150 Port Angeles, WA 98362-0217 (360)417-4690/ iyoung@citvofpa.us 1 P.A. Municipal.Code Chapter 13.06.031.A& P.A. Municipal Code Chapter 13.06.033.A 2 P.A. Municipal Code Chapter 13.06.031.0 Materials Consulting, Gmittchniml Ersl,i ope iW 81 Cunwiling 0.5porial InspWinn 0 Haimbis Tune 0 Environmental Comul ft Emergency Department South Expansion - Olympic Medical Center- PO M02493 - 14KO35 - Field Report: Other: Report#1761720 CLIENT Olympic Medical Center DATE 12/01/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/01/2014 Time Onsite: 8:30am Weather Conditions: Mostly sunny 30's Inspection Performed: [Other .._._._,__._.._____.._,.___.._.____.__.__._._.__._.____...__....._.___.__...._._____.____,_..._. Report Profile: ® Show Up Comments: Onsite to perform a visual inspection of Masonry scheduled for 8:30 am.Received a cancelation of work at 8:15am from Contractor through MTC dispatch.No inspection performed this day of service. REPORTED BY:Mike Dudley REVIEWED BY:Leland Watkins,Project Manager Nl t.a+•'n9.a.aeh�,wrv3scf.n.},m�..s�..,leh'+n7.0.,,:.:..+.rc7l.c.rl�ndrar..k.,-�p�;w).+!M.n.dl�e..nA.-wi.rM..4+r...rWr.=.ie+rawrnl.i'!rksK..;aaWi.sM.a.TR++aa.s..+'<Pt�+...n.nn:6.a=_.,.. rrs:u aerc0a.' ie:r rrryan licsn:.i gea:Ypa+wirs,opyru•eC�rb 1000 -7.017 M.—I,I.Trerinp k Craaul.lnp.3- All rl;Y.r rr.;!rrrrd. Corpnralt « 797 Chrysler Drivt + Harlinglom, WA 98213 • Phame 364.735./990+ Paz 36€1.735.1.980 Stiff Itc-cion • 211$ H1 4k I..ak'c H8vol- S.W.+ Olympia. WA 98112 " Pl one 3ttiC1.1,;4.!t?7? + FDA )0(),S34,91 '-9 NW Reglom 805 t opkint Stt"-t. Soiw 5 + heilinehnm.WA 0921$ a Phpne A66.rP41.404a1 + Fnr: 360.447.9111 Vi.sH our weh,sHv.: v,; ;,:.ml,.Jrc.rez Emergency Department South Expansion-Olympic Medical Center-PO M01493-14KO35,121OU2014,#1761720,Page 1 off Gkbmn UtE , HnCG Carxkclmical ErprxreiTtt:&CunmAing•-special Insprstivn 0 Alalerials Testing 0 Ens r+inmenlal CQaewhing: F..q!srarr+d Ammar Sinor 11Wl Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - Field Report: Concrete: Report #F61726 CLIENT Olympic Medical Center DATE 12/02/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/02/2014 Time Onsite: 9:30am Weather Conditions: Overcast/sunny 40 degrees F. Inspection Performed: Concrete Report Profile: ® Standby (.75 Hours) Comments: Reinforcing Steel: Sheet:S 1.00,53.00 Details:2 and 3/S3.00 Location:5"SOi gridlines Ix-4.5/A-B.5 Level:Slab Elevation:See Plan Observed the placement of ASTM A615,grade 60 reinforcing steel and vapor barrier into slab at the above mentioned locations.Stand by time was accumulated from lack of service from concrete supplier. Reinforcing steel was ofproper sire,grade,lap,spacing,location,clearance,and secure prior to placement ofconcrete. Embeds:N/A Anchor bolts:N/A Work per(lormed,that was visually inspected was found to be in conformance with project plans dated 6-16-14. Concrete placement: Sheet:S 1.00,S3.00 Details:2 and 3/S3.00 Location:5"SOG gridlines lx-4.5/A-BS Level:Slab Elevation:See Plan Observed the placement of 36 cyds of Angeles concrete mix design# 1 (604FW)at the location noted above. Sampled and tested concrete for slump,Air content,temperature,and cylinder strength testing.One set of 7-4x8 cylinders were cast for compressive strength test specimens 2 for field cure,please reference report#033361 for data. Concrete was placed by boom pump and mechanically consolidated by electrically powered high cycle vibrator during placement. Work performed,that was visually inspected was found to be in conformance with project plans dated 6-16-14. !mages: dlr,?n`ny^dt'+vhr,xn:v;lv-a vnav9rcrvrah r°n! Arga,-mlrynnrYv rrtrvc,,Wr,;tlavJ.vM'+n,dl sp.vn Cs vb°ic}dm btr,.vf'Msv4:d.vope,�,:d'Y4m.aa.pchvt4sa'Ss�:3�.vam Sve,Rttn.nv:b:+ienn v, (.ry-t rr±u�+:p�ip��rsrs;•i;c�n:47+ti:rp,srd°r:r��ra.s:.r .7nY .2.e 11 V�r rrl�lr Tcir lnp A !`�a�slaln�.Itc 411 r!{Y�+.r<;�r .:J. Corporale • 771 CbryGitr Drive • Burlington,WA 9923.1 • Phone, 360.733.1940 • Pax 366.755.1980 SSV Region • :I 08 Hack Late HUViL S-W - i)ly npia, INA ')!1;112 - Phone 36 1.1J4.10 1 - fax 360.5',44,97 79 NW Region • (ills. Dupunl titr ir, Suitt i - lteiliayham, WA 1')8.324 • Phone 1641.641 fidf;l - fax .366 ,47A I I E Visil our welisile: mic I,nc.7i'gt Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1210212014,#F61726,Page 1 of 2 Materials 'Vesting & Consulting, Inc. Grok-K mical Fpi;Owtsint A CfmmAing 0 Spminl lnmpectiim r Malecials Teoj"l•Enrinmmental Caaealli; FAXiremrrdAnarumv Sin"IMI ' 4„ +VpyIVR S UPLOADED: 12/02/2014 15:08:00 UPLOADED: 12/02/2014 15:20:00 REPORTED BY:Mike Allen REVIEWED BY:Leland Watkins,Project Manager Ala'+.�ql,.wA++.nwrl.wvn++�iwvv+r+k rrnr A1v'+vwtryu,+rYr r.t+ra+,,YpvYr,r.ivv+rr.n.�l rr+nvr,w►ww+lw4awfyt•dar�n,t,ie+'4fn.t>..#.F.v+.w++.h.�yr4 vrvy i'swr�w�nva.inaw„e r'+n-+.rn*.frkp�ky a,r nqm+#t t+tnrd:+r arFtl r.r�.ne,rfre.■ r :1n1 7013 ti..tnr A i.1-1 .".1— 471 ,s;i e.tr,:J Cnrporale • 777 CbrXcler Drive i Burlington, WA 982.41 + Phone 60.755.1991) • Fax 364.753.1988 COY Region 21 IN Mack Late Hlvd ti W • Olympia. WA 1W.112 • Phone .460.1034.1777 � 1at ;1AC1,534.Si77�J N1} Re41om + 8115 Doom Strcrt, Suitt 5 • pelliaghom, W A 19221 * Phone 3641.641.folhi Faa :160.647.6i I 1 Visit our website: h + .mtc inc-nez Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/02/2014,#F61726,Page 2 of 2 MM QbWX 11 Ilt � , Ha Cecateafinical Fasirweeim d•Conmhing•Special Inspsctiim*Materials Tame 6 Envir+mmental Coaesniti F..gq�Aana unra'Sinrs 1981 Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Compression Test: Concrete: Report#C38166 CLIENT Olympic Medical Center DATE 11/04/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 95362 Inspection Information: Inspection Date: 11/04/2014 Time Onsite: 12:30 PM Weather Conditions: Clear,60s F. Inspection Performed: Compression Test Concrete Field Data (ASTM C-31): Location of Placement: I Stem walls A-13.5. Sample Location: Stem walls A line Contractor:lRush Commercial I Subcontractor:SCC Supplier/Plant: oducls Qty Placed,Cu.Yd.: 13 Slump,Inches(ASTM C-143)or W/C Ratio: 4.5 Concrete Temp,IF(ASTM C-1064): Delivery Ticket#:412{� Job Spec.Slump:I NRI Ambient'remp,°F: 61 Truck#:rA60 Air Content,%(ATSiM C-231): Min Temp,°F: Batch Time: 2:I2.pmt Job Spec.Air: NR Max Temp,°F: Sample'rime:13:35 put Mix#and Proportions: Mix#3 C-14329, ICY Cement,lbs.:1516 —j Coarse Agg,lbs.: 3/4-1408.6 Admixture,oz./cwt: MB AE 90,2.6 Flyash,lbs.:(101.1 _._-- —� Coarse Agg,Ibs.: 3/8-406.6 Admixture,oz./cwt: Fol 997,24 Water,gals.:?� Coarse Aug,lbs.: oz./cwt�— Fine Agg,lbs.: 1324.4 Coarse Agg,lbs.: Admixture,oz./cwt: Sample Type & Compression Test Results: Received 11/05/2014 Sample Set t of l Type or Compression Test: (Concrete(ASTM C-391) Lab Tests: Test Total Sample Comp. New Log# Age Date of Test Load Sample Dim. ,area(Sq. Strength Tested By Break ASTM ASTM (Days) (Lbs.) (111.) In.) (PS}) Type C-617 C-1231 13 13 L}I/1 1/2014 1 56,200 4.02 12.69 4,430 j Robert Turner j ❑ 2890 j 7 Eli:/]:(/1014 55,925 �_ 4.02 012.69 4,410 Robcrt Tunter V� ❑ 4,91 1 28 �,12/02/20�� 71,6)5 4.01 — 12.63 5,680 Harold Benny ❑ 289 '8 12/0 /2014 65,8» 4.61 ( 12.61 5,210 a }{arold Bcnny �� ❑ �. _. ._1 � =_ _ I.___._......_____ 2893 28 L/02/2014 069,25(1 I 4 0 it 12.6 Harold BennY�j 5 ❑ 28 �!L t/hl/ 1 47,570 L 0 12 69 I 3,750 ! Robert Turner L- ❑ L2895FC i 7 I I!� l(/2014 r 4, 9,26 4)1 !3,900 �L Robcrt Turner �� ❑ 11 2896FC iii 28 li 12/Or E62=,605 r 4Al 1 I? 4,960 — }larold Benny C 5 ❑ 04402/2j 6f 0 a0 29 _ fc84�82/ 4 a Alru'n�l.nh aa�y,vilszianvvlereari-lv sees.h,vm'a�fiv-aurin nriw,,,W rtlr v.invyr:�,dl spane4'+v�49 yr tT raf3rai4.,pGy„I.tl':bv,,;a;nsh>1rp va lv gitr,vvm-.Yvwsren,na:8vsam nrsro+trc✓crsc3�r:rrrpm:il eoT,;A Rif#pwonr.R�rs.>€'.r ?q,t0 -I61] Vre rria lc rfse lnp A tar+:�I�Inp.Inr hll rlr.6^.n ra:rrrrl. Corporate • 777 Chrysler Drive Burlington, WA 99233 • Pbnne 360.733-1490 • Fax 384.753.1980 SW Region • 21 08 HIZC1 Late HOval_ S.W,- Olympia, 'k'1"A 4JR102 • Phone 360_134.111" • 1�as ;it L-5,14.9779 NW Region - 805 Duvoid Stmizi. Sui.tc 5 - itellingham, W'A 9922$ - Phone 364.64—iJ416I - Fax :160.1r47AI I O Visis our website: V.mtz incja-r Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/04/2014,#C38166,Page I of 2 mti"TES u � t a Gea4echnicat Er4orA*rbW Ar Consudinc•Special Inspection+Makaials Tai Cft+Envirnnmenlal CommiliTs EngsopsrrdAnmremv.Sinr#IM ,p Remarks: ,Reference report number F612114 jFour field cures cast for compressive strength testing.Two at 7 days and two at 23 days. REPORTED BY:Leland Watkins REVIEWED BY:Harold Benny,Lab Manager A-Ir,.w!n.q�l.vh c{arrrilx�vnouf -rrrdssew,' AyaPwe,aa Anm Meri4vk.W,r:itlq rsMf+n.M'•n,sli vpe,.e.svbatiy»tr pefMrci:pv-,pti1<i'Yigm.•aui.mxiuvr:�ns lirlh,^aamd�.a.+smw.xc:iwwm nrvh-.v stip`=+Ti_a rrr.mEa c;m:.77:x7p wtanrr ap'�•r. IV-# -7.011 Abt, 314 rearing A C49•..11i". 1- 411 04b7a—fr-J. Corpnrete • 771 i'he5.xler Tlrlr•t r Burlington,WA 992M3 • Pbame .!80.753-1490 • Fax 360.795.1990 SW Region ' '21 08 Hlz,:k Late NDY41 ?'w— Olympia, Y4'A VNi P 2 • Phone 366.1.)4.9777 - I:ax :46(1,5.14.9719 N14 Itt0lon • NfI5 [7npunl .SCMU1, Snit-t 5 • Nrlliagham, W'A 1)A225 • Phone :{?i{l.ti4i.f>tlfiI • Fax :l60,647.91 It `riisir our wchsi{c: tv:•,v•.1.mtc i*c.ne*. Emergency Department South Expansion-Olympic Medical Center-PO M02493-14X035,11104/2014,#C38166,Page 2 of 2 mmten"ZEO uestlmgt Ge 4w6nicat Engineering&Cl nwhing w SpmIal Inspedima o himlerials Testing►Envirunmental Carcnlliaai w FaMir4nvdAnanu v-tumH&I Emergency Department South Expansion -Olympic Medical Center- PO M02493 - 14KO35 - Compression Test: Concrete: Report#C38315 - DRAFT CLIENT Olympic Medical Center DATE 1.1/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# 1.4-00000443 Port Angeles WA 95362 Inspection Information: Inspection Date: 11/24/2014 "rime Onsite: 9:30 AM Weather Conditions: 1,cloudy,50s F. Inspection Performed: Compression Test:Concrete Field Data (ASTM C-31): Location of Placement: F3 Footings A-Ax/lx-5x(7 Total). -- Sample Location: F3 Footing A.2/2.9 Contractor:'iishR Conimerei.lt -ISubcontractor:SC --- - �Supplier/Plant:��CP Qty Placed,Cu.Yd.: Slump,Inches(AS'rYI C-143)or W/C Ratto 14.-75- 1 Concrete Temp,OF(ASTM C-1064): 571 Delivery Ticket#:141322 Job Spec.Slump:,3.5-4:5 Ambient'temp,°F:e 50 ct'.. I_____I Truck#: 671 � Air Content,%(ATSM C-231): 4,4. Min Temp,°F: Batch Time:rl 1 01 am � Job Spec.Air:i(,+/_1 5� ' Max Temp,°F: L� Sample Time: 11:36 am Mix#and Proportions: #2 C 1X041 1 CY Cement,lbs.:1563.3 --._..-- —� Coarse Agg,lbs.:!314_1233 Admixture,oz./cwt: MB AE 90 4.0 _- _ Flyash,lbs �_ - `Coarse Agg,lbs.:13/R-653 3 Admixture,oz./cwt: _....__ Water,gals.:,?2.2! _ Coarse „ Agg,lbs Admixture,oz./cwt: Fine Agg,lbs.: 1`40 t-------- _.-.__� Coarse Agg,lbs.:',�.__-_-----_-_�--� Admixture,oz./cwt: Sample Type & Compress ion'Test Results: Received 11/25/2014, Sampie.Set 1 of i Type of Compression Test: Concrete(ASTM C-39) Lab Tests: Test Total Sample Sample Comp. Break ASTM ASTM New Log# Age Date of Test Load, Area(Sq. Strength Tested By (Days) (Lbs.) Dim.(In.) ln.) (PSI) Type C-617 C-1231 13 0 _ 3080 7 12/01/20 �g�-13,3)0 ( .Ot) 3 12.57 7 - 3 4001 WiIL�m Kilpatrick jL 5� ❑ -b [1:2 / 014 ❑ ❑ (.__.3083 IE'8 1=2/22'/2011_.___ `�..-__.___..._ iC_. ___.-_I', .,.,__ _ s�__ ___ !'-�__ ❑ ❑ 1 30b4-_� it _ � �i _ Ii �i-0 I ❑ ❑ '-,_ I -7- I�1�/l)I/ 01.4?; 39,365�� 4.01 JL_ E3 3,1201�WilliamKilpatrick ; 5 ❑ FC] x{12/'5/2014 i � _._l W Jl_..__. _ -._ .��()�! ❑ ❑ 1_ 30S, 1_ i REQ'.D 3,007071 Remarks: J,'i a,aa ypl-.vh :.arc:vi4v-,v rm ivf v.cm„fi av rq a..q'v,pml�a m.b�. Yi^va,,W�tla,vA:vvv}.r,,dl irp.,esv;•,q ba Rd.n fiY r,.n(,¢},ckJ f+iT^�:�'w 4,w.c,.v.tallaim'u-r,',�rdrL:,vam.ti'aoe;rnv.nv�6.*av+;n . ♦1 Pii`F i'l,+G:"'d r8'r ,�.,"ltiT C9{'!Yli ni 5'NTiA�Yii;�'O;IM'aRF49r{#I'.6".f 3'.1i'A 101: -4.,i ,1. VL ,J q A C44.-Oh-J, 1C:c &o 64b,W r.}iY—j, Corporate - 777 C°hryxler Drive Burlington, WA 492.13 • Pbnme 360.755.1990 * Fax 360.735.1911:0 SW ffieginn • 21 UN Efaacl Late HOvat_ :S W..- Olympia, 'dA 4171702 • Phone - Fau ",4h I,ii4.9779 NW Region • 9115 Dnponl :Scrvc1, Suitt 5 • fiellir,ghum, WA 992::% - PhDnc 3641.641,6061 - Fax 16(1A4T.NI1t Vish our website: &w-a.mir inc.r,c'rs Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/14/1014,#C38315,Page 1 of 2 Geotechnical Emir-wmna&Cuow4ing•5perial Inspection o 1Nalerials Testing t Environmental Con wItErg FATiroarrd Arearanna•£-ufca 1#81 � Reference report number F61603. Two 40 cylinders cast for field cure specimens.Break I at 7 days and 1 at 28 days. REPORTED BY:Leland Watkins REVIEWED BY:, b"im r,�lr:v�. ',:.nnittt;s'vn4vJrr-ni,h eery-.h,�s-ewi�,r�f+av na:vi,l:r:fde;rwJ:aay4.�.+}1 enp.e,xv,v.beeTd n'aTi=cf�Tn MA.vcTn,xd'rtvu,,.am.gcb�,-.Awcl,r:irC.;Por.a`mv;w,sn.nv.f...0�,n rs rxsa5+'rxre �xrt h+ge+x nR.nr Vs warn A;x*.U9�.fmnrm;q}n• -� IhiJ9 ]91.7 '4 v cto i.ra4,-rq A -7» i— A!i o;h.e A. Corporate * 777 Chrysler Drive • Burlington, WA 98233 • P6ame 360.755.1990 • Ess 360.755.198$ SW Region 2108 HIzC3 bate Hlvd.. 1 W • llympia, WA 0102 • Phone J60.1,14.9'777 tat 360.534.9779 NW RCHion • 8415 L)uvonl Sttcct, 5uity S • helliaghrim, Wiv -1!1224 • Phone :166.64±.40,61 Frox :I6r1.64?.!,11 P V, si; our websile: &w-m— itc i.-c.n¢`c Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/24/2014,#C38315,Page 2 of 2 Materials in Consulting, NCO Gmu'Anical;inVi*x�M1�ilr C'onwhinll s sm'dul Inspection i klulrrials°6eslanp 3 Envinmmeplat°C nlliaV F_uX1 arn,4.Anuranco.5ircrq Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Compression Test: Concrete: Report#C38409 - DRAFT CLIENT Olympic Medical Center DATE 12/05/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 12/05/2014 Time Onsite: 12:30pm Weather Conditions: Overcast/rain,44*F Inspection Performed: !Compression Test:Concrete Field Data (ASTM C-31): Location of Placement: 1_1"'x_12'12'cast in place columns at gridlines 5x/A,A.5 Sample Location: I Same as above —._ 71 Contractor:Rush Commcrclal — _�Subcontractor: SCC —� _ t"Supplier/Platt[:jACP/Ol — — Slum Inches ASTM C-143 or W/C Ratio 4.50 Concrete Temp,°F ASTM C-1064 .`—� Qty Placed,Cu.Yd.: 9 of 36 p� ( ) ( )' S7 Delivery Ticket#:L4 373____j Job Spec.Slump 3`--5 Ambient Temp,IF ;441 Truck#: A67 Air Content,%(ATSM C=231): 4.1 Min Temp,°F:1 t � � 6 L__..i Batch Time: 1323 Job Spec.Air:�4 Max Temp,°F: Sample Time: 13:56 ----._. Mix#and Proportions: Mix#3/Iyd3 I Cement,lbs.: 516.6 — — ^� Coarse Agg,lbs ;3/4-1406 6 Admixture,oz./cwt:�Poly997-24 oz Flyash,lbs.: 103 4i Coarse Agg,lbs.: 3/8-393!3 j Admixture,oz./cwt:�MBAE90 2 6 oz Water,gals.: 21 — Coarse'A lbs Admixture,oz-/cwt:r Fine Agg,lbs.: 1373 Coarse Agg,lbs.: Admixture,oz./cwt: Gallons of water were added ,® Prior to sampling• t , Sample Type &,.Pompression Test Results: Received 12/08/2014 Sample Set I of I Type of Compression Test: Concrete(ASTM C-39) Lab Tests: Test Total Sample Comp. New Log# Age Date of Test Load Sample Area(Sq. Strength Tested By Break ASTM ASTM (Days) (Lbs.) Dim.(In.) In.) (PSI) Type C-617 C-1231 r-3203 �r12/l2/2014�L53,425J 4.01 JL 1263 �� 4,230 ��Harold Benny _ �J C1 3204 �`-28](01/02/2015�i — � � „_ __r _!� ___— _60 ❑ ❑ � 3205—I�--- � 01/02/2015 ---__ r 4—�--.—.__ } 0 ❑ ❑ _ _-_ _:T 66__66__-1r6_�C__�i�����_ 7 1L__.G ❑ ❑ I 3207 H�j 0 ❑ ❑ — 6 3208 C 1 12/12/2014,1 46 125 4.01 l2 63 3 650 1 Harold Benn ' 3 i ❑ _ ___..y_—.__ -_._.___J. —_.�� _l —_:-----_�6-- Y��____.___ L.__3209 f FC -----6L.-----t__--------._�� _0 C1 ❑ REQ D j28 Remarks: AM.. r.,gyarr..F:.�!r.:ur! wa.,s .•.e.+sr.r...x. A,.o..-..+illi+mkm«.t'.;,.r.��r w'--0-a.—rr. 01--p--*h,Ar.sr+s.r±dr..1Nt: ,i.r4e,..r..,:.rr�+1.y.,un,ap.,yr.^e,.�e•m:w..oti..,.,a,,A...... m�s-n frrr0 p•tip•4.@��r nT•"++'lrw:m<-0�cs`b.@;o�ksrrr#grc•Y-.n 7+1�r! 1611 Al eirrle la Trer:lrsp k !"annul+.lid.`Inr. 4n rlg tsn•.:. rr<1. Carpnrate • 777 Chr .cher !Drive a Burlington, 'VRA 99233 + Phfine 340.759-19911 + FAx 360.753.1#90 SW Region.- 211$ Mack l...ake HIv41. S.W_- Olympia. WA 41Ni12 • PhOne - Fr,a 360.,,14.9)779 NW 6Reillnel • li0"5 D'upow SttT,ci, 4'tliGt 5 - ReHinghnm, WA 104225 • Phone :160.641.,611,61 - Fax :16(1.441A I I 1 kinin. Dur websily: pati .mtc iric_r,et Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/0512014,#C38409,Page 1 of 2 Nrrc Materials Tesfling & Consuftlingg Inc. Gk"echniral EmOrwminC&Cunwltinu•Special N51w6rnn!Mweriah T"D-nv,4 Emrinmmeniat C+AKoilliarg v:• F:n�„�rt�cre+d".Ywrurr+m�w.Sirtica JiYi.l ri4s Placement by 32 meter Angeles concretepump truck.Please Reference report number F6I838. LTwo 4x8 cylinders cast for field cure specimens.Break 1 at 7 days and 1 at 28 days per requirements_ _^ _ .-_ ----- REPORTED BY:Mike Dudley REVIEWED BY:, A'1 w},Crv�tlgwt.r•on;a3tq:wr.a:,rt nvlserhhxl+w±; 4r,.s_emitwry,6vu.r}-Icm.4.rY.1'+Fta:,Kpns,•yh-rr,dirp:.mrt•;^Bk+p Fl yr Mrty frlxra4JPgalrl„I KL; ,.,:,.•;p„}s,ir�w.wqr,rgl.IZSvum.;LaR;r'rs,r�wyi,.,�..wvm fr Fi'[?11\nv+!ti rl�SMZI CsTltj.rlir l}f.Tv]ti5f}±P.v�l'Kt(iT.l�(PJ.iM.r' ]1(0 .]411] SII r-.—Alt"d.1— .411 04YCi ra ri lr�•:1. Corp,nrait • 777 Cbry.sler Drive Hurlinglon, WA 48233 * Phnme 60.735.14931 • Fax 360.733.11M* SWr(;rgd9 rk + 21 lid M—Aclt LzAt. 136'4'41.. S,W.•Olympia, WA 41N:i12 • Phone 177 1'ux 74 Nie Rcgloyn * :89.5. 011panl 5;t"I' Sttikv 5 1 fleuliaghnm, 4'9A 99223 • Phone Fab: :ili IA41.,91I0 X441 our wrbsltc• vrww.mic iri..net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,12/05/2074,#C38409,Page 2 of 2 Af Letter of Transmittal Washington State Department o December 15, 2014 "� 8 � f � ea t Construction Review Services 111 Israel Rd. SE Tumwater,WA 98501 —�-- _ — -- PO Box 47852 s Olympia,Washington 98504-7852 M www.doh.wa.gov/crs tel.360-236-2944 I fax.360-236-2321 Project Info: CRS# 60409851 Project 112 E 8th St Clallam County Respite Center location: Port Angeles, WA 98362-6129 Chapter 246-337 WAC RTF Initial Review for RTF Licensure Local Permit#: Key People: Assigned DOH Clynn Wilkinson RA Reviewer: clynn.wilkinson@doh.wa.gov Facility Peninsula Behavioral Health Facility Contact: Same as Administrator Administrator: Wendy Sisk 118E8"St Port Angeles,WA 98362 (360)457-0431 x. 154 X. wendys@peninsulabehavioral.org Architect/ Lindberg Smith Architects Local AHJ: Port Angeles,City of Engineer: William A. Lindberg Jim Lierly 319 S Peabody Ste B PO Box 1150 Port Angeles,WA 98362 Port Angeles WA 98362-0217 (360)452-6116 x. (360)457-4817 x. contact@lindarch.com jlierly@cityofpa.us Consultant: Hunt Engineering Services, Inc Consultant: N/A John Hunt 9560 Moran Rd NE Bainbridge Island, WA 98110 (206)842-6947 x. X. johnhunt@hunteng.com Contact: N/A Contact: N/A X. X. Copies To: ® Local AHJ: Port Angeles,City of ❑ DOH Child Birth Center Licensing ® Architect/Engineer: Lindberg Smith Architects ® DOH Office of Investigations&Inspections ® Consultant: Hunt Engineering Services, Inc El DSHS, Div.Of Alcohol&Substance Abuse ❑ Consultant: N/A [-I DSHS, Aging&Adult Services Admin. F-1 Contact: t: ® L&I,Bill Eckroth,Electrical Section ❑ L&I,John Harvey,Factory Assembled Structures ❑ Contact: N/A ❑ ® CRS File Page 1 of 16 Plan Review Comments for Project#60409851 Facility Data Certificate: Facility Name: Clallam County Respite Center Licensee UBI#: 601141592 Site Address: 112 E 8th St Critical Access Facility: ❑ Yes ❑ No Port Angeles,WA 98362-6129 Estimated Date of Occupancy: TBD Occupancy R2 Construction 5-A Applicable Code: Group: Type: 2012 IBC W Number of Current: Added: Removed: Total: Beds: Automatic Fire Sprinkler System: ® Yes ❑ No Type 13 aAutomatic Fire Alarm System: ® Yes ❑ No � Compartmentation req'd: ®Yes ❑No Smoke Control System Provided: ❑ Yes ®No P, aSpecial Delayed Egress Control: ❑ Yes ®No Location: Certificate of Need Required: ❑ Yes ®No CON Approval Granted: ❑ Yes ❑No CON Number : Number of units: Private occupancy: Two person occupancy: Based on size of rooms used for sleeping Residents U O Based on size of common rooms Residents HMaximum allowable licensable beds: Qualifies for Assisted Living Funding Program ❑ Yes ❑No Number of qualifying units: UPLO 3-6 bed respite program being designed to provide early intervention to reduce risk of use emergency or hospital services. Provide on site supervison and support to allow 24 hr access. Considering renovation, formerly thrift store, or another location. W E-� °z The data above is based on the information presented to CRS. Any change in the facility or facility program that causes the above information to be incorrect is subject to review by CRS.Approval for construction is not approval for licensure.A copy of the facility data certificate will be sent to the licensing agency. Page 2 of 16 Plan Review Comments for Project#60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Project Status: - Authorized to Begin Construction - - Comments ARE Approved — This project is not approved for use or licensure.The construction documents have been reviewed and construction can begin,subject to construction permitting from the local building official. Additional comments may follow based on design team response and site inspections may be required to verify compliance. Please note the following: ■ The stamped"Authorization to Begin Construction"drawings will be delivered to the Facility Administrator. These shall be kept available on site for inspection during construction and post occupancy survey. ■ Any changes/deviations (incl. change orders or addenda)from the approved documents must be submitted to the Department for review and approval. ■ Beginning construction prior to resolving the attached comments will constitute facility acknowledgement that you are proceeding at your own risk. ■ Please include your CRS number on all communications to Construction Review Services. PROJECT CLOSE-OUT REQUIREMENTS You must notify the department when construction is complete by completing the following steps: ✓ Verify that you have resolved all of the comments on this form and have submitted any revisions ✓ Complete the Online Notification of Construction Completed at: http://www.doh.wagov/NotificationofCompletion.aspx ✓ Email or fax a copy of the approval from the local building department(final permit approval or certificate of occupancy); and ✓ Email or fax a floor plan showing the scope of work. ✓ Email: fslcrsgdoh.wa.gov Fax: 360-236-2321, Attn: Construction Review Once your construction project is complete, you may contact the DOH Office of Customer Service for help with adjusting or amending your license to add this project. Their telephone number is 360-236-4700. You can monitor project status at www.doh.wa.gov/crs. Page 3 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Preliminary Comments Q e E 0 U Preliminary Conference—08/27/2013 Attendees: Clynn Wilkinson (clvnn.wilkinson@doh.wa.gov) - Department of Health Iva Burks (iburks e co.clallam.wa.us) - Clallam County HHS Wendy Sisk(wendyskpeninsulabehavioral.org) - Peninsula Behavioral Health Peter O. Casey (peterckpeninsulabehavioral.org) - Peninsula Behavioral Health Norm Bernahl (normbgpenisulabehavioral.org) - Peninsula Behavioral Health Comments made during this preliminary conference, both oral and written, represent guidance provided by the Department of Health, Construction Review Services, for your facility to meet the licensing requirements of Chapter (WAC# 246-337) Washington State Administrative Code. These preliminary comments should not be considered as an exemption or alternate from the requirements of any federal, state or local authority who may have jurisdiction. In the event of conflicts between other jurisdictions and these comments, please contact this office immediately. T1 Family of Codes Used for this review • 2007 Standard for the Installation of Sprinkler Systems—NFPA 13 • 2007 National Fire Alarm Code Handbook—NFPA 72 • Residential Treatment Facility Washington State Administrative Code - WAC 246-337 • 2012 International Building Code (IBC) • 2012 Washington State amendments (WAC 51-50) • 2012 International Mechanical Code (IMC) • 2012 International fuel & Gas Code (IFGC) • 2012 Uniform Plumbing Code (UPC) • 2008 National Electric code (NEC)NFPA 70 WAC 246-337-040 (6)(a) Building code Issues T2 A RTF or an ALF in the building code will be a R-2 occupancy. IBC 310.4 (state amendment) T3 The existing building has been used as a"M" occupancy(thrift store) in the past. There is a desire to have the part of the building, unused by Peninsula Behavioral Health, to be used as some kind of an office. Therefore,this part of the building would be a"B" occupancy. It is Page 4 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Q E E O U required that a one hour wall be built to separate the two occupancies. IBC Table 508.4 T4 An automatic fire sprinkler system is required. When submitting to DOH-CRS all that the plan reviewer will require is a drawing showing where any heads have been relocated to. IBC 420.4 T5 A fire alarm system is required. This maybe a deferred submittal. BC 420.5 T6 Carbon Monoxide alarms may be required. Study the requirements. IBC 908.7 (state amendment) T7 The walls separating sleeping units between corridor needs to be a 30 minute fire partition. IBC 420.2 and 708.3 T8 The doors on the sleeping units must have a rating of at least 20 minutes. IBC table 716.5 T9 The doors on the sleeping units must have self closers. IBC 716.5.9 T10 The space must be divided into at least 2 smoke compartments. This wall must be at least having a one hour rating. IBC 420.6 (state amendment) and 709.3 T11 The doors in a smoke compartment wall must have a rating of at least 20 minutes. IBC 716.5.3 T12 DOH-CRS is supportive of not having windows that do not open. This is consistent with current State amendments that allow doors to be locked to prevent non-emergency exiting (Section 1008.1.9.3, as amended). Requiring operable escape and rescue openings is contrary to the intent of allowing controlled doors to prevent elopement for resident safety. Furthermore the facility has two exits therefore, operable windows are not required. IBC 1021.2 T13 You may have locks and latches that control access to areas outside the building. Ensure that what locks and latches are consistent with the code requirements. IBC 1008.1.9.3 (6) (state amendment) Page 5 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure 4t Q s E 0 U T14 Provide a toilet room that meets ANSI Al 17.1 (ADA) for visitors and staff. You may want to reconfigure a one of the bathing rooms. The plan that was shown on the meeting has a toilet and shower in the same room. Perhaps have one room for the shower and one for the toilet and sink. This option will keep the cost down, maybe. IBC 1109 T15 Kitchen cannot be open to the means of egress. If it is desired to have it open to the means of egress provide mitigation. IBC 1014.2 (4) WAC Issues T16 At the time of submitting documents to DOH-CRC provide the following: 1) Two sets of architectural drawings prepared, stamped, signed by a licensed architect. 2) Two copies of a life safety plan. These drawings need to show delineate all life safety aspects such as but not limited to where rated walls, rated doors, egress lighting, exit light and exit locks and latches are located. 3) Two copies of a floor plan showing all the furniture, waste cans 4) Two sets of mechanical drawings prepared, stamped and signed by a licensed professional. 5) Two sets of electrical drawings prepared, stamped and signed by a licensed professional. 6) Two sets of mechanical drawings prepared, stamped and signed by a licensed professional. 7) Submit any drawings for"new"construction work to the local building department. 8) Provide one copy of the functional program. 