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HomeMy WebLinkAbout120 W. 8th Street Address: 120 W 81" Street City of Port Angeles , Correction Notice Building Division Job Located at i Z-0 t'�) Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: �'tI rok P1 Ura- ` d P- 6 Da, P41 Cm 0q a 61, These corrections must be made and are not to be covered until reinspection is made. When corrections have been made, please call 360 417-4815 for inspection. r i Date spect&for Building Division DO NOT REMOVE THIS TAG 5t EPARED 9/03/14, 13:35:03 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/03/14 --—----------------------------——---—----------------------------------—------------------ ADDRESS . : 120 W 8TH ST SUBDIV: CONTRACTOR ! PHONE : OWNER WESTERN WASHINGTON CORP OF PHONE : (360) 808-1400 PARCEL 06-30-00-0-2-6718-0000- APPL NUMBER: 13-00000467 COMM ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCLAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------ BLSH 01 9/30/13 JLL BLDG SHEATHING 9/30/13 DA September 30, 2013 8:57:41 AM pbarthol. Terry 477-1339 Leroy 503-580-0361 September 30, 2013 3:54:38 PM jlierly. Provide postive connection at mud sill and BP on NE corner and south side at mud sill/jll February 7, 2014 11:42:36 AM pbarthol. BL9 01 10/01/13 JLL BLDG SHEARWALL 10/01/13 AP October 1, 2013 8:21:22 AM pbarthol. Leroy 503-580-0361 October 1, 2013 3:55:15 PM jlierly. BAIR 01 2/07/14 PB BLDG AIR SEAL 2/10/14 AP February 6, 2014 11:36:01 AM pbarthol. February 7, 2014 11:24:28 AM pbarthol. February 10, 2014 8:35:56 AM pbarthol. BL3 01 2/07/14 PB BLDG FRAMING 2/10/14 DA February 6, 2014 11:35:05 AM pbarthol. February 7, 2014 11:24:36 AM pbarthol. February 10, 2014 8:36:39 AM pbarthol. Need engineers letter on missing double truss. add 1 bracing to gable end truss. Ok to insulate. BLI O1 2/19/14 JLL BLDG INSULATION 2/19/14 AP February 19, 2014 10:45:13 AM pbarthol. Terry 477-1339 February 19, 2014 4:36:51 PM jlierly. BL3 02 2/19/14 JLL BLDG FRAMING 2/19/14 AP February 19, 2014 10:44:41 AM pbarthol. Terry 477-1339 February 19, 2014 4:37:18 PM jlierly. BL4 01 3/04/14 JLL BLDG FIREWALL 3/04/14 AP March 3, 2014 4:20:01 PM permits. March 4, 2014 4:01:30 PM jlierly. FFNL O1 8/22/14 KDD FIRE FINAL 8/25/14 AP August 25, 2014 4:28:42 PM kdubuc. Fire final. August 25, 2014 4:29:11 PM kdubuc. Inspector Rob Gunn tested new Fire Alarm system. All devices OK. Fire final. BL99 01 9/03/14 LL BLDG FINAL September 3, 2014 10:13:52 AM pbarthol. Terry 477-1339 3PM ------------------ ------------------------------------------------------------------- PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ -- -------------------------- CONTINUED ONTO NEXT PAGE ---------------------------------- PREPARED 10/03/14, 10:29:20 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/03/14 ------------------- ADDRESS . : 120 W 8TH ST SUBDIV: CONTRACTOR : PHONE : OWNER WESTERN WASHINGTON CORP OF PHONE : (360) 808-1400 PARCEL 06-30-00-0-2-6718-0000- APPL NUMBER: 13-00000467 COMM ADDITION --------------------—----------------------------------------------------------------—------- REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS consealed space/ front doors shall be openable with panic hardware/ haand rail on all stairs per code/ temp occupancy for 30 daysjll PW99 01 9/03/14 RV PUBLIC WORKS FINAL 9/03/14 AP September 4, 2014 11:48:10 AM rvess. _ /'7 September 4, 2014 11:48:30 AM rvess. BL99 02 10/03/14 BLDG FINAL October 3, 2014 10:24:44 AM jlierly. PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------- ----------- ME1 01 2/06/14 PB MECHANICAL ROUGH-IN 2/07/14 AP February 6, 2014 11:35:32 AM pbarthol. February 7, 2014 11:41:37 AM pbarthol. ME99 01 9/03/14 JLL MECHANICAL FINAL 9/03/14 DA September 3, 2014 10:14:19 AM pbarthol. September 3, 2014 4:53:22 PM jlierly. ADA parking space and signage/ ADA signage on bathrooms/ finish plumbing top out/ reploace dryer duct no flex in consealed space/ front doors shall be openable with panic hardware/ haand rail on all stairs per code/ temp occupancy for 30 daysjll ME99 02 10/03/14 MECHANICAL FINAL October 3, 2014 10:25:03 AM jlierly. PERMIT: PL 00 PLUMBING IT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----- ----------- -------— PL2 01 2/06/14 PB PLUMBING ROUGH-IN 2/07/14 AP February 6, 2014 11:35:43 AM pbarthol. doug 460-3839 February 7, 2014 11:41:58 AM pbarthol. PL99 01 9/03/14 JLL PLUMBING FINAL 9/03/14 DA September 3, 2014 10:14:34 AM pbarthol. September 3, 2014 4:53:22 PM jlierly. ADA parking space and signage/ ADA signage on bathrooms/ finish plumbing top out/ reploace dryer duct no flex in consealed space/ front doors shall be openable with panic hardware/ haand rail on all stairs per code/ temp occupancy for 30 daysjll PL99 02 10/03/14L PLUMBING FINAL October 3, 2014 10:25:14 AM jlierly. ------------------------- - ---------- COMMENTS AND NOTES CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 13-00000467 Date 7/11/13 \F Application pin number . . . 960119 Property Address . . . . . . 120 W 8TH ST ASSESSOR PARCEL NUMBER: 06-30-00-0-2-6718-0000- REPORT SALES TAX Application type description COMM ADDITION Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . . . . . . . COMMUNITY SHOPPING DISTR to the City of Port Angeles Application valuation . . . . 294000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc 3548 sq ft ADDITION ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ WESTERN WASHINGTON CORP OF OWNER SEVENTH DAY ADVENTISTS 32229 WEYERHAEUSER WAY SOUTH FEDERAL WAY WA 980019347 (360) 808-1400 ~ Other struct info . . . . . HARD SURFACE AREA ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . 3548 SQ FT HALL/ROOM/KITCHEN Permit Fee . . . . 2106.65 Plan Check Fee 1369.32 Issue Date . . . . 7/11/13 Valuation . . . . 294000 Expiration Date 1/07/14 Qty Unit Charge Per Extension BASE FEE 1020.25 194.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 1086.40 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . Permit Fee . . . . 147.65 Plan Check Fee .00 Issue Date . . . . 7/11/13 Valuation . . . 0 Expiration Date 1/07/14 Qty Unit Charge Per Extension BASE FEE 50.00 3.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 21.75 2.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 21.30 3.00 18.2000 EA ME-FURN/HP/FAU > 5 TON 54.60 - --------------------------------------------------------------------------- Permit PLUMBING PERMIT (� Additional desc FELLOWSHIP HALL/CLASSROOMS Permit Fee . . . . 211.00 Plan Check Fee .00 Issue Date . . . 7/11/13 Valuation . . . . 0 Expiration Date 1/07/14 Qty Unit Charge Per Extension Irl BASE FEE 50.00 (�1 17.00 7.0000 EA PL-PLUMBING TRAP 119.00 1 2.00 7.0000 EA PL-WATER LINE 14.00 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. gate 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 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION .� 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . 13-00000467 Date 7/11/13 Application pin number . . . 960119 Qty Unit Charge Per Extension REPORT SALES TAX 2.00 7.0000 EA PL-DRAIN VENT PIPING 14.00 on your state excise tax form 2.00 7.0000 EA PL-WATER HEATER 14.00 to the City of Port Angeles ------------------------------------------------------------------------ Special Notes and Comments (Location Code 0502) May 13, 2013 8:05:28 AM rbecker. If you will be installing a fire sprinkler system, with the area being over 6250 sequare feet. You will need to install a double check valve assembly backflow if it is a closed system. If it is an open system, 1" water line venting to the tolet. You will not need to install a backflow. If you have any questions call Ron Becker at 360-417-4886, Fax:360-452-4972, or E-mail:rbecker@cityofpa.us 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. A KNOX locking keybox will be required. Contact the Fire Department at 360-417-4653 for KNOX keybox ordering information and mounting location. July 9, 2013 5:16:59 PM kdubuc. Rated doors in the firewall must be kept closed, or if it is desired to have them open, they must be held open with a closer attached to the fire alarm system. July 9, 2013 5:24:43 PM kdubuc. Exit doors must be equipped with panic hardware. July 10, 2013 3:36:34 PM sroberds. The use is the remodel of a church structure in the CSD zone. New area will be added. Site coverage is 24%. Parking is addressed through a recorded parking agreement with property at 105 West 8th Street. No land use issues are anticipated. May 10, 2013 9:27:31 AM banders. Existing electrical service may need to be altered/moved prior to new construction. Electrical load calculations and electrical permits are required. Any modifications to the City's electrical facilities will be at the customer's expense. An inspection is required by Public Works Engineering for infiltration pit test, 24 hour advance notice of test, contact inspector at 417-4831. Owner is to provide City Stormwater Engineer with maintenance schedule for drainage system upon completion. July 11, 2013 3:16:55 PM rvess. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 2465.30 2465.30 .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 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 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 13-00000467 Date 7/11/13 Application pin number . . . 960119 Plan Check Total 1369.32 1369.32 .00 .00 REPORT SALES TAX Other Fee Total 4.50 4.50 .00 .00 Grand Total 3839.12 3839.12 .00 .00 on your state excise tax form to the City of Port Angeles (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 r .- 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 CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES � v 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000467 Date 7/11/13 Application pin number . . . 960119 Property Address . . . . . . 120 W 8TH ST ASSESSOR PARCEL NUMBER: 06-30-00-.0-2-6718-0000- REPORT SALES TAX Application type description COMM ADDITION on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . COMMUNITY SHOPPING DISTR (Location Code 0502) Application valuation . . . . 