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Home My WebLink About1608 W. 16th Street Address: 1608 W 1611 Street PREPARED 8/12/16, 8:21:15 INSPECTION TICKET PAGE 5 - CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/12/16 ADDRESS 1608 W 16TH ST SUBDIV: 'CONTRACTOR : PHONE : OWNER CITY OF PORT ANGELES PHONE : (360) 417-4532 PARCEL 06-30-00-1-1-0700-0000- APPL NUMBER: 16-00000564 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCTAT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -----------------------—------------- --- - ------------------' BL1 01 6/22/16 JLL BLDG FOUNDATION FOOTING 6/22/16 AP June 22, 2016 8:19:13 AM jlierly. Alex 460-4248 June 22, 2016 4:42:09 PM jlierly. BL3 01 7/15/16 JLL BLDG FRAMING 7/15/16 DA July 15, 2016 8:31:19 AM jlierly. Bill 477-0057 July 15, 2016 4:22:41 PM jlierly. Verify w engineer about anchor bolt wedge anchors and washers for long walls. splice in mudsill 6 8 inches long on south wall thrid party bolting inspection on steel moment frames /jll BL3 02 8/03/16 JLL BLDG FRAMING 8/03/16 DA August 3, 2016 10:16:27 AM jlierly. Walt August 3, 2016 3:43:33 PM jlierly. Recvd the RFPs and Engineer response. 3rd party to inspect theshear, steel moment frame welding and high strength bolting. Provide response from 3rd party inspection to the city of PA. No temp occupancy is allowed/jll BL3 03 8/05/16 JLL BLDG FRAMING - 8/05/16 AP August 5, 2016 8:15:27 AM jlierly. Walt August 5, 2016 8:16:12 AM - jlierly. Recvd 3rd party inspection report ok to proceed/jll BL99 01 8/05/16 JLL BLDG FINAL 8/05/16 DA August 5, 2016 8:16:58 AM jlierly. Walt August 5, 2016 4:09:54 PM jlierly. Stairs at west end need hand rails per code/jll BL99 02 8/12/16 BLDG FINAL il�o August 12, 2016 8:19:46 AM jlierly. - 477-0055 -------------------------------------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES rrli DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 16-00000564 Date 5/12/16 Application pin number . . . 080692 Property Address . . . . . . 1608 W 16TH ST REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-00-1-1-0700-0000- Application type description COMM REMODEL 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 . . . . 80000 Application desc Structural improvements to floral barn ---------------------------------------------------------------------------- ��. Owner Contractor ------------------------ ------------------------ CITY OF PORT ANGELES OWNER PO BOX 1150 3 PORT ANGELES WA 983620217 (360) 417-4532 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . STRUCTRAL IMPROVEMENTS Permit Fee . . . . 880.25 Plan Check Fee 572.16 Issue Date . . . . 5/12/16 Valuation . . . . 80000 Expiration Date 11/08/16 Qty Unit Charge Per Extension BASE FEE 670.25 30.00 7.0000 THOU BL-50,001-100K (7.00 PER K) 210.00 ---------------------------------7------------------------------------------ Special Notes and Comments May 12, 2016 9:09:23 AM permits. Project is for structural improvements. No land use problems anticipated. --------------------------------------------- ------------------------------ Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 880.25 880.25. .00 .00 Plan Check Total 572.16 572.16.. .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 1456.91 1456.91 .00 .00 v1 1 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 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 Date Print Name Signature of Contractor or Authoriz 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 I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 FTHE: TY OF RT N,G L�J3 For City Use Permit# WASH I N GT O N, U . S. Date Received: 321 E 51h Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits@cityofpa.us BUILDING PERMI APPLICATION Project Address: t ba$ LN- iko'T* `51' ` Phone: 1,7(c,0. Prima Contact: cJ V t'! Gt, 0104 ftvaz 4 Email: �w �p �c o, ewe, a,V�► Name � Phone O 7, Z Property Mailing Address Email Owner Z.ti E , T �v% �1t1`1lc,laa �co.� .w .�S City State Zip 1" w A a$LZ. Name •• ,, Phone V N Contractor Address Email Information City State Zip Contractor License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) �1 p D(v,to -00 '1 ~0700 $ z) 0 a a 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 V 07m L•mw I YUlC-'V'C�C' Fire Sprinkler System Proposed Irrigation System Proposed or Proposed Bathrooms Proposed Bedrooms or Existing? Yes 0 No ArExisting? Yes 0 NO/lisp In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwaterOcityofpa.us Project Description!F2Q t M 14A&VZ�5 jOtIA _.- Is project in a Flood Zone: Yes ❑ N . Flood Zone Type: P l �� YP 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 da s of submittal,the application will be considered abandoned and the fees will be forfeited. I 1 �� J OE� cpt' \f4 kN\2,2 aA►..( Date Print Name i ure 1 • 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 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) yf `--.. 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) Fire lace/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:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx t. a_IV WGINUWNG LAND SURV1 Wk, , ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washington 98362 I N C O R P O R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net August 4, 2016 Mr. Jim Lierly, Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT: Cl. Co. Fairgrounds Floral Barn,_1608-W:1-6t'!St., Port Angeles,INA Dear Mr. Lierly: This office has conducted special inspection or reviewed special inspection reports on the project referenced above. The following special inspections were performed directly by this office: 1. Concrete testing 2. High-strength bolting 3. Wood framing Welding inspection was provided by J&J Welding Services. Their report has been reviewed by this office and found to be acceptable. The reports have been enclosed with this letter for your reference. Concrete testing was performed on June 24th and July 2. Slump and air was verified on site and found to be within acceptable limits. Concrete cylinders were cast to determine their 28-day compressive strength.The average compressive strength exceeded the required 3,000 psi. The cast in place concrete is acceptable to this office. Concrete test results have been enclosed with this letter for your review. High-strength bolting was conducted August 4. All bolted connections used A325 bolts and were pre-tensioned using the turn-of-the-nut method. All bolted connection were inspected by this office and are acceptable. Wood framing has been visually inspected and found to be in general conformance with the approved construction plans and revisions. It is the opinion of this office that, structurally speaking, this building has been repaired in general conformance with the plans and is ready for occupancy. No consideration has been made by this office for electrical, or life safety aspects of the structure. If you have any questions, please feel free to contact me. i F l Sincerely 4t I J � S Headri P.E. r sNAL Cc: Joel Windborn _�'R..�f- Enc: J&J Welding Field Report 005 &006, NTI Compressive Strength Test 16214& 16218 Fc: JN 16037 Va 1p Field Report Date: 7/13/16 `\ Field Report No: 005 Project No: T002 Project Address: 4130 S Tumwater Truck RTE Port Angeles WA, 98362 Inspector: Jeramie O'Dell Date of Testing: 6/6/16 Time: 8:00 Architect: Zenovic and Associates Contractor: Lincoln Industrial Type of Inspection: Visual (VT), Ultrasonic (UT) SUMMARY: Visually tested (VT) welds on moment frames to make sure they meet the 5/16" and 1/4" fillet leg size requirement. All square tube is dimensioned at 6"x6"x3/8". Also inspected for any type of weld defect. Tested full penetration welds using ultrasonic testing (UT). After the welds were made on the interior side of the square tube, then they are to be welded to another piece of square tube at a 90 degree angle and then more testing would be conducted. Only 50%of the lot was to be tested as per Lincoln welding engineer. J MI Non-Conformance Conditions and Actions Taken: No non-conformance issues found. Stamp if applicable �nk AWS GCI Inspector: GAW7 Date: a1f c' '��p�o22a Stamp if applicable AWS Q('1 KENNETH A.HAVENS Reviewe by: 93osoo9l Date: To the best of our knowledge, all items inspected today are in conformance with the approved plans and specifications: YES X NO PRELIMINARY INSPECTION � ~ ULTRASONIC REPORT Date: 7/13/16 Tester:Jeramie O'Dell Date of inspection: 6/6/16 Level: NDT level 2 SNT-TC-1a Project No. : T002 age Project: Moment Beams Reviewe Eby: Report No: 005 Specification:AWS D1.1 lWeld Process: FCAW Welder ID: Benjamin Bacchus#1225 Aws UT Equipment Long Transducer Shear Transducer °`.' Model: USK7B Freq: 2.25 Freq: 2.25 KENNETH A.HAVENS Serial No: 31451-3422 Size: 1" Size: 3/4"X5/8" 9306MI Calibration Block: IIW Decibles Discontinuity E C J f�6 Z Q Co _ o M a i M 0- 41 C U U U v Location Weld N Length Depth Remarks Beam CJP 70 20 x Beam UP 70 20 x Beam CJP 70 20 