9) Provide one written copy of the facilities emergency disaster plan. 10) Provide one copy of written infection control document. WAC 246-337-040 and 246-337-060 T17 Submit a written functional program, outlining the service categories and types of residents to be served and how the needs of the residents will be met including, but not limited to; program goals; staffing and health care to be provided; infection control; security and safety; seclusion and restraint; laundry; food and nutrition; and medication. WAC 246-337-040 (2) T18 Provide a posted or readily available to all staff and residence the emergency disaster plan. This may be shown on the drawings or described in the functional program. WAC 246-337-070 (1)(e) Page 6 of 16 Plan Review Comments for Project#60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure ca C N E O U T19 Delineate how provisions for emergency medications, food, water, clothing, heat and power for all residents will be met. Consider how to meet these requirements for 72 hours. WAC 246-337-070 (2) (e) T20 Related how a 3 day supply of food and water will be provided for all staff and residents. WAC 246-337-070 (4)(d) T21 Explain how sharps will be stored and disposed. WAC 246-337-075 (5)0) T22 Explain how resident records are kept and stored. WAC 246-337-095 T23 Provide a locked housekeeping room that is mechanically vented to the outside and has a mop sink and storage for supplies. WAC 246-337-115 (3) T24 Provide storage of clean linen. WAC 246-337-115 (4) T25 Provide storage of soiled linen. WAC 246-337-115 (4) T26 Indicate where the private area will be located of the visitation of residents and guests. WAC 246-337-120 (3)(c) T27 Indicate where the therapy room for individuals and groups will be located. WAC 246-337-120 (3)(d) T28 Provide a grab bar at all bathing and toilet fixtures. WAC 246-337-125 (5)(e) T29 If required provide a shatter resistant mirror. WAC 246-337-125 (5)(g) T30 Water in bathing and toilet rooms needs to be at least 100 degrees but no more than 120 degrees. WAC 246-337-130 (1) Page 7 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Q s e 0 U T31 Ensure that all light fixtures protect the lamp from breakage. WAC 246-337-140 (1) T32 Ensure that the laundry room has a proper work flow from soiled to clean. The soiled laundry being processed does not pass through areas where clean laundry is being handled. WAC 246-337-145 (2) T33 The water for washing must be at least 140 degrees or have an automatic chemical sanitzer system. WAC 246-337-145 (4) T34 The laundry room must be mechanically vented to the outside. WAC 246-337-145 (6) T35 The laundry room must have a folding table and a utility sink. WAC 246-337-145-(8) T36 The dishwasher must have water that reaches at least 160 degrees. WAC 246-215 T37 Certifying to WAC 246-215 the facility license is inclusive of food service permit. WAC 246-337-020 Page 8 of 16 Plan Review Comments for Project#60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Q E e 0 U Second Conference Conference— 10/08/2013 Attendees: Clynn Wilkinson (clynn.wilkinsongdoh.wa.gov) - Department of Health Wendy Sisk(wends@peninsulabehavioral.org) - Peninsula Behavioral Health Peter O. Casey(peterc(2peninsulabehavioral.ora) - Peninsula Behavioral Health Norm Bernahl (normb@penisulabehavioral.org) - Peninsula Behavioral Health William A Lindberg(contact@lindarch.com) - Lindberg & Smith Architects. Comments made during this, both oral and written represent guidance provided by the Department of Health, Construction Review Services, for your facility to meet the licensing requirements of Chapter (WAC# 246-337) Washington State Administrative Code. These preliminary comments should not be considered as an exemption or alternate from the requirements of any federal, state or local authority who may have jurisdiction. In the event of conflicts between other jurisdictions and these comments, please contact this office immediately. T38 The submitted functional program is fairly complete. As you refine your services you will need to modify this document. WAC 246-337-040 (2) T39 The WAC does not specify a floor finish. You may select a finish that meets you needs and budget. T40 A wall between the washer and dryer is not required. All that is required is a proper work flow. WAC 246-337-145 (2) T41 The windows do not need to be open because you have 2 exits. IBC 1021.2 T42 You only need to provide anti-ligature hardware as determined by your functional program. T43 To meet the requirements for emergency heat and power, it is permissible to have an agreement to send the residents to another building. WAC 246-337-070 (2) (e) T44 Use the previous "T" comments as a check list when doing your design. Page 9 of 16 Plan Review Comments for Project#60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Plan Review Comments: Q o r� Initial Review 03/05/2014 U ¢ z Building code Issues 1 ❑x Two complete plans and specifications for the fire alarm system installation or modification shall be submitted for review and approval prior to system installation. The department reserves the right to defer plan review and inspections to the local authority having jurisdiction(AHJ). Plans and specifications shall include, but not be limited to, a floor plan; location of all alarm-initiating and alarm-signaling devices; alarm-control and trouble-signaling equipment; annunciation; power connection; battery calculations; conductor type and sizes; voltage drop calculations; name, address, and phone number of the agency receiving off-premises transmission of alarm; and the manufacturer, model numbers, and listing information for all equipment, devices, and materials. Incomplete plans and specifications will be returned without review. Plans and specifications may be submitted separately from construction documents during the construction of the project. For small renovation Projects in which devices are only to be relocated or very few devices are to be added,provide two plans that shows the relocation of devices which may be submitted for review in lieu of the above requirements. This information can be included on the electrical or architectural plans. Verify with Department staff to determine if the scope of your project meets this criteria. Section 907.1, International Fire Code Response Received— 1210112014— 1 cannot locate documentation for your approval and have enclosed in this packet. Approved— 12/08/2014—As per the provided document the requirement has been met. 2 ❑D Two sets of sprinkler system working plans shall be submitted for review and approval before any equipment is installed or remodeled. The department reserves the right to defer plan review and inspections to the local authority having jurisdiction (AHJ). Deviation from approved plans will require permission. Plans and specifications, including hydraulic calculations that are incomplete or are not stamped by a Washington State Licensed Fire Sprinkler Contractor, will be returned without review. Plans and specifications may be submitted separately from construction documents during the construction of the project. For small renovation proiects in which heads are only to be relocated, a plan that shows the relocation of devices can be submitted for review in lieu of the above requirements. I Section 903.1, International Fire Code Page 10 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Response Received—07/25/2014— The facility provided drawings produced by Knight Fire Protection of Olympia. Approved—08/11/2014—As per the provided documents the requirement has been met. 3 0 Revise the cover sheet. The occupancy group is "R2"not A2." IBC 310.4 (state amendment) Response Received—12/01/2014— Previously submitted and approved 6/13/2014 Approved— 12/08/2014—As per the provided comment the requirement has been met. 4 IE Delineate on the drawing the 2 smoke compartments. The wall(s) must be rated at least one hour. IBC 420.6 (state amendment) and 709.3 Response Received— 12/01/2014— Previously submitted—copy enclosed. Approved— 12/08/2014—As per the provided documents the requirement has been met. 5 Revise the door schedule to show that the doors on sleeping rooms have the proper rating. IBC table 716.5 Response Received— 12/01/2014— Door schedule was revised as requested. Submittal attached. Approved—12/08/2014—As per the provided documents the requirement has been met. 6 Revise the door schedule to illustrate that the doors on the sleeping units have self closers. IBC 716.5.9 Response Received—12/01/2014— Revised and enclosed. Page 11 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Approved—12/08/2014—As per the provided documents the requirement has been met. 7 ❑x Revise the door schedule to illustrate that the door on the kitchen has a self closer. IBC 1014.2 (4) Response Received— 12/01/2014— Revised and enclosed. Approved—12/08/2014—As per the provided documents the requirement has been met. 8 [] Provide a portable fire-extinguisher in the kitchen. IFC 906.1 Response Received—12/01/2014— A fire extinguisher is located in the kitchen per requirements. Approved— 12/08/2014—As per the comment, above, the requirement has been met. 9 0 Provide portable fire-extinguisher cabinets that lock or are tamper resistant. IFC 906.8 Response Received—12/01/2014— Fire extinguishers are located in tamper resistant cabinets. Approved— 12/08/2014—As per the comment, above, the requirement has been met. 10 (] Provide an indirect drain (waste) for the food prep sinks. UPC 801.2.3 Response Received— 12/01/2014— The food prep sink has an indirect drain. Approved — 12/08/2014—As per the response, above, and directions given on site on 12/04/2014 the requirement has been met. Page 12 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure WAC Issues 11 [] Provide the following: 1) Two copies of a floor plan showing all the furniture including, waste cans, towel bars/hooks and etc. 2) Plumbing fixture specification. WAC 246-337-040 and 246-337-060 Response Received— 12/01/2014— Floor plans with furniture placement are included. Plumbing fixtures specs are provided. Approved— 12/08/2014—As per the provided documents the requirement has been met. 12 El Indicate where the private area will be located of the visitation of residents and guests. WAC 246-337-120 (3)(c) Response Received— 12/01/2014— Visitations will occur in Office 113, which may also be used for crisis staff to interview participants. Approved — 12/08/2014—As per the provided documents the requirement has been met. 13 ❑x Indicate where the therapy room for individuals and groups will be located. WAC 246-337-120 (3)(d) Response Received—12/01/2014— Therapy service may be offered in any of the offices and group services may be provide in the Common room. Approved—12/08/2014—As per the provided documents the requirement has been met. Misc Issues 14 O Provide documentation the dishwasher water temperature meets the food code standard of 165 degrees. You may do this by providing the manufacture cut sheet for the dishwasher or by some other means. Food Code 4-501.110 Response Received—12/01/2014— Dishwasher specs are included. Page 13 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Approved — 12/08/2014—As per the provided documents the requirement has been met. 15 ❑x Notify the CRS plan reviewer for the following on site inspections. 1) Prior to the placement of the gypsum wall board. 2) Prior to final inspection by the local building official. Provide a 1 week lead time to coordinate schedules. WAC-246-337-040 (6)(a) and IBC 110 Approved— 12/04/2014—As per the site visit this requirement has been met. Comments on Drawings submitted 05/21/2014 16 ❑D Approved 06/09/2014 - The DOH/CRS Plans Reviewer has reviewed and approved these drawing changes. Comments on Drawings submitted 06/13/2014 17 Fx1 Approved 06/23/2014 - The DOH/CRS Plans Reviewer has reviewed and approved these drawing changes. Site Visit notes from - 10/14/2014 - 18 N Provide a written response to all the above items. Response Received— 1210112014— Please note this is written response. 19 N The resident windows do not need to be open because you have 2 exits. IBC 1029.1 and 1021.2 Response Received— 1210112014— Although DOH does not require windows to open, the City of Port Angeles does. 20 N Ensure that the janitor's closet has a fan the vents directly to the outside. It is recommended that the fan run for at least an hour. Response Received—1210112014— The janitor's closet does vent directly to the outside. Page 14 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure Site Visit notes from—12/04/2014—FINAL WALK-THRU 21 N Note: To DOH-Surveyor on the date listed above the CRS plan reviewer walked the building and verified in the field the following items. The purpose of this walk thru was to verify the building components. It must be noted that although the CRS plan reviewer has looked at the following items the DOH-Surveyor has the right to disagree if these items are complaint. 22 N The requirements from Section 246-337-060 (pressure relationship, sinks,faucets and etc)the CRS plan reviewer considers what was built met the requirements of the cited section. 23 N The requirements from Section 246-337-070 (1)(e)the CRS plan reviewer considers what was built met the requirements of the cited section. 24 N The requirements from Section 246-337-070 (2)(e)the CRS plan reviewer considers what was built met the requirements of the cited section. 25 N The requirements from Section 246-337-070 (4)(d) (room to store supplies) the CRS plan reviewer considers what was built met the requirements of the cited section. 26 N The requirements from Section 246-337-075 (5)(j) (cameras, locks and visibility) the CRS plan reviewer considers what was built met the requirements of the cited section. 27 N The requirements from Section 246-337-115 (1)the CRS plan reviewer considers what was built met the requirements of the cited section. 28 N The requirements from Section 246-337-115 (3) the CRS plan reviewer considers what was built met the requirements of the cited section. 29 N The requirements from Section 246-337-115 (4) the CRS plan reviewer considers what was built met the requirements of the cited section. 30 N The requirements from Section 246-337-115 (5) the CRS plan reviewer considers what was built met the requirements of the cited section. 31 N The requirements from Section 246-337-120 (3)the CRS plan reviewer considers what was built met the requirements of the cited section. 32 N The requirements from Section 246-337-120 (3)(a)the CRS plan reviewer considers what was built met the requirements of the cited section. Page 15 of 16 Plan Review Comments for Project# 60409851 Clallam County Respite Center Chapter 246-337 WAC RTF Initial Review for RTF Licensure 33 N The requirements from Section 246-337-120 (3)(c)the CRS plan reviewer considers what was built met the requirements of the cited section. 34 N The requirements from Section 246-337-120 (3)(d) the CRS plan reviewer considers what was built met the requirements of the cited section. 35 N The requirements from Section 246-337-120 (3)(f) the CRS plan reviewer considers what was built met the requirements of the cited section. 36 N The requirements from Section 246-337-125 (4) the CRS plan reviewer considers what was built met the requirements of the cited section. 37 N The requirements from Section 246-337-125 (5) the CRS plan reviewer considers what was built met the requirements of the cited section. 38 N The requirements from Section 246-337-125 (6)the CRS plan reviewer considers what was built met the requirements of the cited section. 39 N The requirements from Section 246-337-140 the CRS plan reviewer considers what was built met the requirements of the cited section. 40 N The requirements from Section 246-337-145 the CRS plan reviewer considers what was built met the requirements of the cited section. 41 N The requirements from Section 246-337-145 (2) the CRS plan reviewer considers what was built met the requirements of the cited section. 42 N The requirements from Section 246-337-145 (6) the CRS plan reviewer considers what was built met the requirements of the cited section. 43 N The requirements from Section 246-337-145 (8)the CRS plan reviewer considers what was built met the requirements of the cited section. Compliance with the comments above provided by the Department of Health Construction Review Services are necessary for this facility to meet the requirements of the applicable licensing regulations found in the Washington State Administrative Code and associated references. These comments do not relieve the facility from the responsibility to meet the requirements of any other applicable federal,state or local regulations. In the event of conflicts between other jurisdictions and these written comments, the most stringent shall apply. Page 16 of 16 Plan Review Comments for Project# 60409851 1 tiAI �30. a. - - qr - OJ 06 �� 4 i t i f � t Pos"f"`. ? tr r V ( i Th op �,S ' hsso �R a b T CSor Cie rtC''^ere r ie ft 74 4t 4w e !1' LAV ovl- 'For B�+*MCYxsb) - fast- Nvc ytoz. o;gk 14ik Q i us z -r ti �,s Y u G yZ: t-b tf,-r" .Q A rn �,�IXtA PT�4. L•C� 14 Beam -to kotcxi p?`raZ. - / EA. $.c vfeti -� f-. Nit-orx rQx r g4 Ir it O ; JET" GS j H WIC X11 bZ. 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Tesiting 0 Envimnmentall 0xisolft Fngaaww4 Awwunzww Sumw MR) Emergency Department South Expansion - Olympic Medical Center - POV02493 - 14K035 - Compression Test: Concrete: Report#C38093 - DRAFT CLIENT Olympic Medical Center DATE 10/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 10/24/2014 Time Onsite: 1:30PM Weather Conditions: Overcast,6l Inspection Performed: Compression Test:Concrete Field Data (ASTM C-31): Location of Placement: Footings on lines 4.5,A, 1X Sample Location: Line—A/IX Contractor: Subcontractor:07�� A' Supplier/Planh" ngeles Concrete Products Qty Placed,Cu.Yd.: Slump,Inches(ASTM C-143) �Raiti-n5 Conc'i'ete,,Temp,IF(ASTM C-1064):[67] Delivery Ticket#: 41656 Job S 0 r/'p.\,Stu inp.^\1 '/ Ambient"romp,IF: [ 5] ' \ 1/1---1 [6[] Truck#: Air Content,%(ATSM C-231):151 Min Temp,IF: Batch Time: Job Spec Air. 6�: Max Temp,IF:F1 Sample'rime:E4-2 0= Mix#and Proportions: #2,C-12041,3 009psi Cement,tbs.:1564 !Coarse Agil Ills.: Admixture,oz./cwt:IMBAE90,4 oz. Flyash,lbs.:IN/A `Coarse Agg',-Ibs.:1'3—/8 /7— Admixture,oz./cwt:IN/A Water,gals.: 31 Coarse Agg,lbs.: I Admixture,oz./cwt:lN/A Fine Ag,tbs.:11196 Coarse,Agg,,Mi.-lV/A I Admixture,oz./cwt:IN/A Gallons of water wer6added, Prior to sampling., Sample Type &.Co Compression ression Test Results: Received 10/27/2014 Sample Set,,,.!of I Type of Compression Test: C-39) Lab Tests: Test Totid Sample Comp. - Sample Dim. Break ASTM ASTM New Log# Age Date ofTest Uad Area(Sq. Strength Tested By (Days) (Lbs.) (In.) 111.) (PSI) Type C-617 C-1231 2786 t i110/31/2014 44,800 403 1 12.76 1 3,510 L_LA�iltiam Kilpatrick l i 0 cc 2787 25 11/21/2014 60,000 4.02 12.69 4,730 Cheryl Meredith 3 11 0 cc 2758 28 1 l l/2l/2014 60,355 4.02 12.69 4,760 i Cheryl Meredith 0 H 2759 � ;l U21/2014 59,200 4.01 12.63 4,690 Cheryl Meredith 0 Kilpatrick El F�31 .�)2 2-(,9 F 4401 tim— 13 Z01 4-=,6L—IL _j]E j:=---- YLL F 4,5 2 Harold Bk 0�71) 1 1DI �/2:f7:FO141 57,l-3EI=4- I RE Q'D 275 (00 Remarks: j2 cylinders cast for field cures to be left onsite. cl'w. C 31-)# -Ml wv"rlsi.rxa-ino A C.-Uhloo.Inc N11 ---J. Corporate * 777 Chrysler Dries • Hairlingtoo,WA 992-15 -P Phone 368-755.1990* Fax 360.755.1990 SW Region • 211$ Black I,zkc Hlyd. S.W-0 Olympia, WA 99412 w Phone 16(L134.4777 - Fax 360,534,071) NW Region 905 Dupont ScTcct, Suit-c 5 0 Bellingham, WA 4511122$ * Phone 360641.604it - Fax 360.fv47.91 t I Visit our welisile: www.mic inc.r.ZL Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,1012412014,#C38093,Page 1 of 2 MIX M, mte "SES uestk Geo4stmirn! irar:rinell CnnsoWine Spixial tnspsstian MeterlalsTentt [sn•nranmental Caresohias E S m4•nd Aumuary 5umr IMI REPORTED BY:Richard Dowd RE.,V[EWED BY:, c d•'iS!�n�-pI,v'i eas[rP1/a,ev�s4vime�s,h wnj5 A}�..sv�lrvr,�v�}'$-i;visrb FGYr;P1-vv9he,.di��mzS vlvM RT�T+ta�dF�T4^}rd'RYvhi�;:f�+.�T#r1(�3GHx:f mRiivni..n.41Abw,m er[xmdms;r,xps�p acrrrFnet}err:u7.xse?4a!radrvrv:�yro:tY.n 7^4?I-5.417 Pl merla is r®xsina �Ca�aal^,t?e4.1rc >,it ri�.4n■ra a:r.�.q. Corporate • 777 Chr9:cler Drive • Burlington,WA 99233 • Phone 360.735-1990• Fax 360.755.1980 SW {legion • 211$ Mack I.zke HUvdI- ',S.W.- t?Iymtpia. WA 4{1302 • Phone 360.534.4777 • fax 31)0,514.4779 NW Reglan + 905 Dupinl Scrr;ut, Sui.tt 5 • Bellingham, WA 48225 • Phone 360-647.40fel • Fax 360.647.91 11 Visid our wehsiie: ww--a mtc inc.ntr, Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/24/2014,#C38093,Page 2 of 2 s Materials Testing & Consulting, Inc... • Gtrs"rilcal Frwirweriia &ConwI41"M•SWrxxiel Insrwitm 0 @Illstmiah T"dna♦Enrininm4:nlat ComtIft F-.nX&w*r.Anarvinm Simw J'6+iitl Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14KO35 - IPD-Soil Compaction: Report#D34941 CLIENT Olympic Medical Center DATE 11/20/20 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 „ Port Angeles WA 98362 Inspection Information: (— -- Inspection Date: 11/20/2014 Time Onsite-12:00 pm Weather Conditions: I overcast and 50 degrees r-- Inspection Performed: I IPD-Soil Compaction Field Data: Work/Location: i Top of plumbing trench and spread footing bases Gauge Standard MS: 9158 Equipment ID&Serial#: CPN MC-1,Ser.#MD50607947 Gauge Standard DS: 36017 Test Samples: Sample#:Description: Proctor Value c Optimum Moisture and Oversize �p �'Rock Correction: I Kl4 284 Greyish Brown GW GM Well graded Gravel with Silt and Sand jl 138 7 ___J16.7 __. _ 2. 14302 IIBrown GP GM Poorly graded Gravel with Silt and Sand Crushed TEST METHOD ® ASTM D-1557/AASHTO T-180 In Place Density Test Results (ASTM D-6938): Test# Mode/ Location of Test Elev. Wet Dens. Dry Dens. Moist% Sample# %Comp. %Regd. Depth 1 6 See prc t 1` SG r 138 7 129.5 - 7.1 2 l_' 97 5 95 2 --6" See pic l SG j 136.3_j'[ 126.4 ��- 7 8 2 95.2 95 �— --1� --JCIJ–_ _-_ -- - 6" _ �ee pic l129- �l— 7.8 1t __2 _" 97.1 —;! 95 4 6" iSee Pic l— _ -- -- —�r SG �E135.4 �� 126.2 1 7,3 _Jj._ 2�_1� 9s L_ _ —----- p _ _ 5 6" ��See pic I 1 of SGF 146.2 135 6 �� 7 8 ��- 95 _. 6 1 6 �CSee re 1 —a F l ofSG�l47.3 131 9 ��.__ I l 7_ � _._ ��T95 1--195 _! __._.,_.._....._� P __. . ._ _.__ ® Native Soils Soils consistent with Proctor O Yes O No ® Imported Fills Soils found to be firm and stable;and to the best of our O Yes O No knowledge,meet compaction Contractor notified of results O Yes O No Remarks: F MTC representative on site to perform in place density testing of soils i Areas tested are shown in pie I provided with report.Work started at 8"below S.G.for CSBC placement atop of plumbing trench pipe j bedding material,and for spread footing bases 1'below S.G.at locations noted on pie I provided with this report. f CSBC material was placed in 8"lift atop of pipe bedding material to bring to S.G.Spread footing was dug down to 1'below S.G.and compacted with Hoe Pack. i Compactive effort was applied by using a backhoe with hoe pack and jumping jack. Approximate areas tested are represented in picture 1.Plans shown in pictures can be found on sheet S2.00. !All in place density tests of materials performed met or exceeded compaction specifications. ."r exon.Cdr.eW,.a+,:+ra,a,w.a,.}��rr*},F..w.,:a..•a...:�,r...n,aw•,rm;.....s,r;wn:w.+,:...M+n.M!en.+re..,vp.dr�z..?.norma-.c,A.cry..t.a.rrc+,...-:Ask..mv7.,.gn�e+�.�i�<s sp�..........wa;,....,.. rct rnrw itu^raF.rx�-�;Y'.g ca rvire,.i u.a...,l:rcakP+p�+aanr.,r,a{yra:d,P, �ni.Y LRIY S•l nrr7a to Tz+.Jnp .ti r+eayelaevt-`lr,a b11 rfAkar r�;i r.ci. Corpor,nte + 777 Chry0er Drive * Hurlianat.an, WA 482:13 * Phnna Jti1l_T.S3-I45tt►+ Fax 360.765.19iKo SW IteEinn • 21 9tti NIZCt I.akt 119Y41_ S.W.- I)Iympia, AA + Prione "J(WA.34A"7? Fa,x :jtycl.S;i4,9 7!� NW Regiloo + 803 Dopr,nl S r4-r•t, silikt 5 - flrllinchnm, WA JR225 • Phmle :160.641.f.06I - Fat 360.447.9111 Visi'; our website: w&--a.mit iris.nor Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/20/2014,#D34941,Page I of 2 Materials TestingInc. Consulting, InQlx ff` • Ct+�tihnicui t: 'n�&�`�rnalihinw�.5�ria1 In�lrectilm o�Imrrial+'Ftfdnr�F,nrirnnmrrtlai Cult JSn,Kiiriand.i»Wrenn Sim a lith Images: , , UPLOADED: 11/20/2014 17:01:00 UPLOADED: 11/20/2014 17:07:00 Site map with locations of compaction tests. pipe bedding brought to 8 inches below SG v } f • UPLOADED: 11/20/2014 17:08:00 8 inches of CSBC placed. REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager 0.Mt.fne{glr+.k wrarr.a?4.e�a+»aM,.war+lal....a i.•+r:.w.�Iwr�a.n.sr,.a..Ml�•:rle•++r�.�.d�•r.n aR n•F.rtrnMo.w�wr.•d e�v�r Nerkkt�.�sGtsilwirMM�+M'�+"�"�"Mef�r,.n..c4.a.... ;ntsvwRw»aenpxvArvl aareltiw•.•„errn.rd aesl+.y.sra+•ml�n,rf.G li.s{ 1111 11 arari.l•ir•r1n{ •C•••.f letw{.lr.c 111 ri{Yea ea•ar..l. C.orpnrnle • 177 C6r liltr Drive + Surlivitan, WA 411233 + Pham 360.733.1994)« Fax 3 0.'135,1.990 SW Itegoom ' 21 IN knack Lake NIv41. S-14'.+ 4:)1ymp1a, Wry 981II: * Phone 360.134.41777 + Fax J641,.$,i4.9779 NW Regloe + g(li Lupton Sttcck, Suitt i • Hellinghpm, WA -19223 + Phone A64.647.1':116/1 + Fnr 360.lr47.91 it Visi4 our web,silc: vav-, mic ioc.net Emergency Department South Expansion-Olympic Medical Center-PO M02493-14X035,1120/2014,#D34941,Page 2 of 2 Ger4edlnical Ecckwerim,fiA Consodting•Special tnspcctiun•Materials Testing a Environmental C4awi vg E-qXiY*ffrnd Awwww*SumK Mi Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Field Report: Reinforcing Steel: Report#F61593 CLIENT Olympic Medical Center DATE 11/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# 14-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 11/24/2014 'rime Onsite. 9:30 AM Weather Conditions: Cloudy,40s F. Inspection Performed: Reinforcing Steel Report Profile: ® Standby (1 Hours) Comments: Sheets:S1.01,S1.02,S2.00,S3.00,53.01. Details:9,10/S3.00;8/S3.01. Locations:7-1`3 Spread Footings A-Ax/lx-5x. Level:Foundation. Elevation:See Plans. Observed the placement of ASTM A615 Grade 60 reinforcing steel into footings within the locations noted above. All reinforcing steel was of the proper sire,grade,spacing,lap,location,clearance and secured prior to concrete placement. Embeds:N/A Anchor Bolts:(4)5/8"diameter with 7"embedment. Standby time was accrued due to contractor not ready at time of arrival. Work performed,that was visually inspected was found to be in conformance with project plans dated 6/16/2014 and applicable code. Images: A'1�sLr.9p=Ar:at,n�n�itsavn 4+le4:-:ih?aK5 Arslli M—kpwkii�mpaA•'n.d1 a;��e,a64 �4Rdn4.r+afKts✓^A 7G—TT060-- .1—ds~9nw nvirn trov Jnr tsr rrCvt,tt ckn;4:lrcaftp a:+aarrn ggrs.M.{ 11401 -21116l rrtsria lx rc�cinp i.s,.a+auhm#n 1rr. All rl#9aa re ttr•td. Corporate • 771 Cbry.aier Drive • Burlington, WA 9813 0 P6ane 360.751.1444 • Fax 368.713.1980 SW Region 2118 Olzck Late Blvd. S. V.-Olympia, WA 148 iUZ • Phone 360.114.4117 • Fax 360.534.9779 14W Region + 603 Dopo"I 5ttcet, suits 5 - Relliagham, WA g8225• Phone 3601 647.61tfil - Fax 166.447.81 t t Visit our website: v:: n-mtc moc.ngn Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/2412014,U61593,Page 1 oj1 Nfrc Materials Testing & Consulting, Inc. LaLz Geakwhaical F.apseniM Camdting i Sprcial Insprreion*}Ifatrsials TtsiGtq lin•irvnntefttfl Ca�alti� F.Xiwnd Awamors 5iuc•.11Ml Ydµ��' �''— ^•' I e_ yk �► � � ,�,„ of � fi 9 y: UPLOADED: 11/24/2014 15:25:00 F3 Footings A.1 line. REPORTED BY:Leland Watkins REVIEWED BY:Tim Macke,Project Manager 4'1 R'!Mw 1�f•T11 A+q•/f�l!�a iRi�r/R•r•.4;t 7•wir®fnM RNk'•h•1•{W.t qat•,A1r4+.+/!rT••nr'�iw�i n•r4�fylq.M PTr f d t$gf.1F.�rR�;t•rlli,lA.f NRgh.Rrlf'kir.•f w n�l,�fr•t�ryerlrfart p+cwnad XN�rf au•igA�qr./ C 3!)! - 2f1] Mi14r111;T;;clw� f C;frutaiq�.Irvc 411 rtjY+.r*t frr;.�, Corporate • 777 Chrysler Drive • Bnrfinglan, WA 92233 + Phone 348.735-1990• Fax 366.753.1988 SW Melina • "118 Black Lake lllvd- S W •01yrnpia. WA 911512 • Phone 360.134.9711 • FAX 360.5.14.9179 NW Rcglon 945 Dupont Street. Suitt 5 lielliaghnm,WA 48325• Phone 160.647.6061 • Fax 3W.647.8i ti 161ssi7 nur website: www_mtr inc net Emergency DepartmentSouth Expansion-Olvmpie Medical Center-PO M01493-14K035,11/14/1014,W61593,Page 2 of 2 It eTE a tk's & ConsuEtlfl& EHRICG Gmdecfinical&Chesring It Consuhing•Special Inspection•Materials Tcsfine►En - ,"Colllila$ FzXir zrr+d An==nry.5imv l9VFl Emergency Department South Expansion -Olympic Medical Center- PO M02493 - 14KO35 - Field Report: Concrete: Report#F61603 CLIENT Olympic Medical Center DATE 11/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# 1.4-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 11/24/2014 Time Onsite: 9:30 AM Weather Conditions: Cloudy,50s F. Inspection Performed: Concrete ---1 Report Profile: 19 Standby (0.5 flours) Comments: Sheets:S1.01,S1.02,S2.00,53.00,S3.01. Details:9,10/S3.00;8/S3.01. Locations:7-1`3 Spread Footings A-Ax/I x-5x. Level:Foundation. Elevation:See Plans. Observed the placement of 3 CY of concrete mix design#2 C-12041 into spread footings within the locations noted above. One set of 74"x 8"cylinders were cast for compressive test specimens.Two of the seven cylinders cast were for field cure specimens. Concrete was mechanically consolidated using a high cycle-vibrator. Reference report number F61593 and 038315. Standby time was accrued waiting on concrete to arrive on site. Work performed,that was visually inspected was found to be in conformance with project plans dated 6/16/2014 and applicable code. Images: s•1e;.on��.-r,c,nr:-1l�=n aelRnvr.w�..a,a rvmltnms-s•n.nr.,4re:,o.#-a�•r.+.a1.,�...a.v4,-a:4x+ev.:orake.s�.tzartrv..�e.s-�mrs�.p7c;cam.a. a.,e.,.. noswlFia•aGxp�d✓y:ar rspa,is:.tnW ystfY#•*.r o•nraa•ayra•sf.r 13+7#-1411 rear in# A i raaul¢In#.iry 4!1 rlg Ysr ra,a r�cA. Corporate • 777 C6rycicr Drive• Burlington, WA 48213 • Pbane 360.733-9998• Fax 366.755.1980 Stib Region • 21 pts Hlzck bate Huvd- S.W * Olympia, WA IWQ2 - phone 3041)•4;i4,r►777 - Pax 36d.i.U.9779 NW Region 94)5 Dopont Sttact, Suite 5 - fteiliaghnm, WA 1)8313• Phone 160.641.4fifil - Fax 160.447.ttl 1 Vish our website: www.mic inc_mm Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/24/2014,#F61603,Page 1 of 2 Materials Testing & Consulting, Inc. rtr+Aet#tniteF En reriM Conwhing•Sptdal lnapectiml•%lutwin1%Teoing•Fnrinmmentat Coscwh Edi AcrwJ Annrnn"Airrc•IMI Y s k Td * u A 1 �t Yy � UPLOADED: 11/24/2014 15:36:00 UPLOADED: 11/24/2014 15:36:00 F3 Footings F3 Footings A.1 line. 1.2 line REPORTED BY:Leland Watkins REVIEWED BY:Tim Macke,Project Manager �;.Ia+�v+�Mr'.Kmm.w rwa••w aaJ naatilAla�r6 0.1.+v„nPr*•ma•nnrr.a,,Yr.Ye�i+eal},e,.�l•.}•wr sLnaNwMa�M1ITWn�IM'�ir....r v..tiln�w.a.,tr++*�*t +tMRMI.v..aw#•.•.w nRY Ran rtpeciy srrpn+.it rrnrd xeaw�+x♦arum pn•■ r ]eb! :o17 wal,—I. r—i.# Ai-�.aulalnt. ��.. 411 vjsh,+t lory ed. Corpnrade * 777 Chr'.eitr Drive. * Burlington,111'.A 492!1 * Pinne 360.755.1990 * Fax 364.753.199M $W fttRinn * 21111 inset Late MY& S.W • myrnpla, WA 911112 * Phone :360,1A4.97t7 Fac 360.514,9779 NW Reglan • 905 Dupont Stteet, suits 5 * Rttliagham, %A 99225* Phone 360.641.6061 Far 1611.447.91 ti V.si: tsar wehsiit: wv.-n.mte inc.ntt Emergency Department South Expansion-Olrntpic Medical Center-PO M02493-14K035,11/24/2014,#F61603,Page 2 of 2 MIX Ue tkg, Im p CealKhnical Ecgi Ktrtng&Conwding•Special In -menlal Euaanll F.�gw+�rrdA�smoanp-.