294000 ---------------------------------------------------------------------------- Application desc 3548 sq ft ADDITION ---------------------------------------------------------------------------- Owner Contractor WESTERN WASHINGTON CORP OF OWNER SEVENTH DAY ADVENTISTS 32229 WEYERHAEUSER WAY SOUTH FEDERAL WAY WA 980019347 (360) 808-1400 Other struct info . . . . . HARD SURFACE AREA ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS INSPECTION Additional desc . . INFILTRATION PIT TEST Permit Fee . . . . 55.00 Plan Check Fee .00 Issue Date . . . . 7/11/13 Valuation . . . . 0 Expiration Date 1/07/14 Qty Unit Charge Per Extension 1.00 55.0000 HR PW INSPECTION 55.00 ---------------------------------------------------------------------------- Special Notes and Comments May 13, 2013 8:05:28 AM rbecker. If you will be installing a fire sprinkler system, with the area being over 6250 sequare feet. You will need to install a double check valve assembly backflow if it is a closed system. If it is an open system, 1" water line venting to the tolet. You will not need to install a backflow. If you have any questions call Ron Becker at 360-417-4886, Fax:360-452-4972, or E-mail:rbecker@cityofpa.us 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. A KNOX locking keybox will be required. Contact the Fire Department at 360-417-4653 for KNOX keybox ordering information and mounting location. July 9, 2013 5:16:59 PM kdubuc. Rated doors in the firewall must be kept closed, or if it is desired to have them open, they must be held open with a closer attached to the fire alarm system. July 9, 2013 5:24:43 PM kdubuc. Exit doors must be equipped with panic hardware. July 10, 2013 3:36:34 PM sroberds. 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. J Sign ture 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 NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 4174653 FIRE DEPT. PLANNING DEPT. 417-4750 PLANNING DEPT. BUILDING 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit °'SOF pORrP CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000467 Date 7/11/13 Application pin number . . . 960119 ---------------------------------------------------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form The use is the remodel of a church structure in the CSD zone. New area will be added. Site coverage is 24%. to the City of Port Angeles Parking is addressed through a recorded parking agreement (Location Code 0502) with property at 105 West 8th Street. No land use issues are anticipated. May 10, 2013 9:27:31 AM handers. Existing electrical service may need to be altered/moved prior to new construction. Electrical load calculations and electrical permits are required. Any modifications to the City's electrical facilities will be at the customer's expense. An inspection is required by Public Works Engineering for infiltration pit test, 24 hour advance notice of test, contact inspector at 417-4831. Owner is to provide City Stormwater Engineer with maintenance schedule for drainage system upon completion. July 11, 2013 3:16:55 PM rvess. ---------------------------------------------------------------------------- other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Permit FeeTotal 55.00 55.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 59.50 59.50 .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 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 NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit After Filing Return to: 13 - Von ��t�Sltill9 ak e 3 2013-1296615 Page 1 of 1 Agreement �qJosh Winters Clallam County� Washington , 06/25/2013 04:02:04 PM r VIII W1111001EY�"I{afl�,1�,4� P191 11 ZLQ de ez C(OPY PARKING AGREEMENT RE: 105 West Eighth Street 120 West Eighth Street An Agreement is hereby entered into in favor of the owner of property legally described as: Lots 5 -7 &Eastl and %2 feet of Lot and 8, Block 267, Townsite of Port Angeles (120 West Eighth Street, Port Angeles, M Washington). The purpose of this agreement is to establish and allow parking rights and privileges for the Seventh Day Adventist Church to utilize all 52 off-street parking spaces which are located at 105 West Eighth Street Port Angeles, Washington including the necessary ingress and egress to access the parking spaces in order to satisfy the off-site parking requirements for uses within the City of Port Angeles per Parking Ordinance#1588, as amended, for property located at 120 West Eighth Street Port Angeles Washington. This parking agreement shall not be withdrawn or revised without serving prior notice of such intended action upon the City of Port Angeles and obtaining the City's written approval. It is understood that revocation or modification of the Agreement may result in limitation of the activity located at 120 West Eighth Street,Port Angeles Washing-ton. This Agreement is made between: roperty Owner(Granto Property address Dated this day of --�"r%C 2013 STATE OF WASHINGTON ) ss: COUNTY OF CLALLAM ) &FORE E, a Notary-Pu lig in and for the County and State aforesaid, personally appeared a and rte,� Fe--lTi r-4c- known to me to be the persons who executed the within A reement, and who acknowledged the same to be their free and voluntary act and deed for the uses and purposes therein mentioned. Aayofk-L"-, GIVEN under my hand and official seal this 20-1� %%%`�CLA y„'�i, TARY PUBLIC in an�y,+R(vm or the Statg gf� .o Washington residing in ( Notg9 ��1 My commission expires -7. 1-7. 1 (D 0711 -{ o ,�?010 v OeL1G IVASHING��•`���`• N •� 6 ai-l:rnsj� E1C1sT+tiGr 'CF}vRc. A ADD�Tiort 60' :gr 14 a��lrFss - I Do W Pot-+ f�,g e I Q 5, VJA I Lt �ro, '-r+y a �'Q�y �. THE NGELES RT CITY OF For City Use - r -� Permit# A W AJL � H I iy G T O N , U . S . V::�_ Date Received: S° 321 East 511 Street Port Angeles, WA 98362 Date Approved b ] �2 P: 360-417-4817 F: 360.417-4711 permits@cityofpa.us Building Permit Applicatio Project Address: a J ,O w S , +reefi Po rf ��j e2S , W 9 3 Z Main Contact: Phone # 38o - -77S - q q 6)4 Josh L� in�er2s E-Mail: oshand`©h i (I atioo, o►v� Property Name W as h t �,r,f e i-e.� ce 04- Phone Se ve� -dCa- 23 3 - (,8 — Goo$ Owner Mailing Address Email 3 a a a 9 We -er h4c(s-er W Sau+,k wac we_brnaSfe.t- p wO n uc . or City eState Zip (� dercJL W Wfi 98001 Contractor Name Seg 4h-cL A-aveKC5 Phone Qwner �3ui I der or12 her 360 -- 4-37- Sa Mailing Address Email Pock o 4 �c� �� 1 ►�-( 1)onq+fore-+ricl�� C Ma L (Lo,� city State W A zip 5S367- 126 rt P QP Contractor License — Expiration: Project Value: Zoning: oax.Pa�el�# a 6 $o� a L�t $ 294 o0o GSD 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 ® a5 [ower f hnn. Ex�s l31 �- Project Add,4-10-►l b ccN, e�►5�� ' c.4,uv-Ji s+ruGfivz ivlciucte. kc4-cl,eh Description e1cc55rooms ellcw5h� hail ad e.,isv- 2 ba-44jr0cy),1s lcts reno ua_41.on of c kurcb, sfruck ��ncluc4, ' I + Eov rv, raofivi Cpm A i7 ctrz�0 us r na f w or k 4o b r, 'j w bw 1e, to I • {0 V_ ForrY) 4 ect-r" 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 worldng 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 180 days of receipt,the application will be considered abandoned and the fees forfeit Date Print Name Signature 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) 3 j S 300 000 Proposed Addition 3 S4 g Zqq 000 Tenant Improvement? Other work(describe) Area Totals 315 6 3$'-f'g ,f9,000 LotlSite Coverage Calculations Footprint(SQ FT)of all Structures: Lot Size: %Lot Coverage 04 2-8 ,000 4 c7 SQ FT Site coverage(all impervious+ %Site Coverage structures See d r a (c�,,, Mechanical Fixtures Indicate how many of each a of fixture to be installed or relocated as part of this project. Air Handler Size: # '�q 0- Haz/Non-Haz Piping #of Outlets: Appliance Vent # 2 Heater(Suspended,Floor,Recessed wall) # Y%0.. Boiler/Compressor7Size: # Heating/Cooling appliance # n C- repair/alteration 0. Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) '^' Fireplace/Gas Stove Gas Cook Stove/Misc. 0. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # 2- Furnace/Heat Furnace/Heat Pump/ Size: # 3 Ventilation System # -n q Forced Air Unit 5 +-on Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # I Fuel gas piping #of Outlets: h Water Heater # 2- Medical gas piping #of Outlets: h Water Line # h 0. Vent piping # a Sewer Line # Industrial waste pretreatment # t'a Interceptor n a Other(describe): T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX FRE 8%STREET —���''"—. j ITT, TI1 }j" STORAGE e - PNASE'1 P-NASE 2 SirQQM 6ASSROQMy � ALLEYr 44L PLAN ' w-vQMEN O (} bEY 6E�L , v MOIHER'S N s �d - - err ;�.a. _r.l✓�..�..,s...=_�'.r.r c., \�T� MULTI Flt •S. . LLE$LSldl'SANG. —��_L•.a Ir.l'_..__.t,__�._" j_—__ Q _...�-h ..._.... ..-...»�..,.„..,�.... li..t I Y� I �' ElR€851MOIiERS Y T j '.t —` L i i. J !I__ —.-i).:V-tl. ....f�`==:•_• .i.,l KITCfiF. w! h '� Ff k I I l s; - iws i n'nc it Iztt ptu ��.m1 EI lu j , i 5 E4 "� inme.nc ,r j( ti p i �.-,”-Vr�•,.r�',.�>I+�Urr >Y U11s�F,.-.,—,... q qP h Y { l M'M[f•N(et(rbu.1,8U9 f U-KL - - �j j _-0K j" O ` } a tVf s. �°i n+ip�a�ec fwucou�:asa W'umarue weNe.- I � Q• dµxUFx UftY W 4G5;Wl(MRt..k -_....�«,��.w--.__ -_..._....�'.'.•�-.,...� ...,..:.I'�.....".-_ 3.T' ��-�---. _..:'�,..._._..,.-..��.M..4 µ 11 U p (�FLOOR PLAN _ G.