x Beam CJP 70 20 x Beam UP 70 20 x Beam CJP 70 20 x Beam C.1 P- 70 20 x Beam UP 70 20 x Field Report Date: 7/13/16 Field Report No: 006 i Project No: T002 Project Address: 4130 S Tumwater Truck RTE Port Angeles WA, 98362 Inspector: Jeramie O'Dell Date of Testing: 6/6/16 Time: 11:00 Architect: Zenovic and Associates Contractor: Lincoln Industrial Type of Inspection: Visual (VT), Ultrasonic (UT) SUMMARY: Visually tested (VT) welds on moment frames to make sure they meet the 5/16" and 1/4"fillet leg size requirement. Also check for any type of weld defect. Tested full penetration welds using ultrasonic testing (UT). Only 50% of the lot was to be tested as per Lincoln welding engineer. This is the final welding to be done before installation at the fairgrounds. z yy♦♦ �� Y r:e� 444 F P w K e ; r Non-Conformance Conditions and Actions Taken: No non-conformance issues found. Stamp if applicable b�44s 8 se e� 71� Jeramie O'Deif qq Inspector: /W QC1 Date: #12070224 ��/i�l l� Stamp if applicable AWS Q('1 KENNETH A.HAVE Reviewed by- 93 Date: To the best of our knowledge, all items inspected today are in conformance with the approved plans and specifications: YES X NO PRELIMINARY INSPECTION ULTRASONIC REPORT Date: 7/13/16 Tester:Jeramie O'Dell Date of inspection: 6/6/16 Level: NDT level 2 SNT-TC-1a Project No. :T002 Project: Moment Beams Reviewed Report No: 006 ��.-- Specification: AWS D1.1 1weld Process: FCAW _.1----- Welder ID: Benjamin Bacchus#1225 AMS UT Equipment Long Transducer Shear Transducer Model: USK7B Freq: 2.25 Freq: 2.25 KENNETH A.HAVENS Serial No: 31451-3422 Size: 1" Size: 3/4"X5/8" 9 1 vN Calibration Block: IIW Decibles Discontinuity bO � c C v a Z L L cu C C U 4O C 1 M o u v u n. Location Weld c Q .a cn Length Depth Remarks cc Beam CJP 70 20 x Beam UP 70 20 x Beam CJP 70 20 x Beam CJP 70 20 x Beam UP 70 20 x Beam UP 70 20 x Beam UP 70 20 x Beam UP 70 20 x NTI MATERIALS TESTING LABORATORY COMPRESSIVE STRENGTH TEST Specimen Transmittal &Test Results Form Engineers — Land Surveyors — Geologists Construction Inspection - Materials Testing NIT I 717 SOUTHPEABODY,PORTANGELES,WASHINGTON 9836Z,(360)452-8491 SPECIMEN CONTROL# 16214 Zenovic&Associates Material Type: CLIENT: ■ Concrete ❑ Mortar ❑ Grout PROJECT: Clallam County Parks #of Specimens: 4 Lab Account#: ZZCLAB-22 #of Special Handling: 4 Contact: seth(Dzenovic.net Required Strength @ 28 days: 3000 psi Date Cast: 6/24/2016 Cast By: SJR Testing Sequence: 28,28,28, HOLD Date Recieved: 6/28/2016 Rec'd By: BC Material Supplied by: Angeles Concrete MATERIAL SPECIFICATIONS TIME SLUMP AIR ENTRAINMENT CONCRETE TEMP AIR TEMP DESIGN ACTUAL Location of Concrete Placement: Specimen Spec Diameter of Cylinder Diameter Cylinder Cylinder Cylinder # Type Cylinder#1 Cylinder#2 Average(in.) Length(in.) Weight(lb.) Density(Ib/cu.ft.) 16037-01 4x8 4.00 4.01 4.01 8.06 8.08 137.51 16037-02 4x8 4.00 4.02 4.01 8.07 8.07 136.82 16037-03 4x8 4.00 4.01 4.01 8.06 8.12 138.19 16037-04 4x8 4.01 4.00 4.01 8.06 8.10 137.85 Specimen Test @ Date Tested Total Break Area Unit Load # Days Tested By Load(lb.) Type (sq. in.) PSI 16037-01 28 7/22/2016 BC 46330 A 12.60 3680 16037-02 28 7/22/2016 BC 45050 D 12.63 3570 16037-03 28 7/22/2016 BC 46040 D 12.60 3650 16037-04 HOLD HOLD 12.60 0 Remarks: Cylinders cast by Zenovic and Associates,Job#16037 i i NTI MATERIALS TESTING LABORATORY COMPRESSIVE STRENGTH TEST Specimen Transmittal&Test Results Form Engineers — Land Surveyors — Geologists Construction Inspection — Moterials Testing N/T I 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON MZ,(360)452-491 SPECIMEN CONTROL# 16218 Zenovic&Associates Material Type: CLIENT: ■ Concrete ❑ Mortar ❑ Grout PROJECT: CC Park Fairgrounds Floral Building #of Specimens: 4 Lab Account#: ZZCLAB-22 #of Special Handling: 4 Contact: seth(cDzenovic.net Required Strength @ 28 days: 3000 psi Date Cast: 7/1/2016 Cast By: SJR Testing Sequence: 28,28,28, HOLD Date Recieved: 7/6/2016 Rec'd By: BC Material Supplied by: Angeles Concrete MATERIAL SPECIFICATIONS TIME SLUMP AIR ENTRAINMENT CONCRETE TEMP AIR TEMP DESIGN 4"max 5-7% ACTUAL 6.5" 7.50% 65 Deg F Location of Concrete Placement: Stemwall Specimen Spec Diameter of Cylinder Diameter Cylinder Cylinder Cylinder # Type Cylinder#1 Cylinder#2 Average(in.) Length(in.) Weight(lb.) Density(Ib/cu.ft.) 16037-05 48 4.02 4.00 4.01 8.07 8.01 135.81 16037-06 4x8 4.01 4.02 4.02 8.07 8.01 135.47 16037-07 48 4.00 4.01 4.01 8.07 8.02 136.32 16037-08 48 4.00 4.01 4.01 8.06 8.02 136.49 Specimen Test @ Date Tested Total Break Area Unit Load # Days Tested By Load(lb.) Type (sq.in.) PSI 16037-05 28 7/29/2016 BC 37590 D 12.63 2980 16037-06 28 7/29/2016 BC 38840 D 12.66 3070 16037-07 28 7/29/2016 BC 36490 B 12.60 2900 16037-08 28 7/29/2016 BC 38220 B 12.60 3030 Remarks: Cylinders cast by Zenovic and Associates,Job#16037 , t SE{SNiX i> r t --------- - i- -- - =_ _ -- --- _ V n { N - _t- r + r _. .. « S - - . 4 .I,i .'`_�^„'�-_,_�'s�"�`�in^� , L/ti��„'`Y',-�s-+�--^-^--.—tr-Fes•--• � -- -� -� ��- -.. _..- ' , : E � z : _ - t lk t t7- Ys 21, t _ 3 ti3E � , _ f i 4 r .� I I I _ — - t —� ---�_. _� � is _.� � —•-- —_ _, _ �. . . .. _ _ __. _ ____ .. _ __._ � ._ o —r -- -- -- .___. - - •- �-- _- -+ rte -... - ` _ � j - - - - _ __ ..,. - i t - 4. 71, — _ _J5 e_ pvtc r 41- T - rr �+ _.t'=� '- f��"- ��CJ�-� �I_y. L�,.: •�� t-4-- _�_-_- � =t_ .1 I"�{�/yY //`}-�.-�� - -_ - •:` _ i ; iP + 060. j 1 .f(7j_////.}�.{} .-.,.- ._ .._. .. MecaWind Pro v2 . 2 , 7 . 0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 3/11/2016 Project No. 16037 Company Name ZENOVIC & ASSOCIATES Designed By MRS Address 301 EAST 6TH STREET, SUITE 1 Description STR. FOR BUILDING REPAIR City PORT ANGELES Customer Name CLALLM CO State WA Proj Location CLALLAM CO. FAIRGROUNDS File Location: C:\Users\MADDIE\AppData\Roaming\MecaWind\Default.wnd Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) Basic Wind Speed(V) = 130.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 BM = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 4 : 12 Slope of Roof(Theta) = 18.43 Deg h: Mean Roof Ht = 18.00 ft Type of Roof = GABLED RHt: Ridge Ht = 20.50 ft Eht: Eave Height = 15.50 ft OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 90.00 ft Bldg Width Across Ridge= 26.00 ft MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 See Fig 27.6-2 for Parapet wiod Roof Pressum pressures See Table 27.6-2 dean roof Pit. Wind Waif Pressures See Table 27,65-1 h i Pian PO � itsn i4(�y R WNW Gabled Roof Roof edge premm from table Zones I or 3 as applicable Pt or Winch DirectionT T T T T Po- MWFRS Pressures for Wind Normal to 90 £t wall (Normal to Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 0.29 h: Height to top of Windward Wall = 15.50 ft ph: Net Pressure at top of wall (windward + leeward) = 21.26 psf p0: Net Pressure at bottom of wall (windward + leeward) = 21.23 psf ps: Side wall pressure acting away from wall = .54 * ph = -11.48 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -8.08 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 13.18 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 13.15 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 18.000 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = 18.43 Deg Zone Load Casel Load Case2 Psf Psf ---- ---------- ---------- 1 -16.62 5.75 2 -13.41 -5.88 3 -20.62 .00 4 -18.35 .00 5 -15.06 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3) : LOAD CASE 1: Povhl: Overhang pressure for zone 1 = -12.46 psf 2ovh3: Overhang pressure for zone 3 = -15.47 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = 4.31 psf Povh3: Overhang pressure for zone 3 = .00 psf MWFRS Pressures for Wind Normal to 26 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 3.46 h: Height to top of Windward Wall = 20.50 ft ph: Net Pressure at top of wall (windward + leeward) = 19.11 psf p0: Net Pressure at bottom of wall (windward + leeward) = 18.76 psf ps: Side wall pressure acting away from wall = .64 * ph = -12.23 psf pl: Leeward wall pressure acting away from wall = .27 * ph = -5.16 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 13.95 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 13.60 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 18.000 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = 18.43 Deg Zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 -16.62 5.75 2 -13.41 -5.88 3 -20.62 .00 4 -18.35 .00 5 -15.06 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3) : LOAD CASE 1: Povhl: Overhang pressure for zone 1 = -12.46 psf Povh3: Overhang pressure for zone 3 = -15.47 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = 4.31 psf Povh3: Overhang pressure for zone 3 = .00 psf f TIM"61 Anchor DesignerT"" Company: ZENOVIC&ASSOCIATES Date: 3/11/2016 Engineer: I Page: 11/4 Software Project: Version 2.4.5673.105 Address: 301 EAST 6TH STREET, SUITE 1 Phone: (360)417-0501 E-mail: 1.Proiect information Customer company: CLALLAM CO Project description: BUILDING REPAIR Customer contact name: Location:CLALLAM CO.FAIRGROUNDS Customer e-mail: Fastening description:HD @ LINE 2 Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):24.00 State: Cracked Anchor Information: Compressive strength,f�(psi):2500 Anchor type: Cast-in-place 4J.,v: 1.0 Material:AB Reinforcement condition:A tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch): 15.000 Reinforcement provided at corners:No Anchor category:- Do not evaluate concrete breakout in tension:No Anchor ductility:Yes Do not evaluate concrete breakout in shear:No hmin(inch): 17.13 Ignore Edo requirement:Yes Cmin(inch): 1.25 Build-up grout pad: No Sm,n(inch):2.50 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes <Figure 1> 5546 lb 0 Ib Y 0 Ib X � I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: ZENOVIC&ASSOCIATES I Date: 3/11/2016 Engineer: Page: 2/4 Software Project: Version 2.4.5673.105 Address: 301 EAST 6TH STREET, SUITE 1 Phone: (360)417-0501 E-mail: <Figure 2> i 4. 