�utnr 1V.4'I x Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 -Compression Test: Concrete: Report#C38093 CLIENT Olympic Medical Center DATE 10/24/2014 PROJECT LOCATION 939 Caroline St PERMIT# 1.4-00000443 Port Angeles WA 98362 Inspection Information: Inspection Date: 10/24'2014 'rime Onsite: 1:30PM Weather Conditions: Overcast,6l Inspection Performed: Compression Test:Concrete ---- Field Data (ASTM C-31): Location of Placement: Footings ou lines 4.5,A, IX Sample Location: i Line A/1X Contractor: ush Companies Subcontractor:;SCC Supplier/Plant: Au Teles Concrete Produce; Qty Placed,Cu.Yd.: 11 Slump,Inches(ASTM C-143)or W/C Ratio:L=]Concrete Temp,IF(.ASTM C-1064): 67 Delivery Ticket#•,41656 Job Spec.Slump:[5] Ambient Temp,°F: 6l Truck#:Fn72 Air Content,%(ATSM C-231):[51 Min Temp,°F:7, Batch Time: 13:48 Job Spec.Air:[6] Max Temp,°F: Sample Time: 14:20 Mix#and Proportions: #2,C-12041,3000psi Cement,lbs.: 564 -----� Coarse Agg,lbs.: 3/4 Admixture,oz./cwt: Flyash,lbs.: N/A ---� Coarse Aug,lbs.: 3/8 i Admixture,oz./cwt: N/A Water,gals.:131 Coarse Aug,lbs.: N/A Admixture,oz./cwt N/A Fine Aug,lbs.: 1196 Coarse Agg,lbs.:PN/A Admixture,oz./cwt:IN—/A __ =Gallons of water were added ®Prior to sampling Sample Type 8r Compression Test Results: Received 10/27/2014 Sample Set I of l Type of Compression Test: �fConcrete(ASTM C-39) 1 Lab Tests: Test Total Sample Dim. Sample Comp. Break ASTM ASTM New Log# Age Date of Test Load (In) Area(Sq. Strength Tested B•y Type C-617 C-1231 (Days) (Lbs.) In.) (PSI) 2786 l0/31/2U14 44 800 S 4.03 -j 12.76 _3,510 William Kilpatrick ❑ 2787 28 11/h-1/20114 60,000 4.02 12.69 4,730 Cheryl Meredith j� ❑ 2788 IE 1 l/2l/2014 60,.355 lr 4 02 1?69 4,760I Cheryl Meredith = ❑ 27-9 2E l 1/21/2014 ET,) 74.U1 12.63 -- 4 690 L—(1,eryl Meaedirl, ❑ 2790 FC IU/31/2014 43,625r 4.02 F 3,440 William Kilpatrick i 5 I ❑ 2791 rC 11/21/2014 1 57,1.? 4.01 12.63 4,520 I{arold Bennv ❑ REQ'D 128 - 3i)o0� Remarks: 12 cylinders cast for field cures to be left onsite. e<I wlw qy{•Ph ai:..aoltmn.e.,av/.,�..en wrt.,t.a av®I�r.,vv..rsm,...u.r-.p?�l.a..vrs,a!?aonsc wwwd r<Mrmrarca:l F-•a-+t r r:a<,.a=.a�+.�ea n.�a,mam s..�.re.na+.•am.,. t,raatrs:usa:xptiiq rarreratihxxnW?:atTp,nr o,nrm Ryaa•�. ` 1�b4-2612 Nstria la raa,lnp A %rsa.ala�np.int 4!! Teak<a rafrr�.J. Corporate + 777 C6rycltr Drive + Burlington,WA 99233 + P6nme 360.753-1990 • Fis 360-155.1980 SW Ittgioo • :1 B$ ulzck I,akc Naval. S.W.- Olympia, WA 49312 ► Phone - Fax :460.514.9179 NW Region + 905 Dupont Sttr1ct. Suite 5 • ftelliogham, WA 4)9225• Phone 364.641.1:1161 - Fax 360.041.9111 Vises our website: -mtc inc.ncr Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/2412014,#C38093,Page I of 2 GeAedinisal Fgoneeriny A ConmAine►Specinl tnspsctian►Materiels Tune►Enrirwnmental Cor$olia� FaSimwrrd!Anwrwwrv.9nm IWI REPORTED BY:Richard Dowd REVIEWED BY:Harold Benny,Lab Manager A`141`e.qpl,vKm#rrn7ln:#vn9viaa;:++1MrvroGA+9 vv AilT�tr+4v nr4;vP.,Yrl+p8;{•d-WsM:n.Ml spvw+.4 wd�RQnb4'r�C+�gc/?d.AST'rk^IKI?vk.sa,g:,K:IrJ cv'Y9�-*4':'F�.m3wpTrvK.no'a'bi�wn nrsrchw a+.epvfSrj.•r rrhr+i+e+mul.ptattrp•zxaamayr�.�.� 1�Up 2611 `4 it rri�la rraeiwp d +-a or uln+np.Ir.c �!1 rt�.6cA ra+rr.cd. Corpnrale • 771 Chrysler Drive + Burlington,WA 99233 • Phame 360.73S.1998 • Fas 360.753.1950 SW Resins • 211$ H7aek I...nte Hlvd- 1.W'- Olympia, V4+A 98417 ► Phone 60.134.43777 F.4% 36(I.�34.9779 NHS (Region 80 Daponl :Strccl, Suitt S • Itellioghnm, WA 10122S• Phone :1641.6414:1,11 F'as .360, 47.91 11 Visit our wehsiit: -,vw-a MMC imc.ntr Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,10/2412014,#C38093,Page 2 of 2 Materials Testing .. i , IncO, C,uc4e nlril F-wgi aeetdrte&Cunsutting•.Special Inspection a kletrvials Tcuinm!Envirvnmentat C.x"a IlhU F-VmwmMA"aeamv Sirme 14*1 �r Emergency Department South Expansion - Olympic Medical Center - PO M02493 - 14K035 - Field Report: Visual Soil Inspection: Report#F61353 CLIENT Olympic Medical Center DATE 11/11/2014 PROJECT LOCATION 939 Caroline St PERMIT# Port Angeles WA 98362 Inspection Information: Inspection Date: 11/11/2014 Time Onsite: 11:00 am Weather Conditions: 'Sunny and cool.47A°F �___..__---.-----_ ------_-----_—.__--_----.__._.__...._t Inspection Performed: f Visual Soil Inspection Comments: MTC inspector acquired sample of 1.25"-crushed base coarse material for CBR testing per contractors request.Material was a grey material with crushed aggregate and fines.Material to be used for backfill of new building pad at above mentioned project.Sample was taken at the Haller Quarry off of river road in Sequiem,Wa.Material was sampled from stock pile @ Haller Quarry and transferred to MTC Silverdale,Wa lab for said CBR testing. REPORTED BY:Sam Hyatt Jr. REVIEWED BY:Leland Watkins,Project Manager A:1 .hynq-2..vh v.aw Nllm':�wnaslrKrn.sl.rr rN,A�et�srlrryF,fs rn✓irr'�h�C r-.k .4—W—4. P''---F-RM4.#rt+-r�Trr��4+`^!'l,�K!fvM i.v.i.�flwiMrwM1r'r21Jg1nvvi afaRTrwn.n.Riv,+.ann rrasw hwro a±�x i7-'�'al t4+R(IXr:I�r:idn.Yl a:. T..wRsrngyrv:W.r' :flip® . lr 11 fil.-1.rs T—Ar.p h ["a—,I—p.I—. All rp;}.6 c .d. Corporate * 777 C hryxitr Drlyt • Hurlimgdvm, WA 9823.i * Pbane 360.733.1990 • Fax 360.7145.1910 SW ftcaior'* 21 1$ Ng-Act, Lite t PwL S.W.- Olympia, 1k'} 98�I« • Ption0 3(WA34."?? * FA,K :iOt't..A4,el,7!I NSW Reglan * S05 Dotsoni S;Y"1;. 5oi5c S • BrClineham, WA IM22,5 - Phone 360.641.41141 - Pae .160.447AI t t Vis ii Dor wrhsiit: y.-rrijr .m IC iric er Emergency Department South Expansion-Olympic Medical Center-PO M02493-14K035,11/11/2014,#F61353,Page I off Address: 939 Caroline Street PREPARED 1/23/14, 8:33:07 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 1/23/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR : PHONE : OWNER PUBLIC HOSPITAL DISTRICT 42 PHONE : (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 13-00000843 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -----------------------------— ---- BL3 01 9/11/13 JLL BLDG FRAMING 9/11/13 AP September 11, 2013 8:36:39 AM pbarthol. Rob 460-1284 call September 11, 2013 4:41:05 PM jlierly. BL3 02 10/23/13 JLL BLDG FRAMING 10/23/13 AP October 23, 2013 8:41:45 AM Pbarthol. Rob 460-1284 Call 1st October 23, 2013 3:50:47 PM jlierly. BL3 03 11/22/13 PB BLDG FRAMING 11/22/13 AP November 22, 2013 8:54:08 AM pbarthol. Rob 460-1284 November 22, 2013 11:27:41 AM pbarthol. framing ok for ED120, 141, 142 BL3 04 12/09/13 PB BLDG FRAMING 12/10/13 AP December 9, 2013 12:33:10 PM pbarthol. ED132, NS133, BATHROOM134 December 10, 2013 8:35:27 AM pbarthol. ED 132, NS 134, Bathroom 133 BL99 01 1/23/14 J BLDG FINAL January 23, 2014 8:33:39 AM pbarthol. Rob 460-1284 PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ MMG 01 10/07/13 JLL MECHANICAL MEDICAL GAS LINE 10/07/13 AP October 7, 2013 8:53:33 AM pbarthol. Scott 417-7170 / 460-8201 October 7, 2013 4:07:30 PM jlierly. MMG 02 11/13/13 JLL MECHANICAL MEDICAL GAS LINE 11/13/13 AP November 13, 2013 9:25:02 AM pbarthol. Scott 460-8201 November 13, 2013 4:22:28 PM jlierly. ME99 01 1/23/14 MECHANICAL FINAL January 23, 2014 8:33:59 AM pbarthol. Rob 460-1284 PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------- PL99 01 1/23/14 L PLUMBING FINAL January-23,-2014- anuary23, 2014 8:34:05 AM pbarthol. ------------------------ -- ------- CONTINUED ONTO NEXT PAGE ----------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000843 Date 9/10/13 Application pin number . . . 091507 Property Address . . . . . . 939 CAROLINE ST V_ ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Application type description COMM REMODEL Subdivision Name . . . . . . On your state excise tax form Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS Application valuation 278000 Location CodeCode0502) Application desc REMODEL EMERGENCY DEPT/ADD NEW EXAM ROOMS ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PUBLIC HOSPITAL DISTRICT #2 OWNER 939 CAROLINE ST PORT ANGELES WA 98362 (360) 417-7170 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . REMODEL EMERGENCY DEPT Permit Fee . . . . 2017.05 Plan Check Fee 1311.08 Issue Date . . . . 9/10/13 Valuation . . . . 278000 Expiration Date 3/09/14 Qty Unit Charge Per Extension BASE FEE 1020.25 178.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 996.80 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . ED REMODEL c" Permit Fee . . . . 187.75 Plan Check Fee .00 vV Issue Date . . . . 9/10/13 Valuation . . . . 0 Expiration Date 3/09/14 Qty Unit Charge Per Extension BASE FEE 50.00 19.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 137.75 ---------------------------------------------------------------------------- Permit . . . . PLUMBING PERMIT Additional desc . . ED REMODEL Permit Fee . . . . 530.00 Plan Check Fee .00 Issue Date . . . . 9/10/13 Valuation 0 Expiration Date 3/09/14 Qty Unit Charge Per Extension BASE FEE 50.00 6.00 7.0000 EA PL-PLUMBING TRAP 42.00 10.00 7.0000 EA PL-WATER LINE 70.00 4.00 7.0000 EA PL-DRAIN VENT PIPING. 28.00 6.00 _ 15..0000 EA PL-SEWER LINE 90.00 5.00 50.000.0 EA PL-MED GAS.PIPING,1-5 OUTLETS 250.00 ---------------------------------------------------------------------------- Special Notes and Comments 1 August 1, 2013 11:54:44 AM tamiot. Separate Permits are required for electrical work,SE PA,Shoreline,ESA,utilities,private and public improvements. This permit becomes a nul I and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same..to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. - 13 /Qb 6 cy te, Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL.TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000843 Date 9/10/13 Application pin number . . . .091507 ----- ---- ---- -------------------------------------------- REPORT SALES TAX Special Notes and Comments our state excise tax form ELECTRICAL PERMIT WILL BE REQUIRED. on y ELECTRICAL PLAN REVIEW MAYBE REQUIRED. to the City of Poll Angeles The Fire Department has reviewed the project application and (Location Code 0502) has no comments August 19, 2013 4:36:59 PM kdubuc. Any changes to installed fire protection systems (fire alarm or fire sprinkler) or exiting must be approved in advance. No comments. ---------------------------------------------------------------------------- Other Fees . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Permit Fee Total 2734.80 2734.80 .00 .00 Plan Check Total 1311.0.8 1311.08 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 4050.38 4050.38 .00 .00 i Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have'not beenrequested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or.not._ The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL.TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only)_ T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit THE +SGE RT X CITY OF 4 LES. For City Use W A S H I N G T O N , U . S . Permit# �3 Date Received: 321 East Sth Street Port Angeles, WA 95362 Date Approved L;2 3) -1K P: 360-417-4817 F: 360-417-4711 permitsocityofpa.us Building Permit Application P roj e ct Add re ss: 939 Caroline Street , Port Angeles, WA 98362 Main Contact: Scott Bower f Rob Gale Phone # 417-717.0 f 460-1284 sbower@olympicmedical .org E-Mail: rqale@olympicmedical .or Property Name Olympic Medical Center Fham Eric Lewis 360-417-7000 Owner Maili Address Emai 39 Caroline Street elewis@olympicmedical .org c'y Port Angeles state WA Zip 98362 Contractor Name Olympic Medical Center Pl-- 360-460-1284 Mahl Address Em r ale@Ol 1CmedlCal .or 939 Caroline Street g ymP g city Port Angeles state WA Z'B 99362 Contractor License# Expiration: Project Value: Zoning: Tax Parcel # 063000-103325 Lot # 33E $ 278 , 000 Type of Residential 0 Commercial ® Industrial 13 Public 13 Permit Demolition 13 Fire 13 Repair 13 Reroof[tear offflay'over] For the following,fill out both pages of permit application: New Construction ❑ Remodel ® Addition ❑ Tenant Improvement ❑ Mechanical ❑ Plumbing ❑ Other ❑ ExistingFre Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes ® No 0 n f a n f a 1 Project This is a remodel of the. northeast portion of the Emergency Departme .t Description currently unused area .- The second phase remodels an existing exam room . The third phase replaces the old staff area and an existing ourth nhase moves a handwash sink in the main nurse station area. I have read and completed the application and knowit to be true and correct. I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I underst and that the plan review fee is not refundable after plan review has occurred I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued I un der st and that if the permit is not issued within 180 days of receipt,the appli c ati an will be considered abandoned and the fees forfeit. Date Print Name Signature Rob Gale ��� . Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck Garage Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Change of Us 15 153 Alteration 2 , 31 2 , 315 Area Totals 3, 06E 3 , 068 $278, 000 Lot/Site Coverage Calculations Footprint(SQ FT) of all Structures: Lot Size: %Lot Coverage SQ FT Site coverage(all impervious+ %Site Coverage structures Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent # Heater(Suspended, Floor, Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # 19 Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # 6 Fuel gas piping #of Outlets: Water Heater # Medical gasp iping #of Outlets: 5 Water Line # 10 Vent piping # g Sewer Line # 6 Industrial waste pretreatment # interceptor Other(describe): T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX II III I ❑ I o ❑ II �^I EXISTING9, I I = HOSPITAL I II 14 II U3------- — — — — — I4 IF a-a a-a _ II AREAS OF WORK I I ,62 � I I I I_ II _ II EXISTING - II II HOSPITnL nNNEx I I I�I D 3 OF SUBURBAN BLOCK 33 OF o F I I III i C 1 _ II t II E AND PORTIONS OF PUGET i �\ C = — —'�_' 'r'—'—' I I I I_ ODI11ON TO THE TOWNSITE 017 PORT CLALLAM COUNTY AUDITOR'S FILE I I 52403 RECORDS OF CLALLAM REFER TO NORTHWESTERN ) RDING CERTIFICATE, FILED WITH �� \ EMBER 29, 1988.) CAROLINE ST y SITE PLAN \ / SCALE: 1" = 60'-0" GRAPHIC SYMBOLS: PROJECT TEAM: SELF—CLOSING EXISTING COORS: 20—MINUTE, SELF—CLOSING PER IBC SECT. 709 & 1018, IBC TABLE 508.4 & 715.4 AND NFPA 101: 38.3.5 AND 8.2.3.2.3.1(2) EXCEPTION 2 •"•"11,11—i• EXISTING FIRE BARRIER 2—HOUR WALLS 1 II 1 II®II t II 1 NEW FIRE BARRIER 90—MINUTE DOORS EXIT (AREA SEPARATION) PER IBC TABLE 508.4, SECT. 707, & TABLE 715.4 i d EXITV L,f T�Fjl 11 �I I ICU/CCU L= _ � - I o1 � `� •°� �i R Ni LV Jj LL 17 ;TED S\TAF 1 Milli I' L:r,i I� EL VD ILL 1\1 Ll EXIT � ��' z >181 0 z �• z r 5 � 1 v I i _ EXIT 4mH oc z y .� I.. n — i! I� J C�' ERGENCY l J - S�U � 5;o2t S - F �lLOBBY/ADMITTING - ° 7 '�'� 1 I � O - �Xlfi ° EXIT ° _ ALIFE SAFETY PLAN SCALE: 1"-20'-0" 5C L • 1 0 )R, -)T NGELES _ , ►` WASH I N G T O N, U. S. A. lot T [7 COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: August 21, 2013 T O: Scott Bower/Rob Gale FROM: Jim Lierly; Community & Economic Development Department SUBJECT: OMC ER remodel plan review comments. Listed below are items that will need to be addressed for the OMC ER expansion. Items on the list may be covered in your plans and they may have been over- looked in review process or additional information and clarification may be required to complete the review process. Some items may be allowed to be provided when the permit is ready to be issued. 1 . A 3`d party special inspector will be required per chapter 17 of 2012 IBC. Please fill out and provide the credentials for the person or company that you choose for your project. This will include concrete, masonry, steel, welding, high strength bolt tensioning suspended ceiling grid, Medical gas and facility cross connection. Jim are you wanting a third party on the ceiling grid? Or is this in here for the med gas. I will be working with a Med Gas contractor or I will be doing it and I have Med Gas certification. We will have the med gas inspected for cross connection by third party. Please clarify. 2. Before any demolition may be carried out. Contact ORCCA for the identification of asbestos, lead paint or other items that may need to be covered under the clean air act and any other safety standards that may apply. We do a good faith survey prior to starting and will send you the results. Copy of the report attached. 3. A Waste water treatment disposal questionnaire will be required to be filled out. Please contact Jeff Young at 360-417-4845 or email jyoung@cityofpa.us will do. Is this something we need to have in place now or before you final t 4. Special inspection field reports shall be emailed directly to Jlierly@cityofpa.us The only special inspection I see on this one would be the Med Gas cross connection, and certification. Plumbing: This will include under slab, rough in and top out comments. 1 . All under slab plumbing piping shall be bedded in sand or other approved methods per 2012 UPC None slab on grade 2. Any piping passing through concrete or rated assembly shall be protected per 2012 UPC IFGC/ 2012 IBC (fire stop products)copy that, this will get sealed both top and bottom with approved fire stop. 3. All seismic supports shall meet current codes as per the standards outlined in the 2012 UPC, IBC. Will Do. 4. All medical gas and suction shall be installed per 2012 UPC and adopted references. Agreed 5. The City of Port Angeles will only inspect static pressure for mad gas piping per adopted code and state law only. Cross connection shall be performed by an approved 3rd party certified agency. Yes 6. All conveyance piping shall be labeled with directional indicators per code. Always.. O 7. All back flow shall be inspected and tested, Please contact Ron Becker at 360-417-4886 or rbecker@`yofpa.us None will be added.. But if we do they will go thru Ron. 8. Chemical waste pipe shall be approved electromechanical welded per code. Verify product conveyance with waste water treatment coordinator. jyoung_@cityofpa.us None in the project. 9. All finish fixtures shall meet ADA accessibility requirements per code. Per the code Mechanical 1 . Energy calcs shall be per 2012 WSEC (MEC CHECK OR OTHER APPROVED BY WSU) Forwarding this to Mech Engineer. 2. All seismic supports shall be per 2012 UPC and its references. Forwarding this to Mech Engineer. 3. Any ducting penetrations in a rated wall or fire barrier shall be sealed by an approved method in the 2012 IBC for fire stop products, Please verify method and provide application data upon deconstructive testing by the City of Port Angeles. This will include fire dampers. None added nor penetrated but if they do they will. 4. Any air handler CFM value at 2000 CFM's or greater shall be supplied with a smoke detector that is interconnected with the unit. It shall be required to shut the unit off during any detection of smoke per code. Not adding any AH and our do shut down. ADA, ANSI. 117, doors, hardware and glazing Allways. 1 . Doors that are not automatic shall have accessible features and hardware per 2009 IBC and ANSI 117. 2. All doors and window safety glazing shall meet the 2009 IBC standards. 3 . Exiting doors shall have approved panic hardware. 4. No flush bolts shall be installed per code. 5. Tactile signs shall be installed as per 2009 ANSI 117. Interior finishes, Fire related ®K to all of this 1 . All interior shall meet the 2012 IBC for flame spread and smoke development minimum standards. 2. All draft stops shall be per code in floor ceiling assemblies and fire blocking shall be required per code in wall assemblies per code. 3. Drop ceiling shall be per code and have seismic restraints. Supply data on system used for verification of attachments and wall tract size or other approved systems. 4. All medical procedure, janitors and rest rooms shall have non absorbent floor and wall finishes per 2012 IBC Exterior 1 . Any exterior equipment shall meet the noise requirement for the state of Washington within the zones allowed. Not having outside. If there is any conflict between the final reviewed construction plans, Site conditions and the City of Port Angeles adopted codes, the adopted codes shall prevail If you have any questions please feel free to contact me. Jim Lierly City of Port Angeles Building Inspector/Plan review 360-808-0534 jlierly@cityofpa.us • P0 J `_ I-A- Ras IGELES WASH I N G T O N, U. S. A. COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: August 16, 2013 T 0: Scott Bower/Rob Gale FROM: Jim Lierly; Community& Economic Development Department SUBJECT: OMC ER remodel plan review comments. Listed below are items that will need to be addressed for the OMC ER expansion. Items on the list may be covered in your plans and they may have been over looked in review -process or additional information and clarification may be required to complete the review process. Some items may be allowed to be provided when the permit is ready to be issued. 1 . A 3" party special inspector will be required per chapter 17 of 2012 IBC. Please fill , out and provide the credentials for the person or company that you choose for your project. This will include concrete, masonry, steel, welding, high strength bolt tensioning suspended ceiling grid, Medical gas and facility cross connection. 2. Before any demolition may be carried out. Contact ORCCA for the identification of asbestos, lead paint or other items that may need to be covered under the clean air act and any other safety standards that may apply. 3. A Waste water treatment disposal questionnaire will be required to be filled out. Please contact Jeff Young at 360-417-4845 or email jyoung@cityofpa.us 4. Special inspection field reports shall be emailed directly to J11erly@ci.tyofpa.us Plumbing: This will include under slab, rough in and top out comments. 1 . All under slab plumbing piping shall be bedded in sand or other approved methods per 2012 UPC 2. Any piping passing through concrete or rated assembly shall be protected per 2012 UPC IFGC/ 2012 IBC (fire stop products) 3 . All seismic supports shall meet current codes as per the standards outlined in the 2012 UPC, IBC. 4. All medical gas and suction shall be installed per 2012 UPC and adopted references. 5. The City of Port Angeles will only inspect static pressure for mad gas piping per adopted code and state law only. Cross connection shall be performed by an approved 3rd party certified agency. 6. All conveyance piping shall be labeled with directional indicators per code. 7. All back flow shall be inspected and tested, Please contact Ron Becker at 360-417-4886 or rbeckerL&cityofpa.us 8. Chemical waste pipe shall be approved electromechanical welded per code. Verify product conveyance with waste water treatment coordinator. Ly0L111gQcityofpa.us 9. All finish fixtures shall meet ADA accessibility requirements per code. Mechanical 1 . Energy calcs shall be per 2012 WSEC (MEC CHECK OR OTHER APPROVED BY WSU) 2. All seismic supports shall be per 2012 UPC and its references. 3. Any ducting penetrations in a rated wall or fire barrier shall be sealed by an approved method in the 2012 IBC for fire stop products, Please verify method and provide application data upon deconstructive testing by the City of Port Angeles. This will include fire dampers. 4. Any air handler CFM value at 2000 CFM's or greater shall be supplied with a smoke detector that is interconnected with the unit. It shall be'req'uire'd'`to"shut lthe''uriit'o`ff during'any detection of smoke per code. ADA, ANSI. 117, doors, hardware and glazing 1 . Doors that are not automatic shall have accessible features and hardware per 2009 IBC and ANSI 117. 2. All doors and window safety glazing shall meet the 2009 IBC standards. 3. Exiting doors shall have approved panic hardware. 4. No flush bolts shall be installed per code. 5. Tactile signs shall be installed as per 2009 ANSI 117. Interior finishes, Fire related 1 . All interior shall meet the 2012 IBC for flame spread and smoke development minimum standards. 2. All draft stops shall be per code in floor ceiling assemblies and fire blocking shall be required per code in wall assemblies per code. 3 . Drop ceiling shall be per code and have seismic restraints. Supply data on system used for verification of attachments and wall tract size or other approved systems. 4. All medical procedure, janitors and rest rooms shall have non absorbent floor and wall finishes per 2012 IBC Exterior 1 . Any exterior equipment shall meet the noise requirement for the state of Washington'wi'tl in''the'tzo'n'es`allowe'd'. ` If there is any conflict between the final reviewed construction plans, Site conditions and the City of Port Angeles adopted codes, the adopted codes shall prevail If you have any-questions, please( feel'-free tu,00ntact- me. Jim Lierly City of Port Angeles Building Inspector/Plan review 360-808-0534 jllerly@cityofpa.us . l Ui IVI l , til L'l' „'� ❑ti„�i. .... .. . �✓1Q 1�I 2 i � i'� -�� Airgas Airgas Medical Services,Inc. Everett,WA 98201 (425)741-8807 fax(425)968-4620 http://www.airgas.com Medical Gas Line Verification Report Date: 10 October 2013 Job Number: 203850/QE 51910 Contractor: Olympic Medical Center Date(s)/Time(s)of Testing: Facility: Olympic Medical Center 939 Caroline Street Port Angeles,WA 98362 Scope of Work: Verification testing and documentation; Phase 2 ED—Remove existing head wall and relocate and install new medical gas(oxygen, medical air and vacuum)outlets in ED Exam Room#8. Cut in isolation valves servicing Exam#8. Our firm certifies that the verifier named in the report is properly trained and certified to perform the activities required.All test and measurement equipment is properly calibrated and maintained.As a representative of Airgas Medical Services, Inc.the verifier named in this report has conducted testing and verification of medical gas piping systems and related equipment to certify the following on the above date. I. General Findings: A. Medical gases and vacuum are in compliance with NFPA 99(2005ed): Level 1, Hospital B. No crossed lines were found in medical gas or vacuum systems in the tested areas on the day of testing. C. Medical gases meet minimum concentration. D. Medical gases meet minimum flow and is at normal pressure. E. Medical vacuum meets minimum flow and is at normal vacuum pressure. F. Medical gas system components in the area tested are in compliance with NFPA 99(2005ed),. (See Note, Comments and Recommendations) G. Purge Gas: Lot#PV03A273AA(AG) H. Static Pressure Test: PASS(150#for 24 hrs) I. Permit Number: 13-00000843/City of Port Angeles Note: Existing Equipment and Systems NFPA 99(2005ed)#5.1.1.4—An existing system that is not in strict compliance with the provisions of this standard shall be permitted to be continued in use as long as the authority having jurisdiction has determined that such use does not constitute a distinct hazard to life. OMC-10.04.13-203850-phase2 Pg 1 of 3 Airgas Airgas Medical Services,Inc. Everett,WA 98201 (425)741-8807 fax(425)968-0620 hftp://wm.airgas.com II. Medical Gases: A. Oxygen: 1. Static Line Pressure: 58 psi 2. Dynamic Outlet Free Flow: >3.5 scfm 3. Dynamic Outlet Free Flow: >6.0 scfm (for 3 seconds in'Critical Care Area') 4. Oxygen Concentration: >99.0% 5. Delta Flow: PASS B. Medical Air: 1. Static Line Pressure: 52 psi 2. Dynamic Outlet Free Flow: >3.5 scfm 3. Dynamic Outlet Free Flow: >6.0 scfm (for 3 seconds in 'Critical Care Area') 4. Oxygen Concentration: 20.9% 5. Delta Flow: PASS III. Vacuum: A. Medical—Surgical Vacuum 1. Static Line Vacuum: 22" HgV 2. Dynamic Inlet Free Flow: >3.0 scfm 3. Delta Flow: PASS IV. Particulate Test: PASS V. Odor: None VI. Outlets/Inlets: (New) A. Brand: Chemetron B. Quick Connect Style: Chemetron VII. Zone Valves: (Existing) A. Brand: Chemetron B. Down line gauges:Yes C. Labeled for Area Controlled:Yes—'ER Shut Off's for Rooms 1-9' VIII. Alarms: A. Area Alarms: (Existing) 1 Brand: Chemetron 2, Labeled for Area Monitored:Yes—'Area Alarms for Rooms 14 IX. Brazier: Scott Bower A. Brazier Number: BOWERSM014P9 B. Contractor: Olympic Memorial Hospital X. Witness: Scott Bower—Facility Engineering OMC-10.04.13-203850-phase2 Pg 2 of 3 Airgas Airgas Medical Services,Inc. Everett,WA 98201 (425)741-8807 fax(425)968-0620 hftp:/twww.airgas.com XI. Comments: A. Existing zone valve serving ED room 1-9 has a nitrous oxide valve, no nitrous oxide outlets in ED. Line is inactive, line pressure gauge reads 0 psi. B. Existing area alarm nitrous oxide module has been turned off. C. Existing area alarm modules do not display individual gas line pressures. D. Existing oxygen zone valve gauge reads 63 psi, actual line pressure is 58 psi. E. Oxygen line pressure is too high. F. Existing medical vacuum zone valve gauge reads 29" HgV, actual vacuum pressure is 22" HgV. XII. Recommendations: A. Close nitrous oxide zone valve, remove handle and label inactive. B. Retrofit ED area alarm so that the individual gas line pressures are displayed on the area alarm. C. Repair or replace ED oxygen zone valve gauge. D. Decrease oxygen line pressure to between 50 and 55 psi. E. Repair or replace ED vacuum zone valve gauge. Tested By: Matthew R. Shyne,ASSE 6030 Verifier Airgas Medical Services, Inc. matt.shyne(a,airgas.com Cell 425-248-7152/Fax 425-968-4620 OMC-10.04.13-203850-phase2 Pg 3 of 3 r) N nriow�c � I� fq o I ,,t 1 pC T,QN rleTiM6-GfiRr"` ? Cert?