-z-7- V3 2-hoaxr rated waMl 2.layers %s"Type gypsum wallboard each side of wall with. Y. i new IYi:hour rated doors ,,•_ New 3'-0"exit door t Port An eles Seventh-dav Adventist Church Addition. ��� A.ng ZACFtl2iSE}(� � CoOnn sultiEngineer : Shear wall plan and schedule 14995 SE Amisigger Rd: Boring;OR 97009 PHONE/FA)("(503) 663=5793 ILE - i! L C> . I r _ SHEAT;WALL PLAN Zi �X� !a i;t t SHEAR WALL SCHEDULE— Mark lD - All exterior walls— Y2" nominal wood structural panel sheathing(1 /32"plywood or 7/16"osb). Block edges. Nail with 8d—6"0%@ edges and 12"o/c at intermediate supports. Anchor sill plate to concrete foundation with Y2"x 10" anchor bolts @ 48"o/c. Interior wall—Use same sheathing as noted above. Extend sheathing on pony wall in crawl space from finish floor down to foundation. Va•`win `+. � 4 ♦ p �v x '4 N W M m f • � � y R N O •jam �a p` Nk � e _ �.: 42 pis 00 a 0 0 PRESCRIPTIVE APPROACH-SIMPLE FORM For the Washington State Ener Code R_'. � Energy (WSEC) 2009 Edition -®s Climate Zone 1 CITY GOVERNMENT Site Information: Building Department Use Only: Lot: Permit# Address: 17-4) IA2 T"-h 154- Notes: City: may'-k nA eAe-, State: - 14&•- Zip: V-7A2- Contact: Phone: MAY 31 12013 Phone 2: CITY OF PORT ANGELES FAX: BUILDING DIVISION J WSEC Table 6-1 PRESCRIPTIVE REQUIREMENTS FOR SINGLE-FAMILY RESIDENTIAL OR DUPLEX CLIMATE ZONE 1 (Unlimited Glazing Option Only) Glazing Glazing U=Factor; Door Wall Wall Wall Option , Area %of, U Ceilin Vaulted Interior Exterior Slab on P g Above Floor: . Floor Vertical Overhead Factor Ceiling Grade Below Below Concrete R: Grade. "..Grade R-49 / III Unlimited 0.30 0.50 0.20 or R-38 R-38 int TB R-21 R-21 R-10 R-30R-10 U=0.029 2' adv This Project complies with the following: The project is a single-family residence or duplex. The project is a wood frame OR all of the insulation is interior or exterior of the framing. All building components meet the requirements listed above. The project will meet all other provisions of the WSEC and VIAQ. The Project will take advantage of the following exceptions to the prescriptive option. ❑ 602.6 Exception 2. One unlabeled or untested exterior swinging door, 24 sq.ft. or less, may be installed per unit for ornamental, security, or architectural purposes. Location of the door taking this exception: ❑ 602.6 Exception 2. If a door is mostly glass, it should meet the requirement of the vertical glazing U-factor listed above. Location of the door(s)taking exception: Type of Heat Source: ��� T:Forms/Building Division/Prescriptive Approach-Simple Form Load Short Form R E C E I V E b: +�- wrightsoft, Date: May 29,2013 Entire HouseMAY 3 1 2013 B Seventh-Day Adventist Church P SAN C UARY CITY OF PORT ANGELES BUILDING DIVISION Project Information:.: For: Seventh-Day Adventist Church. Sanctuary West 8Th St, Port Angeles, WA 98362 Design • • Htg Clg Infiltration Outside db(°F) 27 75 Method Simplified Inside db(°F) 70 75 Construction quality Average Design TD (°F) 43 0 Fireplaces 0 Daily range - M Inside humidity (%) 50 50 Moisture difference(gr/Ib) 38 11 HEATING EQUIPMENT COOLING EQUIPMENT Make COLEMAN Make COLEMAN Trade Coleman Trade Coleman Model THJF60 Cond THJF60 AHRI ref Coil MA20D+MC62D+TXV AHRI ref Efficiency 0 HSPF Efficiency 0 SEER Heating input Sensible cooling 0 Btuh Heating output 0 Btuh @ 47°F Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 1158 cfm Actual air flow 1158 cfm Air flow factor 0.029 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.71 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Room1 1656 39693 27119 1158 1158 Entire House d 1656 39693 27119 1158 1158 Other equip loads 0 0 Equip. @ 0.80 RSM 21641 Latent cooling 11306 TOTALS 1656 39693 32947 1158 1158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ,+ + 2013-May-29 07:28:51 wrightsofta Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 AGCA ...ents\wrightsoft HVAC\Seventh-Day Adventist Church Sancuary.rup Calc=MJ8 Front Door faces: 9 ® Building Analysis Job: wri htsoft g y Date: May 29,2013 Entire House By: Seventh-Day Adventist Church PA SANCUARY Project Information For: Seventh-Day Adventist Church Sanctuary West 8Th St, Port Angeles, WA 98362 Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 480N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb (°F) 27 75 Infiltration: Daily n ° Day r age F) - 16 ( M ) Method Simplified Wet bulb(°F - 65 Construction quality Average Wind speed mph) 15.0 7.5 Fireplaces 0 Heating Component Btuh/ft2 Btuh % of load Walls 4.2 3905 11.0 Glazing 38.7 6721 18.9 Doors 16.8 704 2.0 Ceilings 1.9 3133 8.8 Floors 4.2 6974 19.7 Infiltration 6.0 6873 19.4 Ducts 7163 20.2 -- Piping 0 0 Humidification 0 0 �--� Ventilation 0 0 Adjustments 4218 T Total 39693 100.0 • • • Component Btuh/ft2 Btuh % of load Walls 0 0 0 Glazing 54.9 9542 35.2 Doors 0 0 0 Ceilings 0 0 0 `\ Floors 0 0 0 Infiltration 0 0 0 Ducts 6077 22.4 Ventilation 0 0 Internal gains 11500 42.4 Blower 0 0 Adjustments 0 Total 27119 100.0 Latent Cooling Load= 11306 Btuh Overall U-value= 0.112 Btuh/ft2-°F Data entries checked. 2013-May-29 07:28:51 wrightsoft` Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ACCA ...ents\Whghtsoft HVAC\Seventh-Day Adventist Church Sancuary.rup Calc=MJ8 Front Door faces: + - wrightsoft® Component Constructions Date: May 29,2013 Entire House By: Seventh-Day Adventist Church PA SANCUARY Project Information For: Seventh-Day Adventist Church Sanctuary West 8Th St, Port Angeles, WA 98362 . Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 480N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb(°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Method Simplified Wet bulb(°F) - 65 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft, Btuh/W-*F f12-°F/Btuh Btuh/ft' Btuh Btuh/ft' Btuh Walls 12B-Osw:Frm wall,wd ext,3/8"wood shth,r-11 cav ins, 1/2" n 216 0.097 11.0 4.17 901 0 0 gypsum board int fnsh,2"x4"wood frm a 267 0.097 11.0 4.17 1114 0 0 s 219 0.097 11.0 4.17 913 0 0 w 234 0.097 11.0 4.17 977 0 0 all 936 0.097 11.0 4.17 3905 0 0 Partitions (none) Windows 1A-clow: 1 glazing,clr glz,wd frm mat,1/4"thk n 24 0.900 0 38.7 929 11.8 282 e 48 0.900 0 38.7 1858 59.0 2834 s 21 0.900 0 38.7 813 31.8 668 w 81 0.900 0 38.7 3122 59.0 4763 all 174 0.900 0 38.7 6721 49.2 8547 Doors 11 DO:Door,wd sc type a 21 0.390 0 16.8 352 0 0 w 21 0.390 0 16.8 352 0 0 all 42 0.390 0 16.8 704 0 0 Ceilings 16B-21ad:Attic ceiling,asphalt shingles roof mat,r-21 ceil ins, 1/2" 1656 0.044 21.0 1.89 3133 0 0 gypsum board int fnsh Floors 22A-cpl:Bg floor,light dry soil,on grade depth,carpet fir fnsh 164 0.989 0 42.5 6974 0 0 2013-May-29 07:28:51 wrightsoft6 Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 /LCCA ...ents\Wrightsoft HVAC\Seventh-Day Adventist Church Sancuary.rup Calc=MJ8 Front Door faces: Project SJob: +�- wrightsoft® Summary Date: May 29,2013 Entire House By: Seventh-Day Adventist Church PA SANCUARY Project Information For: Seventh-Day Adventist Church Sanctuary West 8Th St, Port Angeles, WA 98362 Notes: Design Information Weather: Port Angeles Intl, WA, US Winter Design Conditions Summer Design Conditions Outside db 27 OF Outside db 75 OF Inside db 70 OF Inside db 75 OF Design TD 43 OF Design TD 0 OF Daily range M Relative humidity 50 % Moisture difference 11 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 32529 Btuh Structure 21042 Btuh Ducts 7163 Btuh Ducts 6077 Btuh Central,vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 39693 Btuh Use manufacturer's data n Rate/swing multiplier 0.80 Infiltration Equipment sensible load 21641 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 10592 Btuh Ducts 714 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft') 1656 1656 Equipment latent load 11306 Btuh Volume(ft') 23184 23184 Air changes/hour 0.38 0.20 Equipment total load 32947 Btuh Equiv.AVF (cfm) 147 77 Req. total capacity at 0.70 SHR 2.6 ton Heating Equipment Summary Cooling Equipment Summary Make COLEMAN Make COLEMAN Trade Coleman Trade Coleman Model THJF60 Cond THJF60 AHRI ref Coil MA20D+MC62D+TXV AHRI ref Efficiency 0 HSPF Efficiency 0 SEER Heating input Sensible cooling 0 Btuh Heating output 0 Btuh @ 47°F Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 1158 cfm Actual air flow 1158 cfm Air flow factor 0.029 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2013-May-29 07:28:51 wrightsoft' Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ACCA ...ents\Wrightsoft HVAC\Seventh-Day Adventist Church Sancuary.rup Calc=MJ8 Front Door faces: AED Assessment Job: +�- wrightsoft® Date: May 29,2013 Entire House By: Seventh-Day Adventist Church PA SANCUARY Project Information For: Seventh-Day Adventist Church Sanctuary West 8Th St, Port Angeles, WA 98362 Design Conditions . Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 48°N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb (°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Wet bulb (°F) - 65 Wind speed (mph) 15.0 7.5 Test for Adequate Exposure Hourly Glazing Load 12,000 11,000 10,000 9,000 8,000 7,000 g � s,000 5,000 4,000 3,000 2,000 1,000 0 8 9 10 11 12 13 14 15 16 17 18 19 20 Nov of wy i wwry �•+c. �rrnm Maximum hourly glazing load exceeds average by 42.7%. House does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 995 Btuh (PFG - 1.3*AFG) 2013-May-29 07:28:51 wrightsoft® Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ,4000 ...ents\Wrightsoft HVAC\Seventh-Day Adventist Church Sancuary.rup Calc=MJ8 Front Door faces: wrightsoft° Right-J®Worksheet Job: Entire House Date: May 29,2013 Seventh-Day Adventist Church PA By: SANCUARY 1 Room name Entire House Rooml 2 Exposed wall 164.0 ft 164.0 ft 3 Room height 14.0 ft d 14.0 ft heat/cool 4 Room dimensions 36.0 x 46.0 ft 5 Room area 1656.0 ft2 1656.0 ft2 Ty Construction U-value Or HTM Area (ftp Load Area (ftp Load number (Btuh/ftz°F) (BtutVftl or perimeter (ft) (13t h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 126-0sw 0.097 n 4.17 0.00 240 216 901 0 240 216 901 0 L-G 1A-clow 0.900 n 38.70 11.76 24 0 929 282 24 0 929 282 W 126-0sw 0.097 a 4.17 0.00 336 267 1114 0 336 267 1114 0 11 LF- 1A1A-clow 0.900 a 38.70 59.05 48 0 1858 2834 48 0 1858 2834 -� 11D 0.390 a 16.77 0.00 21 21 352 0 21 21 352 0 V,V 12B-0sw 0.097 s 4.17 0.00 240 219 913 0 240 219 913 0 -G 1A-claw 0.900 s 38.70 31.79 21 0 813 668 21 0 813 668 V,V 128-0sw 0.097 w 4.17 0.00 336 234 977 0 336 234 977 0 ��(D 1A-claw 0.900 w 38.70 59.05 81 0 3122 4763 81 0 3122 4763 11D0 0.390 w 16.77 0.00 21 21 352 0 21 21 352 0 C 166-21ad 0.044 1.89 0.00 1656 1656 3133 0 1656 1656 3133 0 F 22A-cpl 0.989 42.53 0.00 1656 164 6974 0 1656 164 6974 - 0 61 c)AED excursion 995 1 995 Envelope loss/gain 21438 9542 21438 9542 12 a) Infiltration 6873 0 6873 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 50 11500 50 11500 Appliances/other 0 0 Subtotal(lines 6 to 13) 28311 21042 28311 21042 Less external load -4218 0 -4218 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 32529 21042 32529 21042 15 Duct loads 22% 29% 7163 6077 22% 29% 7163 6077 Total room load 39693 27119 39693 27119 Air required(cfm) 1158 1158 1158 1158 Calculations approved by ACCA to meet all Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Manual J 8th Ed. wri htsoft" 2013-May-29 07:28:51 .