25 1 75 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB5(5/8"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ® Anchor DesignerT"' Company: ZENOVIC&ASSOCIATES I Date: 3/11/2016 Engineer: Page: 3/4 e � , Software Project: Version 2.4.5673.105 Address: . 301 EAST 6TH STREET, SUITE 1 Phone: (360)417-0501 E-mail 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) q(Vuax)z+(Vuay)Z(lb) 1 5546.0 0.0 0.0 0.0 Sum 5546.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):5546 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'NX(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(lb) 0 ON..(lb) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21 Nb=16Aagf�her`'13(Eq.D-7) Aa fc(psi) he/(in) Nb(lb) TOO 2500 15.000 72986 ONcb=0(ANc/ANco)Ted,NV/c,Ny�p,NNb(Sec. D.4.1 &Eq.D-3) Aft(InZ) ANco(InZ) PedN Wc,N V'Cp,N Nb(lb) 0 ^b(lb) 280.88 2025.00 0.723 1.00 1.000 72986 0.75 5492 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ONpn=OVIc,PNp=OVII,PBAbrgfc(Sec. D.4.1, Eq.D-13&D-14) V'c,P Abrg(W) fc(psi) 0 ONp�(lb) 1.0 1.94 2500 0.70 27205 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerT"^ Company: ZENOVIC&ASSOCIATES Date: 3/11/2016 Engineer: Page: 4/4 i e , Software Version 2.4.5673.105 Project:Address: 301 EAST 6TH STREET,SUITE 1 Phone: (360)417-0501 E-mail: 7.Side-Face Blowout Strength of Anchor in Tension(Sec D 5 3) ONsb=O{(1+Ca2/Cal)14)(160Cai4Ab,)d4Pc(Sec. D.4.1 &Eq.D-16) ca,(in) Cat(in) Abrg(int) A. Pc(psi) 0 r6Nsb(lb) 1.75 99999.00 1.94 1.00 2500 0.75 14637 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,Nua(lb) Design Strength,0Nn(lb) Ratio Status Steel 5546 9825 0.56 Pass Concrete breakout 5546 5492 1.01 Fail(Governs) Pullout 5546 27205 0.20 Pass Side-face blowout 5546 14637 0.38 Pass FAIL!Selected anchor type and embedment do not meet the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com x 18.9 i Ba HSS6x6x4 18.9 J X- � x ... Member Bending Moments(k-ft)(Enveloped) ZENOVIC AND ASSOCIA... SK- 1 SRH CL. CO. PARKS - FLORAL BLDG. Mar 28, 2016 at 10:36 AM 16037 OMF -TRANSVERSE FRAME LINES 2-9 untitled.r2d �Lx M1 1 2 0.4 3 -2.3 1.9 3.2 Results for LC 12,IBC 16-13(b) Z-moment Reaction Units are k and k-ft ZENOVIC AND ASSOCIA... SK-2 SRH CL. CO. PARKS - FLORAL BLDG. Mar 28, 2016 at 10:51 AM 16037 TRANSVERS FRAME untitled.r2d Company ZENOVIC AND ASSOCIATES Mar 28,2016 S Designer SRH Job Number 16037 Checked By:TDG T E c x N ° L ° s I E s Model Name CL.CO.PARKS-FLORAL BLDG. Global Display Sections for Member Calcs 5 Maxlnternal Sections for Member.Calc's AT,"---- Include T,Include Shear Deformation? Yes Increase NailingCa acity for Wind? Yes. Merge Tolerance in .12 P-Delta Analysis Tolerance Include P-Delta for Walls? Yes AutornaticalIV Iterate Stiffness for Walls?"--, :Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/sec^2 ,',` 32.2'.a Wall Mesh Size in 12 Ei -ensolution Convergence Tol. 1.E-'.-. 4, Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative . Cold Formed Steel Code AISI S100-12: ASD Wood Code AF&PA NDS-12:ASD : Wood Temperature < 10OF Concrete_Code AC1318-11 Masonry Code ACI 530-13: ASD Aluminum�Code. _ " -AA�ADM1`-10: ASD-Building Number of Shear Regions 4 Region Spacing Increment in 4 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused.Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615_ Min % Steel for Column 1 Max% Steel for Column 8 Hot Rolled Steel Properties Label E rksil G fksil Nu Therm \1 E5 F Densitvrk/ftA31 Yield ksi 1 A36 Gr.36 29000 11154 .3 .65 .49 36 *-2 A672 Gr.50. 29000 11154 .3 .65 .49,f, -- 50 3 A992 29000 11154 .3 .65 .49 50 "4 A500 Gr�B RNDs;, 29000 . 1-1154 .-. . .:w, .3 --.65 :527.v 42 5 A500 Gr.13 Rect 29000 11154 .3 .65 .527 46 �6 A53 Gr.13 29000- 1:1154 -3 -.65- .49 t _35: 7 Al 085 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Type Design List Material Desi n Rules A int 190 270 i...l 0 180 in... 1 beam HSS6x6x4 Beam Tube A500 Gr.B R.. BEAM 5.24 28.6 28.6 2 col , HSS6x6x4. : Beam S uareTube IA500 Gr.B R..1 BEAM 1 5.24 1, 28.6 28.67-1 Design Size and Code Check Parameters Label Max Depthrinj Min DeDthrinI Max Width[inl Min Width in Max Bending Chk Max Shear Chk 1 BEAM 6 F 1 6 1 1 2 COLUMN 6> 6 1 6 1 1 RISA-21D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 1 Company ZENOVIC AND ASSOCIATES Mar 28,2016 BURMA Designer SRH Job Number 16037 Checked By:TDG r e c,e n o L o s I e s Model Name CL. CO. PARKS-FLORAL BLDG. Joint Coordinates and Temperatures Label X ffti Y ft Tem 1 N1 0 8 0 2 N2' 24.5 w 8 p 3 N3 0 0 0 Joint Boundary Conditions Joint Label X rk/inl Y fklinl Rotation rk-ft/radl Footing 1 N3 Reaction Reaction 2 N4 xx Reaction Reaction Member Primary Data Label I Joint J Joint Rotate de Section/Sha e T e Desi n List Material Design Rules 1 M1 N1 N2 beamBeam Tube A500 Gr.B... BEAM 2 M2 N1" N3 col Beam S uareTube A500 Gr.B... BEAM: 3 M3 N2 N4 col Beam S uareTube IA500 Gr.B... BEAM Member Advanced Data Label I Release J Release I Offset in J Offset in T/C Only Physical TOM Inactive 1 M1 Yes 2 M2' Yes 3 M3 Yes Hot Rolled Steel Design Parameters Label Shape Lencithrftl Lb-out ft Lb-in ftLcomo toprftl Lcom bot ftK-out K-in Cb Function 1 M1 beam 24.5 8Lb out Lateral 2 M2`' col,: 8 a Lb out Lateral 3 M3 col 8 Lb out Lateral Joint Loads and Enforced Displacements (BLC 3 : WIND) Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/ft... 1 N1 L X 4.26 Member Point Loads (BLC 1 : DEAD) Member Label Direction Ma nitude k k-ft Location ft 1 M 1 -.9 7.25 2 M1 -..9 17.2.5 Member Point Loads (BLC 2 : SNOW) Member Label Direction Ma nitude k k-ftI Location ft 1 M 1 v -2.25 17.25 2` M.1 - Y -2.25 _- 7.25 RISA-21D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 2 11HJCompany ZENOVIC AND ASSOCIATES Mar 28,2016 RISA Designer SRH ob Number 16037 Checked By:TDG T E C H n O L 0 6 1 E S Model Name CL.CO. PARKS-FLORAL BLDG. Basic Load Cases BLC Description Category X Gravitv Y Gravitv Joint Point Distributed 1 DEAD DL 2 2 SNOW SL_ , ;; - f2;7} 3 WIND WL 1 Load Combinations Descri tion So...PDel...SRSS BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1IBC 16-8 Yes Y DL 1 ,2 IBC 16-9 Y' DLT 1`.. LL 1' t LLS 1 3 IBC 16-1... Y DL 1 RLL 1 4 IBC 16=1::. Yes. Y'-;:,°a DL 1' SL 1 LN 1v 5 IBC 16-1... Y DL 1 RL 1 6-- IBC 16-1.:. Y DL 1 LL .75 LLS .75 RLL .75 7 IBC 16-1... YDL 1 LL .75 LLS .75 SL .75 SLN .75 g IBC 164.. - :Y DL 1 LL .75: LLS .75 RL =.75 . 9 IBC 16-1... Y DL 1 WL .6 1;0 IBC 1'6-1... . Y DL . I " EL .7 11 IBC 16-1... Y DL 1 WL .45 LL .75 LLS .75 RLL .75 V�.2 .IBC 16-1::. Yes` Y DL "1 WL .45 'LL .75 LLS .75 SL .75 SLN .75 ` 13 IBC 16-1... Y DL 1 WL .45 LL .75 LLS .75 RL .75 14 IBC 16-1..: Y DL - 1 EL .525 LL .75 LLS.75 RLL '.75 - 15 IBC 16-1... Y DL 1 EL .525 LL .75 LLS .75 SL .75 SLN .75 16' IBC,16-1,.. Y*: DL 1 EL .5251 LL .75 LLS .75 RL .75 17 IBC 16-15 Yes Y DL .6 WL .6 18 IBC 1646 Y DL .6, EL .7 Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Masonry Footin s Aluminum 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes .2 IBC 16-9 Yes Yes. Yes 'Yes _,Yes Yes. Yes Yes ~s` 3 IBC 16-10(a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-1.0(b) 1.1.5 Yes Yes. Yes . Yes Yes Yes: Yes Yes 5 IBC 16-10(c) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC16-'.1V(a) % T-1.25Yes Yes Yes : Yes Yes Yes `_Yes"` - Yes ° ® 7 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 8. IBC 16,1.1(c) 1.15 Yes ': ' Yes Yes Yes 'Yes Yes. - Yes, Yes. 9 IBC 16-12(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16=12(b)° : 1":6�- ' " Yes . Yes E"'Ye:s Yes :`.:Yes Yes =` Yes'-`_= ` `Yes._ . 11 IBC 16-13(a) 1.6 1 Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16=13(b). . -1.6 v_ll 4.: .Yes.- Yes ' Yes Yes. Yes Yes, Yes Yes 13 IBC 16-13(c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes ;514' IBC 16:14(a) '_ 16_ 7 Yes- T "Yes �X Yes Yes Yes -Yes,,,_ Yes":y Yes: 15 IBC 16-14(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14(cy 1`.6 - Yes Yes Yes Yes Yes Yes Yes Yes. 17 IBC 16-15 1.6 1 Yes YesYes Yes Yes Yes Yes Yes 8' 1- "IBC 16-T& 1.6 'Yes ``m Yes - Yes Yes Yes' Yes- Yes`. Yes, Joint Reactions LC Joint Label X k Y IRI MZ k-ft 1 1 N3 .471 .9 0 . 