# 00030208 ML Scott lYl. Boner Expires A5-SE 6010 Installer\•F.P.A.99-2012 10/17/2016 A-SMF IN Brazer 12/,111_/2013 ( a 1 DEPARTMENT OF LABOR& INDUSTRIES ,` Certified as provided by Law as: Medical Gas Piping Installer ,n (MG01)-GENERAL BOWERSM014P9 Efr Date:10/29/1999 Exp Date: 5/28/2014 BOWER,SCOTT M " F* 1090 NORTH MARIOTT AVE t " j? SEQUIM,WA 98382 i DEPARTMENT OF LABOR& INDUSTRIES ..i Certified as provided by Law as: r K Plumber .fl I (PL01)-JOURNEYMAN - BOWERSM11 OKW - Eff Date:5!16/1989 Exp Date: 5/28/2014 `� 'k BOWER,SCOTT M 1090 NORTH MARIOTT AVE SEQUIM,WA 98382 i I i I II 1 �I I� Address: 939 Caroline Street PREPARED 7/11/17, 9:25:42 INSPECTION TICKET PAGE u 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/11/17 ------------------------------------------------------7----------------------------------------- ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR : PHONE : OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE : (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000= APPL NUMBER: 16-00001383 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL99 01 7/11/17 L BLDG FINAL TIME: 17:00 Rob gale ------------------------- ----------- COMMENTS AND NOTES ------------ CITY OF PORT ANGELES P� DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 16-00001383 Date 10/18/16 1 Application pin number . . . 458099 Property Address . . . . . . 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX i. Application type description COMM REMODEL Subdivision Name on your state excise tax form Property Use . . . . . . .. to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS Application valuation . . . . 148500 (Location Code 0502) ----------- --------------------------------- Application desc LAB REMODEL ---------------------------------------------------------------------------- Owner Contractor PUBLIC HOSPITAL DISTRICT #2 OWNER �\ 939 CAROLINE ST PORT ANGELES WA 98362 (360) 417-7170 Permit . . . . BUILDING PERMIT COMMERCIAL Additional desc LAB REMODEL \ Permit Fee . . . . 1294.65 Plan Check Fee 841.52 Issue Date . . . . 10/18/16 Valuation . . . . 148500 Expiration Date 4/16/17. Qty Unit Charge Per Extension BASE FEE 1020.25 49.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 274.40 ---------------------------------------------------------------------------- Special Notes and Comments September 22, 2016 1:39:55 PM tamiot. ELECTRICAL PLAN REVIEW REQUIRED. October 18, 2016 9:32:55 AM pbarthol. t All work interior to building. No land use problems anticipated. Public Works Utility Engineering has no requirements for this plan review. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1294.65 1294.65 .00 .00 Plan Check Total 841.52 841.52 .00 .00 M Other Fee Total. 4.50 4.50 .00 .00 Grand Total 2140.67 2140.67 .00 .00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does •not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. C i -N Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor 1► Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) ' T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab 1131ocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 1 THE CITY OFRT For City Use Permit# t!p —13 3 w A s H a NGT OM. U . S . Date Received: 321 E 5th Street ate Approved Iz Port Angeles,WA 9836 P:360-417-4817 F:360-417-41!D7 FILta Email:permitsC&cityofpa.us BUILDING FERMI A PLICATION Project Address: o 1` �. Phone: 3t;-o Lt J60 _t z g L Prima Contact: ' dl<j Email: / Name Phone ON 'eGl C�.+ 36o y�Z-7t(o3 Property —MaW4 A dress Email Owner 3 c,,,_,S1- City StateZip 14 AN itAeS � W [ Name Phone Contractor Address Information City State Zip Contract icense# Exp.Date: Legal Description: Zoning: Tax Parcel# .Project Value: (materials and labor) t` $ !yg S-00 Residential ❑ Commercial Pr Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following,fill out both pages of permit application: (check New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement appropriate) Mechanical 0 Plumbing 5 Other ❑ Fire Sprinkler System Proposed Irrigation System Proposed or Proposed Bathrooms Proposed Bedrooms or Existing? Yes 0 No 18[" Existing? Yes 0 No A( �. In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwater ci o a.us Project Description 14 (l v. i" o a j , Is project in a Flood Zone: Yes 0 No Flood Zone Type: If in a Flood Zone,what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. 17- F-4 1�)b 6C' LQ- QA4-c�- Date Print Name Signature Residential Structures Existing Proposed Construction For Office Use Area Descriptions(SQ FT) Floor area Floor area s ,$Value new ea Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or a" floor) Garage Carport Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) Proposed Addition v Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft)foot print of %Lot Coverage(Total lot cov_lot size) Max Bldg Height all structures sq ft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov_lot size) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Water Heater # Plumbing Vent piping # Medical gas piping _ #of Outlets: Water Line # _� Fuel gas piping -- #of Outlets: Sewer Line # Industrial waste pretreatment interceptor Grease Trap) -- Size Other(describe): T:\Forms\2015 CED Form Updates\Building&Permitting\BP\Building Permit 20150415.docx ®o 1 I n S i g h t Health Care Architecture 3 September 2016 Project#: 30323 Project Name: Olympic Medical Center—Laboratory Alterations 939 Caroline Street Port Angeles,Washington 98362 Functional Program: Hospital Facilities: Laboratory Services 2014Guidelines for Design and Construction of Health Care Facilities—Section 2.2-4.1(Patient Support Services—Laboratory Services) (See also FGI 1.6) . A. Prosect Description: The project scope includes alterations to the existing laboratory. The area of work is located on the first floorof Olympic Medical Center.The building is 1-1.2 occupancy,type 1-A construction and is fully sprinklered with a smoke detection system. The project scope includes the alteration of the chemistry area of the existing lab, including the replacement of existing equipment. The laboratory department provides service to all nursing units and ancillary departments. -Olympic Medical Laboratory provides a wide range of pathology,general lab and transfusion services for Clallam County. In addition to our role as members of Olympic Medical Center's health care team,we work to integrate our services with physician offices to help them make quicker and better decisions as they provide care for their patients. • 24-hour,full-service lab for Olympic Memorial Hospital inpatient services and the emergency department • Outpatient laboratory services,with varied hours Monday-Sunday • Transfusion services • Courier service InSight HealthCare Architecture 540 North 169`h Street Shoreline,WA 98133 (206)601-6645•KLanglois@lnsightDesignStudio.biz 1 Page ( 2 B. Space Requirements: Room# Area Notes 1. Chemistry Area LAB-128 1,815 1,3,4 2. Phlebotomy LAB-A 237 1, 2 3. Phlebotomy LAB-B 80 1, 2 4. Patient Toilet LAB-C 49 1, 2 5. Office LAB-D 51 1, 2 6. Office LAB-E 78 1, 2 7. Blood Bank LAB-F 290 1, 2 8. Hematology LAB-G 247 1,2 9. Special Chemistry/DNA LAB-H 169 1,2 10. Break Room LAB-1 267 1, 2 11. Vestibule LAB-1.1 95 1, 2 12. Staff Toilet LAB-J 23 1,2 13. Staff Toilet LAB-K 24 1,2 14. Housekeeping LAB-L 47 1,2 15. Histology LAB-M 327 1, 2 16. Microbiology LAB-N 326 1, 2 17. Pathology Sections LAB-0 142 1, 2 18. Pathology Office LAB-13 123 1, 2 19. Pathology Office LAB-Q 96 1, 2 20. Courier LAB-R 123 1, 2 21. Office/Storage LAB-S 238 1, 2 22. Reception LAB-128D 220 1, 2 23. Waiting LAB-128E 306 1. 2 Subtotal 5,373 NSF Net/Gross Conversion 634 SF Laboratory Total Area 6,007 GSF Notes: 1. Required by FGI 2. Existing to remain. 3. Provide emergency power to critical areas,work areas,corrosion resistant sink(s)in testing areas,equipment space,storage and clear aisles. 4. Provide noise attenuation as applicable,special drainage as applicable,fume hood as required,venting per manufacturer's recommendations and special gas cylinders as required. InSight HealthCare Architecture 540 North 169`"Street Shoreline,WA 98133 (206)601-6645.KLanglois@InsightDesignStudio.biz Page 13 C. Space Descriptions: 1. Chemistry Area The chemistry section determines the chemical constituents ofblood and body fluids. Those procedures needed for stat or night-time operation are grouped together. Additional consideration has been given to placing this equipment near the hematology and blood bank areas for operation by a reduced night staff. Other day-time and manual procedures are grouped together. Included in this area are supply/equipment storage, urinalysis testing, specimen processing and referencetesting functions. This room should provide space for two Dimension EXLs(plumbed into drains),Centaur XPT(plumbed into drain),Centrifuge,Aptio track system, Millipore water system(with direct feed to the Dimension ExLs and Centaur XPT),incubator,computer workstations (includes instrument terminals and printers), uninterrupted power supply modules and several supply refrigeratorsand freezers. Handwash sinks are provided at convenient locations,throughout the Chemistry area,each with a gooseneck faucet and wrist-blade or single-lever handle,soap dispenser, and paper towel dispenser. D. SERVICES: Olympic Medical Center(OMC), located in Port Angeles,Washington, is a comprehensive health care provider for more than 70,000 residents of Clallam County. It provides a level-3 trauma center, emergency services,surgical and birth center services at its 80-bed acute care hospital,and !� outpatient services, including cardiac, imaging,world-class cancer care, rehabilitation therapy, laboratory, nutrition and diabetes education. E. SYSTEMS DESIGN 1. Olympic Medical Center has recently implemented the EPIC electronic medical records system. 2. An existing pneumatic tube system shall be utilized. F. OCCUPANT LOAD AND STAFFING PATTERNS 1. Chemistry hours of Operation: Staffed 24 hours,7 days a week 2. Chemistry Staff: a. Lab techs(MLT, MT) i. Day shift,3-4 techs ii. Evening shift, 1-2 techs iii. Night shift, 1 tech b. Lab Assistants(LA) i. Day shift, 1-2 LA ii. Evening shift, 1 LA iii. Night shift,0-1 LA InSight HealthCare Architecture 540 North 1691h Street Shoreline,WA 98133 (206)601-6645.KLanglois@lnsightDesignStudio.biz Page 14 ...... ....... ..... _ _-. ..._...__. c. How will staff contact administrator and alternate administrator(s)? Administrators are available on-site or by telephone during the hours of operation.After hours,the laboratory staff has access to administration through the House Supervisor. d. Method of ensuring staff receives CPR, First Aid and HIV/AIDS training within first 30 days of employment: Management will maintain a training schedule and check off list of requirements for positions and review following organizational policy. 3. Patients: Patients are not permitted in the laboratory area. 4. Visitors:Visitors are not permitted in the laboratory area unless accompanied by authorized personnel and on laboratory business. 5. Vendors:All vendors will check in at the front reception areaand will be escorted to the laboratory area by the manager or designee. InSight HealthCare Architecture 540 North 169`h Street Shoreline,WA 98133 (206)601-6645.KLanglois@lnsightDesign5tudio.biz Address: 939 Caroline Street PREPARED 11/17/16, 13:46:24 INSPECTION TICKET PAGE 6 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 11/17/16 -----------------------—--------------------------------------------------------------------- ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR KIRTLEY-COLE ASSOCIATES LLC PHONE (425) 609-0400 OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 16-00001420 COMM REMODEL PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------------------- ------------------------------------------------------ BL3 01 9/23/16 JLL BLDG FRAMING 9/23/16 AP September 23, 2016 8:29:45 AM jlierly. Partial frame of parapet for the signage/jll September 23, 2016 4:18:08 PM jlierly. BL3 02 10/04/16 JLL BLDG FRAMING 10/21/16 AP October 4, 2016 11:01:40 AM jlierly. FRaming bracing on back side of wall on roof. JLL October 21, 2016 12:07:45 PM jlierly. BL99 01 11/17/16 JLTp% BLDG FINAL A��-�](lf`J-- November 17, 2016 8:08:50 AM jlierly. 425-330-24588 --------- ---- COMMENTS AND NOTES -------------------------------------- . CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 16-00001420 Date 9/22/16 Application pin number . . . 224160 Property Address . . . . . . 939 CAROLINE ST REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- Application type description COMM REMODEL on your state excise tax form Subdivision Name . . . . . . to the City of Port Angeles Property Use . . . . . . . . Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS (Location Code 0502) Application valuation . . . . 342696 ---------------------------------------------------------------------------- Application desc SEE MOB PLANS Al2.05 FOR DETAILS So. screenwall, e ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PUBLIC HOSPITAL DISTRICT #2 KIRTLEY-COLE ASSOCIATES LLC , 1 939 CAROLINE ST 1010 SE EVERETT MALL WAY, STE PORT ANGELES WA 98362 EVERETT WA 98208 -----(360)-417-7170 (425) 609-0400 - --------------- \ ---------------------------- Permit BUILDING PERMIT - COMMERCIAL Additional desc SEE MOB PLANS Al2.05 FOR DETAI Permit Fee 2381.05 Plan Check Fee 1547.68 Issue Date . . . . 9/22/16 Valuation . . . . 342696 Expiration Date 3/21/17 Qty Unit Charge Per Extension BASE FEE 1020.25 ------243.00----- -5.6000-THOU BL-100,001-500K (5.60 PER K)-------1360.80- Special Notes and Comments �- September 22, 2016 9:19:36 AM pbarthol. Plans for this project are found in the Medical Office Building plan set for 907 Georgiana St. starting on page Al2.05. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- ti Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 2381.05 2381.05 .00 .00 Plan Check Total 1547.68 1547.68 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 3933.23 3933.23 .00 .00 IIS KA V Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or canc the provisions of any state or local law regulating construction or the performance of construction. �"v 1�t+4'ICn�NL2 Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceilin Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab 1131ocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 THEORT NGELES For City Use CITY OF r1 / Permit# �(� /46-d w A s H l N G_T o N, U. S. Date Received: �' •a-T.l 321 E 5lh Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits@cityofpa.us BUILDING PERMIT APPLICATION Project Address: 939 Caroline ST, Port Angeles, WA 98362 Phone (2o6)335-2824 Primary Contact:Jason Barry Email:jbarry@rfinarch.com Name:Olympic Medical Center Phone:(36o)4th-P�o Property Mailing Address:939 Caroline ST,Port Angeles,WA 98362 Email:Rlee@olympicmedical.org Owner City:Port Angeles State:WA Zip:88362 Name:Kirtley-Cole Associates LLC Phone:425-6o9-0400 Contractor Address:foto ioio SE Everett Mall Way#tot Email: DMartinez@Kirtley-Cole.com Information City:Everett State:Washington Zip Contractor License#: KIRTLAL95iBC Exp.Date:01/03/20i7 Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) Medical/H 063000001518 $342,696 Residential ❑ Commercial ® Industrial ❑ Public ❑ Permit Demolition ® Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following,fill out both pages of permit application: (check New Construction ® Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Will a fire sprinkler system be instaIrrigation System? Proposed Bathrooms Proposed Bedrooms or modified? Yes El No No ® Yes El No ® Zero Zero Project Description: This project is a non-structural, exterior renovations to the existing hospital fagade. The scope of work includes the following: South Main Entrance:The removal of existing EIFS finish at south main lobby entrance and the installation of new WRB, exterior insulation and exterior finish panels and the construction of a new screen wall above the existing canopy with signage. East Stair Tower:The patching and repairing of the existing concrete exterior, resealing of exterior windows and painting of the exterior walls. East Elevator Penthouse:The patching and repairing of the existing concrete exterior and the installation of new exterior finish panels and painting exposed exterior concrete walls. West Stair Tower:The installation of new WRB and exterior finish panels over existing stucco finish and the repainting of exposed existing stucco finish. Emergency Department Mechanical Penthouse:The repainting of existing stucco finish. Is project in a Flood Zone: Yes ❑ No® Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. 09/2146 Jason Barry Date Print Name Sigrjafure Residential Structirres For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"ora"d floor) Garage Carport Other(describe) Area Totals j Commercial Structures Proposed For Office Use Area Descriptions(SQ FT) Existing Proposed ss Value Existing Structure(s) 96,271 o Proposed Addition o 0 Tenant Improvement? o 0 Other work(New Building) 0 0 Site Area Totals o 0 Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft) %Lot Coverage(Total lot coverage_lot size) Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site coverage_lot size) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler: Size: # Haz/Non-Haz Piping: Outlets: Appliance Exhaust Fan: # Heater(Suspended,Floor,Recessed wall): # Boiler/Compressor Size: # Heating/Cooling appliance # re air/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable): Fireplace/ as Stove/Gas Cook Stove/Misc. Fuel Gas Piping: #of Outlets: Ventilation Fan,single duct: # Furnace/Heat Pump/ Size: # Ventilation System: # Forced Air Unit: Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Plumbing Vent piping # Sewer Line # Industrial waste pretreatment interceptor Grease Trap) Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx t R� .y 1 Address: 939 Caroline street I PREPARED 1/23/17, 10:31:12 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 1/23/17 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR PHONE OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 16-00001563 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -—----------------— ------------------------------------------—---------------------- BL1 01 11/16/16 JLL BLDG FOUNDATION FOOTING 11/16/16 AP November 16, 2016 9:15:23 AM jlierly. Eric 808-5647 AM request for slab/jll November 16, 2016 11:12:35 AM jlierly. BL99 01 1/23/17 BLDG FINAL January 23, 2017 8:10:31 AM jlierly. Rob 460-1284 ------------------------ -- ---------- COMMENTS AND NOTES -------------------------------------- c %'��► CITY OF PORT ANGELES ��� DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION L. r� o 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 16-00001563 Date 11/08/16 Application pin number . . . 443931 Property Address . . . . . . 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Application type description COMM REMODEL Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS Application valuation . . . . 50000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc replace existing oxygen tanks in same footprint ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PUBLIC HOSPITAL DISTRICT #2 OWNER l 939 CAROLINE ST ��l� PORT ANGELES WA 98362 V lJ (360) 417-7170 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc OXYGEN TANK REPLACEMENT Permit Fee . . . . 670.25 Plan Check Fee 435.66 v Issue Date . . . . 11/08/16 Valuation . . . . 50000 Expiration Date 5/07/17 i r Qty Unit Charge Per Extension BASE FEE 417.75 25.00 10.1000 THOU BL-25,001-SOK (10.10 PER K) 252.50 ---r --------------------------------------------------------------------- 1t12 'ecial Notes and Comments . Establishing Construction Access. . Install sediment controls BMPs. 3. Stabilize exposed soils. 4. Protect slopes from erosion. 5. Protect drain inlets. 6. Control pollutants including but not limited to spills, concrete wash out, exposed aggregate processes, concrete grinding and saw cut waste water. 7. Maintain temporary and permanent erosion control BMPS during project. All disturbed area's on site not covered by new improvements should meet the attached soil quality and depth standard. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due M�(\ ----------------- ---------- ---------- ---------- ---------- i1J Permit Fee Total 670.25 670.25 .00 .00 \� Plan Check Total 435.66 435.66 .00 .00 Other Fee Total 4.50 4.50 .00 .00 \1 Grand Total 1110.41 1110.41 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions i of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of c nstruction. t ?D� �o Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwal I Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: i Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 THE CITY OF For City Use Pq Permit# W A S H 1 N G T O N , U. S. Date Received: 321 E 51h Street ate Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits@cityofpa.us BUILDING PEIRUMI AP LICATION Project Address: q 3`l CWn I,w� G���✓t S �� Phone: 1 bo c3 Primary Contact: P Email: e&& t j,. " Name Phone Property Mailing Address Email OwnerCa s City V` State L Zip Name Phone Contractor Address Email Information city zip ontractor License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) $ 501000 - - �- Residential El Commercial 0 Industrial El Public ❑ ermit Demolition ❑ Fire ❑ Repair �3' Reroof(tear off/lay over) ❑ Classification For the following,fill out both pages of permit application: (check New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Fire Sprinkler System Proposed Irrigation System Propos or Proposed Bathrooms Proposed Bedrooms or Existing? Yes ❑ No Existing? Yes ❑ No — ------ In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwater ci o a.us Project Description AcLykAr - Dy4cme, fct^ k— l^ 1 a' ova- A oma{ 1(�2L4a ' w Woo- I LKc re t Is project in a Flood Zone: Yes ❑ Noff Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date 0 �a� � � Print Name e 4 Signature Residential Structures Existing Proposed Construction For Office Use Area Descriptions(SQ FT) Floor area Floor area $Value new area Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or Zn floor) Garage Carport Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft)foot print of %Lot Coverage(Total lot cov_lot size) Max Bldg Height all structures sq ft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov-lot size) Mechanical Fixtures Indicate how man of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/ eration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. of Outlets:1 . Ventilation Fan single duct # Fuel Gas Piping # g I Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Water Heater # Plumbing Vent piping # Medical gas piping #of Outlets: Water Line # Fuel gas piping #of Outlets: Sewer Line # Industrial waste pretreatment interceptor Grease Trap) Size Other(describe): T:\Forms\2015 CED Form Updates\Building&Permitting\BP\Building Permit 20150415.docx it _ � I I I I . du. ZS ZZ du I O I D A O d3a„�•s---� �, E ZS Z dAl du 1� i j£ol-3” dAl e� , Al s V r3 10 Oa'd1108(N) 7iS dA1'AINO 31380NOO g r3 ZS du L 3H1018018d 30S Ol 0301/108d 38 NIIVHSOUVIS1lf1S381S313H1 SlInS381S31 NV388 83ONIIA0 3Hl AB 03YYNI3N00 N3H1NIld 38 ]VHS H10N3N1S ISd 005E AVO-£3H1 30 H10N3816 31s8n038ONOO Wl1WINIW HIM 313aONOOLN3W30 H10N381S A18V3 HOIH V A3I03dS IIVHS NOIS30 XIW 3Hl NOIS3O XIV91380NOO 3H1 A 30S 301A08d IIVHS NOlOV81N00 3Hl'8L 3H1 Ol aOlad'3SOd8Od SIHl aOd nOd 3H3V S8OOH ZL 30N3WWOO OIf10HS 1N31AMnID3 00 ONil1 a1dlld 1N3NO3SBf1S(INV NOUVIIV1SNI 3H1'81VXV8d 83d SV �, �� 4� � � T �! a 1" �"'N •i{ � � .. .. �4 *1. Ya:'. �, • �� '.' .✓/ %j �.. ax ':4 '�Y „' � y-" P.(�t //� "`,' �) _ R ,` � f. Y � �" i � • ,� A � _ �� y `fir Y (,�.2�,� .a �r.' <. •.. ;� � � � � �ti .. w '� .. T `•� K t.. /. ��. - r� �:&^ �� � � � � _ .�� �.�k 4 � Y �� �• : , � .�� `lac,,�. r � w hw � r 4 * �_ � � >� . CONSTRUCTION NOTES CLIENT ,e 1. GENERAL 5. CONCRETE e�7 A. ALL WORK SHALL BE PERFORMED IN COMPLIANCE WITH THE PRINCIPLES OF GOOD A. ALL NEW REINFORCED CONCRETE SHALL BE OF NORMAL WEIGHT(145 PCF): � CONSTRUCTION PRACTICE. a.MINIMUM COMPRESSIVE STRENGTH OF IN 28 DAYS 5,500 PSI ASTM C39; b.PORTLAND CEMENT TYPE IIA ASTM C150; B. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE c.MAXIMUM AGGREGATE SIZE 1-V2" ASTM C33; SAFETY(INCLUDING FIRE SAFETY)OF THE NEW,AS WELL AS EXISTING,STRUCTURES.THE d.MAXIMUM WATER-CEMENT RATIO 0.45 EQUIPMENT REFERENCE LEGEND: CONTRACTOR SHALL PROVIDE ADEQUATE SHORING,BRACING,AND GUYS IN ACCORDANCE e.AIR ENTRAINED ASTM C260. DESIGN WEIGHT/MASS SEISM( DESIGN WITH ALL NATIONAL,STATE,AND LOCAL SAFETY ORDINANCES.ANY DEVIATION FROM SUCH MAX COARSE AGGREGATE SIZE AIR CONTENT ANCHORAGE 3 SYMBOL PARAMETER HEIGHT (STRENGTH) PRAXAIR, INC. ORDINANCES MUST BE APPROVED PRIOR TO ERECTION.THAT RESPONSIBILITY SHALL 3/8" 7.5% SCHEDULE S.1 EQUIPMENT EMPTY FULL OR ICED Ulp R RP SEISMIC BASE SHEAR, APPLY CONTINUOUSLY AND SHALL NOT BE LIMITED TO NORMAL WORKING HOURS. %11 7.0% UNIT KIPS KIPS COEFF. KIPS %11 6.0% L INFORMATION ON THE PLANS INCLUDING 1" 6.0% # & 1 (N)TANK:3,000-GAL LOX 15.50 44.10 16.00 1.5/1.5 2 2.5 0.822 36.25 10829 Etiwanda Ave. C. THE CONTRACTOR SHALL CHECK AL ( Fontana, CA 92337 DIMENSIONS)PRIOR TO COMMENCING THE WORK.ALL DISCREPANCIES SHALL BE CALLED 1'/2" 5.5% TO THE ATTENTION OF THE ENGINEER,AND SHALL BE RESOLVED BEFORE PROCEEDING 2 ( Z ] (N)TANK:500-GAL LOX 5.50 10.55 15.47 1.5/1.5 2 2.5 0.822 8.67 WITH THE WORK. B. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF SEVEN SEISMIC (7)DAYS AFTER PLACEMENT.ALTERNATE METHODS WILL BE APPROVED IF PARAMETER D. ALL CONSTRUCTION WORK(INCLUDING,BUT NOT LIMITED TO,MEANS,METHODS, SATISFACTORY PERFORMANCE CAN BE ASSURED. SCHEDULE S� Q (N)VAPORIZER:SG-20HF 0.135 0.876 10.67 1.5/1.5 2 2.5 0.822 0.72 SEQUENCES,TECHNIQUES,PROCEDURES,ETC.)IS THE SOLE RESPONSIBILITY OF THE C. THE SURFACE OF ALL NEW CONCRETE SHALL BE FLAT(1/8"MAX.UNFLATNESS UNDER CONTRACTOR. 10-FT STRAIGHTEDGE),AND SHALL HAVE ROUGH BROOM FINISH.FORM 3/4"CHAMFERS SEISMIC DESIGN PARAMETER SCHEDULE THE RECOMMENDATIONS(IF ANY)ON THESE PLANS REGARDING THE MEANS,METHODS, AT ALL EXPOSED EDGES OF CONCRETE.UNLESS NOTED OTHERWISE,THE SURFACE SEQUENCES,TECHNIQUES,PROCEDURES,ETC.OF CONSTRUCTION SHALL BE OF CONCRETE SHALL SLOPE AT 0.75%MAX.FOR DRAINAGE. CONSIDERED AS MINIMAL REQUIREMENTS.THE CONTRACTOR SHALL NOT DEVIATE FROM THESE RECOMMENDATIONS UNLESS SUCH DEVIATION IS TOWARD MORE STRINGENT D. CONCRETE SURFACE TO ASSURE FULL AND UNIFORM CONTACT WITH EQUIPMENT REQUIREMENTS. BASEPLATES.IF NECESSARY, USE NON-SHRINK GROUTING UNDER BASEPLATES (SIKAGROUT 212 OR APPROVED EQUAL). E. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE RESTORATION OF WORKING ANCHORAGE EPDXY"ANCHORS,TYP 200LIN -SPECIAL INSPECTION REQ' WASHERS, CONDITION OF ALL EXISTING COMPONENTS AND STRUCTURES AFFECTED BY THIS E. AS PER PRAXAIR,THE INSTALLATION AND SUBSEQUENT FILLING OF EQUIPMENT AS PER PRAXAIR,THE INSTALLATION AND SUBSEQUENT FILLING HLLTI HIT HY200 PER ICC ESR-3187* (1)EACH ANCHOR CONSTRUCTION.THE CONTRACTOR SHALL CONSTANTLY KEEP THE AREA OF SHOULD COMMENCE 72 HOURS AFTER THE CONCRETE POUR. OF EQUIPMENT SHOULD COMMENCE 72 HOURS AFTER THE SYMBOL EQUIPMENT CONSTRUCTION FROM ACCUMULATION OF WASTE MATERIALS AND DEBRIS.AT THE END OF CONCRETE POUR. 0 EMB. STEEL EXT. #PER #PER SIZE THK. HOLE MATERIAL WORK,THE CONTRACTOR SHALL REMOVE ALL WASTE,SURPLUS MATERIAL,TOOLS,AND FOR THIS PURPOSE,PRIOR TO THE POUR,THE CONTRACTOR SHALL PROVIDE SGE UNIT IN IN CuRADE IN LEG UNIT IN IN 0,IN EQUIPMENT. WITH THE CONCRETE MIX DESIGN. FOR THIS PURPOSE,PRIOR TO THE POUR,THE CONTRACTOR 105 SHALL PROVIDE SGE WITH THE CONCRETE MIX DESIGN. Q (N)TANK:3,000-GAL LOX 1Y4 25 GALV 6 1 3 STANDARD STAINLESS STEEL WASHER F. THE CONTRACTOR SHALL DEFEND,INDEMNIFY,AND HOLD THE ENGINEER HARMLESS FROM THE MIX DESIGN SHALL SPECIFY A HIGH EARLY STRENGTH CEMEN PCONCRETE WITH THE MIX DESIGN SHALL SPECIFY A HIGH EARLY STRENGTH N TANK:500-GAL LOX " 1 11 F593 6 1 3 3X3 Yz 1y6 A240 ANY AND ALL LIABILITY,REAL OR ALLEGED,IN CONJUNCTION WITH THIS PROJECT EXCEPT MINIMUM CONCRETE STRENGTH OF 3,500 PSI IN 72 HOURS. CEMENT/CONCRETE WITH MINIMUM CONCRETE STRENGTH OF 2 (N) CWZ FOR LIABILITY RISING FROM THE SOLE NEGLIGENCE OF THE ENGINEER.ANY LIABILITY BY 3,500 PSI IN 72 HOURS. SGE AS RELATED TO THIS PROJECT IS LIMITED TO THE ENGINEERING FEES RECEIVED FOR THE 3-DAY 3500 PSI STRENGTH SHALL BE FURTHER CONFIRMED BY THE CYLINDER F593 THE SERVICES RENDERED. BREAK TEST RESULTS. Q (N)VAPORIZER:SG 20HF Y2 4 4 2 8 STANDARD STAINLESS STUj EEL WASHER N THE 3-DAY 3500 PSI STRENGTH SHALL BE FURTHER CONFIRMED CW1 THE TEST RESULTS SHALL BE PROVIDED TO SGE PRIOR TO THE EQUIPMENT BY THE CYLINDER BREAK TEST RESULTS. Uj I� m 2. DESIGN CONSIDERATIONS REFER TO PLANS AND CONSTRUCTION NOTES FOR ADDITIONAL INFORMATION Z � INSTALLATION. A. THESE STRUCTURAL PLANS AND CALCULATIONS WERE DEVELOPED BY SGE THE TEST RESULTS SHALL BE PROVIDED TO SGE PRIOR TO THE W j F., SPECIAL INSPECTION OF CONCRETE(20151BC CHAPTER 17)IS NOT REQUIRED EQUIPMENT INSTALLATION. AN�HORAGE SCHEDULE RESTRICTIVELY IN REGARD TO THE INSTALLATION OF LOX°EQUIPMENT AT OLYMPIC' - MEDICAL CENTER. (DESIGNED AS 2500 PSI CONCRETE). (E)OFFLOAD PAD 0 6. REINFORCING STEEL BY OTHERS,NIC J N B. THIS DESIGN DOES NOT CONSIDER THE STRUCTURAL ADEQUACY OF THE EQUIPMENT Q � (LEGS,BASEPLATES,AND CONNECTIONS BETWEEN THESE MEMBERS BY OTHERS). FOR 0 U � THE PURPOSES OF THIS DESIGN,ALL NEW EQUIPMENT WAS ASSUMED TO BE A. UNLESS NOTED OTHERWISE,ALL REINFORCING STEEL SHALL CONFORM TO ASTM Q STRUCTURALLY ADEQUATE. SPECIFICATION A615 GRADE 60.ALL REBARS CONNECTED BY,OR SUBJECTED TO, Q Q WELDING SHALL BE OF ASTM SPECIFICATION A706. O W a C. ALL MATERIALS,STRUCTURES,AND WORKMANSHIP SHALL CONFORM TO THESE PLANS, CALCULATIONS,AS WELL AS TO THE ESTABLISHED GUIDELINES SET FORTH BY 2015 IBC, B. ALL REINFORCING STEEL SHALL BE SPLICED WITH CLASS B SPLICES.SPLICE LENGTHS 7 TMP J 0 U) AISC MANUAL OF STEEL CONSTRUCTION(14TH EDITION),ACI 318-14,AND OTHER SHALL BE AS FOLLOWS: $2 EJ @ G V APPLICABLE REGULATORY DOCUMENTS.IN CASE OF ANY CONFLICTS IN SPECIFICATIONS, MINIMUM SPLICE LENGTH CONCRETE THE ONE(S)OF THE APPLICABLE CODE SHALL GOVERN. NWC ONLY,TYP. S2 - ao fc=5,500 PSI TOP REBAR BOTTOM REBAR (E)PAD 5 CU D. THESE PLANS AND CALCULATIONS ARE BASED:UPON THE ASSIGNMENT FROM,AS WELL AS (N)BOLLARD CL BY OTHERS,NIC O G U ON THE INFORMATION ABOUT,THE NEW EQUIPMENT,AS PROVIDED BY PRAXAIR,INC.