�A 9 Right-Suite®Universal 2012 12.0.13 RSU00833 Page 1 ..ents\Wrightsoft HVAC\Seventh-Day Adventist Church Sancuary.rup Calc=MJ8 Front Door faces: davesheating@wavecable.com ■ SALES ■ SERVICE ■ INSTALLATION co r7DA/KIN FUJITSU ' RECEIVED 9 Load Short Form Job: wri htsoft MAY 1 20f3 Bate : May 29,2013 Entire House y: N EW ADDITION CITY OF PORT ANGELES BUILDING DIVISION Project Information For: Seventh-Day Adventist Church New Addition West 8TH ST., Port Angeles, WA 98362 Design Information . Htg Clg Infiltration Outside db(°F) 27 75 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 43 0 Fireplaces 0 Daily range - M Inside humidity (%) 50 50 Moisture difference(gr/Ib) 38 11 HEATING EQUIPMENT COOLING EQUIPMENT Make COLEMAN Make COLEMAN Trade Coleman Trade Coleman Model THJF60S41S3 Cond THJF60S41S3 AHRI ref 4466349 Coil MX20D+MC62D+TXV AHRI ref 4466349 Efficiency 9 HSPF Efficiency 15 SEER Heating input Sensible cooling 40250 Btuh Heating output 58000 Btuh @ 47°F Latent cooling 17250 Btuh Temperature rise 27 OF Total cooling 57500 Btuh Actual air flow 2000 cfm Actual air flow 2000 cfm Air flow factor 0.044 cfm/Btuh Air flow factor 0.070 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.72 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Room1 3672 45944 28692 2000 2000 Entire House d 3672 45944 28692 2000 2000 Other equip loads 0 0 Equip. @ 0.80 RSM 22896 Latent cooling 11291 TOTALS 3672 45944 34187 2000 2000 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2013-May-29 07:55:44 wrightsoft' Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ACCK ...rightsoft HVAC\Seventh-Day Adventist Church New Addition.rup Calc=MJ8 Front Door faces: o Building Analysis Job: wrightsoft® g y Date: May 29,2013 Entire House By: NEW ADDITION Project I • • For: Seventh-Day Adventist Church New Addition West 8TH ST., Port Angeles, WA 98362 Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 48°N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb(°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Method Simplified Wet bulb (°F) - 65 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 • Component Btuh/ft2 Btuh % of load Walls 3.1 2859 6.7 Glazing 24.5 4257 10.0 Doors 21.3 894 2.1 Ceilings 0.9 3158 7.4 Floors 1.5 5526 12.9 Infiltration 7.0 8021 18.8 Ducts 18012 42.2 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 3218 --- Total 45944 100.0 Component Btuh/ft2 Btuh % of load Walls 0 0 0 Glazing 47.4 8235 28.7 Doors 0 0 0 Ceilings 0 0 0 Floors 0 0 0 Infiltration 0 0 0 Ducts 10107 35.2 Ventilation 0 0 Internal gains 10350 36.1 Blower 0 0 Adjustments 0 Total 28692 1 100.0 Latent Cooling Load = 11291 Btuh Overall U-value= 0.046 Btuh/ft2-°F 0 0 WARNING: window to floor area ratio= 4.7/0 - less than 5/0. F1t50ft" 2013-May-2907:55:44 Wrl g Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ACC', ...rightsoft HVAC\Seventh-Day Adventist Church New Addition.rup Calc=MJ8 Front Door faces: Component Constructions Job: +�- wrightsofte Component Date: May 29,2013 Entire House By: NEW ADDITION Project Information'- For: Seventh-Day Adventist Church New Addition West 8TH ST., Port Angeles, WA 98362 Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 48°N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb(°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Method Simplified Wet bulb(°F) - 65 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss CIg HTM Gain fN Btuh/It'-°F f2-°F/Btuh Bluh/ft' Btuh Btuh/ft' Btu Walls 12C-Osw:Frm wall,stucco ext,r-13 cav ins,2"x4"wood frm n 216 0.091 13.0 3.91 845 0 0 12F-Osw:Frm wall,wd ext, 1/2"wood shth,r-21 cav ins,1/2" a 267 0.065 21.0 2.79 746 0 0 gypsum board int fnsh,2"x6"wood frm s 219 0.065 . 21.0 2.79 612 0 0 w 234 0.065 21.0 2.79 655 0 0 all 720 0.065 21.0 2.79 2013 0 0 Partitions (none) Windows 1D-c2ov:2 glazing,clr outr,argon gas,vnl frm mat,clr innr,1/2" n 24 0.570 0 24.5 588 10.3 247 gap, 1/4"thk a 48 0.570 0 24.5 1176 51.7 2480 s 21 0.570 0 24.5 515 27.8 584 w 81 0.570 0 24.5 1977 51.7 4168 all 174 0.570 0 24.5 4257 43.1 7479 Doors 11 DO:Door,wd sc type a 21 0.390 0 16.8 352 0 0 11JO:Door,mtl fbrgl type w 21 0.600 6.3 25.8 542 0 0 Ceilings 16B-50ad:Attic ceiling,asphalt shingles roof mat,r-50 ceil ins, 1/2" 3672 0.020 50.0 0.86 3158 0 0 gypsum board int fnsh Floors 20P-30w:Fir floor,frm flr,8"thkns,hrd wd fir fnsh,r-30 cav ins, 3672 0.035 30.0 1.50 5526 0 0 amb ovr 2013-May-29 07:55:44 wrightsoft° Right-Sufte®Universal 2012 12.0.13 RS000833 Page 1 ACO, ...rightsoft HVAC\Seventh-Day Adventist Church New Addhion.rup Calc=MJ8 Front Door faces: +�- wrightsoft® Project Summary Jo: May 2s,2013 Entire House By: NEW ADDITION Project Information For: Seventh-Day Adventist Church New Addition West 8TH ST., Port Angeles, WA 98362 Notes: Design Information Weather: Port Angeles Intl, WA, US Winter Design Conditions Summer Design Conditions Outside db 27 OF Outside db 75 OF Inside db 70 OF Inside db 75 OF Design TD 43 OF Design TD 0 OF Daily range M Relative humidity 50 % Moisture difference 11 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 27932 Btuh Structure 18585 Btuh Ducts 18012 Btuh Ducts 10107 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 45944 Btuh Use manufacturer's data n Rate/swing multiplier 0.80 Infiltration Equipment sensible load 22896 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 9703 Btuh Ducts 1587 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area(ft' 3672 3672 Equipment latent load 11291 Btuh Volume?ft') 36720 36720 Air changes/hour 0.28 0.15 Equipment total load 34187 Btuh Equiv.AVF (cfm) 171 92 Req. total capacity at 0.70 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make COLEMAN Make COLEMAN Trade Coleman Trade Coleman Model THJF60S41S3 Cond THJF60S41S3 AHRI ref 4466349 Coil MX20D+MC62D+TXV AHRI ref 4466349 Efficiency 9 HSPF Efficiency 15 SEER Heating input Sensible cooling 40250 Btuh Heating output 58000 Btuh @ 47°F Latent cooling 17250 Btuh Temperature rise 27 T Total cooling 57500 Btuh Actual air flow 2000 cfm Actual air flow 2000 cfm Air flow factor 0.044 cfm/Btuh Air flow factor 0.070 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.72 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2013-May-29 07:55:44 wrightsoft' Right-Suite®Universal 2012 12.0.13 RS000833 page 1 ACCA ...rightsoft HVAC\Seventh-Day Adventist Church New Addition.rup Calc=MJ8 Front Door faces: AED Assessment Job: +�- wrightsofte Date: May 29,2013 Entire House By: NEW ADDITION Project Information For: Seventh-Day Adventist Church New Addition West 8TH ST., Port Angeles, WA 98362 Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 48°N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb (°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Wet bulb(°F) - 65 Wind speed (mph) 15.0 7.5 for • • u.ate Exposure Diversity Hourly Glazing Load 10,000 9,000 8,000 7,000 ffi 6,000 s 5,000-- 4,000- 2,000-- 1,000-- 0 ,0004,0002,0001,0000 8 9 10 11 12 13 14 15 16 17 18 19 20 nom or my Maximum hourly glazing load exceeds average by 40.9%. House does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 756 Btuh (PFG - 1.3*AFG) 2013-May-29 07:55:44 .`/ wrightsoftm Right-Suitee.Universal 2012 12.0.13 RS000833 Page 1 /SCCA ...rightsoft HVAC\Seventh-Day Adventist Church NewAddition.rup Calc=MJ8 Front Door faces: +�+ wrightsoft' Right-M Worksheet Job: Entire House Date: May 29,2013 By: NEW ADDITION 1 Room name Entire House Room1 2 Exposed wall 144.0 ft 144.0 ft 3 Room height 10.0 ft d 10.0 ft heat/cool 4 Room dimensions 51.0 x 72.0 ft 5 Room area 3672.0 ft' 3672.0 ft2 Ty Construction U-value Or HTM Area (ftp Load Area (ftp Load number (Btuhlft?°F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat cool 6 W 12C-0sw 0.091 n 3.91 0.00 240 216 645 0 240 216 845 0 L.-G 1 Dc2ov 0.570 n 24.51 10.29 24 0 588 247 24 0 588 247 W 12F-0sw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 %r 12F-0sw 0.065 a 2.79 0.00 336 267 746 0 336 267 746 0 11 E--G 1 Dc2ov 0.570 a 24.51 51.67 48 0 1176 2480 48 0 1176 2480 I_D 11 DO 0.390 a 16.77 0.00 21 21 352 0 21 21 352 0 1/�1 12F-0sw 0.065 s 2.79 0.00 240 219 612 0 240 219 612 0 -G 1 Dc2ov 0.570 s 24.51 27.82 21 0 515 584 21 0 515 584 12F-0sw 0.065 w 2.79 0.00 336 234 .655 0 336 234 655 0 1D-c2ov 0.570 w 24.51 51.67 81 0 1977 4168 81 0 1977 4168 11J0 0.600 w 25.80 0.00 21 21 542 0 21 21 542 0 C 166-50ad 0.020 0.86 0.00 3672 3672 3158 0 3672 3672 3158 0 F 20P-30w 0.035 1.50 0.00 3672 3672 5526 0 3672 3672 5526 0 6 c)AED excursion 756 756 Envelope loss/gain 16693 8235 16693 8235 12 a) Infiltration 8021 0 8021 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 45 10350 45 10350 Appliances/other 0 0 Subtotal(lines 6 to 13) 24714 18585 247141 18585 Less external load -3218 0 -3218 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 27932 18585 27932 18585 15 Duct loads 1 64% 54% 18012 10107 64%154% 18012 10107 Total room load 45944 28692 45944 28692 Air required(cfm) I 1 1 2000 2000 1 1 2000 2000 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +k,�L wri t�tsotFt" 2013-May-29 07:55:44 - 9 Right-Suite®Universal 2012 12.0.13 RSU00833 Page 1 .4G�A ...rightsoft HVAC\Seventh-Day Adventist Church NewAddition.rup Calc=MJ8 Front Door faces: RECEIVED 9 Load Short Form Job: wri htsoft MAY 31 2013 Date: May 29,2013 Entire House By: ' LOBBY CITY OF PORT ANGELES BUILDING DIVISION Project Information ., For: Seventh-Day Adventist Church Lobby West8Th ST, Port Angeles, WA. 98362 Design Information Htg Clg Infiltration Outside db(°F) 27 75 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 43 0 Fireplaces 0 Daily range - M Inside humidity (%) 50 50 Moisture difference(gr/Ib) 38 11 HEATING EQUIPMENT COOLING EQUIPMENT Make COLEMAN Make COLEMAN Trade Coleman Trade Coleman Model THJF60 Cond THJF60 AHRI ref Coil AHRI ref Efficiency 0 HSPF Efficiency 0 SEER Heating input Sensible cooling 0 Btuh Heating output 0 Btuh @ 47°F Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 1053 cfm Actual air flow 1053 cfm Air flow factor 0.027 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.73 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (Cfm) Room1 1960 38682 24867 1053 1053 Entire House d 1960 38682 24867 1053 1053 Other equip loads 0 0 Equip. @ 0.80 RSM 19844 Latent cooling 9322 TOTALS 1960 38682 29165 1053 1053 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" Right-Suite®Universal 2012 12.0.13 RS000833 2013-May-29 07:40:47Page 1 ACC, ...ents\wrightsoft HVAC\Seventh-Day Adventist Church LOBBYt.rup Calc=MJ8 Front Door faces: r � . 