2 1 N4 -.471 9 0, 3 1 Totals: 0 1.8 RISA-2D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 3 Company ZENOVIC AND ASSOCIATES Mar 28,2016 ISADesigner SRH Job Number 16037 Checked By:TDG r E c H N o l o c I E s Model Name CL.CO. PARKS-FLORAL BLDG. Joint Reactions (Continued) LC Joint Label X rkj Y k MZ k-ft 4 1. C CO ''ft : X: 12.25x,r Y: g_.: 5 4 N3 1.648 3.15 0 g -4 x N4 =1:648 3.15 kr , 0 7 4 Totals: 06.3 8 `` 4 v ��t4.,COG -ft :' X:`12.25- ,. Y:.B 9 12 N3 .382 1.93 0 10 '-1-2 .3 '} N4. - -2:299 3:245 ..k 29. 0. 11 12 Totals: -1.917 5.175 12 '12- .. - COG ft : ., . X: 12.25 Y. - 13 17 N3 -1.017 -.303 0 14 17 N4 =1.539 1.383 . 0 15 17 Totals: -2.556 1.08 116 17 COG(ft): - X: 12.25 _ Y: 8,.... Envelope Joint Reactions Joint X fk1 LC Y k LC Moment Fk-ft] LC 1 N3 max 1.648 4 3.15 4 0 1 2 _ min -1.:01T 47 -.303 47 0: 1 3 N4max -.471 1 3.245 12 0 1 4 . mine -2.299 12 .9 0., 1 5 Totals: max 0 4 6.3 4 6 min -2.556 17 1.08 , 17 Joint Deflections LC Joint Label X rinl Y rinI Rotation fradl 1 1 N1 0 0 -2.202e-3 2 1 N2_. 0: 0",-, 2.202e-3 c 3 1 N3 0 0 1.067e-3 N4 5 4 N1 .002 -.002 -7.706e-3 6 4 N2 -.002 ° ' ' =.002 7.706e-3' 7 4 N3 0 0 3.736e-3 8; 4 :;.�� N:4 ;0 0 3'736e-3,_M 9 12 N1 1.142 -.001 -1.351 a-2 ft1.0; 12'• . " N2: 1.138 -:.002 . : 8.322e-4 11 12 N3 0 0 -1.111e-2 �. 12 12- ., ; ,. N4 0, . .:: G'. 127236=2`n� 13 17N1 1.462 0 -1.052e-2 14 : --v 17 . _ . N2: 1.459 0:.. -7.857e-3 15 17 N3 0 0 -1.753e-2 16 17 . ,. - .,. N4 -1:878e=2 a<, x Envelope Joint Displacements Joint X in LC Y rinl LC Rotation fradl LC 1 N1 max 1.462 17 0 17 -2.202e-3 1 2 min 0 1 .002- 4 -l'.351612 ' 12 3 N2 max 1.459 17 0 1 7.706e-3 4 4 min -.002 .4 -.002 .12.. 7.857e-3• 17 5 N3 max 0 17 0 17 3.736e-3 4 6 min 0 4 0 - 4 -1.753e-2 17 7 N4 max 0 12 0 1 -1.067e-3 1 8 in 0 1 0 12 -1.8786-2 17 RISA-2D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 4 Company ZENOVIC AND ASSOCIATES Mar 28,2016 H RISA Designer SRH Job Number 16037 Checked By:TDG Tec H N o L a c I e s Model Name CL.CO.PARKS-FLORAL BLDG. Member Section Forces LC Member Label Sec Axial k Shearfkl Moment k-ft 1 1 M1 1 .471 .9 3.766 2 m 2 .471 .9` -1.747 3 3 .471 0 -2.759 4 _ v ,4, .471 =.9:, 4.747~ 55 .471 -.9 3.766 _6` 1. <-M .:. 1: :9` ` ,.: 471 3.766 7 2 .9 -.471 -2.824 8. z ..3 .9 -.471` --k. --1:883.. 9 4 .9 -.471 -.941 105 9" .471. 01 . 11 1 M3 1 .9 .471 3.766 12 2 ' .9 .471; sR;7: 2.824 13 3 .9 .471 1.883 ,,. 14" 4' .9 .471' .941: 15 5 .9 .471 0 16 M1 1' 1.648 3.15. 17 2 1.648 3.15 -6.113 -,18 3 1.648 0 - -9:657 19 41.648 -3.15 -6.113 20 5 . . 1.648" . -3.15'- a,- 13:1.81 21 4 M2 1 3.15 -1.648 -13.181 22 2 3.15~ 1.648 -9.886 23 3 3.15 -1.648 -6.59 24- .4 3.15 .-1.648. -3.295 25 5 3.15 -1.648 0 t2726 4' -. W . 1 3.15 1.648 13.181 2 3.15 1.648 9.886 1 ,28 3 3.1'5 . 1.648" 6.59 29 4 3.15 1.648 3.295 30 5 3 15' 1'.648 0 31 12 M1 1 2.299 1.93 2.764 '-,32 '2, 2.299 1.93 ' -9.054 33 3 2.299 -.658 -7.935 34 r 4 2.299 -3.245 -.994 35 52.299 -3.245 18.884 36. --12 M2 .1.. 1.93 Y .. -.346 � -2.764 37 2 1.93 -.346 -2.073 r 38 - 3 1 93" -.346 4.382 39 4 1.93 -.346 -.691 1.93= " '3-46 0 41 12 M3 1 3.245 } 2.361 18.884 w 42 .. : r tm, 2 3.245 r.w 2.361 14.1:63 43 3 3.245 2.361 9.442 X"44 ,4 3.245" 2.361'a 4.721 45 5 3.245 2.361 0 46, '17 : _ M.1,: 1: 1.539:+_ r -.303 -8.073 47 2 1.539 -.303 -6.216 'L4 48 y " '3 1.539 .843 - 1.659 49 4 1.539 -1.383 4.113 50' 5 1.539 =1..383 _ 12.585 51 17 M2 1 -.303 1.009 8.073 52 2 -..303 1.009 6.055 53 3 -.303 1.009 4.037 54 4 -.303 .1.009 2:018 55 5 -.303 1.009 0 56 ' 17 M3" 1 1.383 1.573 12.585 RISA-2D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 5 Company ZENOVIC AND ASSOCIATES Mar 28,2016 11BRISAJobDesigner Number 1SRH 037 Checked By:TDG r e c x a o L o c I e s Model Name CL.CO.PARKS-FLORAL BLDG. Member Section Forces (Continued) LC Member Label Sec Axialrkl Shear k Moment[k-ft] 57 2 1.383 1.573 9.438 58 3 1.383'. 1.573+ ,` 6.292 59 4 1.383 1.573 3.146 i 60' 5 1:.383 1;573 . 0 Envelope Member Section Forces Member Sec Axialfkl LC Shearfkl LC Moment k-ft LC 1 M1 1 max 2.299 12 3.15 4 13.181 4 2min .471 ,, 1;`, -:303 17, ..=8.073 17 3 2 max 2.299 12 3.15 4 -1.747 1 4' min 471 1 _ -.303. --`' 17 --9.054 12 5 3 max 2.299 12 0 1 -1.659 17 6" - min 471 # h` -.843' 17 9.657 4 7 4 max 2.299 12 -.9 1 4.113 17 b8 min .471'r' 1: 3.245 ":: u" 12 6.113 4 9 5 max 2.299 12 -.9 1 18.884 12 1:0 min .471 1 -3:24512 3.766' =1 11 M2 1 max 3.15 4 1.009 17 8.073 17 12 �. F "_min .303' - 17. 1.648: 4 r -13.181 4 13 2 max 3.15 4 1.009 17 6.055 17 1.4' min -.303 1.7.. .4.648 4 9.886, 4 15 3 max 3.15 4 1.009 17 4.037 17 46 min .303 17 -1.648 4 -6.59: 4 17 4 max 3.15 4 1.009 17 2.018 17 18 min -.303 17 -1.648 4 -3.295 r 4 19 5 max 3.15 4 1 1.009 17 01 120 min -.303 ' 17 . 1.648 4 0 w- 21 M3 1 max 3.245 12 2.361 12 18.884 12 22 min 9 1: 471 1 3.766 A 23 2 max 3.245 12 2.361 12 14.163 12 24 , d,' min .9 1 : , .471 jr 2.824 '`1. 25 3 max 3.245 12 2.361 12 9.442 12 ..26 °•inin .9 ti '.471 1 1.883 1 27 4 max 3.245 12 2.361 12 4.721 12 28 min, .9 1 . .471 1 .941.. 1, 29 5 max 3.245 12 2.361 12 0 1 30 rain 9. =.47-1 1:, 0 Envelope Member Section Deflections Member Sec x in LC y rinlLC Uv Ratio LC 1 M1 1 max 1.462 17 0 17 NC 17 i7 min -01 1 `=`:002 4 - NC-- `4 3 2 max 1.461 17 -.257 1 1148.28 1 4 min- 0° 1 -.935:. 1:2 314:976 X12 5 3 max 1.461 17 -.235 17 1251.491 17 6 _' min °0 1 -1:368 4 21'5.2'41 4: 7 4 max 1.46 17 .097 17 2997.065 17 8 min 0 4 .898 4 328.08' 4 9 5 max 1.459 17 0 1 NC 1 10 mini. -.002 4 -.002 12 NC 12 . 11 M2 1 max .002 4 1.462 17 NC 17 12 1 min 0 17 0 1 84.066 12 - 13 2 max .001 4 1.17 17 1304.552 17 14 min 0 1:7 _ -.1:19 4. 115.485 12 RISA-2D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 6 Company ZENOVIC AND ASSOCIATES Mar 28,2016 RISA Designer : SRH 11BJob Number 16037 Checked By:TDG r e c'x N o L o s i e s Model Name CL.CO.PARKS-FLORAL BLDG. Envelope Member Section Deflections (Continued) Member Sec x in LC in LC Uy Ratio LC 15 3 1 max 0 4 .815 17 1141.483 17 r16>` 'iWin, 0` 17 .13.7 "4 - 177.06.1 12 17 4 max 0 4 .418 17 1826.373 17 18 � . min. 0 �1Ti -;085 4 358.887 12_ 19 5 max 0 1 0 1 NC 1 20: r,.min I �1 0.".. T NC.: 1_' 21 M3 1 max .002 12 1.459 17 NC 17 22 F ;x. ., nein 0=' 1�r. -:002 '4' IAC 44, 23 2 max .002_ 12 1.209 17 836.898 17 24 min 0 A . 034. 1 557.71:5 =k121 25 3 max .001 12 .861 17 732.285 17 26_ : min, 4r;. 1 .039 .1, 488.001- 12 27 4 max 0 12 .447 17 1171.657 17 28 min 0 - "t .024 1 780:801 12'-, 29 5 max 0 10 1 NC 1 30 - - min 0 -1 - -NC- Material IAC Material Takeoff Material Size Pieces Len th ft Weight[K] 1 Hot Rolled Steel 2" .- A500 Gr.B Rect , HSS6x6x4 3 40.5 .8 3 Total HR Steel 3 40.5 .8 RISA-2D Version 14.0.0 [C:\Users\scotth\Documents\RISA\Model Files\untitled.r2d] Page 7 lz - x 20.4 20.1 HSS6x6 20.4 I ;i f i .:. CD x x l cx0 cX! _ =::.i'I I <I 3 44 Envelope Only Solution Member Bending Moments(k-ft)(Enveloped) ZENOVIC AND ASSOCIA... SK- 1 SRH CL. CO. PARKS - FLORAL BLDG. Mar 28, 2016 at 11:21 AM 16037 LONGITUDINAL FRAME LONGITUDINAL FRAME.r2d 1 - x M1 1 2 3 Envelope Only Solution ZENOVIC AND ASSOCIA... SK - 2 SRH CL. CO. PARKS - FLORAL BLDG. Mar 28, 2016 at 11:28 AM 16037 LONGITUDINAL FRAME LONGITUDINAL FRAME.r2d 11HJCompany ZENOVIC AND ASSOCIATES Mar 28,2016 RISA Designer SRH ob Number 16037 Checked By:TDG T E C H N O L O G I E S Model Name CL.CO.PARKS-FLORAL BLDG. Global Display Sections for Member Calcs 5 Max.Internal:Sections.for Member Calcs'°I,._ 97 " Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes `' 7 Merge Tolerance in .12 P-Delta_Analysis ToleranceT • Include P-Delta for Walls? Yes Automaticall Iterate Stiffness,for 1Nalls? a Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration. .f/sW2 : 32.2: . Wall Mesh Size in 12 Ei ensolution Conver ence Tol: 1.E= 4 Dynamic Solver I Accelerated Solvers x Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness.? Yes(Iterative) - Cold Formed Steel Code AISI S100-12: ASD Wood;Code - AF&PA NDS-12:ASD Wood Temperature < 10OF Concrete Code ACI 318-11 ^_ Masonry Code ACI 530-13: ASD 'Aluminum CodeAA ADM1-1.0:.ASD Building .x Number of Shear Regions 4 Re ion S acin4.Increment :in 4 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete.Rebar Set "" REBAR.SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 5,. m 8 Hot Rolled Steel Properties Label E Fksil G rksil Nu Therm \1 E5 F Densitvfk/ftA31 Yield ksi 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 '29000 11.154. ; .3 .65 PZ7` .49. 50, 3 A992 29000 11154 .3 .65 .49 50 4 A500,Gr.B°RNQ 29000 11154 -.65 .527 42 >. 