(MR. PAD THICKNESS >12" <12" ANY RYAN ROBERTSON,TEL.(408)420-3928). mad >- M #4 17" 13" 13" � O � E. THIS DESIGN SHALL BE USED EXCLUSIVELY BY PRAXAIR,INC.,AS WELL AS THEIR N #5 21" 16" 16" CONTRACTOR(S).ANY OTHER USE(INCLUDING,BUT NOT LIMITED TO,REVIEW, in #6 25" 19" 19" DISSEMINATION,OR COPYING)OF THESE DESIGN MATERIALS AND ANY PORTION THEREOF, < EJ Q #7 37" 28" 28" �� � AS WELL AS AN USE OF THOSE MATERIALS BY ANY PARTY OR PARTIES OTHER THAN THE m ONES SPECIFIED ABOVE,ARE STRICTLY PROHIBITED UNLESS UNDER A WRITTEN Uj #8 42" 32" 32" J PERMISSION BY SGE. #9 51" 39" 39" 7 F. DO NOT SCALE THE PLANS. C. REBARS SHALL BE HELD IN THE REQUIRED POSITION BY MEANS OF APPROVED ' DEVICES. ` G. THESE PLANS SUPERSEDE ANY OTHER PLANS PREVIOUSLY ISSUED BY SGE FOR THE D. REBAR SPACING SHOWN IS MAXIMUM DISTANCE BETWEEN REBAR CENTER LINES. V-T'REF SUBJECT JOB. H. THE MEASUREMENTS SHOWN ON THE PLANS ARE BASED UPON THE CATALOGUED(IDEAL) E. REBARS SHALL BE CLEAN OF DIRT,OIL,SCALE,AND FOREIGN MATERIALS. ;n DIMENSIONS OF THE EQUIPMENT. THE CONTRACTOR SHALL VERIFY THE DIMENSIONS I FILL 8"MIN' AGAINST THOSE OF THE TEMPLATE AND/OR OF THE ACTUAL EQUIPMENT PRIOR TO ANY T POST-INSTALLED ANCHORS TYP CONSTRUCTION ACTIVITIES. A. POST-INSTALLED ANCHORS SHALL BE USED FOR THE CONNECTION OF THE r 3. LOADS �. EQUIPMENT. �. - THESE STRUCTURAL PLANS AND CALCULATIONS WERE BASED UPON THE FOLLOWING ' B. ALL POST-INSTALLED ANCHORS SHALL BE HILT(HIT HY 200 PER ICC ESR-3187*. MINIMAL LOADS COMPLIANT WITH CHAPTER 16 OF THE 2015 IBC AND ASCE 7-10(REFER TO SEISMIC PARAMETER SCHEDULE). f C. UNLESS NOTED OTHERWISE,OTHER ANCHORAGE HARDWARE SHALL BE STAINLESS 2 STEEL. :. S� FORSEUSE PLANS ON WERE DEVELOPED STRUCTURESANDRESTRICTIVELY DVEBY A. WIND DESIGN DATA F. THE STAINLESS STEEL ASSEMBLIES SHALL BE OF AIS(TYPE 304 OR 316,CONDITION AF, BASIC WIND SPEED(3-SECOND GUST),MPH 150 A,CW2 OR CW1,STRICTLY MEETING THE FOLOWING SPECIFICATIONS:RODS-ASTM F PERSONS/COMPANY AS SPECIFIED IN THE TITLE RISK CATEGORY IV ,.,. 1± 4`b 3 NG) OF 1 BLOCK COMPANY AS SPECIFIED IN THE 593 OR GALVANIZED F1554 GRADE AS SHOWN; NUTS-ASTM F594;PLATE WASHERS- 1'_10 BLOCK TO, DISSEMINATION AND COPY( WIND EXPOSURE D ASTM A240;CIRCULAR WASHERS-ANSI/ASME B 18.22.1 AND ASTM A240. I T5'P THESE TO, DISSEMINATION AND COPYING) OF W THESE AS ANY USE OF THE PLANS BY ANY PARTY B. EARTHQUAKE DESIGN DATA OR PARTIES OTHER THAN THE ONES SPECIFIED IN G. STEELS OF HIGHER GRADES OR DIFFERENT ASTM SPECIFICATIONS SHALL NOT BE I = SITE LONGITUDE 123.415 PROHIBITED USED WITHOUT A REVIEW AND WRITTEN APPROVAL BY SGE. SITE LATITUDE 48.1153 UNLESS UNDER A WRITTEN PERMISSION BY SGE. SITE CLASS D 4 THE TITLE BLOCK, ARE STRICTLY H. SPECIAL INSPECTION(2015 IBC CHAPTER 17)IS REQUIRED DURING THE INSTALLATION k ,. SPECTRAL RESPONSE COEFFICIENTS 1 7"REF SS 1.644 OF THE ANCHORS. S1 0.560 I. THE SET ANCHOR ROD SHOULD NOT BE DISTURBED OR LOADED BEFORE DURING THE . TYP SDS 1.096 ( SPECIFIED CURING TIME.REFER TO ICC ESR-3187*FOR CURING TIMES AND r/ S2 SD1 0.560 TEMPERATURES. SEISMIC DESIGN CATEGORY D OCCUPANCY CATEGORY 4 J. UNLESS SPECIFICALLY AUTHORIZED BY SGE,INSTALLATION OF THE ANCHORS AND ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE EQUIPMENT MAY BEGIN NOT EARLIER THAN 7 DAYS AFTER POURING OF CONCRETE. TYP= SZL�7 FILE N OF THE K. USE EQUIPMENT BASEPLATES AS A TEMPLATE FOR THE INSTALLATION 4. SOILS ANCHORS.REFER TO PLANS BY OTHERS FOR THE ORIENTATION OF THE EQUIPMENT 5 �4 N ON THE PADS. TMP I "' w CITY 0P P0 RT ANGI?LES-COnStfpetlOn Pi A. THE DESIGN WAS BASED UPON THE GEOTECHNICAL REPORT FOR THE SUBJECT SITE BY S2 x. Plans l,,(11'.icc of this permi DATED NOVEMBER 25 2014 . : = I t based a ton these plans ASPECT CONSULTING(PROJECT NO. 140270 ) ANCHORS IN STRICT COMPLIANCE WITH THE -- co } L. INSTALL ALL SPECIFIED sh;xilications and other data shall not prevent the GEOTECHNICAL REPORTS SHALL BE USED AS A PRIMARY SOURCE OF ALL MANUFACTURER'S SPECIFICATIONS. B. THE G 00%� 5'4' '11 h ii! l'ng oflici'11 from lherciliet' requiring the GEOTECHNICAL INFORMATION AND SPECIFICATIONS. M. USE HAMMER DRILL AND CARBIDE BITS TO DRILL ANCHOR HOLES. correction of errors in said dans,specifications and DER THE NEW PAD WAS ASSUMED S. DIN AT 3000 v Other data. cr from preventing building operations &ENGINE RING SERVICES (SGE)SINC. F IL UN _ ' O SO � ,,..;. C. THE ALLOWABLE BEARING CAPACITY _ ' ;.. .. � hews r�rrie �7 ,.. ,, . N. INSTALL WASHERS AND THREAD DOUBLE NUTS,TIGHTENING/COUNTER TIGHTENING o ,, ,•,, , ; ' � d ,u thu c.under a Lc n ut violation Of all 2081 Business CtrDr.,Ste.105,Irvine,CA 92612 PSF WITH 1-1/3 INCREASE FOR SEISMIC LOADING.THE SOIL PRESSURE UNDER THE.NEW T 2 EL.(949)552 5244 FAX(949)552 5243 TO SNUG CONDITION. Q codes and ord an cs of this jurisdiction, EQUIPMENT PAD IS NOT EXPECTED TO EXCEED 700 PSF UNDER THE DEAD AND LIVE LOADS, ALL AND 1000 PSF UNDER DEAD,LIVE,AND SEISMIC LOADS. J WOltl SUI 11;C l '10 `' [tQ�lgj„ EXP.i2 30 2016 D. CONTRACTOR SHALL IMMEDIATELY INFORM THE GEOTECHNICAL ENGINEER AND SGE IF 8. ABBREVIATIONS w Dat e B L yP� S T E 11� SOILS OF APPARENTLY LOWER CAPACITY,AGGRESSIVE SOILS,OR GROUND WATER WERE ENCOUNTERED DURING THE CONSTRUCTION.NO WORK SHALL BE CONDUCTED ON THE BCD BOLT CIRCLE DIAMETER NIC NOT IN THIS CONTRACT PADS AT SUCH CONDITIONS WITHOUT A WRITTEN AUTHORIZATION BY SGE. BW BOTH WAYS NTS NOT TO SCALE ' ,� OF WAST/f CL CENTERLINE NWC NORMAL WEIGHT CONCRETE TY TYp (N)FENCE f ' BY OTHERS Old E. ALL SOIL IMPROVEMENT WORK(INCLUDING,BUT NOT LIMITED TO,ON SOIL COMPACTION)IS CLR CLEAR OC CENTER-TO-CENTER SUBJECT TO SPECIAL INSPECTION IN COMPLIANCE WITH IBC/CBC SECTIONS 1705.6 AND CONT CONTINUOUS PL PLATE NIC ( DIA DIAMETER PSF POUNDS PER SQUARE FOOT � � � " 1804.5. EA EACH PSI POUNDS PER SQUARE INCH F. THE CONTRACTOR SHALL LOCATE,REMOVE,OR PROTECT ALL UNDERGROUND PIPING, (E) EXISTING COMPONENT REINF REINFORCEMENT . �-" •, CONTINUOUS PERIODICALLY F FUTURE COMPONENT RPT REPORT REFERENCED j CONDUITS VAULTS ETC.AS REQUIRED BY THE APPLICABLE CODE AND JURISDICTION. O k✓ EMB EMBEDMENT STD STANDARD VERIFICATION AND INSPECTION TASK DURING TASK DURING TASK STANDARD REPORT ONAL NOTED OTHERWISE THE NEW PADS SHALL NOT BE PLACED AT THE GALV GALVANIZED T&B TOP AND BOTTOMLISTED LISTED C RIP G. UNLESS SPECIFICALLY FOLLOWING LOCATIONS: HORIZ HORIZONTAL TBD TO BE DETERMINED � CONCRETE October 90, 2096 LAR LIQUID ARGON TOC TOR OF CONCRETE EXISTING STRUCTURE AND/OR CAST AGAINST SUCH STRUCTURES; �• F IBC'TBL 1705 3 UPON t a. OVER ANY LIN LIQUID NITROGEN TOS TOP OF STEEL / 1.INSPECT ANCHORS CAST IN CONCRETE ACI 318: 17.8.2 INSPECTION SGE JOB No. 516.072.401 b. OVER ANY EXISTING UTILITY LINES; c. CLOSER THAN 6" CLEAR TO,ANY EXISTING FOOTINGS; LONGIT LONGITUDINAL TRANSV TRANSVERSE X (CLEAR) OLYMPIC MEDICAL CENTER d. CLOSER THAN 24"TO ANY EXISTING WALL; LOX LIQUID OXYGEN TYP TYPICAL <� n e. AT/ABOVE EXISTING RETAINING WALLS UNLESS FURTHER AWAY(CLEAR)THAN THE MAX MAXIMUM LINO UNLESS NOTED OTHERWISE � 2.INSPECTION OF ANCHORS DEPTH OF THE WALL. MIN MINIMUM VERT VERTICAL n POST-INSTALLED III HARDENED X IBC:TBL 1705.3 UPON (N) NEW COMPONENT ( ACI 318: 17.8.2 INSPECTION REVISIONS CONCRETE MEMBERS ANY OF THE ABOVE CONDITIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF - ADHESIVE ANCHORS a ' ATTENTION: SGE PRIOR TO THE BEGINNING OF CONSTRUCTION OR UPON DISCOVERY.NO WORK SHALL THIS 1 BE CONDUCTED ON THE NEW PADS AT SUCH LOCATIONS WITHOUT A WRITTEN IS DRAWING MARKED"REV AUTHORIZATION BY SGE. THE SHOWN MINIMAL DISTANCES TO THE 3.INSPECTION OF CONCRETE IBC 1705.3 DATED OCTOBER 3,2016, PAD EDGES,ANCHOR EDGE DISTANCES, CONSTRUCTION EXCEPTION 2.3 SUPERSEDES AND VOIDS ALL I. ALL EARTHWORK SHALL BE CONDUCTED UNDER THE GUIDANCE OF THE GEOTECHNICAL D Y NUMBER AND TYPE OF ANCHORS,AND DRAWINGS PREVIOUSLY ISSUED B ENGINEER-OF-RECORD. EQUIMENT CLEARANCE DISTANCES I SOILS SGE FOR THE SUBJECT SITE. SHALL BE MAINTAINED. J. THE GEOTECHNICAL ENGINEER-OF-RECORD SHALL REVIEW THESE PLANS,AS WELL AS THE 1. VERIFY MATERIAL,13 BELOW SHALLOW EXCAVATION AND IMPROVEMENT OF SOIL.THE PLACEMENT OF REBARS AND CONCRETE FOR SITE PLAN,EQUIPMENT LAYOUT AND FOUNDATIONS ARE ADEQUATE TO SHALL NOT COMMENCE WITHOUT A WRITTEN AUTHORIZATION(MEMO)FROM THE ORIENTATION,AND OTHER INFORMATION GEOTECHNICAL ENGINEER-OF-RECORD.THAT MEMO SHALL STATE THAT THE ACTUAL REFER TO PLANS BY OTHERS. ACHIEVE THE DESIGN BEARING - X /1\ %ofi/ CLIENT REQUESTED REV. DT SG STATUS OF SOIL CORRESPONDS TO THE REQUIREMENTS OF THE GEOTECHNICAL(REPORT _ _ _ _ _ _ _ _ _ CAPACITY r , BY AND TO THE STRUCTURAL DESIGN ASSUMPTIONS LISTED ABOVE. FOR ADDITIONAL INFORMATION, (E)BOLLARD CL REV DATE DESCRIPTION -I REFER TO CONSTRUCTION NOTES, (N)TANK PAD 2. VERIFY EXCAVATIONS ARE EXTENDED PP'd TO PROPER DEPTH AND HAVE REACHED X DATE: October 6, 2016 PARTICULARLY,TO SECT IONS: 28"THICK PROPER MATERIAL "SOILS" 5500 PSI NWC DESIGNED BY DT REINFORCEMENT,BW: PRIOR TO "CONCRETE" 3. PERFORM CLASSIFICATION AND TESTING "REINFORCEMENT" TOP: #7@18" OF COMPACTED FILL MATERIALS - X - FOUNDATION APPROVED BY VSG "POST-INSTALLED ANCHORS" 5.6 BTTM: #7@18" POUR 4. VERIFY USE OF PROPER MATERIALS, TOTAL STRUCTURAL SHEETS-2 DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION X - 15'-7" 2'-6" OF COMPACTED FILL TANKS MAY BE ROTATED 5. PRIOR TO PLACEMENT OF COMPACTED CONSTRUCTION ABOUT VERTICAL AXES AS FILL,OBSERVE SU3GRADE AND VERIFY X PER EQUIPMENT/PIPING THAT SITE HAS BEEN PREPARED LAYOUT BY OTHERS PROPERLY NOTES AND DEPUTY INSPECTORS ARE REQUIRED TO BE REGISTERED AND APPROVED BY THE AHJ PLAN (N) TANK PAD AND (N) EQUIPMENT LAYOUT PLAN, SCALE. 1 - 2-0 SPECIAL INSPECTION SCHEDULE smi CLIENT 1 N)EQUIP PAD PER PLAN S1 3/4"CHAMFER ALL PAD REINF. PRAXAI , INC.EXPOSED EDGES 3"CLR PER PLAN ' N)EQUIPMENT PAD PER PLAN SLAB OR GRADE 11 1 01 1 S1 10829 Etiwanda Ave. PER SCHEDULE ANCHOR LOCATION EQUIPMENT ANCHORAGE: (N)WASHER Fontana, CA 92337 2"CLR PER PLAN PER SCHEDULE TOP 1 3 3 a LU j w 1 3 S1 S1 $1 (1)MIN,(2)PREFERRED z (N)HEAVY HEX NUT g % 3"CLR w ER SCHEDULE INSTALL WASHERS AND w N S1 S2 THREAD SINGLE NUTS, j TOC MIN EMBEDMENT TIGHTENING TO SNUG w PER SCHEDULE (N)TOC I I CONDITION. U)LU 3 EQUIPMENT BASEPLATE a S1 \—SUB-BASE: W REFER TO SECTION"SOILS" OF CONSTRUCTION NOTES 55.1 (N)PAD SKIRT S2 S2 4 AS REQ'D 10 . a : ' . o °.a ° a. — S2a. . TANKS ONLY: ° 4 (N)ANCHOR BUSHING PIPE, a a o.. LENGTH=BASEPLATE THICKNESS 3,000 GAL LOX:1 Y4'STD a (N)CONCRETE PADCY 500 GAL LOX: 1 Y4"XSTRONG ° PER PLANS 1W o A (N)THREADED 3 S1 ~ ao (N) PAD AND ANCHORAGE (N) EQUIPMENT ANCHORAGE ANCHOR ROD TYP. SECTION NTS TYP. SECTION, NTS PER SCHEDULE S� x V 0 N EQUIPMENT ANCHORAGE z Q °' 3 O J 0UQ TYP. SECTION, NTS Lima Q L 0 W li 0 � U) � w Z - � (L 0 M O O) (N)PAD SIZE__( 1 EXCAVATE PER RESTORE PAVEMENT TO PER PLANS (N)PAD SIZE 1 GEOTECHNICAL REPORT MATCH(E)OR PER PLANS (N)PAD PER PLANS S1 REST TOP REBAR MAT OF MATCHOR OR PERENT TO PER PLANS S1 J TOC PAD PER PLANS (N)PAD PER PLANS SKIRT DEPTH BELOW PAD(DS)IN #4@18" I I III—III—I I—III=111=III-III-1I1=1I I-1I1=1I I=1T' FOR PADS NOT SUPPORTED DIRECTLY BY CONFIDENT VERT 20"MIN TP PAD THICKNESS,1N 1F THE BOTTOM OF(N)PAD DOES NOT EXTEND TO THE �I � (NATIVE MEDIUM DENSE TO DENSE/STIFF)SOILS: W/SKIRT ONLY TYP A 6 9 12 15 18 24 30 _ — FROST DEPTH(12"BELOW ADJACENT GRADE),PROVIDE `5.1 0 6 3 - - - - I ITI 1�=I I— GRANULAR STRUCTURAL BACKFILL EXTENDING TO THE Y z EXCAVATE TO CONFIDENT SOIL,BACKFILL WITH(N) co w _ _ _ �T� FROST DEPTH 6"MINIMUM THICKNESS). S2 BACKFILL PER U Q STRUCTURAL FILL PER GEOTECHNICAL REPORT. 0 z 3 9 6 3 z U) ( GEOTECHNICAL I I F Z PAVEMENT, m w 4 10 7 4 3 - - Y z O NON-EXPANSIVE I=1 U¢ STRUCTURAL FILL SHALL BE COMPACTED TO 95%MAXMIUM REPORT IF THE BOTTOM OF(N)PAD DOES NOT EXTEND TO THE SLAB,OR GRADE U Q 6 12 9 6 3 - - = g = -' DENSITY. I—I a FROST DEPTH(12"BELOW ADJACENT GRADE),PROVIDE / �r O w BACKFILL I I F w - z GRANULAR STRUCTURAL BACKFILL EXTENDING TO THE I 9 15 12 9 6 3 z COMPACT TO 95/0 -1 0 -1 E- — I Q a FOR ALL EARTHWORK SPECIFICATIONS, REFER TO THE FROST DEPTH(6"MINIMUM THICKNESS). p w 12 18 15 12 9 6 MAXIMUM DRY il-� n H Z ./\\/\\, i� .DENSITY I.I.i z GEOTECHNICAL .REPORT PROJECT #1463-15-021, :DATED U) Oz REFER TO DETAIL FOR A,TP,DS JUNE 9,2015 BY S&ME. _ — I—I STRUCTURAL FILL SHALL BE COMPACTED TO 95%MAXMIUM �Tf �i� Ilii„,—,,. I�1 W�LL �, �-�1 2 — — — — — — — DENSITY. ' UGNPAVED AND/ OO OOw NOTES O0O O O OOO OOOOO 0 O GJUENOETE9C,2H0N1I5CBAYL S&RMEPEO. RT PROJECT #1463-15 021, DATED THESE.NPSCL/AOCNMOSMPAWERE ADEVELOPED EVELOPEDD DREINISN TTTRHHICEETITTVIIETTLLLY PAD PEOR FOR ALL EARTHWORK SPECIFICATIONS, REFER TO THE FOR USE ON THE STRUCTURES AND BY PLANS 1. DS#0(SKIRT IS PRESENTFOR OOOQOOOOO 3 RADES ONLY. OO O OO Q CLR #4@12° O0OO0° BLOCK. TO, DISSEMINATION AND COPYING) OF 04— D O THESE TO, DISSEMINATION AND COPYING) OF 0OOOO O OO0HORIZ,(2)MIN DEPTH TO NATIVE MEDIUM DENSE OO0000 00DS=O(NO SKLRT, - WHEN 00O O 0THESE AS ANY USE OF THE PLANS BY ANY PARTY O 00O OW/SKIRT ONLY 2 SURROUNDING GRADE TO DENSE/STIFF SOILS 00 O 00O 0 OR PARTIES OTHER THAN THE ONES SPECIFIED IN00000 00OO 00 0 000THE TITLE BLOCK, ARE STRICTLY PROHIBITEDSUB-BASE: IS LEVEL(A=0)AND PAVED. NATIVE MEDIUM DENSE TO 0 O 00 REFER TO SECTION"SOILS" DENSE/STIFF NATIVE SOIL 0UNLESS UNDER A WRITTEN PERMISSION BY SCE. OF CONSTRUCTION NOTES kj O 0 p S2 ooO 00 000000 00 °Ooo0o°O o0 00 000 ISI I ITI I SI i l� 11=. 4 (N) SKI RT NATIVE MEDIUM DENSE TYP. SECTION, NTS N SOIL IMPROVEMENT N SOIL IMPROVEMENT TO 5 c > 5. 1c ) 0 TYP. SECTION, NTS TYP. SECTION, NTS 0 S. GORDIN STRUCTURAL DESIGN FILE & ENGINEERING SERVICES (SGE),INC. 2081 Business Ctr Dr.,Ste.105,Irvine,CA 92612 TEL.(949)552-5244 FAX(949)552-5243 EXP.12-30-2016 STE 4'-0"MAX BETWEEN BOLLARDS wS WASI�jN (N)JOINT SEALER: 3-0"MIN FROM PROTECTED STRUCTURE NR-201 UREXPAN BY Z PECORA CORP.OR <n APPROVED EQUAL 1/2" PIPE 5 STD SCH.40 CENTER AT CL (E)OR(N) OF THE DRILLED PIER MAYVARY STRUCTURE PRIMED AND PAINTED AL (N)STYROFOAM PER PLANS SAFETY YELLOW �SIONAL 1� October 10, 2016 1 J PIPE FILL: JB No. 5172.4 THIS DETAIL IS FOR(N)PAD Y2 3,000 PSI NWC,'MIN 1 1/2" ABUTTED BY CONCRETE ONLY WITH 1/2"PAINTED CROWN SOLEYMPPIICC MEDICAL C EENT R01 EJ IS NOT REQUIRED FOR ASPHALT,GRAVEL,AND OTHER M REVISIONS NON-RIGID PAVEMENT ATTENTION: (N)OR(E)SLAB, // //��/ /� E OFFLOAD PAD PAD,OR FOOTING O THIS DRAWING MARKED "REV.1" BY OTHERS,NIC DATED OCTOBER 3,2016, SUPERSEDES AND VOIDS ALL DRAWINGS PREVIOUSLY ISSUED BY SIION JOINT (EJ) DRILLED PIER: SGE FOR THE SUBJECT SIT* XPPAN. S ECTION, NTS 3,000-PSI NWC,MIN 1Z 5G/ CLIENT REQUESTED REV. DT SG REV DATE DESCRIPTION m I BOLLARDS TO BE INSTALLED B PP,d ALONG ALL SIDES OF PAD y' DATE: October 6, 2016 EXPOSED TO VEHICULAR TRAFFIC i; DESIGNED BY DT APPROVED BY VSG TOTALSTRUCTURALSHEETS-2 015"MIN BOLLARDs A STRUCTURAL TYP. SECTION, NTS DETAILS 1 FILE S. GORDIN STRUCTURAL DESIGN &ENGINEERING SERVICES(SGE),INC. connect@sgeconsulting.com ' (877)477-4-SGE(4743) STRUCTURAL CALCULATIONS 1 1 Project: Installation of LOX Equipment Location: Olympic Medical Center, 939 Caroline St, Port Angeles, WA 98362 Client: Praxair, Inc. ' Code: 2015 IBC SGE Job No. 516.072.401 ' EXP.]2-30-2016 tidy S TE wS 04 WA�yr G' h d ' 4 L �d 1 �SIONAL ti Ocfobef 10,2016 ' October 2016 ' Structural Calculations �tlllll�,,. Project: Olympic Medical Center II II .ntlll�llllu�,."���pp°'' Location: 939 Caroline St, Port Angeles, �mIIII 'I�Dltl��ii�llll� nn�i�IIIII WA 98362 h��' ItlUOP,�� ppn ���,�aul VW,m011�1�11 �iinnllll� SGE No.: 516.072.401 1 ' Table of Contents ' Project and Site Location Information ....................................................................... 1 Excerpts from Geotechnical Report By Others ......................................................... 3 EquipmentData ........................................................................................................ 6 I' ' = Tank: 3,000 Gallon LOX 1 Forces & Loads................................................................................................ 10 AnchorageDesign ........................................................................................... 14 Tank: 500 Gallon LOX ' Forces & Loads................................................................................................ 18 Anchorage Design: ......................................................................................... 21 Vaporizer: SG-20HF Forces & Loads................................................................................................ 25 AnchorageDesign ........................................................................................... 28 EquipmentPad Design ............................................................................................. 32 )()( - Referenced page number of structural calculations 1 Olympic Medical Center, 939 Caroline St, Port Angeles, WA 98362 DESIGN PARAMETERS 1 SGE#: 516.072.401 Job Name: Installation of LOX Equipment Job Location: 939 Caroline St, Port Angeles, WA 98362 ' Code: 2015 IBC Reference: maps.google.com ' USGS Seismic Design Maps Web Application (ASCE 7-10) ATC Wind Speed: www.atcouncil.orgtwindspeed 1 1 i 1 1 1 1 1 1 ' 1 Wind, Snow and Seismic Zones for clallam county Area Wind Speed Exposure Average Snow Load Seismic Design X600 elev Category IRC - Special Wind ASCE 7-10 GROUND Region IBC 2012 Pi4rt Angeles 10.0 MPH 130 MPH C/(D**) 25 PSF D2 Diamond Point 100 MPH 130 MPH C/(D**} 25 PSF D2 equim 100 MPH 130 MPH C/(D**) 25 PSF D2 Beaver 11.0 MPH 140 MPH C 30 PSF D2 Pillar Point 110 MPH 140 MPH C/(D**) 25 PSF D2 lallam Bay/Sekiu 110 MPH 140 MPH C/(D**) 25 PSF D2 eah Bay 120 MPH 150 MPH C/(D**) 30 PSF D1 La Push 120 MPH 150 MPH C/(D**) 25 PSF D2 Forks 110 MPH 140 MPH C 30 PSF D2 Lake Dawn/Foothillsl 100 MPH 130 MPH C D2 Soil bearing. pressure: 1500# p.s.f. R G �I � 1 30 i'1 PK 1. /5 = /N 9.S AP K Frost depth: 12" min. * For elevations greater than 600 ft above sea level, snow load = elev x 0.04. Example: 800 ft elevation = (800 x 0.04 = 32 psf snow load). ** All areas within 600 feet of the marine shoreline are exposure "D", and/ora body of water 5000 feet (.95 of a mile) long, are exposure D (IBC 1609.4) **Ali areas within 1500 feet of the marine shoreline are exposure "D", otherwise, exposure is "C" (IRC R301.2.1.4(4)). " ii• lid � li• � � lid � ilk � � li• �---� ilk iii � -� ��-- ASPECT CONSULTING 3 Geotechnical Considerations and Recommendations 3.1 Seismic Hazards 3.1.1 Surface Fault Rupture Faults that could produce surface rupture in the project area are not well defined and are thought to have recurrence intervals in the range of one to several thousand years.The current state of engineering practice in Washington State is such that surface fault rupture is only considered in extraordinary cases with established evidence or high likelihood that a fault is present within close proximity to the project area;this is not the case for the Site.In our opinion,the relative risk of fault rupture at the surface of the Site is low. 3.1.2 Ground Response Inertial seismic forces are expected to affect the Site and new structures.Appropriate design of structures in accordance with the 2015 International Building Code(IBC)will mitigate - seismic hazards to acceptable risk levels. The IBC requires design for a"Maximum Considered Earthquake(MCE)"with a 2 percent probability of exceedance(PE)in 50 years(2,475-year return period).The United States Geological Survey(USGS,2008)has completed probabilistic ground motion studies and • maps for Washington. Current IBC design methodologies express the effects of site-specific subsurface conditions on the ground motion response in terms of the"Site Class".The Site Class can be correlated to the average standard penetration resistance(SPT)in the upper 100 feet of the soil profile. Based on the results of our subsurface exploration program and using the 2015 IBC criteria, we recommend the Site be characterized by a Seismic Site Class D.� The mapped,maximum considered earthquake spectral response accelerations for Peak Ground Acceleration is relatively high at(PGA)=0.715g,short period(S.)= 1.644g;and for 1-sccond period(S1)=n'560g.Site coefficients for this Site are F.= 1.00,and Fv=1.50. `The maximum consid/ered earthquake spectral response accelerations adjusted for Site Class effects are Sos=1.096g,Sri=0.560g.The peak ground acceleration coefficient(FpoA)is equal to 1.00 for Site equating to an adjusted PGA(PGAM)of 0.715g,which can be used for evaluation of seismic hazards at the Site. 3.1.3 Liquefaction Liquefaction occurs when loose,saturated and relatively cohesionless soil deposits temporarily lose strength as a result of earthquake shaking.The primary factors controlling the onset of liquefaction include intensity and duration of strong ground motion,characteristics of subsurface soil,in-situ stress conditions,and the depth to groundwater. The Washington Department of Natural Resources(DNR,2014)maps the Site having a low to moderate susceptibility to liquefaction.Given the depth the static groundwater,and the relative PROJECT NO.140270•NOVEMBER 25,2014 FINAL 5 3 i i ASPECT CONSULTING density and composition of the soils expected below groundwater,soil liquefaction does not represent a design consideration for the Site. 3.2 Shallow Foundation Design and Construction In our opinion,shallow spread and strip footing,and slab-on-grade construction will be appropriate for the proposed MOB.The following subsections present design and construction recommendations for these elements. 3.2.1 Shallow Foundation Support We recommend footings bear directly on the native medium dense to dense/stiff native soils (older alluvium or glacial till,beneath the fill)or on properly compacted structural fill placed directly over these soils:Footings founded on these soils`can be designed using a maximum allowable bearing pressure of 3000.pounds per square.foot(psf): Maximum allowable bearing pressure may be increased by up to ode:third for short-term ' transient loading conditions such as wind and seismic loading.Exterior footings should-bear below adjacent exterior=grade:for'frost piotection isolated spread footings and continuous strip footings should have minimum widths of 2.5 and 1.5 feet,respectively.This may control the foundation design. Where:structural filLis used beneath footings,it should extend outward an&downward from the outei'edges of the footing(overliuiltJ at an angle no.steeper than];horizontal to.,l,vertical (1H:1 V).Footings should be founded outside of an imaginary I H:1 V plane projected upward - from the bottom edge of adjacent footings or utility trenches.Refer to the Structural Fill section of this report for recommendations regarding subgrade preparation and properly compacted structural fill criteria and materials. 3.2.1.1 Slab-On-Grade Support In concrete slab-on-grade areas,subgrade should be compacted to a relatively firm and unyielding condition and proof-rolled to identify soft or yielding areas.Any soft or yielding areas should be removed and replaced with structural fill. All slabs-on-grade should be underlain by a capillary break layer at least 6 int thick and consisting of clean coarse sand and fine gravel. 1 Vapor transmission through the concrete slab can be an important consideration in the performance of the floor and occurrences of surface moisture or discoloration.The vapor transmission can be reduced through the use concrete admixes and/or placement of a vapor transmission barrier sheeting between the capillary break layer and the bottom of the slab. The identification of alternatives to prevent vapor transmission and meet the performance expectations of the owner is outside our expertise.A qualified building envelope consultant can be contracted to provide specific recommendations. 3.2.2 Shallow Foundation Estimated Settlement We anticipate the site soils,and structural fill placed beneath the footings will respond elastically,with settlement occurring rapidly or shortly after loads are applied. a Considering the allowable bearing pressures,footing subgrade materials,and estimated range of footing width,we calculate total elastic compression settlements will be less than 1-incb. Differential settlement between adjacent footings will be about half of.total. 6 FINAL PROJECT NO. 140270•NOVEMBER 25,2014 N ' ASPECT CONSULTING 3.2.2.1 Foundation Modulus of Subgrade Reaction We recommend using a vertical modulus(Kv,)of 150 pounds per cubic inch(pci)for footings or slabs-on-grade bearing on the medium dense to dense native soils or structural sill ' pad,denoted as Kvr.Note that K,i is appropriate for a 1-foot by 1-foot surface and the initial subgrade modulus used for design(KS)will need to be adjusted based on the width of the footing or slabs-on-grade considered using the follown nation: ' K,=Kvi[(B+1)/(2B)]2 Z 40 K-1 3Z Where B=foundation or slab width(in feet). 6 The predicted settlement from structural modeling using an initial K6 value should be ' iteratively back-checked against geotechnical settlement estimates for a given footing geometry and load. ' 3.2.3 Lateral Shallow Foundation Support Lateral formes can be resisted by passive resistance against the side of the footings and frictional resistance along the base of the footings. a Footings placed against level neat cut medium dense to dense native soils or properly compacted structural fill may use an allowable passive equivalent fluid density of 300 pounds per cubic foot(pcf)for level soil in front of the foundation.This design value includes a ' factor of safety equal to 1.5.The upper l-foot of passive resistance should be neglected for • design. Footings poured on medium dense to dense native soils or properly compacted structural fill • may use an allowable coefficient of friction equal to 0.30.This design values includes a t factor of safety equal ual to 1.5. ' 3.2.4 Foundation and Slab-on-grade Subgrade Preparation Subgrade surfaces should be trimmed neat and the bottom of the excavation should be carefully prepared to avoid disturbance of subgrade soils.Over-excavation,if required, should be completed and backfill prior to placing reinforcing steel bars. ' Structural ill used to replace over-excavated material,or to build up grade,should extend outward and down from the edge of footing or slab-on-grade at an angle no steeper than 1 ' horizontal to 1 vertical(IH:IV). We recommend that subgrade surfaces be evaluated by an Aspect engineer or geologist by proof-rolling the subgrade with heavy equipment or hand probing prior to placing steel and ' concrete,to verify that appropriate Subgrade soils have been exposed and properly prepared. If subgrade surfaces ate open during periods of wet weather, it may be helpful to provide a lean concrete mat or a layer of crushed rock or gravel to help preserve the subgrade. if lean ' concrete is used,a two-sack mix is recommended. If gravel is used to protect the bearing surface subgradc,it should meet the gradation requirements for Class A Gravel Backfill for Foundations,as described in Section 9-03.12(1)A of the WSDOT Standard Specifications. ' Footings and slabs-on-grade should not be placed on frozen subgrades. ' PROJECT NO. 140270•NOVEMBER 25.2014 FINAL. 7 N•I ASPECT CONSULTING ' 3.3 Site Infiltration ' We understand stormwater infiltration is proposed for stormwater management,but that the type,size,and location of stormwater infiltration elements have not yet been defined. In general,we recommend stormwater infiltration occur away from MOB basement walls ' and below the existing fill soils.The fill,and native soils in the upper portion of the site subsurface were observed to have a relatively high and variable fines content.The gradation of these soils appears unfavorable with respect to rapid infiltration rates,and perching may t occur atop less permeable silty sand to sandy silt soil types that exist. We completed grain size analysis on samples collected in MOB-1 (soil boring nearest the proposed MOB development)at a depth of 7.5 feet and 12.5 feet,below the fin soils.We ' used guidance provided in the 2012 Western Washington Stormwater Manual.Based on the results of the grain size analyses,we estimate an initial saturated hydraulic conductivity(Y.Ut law)of about 2.2 inches per hour.Applying a total correction factor(CFT)of 30 percent to ' account for site variability,test method,and degree of influent control to prevent siltation and bio-buildup,we recommended an adjusted design saturated hydraulic conductivity design (V.w".)of about 0.7 inches per hour. ' Appendix B contains the results of grain size analysis testing completed on soil samples collected during the soil boring explorations. 3.4 Earthwork Considerations ' Based on the explorations performed on-Site and our understanding of the proposed • development,it is our opinion that basic excavation and grading can generally be completed ' with standard excavating construction equipment.The following sections further detail earthwork recommendations for the project. 