9 ® Building Analysis Job: wri htsoft g y Date: May 29,2013 Entire House By: LOBBY Project I • • For: Seventh-Day Adventist Church Lobby West8Th ST, Port Angeles, WA. 98362 Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 480N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb(°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Method Simplified Wet bulb (°F) - 65 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heating Component Btuh/ft' Btuh % of load Walls 4.2 3905 11.0 ,°- Glazing 38.7 6721 19.0 Doors 20.0 840 2.4 Ceilings 1.9 3708 10.5 Floors 3.1 6124 17.3 Infiltration 6.1 6973 19.7 Ducts 7194 20.3 _. Piping 0 0 Humidification 0 0 i Ventilation 0 0 Adjustments 3218 Total 38682 100.0 Component Btuh/ft2 Btuh % of load Walls 0 0 0 Glazing 54.9 9542 38.4 Doors 0 0 0 Ceilings 0 0 0 � °�- Floors 0 0 0 Infiltration 0 0 0 Ducts 6125 24.6 Ventilation 0 0 Internal gains 9200 37.0 Blower 0 0 Adjustments 0 Total 24867 100.0 Latent Cooling Load= 9322 Btuh Overall U-value= 0.098 Btuh/ftZ-°F Data entries checked. wri htsoft` 2013-May-29 07:40:47 9 Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ACCA. ...ents\Wrightsoft HVAC\Seventh-Day Adventist Church LOBBYt.rup Calc=MJ8 Front Door faces: . DAVE'S HEATIN & COOLING SERVICE, INC. Reg. No. DAVESHC991KC DAVE OLDENKAMP, OWNER 452-0939 davesheating@wavecable.com ■ SALES ■ SERVICE ■ INSTALLATION DAIKIN FUJI ® TSU Component Constructions Job: +�- wrightsofte Component Date: May 29,2013 Entire House By: LOBBY Project Information For: Seventh-Day Adventist Church Lobby West8Th ST, Port Angeles, WA. 98362 Design C• • • Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 480N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb(°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Method Simplified Wet bulb (°F) - 65 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Cig HTM Gain fiBtuhff-°F R'=FBtuh BluhRt' Btuh ROM Btuh Walls 12B-Osw:Frm wall,wd ext,3/8"wood shth,r-11 cav ins, 1/2" n 216 0.097 11.0 4.17 901 0 0 gypsum board int fnsh,2"x4"wood firm a 267 0.097 11.0 4.17 1114 0 0 w 234 0.097 11.0 4.17 977 0 0 all 717 0.097 11.0 4.17 2992 0 0 12B-Osw:Frm wall,wd ext,1/2"wood shth,r-11 cav ins, 1/2" s 219 0.097 11.0 4.17 913 0 0 gypsum board int fnsh,2"x4"wood frm Partitions (none) Windows 1A-clow: 1 glazing,clr glz,wd frim mat,1/4"thk n 24 0.900 0 38.7 929 11.8 282 e 48 0.900 0 38.7 1858 59.0 2834 s 21 0.900 0 38.7 813 31.8 668 w 81 0.900 0 38.7 3122 59.0 4763 all 174 0.900 0 38.7 6721 49.2 8547 Doors 11 DO:Door,wd s type a 21 0.390 0 16.8 352 0 0 11GO:Door,wd pnl type w 21 0.540 0 23.2 488 0 0 Ceilings 16B-21ad:Attic ceiling,asphalt shingles roof mat,r-21 ceil ins,1/2" 1960 0.044 21.0 1.89 3708 0 0 gypsum board int fnsh Floors 22A-tpl:Bg floor,light dry soil,on grade depth 144 0.989 0 42.5 6124 0 0 2013-May-29 07:40:48 htSOft'l WrRi ht-Suite®Universal 2012 12.0.13 RS000833 9 9 Page 1 /SCA ...ents\Wrightsoft H VAC\Seventh-Day Adventist Church LOBBYt.rup Calc=MJ8 Front Door faces: Prot SJob: +�- wrightsoft® Project Summary Date: May 29,2013 Entire House By: LOBBY Project Information For: Seventh-Day Adventist Church Lobby West8Th ST, Port Angeles, WA. 98362 Notes: Ol6sign Information Weather: Port Angeles Intl, WA, US Winter Design Conditions Summer Design Conditions Outside db 27 OF Outside db 75 OF Inside db 70 OF Inside db 75 OF Design TD 43 OF Design TD 0 OF Daily range M Relative humidity 50 % Moisture difference 11 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 31489 Btuh Structure 18742 Btuh Ducts 7194 Btuh Ducts 6125 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 38682 Btuh Use manufacturer's data n Rate/swing multiplier 0.80 Infiltration Equipment sensible load 19844 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 8601 Btuh Ducts 721 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area(ft') 1960 1960 Equipment latent load 9322 Btuh Volume(ft') 23520 23520 Air changes/hour 0.38 0.20 Equipment total load 29165 Btuh Equiv.AVF (cfm) 149 78 Req. total capacity at 0.70 SHR 2.4 ton Heating Equipment Summary Cooling Equipment Summary Make COLEMAN Make COLEMAN Trade Coleman Trade Coleman Model THJF60 Cond THJF60 AHRI ref Coil AHRI ref Efficiency 0 HSPF Efficiency 0 SEER Heating input Sensible cooling 0 Btuh Heating output 0 Btuh @ 47°F Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 1053 cfm Actual air flow 1053 cfm Air flow factor 0.027 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.73 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2013-May-29 07:40:48 wrightsoft" Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 .CCA. ...ents%Wrightsoft HVAC%Seventh-Day Adventist Church LOBBYt.rup Calc=MJ8 Front Door faces: AED Assessment Job: +�- wrightsoftc Date: May 29,2013 Entire House By: LOBBY Project Information For: Seventh-Day Adventist Church Lobby West8Th ST, PortAngeles, WA. 98362 Design Conditions Location: Indoor: Heating Cooling Port Angeles Intl, WA, US Indoor temperature(°F) 70 75 Elevation: 289 ft Design TD (°F) 43 0 Latitude: 480N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 38.4 11.4 Dry bulb (°F) 27 75 Infiltration: Daily range(°F) - 16 ( M ) Wet bulb(°F) - 65 Wind speed (mph) 15.0 7.5 Test forAdequate Exposure Hourly Glazing Load 12,000 11,000 10,000 9,000 8,000 ffi 7,000 r 6,000 5,000 4,000 3,000 2 1,000 0 8 9 10 11 12 13 14 15 16 17 18 - 19 20 Nov of Ory Maximum hourly glazing load exceeds average by 42.7%. House does not have adequate exposure diversity(AED), based on AED limit of 30%. AED excursion: 995 Btuh (PFG - 1.3*AFG) 2013-May-29 07:40:48 wrightsoft" Right-Suite®Universal 2012 12.0.13 RS000833 Page 1 ACCA ...ents\Wrightsoft HVAC\Seventh-Day Adventist Church LOBBYt.rup Calc=MJ8 Front Door faces: +� wrightsoft" Right-M Worksheet Job: Entire House Date: May 29,2013 By: LOBBY 1 Room name Entire House Rooml 2 Exposed wall 144.0 ft 144.0 ft 3 Room height 12.0 ft d 12.0 ft heat/cool 4 Room dimensions 40.0 x 49.0 ft 5 Room area 1960.0 ft2 1960.0 W Ty Construction U-value Or HTM Area (ftp Load Area (ftj Load number (Btuh/ft2°F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W 12B-Osw 0.097 n 4.17 0.00 240 216. 901 0 240 216 901 0 L-G 1A-clow 0.900 n 38.70 11.76 24 0 929 282 24 0 929 282 126-0sw 0.097 a 4.17 0.00 336 267 1114 0 336 267 1114 0 1A-clow 0.900 a 38.70 59.05 48 0 1858 2634 48 0 1858 2834 11 11 DO 0.390 a 16.77 0.00 21 21 352 0 21 21 352 0 1RJ 1213-0sw 0.097 s 4.17 0.00 240 219 913 0 240 219 913 0 �G 1A-clow 0.900 s 38.70 31.79 21 0 813 668 21 0 813 668 126-0sw 0.097 w 4.17 0.00 336 234 977 0 336 234 977 0 IA-clow 0.900 w 38.70 59.05 81 0 3122 4763 81 0 3122 4763 11G0 0.540 w 23.22 0.00 21 21 488 0 21 21 488 0 C 16B-21ad 0.044 1.89 0.00 1960 1960 3708 0 1960 1960 3708 0 F 22A-tpl 0.989 42.53 0.00 1960 144 6124 0 1960 144 6124 0 6 c)AED excursion 995 995 Envelope loss/gain 21298 9542 21298 9542 12 a) Infiltration 6973 0 6973 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 40 9200 40 9200 Appliances/other 0 0 Subtotal(lines 6 to 13) 28271 18742 28271 18742 Less external load -3218 0 -3218 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 31489 18742 31489 18742 15 Duct loads 23% 33% 7194 6125 23% 33% 7194 6125 Total room load 38682 24867 38682 24867 Air required(cfm) 1053 1053 1053 1053 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri Fr tsoft" 2013-May-29 07:40:48 �A 9 Right-Suite®Universal 2012 12.0.13 RSO00833 Page 1 ..ents\Wrightsoft HVAC\Seventh-Day Adventist Church LOBBYt.rup Calc=MJ8 Front Door faces: S+k �V,4) -6 o4- Q r.. i V IVI I d c.vl 1-7 Moog R E C Ile, �,py 152013 GEIES CIT` Of PORpGe N1 GU\.DING James Lierly From: Ken Dubuc Sent: Tuesday, July 09, 2013 2:24 PM To: James Lierly; Patrick Bartholick Cc: Ken Dubuc Subject: Seventh Day Adventist plans Jim and Pat— I looked at the plan submitted for the fire wall at the Seventh Day Adventist church. The location looks fine to me. The addition of the door in the assembly area also looks fine to me. The comments I would have are: 1) Rated doors in the fire wall must be kept closed at all times, or if, it is desired that they remain open, they must be held open with automatic closers connected to the fire alarm system. 2) Exit doors must be equipped with panic hardware. 3) Complete fire alarm plans are required for review. 4) A KNOX locking keybox will be required for the facility. Contact the Fire Department for ordering information and box installation location. Let me know when you have a final set of plans and I will come over and stamp and sign them. PAT- Has a permit been issued through HTE? If not, let me know the number and I will type my comments into the permit application. Thanks, Ken 1 RECEIVED MAY 2 2 2013 CITY OF PORT ANGELES BUILDING DIVISION 124 W 9th Street— Port Angeles,WA 98362 Website:www.portangeles22.adventistchurchconnect.org/ Phone: 360-457-6460 To The City of Port Angeles Community& Economic Development Department Regarding: The Kitchen Function in the Addition to the Port Angeles Seventh-day Adventist Church To Whom It May Concern; The function of the kitchen in the new addition to the Seventh-day Adventist Church, at 120 W Stn Street, in Port Angeles will be to serve potluck type meals for the congregation only. The domestic stoves,ovens, and appliances are for warming the items served at the various meals. A Member Church of the Washington Conference of Seventh-day Adventists 32229 Weyerhauser Way South Federal Way,WA 98001 Phone: 253-681-6008 Email: wacwebmaster@wc.npuc.org Federal . - -- RECINJE ® ra First MAY 2-2 2013 Making adifference.Together. -TCIN OF PORT ANGELES 800.800.1577 'f BUILDING DIVISION ourfirstfed.com May-15,.20.13 Cityof Port Angeles Planning Department 321 East`5thStreet Port Angeles;WA-98362 / Re: Shared u`se of parking'lots between First Federal and Seventh-day Adventist Church Dear PlanningDepartment: First Federal has an agreement with the Seventh-day Adventist Church located at 120 West 8th Street, Port Angeles, WA,to allow them to use the First Federal parking lot located at 105 West 8th Street on Saturdays. "'z