5 A500 Gr.B Rect 29000 11154 .3 .65 527 46 6 A53 Gr:B 290,00'z' 11154 .3 :65 ° :: 49 35 7 A1085 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape TVDe Design List Material Design Rules A rin2l 1(90,270) i..J(0,180) in... 1 beam HSS6x6x6l Beam Tube A500Gr.BR..j BEAM 7.58 39.5 1 39.5 2 ' col' HSS6x6x6 Beam S uareTube ASoo'Gr.6 R'.. BEAM 7.58 39.5"- 3n Design Size and Code Check Parameters Label Max Der)thfinl Min DeothfinI Max Width in Min Widthfinl Max Bendina Chk Max Shear Chk 1 BEAM 6 6 6 6 .6 1 2 COLUMN 6 6 6r 6 6 1: RISA-21D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 1 Company ZENOVIC AND ASSOCIATES Mar 28,2016 ISA Designer SRH Job Number 16037 Checked By:TDG T E C H N O L O G I E S Model Name CL.CO.PARKS-FLORAL BLDG. Joint Coordinates and Temperatures Label X ft Y rftl Tem 1 N1 0 8 0 2 N2` °�, 10 8 n e 0 &; 3 N3 0 0 0 Joint Boundary Conditions Joint Label X k/in Y fk/in] Rotation k-ft/rad Footing 1 N3 Reaction Reaction Z N4`"I' .Reaction. Reaction- r ; Member Primary Data Label I Joint J Joint Rotate de Section/Sha e TVDe Desion List Material Desion Rules 1 M1 N1 N2 beam Beam Tube A500 Gr.B... BEAM Z M2. N1` N3- col Beam I S uareTube. A500 Gr.B..:_ . BEAM' 3 M3 N2 N4 I eam I S uareTube IA500 Gr.6... BEAM Member Advanced Data Label I Release J Release 1 Offsetrinl J Offset in T/C On1v Ph sical TOM Inactive 1 M1 Yes ' 2 M2 , _ Yes _ 3 M3 Yes Hot Rolled Steel Design Parameters Label ShaDe Len th ftLb-out ft Lb-in[ftl Lcomo tonfftl Lcomn bot ft K-out K-in Cb Function 1 M1 beam 10 8 1 Lb out Lateral 2 M2 I col u* 8, Lb out = Lateral 3 M3 I col 8 Lb out Lateral Joint Loads and Enforced Displacements (BLC 1 : DEAD) Joint Label L D M Direction Ma nitude k k-ft in rad k*SA 2/ft... 1 N1 L T Y 2 �, _ N2. - L' ��. Y -.9- Joint Loads and Enforced Displacements (BLC 2 : SNOW) Joint Label L D M Direction Ma nitude k k-ft in rad),(k's"2/ft... 1 N1 L Y -2.25 �k2 N2 x x �� L Y 2.25 Joint Loads and Enforced Displacements (BLC 3 : WIND) Joint Label L D M Direction Ma nitude k k-ft in rad k's^2/ft... 1 N1 L X 4.211 Joint Loads and Enforced Displacements (BLC 4 : SEISMIC) Joint Label L D M Direction Ma nitude k k-ft in rad k*SA 2/ft... 1 N1 L X 5.5 RISA-21D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 2 Company ZENOVIC AND ASSOCIATES Mar 28,2016 RISA Designer SRH Job Number 16037 Checked By:TDG T E c e n o L o c i ES Model Name CL.CO. PARKS-FLORAL BLDG. Member Point Loads (BLC 2 : SNOW) Member Label Direction Ma nitude k k-ft Location ft 1 M1 Y 0 0 Basic Load Cases BLC Descri tion Cate o X Gravitv Y Gravitv Joint Point Distributed 1 DEAD DL -1 2 2.. SNOW� SC � 2 3WIND WL 1 pLAI.: SEISMIC , T, � EL 1 Load Combinations Descri tion So...PDel...SRSS BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1 IBC 16-8 Yes Y DL 1 2 IBC 16-9-Yes . Y' ` ,: DL . 1. : LL 1 LLS 1. 3 IBC 16-1... Yes Y DL 1 RLL 1 4. .,'IBC„1�6-1 .:Yes Y DL 1. SL 1 LN 5 IBC 16-1... Yes Y DL 1 RL 1 6 ,:IBC 16-1...Yes. Y IDL . 1 , LL .75 ILLSI .75 RLL .75 7 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 SL .75 SLN .75 g. IBC 16-1....Yes. Y DL 1 LL 35 LLS .75 .75 r_ 9 IBC 16-1... Yes Y DL 1 WL .6 _10' IBC 16-1:.. Yes Y DL 1.11 EL .91 11 IBC 16-1... Yes Y DL 1 WL .45 LL .75 LLS .75 RLL .75 12' IBC 16-1... Yes Y _' DL 1 WL .45 LL .75 LLS .75_SL .75 SLN..75 13 IBC 16-1... Yes Y DL 1 WL .45 LL 1 .75 ILLS .75 RL .75 14 ' IBC 16-1.:'�Yes Y DILI 1, 1 EL .525 LL .75 LLS ,75 RLL .75 15 IBC 16-1... Yes Y DL 1 EL .525 LL .75 LLS .75 SL .75 SLN .75 M IBC 16-1... Yes Y a DL * 1. EL .525 LL .75 LLS ..75 RL .75 17 IBC 16-15 Yes Y DL .6 WL .6 1 g • IBC 16-116 Yes .- Y. DL .49 EL .91 ' Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Masonry Footin s Aluminum 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes -Yes. Yes Yes: : Yes. Yes Yes, Yes Yes 3 IBC 16-10(a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes '-4.: IBC 1;6-10(b) 1:15 : Yes Yes Yes Yes. : � Yes Yes Yes Yes 5 IBC 16-10(c) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-1.1�(a ' X1:25 Yes Yes Yes " Yes - ' Yes• Yes Yes .` ' Yes'` 7 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 8iBC1641 (e) 1.15 Yes Yes Yes Yes Yes .: Yes Yes Yes 9 IBC 16-12(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 1642(b), 41!6, Yes. Yes Yes Yes 'Yes Yes Yes. Yes11111v':*'. 11 IBC 16-13(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12, IBC 16-13(b) 1.6 Yes Yes Yes Yes Yes Yes- Yes: Yes. 13 IBC 16-13(c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14'' IBC 16-14(a) 1.6" Yes Yes Yes Yes. Yes Yes Yes. Yes_ 15 IBC 16-14(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14(c) 1`.6 Yes- Yes Yes Yes. Yes- Yes Yes'` Yes- 17 IBC 16-15 1.6 Yes Yes I Yes Yes Yes Yes Yes Yes 118 IBC 16-16 1.6 Yes Yes Yes Yes Yes Yes Yes Yes RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 3 Company ZENOVIC AND ASSOCIATES Mar 28,2016 HIRISADesigner SRH Job Number 16037 Checked By:TDG T E C H N O L O G I E S Model Name CL.CO.PARKS-FLORAL BLDG. Joint Reactions LC Joint Label X Fkj Y Fkj MZ k-ft 1 1 N3 .019 1.261 0 2 1_ N4 -.019 � > 1.261 0 3 1 Totals: 0 2.521 4 1 COG ft . X: 5 ,, Y: 7.296: 5 2 N3 .019 1.261 0 6 2 � �; , N4 01.9 = 1.261 � . 0. Wa 7 2 Totals: 0 2.521 8 2 COG ft : X: 5 Y: 7.296 9 3 N3 .019 1.261 0 1`0 3 N4 -.019 1.261 0: 11 3 Totals: 0 2.521 12 3 COG-(ft),:" X: 5 r. w Y: 7.296 13 4 N3 .019 3.511 0 1:4 4 N4 -.019 .. ��. 3.511 0_ 15 4 Totals: 0 7.021 16 4 W_= COG(ft): X: 5 Y: 7.747 17 5 N3 .019 1.261 0 18 5 x r.: : .w N'4 -.019, 1.26:1. . 0. 19 5 Totals: 0 2.521 20 S COG ft $Aro. „. X: 5 Y`. 7.296, . . 21 6 N3 .019 1.261 0 22 6 N4 -.019 1.261 0 23 6 Totals: 0 2.521 24 6. COG (ft): X: 5 . Y: 7.296- 25 .296 25 7 N3 .019 2.948 0 26 7 N4 , -.019 2.948 a: .: 0.. 27 7 Totals: 0 5.896 28 7 ::' r. COG ft: X: 5 Y: 7.699 29 8 N3 .019 1.261 0 30 8 - N4 -.019 1,.261 0 31 8 Totals: 0 2.521 32 8 COG ft :": X: 5: Y: 7.296 33 9 N3 -1.268 -.781 0 -34 9 N4 1.259 3.303 0,. 35 9 Totals: -2.5272.521 .36 9.- ' t COG ft : X: 5 -,,,!J ,{ ...: Y: 7.296 37 10 N3 -2.573 -2.65 0 38 - 10 N4 -2.432 5.449 w 0, 39 10 Totals: -5.005 2.799 40 .110 ai Lxu�- CO.G ft r -t X:'5 ' . . ;; Y:,7.296 - 41 11 N3 -.942 -.271 0 42 1.1 N4 -.953 2.792. U 43 11 Totals: -1.895 2.521 44 1.1. COGft):- ";` X: 5 Y: 7.296 45 12 N3 -.942 1.393 0 46 ' 12' _ N:4 -.953 �`_ : :' -4.503 0 47 12 Totals: -1.895 5.896 48-, . 12 COG ft:: X: 5 Y: 7.699 49 13 N3 -.942 -.271 0 50 13, N.4 -.953 2.792' .-,. 0 51 13 Totals: -1.895 2.521 52' -- 13,- _ COG (ft): X: 5 Y: 7.296 53 14 N3 -1.455 -1.073 0 54 14 N.4 -1.432 3.594 0 55 14 Totals: -2.888 2.521 5.6 T4 COG ft X: 5 Y:.7.296 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 4 11HJCompany ZENOVIC AND ASSOCIATES Mar 28,2016 RISA Designer SRH ob Number 16037 Checked By:TDG r e c H a o L o c I E s Model Name : CL.CO.PARKS-FLORAL BLDG. Joint Reactions (Continued) LC Joint Label X fkj Y[kj MZ k-ft 57 15 N3 -1.456 .579 0 58 15. zN4` -1.4.3.1 5,3.18 59 15 Totals: -2.888 5.896 60- 16 't' `Jh h COG :"ft:: -"X: 5 A, Y:-7.699 61 16 N3 -1.455 -1.073 0 62' 16. :. N4 '" s, 4:432 3.594 , t,0 63 16 Totals: -2.888 2.521 '64 a=,.x.16 COG :ft X: 5 Y. 7.296 .. 65 17 N3 -1.275 -1.277 0 66 17 N4 z- -1.251 2:79 4,,-.- 0 67 17 Totals: -2.527 1.513 68 17 =. COG. ,ft :-' X: 5,' A Y:.7.296' 69 18 N3 -2.583 -3.406 0 70 18.. -&N4 2'.422 4:.642 0" 71 18 Totals: -5.005 1.235 72 w 18 COG ft.: _ .X: 5 Y: 7.296 Envelope Joint Reactions Joint X rkj LC Y rkl LC Moment Fk-ft] LC 1 N3 max .019 4 3.511 4 0 1 2` v>< min -2.583 18. -3.406 18`: A . 0 1 3 N4 max -.019 1 5.449 10 0 1 -4 min '-2.432 :, 310 1.261 1-4 .0 1 5 Totals: max 0 1 7.0214 6 `- min -5:005 18 1.235 18 Joint Deflections LC Joint Label X finl Yin Rotation Fradl 1 1 N1 0 0 -6.352e-5 2. 1: � «. .,N2 0:' 0 `6.352e,-5 , _ 3 1 N3 0 0 3.097e-5 4 -1 N:4 0 0. -3.097e-5- 5 2 N1 0 0 -6.352e-5 '6 °2. NZ. 0 0 6.352e75 7 2N3 0 0 3.097e-5 8 2 N4 0 0 - . 3.097e-5 9 3 N1 0 0 -6.352e-5 .10 3 N.2: " . 0. ¢;° ;0 6.352e-5 F 11 3 N3 0 0 3.097e-5 1:2 3.. a -�N4. ,. 0: ;0 3..097e-5 13 4 N1 0 -.001 -6.352e-5 14 4 <: -N2 -.. 0 ` 001 6.352e-5 15 4 N3 0 0 3.097e-5 .1.6 ..` 4- ..N.4 0 0 ,. -3,.097e-5 17 5 N1 0 0 -6.352e-5 48 5 w N2 0 0-' ti 6.-352e-5�w 19 5 N30 0 3.097e-5 X20 _.: 5 N.4 ... 0 0 y r'. 3.097e-5 21 6 N1 0 0 -6.352e-5 22' 6 "N2 0. 0 6.352e-5 23 6 N3 0 0 3.097e-5 24 6 N4 0 0 3.097e-5 ; 25 7 N1 0 -.001 -6.352e-5 26- 7 . N2 0 -.001 6.352e-5-w RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME:r2d] Page 5 Company ZENOVIC AND ASSOCIATES Mar 28,2016 Designer SRH Job Number 16037 Checked By:TDG T E c H N o L o c I E S Model Name CL.CO.PARKS-FLORAL BLDG. Joint Deflections (Continued) LC Joint Label X in Y rinl Rotation rradl 27 7 N3 0 0 3.097e-5 28 N4 0 0 3.097e-5. 29 8 N 1 0 0 -6.352e-5 30 8 .HN2 0% 0". '6.3526=5-=_ 31 8 N3 0 0 3.097e-5 ` 8` .. sN4 Orf 01, , f 33 9 N1 .677 0 -2.806e-3 34 9,, . =N� ._ .676 -.001x . -2.674e-3 E 35 9 N3 0 0 -9.131 a-3 369 :; N4 0. 0 = -9.1846-3: . 37 10 N1 1.343 .001 -5.509e-3 38 1°0 142, 1.342 -.002 =5`:3596=3- 39 10 N3 0 0 -1.813e-2 .40- 1-0- N4 0 0' . -1.8196.-2,-� 41 11 NI .508 0 -2.12e-3 -42• 1:1 N2� 507 001.r"-'. 1.996=3. 43 11 N3 0 0 -6.84e-3 44 14m . N4 0 0 ~" s -6%896e-3 45 12 N1 .516 0 -2.152e-3 46 12>;.=. N251>5- .002° -2.021-6- 3 _ 47 12 N3 0 0 -6.945e-3 48' 12 - 0 : 0 -T00,16-3,, 49 13 N1 .508 0 -2.12e-3 50 13 'N2 507 =:00.1 1.99e-3' 51 13 N3 0 0 -6.84e-3 52 y,-43 0 0 -6.896e-3- 53 14 N1 .774 0 -3.197e-3 54 14'> > N2- =.773 -.002 55 14 N3 0 0 -1.044e-2 56; 1'4 }aAN4` 0. .