3.4.1 Structural Fill ' Soils placed beneath or around structures and utilities,slabs-on-grade,or below paved areas should be considered structural fill.In these fill areas,we recommend the following: • Structural fill may consist of properly compacted on-site material with some exceptions ' (see Use of On-Site Soils as Structural Fill below)or imported materials.Imported structural fin materials should be evaluated by Aspect prior to use. • Structural fill should only be placed on a relatively firm and unyielding subgrade.The ' exposed subgrade soils should be compacted(in-place)to a relatively firm and unyielding condition to a minimum density of 95 percent of the maximum dry density using the modified Proctor method(ASTM D-1557)prior to placement of structural fill. ' • Structural f ll_should be compacted to a relatively firm and unyielding condition toa minimum.density of 95 percent of the maximum dry density using the modified Proctor: method.(A5TMb4557). I • Structural fill placed against below-grade walls should be compacted to between 90 and 92 percent of the modified Proctor maximum dry density.Care should be taken when ' compacting fill against subsurface walls to avoid overstressing the walls. PROJECT NO.1,0270•NOVEMBER 25,2014 FINAL 9 t L�•Z 1 ' ASPECT CONSULTING • Place and compact all structural fill in lifts with a loose thickness no greater than 12 ` inches when using relatively large compaction equipment,such as a vibrating plate attached to an excavator(hoe pack)or drum roller.if small,hand-operated compaction equipment is used to compact structural fill,fill lifts should not exceed 6 inches in loose thickness. • Control the moisture content of the structural rill to within about 3 percent of the optimum moisture.Optimum moisture is the moisture content corresponding to the ' maximum modified Proctor dry density.Based on our observations and completed laboratory tests,the on-site soils are typically dry of optimum moisture and may need water added prior to compaction. ' • Fill placed in softscape,general grading,landscape,or common areas that are not beneath or around structures,utilities,slabs-on-grade,or below paved areas that can accommodate some settlement should be compacted to at relatively firm and unyielding ' condition. 3.4.1.1 Use of On-Site Soils as Structural Fill The suitability of excavated site soils for use as structural fill depends on the gradation and ' e moisture content of the soil when it is placed.As the amount of fines(the portion passing through a No.200 sieve)increases,the soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Soil ' containing more than about 5 percent fines cannot be consistently compacted to a dense non- yielding condition when the water content is greater than about 3 to 5 percent above or below • optimum. Soil considered for use as structural fill must also be free of organic and other compressible materials. ' • Results of laboratory analysis(grain size analysis)indicate that the majority of the on-site soils have a fines content that is great enough to make it moisture-sensitive when wet,but if ' properly moisture conditioned should be acceptable to use as structural fill,except for as noted below. Topsoil should not be used as structural fill.We recommend this material,or any material ' containing refuse,wood waste,organics,or other deleterious material,not be reused as structural fill. 3.4.2 Temporary Excavation Slopes ' Maintenance of safe working conditions,including temporary excavation stability,is the responsibility of the contractor.All temporary cuts in excess of 4 feet in height that are not protected by trench boxes or otherwise shored,should be sloped in accordance with Part N of ' Washington Administrative Code(WAC)296-155. In general,soils across the Site classify as OSHA Soil Classification Type C.Temporary excavation side slopes are anticipated to stand as steep as 1.511:IV(Horizontal.-Vertical).The ' cutslope inclinations estimated above are for planning purposes only and should be evaluated in the field by a competent person. With time and the presence of seepage and/or precipitation,the stability of temporary ' unsupported cutslopes can be significantly reduced.Therefore,all temporary slopes should be protected from erosion by installing a surface water diversion ditch or berm at the top of the slope.In addition,the contractor should monitor the stability of the temporary cutslopes 10 FINAL PROJECT NO.140270•NOVEMBER 25,2014 TANK G APORIZER ' SPECIFICATIONS OPTIONAL) GROSS CONTAINER 96 O.D. I VOLUME 3120 GAL NET CAPACITY I ' LIOUID 3000 GAL GAS PHASE LPHASE Q FILL VALVE � FILL . VALVE Os-345,300 CU.FT, NTP L Ni=279,300 CU.FT, NTP = , Ar-337,500 CU.FT, NTP 1 G F N NER,05%PER DAY (01) _ EVAPORATION RATE �A �- A Oz 17E5 CU.F T/DAY Nr,-2240CU.FT/DAY Ar-1830 CO.FT/DAY NO LOSS HOLDING TIME N ' (TS PSI RISE) -- Ot-13 DAYS 11 DAYS Ar-12 DAYS ELEVATION VIEW A � 23 WORKING PRESSURE—250 PSI O I/ TANK WEIGHT // 143/4 EMPTY- 15,500 LBS C 1$ FILLED- /� 3j4 ' 02- 44,100 lBS F Nt- 35,70OLBS VAPORIZER - Ar- 50,400 LOS INLET N'h A-PRODUCT WITHDRAWAL(S1PHO A ' W/0 SPECIAL CONNECTION • WOOF (BRONZE) N B-GAS PHASE AUXILIARY CONNECTION I"tIP9(6RASS) N ' C-LIQUID PHASE AUXILIARY M CONNECTION 1'ItpS(BRASS) ItD�. 0-HIGH(BOTTOM) WITHDRAWAL In RATE CONNECTION 1"i1PS N (BRASS) E-HIGH (SIPHON) WITHDRAWAL R RATE CONNECTION 1"ZIPS (BRASS) F-LIQUID FILL CONNECTION G '• ' 11/2•IIPS(BRASS) G VAPORIZER OUTLET 3%q O1PS (BRASS) 54.4 13�4DIh.-3 HOLES EQUALLY SPACED ' BOTTOM VIEW TITLE Cr 2owrsIcp r CONNECTION DIMENSIONS Pa �29/ba KK �TM— 3 00 STD TANK APPV�J ex4T eNeere " LINDE DIVISION �rO/� ' C f ENGINEERING DEPARTMENT C- 669862 TONAWAMOA. now YO"K 6 � An ALin osp)aera of S:eellsnee FT WESTERN SERVICE CENTER 8•—Q" TM-3000 TANK eve e ev0 e An Atmosphere of Excellence Container MAWP 250 psig Weight Empty 15,500 pounds Full Oxygen 44,100 pounds Nitrogen 35,800 pounds Argon 50,400 pounds Capacity Gallons 3,000 Cubic Feet (gas) Oxygen 345,200 Nitrogen 279,200 Argon 337,200 PRESSURE VESSEL 1S FABRICATED PER ASME 'BOILER AND PRESSURE VESSEL CODE' SECTION VIII. FOR UNFIRED PRESSURE VESSELS. ALL MATERIALS FOR FABRICATION MEET THE IMPACT TEST REQUIREMENT OF BUSINESS PARAGRAPH UG-84 OF THE ASME CODE. CONFIDENTIAL NOT FOR CONSTRUCTION r0' fJlt^NfY L.5 clr- 31.>1371!'•OiVISCO fpwl.LGSTOa'3 ' B SHEET 612 COMPi CTEO !0.1•I NJD, R'c D SHI11t 1:IWl]j CHAllieD afd PAo o4N'if1A'RCN'�'f✓N/1:. _ ECONonf2ER 10P1E. '70 SHC(TS 11613.0 lD fO"TI: CAW."% H- ;•Nal. �IQ,QI jH I/i•$ 11 _- ,�- per '- C °I10CJCi0,aTA10RAT10N RAT, WAS A �jN!1,; : •3•PDpcD !4 i -- Oa )02�,NA 5400,4 Af Ji00 CUit/OAt 7y // 1 b11 F.Ei$1 1514 1' AOD ,FTY+ .,..•� x • a .r.T, AtTalraewH •Ta TANKf Pro •caVAPORIZER SPECIFICATIONS GROSS CONTAINER \ 600-0. VOLUME 570 GAL u NET CAPACITY LIOUID 530 GAL GAS PHASE LIQUID PHASE x ! FILL VALVE FILL_ VALVE 0,- 61j000 CU.FT, NTP L--1�-�, 1 UOD N,.- 4q,300 CU.FT, NTP �cl ' Ar•- Sc6&00 CU.F T, NTP G F In NER,0.55 yPER. DAY (02) EVAPORATION RATE reap _ 01-33` CU.F T/DAYS Ni-435 CU.FT/DAY 8 Ar-355 CU.FT/DAY NO LOSS HOLDING TIME — (75 PSI RISE) 01-11 DAYS 3 N3- q DAYS 213/4- ELEVATION VIEW Ar-10 DAYS 17/2 WORKING PRESSURE-250 PSI 3�2 TANK WEIGHT IO EMPTY- 5,560 LEIS 0 F FILLED- VAPORIZER INLET , 0,- 10'51O LOS y� N1- q,OCO LBS I Ar- 11,6&0 LOS : A I I A=PP•ODUCT WITHDRAWAL (SIPHON 19 �� 1 %'//� SPECIAL CONNECTION C 59'OOF (BRONZE) I D , B_r A5 PHASE AUXILIARY J �! CONNECTION CIIP$(BRASS) (_'LIQUID PHASE AUXILIARY CONNECTION 1•HPS(BRASS) 0-HIGH(BOTTOM) WITHORAWAL � RATE CONNECTION I"ZIPS (BRASS) E'14I6I1 (SIPHON) WITHDRAWAL \NI3- \ I i4 DIA,-3.HOLES RATE CONNECTION IHIIPS (BRASS) I b j � _ (y Y EQUALLY I'-LIQUID FILL CONNECTION \ - -� SPACED II/2'IIPS(BRASS) L $l- �._•- ' G VAPORIZER OU?LET G L I � BOTTOM VIEW 3/q 01PS (BRASS) rl � 2 TITLE CY DATE CONNECTION ,DIMENSIONS PB. 1768 R TM- 500 STD TANK APPV'O SHEET 8NlET6 E LINDE DIVISION ' 1 ENG/HEEDING DEPARTMENT C- 669862 TONAWANnA, NCW TOOK -6- I T SG-20HF VAPORIZER An Al.neeph- of gzvs,tence (THERMAX INC.) WESTERN SERVICE CENTER 1'-10%" 1' 0 0 o o 1' V-103/811 r ' 9y2., l GONSEQV NOTE: WEIGHT IS 135 LBS. WITH NO LOAD MATERIAL OF CONSTRUCTION — ALUMINUM DESIGN PRESSURE: 450 PSI DESIDN TEMP: —425'F TO 150'F 2' Sn %. IGED wE1GNT = $ 76 lbs. BUSINESS III JL lu I CONFIDENTIAL NOT FOR CONSTRUCTION S Gordin Struduml Design 8 POH-GAL LOX-VT42.5.)dsm , Engineering Services(SGE) www.sgeconsu ling.corn 8116/2016 Tel.(949)552.5244 no 3K VERT VESSEL ' (01VAP)c �fDiCA( GE FOOTING DESIGN,VESSEL V= 3,000 Gallon LOX Project:Providence Olympic Hospital Location: Part Angeles.WA SGEB:416.070.625 LOADS i ) i PS PW I H SEISMIELEVATION FORC Hs W m Hs=(H+hut= 925ft Z it 2 h , SEISMIC LOAD WIND LOAD ' TANK ELEVATION TANK DATA BY OTHERS, EMPTY WEIGHT.We=15.50 / K SHELL DIAMETER D=8.00 FT REFER TO SHT. FULL WEIGHT,W1=44.10 Y K SHELL THICKNESS Is=0.33 / IN HEIGHT H=16.00 FT ANCHOR CIRCLE DIAMETER Oa=7.67✓/ FT HEIGHT h=2.5 ✓ FT NUMBER OF LEGS OR ANCHORS NL=3 © SQUARE BASE SIDE(LAB BASE ONLY)BB=0 IN - SEISMIC LOAD-FULL VESSEL FUNDAMENTAL PERIOD ASCE 7 IISAA GUIDELINES FOR SEISMIC EVALUATION AND DESIGN OF PETROCHEMICAL FACILITIES 2ND EDITION.P.94 SHELL HALF-LENGTH LS LS=(H-hut 81 IN MODULUS OF INERTIA ' SHELL IS 113.930 IW LEGS.TOTAL IL 934 IN' K1 WLS 0 Wo K2 IUIS 0 008 LAT DEFL @ CG UNDER Wf DELTA VVI'LS31(3-E•IS)'[1+K1'(K1'+3'K1+3uK2) 046 IN , FUNDAMENTAL PERIOD T 2'(Pl)'(DELTAfgP' 0.216 SEC >0.06,NON-RIGID STRUCTURE 2012 IBC-2013 CBC&ASCE 7-10 Chapters 11,12,13,15 IC= 1.5 ASCE 7 TBL 1.5.2 OK ' IP__ 1.6 ASCE 713.1.3 FA= 1.000 CBC TBL.1613.5.3(1) R= 2 ASCE 715A-2 FV- 1.600 CBC TBL.1613.5.3(2) LH__ 0 AT GRADE AP= 2.5 ASCE 7 TBL 13.6-1 SMS=FA'SS= 1.644 ASCE 7 11.4.1 ' RP= 2.5 ASCE 7 TBL 13.6-1 SM1=FV'S1= 0.840 ASCE 711.4.2 AI'AX= 0 ASCE 713.34 SDS=(w3pSMS= 1.096 ASCE 711.4.3 SITE DATA SDI-(213rSM1= 0.560 ASCE 711A-4 ' LATITUDE,LONGITUDE 48.1161-N,123AI62-W TO=0.2-SOIISDS= 0.10 O." ASCE 711A.6 SS= 1.644 TS=SDIISDS= 0.51 0.22 ASCE 711A.6 S1= 0.560 SITE CLASS D OK ' SEISMIC DESIGN CATEGORY D ASCE 7 TOL.I I A-1,-2 RISK CATEGORY 4 ASCE 7 TOL.111.6-11,-2 10 S.Gordn Structural Design& ( 1`� POH-GAL LOX-VT42.5.wsm Engineering Services(SGE) vmw.59ec"Uhvrg.cam 8116!2016 ' Tal.(949)552.5244 3K VERT VESSEL AS VESSEL(ASCE)STRUCTURE: ASCE 7 CHAPTER 12,&15.4 YIN Y ASCE 7 16.4.1 SDS1(Rll)= 0.822 ASCE 7 12.8.2 SD1fr1(RA)= 1.945 ASCE 7 12.8.3 0.044'rSDS= 0.072 ASCE 7 SUPPL 2 WF/(WF+WPAD)>=0.25 DESIGN PER CHAPTER 15 13.1.1, ' 0.6•S11(RA)= NIA ASCE 7 1228 WF/(WF+WPAD)cO.25 I DESIGN PER CHAPTER 13 15.3 >= 0.01 ASCE 7 12.8.5 CS= 0.822 ASCE 7 12.8.1 AS NON-BUILDING STRUCTURE: ASCE 7 CHAPTER 15 CHAPTER 16 YIN Y ASCE 7 13.3-1 >= 0.03 ASCE 7 16A-1 0.8'S11(R1)= NIA ASCE 7 16.4.2 NON-RIGID STRUCTURE ' 0.rSDS"1= NIA ASCE 7 16.4-6 CS= 0.030 AS NON-STRUCTURAL COMPONENT: ASCE 7 13.3 ' CHAPTER 13 YIN N ASCE 7 13.1.6 0.4'AP•SDS'(1+rZ1H)f(RP11P)= NIA ASCE 7 13.3-1 (AI'AXpAPJ(RP11P)- WA ASCE 7 132-4 <=1.6'SDS*Wu NIA ASCE 7 13.3-2 ' >=MrSIDWIP= NIA ASCE 7 13.3-3 CS= WA SEISMIC COEFF CS= 0.822 SEISMIC FORCES ON THE VESSEL,USD • + DUE TO BASE SHEAR Eh= 0J822 W= 36.26 K O DUE TO VERTICAL COMPONENT Ev=O rSDS'I= 0.328 W a 14.50 K TOTAL SEISMIC EFFECT E=Eh+Ev=Z49. 50.75 K ' + SEISMIC MOMENT MP=Eh'(Hs)n 335 R-K @ TOP OF PEDESTAL SEISMIC LOADS PER LEG TENSION Te= (0.9(1M}Ev))INL-4MPI(NL'Da)= UPLIFT @ TOP OF PEDESTAL ' COMPRESSION -Cs=(1.2wf+Ev))INL+4•MPI(NL•Da))= 80.76 K @ TOP OF PEDESTAL SHEAR Vs=Eh4(NL-NCyNL)= 12.08 K BASEPLATE ANCHORS RESIST SHEAR '/ SEISMIC FORCES ON THE VESSEL,ASD -L Eha-Eh 11A 0.587 W= 2S.9 K ' Eve-Ev/1A= 0235 W= 10.4 K MPA-Eha•Hs= 240 ft-4K( @ OF PEDESTAL SEISMIC LOADS PER LEG TENSION Ts asd- (0.6(wl)-£va))NL.4MPA/(NL'Da)_ -36.27 K UPLIFT 0 TOP OF PEDESTAL ' COMPRESSION CS asd a(Wf+Ev)yNL+4•MPA/(NL'D8)= 59.79 K @ TOP OF PEDESTAL SHEAR Vsa=Ena/(NL)= 8.63 K @ BASEPLATE OTHER FORCES ASD FACTOR LRFD LATERAL FORCE 0 0 K ' LATERAL FORCE ELEVATION 0 1A FT MOMENT&TOP OF PEDESTAL 0 0 K-FT SEISMIC SLIDING(ANCHOR SHEAR)ANALYSIS,LRFD AISC STEEL DESIGN GUIDE 1 P.30 ' SIDE OF EQUIV.SQ'FRAME" L FT 0.77Da 5.91 MAX EQUIV PRESSURE COMPRESSION qc K/FT (0.9'(Wf)+Ev)y(4'L)+MP/(4/3•L2) 8.3 CONSERV(0.9 D) TENSION qt K1FT -(0.9'(Wi)-Ev)y(4'L)+MPI(413'0) 6.1 ' LENGTH OF ZONES COMPRESSION XC FT gCf(gc+qt)'L 3.4 Coefficient of fAct(on:KFR=0.67.(steel TENSION XT FT L-XC 2.5 on dry concrete) TOTAL COMPRESSION,MIN CO K (L+2•XC/2)'gc 76.9 Ref.Rabbet&Russel FRICTION COEFF KFR 0.35 "Friction Coefficient of Steel on ' SEISMIC CLAMPING FORCE PCL CO'KFR 26.9 Concrete or Grout' SAFETY FACTOR Journal of Structural Engineering,ASCE PERMISSIBLE SFP 1.10 1989 CALCULATED SFC PCL/Eh 0.74 ANCHORS RESIST SHEAR ACTUAL SFA 0.57'KFR'SFC 1.21 ' LEGS IN COMPR ZONE NC (L+2•XCN(4L)'NL 2.00 ! i S.Gofft Struchnl Design 8I j POH-GAL LOX-VT42.5.xLvn ' Enginee161g SeMces(SGE) wrw.sgemsufft.com 9125/2018 Tel.(949)532-5244 3K VERT VESSEL ' WIND IBC 2012-2013 CBC SECTION 1609,ASCE 7 SECTION 29 VALUE NOTES ASCE 7 REF , RISK CATEGORY-IV OK TBL.1.6.1 T=0.22 SEC f a 11=4.83 HZ RIGID STRUCTURE BASIC WIND V=150 MPH 26.5.1 , EXP.CATEGORY D 26.7 DIRECT.FACTOR KD- 0.95 O TOL.2BA-1 KZ=1.0419 TBL.29.3-1 H=16.00 FT ALPHA-11.6 ' ZG-700 GUST FACTOR= 1 28.9.1 SITE FACTOR KZT=1.00 CHECK TOPO-FLAT SITE 26.82 QZ=57.01 PSF OZ=0.0025WKZ•KZT•KD'V2 EQ.29.3-1 ' HID=2.00 D•(SQRT QZ)=SOAO OK SHAPE(SOR OR CYL j-CYL SURFACE SMOOTH , CF=0.52 FIG.29.5.1 F-Q2'G'CF ■ 29AG PSF, USE 30 PSF 06 PSF OK E4 29.5-1 LRFD , TOTAL WIND SHEAR Pw=F•D•(H•hy1000= 324 K SEISMIC GOVERNS -Q-� TOTAL WIND Off MOMENT Mw=Pw•(H+hy2= 29.97 R-K SEISMIC GOVERNS LOAD PER LEG TENSION Tw1- 0.9'(WeyNL-1.8.4*Mw/(NL'Da)= -0.56 K SEISMIC GOVERNS SHEAR ACTS WITH TENSION Vwt-PwRNA)= 0.00 K UPLIFT ' • Use coda oresumotlre so9 velum with 113 Wmvass YIN ASD N -+ w- 1.0 IBCICB'C 1808.1 TOTAL WIND SHEAR Pwa=PWMA*w 2.03 K SEISMIC GOVERNS TOTAL WND Off MOMENT Mw=Pwa'(H+hy2= 18.73 R-K SEISMIC GOVERNS ' WIND SLIDING(ANCHOR SHEAR)ANALYSIS,LRFD EMPTY TANK + MAX EQUIV PRESSURE COMPRESSION qc KIFT 0.9•(WeN(4•L)+MWO/3•0) 12 TENSION Qt KIFT 0.9'(Wey(4-L)-Mw!(4f3'L2) 0.1 ' LENGTH OF ZONES COMPRESSION XC FT gd(gc+qt)'L 5.7 TENSION XT FT L-XC 0.2 TOTAL COMPRESSION,MIN CO K (L+2'XC/2)'gc 14.3 ' FRICTION COEFF KFR 0.35 SEISMIC CLAMPING FORCE PCL CO'KFR 5.0 SAFETY FACTOR PERMISSIBLE SFA 1.10 CALCULATED SFC PCUEh 1.54 CLAMPING RESISTS SHEAR , ACTUAL SFA 0.67•KFR'SFC 2.51 LEGS IN COMPR ZONE NC (L+2-XCy(4L)'NL 3.00 SUMMARY DATA FOR FOOTING&CONCRETE DESIGN DMIA , SEISMIC WIND LATERAL FORCES ALONG XX(SHORT SIDE OR LONGIT DIR) K VX 26.89 2.03 YY(LONG SIDE OR TRANSV.DIR) K VY 26.89 2.03 MOMENT AT TOP OF PEDESTAL ' XX(SHORT SIDE OR LONGIT DIR) FT-K MY 239.51 18.73 YY(LONG SIDE OR TRANSV.DIR) FT-K MX 239.61 18.73 VERTICAL SEISMIC FORCE K V2 10.36 0.00 FOOTING WEIGHT K WF 66.61 ' PMENT WE EMPTY K WE 15.50 15.50 FULL K WO 44.10 44.10 CG ELEVATION ABOVE PEDESTAL FT HCG 9.25 MAX COMPR FORCE LEG LRFD K C 59.79 ANCHOR CIRCLE DIAMETER FT DA 7.67 ' EOUIV OR ACTUAL DIMENSIONS FOOTPRINT OR BASEPLATE WIDTH BO IN 46.02 LENGTH LO IN 79.90 LEG BASEPLATE SO.SIDE BBP IN 15.00 ' /2- � THIS PAGE � INTENTIONALLY � . . LEFT BLANK i � i3 I S.Gordin Structural Design& POH-EQUIPMENT GAL LOX-AC57.1cism j Engineering Services(SGE) RA, 3K LOX Irvine CA 0� Tel.(949)552-5244 811712016t ANCHORAGE TO CONCRETE - EPDXY ANCHOR -- HILTI HIT-HY 200 ' C IBC 2015(2009 OK),CBC 2013(2010 OK) REFERENCES D ACI 318-14108 OK),INCL APP D E ICC ESR 3187'(July 2015) DESIGN PARAMETER .NAME FORMULA OR SWITCH VALUE i UNIT' 7 , COMMENT REFERENCE REFERENCE FORCES&CONDITIONS FACTORED PULLOUT FORCE Nnt 49.89 K O I I FACTORED SHEAR FORCE Vn1 12.08 K OPTIONAL FORCE FACTOR KF 1.00 TEMPERATURE(°F)AND TEMPERATURE RANGE T 130 E TBL 14 E TBL 14 DESIGN PULLOUT FORCE Nan Nni'KF 49.89 K ' DESIGN SHEAR FORCE Vn Vnl,"KF 12.08 K SDC C-F D D.3.3.4.4 D 17.2.3.4.4 SEISMIC COEFF(TENSION,CONCRETE ONLY) ksdc 0.75 D D.3.3.4.3(d) D 17.2.3.4.3(d) ' SHEAR FORCE FACTORED BY 0 YIN D N FACTOR DESIGN FORCES BY 0 YIN O N 1.00 OK. CONCRETE STRENGTH(NWC) Tc 4.500 PSI INSTALLATION CONDITION DRY="O"; WET/SATURATED=W" w D D.6.1.3 D 17.5.1.3 ' GROUT PADS(SHEAR STEEL ONLY) kg Y 0.80 CRACKED CONCRETE YIN N GEOMETRY M OF ANCHORS IN THE GROUP,EFFECTIVE STEEL 8 CONCRETE,TENSION nt 1.00 4 CONCRETE,SHEAR nv f.00 006 STEEL,SHEAR ns 1.00 , ALONG LOADED EDGE NALE 1.00 DIAMETER ANCHOR da �J� 1.250 IN INSERT d C�� 1.250 IN , SPECIFIED STRENGTH OF STEEL ANCHOR,TENSILE fut 125 KSI F1554 GR 105 OR SIM ANCHOR,YIELD fy 105 KSI OK fyl-125,000.PSI:fyI =1.9fy 1.9fy 200 KSI luta 125 KSI , INSERT,TENSILE ful 125 KSt ANCHOR,YIELD ty 105 KSI INSERT/ANCHOR(S)EMBEDMENT,ASSUMED hef 25.00 IN OK INSERTIANCHOR EMBEDMENT,MINIMUM hef min C:::� 5.00 IN E TBL 14 E TBL 14 ' PAD THICKNESS.MINIMUM tp' 27.50 IN E TEL 12 E TBL 12 PAD THICKNESS,ASSUMED tp 28.00 IN OK ACTUAL SPACING O DIRECTION 1(MINIMUM) s1 60.00 IN ' DIRECTION 2(MAXIMUM) s2 60.00 IN 0 ALONG LOADED EDGE SL 60.00 IN MIN,ANCHOR SPACING smin 7.50 IN FOR-1 E TBL 12 E TBL 12 3hef 75.00 IN AVAIL.WIDTH OF HALF-PYRAMID BASE wpa 12.00 FT ' ANCHOR EDGE DISTANCE 1/ DIRECTION 1 01 38.00 IN OK cit 60.00 IN OK O DIRECTION 2 c21 � 55.00 IN OK ' C22 80.00 IN OK 1.5hef 37.50 IN ACROSS SHEAR FORCE CIA 55.00 IN C2A 60.00 IN ✓/ PARALLEL TO(ALONG)SHEAR FORCE Ct 38.00 IN ' I MIN.EDGE DIST cmin 6"d 7.50 IN r0_71 D.8.3,D.BA 17.7.3,17,7.4 (_ l S.Gordin Structural Design& POM-EQUIPMENT GAL LOX-AC57.xlsm ' Engineering Services(SGE) 3K LOX Irvine CA Tel.(949)552-5244 8/17/2016 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUEUNIT! ? '• COMMENT REFERENCE REFERENCE STEEL STRENGTH,TENSION ANCHOR INSERT THREADS PER INCH 111 7.00 ' EFFECTIVE AREA Ase- /4(0-.9743Nd)2 0.9691 IN, NET AREAS NET AREAS NOM.STRENGTH OF ANCHOR GROUP-STEEL Ns W(Aseguta 121.14 K STEEL STRENGTH REDUCTION FACTOR 06 0.75 D 5.1.2 D 17.4.1.2 DESIGN STRENGTH,STEEL OS'NS 90.85 K NS1 90.85 K NS2 1.2NS1 145.37 K CONCRETE BREAKOUT STRENGTH,TENSION PROJ.AREA OF TENSION FAILURE SURFACE FOR ANCHOR GROUP n1=1 CLOSE TO EDGE AN1c (c1+1.5fmI)(2'1.6hef) - IN2 0<1.6hef D D.5.2 D 17.4.5.2 m=1 AWAY FROM EDGE AND %we 5,625 IN2 0>1.5hef ' fd=2 CLOSE TO EDGE AN2c (c14s1+1.5hef)(2.1.5hef) - IN2 c1<1.5het, st<3hef M=2 AWAY FROM EDGE AN2a (st+3'hef)(Whef) e124.6hef,81c3hef nt=4 CLOSE TO EDGE AN4c (c1+s1+1.5hef)' 1142 c2<1.5hef,sl-*W, '(c2+s2+2'1.W s2<3hef 2 0>1.51W,c2>1.5hef, ' nt=4 AWAY FROM EDGE AN4a (s1+3?*f)(s2+3*IwQ IN s1<3hef.s2<3hef WANO 5,625 AN -WAND 5,625 IN2 kc 24 UNCRACKED E TOL 12 E TBL 12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb kc'(Pc)'Q'(hefr' 201.26 K D D-6 D 17.4.2.2a ECCENTRICITY OF PULLOUT FORCE a Nt 0.00 IN eIN2 0.00 IN a MODIFICATION FACTOR FOR ECCENTRICITY +1 I 11+2e'N/(3he0T' 1.00 D D-8 D 17.4.2.4 *12 11+2e Nf(3hef)T' 1.00 4.1 +11'+12 1.00 ' MODIFICATION FACTOR FOR EDGE EFFECT 1.00 ct>a1.5hef D 0-9 D 17.4.2.50 cl<1.5hef D D-10 D 17A.2.5b +2 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE +3 IF(1,<f,)=1.25,1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGTH ' FOR SINGLE ANCHOR NCI) (AWAN0)(+21(+3)Nb 251.56 K DD-3 D17.4.2.ta FOR GROUP OF ANCHORS Ncbg (/W/ANO)(+1)(+2)(4.3)Nb 251.56 K D D-4 0 17.4.2.1b STRENGTH REDUCTION FACTOR mCi 0.75 D D.4.3(a) D 17.3.3(b) ' DESIGN BREAKOUT STRENGTH oci'Ncbg 188.67 K CONCRETE PULLOUT STRENGTH,TENSION MIN.EMBEDMENT helm 5 IN E TOL 12 E TBL 12 MINIMUM SPACING smin 7.50 IN E TBL 12 E TBL t2 BOND STRENGTH IN CONCRETE 71 <=241(hefYc)"21(n'd) 1,670 PSI UNCRACKED E 4.1.10.2 E 4.1.10.2 kcc MAX(3.1-0.7hftW:I A) 2.32 E 4.1.10.2 E 4.1.10.2 CRITICAL EDGE DISTANCE cac hef'(r II1,160)04'keC 28.92 IN E 4.1.10.2 E 4.1.10.2 cna 10da•(7-uacr11,100f' 15.40 IN DD-21 D17.4.5.1d GO MIN(cac,are) 15.40 IN ' MODIFICATION FACTORS FOR: POST INSTALLED ANCHORS +cm 1.00 cm)ntarl D D-26 D 17.4.5.5a cmiNcel cmtn<cc1 O D-27 D 17.4.5.5b EDGE EFFECTS +m„„ 1 emblkml D D-24 D 17.4.5.4a ' 0.7+0.3'cminfeel NIA emin<cet D D-25 D 17.4.5.4b FOR ECCENTRICITY +w, 1.00 NO ECCENTRICITY D 0.23 017.4.5.3 STRENGTH REDUCTION FACTORS: FOR BOND IN SETS.CATEGORIES C-F an 1.00 E TBL 14 E TBL 14 ' STRENGTH REDUCTION FACTOR 01 0,55 E TBL 14 E TBL 14 t I S.Gordin Structural Design& POH-EQUIPMENT GAL LOX-AC57.xlsm Engineering Services(SGE) - 3K LOX Irvine CA ' Tel.(949)5525244 NAM 8117/2016 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNIT ? COMMENT REFERENCE REFERENCE ' PULLOUT,CONTINUED IT.CONTINUEDPROJ.AREA OF PULLOUT FAILURE SURFACE FOR ANCHOR GROUP a1=1 CLOSE TO EDGE AN1c 1 (c11+c12Xc21+c22) IN2 Ct<cct 00.5.5.1 D 17.4.5.1 nt=1 AWAY FROM EDGE ANO 1 (2-eac)2 949 IN' c0cct , nt=2 CLOSE TO EDGE AN2c 1 (c11+s1+c12)(c21+c22) IN' ct<cct;st<2cc1 n1=2 AWAY FROM EDGE AN2c 1 IN' ctacel;s1<2eel cl n1=4 CLOSE TO EDGE AN4c 1 (cl1+s1+c12)(c21+s2+c22) IN' <ccl C2<tet; s12ct1;s2<2cc1 nt=4 AWAY FROM EDGE AN4a 1 IN' sl<<cccl>cc .c2�co1, ' 2ect;s2<2eC1 WANO 949 IW AN 1 <=n-ANO 1 949 IN2 NaO 7-1'rr-d-hel-r115 164.0 K 0 D-22 D 17.4.5.2 , NOMINAL STATIC PULLOUT(BOND)STRENGTH FOR SINGLE ANCHOR Na (ANI/ANOI)-16eD, 4 come NaO 164.0 K D D-18 0 17.4.5.1a FOR GROUP OF ANCHORS Ncbg (AN11AN01)-+mm 4'ocme y�NaO 164.0 K 0 D-19 D 17.4.5.1b ' DESIGN PULLOUT STRENGTH d1-Ncbg 90.2 K ANCHOR GROUP TENSION STRENGTH STEEL Ns 90.9 K CONCRETE Ne 90.2 K DUCTILE STEEL ANCHOR YAV Y ' STEEL STRENGTH GOVERNS YAV N CONSERV.,NO SUPPL REINF.,COND 8,YIN Y FACTID TENSILE STRENGTH,ANCHOR GROUP M1N(Ns.Ne keds) 67.64 K SHEAR STEEL STRENGTH IN SHEAR Vs ns-kg-n-0.61Ase1fut 58.15 K D D-29 D 17.5.1.2b , REDUCTION FOR SEISMIC SHEAR 0.70 E TBL 11 E TBL 11 STRENGTH REDUCTION FACTOR STEEL os 0.60 E TBL 11 E TBL 11 CONCRETE o0 0.70 E TBL 12 E TBL 12 ' CONCRETE BREAKOUT STRENGTH(SHEAR) SHEAR FORCE PARALLEL TO EDGE YIN ksd Y 2.00 SHEAR FORCE ECCENTRICITY eV 0.00 OK MODIFICATION FACTORS FOR SHEAR STRENGTH: FOR ECCENTRICITY +11w I1+2-e1v/(3-Ct)T1s1 1.00 NO ECC O D-36 D 1 .52.5 , EDGE EFFECTS dw ea2lea121.5 0 D-37 01 7.5.2.6a 0.7+0Xemintod 0.99 eafta,1.5 0 D-38 0 17.5.2.6b FOR TENSION IN THE ANCHORING ZONE CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR>=d4 N *r 1.40 D D.6.2.7 D 17.5.2.7 • ha/c121.5 Ye„ 1.43 ha/d<1.5 0 D-39 D 17.5.2.8 1.43 ' LOAD BEARING ANCHOR LENGTH,SHEAR Le 10.00 IN L<=8d0 1.5cl 57.00 IN PAD THICKNESS Ip 28.00 IN DEPTH OF SHEAR FAILURE HALF-PYRAMID BASE dp MIN(1.50,1p) 28.00 IN ANCHOR SPACING ALONG LOADED EDGE SL 60.00 IN , cet EDGE DISTANCE ACROSS SHEAR FORCE ea 55.00 IN cd MIN(1.50.c2,tp) 28.00 IN BASIC BREAKOUT STRENGTH.SINGLE ANCHOR 7(Le/df S(d)7 2(fc)'c(c1)15 186.403 K D D-33 D 17.5.2.2. VD8(fc)112(ct)'S 141.42 K D D-34 D 111.5.2.2b 141.42 K 0 OF ANCHORS ALONG LOADED EDGE NALE 1.00 ' � 6 ' S.Gordin Structural Design& pht "Hk POH-EQUIPMENT GAL LOX-AC57.xlsm Engineering Services(SGE) 3K LOX ' Irvine CA Tel.(949)552-5244 811 IM% DESIGN PARAMETER I NAME FORMULA OR SWITCH VALUE UNIT ? COMMENT REFERENCE I REFERENCE SHEAR,CONTINUED WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP 2'1.5c1+(NALE-1)'SL 56.00 IN ' c1a+1.5c1+(NALE-1)'SL 112.00 IN wp cta+c2+(NALE-1)'SL 115.DO IN 5600 IN SINGLE wpt MIN Iwp,3c1,(cta+c2s)) 56.00 IN ' DESIGN WIDTH OF HALF-PYRAMID BASE GROUP wpd MIN(wpa,wp) 56.00 IN AREA OF SHEAR FAILURE HALF-PYRAMID BASE I SINGLE 1,568 IN? ACTUAL AV dp'wpd 1,568 IW SINGLE, CONCRETE AWAY FROM EDGES AVO 4.5tr� 0<=1.5he1 6,328 INS D D-32 D 17.5.2.1c FREE FIELD PYRAMIDE SIZE LIMITED BY hef NOMINAL CONCRETE BREAKOUT STRENGTH ' AWAVO(3'Epy`YEcv'4'Ini)Vb 69 K D D-30 D 17.5.2.18 ANCHOR GROUP AVIAV0(9't+tcy'+w 'YM,)Vb 69 K D 031 D 17.5.2.1b CONCRETE PRYOUT STRENGTH IN SHEAR 0 D.6.3 D 17.5.3 kCp 2.00 hef>=2.5IN D D40 D 17.5.3.1a PRYOUT STRENGTH,SINGLE ANCHOR Vcp kcp'Ncb 503.12 K D D41 D 17.5.3.1b PRYOUT STRENGTH,ANCHOR GROUP Vcpg kcp•Ncbg 503.12 K ANCHOR GROUP NOMINAL STRENGTH,SHEAR STEEL Vs d s"Vs"a Ys 24.42 K a CONCRETE Vc oc"VC"a vc 33.94 K DUCTILE STEEL ANCHOR Y/N Y STEEL STRENGTH GOVERNS YM Y CONSERK,NO SUPPL REINF.,COND B,YM Y FACTORED SHEAR STRENGTH,GROUP OV MIN(Ns,Nc) 24.42 K .OK STRENGTH DESIGN INTERACTION SUMMARY 0D.7 Diz6. KN (Nu/FNn)<=1.0 0.74 NOW D DJA D 17.6.1 KV (Vu/FVn)<=1.0 0.49 D D.7.2 D 17.6.2 (NuIFNn)»+(Vu1FVn)':S1 0.91 RD 7 R17.6 ' DUCTILE STEEL TO GOVERN PER ANCHOR GROUP Ina a 1) NOMINAL SHEAR STRENGTH,STEEL VS 58.15 K NOMINAL SHEAR STRENGTH,CONCRETE VC 69.26 K SHEAR DEMAND V 12.08 K NOMINAL TENSILE STRENGTH STEEL TSU 145.37 K D D.3.3.4.3al 017.2.3.4.381 CONCRETE,BREAKOUT TCUI 251.56 K CONCRETE,PULLOUT TCU2 163.98 K CONCRETE,MIN TCU 163.98 K TENSILE DEMAND T 49.89 K ' UTILIZATION(DEMAND-TO-CAPACITY RATIOS( SHEAR.STEEL kvs VNS 0.208 SHEAR,CONCRETE kvc VNC 0.174 TENSION,STEEL kts TITS 0.343 TENSION,CONCRETE ktc TrrC 0.304 D RD.3.3.4.3 D R17.2.3.4.3 TOTAL,STEEL KS kvs+kis 0.551 TOTAL,CONCRETE KC kvc+ktc 0.479 OK STEEL 6OVERN5 BASEPLATE HOLE,TOP NUT,AND WASHER RECOMMENDED HOLE DIAMETER: dh 2 1116 IN RECOMMENDED TOP WASHER SIZEIDIA atw 3 IN I AISC 14TH I AISC 14TH RECOMMENDED TOP WASHER THICKNESS dtw 112 IN TBL 144 TBL 14-2 S Gwom Stwural Design 8 iPOH•GAL LOX•VT42.5.?dsm , Eng neering Services(SGE) www.sgeconswling.com 811712016 Tel.(949)552-5244 500 GAL VERT VESSEL ' FOOTING DESIGN,VESSEL V= 625 Gallon Lox Project Providence Olympic Hospital Location:Port Angeles.WA SGEtt:416.070.825 LOADS P5 Pw ELEVATION OF THE H N s i SEISMIC FORCE He W c Hs=(H+h)/2= 5.98 it + x ? 'h _ SEISMIC LOAD WIND LOAD , TANK ELEVATION / TANK DATA BY OTHERS, EMPTY WEIGHT,We=5.50 V� K SHELL DIAMETER D=6.00 V/ REFER TO SHT. FULL WEIGHT.Wf=10.55 ✓/ K SHELL THICKNESS IS=0.19 IN HEIGHT H=15.47I// FT ANCHOR CIRCLE DIAMETER Da=4.67 �FT ' ® HEIGHT h=2.5 ✓ FT NUMBER OF LEGS OR ANCHORS NL=3 LX SQUARE BASE SIDE(LAB BASE ONLY)BB=0 IN SEISMIC LOAD-FULL VESSEL FUNDAMENTAL PERIOD ASCE 715A GUIDELINES FOR SEISMIC EVALUATION AND DESIGN OF PETROCHEMICAL FACILITIES 2ND EDITION,P.94 SHELL HALF-LENGTH LS LS"h)I2 77.8125 IN MODULUS OF INERTIA SHELL IS 15 858 IN, LEGS,TOTAL IL 405 IN4 Kt hILS 0 386 K2 ILAS D 026 LAT DEFL @ CG UNDER W( DELTA WMLS31(3-E'IS)1I+Kt'(K72+3'K1+3)AC2) 024 IN FUNDAMENTAL PERIOD T 2'(PI)'(DELTAI9)05 0.156 SEC >0.06,NON-RIGID STRUCTURE 2012 IBC-2013 CBC&ASCE 7-10 Chapters 11,12,13,16 IC= 1.5 ASCE 7 TBL 1.6-2 OK IP__ 1.5 ASCE 713.1.3 FA= 1.000 CBC TBL.160.6.3(1) R- 2 ASCE 716A-2 FV= 1.500 CBC TBL.1613.6.3(2) ZIH= 0 AT GRADE AP= 2.6 ASCE 7 TBL 13.6-1 SMS=FA'SS= 1.644 ASCE 7 11.4.1 Rpm 2.5 ASCE 7 TOL 13.64 SMI-FV'S1= 0.840 ASCE 7 11 A-2 AMAX= 0 ASCE 7 13.3.4 SDS-anrSMS= 1.096 ASCE 7 11.4.3 SITE DATA O SDI=(2I3)'SM1= 0.560 ASCE 711.44 ' LATITUDE,LONGITUDE 48.1151°N,123A762"W TO=0 2'SDIISDS= 0.10 < 0.16 ASCE 711.4.5 SS= 1.644 TS=SDIISDS= 0.51 > 0.16 ASCE 711.4.5 S1= 0.660 SITE CLASS D OK SEISMIC DESIGN CATEGORY D ASCE 7 TBL.11.6-1,-2 RISK CATEGORY 4 ASCE 7 TOL.11.6.1,-2 S.G4w6n Structural Design 8 ! POH-GAL LOX-VT42.5.x1sm Engineering Services(SGE) www.sgeconsuhing.com 6!172016 Tel.(949)552.5244 500 GAL VERT VESSEL AS VESSEL(ASCE)STRUCTURE: ASCE 7 CHAPTER 12,&16A + YIN Y ASCE? ISAA SDS1(R1n= 0.822 ASCE 7 12.84 SDIM(RR)= 2.696 ASCE 7 12.83 0.044•rSDS= 0.072 ASCE 7 SUPPL 2 WF/(WF+WPAD)>=0.25 DESIGN PER CHAPTER 15 13.1.1, ' OS'S11(RII)= NIA ASCE 7 12.8.8 WF/(WF+WPAD)c0.25 DESIGN PER CHAPTER 13 15.3 >= 0.01 ASCE 7 12.8.6 CS= 0.822 ASCE 7 12.84 AS NON-BUILDING STRUCTURE: ASCE? CHAPTER 15 ' CHAPTER 15 YIN Y ASCE 7 13.3.1 >= 0.03 ASCE 7 16.4-1 0.8'S1I(R1Q= NIA ASCE 7 16.4-2 NON-RIGID STRUCTURE 0.3•SOS'I= NIA ASCE 7 16.4.6 CS= 0.030 AS NONSTRUCTURAL COMPONENT: ASCE 7 13.3 ' CHAPTER 13 YIN N ASCE 7 13.1.5 0.4•AP•SDS'(1+2-M)fjRPAP)- WA ASCE 7 13.34 (ANAXpAP1(RPAP) NIA ASCE 7 13.3-4 r-1.8•SDS'IP= NIA ASCE 7 13.3-2 >=0.3'SOS•IP= WA ASCE 7 13.3-3 CS= NIA SEISMIC COEFF CS= 0.822 � SEISMIC FORCES ON THE VESSEL,USO + • DUE TO BASE SHEAR Eh= 0922 W= 8.67 K O DUE TO VERTICAL COMPONENT Eve YSDS'I= 0229 W= 3.47 K TOTAL SEISMIC EFFECT E=Eh+Ev-- 1.161 Wo 12.14 K + SEISMIC MOMENT MP=Eh•(Hs)= ft-K TOP OF PEDESTAL SEISMIC LOADS PER LEG JI/(: TENSION Ts= [0.9(WI}Ev)yNt.4MPI(NL'08)_ -2024 K LIFT @ TOP OF PEDESTAL COMPRESSION Cs=(1.2Wf+Ev)yNL+4•MP1(NL'Da)p 27.62 K @ TOP OF PEDESTAL SHEAR Vs=Ehr[(NL-NCyNL)= 0.00 K EPLATE CLAMPING RESISTS SHEAR SEISMIC FORCES ON THE VESSEL,ASD ^T` Eha=Eh 11A= 0.687 W= 62 K S (, Eva=Ev 11A= 0236 W- 2.6 K MPA=Eha•Hs = 56 R-K @ TOP OF PEDESTAL SEISMIC LOADS PER LEG TENSION Ts asd= [0.6IV i)-Eva)yNL-4MPN(NL•Da)_ -14.61 K UPLIFT @ TOP OF PEDESTAL COMPRESSION CS asd=(WI+Ev)yNL+4•MPAI(NVDar 20.23 K @ TOP OF PEDESTAL SHEAR Vsa=Ehal(NL)= 0.00 K @ BASEPLATE OTHER FORCES ASD FACTOR LRFD LATERAL FORCE 0 0 K LATERAL FORCE ELEVATION 0 IA FT MOMENTOTOP OF PEDESTAL 0 0 K-FT SEISMIC SLIDING(ANCHOR SHEAR)ANALYSIS,LRFD AISC STEEL DESIGN GUIDE 1 P.30 SIDE OF EQUIV.SO'FRAME' L FT 0.770a 3.60 MAX EOUIV PRESSURE COMPRESSION qe KIFT (0.9•(Wf)+EV)y(4•L)+MPI(4/3'0) 4.9 CONSERV(0.9 D) TENSION qt KIFT -(0.9'(VM-Ev)y(4'L)+MPI(4I3'L2) 4.1 LENGTH OF ZONES COMPRESSION XC FT gd(ge+gt)'L 2.0 Coefficient of friction:KFR=0.57.(steel TENSION XT FT L-XC 1.6 on dry concrete) TOTAL COMPRESSION,MIN CO K (L+2•XC/2)'gc 27.5 Ref.Rabbet&Russel FRICTION COEFF KFR 0.35 'Friction Coefficient of Steel on SEISMIC CLAMPING FORCE PCL CO'KFR 9.6 Concrete or Grout' SAFETY FACTOR Journal of Structural Engineering,ASCE PERMISSIBLE SFP 1.10 1989 CALCULATED SFC PCL/Eh 1.11 CLAMPING RESISTS SHEAR ACTUAL SFA 0.57'KFR'SFC 1.80 LEGS IN COMPR ZONE NC (L+2'XCy(4L)'NL 2.00 19 S.Cordia S1rWitral Design 8 :I' 1 ( POH-GAL LOX-VT42.5.xlsm Engineering Services(SGE) www.sgecomufthg.com I 812512016 Tel.