If you have any questions, please contact Kent Sommerfeld, Facilities Manager at 360- 417-3111 or e-mail kent.sommerfeldgourfirstfed.com. Sincerely, 7 Kent Sommerfeld Vice President Facilities Manager First Federal �) SEVENTH-DAY ADVENTIST A09�o_® CHURCH Washington Conference RECEIVED 32229 Weyerhaeuser Way South Federal Way,WA 98001-9341 Telephone:(253)681.6008 MAY 2 2 2013 Fax: (253) 681-6009 washingtonconference.org CITY OF PORT ANGELES BUILDING DIVISION May 21, 2013 To Whom It May Concern: Jonathan Fetrick is an employee of the Washington Conference of Seventh-day Adventists, working in the Port Angeles Seventh-day Adventist Church. He is covered under our worker's compensation coverage with the Department of Labor and Industries—UBI Number 600 146 710. Sincerely, Pam Steele Assistant Treasurer/Risk Manager i100, LZ ( ,c -L_ I/�C' S 11 r` ✓Iw�e Sa d�- s� 7c, NAA OL s rz, AA,4Lv-1J) INN tvL�b�) CIILF 41 - y �, C>F poB T'Aly y ,F! SPECIAL INSPECTION FORM ® (Per Section 1704 2009 IBC) City of Port Angeles Attn: Building Official 321 E. 5' St. Port Angeles, WA 98362 (0-7`/3 (360) 417-4816 or(360) 417-4711 (fax) Date PROJECT ADDRESS PROJECT NAME Applicant Seue,� h Aay A�1,ie.,�,St � � Phone Property Owner �5, ,e,jfi, ,W Phone Property Owner's Address Special Inspection Agency Cftr14s -Cm iYA Phone Agency Address: SMITP Al2=&"111905 License # //2 6 Expiration -2ol d' Contact E-mail GOrrT�O�� `� arG , c o vr1 The special inspector shall provide written documentation, to the building official's satisfaction, proving that the special inspector is competent and qualified to inspect the particular type of construction or operation that requires special inspection per the statement of special inspections. Special inspectors shall keep records of inspections, indicating whether or not the work was completed in conformance to approved construction documents. Any discrepancies shall immediately be brought to the attention of the contractor for correction. Any non- corrected discrepancies shall be brought to the attention of the building official prior to the completion of that phase of work. A final report documenting required special inspections and any needed corrections, shall be submitted to the building official at a time agreed upon prior to the start of the special inspections. Names of Special Inspectors Scope of Work Attachments: Documentation of Competence(Section 17.04.1 2009 IBC) Statement of Special Inspections(Section 1705 2009 IBC) T:\BUILDING\APPLICATION FORMS\BUILDING DIVISION\SPECIAL INSPECTION FORM.DOC i • 0R, -."r. NGELES - . V, W A S H I N G T O N, U. S. A. COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: May 20 2013 T 0: Josh Winters, WAC of Seven Day Adventists FROM: Jim Lierly; Community &Economic Development Department SUBJECT: 120 W 81h st Port Angeles 98362 Listed below are items that will need to be addressed for your project. 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. A/A 3rd party special inspector will be required per chapter 17 of 2009 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. 2. Before an demolition may be carried out. Contact ORCC A for the Y Y 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 Jlier:ly(ccci.tyofpa.us /Contractor shall be identified and verified with L&I before permit can be issued. a> Site ✓K Any disturbance of soil may require erosion and sediment control BMP's per PW department. Foundation VI It was not clear if a vapor barrier (6mil poly typ.) will be used for under slab moister control or not, please clarify? Plumbing / Kitchen ZA11 back flow shall be inspected and tested, Please contact Ron Becker at 360-417-4886 or rbeckerL),cityofpa.us 2. Provide complete Plumbing plan for review. 3. Grease interceptor shall be required per code �rovide a letter from the Church acknowledging the function of the kitchen will only be to serve "potluck" type meals for the congregation only and domestic stoves and appliances are for warming the items served. Any other use will require a full commercial kitchen that meets all of the adopted codes 5. Floor drains shall be required in ADA bathrooms per code. Signage / Electrical 1 . Exit signs and emergency lighting per code. Provide plans that show the reflected ceiling lighting and exits signs. 1 1 J' Mechanical 1. Energy calcs and lighting control shall be per 2009 WSEC (MEC CHECK OR OTHER APPROVED BY WSU) 2. All seismic supports shall be per 2009 IMC and its reference. 3. Provide complete Mechanical drawings for review 4. 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 2009 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. 5. 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 . Water fountain will be required to ADA standard. 2009 IBC / ANSI 117 2. Doors that are not automatic shall have accessible features and hardware per 2009`IBC "and ANSI"11'7.' 3. All doors and window safety glazing shall meet the 2009 IBC standards. 4. Exiting doors shall have approved panic hardware. 5. No flush bolts shall bei installed per code. 6. Tactile signs shall be installed as per 2009 IBC, ANSI 117. 7. 50% of the access shall be ADA compliant, Provide drawings with details on compliance methods as they relate to structure and site geography. \`. ! )c r '! r Interior finishes, Fire related 1 . All interior shall meet the 2009 IBC for flame spread and smoke development minimum standards. 2. All draft stops shall be per code in floor/ceiling lk S.F. w/o sprinkler and 3K S.F. W sprinkler. 3. Any 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 restrooms shall be of smooth non absorbent material per code. Fire sprinklers / Separations / Egress 1. Provide detailed drawings for exiting that meets code, fire sprinkler/alarm and any separation walls that may be utilized to meet the requirements in the code for an "A" occupancy. If there is any conflict between the reviewed construction plans and the City of Port Angeles adopted codes, the adopted codes shall prevail regardless of what the plans or specifications 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 SFR with attached garage G:\EXCHANGE\Building Routings\Building Permit 13-474 1502 Aurora Ct.pdf Pat Bartholick Code Compliance Officer City of Port Angeles 321 E 5th St/ PO Box 1150 Port Angeles, WA 98362 pbartholick@citvofpa.us office: 360-417-4712 Cell: 360-460-6541 Fax: 360-417-4711 3 James Lierly From: Ken Dubuc Sent: Thursday, May 09, 2013 9:31 AM To: James Lierly Subject: FW: Building Permit Routing 5-7-13 Jim, This is the email I sent, plus a few others. Thanks, Ken From: Ken Dubuc Sent: Thursday, May 09, 2013 9:03 AM To: Roger Vess; Patrick Bartholick; Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Loghry; Mike Puntenney; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: RE: Building Permit Routing 5-7-13 Thanks Roger. The owner will have options to install area separations that could negate the sprinkler requirement. This information will help with that decision, since obviously crossing the street will involve additional costs. Thanks again, Ken From: Roger Vess Sent: Thursday, May 09, 2013 8:59 AM To: Ken Dubuc; Patrick Bartholick; Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Loghry; Mike Puntenney; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: RE: Building Permit Routing 5-7-13 Ken, Thought you may want to know this. The City water main on the south side of 8th street is a 2 inch cast iron line. Depending on the fire sprinkler system requirements they may need to connect to the 10 inch cast iron line on the north side of 81h Roger From: Ken Dubuc Sent: Wednesday, May 08, 2013 5:13 PM To: Patrick Bartholick; Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Loghry; Mike Puntenney; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: RE: Building Permit Routing 5-7-13 Pat, 1 I have taken a quick look at the plans and it does appear that the structure will require a full fire alarm system and a full fire sprinkler system. The fire sprinkler requirement is based upon two code provisions: The first is PAMC 14.03.020 B(a) which requires a sprinkler system in all buildings with a floor area over 6250 square feet. This new building appears to have a combined floor area of 6704 square feet. The second is International Fire Code (IFC) 903.2.1.3 which requires a sprinkler system in all Group A-3 Occupancies where the fire area has an occupant load of 300 or more. An occupant load calculation shows an occupant load of 320 for the structure. (This calculation does not take into consideration the lobby). The fire alarm requirement is driven by PAMC 14.23.040 which requires a fire alarm system for all buildings with more than 6250 square feet. The sprinkler system would be required to be monitored by a fire alarm system as well. As an aside, it appears that the proposed changes will alter the means of egress for the existing sanctuary. The sanctuary requires two exits, and per IFC 1015.2,those exits must be placed a distance apart equal to not less than one- half of the maximum overall diagonal dimension of the area served. The exits shown in phase 2 do not meet this separation requirement. The separation shown in phase 2 will be adequate when the building is sprinklered, since the separation distance in a sprinklered building is reduced to one-third of the maximum overall diagonal dimension of the area served. I have one other initial comment, which is that the plans really do not spell out the use of the kitchen. If it is intended to be a commercial-style kitchen, where cooking is conducted that emits grease-laden vapors, a fire suppression system is required in the hood and duct system. I just wanted to give a quick heads-up on this before I do a full plan review. I realize this may be a lot to swallow, however the owner does have options here. I would be more than happy to meet to discuss them. Thanks, Ken From. Patrick Bartholick Sent: Tuesday, May 07, 2013 4:10 PM To: Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Dubuc; Ken Loghry; Mike Puntenney; Patrick Bartholick; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: Building Permit Routing 5-7-13 Please review the following building permit applications and enter the results in hte. 1. 