�°b, 0 1.049&-2 " 57 15 N 1 .786 0 -3.245e-3 58 1.5 N2 .785 .002.. 3.113e-3 59 15 N3 0 0 -1.06e-2 60 ""15 'N4 0 0 _ ° ' 1.065e-2 61 16 N1 .774 0 -3.197e-3 62 ,41`6.m"° N2 :773 _ -.002 3.065e-3 63 16 N3 0 0 -1.044e-2 64 16,'- �'-N4 0. 0. -1`..0496=2_a 65 17 N1 .674 0 2.769e-3 66 - .,t7 : . , :N2' - .674 ��" -.001 -2.6886-3` . 67 17 N3 0 0 -9.106e-3 .6& •-j17 N4 . , ,, _ 0 0 9..134e-3 69 18 N1 1.334 .002 -5.435e- 70 18 N2 s 1..:333 -.002 _5.3646 3 . 71 18 N3 0 0 -1.804e-2 72' 1=8 " t x N4,, 0 p; t =1`:805e=2r Envelope Joint Displacements Joint X rinl LC Y finl LC Rotation rradl LC 1 N1 max 1.343 10 .002 18 -6.352e-5 1 2 m min 0" 1 -.001 4 5.5096-3 1'0 3 N2 max 1.342 10 0 1 6.352e-5 4 4 min 0 4 .002 10 -5.364e-3 - 4.8 5 N3 max 0 18 0 18 3.097e-5 1 6 min 011 4 - 0 - 4 1.813e-2 10 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 6 Company ZENOVIC AND ASSOCIATES Mar 28,2016 Designer SRH Job Number 16037 Checked By:TDG r E c x N o L o d e s Model Name CL.CO. PARKS-FLORAL BLDG. Envelope Joint Displacements (Continued) Joint X rinl LC Yin LC Rotation rradl LC 7 N4 max 0 10 0 1 -3.097e-5 4 .8 ; m-rn-,�- 0 1 0 m10 -1..81:96-2 10> Member Section Forces LC Member Label Sec Axial k Shearlkl Moment k-ft 1 1 M1 1 .019 .139 .15 2 2 .0.19' x":�.069 -.11:: 3 _ 3 .019 0 -.196 4 4 '.01 -' -.069 5 5 .019 -.139 .15 6 1 M2' ' 1 1.039 7 2 1.094 -.019 -.113 3 1.15 n =.019 -.0-75 9 4 1.205 -.019 -.038 1:0 5 1.261. --.0`49 0 11 1 M3 1 1.039 .019 .15 12 2 1..094 .019 rye ..113 133 1.15 .019 .075 1.4 14,. 4 1.205 .019 . _ .038- - 15 5 1.261 .019 0 1.6 2 M1 1 .019 139 15 4u 17 2 .019 .069 -.11 18 �;x 3 019 0- �`' <.19E 9 4 .019 -.069 -.11 20' ,i ,: " 5 .019 -.1.39 .15 21 2 M2 1 1.039 -.019 -.15 22° 2' - 1.094 : =.0:19 -.1 1-3 23 3 1.15 -.019 -.075 24 �. . 4 1:20'5 -.019 -.038; 25 5 1.261 -.019 0 26..:<; _2 M3 -L 1 1.039 _019 :r .15- 27 2 1.094 .019 _.113 28 3., ` 1.15 ' .01'9 075 .. 29 4 1.205 .019 .038 30 , . , .. - 4 5 4.261• .01.9 0 31 3 M1 1 .019 .139 .15 32 2 0`19 069 :r 1'1 - 33 3 .019 0 -.196 .34,- 4` .019 _ =.069 -.11 35 5 .019 -.139 .15 36 3 NY2 1. 1.039:- 019 -.1`5 37 2 1.094 -.019 -.113 38. 3.4 ° -4.15 -:019 .,.= .075 : 39 4 1.205 -.019 -.038 ,40 5' 1.261 =.019 0" 41 3 M3 1 1.039 .019 .15 42: ;i 2 1..094. N .019 .1:13 ., 43 3 1.15 .019 .075 44. 4 1.205 _019 038 45 5 1.261 .019 0 46 4 M'1 1' 019 .139 15 47 2 .019 .069 -.11 48 3 .019: - 0 .196 49 1 4 .019 -.069 -.11 50 5 .019 .139 ..15 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\StructuraRLONGITUDINAL FRAME.r2d] Page 7 Company ZENOVIC AND ASSOCIATES Mar 28,2016 ISA Designer SRH Job Number 16037 Checked By:TDG TECH NOLO cies Model Name CL.CO.PARKS-FLORAL BLDG. Member Section Forces (Continued) LC Member Label Sec Axialrkl Shearfkl Moment k-ft 51 4 M2 1 3.289 -.019 -.15 3.344.' 52 2 019.113 . 53 3 3.4 -.019 -.075 P54' s. . 4 3.455. ¢=:019 . -.038 55 5 3.511 -.019 0 561, 4 ... t M3, 1 3.289 .01:9. 5 57 2 3.344 .019 .113 58 : 3 3' e. .4- .019,;-1. :075 59 4 3.455 .019 .038 60 .. 5 3.514,,F �,. .019 0_ 61 5 M1 1 .019 .139 .15 62 w „ . 2 019 069 ., 633 .019 0 -.196 64 aP 4 019 -.069 . -.1.1: 65 5 .019 -.139 .15 66 5. M2 T 1.039` 01.9 67 2 1.094 -.019 68 3: 1.15 019 -:075 .: 69 4 1.205 -.019 -.038 7.0: 5 1.261 < .0.19 .`" ,,_0 71 5 M3 1 1.039 .019 .15 72 2 1.094 .01,9 .'.$.r Y .113 73 3 1.15 .019 .075 74' 4 1.205 .0.119 .038 75 5 1.261 .019 0 76 : .. 6 M1 T , .019 .139 x:15 772 .019 .069 -.11 78' ; 3 - .019 0, . =.196 . 79 4 .019 -.069 -.11 80 ::a- . .. 5 .01'9 ..., .1.39 =1,5 81 6 M2 1 1.039 -.019 -.15 821 " 2 1.094 -.019 .113 83 3 1.15 -.019 -.075 84 4 1.205. ` 019 -:038 ` 85 5 1.261 -.019 0 86 6 "° M3 : " 1, 1.039 .01`9 15 87 2 1.094 .019 .113 88 a 3 1 1.5 # 01 9 - 0.75 89 4 1.205 .019 .038 90 '• �, _ � 5. 1`.261' .01,9 p. _ 91 7 M1 1 .019 .139 15 '92 �1 x.: 2` _01=9 _ =069 93 3 .019 0 -.196 94.. }e, ., r.��>>� 4 ":tl: .019 -.069 95 5 .019 -.139 .15 96., n 71 M2 " -1 t 2.726' 019' ' " 1;5, . f 97 2 2.782 -.019 -.113 98• 3. 2837- _.";_ - --.019: -:075 »` 99 4 2.893 -.019 -.038 100' 5; 2.948 019 0, 101 7 M3 1 2.726 .019 .15 102 2 2.782 A .019 . 1'13 103 3 2.837 .019 .075 1'04 4 . 2.893 .019 038' 105 5 2.948 .019 0 1106 8 M1 1. .019 .139 .15 107 1 2 .019 .069 -.11 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 8 Company ZENOVIC AND ASSOCIATES Mar 28,2016 Designer SRH Job Number 16037 Checked By:TDG T E c H N o L o c I E s Model Name CL.CO. PARKS-FLORAL BLDG. Member Section Forces (Continued) LC Member Label Sec Axial k Shear[k] Moment k-ft 108 3 01:9 O v"' -:196 109 4 .019 -.069 -.11 110 5 .019: -:139 ..15 ` 111 8 M2 1 1.039 -.019 -.15 11:2 J, :°`_ , - - �. .. 2 r�v . 1:094` .•_ . -.0.19. r� �`�M�:-.113 ,. 113 3 1.15 -.019 -.075 114 g k- 4 1.205Q 115 5 1.261 -.019 0 -1'1:6= 8m A '7 M3:" 1 1.039 :. 019 ' - 117 2 1.094 .019 .113 1.1.8 :_.. , 31.1:5: 019 . " .075 119 4 1.205 .019 .038 1,20` 5 1.261: :0.19 0 121 9 M 1 1 1.259 -1.903 -10.063 1:22 >. 2 `1_.259" _1.973 -5.218 a 123 3 1.259 -2.042 -.199 124 : 4 1:.259 2.11'1 r - - 4.992: 125 5 1.259 -2.181 10.357 126- 9 M2 1 -1.003- 1.258, 1.0.063 127 2 -.948 1.258 7.547 128 :" �` 3 :.:'�" -.892: ; 1.258 _2--5.03'1 x 129 4 -.837 1.258 2.516 13t 5 -.781 1.258: z 0. 131 9 M3 1 3.081 1.295 10.357 132 2 3.1.36 1.295 7.768 133 3 3.192 1.295 5.179 134 4 _ 3.247 1.295 2.589" 135 5 3.303 1.295 0 136: . 10 M'1 1. 2.432 -3.896.." -2G.087- 137 20-.087 137 2 2.432 -3.973 -10.251 138 . "-: -. 3' 2.432 4.05 -.224 139 4 2.432 -4.127 9.997 140 = 5 -: 2.432 -4.204 �� 20-:409 141 10 M2 1 -2.897 2.511 20.087 142` 2' -2.835 2.51.1 ` 15..065 143 3 -2.774 2.511 10.043 1.44" Ma -. 4 -2".712 2.51>1 5.022 145 5 -2.65 2.511 0 146` " 10 M3 1 �4 5.203 2°_551` 20.40.9 1472 5.264 2.551 15.307 a 148.`: ... 3- 5.326 " 2.551-W=' .. 10.205- 149 4 5.387 2.551 5.102 .150 5 5.449 J- 2.551 0,_ 151 11 M1 1 .953 -1.393 -7.509 152 3 2 .953 1'.462 O =3.941 153 3 .953 -1.532 -.199 '1544' 4 .953 =1.601.` 3.71:7 155 5 .953 -1.67 7.806 156 : 11 M2' 1 -.493 939' 7.509 157 2 -.437 .939 5.632 158 3. -.382 .939 '9� 3.755 159 4 -.326 .939 1.877 160 5: -.271 %939, 0 161 11 M3 1 2.57 .976 7.806 162 2 2.626 .976 5.854 163 3 2.681 .976 3.903 16.4 - 4 1 2.737 .976 ' 9f l.951 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 9 Company ZENOVEC AND ASSOCIATES Mar 28,2016 ISA Designer SRH Job Number 16037 Checked By:TDG r e c HNO LO cies Model Name CL.CO.PARKS-FLORAL BLDG. Member Section Forces (Continued) LC Member Label Sec Axial k Shear[kl Moment k-ft 1651 5 1 2.792 .976 0 x:166 12"" Mi 1. .953 1:41:6 7.626 167 2 .953 -1.486 -3.999 168 3 953 1'.555 .199 169 4 .953 -1.624 3.775 X170 ' `.. 5 .953 1.694 7.923 171 12 M2 1 1.171 .953 7.626 1,72. ._.., 2' 1:.227. .953 .; w 5:72 173 3 1.282 .953 3.813 174' $: 4 1.338 .953 - 1:.90:7 175 5 1.393 .953 0 `1'2 M3 1..` 4.281 ' 99 176 ` 7.923 177 2 4.337 .99 5.942 'l 7& :. .. ¢; 3 4.392 .99 3.961 179 4 4.448 .99 1.981 180 _ �' - _. 5. 4.503' 99 Q 181 13 M 1 1 .953 -1.393 -7.509 182 2 .953': -1.462 - -3:941. 183 3 .953 -1.532 -.199 184 4 953 -1'.601 = _ 3..717. 185 5 .953 -1.67 7.806 186 : 13 _- M2 1 -.493: .939 7.509' 187 2 -.437 .939 5.632 188' - 3 .382 .939 `3.755 189 4 -.326 .939 1.877 `x .. � � 5 .271� ' � :939 � .. ,�,��.'�0 13 M3 1 2.57 .976 7.806 192' 2, 2.626976 -,.'5.854 193 3 2.681 .976 3.903 1.94 4 2.737 .976 -1:951, 195 5 2.792 .976 0 x.1:9.6 14 M1 1 1.432 2.1:95 11',:521' 197 2 1.432 -2.264 -5.947 :198r 3 1.432 -2.334 ' -:2' ". 199 4 1.432 -2.403 5.721 200 5- 1:.432 2.472_ 11.8'15�'= , 201 14 M2 1 -1.295 1.44 11.521 202 2 -1..24 1.44 '8.641,�,t 203 3 -1.184 1.44 5.761 i.20'4. 4 -1.129 1.44 205 5 -1.073 1.44 0 206 14 M3 1' 3:372 1.477 11:815M 207 2 3.428 1.477 8.862 3 3.48:3 1.477 5 908.. 209 4 3.539 1.477 2.954 21:0" F 5 3.594 1`.477 0` 211 15 Mi 1 1.431 -2.231 -11.7 2 _2 _.� G� 2 1..431. -2.3 _ -6:036 •;. 213 3 1.431 -2.369 -.2 1,214 4 1.431 2.439,' 5.81 _ 215 5 1.431 -2.508 11.994 216 15 M2 1 .357 1.462 11.7 217 2 .412 1.462 8.775 218. 3 468 1.462 5:85 219 4 .523 1.462 2.925 220' 5 .579 1.462 O 221 15 M3 1 5.096 1.499 1 11.994 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 10 Company ZENOVIC AND ASSOCIATES Mar 28,2016 p®RISA Designer SRH Job Number 16037 Checked By:TDG T E C H N O L O G I E S Model Name CL.CO.PARKS-FLORAL BLDG. Member Section Forces (Continued) LC Member Label Sec Axial[k] Shearfkl Moment k-ft 222 .. 2 5.1`51- - �, 1`499 8:99.5 , 223 3 5.207 1.499 5.997 5.26 - 2.998,,'- 41.499, 225 55.318 1.499 0 226 1:6 , M 1. 1".432 2.1:95 --11.521 227 2 1.432 -2.264 -5.947 228.. �` - 4 3' 1.432' -2`. 334 i4k -.2_ 2294 1.432 -2.403 5.721 230 5 1:432 2 -1 ' ., - .472 1.815- `- r ,} _ 231 16 M2 1 -1.295 1.44 11.521 232 : , 2 -1-.24 "F.44 8.64:1. 233 3 -1.184 1.44 5.761 234 -4 ,.: -1.1291.44 b2:88- 235 5 -1.073 1.44 0 236. ",-1-6 M 3,',,, 1 3.372 1:477' � 11-.815. " 237 2 3.428 1.477 8.862 '238 �: - - 3 3.4.83, 1._477: --t-5.908,e1Z 239 4 3.539 1.477 2.954 240 #F 5 3.594 .1..477 _ 0: 241 17 M 1 1 1.251 -1.95 -10.081 242 , . 