(949)5525244 500 GAL VERT VESSEL VVIND IBC 2012-2013 CBC SECTION 1609,ASCE 7 SECTION 29 VALUE NOTES ASCE 7 REF , RISK CATEGORY=IV OK TBL.1.64 T=0.16 SEC If a 1/T-6.42 HZ RIGID STRUCTURE BASIC WIND Va 160 MPH 26.6.1 , EXP.CATEGORY D 26.7 DIRECT.FACTOR KD- 0.96 O TBL.26.8.1 KZ-1.0358 TBL.29.3.1 H=16.47 FT ALPHA=11.5 ZGa 700 GUST FACTOR= 1 26.9.1 SITE FACTOR KZT 1.00 CHECK TOPO-FLAT SITE 26.8.2 QZ=:56.08 PSF QZ=o CO256'KZ'KZT'KD'V= EQ.29.3.1 HIDa 3.09 D'(SQRT QZ)=37.64 OK SHAPE(SOR OR CYQ=CYL SURFACE SMOOTH CFO 0.53 FIG.2934 Fa:QZ'G'CF 30.32 PSF, USE 31 PSF a16 PSF OK EQ.29.6-1 LRFD , TOTAL WIND SHEAR Pw o F'D'(H-hF1000= 2.01 K SEISMIC GOVERNS TOTAL WIND O/T MOMENT Mw-Pw'(H+hy2= 18.06 ft-K SEISMIC GOVERNS LOAD PER LEG TENSION Tw1 a 0.9'(WeyNL-1.6.4'Mwl(NL'Da)= -331 K SEISMI GOVERNS SHEAR ACTS WITH TENSION Vwl=Pwl(NA)= 0.00 K I UPLIFT ' • • Use code waeumrAhm sell values wNh 113 Mcrease YIN ASD N 1.0 ISCICBC 1808.1 TOTAL WIND SHEAR Pwa a PwM3'rr 1.26 K SEISMIC GOVERNS TOTAL WIND 0/T MOMENT Mw a Pwa'(H►hyla 11.29 ft-K SEISMIC GOVERNS WIND SLIDING(ANCHOR SHEAR)ANALYSIS,LRFD EMPTY TANK • MAX EQUIV PRESSURE COMPRESSION qc KIFT 0.9'(WeV(4'L)+Mw/(4/3.0) 1.4 TENSION qI KIFT 0.9-(Wey(4-L)-Mwl(413'L2) 0.7 ' LENGTH OF ZONES COMPRESSION XC FT gd(gc+gl)'L 2.4 TENSION XT FT L-XC 1.2 TOTAL COMPRESSION,MIN CO K (L+2•XC/2)'gc 8.3 FRICTION COEFF KFR 0.35 SEISMIC CLAMPING FORCE PCL CO'KFR 2.9 SAFETY FACTOR PERMISSIBLE SFA 1.10 CALCULATED SFC PCL/Eh 1.45 CLAMPING RESISTS SHEAR ACTUAL SFA 0.57'KFR'SFC 2.36 LEGS IN COMPR ZONE NC (L+2'XCy(4L)'NL 2.00 SUMMARY DATA FOR FOOTING&CONCRETE DESIGN SEISMIC WIND LATERAL FORCES ALONG XX(SHORT SIDE OR LONGIT DIR) K VX 8.19 1.26 YY(LONG SIDE OR TRANSV.DIR) K VY 6.19 1.26 MOMENT AT TOP OF PEDESTAL XX(SHORT SIDE OR LONGIT DIR) FT-K MY 56.65 11.29 YY(LONG SIDE OR TRANSV.DIR) FT-K MX 56.65 11.29 VERTICAL SEISMIC FORCE K VZ 2.48 0.00 FOOTING WEIGHT K WF 06.61 PMENT WE EMPTY K WE 5.50 5.50 FULL K W0 10.65 10.55 CG ELEVATION ABOVE PEDESTAL FT HCG 8.98 MAX COMPR FORCE LEG LRFD K C 20.23 ANCHOR CIRCLE DIAMETER FT DA 4.67 EOUIV OR ACTUAL DIMENSIONS FOOTPRINT OR BASEPLATE WIDTH so IN 26.02 LENGTH LO IN 48.59 LEG BASEPLATE SO.SIDE BSP IN 12.70 70 1 S.Gordin Structural Design& POH-EQUIPMENT GAL LOX-AC57.xlsm Engineering Services(SGE) 500 GAL LOX TANK ' Irvine CA Tel.(949)552-5244 mid 8117/2016 ' ANCHORAGE TO CONCRETE - EPDXY ANCHOR HILTI HIT-HY 200 C IBC 2015(2009 OK),CBC 2013(2010 OK) REFERENCES D ACI 318.14(OB OK),INCL APP D E ICC ESR 3187'(July 2015) DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE.UNIT 7 COMMENT i REFERENCE REFERENCE ' FORCES&CONDITIONS FACTORED PULLOUT FORCE Nnt 20.24 K / FACTORED SHEAR FORCE Vnl � 0.00 K OPTIONAL FORCE FACTOR KF 1.000 �] TEMPERATURE(°F)AND TEMPERATURE RANGE T 130 ' E TBL 11 E TBL 14 DESIGN PULLOUT FORCE Nan Nn1'KF 20.24 K DESIGN SHEAR FORCE Vn Vn1'KF 0.00 K SDC C-F D D.3.3.4.4 D 17.2.3.4.4 SEISMIC COEFF(TENSION,CONCRETE ONLY] ksdc 0.75 ' D D.3.3.4.3(d) D 17.2.3.4.3(d) SHEAR FORCE FACTORED BY 0 YIN 0 N FACTOR DESIGN FORCES BY CI YIN 0 N 1.00 rOKI CONCRETE STRENGTH(NWC) f c 4.500 PSI ' INSTALLATION CONDITION DRY='D'; WETISATURATED-9N^ w D D.6.1.3 017.5.1.3 GROUT PADS(SHEAR STEEL ONLY) kg Y 0.80 CRACKED CONCRETE YIN N ' GEOMETRY • A OF ANCHORS IN THE GROUP,EFFECTIVE STEEL d CONCRETE,TENSION M 1.00 <=4 O CONCRETE.SHEAR nv � f.00 ' STEEL,SHEAR ns 1.00 • ALONG LOADED EDGE HALE 1.00 G) DIAMETER ANCHOR de 1.000 IN ' INSERT d I 1.000 IN SPECIFIED STRENGTH OF STEEL ANCHOR,TENSILE fut 80 KSI SS F693 CW2(F593H-316)OR SIM ANCHOR,YIELD fy 40 KSI rO7K fol -125.000 PSI:fyt<-1.91y 1.9fy 76 KSI ' tula KSI INSERT,TENSILE fut 800 KSI ANCHOR,YIELD ly 40 KSI INSERT/ANCHOR(S)EMBEDMENT,ASSUMED hof 11.00 IN OK ' INSERT/ANCHOR EMBEDMENT,MINIMUM hef min 4.00 IN E TBL 14 E TBL 14 PAD THICKNESS,MINIMUM 1p- 13.00 IN E TBL 12 E TBL 12 PAD THICKNESS,ASSUMED tp 13.00 IN rO7K ACTUAL SPACING DIRECTION 1(NNIMUM) sl 48.00 IN ' DIRECTION 2(MAXIMUM) s2 48.00 IN ALONG LOADED EDGE SL 48.00 IN 0 MIN.ANCHOR SPACING smin 6.00 IN r0-K-j E TBL 12 E TBL 12 311ef 33.00 IN AVAIL.WIDTH OF HALF-PYRAMID BASE wpa 12.00 FT ANCHOR EDGE DISTANCE DIRECTION 1 e11 23.00 IN OK C12 80.00 IN OK O O ' DIRECTION 2 c21 �� 80.00 IN OK c22 80.00 IN OK 1.5hef 16.50 IN ACROSS SHEAR FORCE CIA 60.00 IN ' C2A 60.00 IN PARALLEL TO(ALONG)SHEAR FORCE c1 � 29.00 IN MIN.EDGE DIST cmin 6'd 6.00 IN OK D.8.3,D.6.4 17.7.3.17.7.4 S.Gordin Structural Design& POH-EQUIPMENT GAL LOX-AC57.xlsm Engineering Services(SGE) 500 GAL LOX TANK Irvine CA Tel.(949)552-5244 811712016 J DESIGN PARAMETER" 'YNAME FORMULA OR SWITCH VALUE IUNITi7COMMENT l REFERENCE ; REFERENCE t STEEL STRENGTH,TENSION ANCHOR INSERT I THREADS PER INCH nt 8.00 EFFECTIVE AREA Ase= ,14(d0-.97431n1)' 0.6057 IN' NET AREAS NET AREAS ' NOW STRENGTH OF ANCHOR GROUP-STEEL Ns nt'(Ase)futa 46.04 K STEEL STRENGTH REDUCTION FACTOR OS 0.75 D 5.1.2 D 17.4.1.2 DESIGN STRENGTH,STEEL 4 S'Ns 34.53 K NSI 34.53 K NS2 1.2NS1 55.24 K ' CONCRETE BREAKOUT STRENGTH,TENSION PROJ.AREA OF TENSION FAILURE SURFACE FOR ANCHOR GROUP , n1=1 CLOSE TO EDGE ANtc. (ct+l.5heo(2'1.5hef) - IN' 00.5hef D D.5.2 0 17.4.5.2 nt-1 AWAY FROM EDGE AND 9hee 1,089 IN? cl>1:5hef n1=2 CLOSE TO EDGE AN2c (c1+s1+1.5het)(2'l.5he1) INT 041.5hef, s1<3hef ' nt=2 AWAY FROM EDGE AN2a (s1+3'hei)(3'he4 0>1.5het,s1<3hef n1=4 CLOSE TO EDGE AN4c (ct+s1+1.5hen' IN' c2<1.5hef,s1<3hef, '(c2+s2+2'1.5hef) s2<3hef nl=4 AWAY FROM EDGE AN4a (s1+3'heo(s2+3'hef) IN' s1>7.5helghef.s2<3het<3hef1. hef, ' WAND 1,089 AN <=n'ANO 1,089 IN' kc 24 UNCRACKED E TBL 12 E TBL 12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb kc'(fc)1Q'(hel)" 58.74 K D D-6 D 17.4.2.2a ECCENTRICITY OF PULLOUT FORCE e'N1 0.00 IN t ' e'N2 0.00 IN MODIFICATION FACTOR FOR ECCENTRICITY 4111 11+2e'N/(3het)r 1.00 D D-8 D 17.4..2.4 e +12 (1+2eN/(3hef)V 1.00 $1 +1114,12 1.00 ` MODIFICATION FACTOR FOR EDGE EFFECT 1.00 ct>=1.5hef D D-9 D 17.4.2.5a ' cl<1.5hef D D-10 D 17.40-'.5b 42 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE 4'3 IF(1,<f,)=1.25,1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGTH FOR SINGLE ANCHOR Ncb (AN/ANO)(+2)($3)Nb 73.42 K D D-3 D 17.4.2.1a ' FOR GROUP OF ANCHORS Ncb9 (AN/ANO)('Y1)(+2)(+3)Nb 73.42 K D D-4 D 17.4.2.1b STRENGTH REDUCTION FACTOR OC1 0.75 D D.4.3(a) D 17.3.3(b) DESIGN BREAKOUT STRENGTH hC1'Ncb9 55.07 K ' CONCRETE PULLOUT STRENGTH,TENSION MIN.EMBEDMENT helm 4 IN E TBL 12 E TBL 12 ' MINIMUM SPACING smin 6.00 IN E TBL 12 ET 12 BOND STRENGTH IN CONCRETE 71 <=24'(hef'fc)'2/(n•d) 1,670 PSI UNCRACKED E 4.1.10.2 E 4.1.10.2 kcc MAX(3A-0.7hJhef:1.4) 2.27 E 4.1.10.2 E 4.1.102 CRITICAL EDGE DISTANCE cac hof-(r 1/1.160)°'-kcc 12.73 IN E 4.1.10.2 E 4.1.10:2 ' cna 10da-(7-uncf11,100)06 12.32 IN D D-21 D 17A.5.Id cd MIN(cac,cna) 12.32 IN MODIFICATION FACTORS FOR: POST INSTALLED ANCHORS `6aNA 1.00 cmiracci D D-26 D 17.4.5.5a cmWml - cmin<cct D 0-27 D I7.4.5.5b EDGE EFFECTS y,om 1 cmin>_ccl D D-24 D 17.4,5.4a 0.7+0.3'cmin1cc1 NIA cmin<cct D D-25 D 17.4.5.4b ' FOR ECCENTRICITY `tCNA 1.00 NO ECCENTRICITY D D-23 D 17.4.5.3 STRENGTH REDUCTION FACTORS: FOR BOND IN SETS.CATEGORIES C.-F oNs 1.00 E TBL 14 E TBL 14 'STRENGTH REDUCTION FACTOR 01 0.55 E TBL 14 E TBL 14 S.Gordin Structural Design& POH-EQUIPMENT GAL LOX-AC57.xlsm Engineering Services(SGE) 500 GAL LOX TANK Irvine CA &4f-t Tel.(949)5525244 aY17/2016 ' DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE i UNIT 7 COMMENT REFERENCE REFERENCE PULLOUT,CONTINUED/T,CONTINUED PROJ.AREA OF PULLOUT FAILURE SURFACE FOR ANCHOR GROUP ' nt-1 CLOSE TO EDGE ANIc 1 (ct 1+c12)(c21+c22) IN2 04=1 D D.5.5.1 D 17.4.5.1 n1=1 AWAY FROM EDGE AND I (2'cac)2 607 IN2 CI>CC1 n1=2 CLOSE TO EDGE AN2c 1 (c11+st+ct2xc21+c22) - IN2 c1<cc1;sl<2cd nt-2 AWAY FROM EDGE AN2a 1 IN2 et>eet;sl<2ee1 ' n1=4 CLOSE TO EDGE AN4c 1 (ctt+sl+ct2)(C2I+s2+c22) IN2 l<ccl s2<2o s2cc : 2< c1 M-4 AWAY FROM EDGE AN4c 1 IN2 et>eet,e2>ec1, s1<2cc1;s2<2cc1 WAND 607 IN2 AN 1 <=n•AND 1 607 IN2 Na0 rl hr•d'het•n� 57.7 K D D-22 D 17.4.5.2 NOMINAL STATIC PULLOUT (BOND)STRENGTH FOR SINGLE ANCHOR Na (ANI/AN01)'`I'Eaw 4'Cww Na0 57.7 K D D-18 0 17.4.5.1a FOR GROUP OF ANCHORS Ncbg (ANI/ANDI)'+90ft 'i'ECxn'I'CP1M Na0 67.7 K D 0-19 D 17.4.5.1b DESIGN PULLOUT STRENGTH 01•Ncbg 31.7 K ANCHOR GROUP TENSION STRENGTH STEEL Ns 30.5 K ' CONCRETE Ne 31.7 K DUCTILE STEEL ANCHOR YM Y STEEL STRENGTH GOVERNS YM N CONSERV.,NO SUPPL REINF.,COND 8,YM Y ' FACT D TENSILE STRENGTH,ANCHOR GROUP MIN(Ns,Nc•Nsds) 23.60 K OK SHEAR t STEEL STRENGTH IN SHEAR Vs ns'kg'n'0.6'AseYut 22.10 K D 0-29 D 17.5.1 2b i REDUCTION FOR SEISMIC SHEAR 0.70 E TBL 11 E TOL 11 STRENGTH REDUCTION FACTOR STEEL Os 0.60 E TBL 11 E TOL 11 ' CONCRETE 4c 0.70 E TBL 12 E TBL 12 CONCRETE BREAKOUT STRENGTH(SHEAR) SHEAR FORCE PARALLEL TO EDGE YIN ksd Y 2.00 SHEAR FORCE ECCENTRICITY eV 0.00 OK IOODIFICA77ON FACTORS FOR SMEAR STRENGTH: ' FOR ECCENTRICITY `I'Ecv 11+2'eY1(3•Ct)I''51 1.00 NO ECC D D-36 D 17.5.2.5 EDGE EFFECTS 1.00 cavcatt1.5 D D-37 D 17.5.2.8a my 0.7+0.3•emiNacl - Caftat41.5 D 0-38 D 17.5.2.6b FOR TENSION IN THE ANCHORING ZONE ' CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR:-04 N *CV 1.40 D D.6.2.7 D 17.5.2.7 halcttl.5 4,mv 1.63 ha/041.5 D D-39 017.5.2.8 ' 1.63 LOAD BEARING ANCHOR LENGTH.SHEAR Le 8.00 IN L<=8d0 1.501 34.50 IN PAD THICKNESS Ip 13.00 IN ' DEPTH OF SHEAR FAILURE HALF-PYRAMID BASE dp MIN(1.5Ct,tp) 13.00 IN ANCHOR SPACING ALONG LOADED EDGE SL 48.00 IN cef EDGE DISTANCE ACROSS SHEAR FORCE ca 60.00 IN cd MIN(1.5cI,c2,tp) 13.00 IN ' BASIC BREAKOUT STRENGTH,SINGLE ANCHOR 7(La/df 2(d)"`(rc)t°(c1)'° 18.508 K D D-33 D 17.5.2.2a Vb 9(Pcl112(c1)11 66.59 K DD•34 017.5.2.2b 66.59 K ' 0 OF ANCHORS ALONG LOADED EDGE NALE 1.00 ' 23 S.Gordin Structural.Design& POH-EQUIPMENT GAL LOX-AC57.xism Engineering Services(SGE) 500 GAL LOX TANK Irvine CA Alm Tel.(949)552-5244 111112111 DESIGN PARAMETER NAME FORMUL.A OR SWITCH J VALUE UNIT , COMMENT ^� REFERENCE REFERENCE SHEAR,CONTINUED ' WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP 2.1.5c1+(NALE-1)'SL 26.00 IN WPcie+1.5c1+(NALE-1)•SL 94.50 IN ' cla+c2+(NALE-1)'SL 120.00 IN 26.00 IN SINGLE wpt MIN(wp,30,(cta+c2a)) 26.00 IN DESIGN WIDTH OF HALF-PYRAMID BASE ' GROUP wpd MIN(wpa,wp) 26.00 IN AREA OF SHEAR FAILURE HALF-PYRAMID BASE SINGLE 338 IN2 ' ACTUAL AV dp wpd 338 IN? SINGLE, CONCRETE AWAY FROM EDGES AVO 4.5tp' cl<t5he1 1,225 IN' D 0.32 D 17.5.2.1c FREE FIELD PYRAMIDE SIZE LIMITED BY hef NOMINAL CONCRETE BREAKOUT STRENGTH AV/AVO(+EEN.L'Ecy-YMv)Vb 42 K D D-30 D 17.5.2.1a ' ANCHOR GROUP AVIAVO(+,:+Ecv'y"V*'6Nv)Vb 42 K D D-31 D 17.5.2.tb CONCRETE PRYOUT STRENGTH IN SHEAR D D.6.3 D 17.5.3 kep 2.00 het-2.5 IN D D-40 D 17.5.3.1a ' PRYOUT STRENGTH,SINGLE ANCHOR Vcp kcp'Nrb 146.84 K D D-41 D 17.5.3.tb PRYOUT STRENGTH,ANCHOR GROUP Vcpg kcp•Ncbg 146.84 K ANCHOR GROUP NOMINAL STRENGTH,SHEAR STEEL Vs Os•Vs'avS 9.28 K y ' CONCRETE Vc O+c•Vc•cr vc 20.53 K DUCTILE STEEL ANCHOR YM Y STEEL STRENGTH GOVERNS WN Y CONSERV.,NO SUPPL REINF.,COND 8,WN Y ,1 ' FACTORED SHEAR STRENGTH,GROUP 0V MIN(Ns,Nc) 9.28 K OK STRENGTH DESIGN INTERACTION SUMMARY ' D D.7 D17.6 KN (Nu/FNn)<=1.0 0.85 OK D D.7.1 D 17.6.1 KV (VwFVn)<=1.0 0.00 OK D 0.7.2 D 17.6.2 (NWFNn)'+(Vu1FVn)'"st OK RD 7 R17.6 DUCTILE STEEL TO GOVERN ' PER ANCHOR GROUP Ina t 1) NOMINAL SHEAR STRENGTH,STEEL VS 22.10 K NOMINAL SHEAR STRENGTH,CONCRETE VC 41.90 K , SHEAR DEMAND V 0.00 K NOMINAL TENSILE STRENGTH STEEL TSU 55.24 K D D.3.3.4.3al D 17.2.3.4.3al CONCRETE,BREAKOUT TCU1 73.42 K ' CONCRETE,PULLOUT TCU2 57.69 K CONCRETE,MIN TCU 57.69 K TENSILE DEMAND T 20.24 K UTILIZATION(DEMAND-TO-CAPACITY RATIOS] SHEAR,STEEL kvs VNS 0.000 t SHEAR,CONCRETE kvc VNC 0.000 TENSION,STEEL kts TITS 0.366 D RD.3.3.4.3 D R17.2.3.4.3 TENSION,CONCRETE ktc T/TC 0.351 TOTAL,STEEL KS kvs+kis 0.366 TOTAL,CONCRETE KC kvc+ktc 0.351 OK STEEL GOVERNS ' BASEPLATE HOLE,TOP NUT,AND WASHER RECOMMENDED HOLE DIAMETER: dh 113116 IN I AISC 14TH I AISC 14TH RECOMMENDED TOP WASHER SIZEIDIA atw 3 IN TOL 14-2 TBL 14-2 RECOMMENDED TOP WASHER THICKNESS dtw 318 IN ' ' S.Gorden SVWurdl Design a ! i i POH•GAL LOX-VT42.5.xism Engineering Services(SGE) www.sgeoonsulting.com 111111119N641111 8117!2016 ' Tel.(949)5525244 BASEPL WASHER ' PLATE WASHER DESIGN,LRFD REFERENCE: ROARK'S FORMULAS,PAGES 420,428,CASE 9a 1 ' ROD&NUT DATA Drod Dnut Fnut Cnul 0.375 0.59 0.551 0.628 0.5 0.81 0.75 0.875 T0= 49,894 lbs 0.625 1.00 0.9375 1.0625 ' #of anchors n- 1 0.75 1.22 1.125 1.313 T1-T ancho- 49,894 lbs 0.875 1.41 1.3125 1.500 1 1.63 1.5 1.750 Fy= 36000 psi 1.125 1.81 1.6875 1.938 ' Danchor,nom= 1 in 1.25 2.03 1.875 2.188 Dnut=2're= 1.60 in 1.375 2.22 2.0625 2.375 Dbasepl hole=2•a= 1.75 in 1.5 2.44 2.25 2.625 Kst= 1 1.75 2.97 2.75 3.188 ' ✓= 0.3 1 2 1 3.38 1 3.125 1 3.625 r � rota= 0.857142857 L9= 0.125679869 t>=[4-W(KsC0.9-Fy)f r'= 0.38 IN w=T1/(n•Dnut)= 10588 Ibs/ln or 2x 0.27 IN ' M=w•a•L8= 1164 in-IIs/in MIN.PLATE WASHER THICK: 1/2 in CENTERED HOLE DIAMETER: 1 1/16 in 1 -2 S.GORDIN STRUCTURAL DESIGN POM•SG20HF-E21.5.slsm , ENGINEERING SERVICES(SGE) 8/1712016 www.sgeeonsu8fng.com EQUIP-GENERAL Telephone(848)552.524 EQUIPMENT SG-20RF Pro)oet:Providence Olympic Hospital ' Location:Port Angeles,WA SGEe:416.070.825 EQUIPMENT DATA F s FN TOTAL HEIGHT H 128 IN v LEG HEIGHT h 24 IN H 9 BETWEEN BASEPL CLS ; LENGTH LA 18.375 IN ' + HCG- 55.9 04 WIDTH WA 18.375 IN x TRANSVERSE DIMS 111�zl t LENGTH L 22.375IN 1/WIDTH W 22.375 IN � Seismiotarce � ceBASEPL EQUIV.SQUARESSIIDE SP 6A6 1N W disinbubw aist�bon disinbuUon ✓ , ' Etevaticn dmw diagram daiagram EMPTY WE 0.135 K / OPERATIONAL WF 0.876 K L/ SEISMIC 2012180 Section 1613,8 ABLE 7 Chaptws 11,12,13,18 10 1.5 IBC TBL 1604.5 IP= 1.5 OK ASCE 713.1.3 R. 2 ASCE 7 15.4.2 ' L". 0 AT GRADE AP- 2.5 ASCE 7 TBL 13.6-1 RP- 2.5 ASCE 7 TBL 13.0.1 FA= 1.000 CBC TSL 1613.5.3(1) • APAXe 0 ASCE 713.31 FV- 1.500 CBC TBL 1613.5.3(2) SITE DATA SMWA'SS= 1.644 ASCE 711.4.1 ' SM1•FV'S7• 0.840 ASCE 7 11.4-2 LATITUOB.LONGITUDE 4.1/511N.123.4iS2W 4i SS= 1.64 SOS.(203rms= 1.088 ASCE 7 11.4. St= 0.360 SDt=(2J3)'SMt= 0.560 ASCE 711.41 SITE CLASS D OK ' SEISMIC OE816N CATEGORY D ASCE 7 TBL 11.6.1,•2 TO=0.2'8D118D8= 0.102 > 0.15 ASCE 7 11.4.5 r SEISMIC USE GROUP 4 TS-SDIISDS. 0.311 > 0.15 ASCE 7 11.4.5 AS VESSEL(ASCE)STRUCTURE: ASCE 7 CHAPTER 12,a 15.4 YM Y ASCE 7 15.4.1 ' SOSgPA) 0.822 ASCE 7 12.8-2 T=GAS SEC >006.EQUIP.FLEXIBLE SDIITJ(RA)n 2.800 ASCE 7 12.83 0.44•rsos- 0.072 ASCE 7 SUPPL 2 O.S'S1!(RO)- 0.210 ASCE 7 12.6 FOOTING OR SUPPORTING STRUCTURE WEIGHT m 0.01 ASCE7 12.8 WF 67.70 K ' CS. 0.622 ASCE T 12.8.1 AS NON48ULLDING STRUCTURE: ASCE 7 CHAPTER 15 WF.WPAD 88 WFI(WF-WPAD) 0.01 ASCE7 16.3.1 CHAPTER 15 YIN N ASCE 7 13.3.1 t >• WA ASCE 7 13,4.1 0.8-SMRO►= WA ASCE 7 15.4-2 0.3•SD81I- WA ASCE 7 1S." NONRIGID STRUCI URE CS. WA AS NON-STRUCTURAL COMPONENT: ASCE 7 13.3 ' WF/(WF.WPAD)>0.2s DESIGN PER CHAPTER 15 13.1.1. CHAPTER 13 YIN Y ASCE 7 13.1.5 wF/(WF•WPAD)<0.25 I DESIGN PER CHAPTER 13 15.3 0.4•AP'SDS•11*2.27HyQPAP)• 0.655 ASCE 7 13.3-1 (ArAvAPJtmp)• 0.000 ASCE? 13.31 �I.WSOS•IP• 2.630 ASCE 7 13.3.2 , >=0.3•SWIP- 0.483 ASCE 7 13.3. CS= 0.658 SEISMIC COEFF CS- SEISMIC FORCES ON EQUIPMENT.USD , BASE SHEAR Eh o 0.822 W o 0.72 K VERTICAL COMPONENT Ev=o.TSWI= 0.328 W o 0.29 K TOTAL SEISMIC EFFECT E-Eh•Ev 1.131 W. 1.01 K SEISMIC MOMENT MS o EWHs= 3.33 R-K @ TOP OF PEDESTAL ' SEISMIC FORCES ON EQUIPMENT,ASD BASE SHEAR EN1.4= O.S87 W e0.514 K VERTICAL COMPONENT EvRA- 0.235 W- 0.208 K C SEISMIC MOMENT MS o EMHs= 2.30 Rot Q TOP OF PEDESTAL ' 2s i ' S.GORDIN STRUCTURAL DESIGN POH-SG20HF-E21.5.shm &172016 ENGINEERING SERVICES(SGE) v ww.egeeonswtm.eom EOUIP-GENERAL T"hone(949)SU-5244 1 WIND MC 2012.2013 CBC SECTION 1609,ASCE 7 SECTION 29 VALUE NOTES ASCE 7 REF ' RISK CATEGORY IV OK TBL 151 T.0.15 SEC If.I f.6.67 HZ FLEXIBLE STRUCTURE BASIC WIND W 150 MPH - 26.5.1 EXP.CATEGORY O 26.7 ' DIRECT.FACTOR KO. 0.9 2 TBI-28.6-1 KZ-1.0302 TBL 29.3-1 H.15.00 FT ALPHA.11.5 ZG•700 GUST FACTOR. 0.65 26.9.1 ' SITE FACTOR KZT•1.00 CHECK TOPO-FLAT SITE 26.8.2 oz.MAI PSF 02.0.00256-KTKZT'KD'V1 E&29.34 HOA 8.72 OK SHAPE-SOR CF-1.38 FIG.28.5-1 F.OP O'CF. 8259 PSF,USE 63 PSF OK 06 PSF EOL 293-1 WIND FORCE"RFD) WIND SMEAR ' MAXIMUM Pw.F'D'(H-hy/000• 1.01 K WIND GOVERNS MINIMUM FW2•F'W'(H-h)H000 1.01 K DIAGONAL FWO•F-0-10 11""YH4W1000 1.43 K WIND Off MOMENT Mw=Pn+(H•hM 4.71 fl-K WIND GOVERNS ' WIND FORCE(ASO) t WIND SHEAR Um prfncAptive valuon w1M th inctvaw YM Y w 1.3 tBCfCBC 1806.1 MAXIMUM Pwe.Pwf1.8'u 0.82 K WIND GOVERNS 0 MINIMUM 0.82 K DIAGONAL 1.16 K WIND Off MOMENT Mw.Poew*(H-hy2- 3.83 0-K WIND GOVERNS ' SUMMARY DATA FOR FOOTING i CONCRETE DESIGN SEISMIC WIND LATERAL FORCES ALONG XU((SHORT SIDE OR LONGIT DIR) K VX 0.51 1.16 ' YY(LONG SIDE OR TRANSV.D(R) K VY 0.51 1.16 MOMENT AT TOP OF PEDESTAL XX(SHORT SIDE OR LONGIT DIR) FT-K MY 2.39 3.83 YY(LONG SIDE OR TRANSV.DAR) FT-K MX 2.39 3.83 VERTICAL SEISMIC FORCE K VZ 0.21 0.00 FOOTING WEIGHT K WF 87.70 ' EOUIPMENT WEIGHT EMPTY K WE 0.14 0.14 FULL K WO OAS 0.89 CG ELEVATION ABOVE PEDESTAL FT HCG 4.66 MAX COMPR FORCE LEG LRFD K C 1.88 ' EOUIV OR ACTUAL DIMENSIONS FOOTPRINT OR BASEPLATE WIDTH 80 IN 18.38 LENGTH -LO IN 18.38 LEG BASEPLATE SO.SIDE BBP IN 6.16 26 S.GORDIN STRUCTURAL DESIGN POH-SG20HF-E21.5.xlsm ' ENGINEERING SERVICES(SGE) 8/1712016 www.sgeoonsulOng.com EQUIP-REACTIONS Telephone (949)552-5244 ' EQUIPMENT REACTIONS ' WF 0.88 K WE 0.14 K HCG 4.66 FT F'.;W.Wf , 1: W 1.86 FT L 1.86 FT ' WA 1.53 FT LA 1.53 FTT:- EH 0.72 K ' ~,a' vr, THE EV 0.29 K F c i t K:-- FW1 0.82 K FWO 1.16 K it::M:r c; T4[ jNT NX 2 EA ROW , NY 2 EA ROW NO 4.00 2'NX+NY-2 SEISMIC 00 KS 1.00 2.50 ACI 318-11 APPENDIX D ATAN(W/L) 45.0 DEG D.3.3.4.3 TENSION t VO EH 0.72 K VX VO'SIN• 0.51 K VY VO'COS • 0.51 K ' MXX VY'HCG 2.37 FT-K , MYY VX'HCG 2.37 FT-K FA1 MXX/(NY'WA)+MYY/(NX-LA) 1.55 K , FA2 EV/NO 0.07 K C WF/NO 0.22 K C1 FA1-FA2 1.48 SEISMIC ONLY COMPRESSION TMAXU Qo(FA1+FA2)-0.9C>0 1 1.421 K FORCES PER BASEPLATE,ANCHOR DESIGN, ' CMAXU Qo(FA1+FA2)+1.2C 1.88 4.31 K LRFD,ACI 318-11 APPENDIX D VMAXU QO'VO/NO'KS 1 0.181 0.461K 0 D.3.3.4.3 TENSION D.3.3.5.3 SHEAR MMAX VO'HCG 2.39 FT-K ' VMAX VO 0.61 K0 FORCES PER UNIT,PAD DESIGN,ASD PMAX 0.9'WF 0.79 K WIND ANCHOR DESIGN,LRFD USE OF 120 FACTOR PROCEDURE: ' a 1 ATAN 45.0 DEG 1) IF MIND GOVERNS,USE C o=1.0; ((W/L)) 2) IF SEISMIC GOVERNS,TRY Qo=2.6 TO VX FO'SINa 1 0.82 K BOTH T 8.V,NON-DUCTILE FAILURE OK, ' VY FO'COSa 1 0.82 K 9956 UTILIZATION OK; MXX VY'HCG 3.83 K 3) IF SEISMIC GOVERNS AND(2)DOES NOT WORK, MYY VX'HCG 3.83 FT-K APPLY 13o=2.6 TO SHEAR MONLY AND PREVENT NON-DUCTILE TENSION FAILURE ' PW MXX/(NY'WA)+MW/(NX'LA) 2.50 K CE WE/NO 0.03 K GOVERNING ANCHOR CF WFINO 0.22 K DESIGN LOAD WIND COMBINATION: TMAXU 1.6'PW-0.9CE>O 3.97 KWIND GOVERNS FORCES PER BASEPLATE, CMAXU 1.6'PW+1.2'CF $ 4.26 K WIND GOVERNS ANCHOR DESIGN,LRFD ' VMAXU 1.6'FW/N0 0.46 K V+T WIND GOVERNS MMAX FW1*HCG 3.83 FT-KWIND GOVERNS FORCES PER UNIT. VMAX FW1 0.82 K SEISMIC GOVERNS PAD DESIGN,ASO ' PMAX WE 0.14 K 0 Z 1 S.Gordin Structural Design& POH-EQUIPMENT GAL LOX-AC57.zlsm ' Engineering Services(SGE) W20HF Irvine CA Tel.(949)5525244 ® 10/5/2016 ' ANCHORAGE TO CONCRETE - EPDXY ANCHOR HILTI HIT-HY 200 C IBC 2015 12009 OK),CBC 2013(2010 OK) REFERENCES D ACI 318-14(08 OK),INCL APP 0 E ICC ESR 3187*(July 2015) ' DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE i UNIT' 9 COMMENT REFERENCE ' FORCES 11 CONDITIONS FACTORED PULLOUT FORCE Nn1 3.97 K FACTORED SHEAR FORCE Vni 0.46 K OPTIONAL FORCE FACTOR KF 1.00 TEMPERATURE("F)AND TEMPERATURE RANGE T 130 E TBI.14 ' DESIGN PULLOUT FORCE Nan Nn1'KF 3.97 K DESIGN SHEAR FORCE Vn Vn1'KF 0.46 K SDC A-B OR D 0.3.3.4.4 SEISMIC COEFF(TENSION,CONCRETE ONLY) ksdc 1.00 WIND D D.3.3.4.3(d) SHEAR FORCE FACTORED BY Q YIN O N FACTOR DESIGN FORCES BY Q YIN O N 1.00 OK CONCRETE STRENGTH(NWC) rc 2.500 PSI ' INSTALLATION CONDITION DRY-*D"; WETISATURATEO=-W' W D D.6.1.3 o GROUT PADS(SHEAR STEEL ONLY) kg Y 0.60 CRACKED CONCRETE YM N • GEOMETRY 0 OF ANCHORS IN THE GROUP,EFFECTIVE STEEL 8 CONCRETE.TENSION nl 2.00 --4O -y CONCRETE.SHEAR nv � ?.00 ' STEEL,SHEAR ns 2.00 w ALONG LOADED EDGE NALE 2.00 DIAMETER ANCHOR de 0.500 IN ' INSERT d 1 0.500 IN SPECIFIED STRENGTH OF STEEL ANCHOR,TENSILE kd eb KSI SS F50 CWt(F593G-316)OR SIM ANCHOR.YIELD N 60 KSI OK ty1<=125.000 PSI;fyl< 1.9fy 1.91y 114 KSI ' iula 95 KSI INSERT.TENSILE tui 95 KSI ANCHOR.YIELD N 60 KSI INSERTIANCHOR(S)EMBEDMENT,ASSUMED her 4.00 IN OK INSERT/ANCHOR EMBEDMENT.MINIMUM hef min C:::� 2.75 IN E TOL 14 PAD THICKNESS,MINIMUM Ip- 5.25 IN E TOL 12 PAD THICKNESS,ASSUMED tp 6.00 IN OK ACTUAL SPACING DIRECTION 1(MINIMUM) S1 6.S0 iN DIRECTION 2(MAXIMUM) s2 7.50 IN ALONG LOADED EDGE SL 7.50 IN 0 MIN.ANCHOR SPACING smin 2.88 IN OK E TBL 12 3he1 12.00 IN AVAIL.WIDTH OF HALF-PYRAMID BASE vrpa 12.00 FT ANCHOR EDGE DISTANCE DIRECTION 1 cit 6.00 INOK 02 6.00 IN OK O DIRECTION 2 c21 � &00IN OK c22 8.00 IN OK 1.5hef 6.00 IN ACROSS SHEAR FORCE CIA 8.00 IN C2A 8.00 IN PARALLEL TO(ALONG)SHEAR FORCE c1 � 8.00 IN MIN.EDGE DIST smin 6-d 3.00 IN CE D.8.3.D.8.4 S.Gordin Structural Design& PON-EQUIPMENT GAL LOX•AC57.xlsm Engineering Services(SGE) SG20HF Irvine CA ' Tel.(949)552-5244 1015!2016 DESIGN PARAMETER I NAME l fORMULAORSYVITCH I VALUE JUNITj 9 COMMENT REFERENCE ' STEEL STRENGTH,TENSION ANCHOR INSERT THREADS PER INCH at 13.00 EFFECTIVE AREA Ase- 7/4(047431ntf 0.1419 INS NET AREAS , NOM.STRENGTH OF ANCHOR GROUP-STEEL Ns rd•(Ase)hda 26.98 K STEEL STRENGTH REDUCTION FACTOR OS 0.75 O 5.1.2 DESIGN STRENGTH.STEEL osws 20.22 K NS1 20.22 K NS2 1.2NSI 32.35 K ' CONCRETE BREAKOUT STRENGTH,TENSION PROD.AREA OF TENSION FAILURE SURFACE FOR ANCHOR GROUP ' m=1 CLOSE TO EDGE AN1c (0+11hel)(2.1.5hef) 047 00.5hel D D.5.2 ntal AWAY FROM EDGE ANO %of, 144 me C13-1.5her m=2 CLOSE TO EDGE AN2c (c1+s1+1.5heq(2.1.5heI) - INA 00.9W.z1<3 l , nt=2 AWAY FROM EDGE AN2a (61+31he0(3'11e1) 222 c1>1.5he1,s14MW rd-4 CLOSE TO EDGE A144c (c1+s1+1.5hw - INS c2<1.5hef,sl-Md, •(c2+s2+2*I-R Q s2o-W m4 s1<3t18f.AWAY FROM EDGE AN4a (et+3'helxs2+31" IN2 c1>1.51ve9 42>1.5her, 2G11ref ' n•AND 288 AN <=r•ANO 222 INS kc 24 UNCRACKED E TBL 12 BASIC BREAKOUT STRENGTH IN CONCRETE Nb ke(Tc)"'•(hel)" 9.60 K 0 D•8 ECCENTRICITY OF PULLOUT FORCE VNI 0.00 IN em 0.00 IN MODIFICATION FACTOR FOR ECCENTRICITY *11 I1+2e'r41(3he0T' 1.0 0 D-8 6 it *12 It+2e+watmoir' 1.00 1+1 11•4,12 1.00 `t MODIFICATION FACTOR FOR EDGE EFFECT 1.00 cl>-I.Sher D D•9 ' C141.5he1 D D-10 4,2 1.00 MODIF FACTOR FOR CRACKED TENSION ZONE +3 IF If, 4)=1.25,1.00 1.25 NO TENSION CRACKS NOMINAL CONCRETE BREAKOUT STRENGTH FOR SINGLE ANCHOR Ncb (AWANO)(*2)(d+3)Nb 12.00 K D D-3 ' FOR GROUP OF ANCHORS Ncbg (AN1ANO)(+Y1)(+2)(Y3)Nb 18.50 K D D-4 STRENGTH REDUCTION FACTOR OCt 0.75 D D.4.3(a) DESIGN BREAKOUT STRENGTH ociwcbg 13.88 K ' CONCRETE PULLOUT STRENGTH,TENSION MIN.EMBEDMENT helm 3 W E TBL 12 ' MINIMUM SPACING smin 2.68 IN E TBL 12 BOND STRENGTH IN CONCRETE r 1 -24'(her'rC)1R1(7T'd) 1,528 PSI UNCRACKED E 4.1.10.2 kce MAX(3.1-0.71lhei;1.4) 2.05 E 4.1.102 CRITICAL EDGE DISTANCE coc hel•(r 111,160)"''kcc 4.47 IN E 4.1.102 ' are lode(ruwlmoof 6.16 IN D0-21 oc1 MIN(Cac.Cna) 4.47 IN MODIFICATION FACTORS FOR: ' POST INSTALLED ANCHORS 41crm 1.00 crrdrrb=11 00-26 cmWa1 - cmhc ct D D-27 EDGE EFFECTS +mm 1 Cffdrg=l D D•24 0.7+0.3•cmkVcct WA aNn�=1 D D-25 FOR ECCENTRICITY `Ymm 1.00 NO ECCENTRICITY D D-23 STRENGTH REDUCTION FACTORS: FOR BOND IN SETS.CATEGORIES GF an 1.00 E TBL 14 E TOL 14 ' STRENGTH REDUCTION FACTOR Of 0.55 29 ' S.Gordin Structural Design 8 POH-EQUIPMENT GAL LOX-AC57.KIsm Engineering Services(SGE) P&I-4 SG20HF ' Irvine CA Tel.(949)552-5244 1015!2016 DESIGN PARAMETER NAME i FORMULA OR SWITCH VALUE UNIT' T COMMENT REFERENCE - - PULLOUT,CONTINUED PROD AREA OF PULLOUT FAILURE SURFACE FOR ANCHOR GROUP ' M=1 CLOSE TO EDGE ANte 1 (et 1+ct2)(c21+e22) - INT et<eet D D.5.5.1 M=1 AWAY FROM EDGE ANO 1 (2-Cac? 80 IN' el>cel nt=2 CLOSE TO EDGE AN2C 1 (ct t+s1+c12HC21+C22) 138 IN, cl<CCI;st<2ccl nt=2 AWAY FROM EDGE AN2a 1 ire cl�-W;s1<2crI r0=4 CLOSE TO EDGE AN4c 1 (c11+s1+c12)(c21+s2+c22) IN2 ct<�1;c2<cct; ' cl>ccl;s>cd; M=4 AWAY FROM EDGE AN4a 1 Ite c12ccl Q-Qc; s1<2ect:s2<2cc1 WANO 160 Ire AN 1 -c-WAND 1 138 Ite ' Na0 r!•n•C'hai'n., 8.6 K D D-22 NOMINAL STATIC PULLOUT (BOND)STRENGTH FOR SINGLE ANCHOR Na (AN1/AN01)•`,o 4•Cp%�-Na0 9.6 K OD-18 ' FOR GROUP OF ANCHORS NCb9 (ANI/AN01)'*Gb1M'+EC%&cpKeNa0 16.6 K D 0-19 DESIGN PULLOUT STRENGTH 01•Ncl* 9.1 K ANCHOR GROUP TENSION STRENGTH STEEL Ns 20.2 K ' CONCRETE Nc 9.1 K DUCTILE STEEL ANCHOR YM Y STEEL STRENGTH GOVERNS YM N CONSERV.,NO SUPPL REINF.,COND B.YIN Y FACT D TENSILE STRENGTH,ANCHOR GROUP MIN(Ns,Nclods) 9.13 K OK J 2 SHEAR STEEL STRENGTH IN SHEAR Vs nekgln•0.6•Ase•ful 12.94 K D D-29 w REDUCTION FOR SEISMIC SHEAR ow 0.70 E TBL 11 STRENGTH REDUCTION FACTOR STEEL 08 0.60 E TBL 11 ' CONCRETE me 0.70 E TBL 12 CONCRETE BREAKOUT STRENGTH(SHEAR) SHEAR FORCE PARALLEL TOADGE YIN ksd Y 2.00 SHEAR FORCE ECCENTRICITY eV 0.00 OK ' MODIFICATION FACTORS FOR SHEAR STRENGTH: FOR ECCENTRICITY 4'R,, (1+2'eY/(3•CI)T's1 1.00 NO ECC D D-30 EDGE EFFECTS *wv ca2/catal.5 D D-37 0.7+0.Wcntinhxl 0.90 ca21ca1<1.5 D D-38 FOR TENSION IN THE ANCHORING ZONE ' CRACKING IN THE TENSION ZONE N SUPPLEMENTARY REBAR 1-44 N *CV 1.40 D D.82.7 ha/cial.5 4',w 1.41 halcl<1.5 D0-39 1.41 LOAD BEARING ANCHOR LENGTH,SHEAR Le 4.00 IN L<=5d0 1.5e1 12.00 IN PAD THICKNESS tp 6.00 IN ' DEPTH OF SHEAR FAILURE HALF-PYRAMID BASE dp MIN(1.Sct,tp) 6.00 IN ANCHOR SPACING ALONG LOADED EDGE SL 7.50 IN cef EDGE DISTANCE ACROSS SHEAR FORCE ca 8.00 IN Cd MIN(1.50,c2,tp) 6.00 IN BASIC BREAKOUT STRENGTH,SINGLE ANCHOR 7(Leld)c'(d)w(rc)'o(c1)" 8.48801 K D D-33 Vb 9(foll2w)L6 10.18 K DD-34 8.49 K #OF ANCHORS ALONG LOADED EDGE HALE 2.00 ' 3o S.Gordln Structural Design& POH-EQUIPMENT GAL LOX-AC57.xlsm Engineering Services(SGE) 3620HF Irvine CA ' Tel.(949)652.5244 10/512016 DESIGN PARAMETER NAME FORMULA OR SWITCH VALUE UNITS 7 i COMMENT REFERENCE SHEAR,CONTINUED WIDTH OF SHEAR FAILURE HALF-PYRAMID BASE GROUP 2.1.5c1+(NALE-1)•SL 19.50 IN c1a+1.5c1+(HALE-1)'SL 27.50 INwp , c1a+c2+(NALE-1rSL 23.50 IN 19.50 IN SINGLE wpl MIN(wp,3cI,(c1a+ao)) 12.00 IN DESIGN WIDTH OF HALF-PYRAMID BASE ' GROUP wpd MIN(wpa,wp) 20.00 IN AREA OF SHEAR FAILURE HALF-PYRAMID BASE SINGLE 72 Be ' ACTUAL AV OPlvpd 120 IN2 SINGLE, CONCRETE AWAY FROM EDGES AVO 4.5tp2 CI-1.5w 162 W2 0 D-32 FREE FIELD PYRAMIDE SIZE LIMITED BY hof NOMINAL CONCRETE BREAKOUT STRENGTH AWAVO(*m 8'w v'm)Vb 7 K O D-30 ' ANCHOR GROUP AWAVO(*e *w v'➢ fw)Vb 11 K O D-31 CONCRETE PRYOUT STRENGTH IN SHEAR D D.8.3 kcp 2.00 hel-2.5 IN 0 D-40 , PRYOUT STRENGTH,SINGLE ANCHOR VCP kCp'Ncb 24.00 K D D41 PRYOUT STRENGTH,ANCHOR GROUP VCp9 kcp'Nft 37.00 K ANCHOR GROUP NOMINAL STRENGTH,SHEAR STEEL Vs os"'a vs 6.44 K CONCRETE VC ocWc•ave 6.49 K e 1 DUCTILE STEEL ANCHOR Y/N Y STEEL STRENGTH GOVERNS Y/N N CONSERV.,NO SUPPI-REINF.,COND B,Y/N Y ' FACTORED SHEAR STRENGTH,GROUP OV !UN(NS.NO 5.44 K OK STRENGTH DESIGN INTERACTION SUMMARY ' D D.7 KN (NLdFNn)s-1.0 0.43 OK D 0.7.1 KV (Vu1FVn)-I.0 0.08 1 OK I 0 D.7.2 (NWFNn)Y-MdFV0"at OK I RD 7 DUCTILE STEEL TO GOVERN ' PER ANCHOR GROUP(ria x 1) NOMINAL SHEAR STRENGTH,STEEL VS 12.94 K NOMINAL SHEAR STRENGTH,CONCRETE VC 11.20 K ' SHEAR DEMAND V 0.48 K NOMINAL TENSILE STRENGTH STEEL TSU 32.35 K 0 D.3.3.4.301 CONCRETE,BREAKOUT TCU1 10.50 K ' CONCRETE,PULLOUT TCU2 16.61 K CONCRETE,MIN TCU 16.61 K TENSILE DEMAND T 3.97 K UTILIZATION(DEMAND-TO-CAPACITY RATKI,S1 SHEAR,STEEL kvs VMS 0.036 ' SHEAR,CONCRETE kvc VMC 0.041 TENSION,STEEL kis TITS 0.123 D RD.3.3A.3 TENSION,CONCRETE Mc TRC 0.239 TOTAL,STEEL KS kvs+Ms 0.168 TOTAL,CONCRETE KC kvc+Mc 0.200 OK OK ' BASEPLATE HOLE,TOP NUT,AND WASHER RECOMMENDED HOLE DIAMETER: dh 314 IN ( AISC 14TH RECOMMENDED TOP WASHER SIZEIDIA 81w 1 112 N TBL 14.2 ' RECOMMENDED TOP WASHER THICKNESS dtw 3116 IN 31 F1 fl • s.» 6icr:, _.. o . < Geate{"^"7,1 FtleY I Rld Crit - _.- .I j M OOUSULIN SCROAL BOOP,SM Cts SVu[IvY 6y',es. s Platte ♦1 Oet 10.10161232 PM d MO A . {� 111 ES NaUIkW W 11.00-0017 71+It17� 7.77]R Y okvb*t!e C1+P. of VAPORIZER: (3)TYP smue m -- C.G. =4.66' SG-20HF 11arsiC SQ-`-,.S W ` TAN _� DL=0.876 K (ICED) 2S " 1 Ex=Ez=0:514 K 3,000 GAL LOX Ey=0.206 K Off"mr. a2 -1 DL=44.10 K 4 Ttwa : s•faletnf I( Ex=Ez=25.9 K Wx=Wz= 0.82 K AM- Ey= 10.4 K , Wx=Wz=2.03 K �C. Y :S ' Z C G — 9.25' SF' tit a C.G. =8.98' TANK: r } 500 GAL LOX m � w DL=10.55 K a•%i'�r Sa rs'�` ig - -C�9' Ex=Ez=6.2 K Ey=2.5 K _ h Wx=Wz=1.26 K e MPP I � CO S R NG LOCAL AXES :GLOBAL AXES I ' SOIL, SUBGRADE MODULUS =40 PCI Y °'°`e`°°°' EXTREME LOCALIZED 7Poclaess:t773]3rt x�Y o"W 7m"'1 PLATE, NOT 1} """"t`°"""e""z5 k"' CONSIDERED IN Mx mr X RESULTS Z Wi t fg-1 R07 71y.],w-f:-iz=I I-i-1`:i I-a f t—D— )EC&MOVSbuchral 1—,7"—In-I I c-I IIID.,.6% B,S&Plat&lf- POOL POOId,-ROOV�;,P 12D.1,M SWPA x 0" -#ASST->1=919AW 120.1.4Ex-I 4E-y 500 y 0" -W.2J7->,rUeMXf 1.2D-1.4Ez-1.4EY -M.YJ,F 120�1AE2-1.tEy. Tau-Y 0" monwrtx -140 -0.m*,Vff 12D-1.4Ez-1.4Ey Mu a t-V -ZMY -avlSftv" I AAEz-1.4Ey 12DIAx-1.4Sy. Shear-ii -V.7w aM2KA IM-1.4Ex-1.4Ey Shear-y - baa->aa4KR 12D-1.65W Be ftm-- W. AD Wr Ex-Ey -EY -Ey Ex V& %VA Ewe fw-mj(Poll Ran&tab of Projee MdrdW will she.a sw—*,y of Rmtt View Tops Smats- ft for the selected resuh one. 589.450 The resu 144* IPWIA4- PkESSL)At YA1062 OE40 4410 goo L'TVE Lv A0 Project: Olympic Medical Center v2 SGE Consulting Structural Engineers, SGE CONSULTING STRUCTURAL ENGINEERS October 05,2016 NMaclDropbox\SGE Documents12016Wobs\Providence Olympic Hospital 516.072.4011 Bearing Pressures Extreme Rows Only) ' Plate Material Result Case Name Location Bearing Press. sf P001 Concrete Fc=2.5 ksi D-Ex-Ey N001 1025.162 P001-c63 Concrete Fc=2.5 ksi D-Ex+Ey N089 A 57.006 MAX JPfAkLNG PAE-5-50h: Plate Local Forces Extreme Rows Only) V-Wk SE.ZiAim co Plate Material Result Case Name Location Mx My IVIXY V ft-K/ft ft-K/ft ft-K/ft K/ft K/ft P001-c3 Concrete Pc=2.5 ksi D+Ez+Ey N013 0.585 3.989 -0.464 0.726 -1.186 P001-c3 Concrete Fc=2.5 ksi D-Ez-E N013 -1.737 -9.106 0.286 -1.899 2.018 ' P001-c9 Concrete Pc=2.5 ksi D-Ex-E N019 -2.347 -0.617 -0.447 -2.354 -0.432 P001-c1 Concrete(Pc=2.5 ksi) D+Ez-Ey N028 -10.21 -0.952 0.244 1.427 -1.248 1 1 P001-c1 Concrete Fc=2.5 ksi) D-Ez+Ey N028 3.330 -0.266 -0.718 -0.821 0.072 ' P001-c1 Concrete(Pc=2.5 ksi) D-Ez-Ey N004 -1.668 -1.940 -0.058 0.288 -2257 1 6 P001-c1 Concrete(Fc=2.5 ksi) D-Ex-Ey N036 -3.224 -3.495 -2.356 -1.561 -0.057 7 P001-c4 Concrete Fc=2.5 ksi) D-Ez-Ey N057 -0.174 -1.902 2.392 0.713 1.246 1 P001-c4 Concrete(F'c=2.5 ksi) D+Ez-Ey N060 -4.670 -1.709 -0.230 1.870 -0.015 ' p 4 x. 001-c5 Concrete Fc=2.5 ksi) D+Ex-Ey N058 -8.004 -3.505 -0.325 1.420 2.749 i ' Page 1 VisualAnalysis 12.00.0017(www.iesweb.com) 3 LI Project: Olympic Medical Center v2 SGE Consulting Structural Engineers, SGE CONSULTING STRUCTURAL ENGINEERS October 05,2016 11 MaclDropboxlSGE Documents12016Wobs%Providence Olympic Hospital 516.072.4011 ' Bearing Pressures Extreme Rows Only) Plate Material Result Case Name Location Bearing Press. sf Pool Concrete(Fc=2.5 ksi 1.2D-1.4Ex-1.4Ey N001 1309.407 P001-c63 Concrete(F'c=2.5 ksi 1.2D-1.4Ex+1.4Ey N089 1.701 Plate Local Forces Extreme Rows Only) Plate Material Result Case Name Location Mx My Mxy Vx V ft-K/ft ft-K/ft ft-K/ft Kfft K/ft ' P001-c3 Concrete Fc=2.5 ksi) 1.2D+1.4Ez+1.4Ey N013 0.934 6.09 -0.63 1.133 -1.743 2 P001-c3 Concrete(Fc=2.5 ksi) 1.2D-1.4Ez-1 AEy N013 -2.316 -12.23 .418 -2.541 2.742 7 _ ,15001-0 Concrete(Fc=2.5 ksi) 1.2D-1.4Ex-1.4Ey N019 -2.984 -0.823 .61 -3.154 -0.563 1 15001-c1 Concrete(Pc=2.5 ksi) 1.2D+1.4Ez-1.4Ey N028 -13.60 -1.211 0.389 1.937 -1.630 , 1 7 P001-c1 Concrete Fc=2.5 ksi) 1.2D-1.4Ez+1.4Ey N028 .351 -0.250 -0.95 -1210 0.218 1 8 P001-c1 Concrete(F'c=2.5 ksi) 1.2D-1.4Ez-1.4Ey N004 -2.155 -2.576 -0.07 0.463 -3.03 ' 6 6 P001-cA Concrete(F'c=2.5 ksi) 1.2D+1.4Ez+1.4Ey N057 -5.230 -1.188 -3.23 -2.371 -0.989 1 4 P001-cA Concrete(Fc=2.5 ksi) 1.2D-1.4Ez-1.4Ey N057 0.177 -2.366 3.340 1.104 1.686 1 P001-c4 Concrete(Fc=2.5 ksi) 1.2D+1.4Ez-1.4Ey N060 -6.164 -2.164 -0.37 2.512 -0.. � 4 0 P001-c5 Concrete(Fc=2.5 ksi) 1.2D+1.4Ex-1.4Ey N058 -10.53 -4.728 -0.47 1.896 3.71 ' 1 1 4 Page 1 ' VisualAnalysis 12.00.0017(wwwJesweb.mn) 35 Sheet S'Gradin Structural Design 8 Engineering Services(SGE) Reinforce MuUI v6.4.xlsm Irvine CA Section 1 Tel.