120 W 8th Street Permit# 13-467 Seventh-Day Adventist n Erosion Control plans for you to 3548 sq ft fellowship hall addition. Roger/Jonathan—There are Drainage and p y review. I have requested a parking plan (diagram) and a narrative as to parking usage related to the additional space and the shared parking agreement with Bank of America. G:\EXCHANGE\Building Routings\Building Permit 13-467 120 W 8th St.pdf 2. 1502 Aurora Ct Permit# 13-474 Arland Elstrom 2 Patrick Bartholick From: Ken Dubuc } Sent: Wednesday, May 08, 2013 7:55 AM To: Patrick Bartholick; Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Loghry; Mike Puntenney; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: RE: Building Permit Routing 5-7-13 Pat— Have we seen any building plans for the Seventh Day Adventist project? If they are not planning on some significant area separations, it is likely that they will need a sprinkler system and I'm not sure if they know that or not. Even with area separations,they will need a full fire alarm system, and I don't know if they realize that either. Thanks, Ken From: Patrick Bartholick Sent: Tuesday, May 07, 2013 4:10 PM To: Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Dubuc; Ken Loghry; Mike Puntenney; Patrick Bartholick; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: Building Permit Routing 5-7-13 Please review the following building permit applications and enter the results in hte. 1. 120 W 8th Street Permit# 13-467 Seventh-Day Adventist 3548 sq ft fellowship hall addition. Roger/Jonathan—There are Drainage and Erosion Control plans for you to review. I have requested a parking plan (diagram) and a narrative as to parking usage related to the additional space and the shared parking agreement with Bank of America. G:\EXCHANGE\Building Routings\Building Permit 13-467 120 W 8th St.pdf 2. 1502 Aurora Ct Permit#13-474 Arland Elstrom SFR with attached garage G:\EXCHANGE\Building Routings\Building Permit 13-474 1502 Aurora Ct.pdf Pat Bartholick Code Compliance Officer City of Port Angeles 321 E 5th St/ PO Box 1150 Port Angeles, WA 98362 pbartholick@cityofpa.us 1 Patrick Bartholick From: David Freed Sent: Wednesday, May 08, 2013 8:09 AM To: Patrick Bartholick Cc: Ken Loghry; Gary Richmond Subject: RE: Building Permit Routing 5-7-13 Good morning Pat & Gary, Ken Loghry is on vacation so I'm replying in his absence, but I haven't been trained on HTE, so I can't enter my comments there. If this church has, or will have, a commercial kitchen it fits the definition of a NFD'. The remodel is substantial (more than doubles the size) so the project will be considered "new construction"Z. It shall have a properly sized GRS3. That's how I read our Sewer Use Ordinance Industrial Wastewater Pretreatment chapter. 'Sewer Use Ordinance 13.06.011.KK (Industrial Wastewater Pretreatment- Definitions) defines a Non-FSE FOG Discharger (NFD) as "Any establishment, such as a church..... with a commercial-style kitchen that is used for preparing, serving, or otherwise making available for consumption foodstuffs in or on a receptacle that requires washing two days a week or less and that discharges to the POTW." 2Sewer Use Ordinance 13.06.032.E (Industrial Wastewater Pretreatment- New Construction) says "Any FSE or NFD undertaking a substantial remodel will be considered to be new construction for the purposes of this Chapter." 3 Sewer Use Ordinance 13.06.032.D (Industrial Wastewater Pretreatment- New Construction) says "All new single occupancy Non-FSE FOG Discharger buildings shall install a properly sized GRS...." David Freed Pollution Prevention Specialist City of Port Angeles, Public Works & Utilities (360)417-4693 (desk) (360)808-6930 (cell) P.O. Box 1150 (mailing address) 1509 E. Columbia St. (physical address) Port Angeles, WA 98362 From: Patrick Bartholick Sent: Tuesday, May 07, 2013 4:10 PM To: Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Dubuc; Ken Loghry; Mike Puntenney; Patrick Bartholick; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: Building Permit Routing 5-7-13 Please review the following building permit applications and enter the results in hte. 1. 120 W 8th Street Permit#13-467 Seventh-Day Adventist 3548 sq ft fellowship hall addition. Roger/Jonathan—There are Drainage and Erosion Control plans for you to review. I have requested a parking plan (diagram) and a narrative as to parking usage related to the additional space and the shared parking agreement with Bank of America. 1 Patrick Bartholick From: Ken Dubuc Sent: Wednesday, May 08, 2013 5:13 PM To: Patrick Bartholick; Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Loghry; Mike Puntenney; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: RE: Building Permit Routing 5-7-13 Pat, I have taken a quick look at the plans and it does appear that the structure will require a full fire alarm system and a full fire sprinkler system. The fire sprinkler requirement is based upon two code provisions: The first is PAMC 14.03.020 B(a) which requires a sprinkler system in all buildings with a floor area over 6250 square feet. This new building appears to have a combined floor area of 6704 square feet. The second is International Fire Code (IFC) 903.2.1.3 which requires a sprinkler system in all Group A-3 Occupancies where the fire area has an occupant load of 300 or more. An occupant load calculation shows an occupant load of 320 for the structure. (This calculation does not take into consideration the lobby). The fire alarm requirement is driven by PAMC 14.23.040 which requires a fire alarm system for all buildings with more than 6250 square feet. The sprinkler system would be required to be monitored by a fire alarm system as well. As an aside, it appears that the proposed changes will alter the means of egress for the existing sanctuary. The sanctuary requires two exits, and per IFC 1015.2, those exits must be placed a distance apart equal to not less than one- half of the maximum overall diagonal dimension of the area served. The exits shown in phase 2 do not meet this separation requirement. The separation shown in phase 2 will be adequate when the building is sprinklered, since the separation distance in a sprinklered building is reduced to one-third of the maximum overall diagonal dimension of the area served. I have one other initial comment, which is that the plans really do not spell out the use of the kitchen. If it is intended to be a commercial-style kitchen, where cooking is conducted that emits grease-laden vapors, a fire suppression system is required in the hood and duct system. I just wanted to give a quick heads-up on this before I do a full plan review. I realize this may be a lot to swallow, however the owner does have options here. I would be more than happy to meet to discuss them. Thanks, Ken From: Patrick Bartholick Sent: Tuesday, May 07, 2013 4:10 PM To: Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Dubuc; Ken Loghry; Mike Puntenney; Patrick Bartholick; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: Building Permit Routing 5-7-13 1 Patrick Bartholick From: Patrick Bartholick Sent: Tuesday, May 07, 2013 4:10 PM To: Bill Hale; Brian Anders; Dave Chastain; David Freed; Eric Walrath; Ernie Klimek; Jonathan Boehme; Ken Dubuc; Ken Loghry; Mike Puntenney; Patrick Bartholick; Roger Vess; Ron Becker; Sue Roberds; Terry Dahlquist; Timothy Amiot Subject: Building Permit Routing 5-7-13 Please review the following building permit applications and enter the results in hte. 1. 120 W 8th Street Permit# 13-467 Seventh-Day Adventist 3548 sq ft fellowship hall addition. Roger/Jonathan—There are Drainage and Erosion Control plans for you to review. I have requested a parking plan (diagram) and a narrative as to parking usage related to the additional space and the shared parking agreement with Bank of America. G:\EXCHANGE\Building Routings\Building Permit 13-467 120 W 8th St.pdf 2. 1502 Aurora Ct Permit# 13-474 Arland Elstrom SFR with attached garage G:\EXCHANGE\Building Routings\Building Permit 13-474 1502 Aurora Ct.pdf Pat Bartholick Code Compliance Officer City of Port Angeles 321 E 5th St/ PO Box 1150 Port Angeles, WA 98362 Pbartholick@citvofpa.us office: 360-417-4712 Cell: 360-460-6541 Fax: 360-417-4711 1 JAMES R. ZACHRISON Consulting Engineer 14995 SE Amisigger Rd. Boring, OR 97009 'pGz E A"c G(-E5 �A, e� 4 PHONE(503)663-5793/(503)730-7061 POS(. 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GU�_ l I.i .. ,Q- AE� WL -IZ-1 Project: pase ��/� James Zachrison J Location:Port Angeles SDA Church Adition James Zachrison,Consulting Engineer Sr Mullr Loaded Multi-Span Beam ' 14995 SE Amisigger Road _ [2009 International Building Code(2005 NDS)] Boring,OR. 97009 5.5 IN x 7.51N x 6.25 FT �ry�� #2-Douglas-Fir-Larch-Dry Use lu. StruCalc Version 8.0.112.0 2/27/2013 8:54:54 AM Section Adequate By:45.7% Controlling Factor.Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN L12080 Dead Load 0.03 in Total Load 0.06 IN U1213 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 825 Ib 825 Ib Dead Load 590 Ib 590 Ib Total Load 1415 Ib 1415 Ib Bearing Length 0.41 in 0.41 in BEAM DATA Center A &25ft Span Length 625 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.25 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 264 pif MATERIAL PROPERTIES Uniform Dead Load 180 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adiusted Total Uniform Load 453 plf Bending Stress: Fb= 750 psi Fb'= 750 psi C&I.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi (rJ C—;Comp_-L to Grain: Fc-1= 625 psi Fc--L = 625 psi Controlling Moment: 2212 ft-Ib 3.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 11321b At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 35.39 in3 51.56 in3 Area(Shear): 9.99 in2 41.25 in2 Moment of Inertia(deflection): 38.27 in4 193.36 in4 Moment: 2212 ft-Ib 3223 ft-Ib Shear. 