2, 1 1.251 1-.992v : =5.153 243 3 1.251 -2.034 -.121 244 4 1.251_ -2.075 5.015 :u 245 5 1.251 -2.117 10.256 246: "17 17 M2 ,- 1 -1..41 126 r 10:081 247 2 -1.377 1.26 7.561 248 - - 3 =1.344 1..26 `5.041-` °R 249 4 -1.311 1.26 2.52 =250. w - 5 4:277 -31.26 0 251 17 M3 1 2.657 1.282 10.256 252 2 2.69 1.282 . n.'9-7.692 �- 253 3 2.723 1.282 5.128 -254 4 2:757 t.282 2..564, 255 5 2.79 1.282 0 256 1'8 M1 1 2.422. -3.956 -4 20.052 257 2 2.422 -3.99 -10.119 '258 3 2'.422' ' - -4.024' .-.102, 259 4 2.422 -4.058 10 260 .y <. A 2.422 -4.092 =-*20.188 261 18 M2 1 -3.515 2.506 20.052 .2 _ '-3.488j-- Z506,2:506._ :: _' 15.039 :4 7' 263 3 -3.461 2.506 10.026 264 s :' 4- -3.434 2.50:6' ;5.013 265 5 -3.406 2.506 0 2661:8` .M'3 1. 4533 - 2.523 20.188 267 2 4.56 2.523 15.141 268 3 4.587 2:523 10.094 269 4 4.615 2.523 5.047 270 5 4.642 2.523 >._ 0 Envelope Member Section Forces Member Sec Axialrkj LC Shearfkl LC Momentfk-ftl LC 1 M1 1 max 2.432 10 .139 1 .15 1 1 2 min .019 1 -3.956 18 -20.087' 10 3 2 max 2.432 10 .069 1 -.11 1 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 11 11HJCompany ZENOVIC AND ASSOCIATES Mar 28,2016 RISA Designer SRH ob Number 16037 Checked By:TDG r E c I1 N o L o 6 I E s Model Name CL.CO.PARKS-FLORAL BLDG. Envelope Member Section Forces (Continued) Member Sec Axiairkl LC Shearfkl LC Moment k-ft LC -4 '• . . pr min :019, 1 -3:99 1',8 =1.0,251 - 1:0 5 3 max 2.432 10 01 -.102 18 6 421 -. min .049, 1, -4 05 - TO .224 1`0- 7 4 max 2.432 10 -.069 1 10 18 8 . jv,4. a _ min 019 fi;', -4:127 10 -.1'1'd. 4 9 5 max 2.432 10 -.139 1 20.409 10 min 019 ; 1;, '4204 A-0, AS--, r;., 4= 11 M2 1 max 3.289 4 2.511 10 20.087 10 1'2" p min -3.515 18 a -.019 13 2 max 3.344 4 2.511 10 15.065 10 =14 ` A min 1 -3.488 : ..18 - .01'9'r:, 1: -.113 1'� 15 3 max 3.4 4 2.511 10 10.043 10 -16 min -3.461:.: 1g. 019--. - "- 1: -.075,_ 4 17 4 max 3.455 4 2.511 10 5.022 10 18 . rn.in 3.434 „18. .019 ` ' 1 -.038 1` 19 5 max 3.511 4 2.511 10 0 1 20 i,: min -3.406 18k -.019 1 0' 1'` 21 M3 1 max 5.203 10 2.551 10 20.409 10 22 a m,iri 1.039` 1 :; 019 �4. .15= :4 M 23 2 max 5.264 10 2.551 10 15.307 10 .24 = w min 1094 1 .01-9 4 .113 4-- 25 3 max 5.326 10 2.551 10 10.205 10 26 = aim 1.15 - 1-- .019. 4 .075,. 4 27 4 max 5.387 10 2.551 10 5.102 10 28 m.i.n. 1.205 : 1 - -- 019 4 .038 4 29 5 max 5.449 10 2.551 10 0 1 30 min 1.261 1 .019• 1-=4 - 0 1 Envelope Member Section Deflections Member Sec x in LC y rinlLC Uv Ratio LC i 1 M1 1 max 1.343 10 .002 18 NC 18 2 _ .. a min 0. 1 J-.001 4 NC 4 3 2 max 1.343 10 -.003 1 NC 1 4 :min 01 -.062' IG 1029.443 a 10 5 3 max 1.342 10 -.002 18 NC 18 6 .., in 0 a 1 w5=.005 -4 NC:., 4. >R m 7 4 max 1.342 10 .057 18 2065.293 18 8Ji min 0- 4 �, -.004 4 2065293 . v 18 - 9 5 max 1.342 10 0 1 NC 1 10:. min 0 M 4 .0,02 ,x, 1°0 NC' 10 11 M2 1 max .001 4 1.343 10 NC 10 12 rn:in. -.002 fib 0';r _ `1 NG 1- 132 max .001 4 1.14 10 1937.038 11 14 min. .A -.001 18 0 .1 724.1:59' 10, 15 3 max 0 4 .823 10 1694.908 11 16 min 0 18- w -.001 1 633.639 10 17 4 max 0 4 1 .43 10 2711.853 11 118 min 0 18' 0 `1 1013.822 10: 19 5 max 0 1 0 1 NC 1 20. ricin: 0. 1 0= 1" NC 1 21 M3 1 max .002 10 1.342 10 NC 10 1 22 min 0 1 0 4 NC 4 23 2 max .002 10 1.141 10 1863.518 11 24 min- 01 1. 0 4 712.72 10 25 3 max .001 10 .825 t 10 1630.579 11 RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 12 r Company ZENOVIC AND ASSOCIATES Mar 28,2016 ISA Designer SRH IERRJob Number 16037 Checked By:TDG _T E c M N o L o c , E s Model Name CL.CO. PARKS-FLORAL BLDG. Envelope Member Section Deflections (Continued) Member Sec x[inj LC v fin] LC Uy Ratio LC 623. 26 mine 001 . �� _ .63`:' 10 : 27 4 max 010 .432 10 2608.926 11 28' min 0 , . .1,: . 0 4 997.808 7'10- 29 029 5 max 0 1 0 1 NC 1 30 min 0,--.. 0 1 je, xNQ ~ ' 1. Material Takeoff Material Size Pieces Length[ft] Wei ht K 1 Hot Rolled Steel `2 A500 Gr.B Rect ` '' 'HSS6x&6 3 26 3 Total HR Steel 3 26 .7 i f I RISA-2D Version 14.0.0 [Z:\...\...\ENGR\Structural\LONGITUDINAL FRAME.r2d] Page 13 r FILE James Lierly From: James Lierly Sent: Wednesday, August 03, 2016 10:46 AM To: 'Walt Dalrymple' Subject: RE: CC Fairgrounds Floral Barn Thank you, Walt,for the update. After review of the RFI's and responses from the Engineer it is determined that you will need to have the Engineer inspect as 3`d party special inspection as outlined in chapter 17 of the 2012 IBC,The Code requires the 3rd party to review and provide an inspection report for any shear walls, structural steel welds and bolting with an Engineer stamp on the letter. At this time, Occupancy for the structure in question ( Floral Barn Permit# 16-564 located at 1608 W 16th St.) is not allowed until the Engineer has accepted the work performed and provided a report to the City of Port Angeles. Also make sure any electrical work that may have been done has been signed off and approved by the Electrical inspector if applicable. Once these items are approved,then you may request a final inspection and a temporary certificate of occupancy may be issued depending upon the minimum Fire, Life and Safety items being in place and maintained per Code. If you have any questions please do not hesitate to contact me. Jim Lierly City of Port Angeles Building Inspector Plan Review Code Compliance jl.ierly@cityofpa.us 360-808-0534 From: Walt Dalrymple [mailto:waltd@aldergroveci.com] Sent:Tuesday,August 02, 2016 11:37 AM To:James Lierly<Jlierly@cityofpa.us> Subject: CC Fairgrounds Floral Barn Jim, We have completed all the structural stuff at the floral barn and basically turned it over to the county to get ready for the fair. We are not completely done as we will finish roof drip edge, fascia, gutters and downspouts after the fair. My questions is do you want to inspect what is complete before anybody moves in for the fair?We can't call it a final. Should we call it a framing or just come look? I am attaching RFI's to date. Walt Dalrymple Aldergrove Construction, Inc. Phone 360 457-2067 Fax 360 457-6765 1 Cell 360 477-0055 waltdCo)aldergroveci.com 2 James Lierly From: Walt Dalrymple <waltd@aldergroveci.com> Sent: Tuesday, August 02, 2016 11:37 AM To: James Lierly Subject: CC Fairgrounds Floral Barn Attachments: RFI 1, Top Plate Blocking.xlsx; RFI 2, RESPONSE.pdf; RFI 3, East Wall Windows Response.xlsx; RFI 4, South Wall Rot.xlsx; RFI 6 West Upper Windows Response.xlsx; RFI 7, Weld Inspections.xlsx; RFI 8, Ceiling Joist Hold Downs.xlsx; RFI 9, Remove Angle Braces @ Entry Roof.xlsx; rev 1.pdf; RFI 5, West End Beam Attach.xlsx Jim, We have completed all the structural stuff at the floral barn and basically turned it over to the county to get ready for the fair. We are not completely done as we will finish roof drip edge, fascia, gutters and downspouts after the fair. My questions is do you want to inspect what is complete before anybody moves in for the fair?We can't call it a final. Should we call it a framing orjust come look? I am attaching RFI's to date. Walt Dalrymple Aldergrove Construction, Inc. Phone 360 457-2067 Fax 360 457-6765 Cell 360 477-0055 waltd@aldergroveci.com 1 REQUEST FOR INFORMATION FORM Architect. Zenovic and Associates Owner. Clallam County Parks Project: Fairgrounds Floral Barn Structural Improvements Revised 5/16/16 RFI No.: 1 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 05/13/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: Sheet S1,Details 1 and 2 Description of Request: It is not clear if detail 1 is for one location or for every post location.Detail 2 shows area of center reinforcing structure.These two seem to be the same detail.Is the added top plate for all areas of single top plate or just locations noted? The western 30 feet of the barn already has a double top plate installed.However,it will require a different simpson tie than H2A as the rafters and studs are not aligned,most are offset by 1-1/2 inches. Prepared By:Walt Dalrymple Date: 05/13/16 Suggested Resolution: If entire barn requires added blocking it will add 960.00 to labor and 300.00 to material IMPACT ON: Contract Sum(Y): 1,260.00 Contract Time(YIN): Y Response: . Requires additional blocking. Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-1 REQUEST FOR INFORMATION FORM Architect: Lenovic mid Associates Owner: Clallam County Parks Project: Fairgrounds Floral Barn Structural Improvements RF1 No.: 2 Contractor: Aldergrove Construction,Ire. A(Idress: 336 Benson Road Date: 05/16/16 No.Angeles,WA 98363 Reference Drawing or Specification: Sheel A2 Description of Request• Shect A2 shows no new looting or sleimvull on south wall other than at new post and grade beam locations.Current bottom plate is 6 X 6 and 4 X 6 sitting on minimal concrete with no anchors.Is this acceptable'? 