(949)552-5244 ® 10/5/2016 TOP REIN CONCRETE DATA fc- 2,600 psi Fr=7.61(fc)w= 376 psi Y ( BTTAA E=67 000'fc ra= 2,850 KSI REINF Acceptable I Flexure 0.9 A Utilization Ratio Shear 0.6 X REBAR DIRECTION X Y Reference ACI 318-11 REBAR LOCATION(T-TOP,B=BTTM) B -7 T B T 9.3.5(FI--0.6) 9.5.2.3(Fr) BETA1= 0.85 0.85 0.85 0.85 PLAIN CONCRETE,CONSERV CONCRETE SECTION WIDTH IN b 12.00 12.00 12.00 12.00 O SECTION DESIGN DEPTH IN d 28.00 28.00 28.00 28.00 CONCRETE STRENGTH PSI ft' 2,500 2,500 2,500 2,500 REINFORCEMENT PSI f 60,000 60,000 60,000 60,000 .. .. -FLEXURE STRENGTH REDUCTION FACTOR 0.9 0.9 0.9 0.9 NOTES LOAD FACTOR= 1 1 1 1 MOMENT,UNFACTORED FT-K Mb 12.24 6.10 13.61 5.35 & 1)Rebar direction X MOMENT FACTORED FT-K M„ 12.2 6.1 13.6 5.4 perpendicular to thickness CLEAR TO BARS(INCLUDE PERP.DIA) IN a. 4.375 OK 3.375 OK 4.375 OK 3.375 OK change line(VA Global Z =Local)q; r TO BAR CL IN a 4.8125 3.8125 4.8125 3.8125 2)Rebar Direction Y= ` SLAB Y/N Y Y Y Y parallel to thickness change ' rebar layers%= 2 2 2 2 line(VA Global X=Local Y); as=(b'd)'0.85'fc/fy= 9.9 10.3 9.9 10.3 3)VA sign convention(about cc-(Mu'12000)'1.7'rc'b/(FI'fy"2)= 2.3 1.2 2.6 1.0 local axes): 'e ENTIRE W:As=as-sgrt(aa"2-cc)= IN=/b Asi N/A N/A N/A WA ' PER LINEAR FOOT IN21FT As2 0.12 0.08 0.13 0.05 v REINF.REOV BY DESIGN: IN21FT As 0.12 0.06 0.13 0.05 A..'""'= 0.0018'b'd/N= IfelS 0:30 0.30 0.30 . 0.30 vR 1/_.1I._..JIVIV BEAM Y/N N N N N A,b`"'n=2fc0S/fy'b'dt(200/fti b'(d a)= IN= N/A NIA N/A WAand v■ Aab'=2fco.51WAs= IN' WA NIA WA N/A A.b'=1.333'A.= IN= NIA N/A NIA WA V, M. A.b=MAX(A,"'°,MIN(A.b',Awn= IN= NIA NIA NIA WA PER FT YM Y Y Y Y AMT OF OF REBARS N= 1.00 1.00 1.00 1.00 REBAR 8 7 7 7 7 REBAR SPACING S= IN 18.00 18.00 18.00 18.00 00 ' REBARS PER FT= 0.67 0.67 0.67 0.67 IN IN S 18 18 18 18 Supply:A. IN' 0.46 0.40 0.40 0.40 Demand:A.RO 0.30 0.30 0.30 0.30 ' Utilization Ratio(Demand/Supply) % 76% OK 75% OK 76% OK 76% OK RUPTURE OF UNREINFORCED CONCRETE @ W Sc= IN3 1,568 11568 1,558 1,568 Mr=0.601Sc•Fc= FT-K 29.4 29A 29.4 29.4 <Mu <Mu <Mu <Mu UW* 1101116* MR 011( 4110k 1114EAR ONE-WAY STRENGTH REDUCTION FACTOR 0.75 0.75 0.75 0.75 SECTION DESIGN DEPTH IN d 23.19 24.19 23.19 24.19 Demand:SHEAR,FACTORED K1FT Vn 3.72 3.72 3.15 3.16 3S Supply:42(fc)ro'd'(12")- KIFT OVc 20.9 21.8 20.9 21.8 0 Utilization Rath Demand/Su I 18°/. OK 17% OK 15% OK 14% OK PUNCHING FACTOR ¢ 0.6 0.6 d=d MIN IN d 23.19 23.19 Demand:SHEAR,FACTORED K Vn 80.8 ( 80.8 BASEPLATE SIDE IN LP 4 ( 4 O Supply:44(rc)rn'4(LP+d)'d= K 0Vc 302.6 302.6 Utilization Ratio(Demand/Supply) 27% OK 27°/. OK 36 Shee: 5.Go din Structural Design S i Engineering Services tSGE) r r j Overturning Check.xtsm Irvine CA Tel.(849)552.5244 10/10/2016 Overturning Check Tank 1: 3k LOX Tank 2: 500 GAL LOX Pad Thickness: 28 Inches C.G.: 9.25 ft C.G.: 8.98 ft Pad Width(smaller Dim): 15.58 ftWeight: 44.1 kips 3 Weight: 10.55 kips ,3 Z Pad Length(Larger Dim): 21.2 ft 3 2 Eh: 25.9 kips Eh: 6.2 kips Conc.Density: 0.145 k Ev: 10.4 kips Ev: 2.5 kips (Wpad) Weight of pad: 111.8 kips Number of Equipment 1 on Pad Number of Equipment 2 on Pad (MaPad) Moment arm for pad vertical forces with Same edge distance: i with Same edge distanc 1 =Half the pad width: 7.792 ft Total equipment 1 dead load: 44.1 kips Total equipment 1 dead 10.55 kips Moment arm for horizontal forces=Height+ pad thickness: 11.5833333 ft 10.15 It (Me) Moment arm for vertical forces=Distance to overturning edge: 7 ft 5.5 ft (OTM) Overturning moment per tank: 372.808333 K•ft Per Tank 76.66 K'ft PerTank Total overturning moment for all tank: 449.46767 Wit (RM) Resisting moment=Wpad'MaPad+(Total tank 1 dead load)'Mal+(Total tank 2 dead load)'Ma2: 1238 K•ft Safety Factor=Total RMJOTM: 2.754 v Sliding Check(Friction Only) Total normal force=Wpad+All equipment deal load: 166.423816 kips Shear Force=Total Ev: 32.1 kips Shear resistance=u'Total normal force 49.9271449 kips U= 0.3 / Safety Factor=Shear Resistance/Shear Force 1.55536277 r/ r ? M y � S m s s �r �r r r i � � r r �s � r a■i � � i Address: 939 Caroline Street PREPARED 6/08/16, 8:41:56. INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY EiATE 6/08/16 ------------------------------------------------------------------------------------------------ ADDRESS 939 CAROLINE ST SUBDIV: TENANT, NBR: OLYMPIC MEDICAL CENTER CONTRACTOR : PHONE OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 15-00001390 COMM REMODEL PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -—------—-----—---------—---------------------------—----------—-------------------------- BL3 01 3/02/16 JLL BLDG FRAMING 3/02/16 AP March 1, 2016 8:18:00 AM jlierly.' 425-359-9186 jung March 2, 2016 4:53:22 PM jlierly. BL99 01 6/08/16L D BLDG.FINAL June 8, 2016 8:44:33 AM jlierly. Dennis 425-330-3587 ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------—--------------------—---------- -—-----— ------------------------------ ME1 01 4/20/16 JLL MECHANICAL ROUGH-IN 4/21/16 AP April 20, 2016 8:17:50 AM jlierly. dean 460-7970 ko April 21, 2016 8:24:03 AM jlierly. - ME99 01 6/08/16 MECHANICAL FINAL ff-- June 8, 2016 8:45:11 AM jlierly. ---------------------- ------------------------------------------------------------ _ PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------------------------------- -------- ---------------------- PL99 01 6/08/16 L PLUMBING FINAL June 8, 2016 8:45:25 AM jlierly. ----------------------- -------- COMMENTS AND NOTES -------------------------------------- % CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION" 321 EAST 5TH STREET, PORT ANGELES,WA 98362 O Application Number . . . . . 15-00001390 Date 12/14/15 Application pin number . . . 044310 Property Address . . . . . . 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Tenant nbr, name OLYMPIC MEDICAL CENTER on your state excise tax form Application type description COMM REMODEL Subdivision Name . . . . . . to the City of Port Angeles Property Use (Location Code 0502) Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS - Application valuation . . 650000 ------------------------------------------------------------------------ Application desc Addin a new imaging device to existing space -7-------------------------------------------------------------------------- Owner Contractor PUBLIC HOSPITAL DISTRICT #2 OWNER 939 CAROLINE ST PORT ANGELES WA 98362 (360) 417-7170 --------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . Permit Fee . . 3972.75 Plan Check Fee 2582.29 Issue Date . . . . 12/14/15 Valuation . . . . 650000 ( Expiration Date 6/11/16 Qty Unit Charge Per Extension BASE FEE 3260.25 150.00 4.7500 THOU BL-500,001-1M (4.75 PER K) 712.50 ---------------------------------------------------------------------------- a Permit . . . . MECHANICAL PERMIT © Additional desc CT REMODEL Permit Fee . . 99.80 Plan Check Fee .00 t Issue Date . . . 12/14/15 Valuation . . . . 0 Expiration Date 6/11/16 Qty Unit Charge Per Extension BASE FEE 50.00 �- 1.00 10.6500 EA ME-VENT SYSTEM 10.65 1.00 10.6500 EA ME-H OR NH PROCESS PIPING 1-4 10.65 1.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 14.80 ------1.00-------13.7000-EA ME-HT OR COOL APP. RPR/ALTER --------13.70- I- - ---------------------------`---- Permit . . . . . . PLUMBING PERMIT Additional desc CT REMODEL Permit Fee . . . 235.00 Plan Check Fee .00 Issue Date . . . . 12/14/15 Valuation . . . . 0 Expiration Date . . 6/11/16 Qty Unit Charge Per Extension BASE FEE 50.00 5.00 7.0000 EA PL-PLUMBING TRAP 35.00 1.00 7.0000 EA PL-WATER LINE 7.00 v ) Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit,does not presume to give authority to violate or cancel the provisions of any-state or local law regulating construction or the performance of co istruction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS– Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) ` T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping ]SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 —Planning 417-4750 Building 417-4815 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 15-00001390 Date 12/14/15 Application pin number . . . 044310 REPORT SALES TAX Qty Unit Charge Per Extension on your state excise tax form 4.00 7.0000 EA PL-DRAIN VENT PIPING 28.00 1.00 15.0000 EA PL-SEWER LINE 15.00 to the City of Port Angeles . 2.00 50.0000 EA PL-MED GAS PIPING,1-5 OUTLETS 100.00 ---------------------------------------------------------------------------- (Location Code 0502). Special Notes and Comments November 3, 2015 12:55:01 PM tamiot. ELECTRICAL PLAN REVIEW IS REQUIRED. ELECTRICAL PERMITS REQUIRED. November 3, 2015 1:23:20 PM kdubuc. Contact Fire Department if project will impact existing fire sprinkler or fire alarm systems. Public Works Utility Engineering has no requirements for this plan review. A backflow device is required when a fire sprinkler system is installed (except for open systems) . Backflow devices are required when lawn sprinkler systems are installed. Backflow devices are required at point of use appliances `Ty when connected to City water service. For inspection by Public Works back flow specialist contact Ron Becker at r� 417-4886. ------------------------------------------------------------------------- _ Other Fees... . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- - Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 4307.55 4307.55 .00 .00 f Plan Check Total 2582.29 2582.29 .00 .00 Other Fee Total 4.50 4.50 .00 .00 ' j Grand Total 6894.34 6894.34 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within,180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) ' T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting i PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW /Engineering 417-4831 Fire 417-4653 —Planning 417-4750 Building 417-4815 Tti� OR l 1tTT j� For City Use CITY OF y 1�1 U1 r Permit# � — /c3/a vy A s H I N G.�T o N, U. S. Date Received: i\ ti c- 321 E 51h Street late Approved 1 Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits@cityofpa.us BUILDING PERM APPLICATION Project Address: aco-116ff S � - v A (4- Phone: 3Go- y6o - 12gy ql _ 716 3 Primary ContacC"R06GCJk /D0,f-f- W0J& Email: P2 cc o _or Name I ki Phone 0LPIL KnI Ck L Ctyl-fek 360 41 -�+000 Property Mailing Address Email Owner 939 cM bLinlz' S'T Q(t of i c Mel�'I, �� Cit State zi City "�� QW w p983az. Name Phone Contractor Address Email Information city state zip Contractor License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) Residential ❑ Commercial Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following,fill out both pages of permit application: (check New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement appropriate) Mechanical ElPlumbing 1:1Other 1:1Fire Sprinkler System Proposed Irrigation System Proposed or Proposed Bathrooms Proposed Bedrooms or Existing? Yes A No Existing? Yes E3 No In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwater0cityofpa.us Project Description Abb A u N b rV10j To Arit,U 5Y LOT o C IThr 4,CSaCrALLrX S Rt To A o m v 64A-7th u� M Is project in a Flood Zone: Yes ❑ NoJ0 Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date XbV, _ Print Name Signature � Residential Structures Existing Proposed Construction For Office Use Area Descriptions(SQ FT) Floor area Floor area $Value new area Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or 2" floor) Garage Carport Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) Proposed Addition Tenant Improvement? 8 ZD 82-o Other work(describe) Site Area Totals A Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft)foot print of %Lot Coverage(Total lot cov-lot size) Max Bldg Height all structures sq ft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov_lot size) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Pi Ytg C*ILL,60 WAIaL-nisi Outle Appliance Exhaust Fan # _ Heater(Suspended,Floor,Recessed wall) # &P 1i I NCO WA-W C01 l Boiler/Compressor Size: # _ Heating/Cooling appliance # repair/alteration �VFZ`5 Tow% A '1 Evaporative Cooler(attached,not # _ Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. -'"— Fuel Gas Piping #of Outlets: _ Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # _ Ventilation System # Forced Air Unit Mui tPl 0VST►A6'DV crWo(ZK Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # rS Water Heater # Plumbing Vent piping # 1.100, Medical gas piping ' #of Outlets: Water Line # S� Fuel gas piping #of Outlets: Sewer Line # S-�i Industrial waste pretreatment interceptor Grease Trap) Size Other(describe): T:\Forms\2015 CED Form Updates\Building&Permitting\BP\Building Permit 20150415.docx Address: 939 Caroline Street PREPARED 2/12/16, 12:38:42 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 2/12/16 ----------- -------- ---- ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR : PHONE : OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE : (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 15-00001458 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCTAT• REQUESTED INSP DESCRIPTION TYP/SQ COMPLETEDRES T RESULTS/COMMENTS ---------------------- - ----- BL3 01 2/12/16 BLDG FRAMING February 12, 2016 9:15:24 AM jlierly. Rob 460-1284 ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------- --- ME99 01 2/12/16 LL MECHANICAL FINAL February 12, 2016 9:16:01 AM jlierly. PERMIT: PL 00 PLUMBING UMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL99 01 2/12/16PLUMBING FINAL ' February 12, 2016 9:16:16 AM jlierly. ------------------------- --- COMMENTS AND NOTES -------------------------------------- PREPARED 2/17/16, 9:02:07 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 2/17/16 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR : PHONE : - OWNER PUBLIC HOSPITAL DISTRICT #2 PHONE : (360) 417-7170 PARCEL : 06-30-00-1-0-3325-0000- APPL NUMBER: 15-00001458 COMM REMODEL —------------------- - PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------ -------------------- -- - - ----- ---------------- BL3 01 2/12/16 JLL BLDG FRAMING 2/12/16 AP February 12, 2016 9:15:24 AM jlierly. Rob 460-1284 February 12, 2016 4:53:03 PM jlierly. _ BL99 01 2/17/16 BLDG FINAL February 17, 2016 9:06:09 AM jlierly. ------------------------ ------------ COMMENTS AND NOTES -------------------------------------- �l CITY OF PORT ANGELES �; DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 15-0000 ,. Application Number . . . . . 1458 Date 12/16/15 Application pin number . . . 781706 Property Address 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Application type description COMM REMODEL on your state excise tax form Subdivision Name . . . . . . Property Use to the City of Port Angeles .41 Z Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS (Location Code 0502) Application valuation . . . . 120000 ---------------------------------------------------------------------------- Application desc Pharmacy Remodel Owner -- Contractor ----- ------------------------ PUBLIC HOSPITAL DISTRICT #2 OWNER 939 CAROLINE ST PORT ANGELES WA 98362 (360) 417-7170 • ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . PHARMACY REMODEL Permit Fee . . . . 1132.25 Plan Check Fee 735.96 �.. Issue Date . . . . 12/16/15 Valuation . . . . 120000 Expiration Date 6/13/16 Qty Unit Charge Per Extension A BASE FEE 1020.25 20.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 112.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT 4-- Additional desc PHARMACY REMODEL Permit Fee . . . . 93.35 Plan Check Fee .00 Issue Date . . . . 12/16/15 Valuation . . . . 0 1 Expiration Date 6/13/16 < Qty Unit Charge Per Extension 0 BASE FEE 50.00 1.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 7.25 1.00 10.6500 EA ME-VENT SYSTEM 10.65 1.00 10.6500 EA ME-HOOD/DUCT-MECH EXHAUST 10.65 1.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 14.80 ---------------------------------------------------------------------------- Permit . . . . PLUMBING PERMIT Additional desc . . PHARMACY REMODEL Permit Fee . . . . 86.00 Plan Check Fee .00 Issue Date . . . . 12/16/15 Valuation . . . . 0 Expiration Date 6/13/16 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 7.0000 EA PL-PLUMBING TRAP 7.00 1.00 7.0000 EA PL-WATER LINE 7.00 1.00 7.0000 EA PL-DRAIN VENT PIPING 7.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions �P of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit'does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner,is builder) T:Forms/Building Division/Building Permit =e BUILDING PERMIT INSPECTION RECORD ; PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS– Building Inspections 417-4815 Electrical inspections 417-4735 ,. Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 4� IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. A Inspection Type Date Accepted By Comments , FOUNDATION: Footings ;sir Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water s AIR SEAL: Walls Ceiling FRAMING: Joists/Girders%Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION-'--- Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Fu-mac e/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 -Fire 417-4653 —Planning 417-4750 Building 417-4815 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 15-00001458 Date 12/16/15 Application pin number . . . 781706 REPORT SALES TAX Qty Unit Charge Per Extension on your state excise tax form 1.00 15.0000 EA -SEWER LINE 15_0o -- to the City of Port Angeles Other Fees . . . . . . . . . STATE SURCHARGE 4.50 (Location Code 0502) Fee summary Charged PaidCredited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1311.60 1311.60 00 .00 - Plan Check Total 735.96 735.96 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 2052.06 2052.06 .00 .00 r r Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls t Ceiling FRAMING: Joists/Girders/Under Floor . Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar -, INSULATION:---- Slab INSULATION:----Slab Wall/Floor-/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet-/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting r PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 -Fire 417-4653 Planning 417-4750 Building 417-4815 THENTGET ES For City Use CITY OF " 1®I 1. Permit# NW A s H 1 N G T O N, U . s. ate Received: j 321 E 51h Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits(@ciilyofna.us BUILDING PERIVII A PLICATION Project Address: 939 - �,� �, Pn(-+AV\0'12e Phone: Prima Contact: 'b 6cz Email: G �Y Nam Phone L 1�L 6 Property Mailing Address Email Owner Ccgrc i." � Si'- 5 _0'r_ C et a f City State Zip Name Phone Contractor Address .-''' Email Information City _...... . State /!1 '--- zip Contractor License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) - $ I'Ro wo Residential ❑ Commercial jS Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following,fill out both pages of permit application: (check New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Fire Sprinkler System ProposedIrrigation System Proposed or Proposed Bathrooms Proposed Bedrooms `or.Existing? ..Yes 13 No ,0' 1xisting? Yes 13 No J3- In:addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to ,www.stormwater(&cit o a us / Project Descri tion `L),)tv^.L? et�," G-A _�'•� ' Is project in a Flood Zone: Yes ❑ No® Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I:fiave read and completed the application and know it to be true and correct. I am authorized to apply for .. his permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within i8o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date Print Name Signature - Residential Structures _ Existing Proposed Construction For Office Use Area Descriptions(SQ FT) Floor area Floor area $Value new area Basement First Floor �c :_Second Floor • t Covered Deck/Porch/Entry Deck(over 30"or a° floor) Garage Carport "Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) -proposed.Addition 5 Tenant Improvement? Other work(describe) -:Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft)foot print of %Lot Coverage(Total lot cov_lot size) Max Bldg Height all structures sq ft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov_lot size) Mechanical Fixtures Indicate how many of each a of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust FanY2SGPM # Heater(Suspended,Floor,Recessed wall) # n rw cou— Boiler/Compressor Size: # Heating/Cooling appliance # _ repair/alteration _Evaporative Cooler(attached,not # � Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Mise. Fuel Gas Piping #of Outlets: ✓ Ventilation Fan,singleuctt Fili tboid4o 13W # 9 Furnace/Heat Pump/ Size: # _ Ventilation System # 1 -Forced Air Unit ti 100 3oc,?Woe.K Plumbin Fixtures `Indicate how many of each type of fixture to be installed or relocated flumbing Traps # Water Heater # li l— Plumbing Vent piping # l o/ Medical gas piping #of Outlets: _ Water Line # to Fuel gas piping #of Outlets: :.Sewer Line # for Industrial waste pretreatment _ - interceptor Grease Trap) Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx Address: 939 Caroline street PREPARED 4/28/16, 10:50:43 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/28/16 ------------------------------------------------------------------------------------------------ ADDRESS . : 939 CAROLINE ST SUBDIV: CONTRACTOR ENGEL CONSTRUCTION PHONE (360) 633-6582 OWNER PUBLIC HOSPITAL DISTRICT 42 PHONE (360) 417-7170 PARCEL 06-30-00-1-0-3325-0000- APPL NUMBER: 15-00001595 PLUMBING PERMIT ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 02 1/21/16 JLL MECHANICAL ROUGH-IN 1/21/16 AP * OVERRIDE TAKEN BY JLIERLY DATE: 01/20/16 TIME: 10:05:45 January 20, 2016 10:11:13 AM jlierly. mathew 253-3466 January 20, 2016 10:12:29 AM jlierly. January 21, 2016 3:55:05 PM jlierly. ME99 01 4/28/16 MECHANICAL FINAL -April 28, 2016-8:58:57 AM jlierly. --- --- ----- Mat 253- 250-3071 PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION - TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 1/19/16 PB PLUMBING UNDER SLAB 1/20/16 AP January 20, 2016 10:11:58 AM pbarthol. January 20, 2016 10:12:08 AM pbarthol. PL2 01 2/09/16 JLL PLUMBING ROUGH-IN - 2/10/16 AP February 9, 2016 9:14:35 AM jlierly. mathew 253-250-3071 February 10, 2016 3:54:52 PM jlierly. - PL2 02 2/22/16 JLL PLUMBING ROUGH-IN 3/11/16 AP February 22, 2016 11:02:52 AM jlierly. Mathew 253-250-3071 March 11, 2016 8:20:47 AM jlierly. PL3 01 2/22/16 JLL PLUMBING GAS LINE 3/11/16 AP February 22, 2016 11:03:33 AM jlierly. Mathew 253-250-3071 --- This inspection is for med gas line only. The city of Port Angeles will only perform a staitic test and no cross conenection or purity testing will be done by the City of PA. Thrid party will be requiured to complete testing before use./jll March 11, 2016 8:20:47 AM jlierly. PL99 01 4/28/16 PLUMBING FINAL April 28, 2016 8:59:47 AM jlierly: --------------------- ----------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES �►�� DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 1 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 15-00001595 Date 12/21/15 Application pin number . . . 009420 Property Address . . . . . . 939 CAROLINE ST ASSESSOR PARCEL NUMBER: 06-30-00-1-0-3325-0000- REPORT SALES TAX Application type description PLUMBING PERMIT on your state excise tax fonn Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS (Location Code 0502) Application valuation . . . . 0 --------=-------------------------------------------------- L. Application desc v ll\ plumbing for 15-1390 ED Remodel OwnerContractor - - PUBLIC HOSPITAL DISTRICT #2 ENGEL CONSTRUCTION 939 CAROLINE ST 10182 NE SHORE DRIVE -� PORT ANGELES WA 98362 INDIANOLA WA 98342 `0 --- -(360) 417-7170 ----------(360) 633-6582 �. ------------------------- ------------------------------- 6' Permit . . . . . . MECHANICAL PERMIT Additional desc MECH FOR 15-1390 HVAC \CJI -Permit Fee 64.80 Plan Check Fee .00 Issue Date . . . . 12/21/15 Valuation . . . . 0 „•Expiration Date 6/18/16 Qty Unit. Charge Per. Extension ^ ^ BASE FEE 50.00 1.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 14.80 �V ---------------------------------------------------------------------------- Permit . . . . PLUMBING PERMIT Additional desc PLUMBING FOR 15-1390 Permit Fee . . . . 234.00 Plan Check Fee .00 fir' Issue Date . . . . 12/21/15 Valuation . . . . 0 Expiration Date 6/18/16 Qty Unit. Charge Per Extension N BASE FEE 50.00 own6.00 7.0000 EA PL-PLUMBING TRAP 42.00 6.00 7.0000 EA PL-DRAIN VENT PIPING 42.00 2.0050.0000 EA PL-MED GAS PIPING,-1-5 OUTLETS 100.00 - ----------------:----------------------------------------------------- ----- -----Other Fees-------------------------------------------------- .-. STATE SURCHARGE 4.50 -- - --- -- Fee summary - Charged ---Paid--- -Credited- - -Due ----------- ---------- -- Permit Fee Total 298.80 298.80 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grad Total 303.30 303.30 .00 .00 IL, Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the (� last inspection. I hereby certify that I have read and examined this applicat' n and kno a same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with ether spe 'le herein or not. The granting of.a permit does not presume to give authority to violate or cancel the provisions of any ate or local a regulating construction or the performance of 1.� construction. s Date Print N me Signature of C ntra for or 4thorizedfgent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD .. PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs. PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs �. Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION:- � Slab ' Wall/Floor./Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts 'Y- Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footin /Slab c •'�A Blocking&Hold Downs Skirting i *. p PLANNING DEPT. Separate Permit#s SEPA: ° Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 -Fire 417-4653 Planning 417-4750 Building 417-4815 THe ��RT NGELS For City Use CITY OF X ermit# l ��9 S� W A s H i N G T o N , U . S.u . s. Date Received: IZ z i 321 E 51h Street Date Approved iz 2 i Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits@cityofpa.us BUILDING PERMIT APPLICATION Project Address: - (�-ja S , " _ Phone: Primag Contact: Email: 1/' ,�- L @ / 66z Na � ( Phone y iG� Property Mailing ddr Email Owner CityA / State I Zip 6 N�C C-tLs i�r/V� Phone Contractor Add ess / Email (o Information 0' �°ed V City State �/ Zip Contractor License# C1� e t t #(0 Exp.Date: 7/1,0/U ?-'C/ 7 Legal Description: Zoning: Tax Parcel # Projeal ct Value: (materials and labor) $ �_ 1�' Residential ❑ Commercial IZL- Industrial ❑ Public Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following fill out both pages of permit application: (check New Construction ❑ Exterio Remodel ❑ Addition ❑ Tenant Improvement 17 appropriate) Mechanical ❑ Plumbing Other ❑ Fire Sprinkler System Proposed Irrigation System Proposed or oposed Bat ooms Proposed Bedrooms & or Existing? Yes 13 No Existing? Yes O No-0 Pr � IVO In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwaterPcityofpa.us Project Description Eul" ul-el at WOO&Pq Is project in a Flood Zone: Yes 13 No Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within i8o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date Print Name / Signature Residential Structures Existing Proposed Construction For Office Use Area Descriptions(SQ FT) Floor area Floor area $Value new area Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or 2° floor) Garage Carport Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft)foot print of %Lot Coverage(Total lot cov_lot size) Max Bldg Height all structures sq ft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov_lot size) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # / repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Water Heater # Plumbing Vent piping # Medical gas piping #of Outlets: 21— Water Line # 5 Fuel gas piping #of Outlets: l/ Sewer Line # Industrial waste pretreatment 44interceptor for GreaseTra Size Other(describe): T:\Forms\2015 CED Form Updates\Building&Permitting\BP\Building Permit 20150415.docx