1repared By:Walt Dalrymple Date; 05/16/16 Suggested Resolution: IYII'ACf ON:. Contract Sum()%N): Comract Time(Y/N); none Response: Recommend installing 1/2"dia.Wedge anchor to attach the existing sill plate down to tits existing concrete. Anchor should be installed within 12"ofends ofthe sill plate at Peach end ol'tle sill plale Ilcar the new steel Chimes. Install anchors with 2 1/2"embedment into the existing concrete. Prepared By: Date: Owners Response: Rejected I I Accepted I I Other I This response is not an authorization to proceed with work involving additional costs enol/or time.Notification must be given in accordance with the contract doCUn1e1115 if any responsc results in a change to the contract sum or tine. Copies to: Tray Gudgcl Attachments: Joel Winbom RI,'QULs"1 I-Olt INFORMATION FORM 10I-1 REQUEST FOR INFORMATION FORM Architect: Zenovic and Associates Owner: Clallam County Parks Project. Fairgrounds Floral Barn Structural Improvements RF/No.: 3 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 05/16/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: Sheet A3 Description of Request: Sheet A3 shows reusing existing windows.Windows were to rotten to reuse and were removed. What size and type of window is to be the replacement? If size is known we can rough in for that size as the shear wall is built.Window can be added later. Prepared By:Walt Dalrymple Date: 05/16/16 Suggested Resolution: IMPACT ON: Contract Sum(YIN): No Contract Time(YIN): Y Response: Walt/Tracy, I'll get to the site in the next 1-2 days to determine the window sizes and locations. You should have an answer by Wednesday,May 18th. Install new Owner supplied windows. Prepared By:Joel G.Winborn Date: 05.16.2016 Owners Response: Rejected[ ] Accepted[ ] Other ASAP This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-I REQUEST FOR INFORMATION FORM Architect: Zenovic and Associates Owner: Clallam County Parks Project: Fairgrounds Floral Barn Structural Improvements RFI No.: 4 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 05/18/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: South Wall Description of Request: 1.The 4 X 6 bottom plate on the east end of the south wall is rotted. 2.After straightening the south wall many of the 2 X 4 studs are now hanging as much as 2"above the 6 X 6 bottom plate and are in extremely poor condition. Prepared By:Walt Dalrymple Date: 05/18/16 Suggested Resolution: 1.Replace the 4 X 6 bottom plate that is to remain with pressure treated 4 X 6. 2.Cut off the affected studs high enough to install two pressure treated 2 X 4's on top of the 6 X 6 bottom plate.This will also eliminate the issue of poor condition of bottom of studs. IMPACT ON: Contract Sum(Y): $450.00 Contract Time(YIN): Y Response: Proceed with repair Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-1 REQUEST FOR INFORMATION FORM Architect. Zenovic and Associates Owner: Clallam County Parks Project. Fairgrounds Floral Barn Structural Improvements RFI No.: 5 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 07/12/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: West End Description of Request: The 4 X 4 posts under the middle 4 X 6 suport beams go to the top of the beam with the beam butted into the support post.How should we attach the support beams to the new steel support beams? Prepared By:Walt Dalrymple Date: 07/12/16 Suggested Resolution: Install 12)5 X 3 3/8"angles 18.5"long at locations affected IMPACT ON: Contract Sum(Y): Y Contract Time(YIN): Y Response: Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ J This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-I REQUEST FOR INFORMATION FORM Architect. Zenovic and Associates Owner: Clallam County Parks Project. Fairgrounds Floral Barn Structural Improvements RFI No.: 6 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 07/18/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: West end upper windows Description of Request: The Upper windows on the West End Addition are cut at varying widths and are not framed. They do not match any of the configurations on the drawings.How do you want us to proceed? Prepared By:Walt Dalrymple Date: 07/18/16 Suggested Resolution: I discussed this on site with Bill earlier in the week. We determined that modifying the openings to reflect the original construction was a valid reason for the additional work. It will require enlarging the"window"opening vertically,and reducing the window opening horizontally. All of this would require additional materialsand labor. Bill was going to get me an estimate as to what it would likely cost. IMPACT ON: Contract Sum(Y): Yes Contract Time(YIN): Y Response: Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Cudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-1 REQUEST FOR INFORMATION FORM Architect. Zenovic and Associates Owner: Clallam County Parks Project. Fairgrounds Floral Barn Structural Improvements RFI No.: 7 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 07/21/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: Weld inspections Description of Request: The weld inspection requirement spelled out on drawing S3 does not call out who is responsible for the cost of the inspections.Who is responsible?The welder,the engineer or the building Owner. Prepared By:Walt Dalrymple for Lincoln Industrial Date: 07/21/16 Suggested Resolution: IMPACT ON: Contract Sum(Y): N Contract Time(YIN): Y Response: Owner is responsible Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-1 REQUEST FOR INFORMATION FORM Architect: Zenovic and Associates Owner: Clallam County Parks Project: Fairgrounds Floral Barn Structural Improvements RF/No.: 8 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 07/29/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: Dwg A3 Detail 1 Description of Request: The hold downs called out in detail 1 for the ceiling joists do not work the way the studs,joists and rafters are laid out. Prepared By:Walt Dalrymple Date: 07/29/16 Suggested Resolution: Use an H5 clip to attach the rafter(or ceiling joist depending on the layout)(Note:rafters and ceiling joists are atached together with SDS screws)to wall top plate,then use an A34 clip to attach top plate to wall stud.Again note that some top plates are single and some are double top plate.The above method works for both configurations.The result still functions as a hurricane tie to hold the rafters and ceiling joists to the wall. IMPACT ON: Contract Sum(YIN): No Contract Time(YIN): Y Response: Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-I REQUEST FOR INFORMATION FORM Architect: Zenovic and Associates Owner: Clallam County Parks Project: Fairgrounds Floral Barn Structural Improvements RFI No.: 9 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 07/29/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: Description of Request: Remove entry roof angle support braces to eliminate head bump hazard. rafters are laid out. Prepared By:Walt Dalrymple Date: 07/29/16 Suggested Resolution: Add supports to eliminate angle braces. IMPACT ON: Contract Sum(YIN): Y Contract Time(YIN): Y Response: Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other( ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-1 REQUEST FOR INFORMATION FORM Architect. Zenovic and Associates Owner: Clallam County Parks Project: Fairgrounds Floral Barn Structural Improvements RFI No.: 9 Contractor: Aldergrove Construction,Inc. Address: 336 Benson Road Date: 07/29/16 Port Angeles,WA 98363 ITEM: Reference Drawing or Specification: Description of Request: Remove entry roof angle support braces to eliminate head bump hazard. rafters are laid out. Prepared By.Walt Dalrymple Date: 07/29/16 Suggested Resolution: Add supports to eliminate angle braces. IMPACT ON: Contract Sum(YIN): Y Contract Time(YIN): Y Response: Prepared By: Date: Owners Response: Rejected[ ] Accepted[ ] Other[ ] This response is not an authorization to proceed with work involving additional costs and/or time.Notification must be given in accordance with the contract documents if any response results in a change to the contract sum or time. Copies to: Tracy Gudgel Attachments: Joel Winborn REQUEST FOR INFORMATION FORM RFI-I . . w t EX.4X4 POST CUT OFF ABOVE NEW STEEL FRAME EX.4X6 BEAM BREAKS AT EACH SIDE OF EX.04 POST NEW L5x3x'/x18112 WI(10)SDS%4x2 1/2"SCREWS EX.4X6 BEAM 1> C;�CY D. G 0 pF WA F� NEW L5x3x%x18112 W/(10)SDS%x2 1/2"SCREWS EX.8"0 NELSON WELD STUDS TO ATTACH ANGLE IRON TO 32777 ti HSS6x6x�/ TUBE STEEL p s/DNA. TOP VIEW l'.6Y2" 2 3 44, 44, 3" 1.. EX,04 POST EX.4X6 BEAM BREAKS AT X. 04 POST NEW L5x3x%x181/2 W/(10)SDS%x21/2"SCREWS, ANGLE SCREWS EACH SIDE TO MISS SCREW ON H556x6x% OPPOSITE SIDE EX:e.0 NELSON WELD STUDS TO ATTACH ANGLE IRON TO TUBE STEEL 1STEEL FRAME TO 4x6 BM CONN. 1 scare: N.T.S. EN TITLE; BUILDING REPAIR FOR FLORAL BUILDING AT CLALLAM.COUNTY FAIRGROUNDS SHEET STEEL FRAME TO BEAM CONN. REVISION Rl CLIENT: I 301 E.6TH STREET.SUITE 1 CLALLAM CO.PARKS,FAIR,&FACILITIES DEPT E N O V I C & PORT ANGELES,WA 98362 223 E.FOURTH STREET r PHONE:(360)41i-0601 PART ANGELES.WA J(1362 — �LS S O C `ATE-9VA�:1'G°I4n.n,1n OF WCORP01 ATI;U [51na:ZL'-r:CwG z@NUVC:Gi