1132 lb 46751b Project: page James Zachrison Location:Port Angeles SDA Church Adition ' , James Zachrison,Consulting Engineer �? Multi-Loaded Multi-Span Beam `f�, 14995 SE Amisigger Road [2009 International Building Code(2005 NDS)] Boring,OR. 97009 5.5 IN x 12.0 IN x 13.0 FT 24F V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 2/27/2013 8:56:39 AM Section Adequate By:35.4% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 0.28 IN U556 Dead Load 0.20 in Total Load 0.48 IN U326 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 4050 Ib 4050 Ib Dead Load 2849 Ib 2849 Ib Total Load 6898 Ib 6898 Ib Bearing Length 1.93 in 1.93 in BEAM DATA Center 13 ft Span Length 13 ft A y. Unbraced Length Top 0 ft ��= 62398 Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj.Factor 1.5 Uniform Live Load 623 plf Camber Required 0.3 Uniform Dead Load 424 plf Notch Depth 0.00 Beam Self Weight 14 ptf MATERIAL PROPERTIES Total Uniform Load 1061 pff 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by. Fb cmpr= 1850 psi Fb'= 2760 psi Cd-1.15 rjt'ZuX 1Zk Shear Stress: Fv= 265 psi Fv'= 305 psi �..--- Cd=1.15 LO�' Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity. E_min= 930 ksi E_min'= 930 ksi 3 A Comp.-L to Grain: Fc--L= 650 psi Fc--L= 650 psi Controlling Moment: 22420 ft-Ib '� 1 Z-cam 1 I 6.5 Ft from left support of span 2(Center Span) aq Created by combining all dead loads and live loads on span(s)2 (p$q$ l Controlling Shear. 5933 lb At a distance d from left support of span 2(Center Span) + Created by combining all dead loads and live loads on span(s)2 I if Comparisons with required sections: Read Provided Section Modulus: 97.48 in3 132 in3 Area(Shear): 29.2 in2 66 in2 Moment of Inertia(deflection): 582.83 in4 792 in4 50 1 Moment: 22420 ft-Ib 30360 ft-Ib v Shear. 5933 Ib 13409 Ib I ,a S_o Project: I aese James Zachrison Location:Port Angeles SDA Church Adition �.�`�., James Zachrison,Consulting Engineer Multi-Loaded Multi-Span Beam 14-5kr." 14995 SE Amisigger Road ter- - - [2009 International Building Code(2005 NDS)] Boring,OR. 97009 5.5 IN x 9.5 IN x 6.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 2/27/2013 8:57:49 AM Section Adequate By:17.9% Controlling Factor.Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN 01474 Dead Load 0.04 in Total Load 0.09 IN U868 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2078 Ib 2078 Ib Dead Load 1452 Ib 1452 Ib Total Load 3530 Ib 3530 Ib Bearing Length 1.03 in 1.03 in BEAM DATA Center 6.67ft Span Length 6.67 ft A 3 �t Unbraced Length-Top 0 ft �1' Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 623 pif MATERIAL PROPERTIES Uniform Dead Load 424 pif #2-Douglas-Fir-Larch Beam Self Weight 11 pif Base Values Adiusted Total Uniform Load 1058 pif Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi FV= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi F= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.JL to Grain: Fc--1-= 625 psi Fc--L= 625 psi Controlling Moment 5885 ft-Ib 3.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2753 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 70.19 in3 82.73 in3 Area(Shear): 21.12 int 52.25 in2 Moment of Inertia(deflection): 108.69 in4 392.96 in4 Moment: 5885 ft4b 6937 ft-Ib Shear. 2753 lb 6810 lb page Project: James Zachrison KD Location:Port Angeles SDA Church Adition , James Zachrison,Consulting Engineer Multi-Loaded Mulfi-Span Beam _ 14995 SE Amisigger Road ,max`. -- [2009 International Building Code(2005 NDS)] Boring,OR. 97009 3.5 IN x 9.25 IN x 10.25 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 2/27/2013 9:01:31 AM Section Adequate By:36.6% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 0.11 IN U1095 Dead Load 0.08 in Total Load 0.19 IN U635 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 856 Ib 856 Ib Dead Load 620 Ib 620 Ib Total Load 1476 Ib 1476 Ib Bearing Length 0.67 in 0.67 in BEAM DATA Center �azse Span Length 10.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.25 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 167 plf Uniform Dead Load 114 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Base Values Adjusted Total Uniform Load 288 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi FV= 207 psi Cd=1.15 Modulus of Elasticity- E= 1600 ksi F= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1-= 625 psi Fc--L= 625 psi Controtling Moment: 3782 ft-Ib 5.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1269 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 36.55 in3 49.91 in3 Area(Shear): 9.2 in2 32.38 int Moment of Inertia(deflection): 87.22 in4 230.84 in4 Moment: 3782 ft-Ib 5166 ft-Ib Shear. -1269 lb 4468 lb ipap ProjectF James Zachrison Location:New.Beam @ Lobby James Zachrison,Consulting Engineer Muni-Loaded Multi-San Beam �- 14995 SE erRoad - �.�c,- Arnisi� [2009 International Building Code(2005 NDS)] �' f Boring,OR. 97009 5.5 INx21.0INx27.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 3/14/2013 10:21:59 AM Section Adequate By:31.7% LOADING DIAGRAM Controlling Factor.Deflection DEFLECTIONS Center Live Load 0.59 IN 0552 Dead Load 0.44 in Total Load 1.02 IN U316 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A 8 Live Load 5063 Ib 5063 Ib Dead Load 3781 Ib 3781 Ib Total Load 8843 Ib 8843 Ib Bearing Length 2.47 in 2.47 in - BEAM DATA Center A 27e !n Span Length 27 ft . Unbraced Length-Top 0 ft Unbraced Length-Bottom 27 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj.Factor 1 it " Uniform Live Load 375 plf Camber Required 0.44 — 2 Uniform Dead Load 255 plf Notch Depth 0.00 Beam Self Weight 25 plf MATERIAL PROPERTIES Total Uniform Load 655 pff 24F-V4-Visually Graded Western Species Base Values Ad*usted Bending Stress: Fb= 2400 psi Controlled by. Fb cmpr= 1850 psi FIY= 2527 psi Cd=1.15 Cv=0.92 Shear Stress: Fv= 265 psi FV= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E min= 930 ksi E_min'= 930 ksi Comp.--to Grain: FC--L= 650 psi Fc-1'= 650 psi Controlling Moment: 59690 ft-Ib 13.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear_ 7782 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 283.44 in3 404.25 in3 Area(Shear): 38.3 in2 115.5 int Moment of Inertia(deflection): 3222.76 in4 4244.63 in4 Moment: 59690 ft-lb 85132 ft-Ib Shear. 7782 lb 23466 lb jeo-,75C S so, Project: James Zachrison O Location:New Headers-Line 4 rD James Zachrison,Consulting Engineer Mufti-Loaded Multi-Span Beam " 14995 SE Amisigger Road [2009 International Building Code(2005 NDS)] Boring,OR. 97009 3.5 IN x 11.25 IN x 8.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 3/14/201310:23:57 AM Section Adequate By:26.5% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 0.06 IN U1635 Dead Load 0.04 in Total Load 0.10 IN U960 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1562 Ib 1562 Ib Dead Load 1098 Ib 1098 Ib Total Load 2659 Ib 2659 Ib Bearing Length 1.22 in 1.22 in _.. ....., BEAM DATA Center —e.uft Span Length 8.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.33 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 375 plf Uniform Dead Load 255 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 639 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1139 psi Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi FV= 207 psi Cd--1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--L= 625 psi Controlling Moment: 5538 ft-Ib 4.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2074 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 58.38 in3 73.83 in3 Area(Shear): 15.03 in2 39.38 int Moment of Inertia(deflection): 103.79 in4 415.28 in4 Moment 5538 ft4b 7004 ft-Ib Shear. 2074 lb 5434 lb ®,. MEMBER REPORT Level,Floor.Joist F 0 R T E 1 piem(s) 117/8"T310 560 0 16"OC Overall Length:1T 113/4" 0 0 ITT All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design.Results . :. Actual 0 Location _ Allowed 'Result LDF tZ+1.0 ination(PattSern) syshem:floor Member Reaction(lbs) 1248 @ 1T 71/4" 1725(3.50") Passed(72%) 1.00 L(All Spans) Member Type:Joist Shear(lbs) 1248 @ 1T 6" 2050 Passed(61%) 1.00 L(All Spans) Building Use:Residential Moment(Ft-lbs) 5441 @ 8'117/8" 9500 Passed(57%) 1.00 L(All Spans) &°ldi g Code:iBC Live Load DeFl.(in) 0.443 @ 8'117/8" 0.431 Failed(L/467) — L(All Spans) DesignMethodology:ASD Total toad Deft.(in) 0.487 @ 8'117/8" 0.861 Passed(U425) — L(All Spans) Tl ProTM Rating 59 40 Passed Deflection criteria:LL(1.1480)and TL(U240). •Bracing(W):Ail compression edges(top and bottom)must be braced at 6 7 1/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A sbucbual anatyss of the deck has not been performed. Deflection analysis is based an composite action with a single layer of 23/32"Weyerhaeuser Edge=Panel(24"Span Rating)that is glued and Trailed down. •Additional considerations for the TI-Pro-Rating include:5/8"Gypsum ceiling,perpendicular partitions. Bearing Length Loads to Supports(bs) SUPPor� Toil Available_: Required Dead. �' T�1:^ Accessories._ 1-Stud wall-DF 5.5or 4.25" 1.75" 113 1132 1245 11/4"Rim Board 2-Stud wall-DF 5.50" 4.25" 1.75" 113 1135 1248 11/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It bypassing the member being designed. Dem Floor LU": loads location spacing (0.90) (LOO) Comments, 1-Uniform(PSF) 6"to 1T 6" 16" 10.0 100.0 Residerroal-living Areas . - FORESTRY INMATNE Weyerhaeuser Notes susrAINABLE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser epressly disclaims any other warranties related to the software.Refer lo current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to dreumvent the need for a design professional as determined by the authority having jurisdiction.The designr of record,builder Or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator 3/14/2013 10:34:41 AM Forte Software Operator ' Job Notes_ Forte v4.0,Design Engine:V5.6.1.203 James Zachrison James R.Zachrison.Consulting Engineer (503)7s0-7061 Page 1 of 1 jizachri@gmail.com F O R T E D MEMBER REPORT Level,Floor.Joist - - 1 piece(s) 117/8"THO 560 0 16"OC Overall Length:34'2 3/4" 0 0 18 16 0 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Desi nResults Actual location Allowed >. Result LDF Load:Combination(Pattern). _ System:floor Member Reaction(lbs) 3076 @ 18' 3455(5.25") Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1442 @ 17'91/4" 2255 Passed(64%) 1.00 1.0 D+1.0 L(Al Spans) Building Use:Residential Moment(Ft-lbs) -5180 @ 18' 9500 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Wilding Code:MC Live load Defl.(in) 0.355 @,8'8 1/16 n 0.441 Passed(1./595) — 1.0 D+1.0 L(Alt Spans) Deign Methodology:ASD Total Load Defl.(in) 0.382 @ 8'7 1/2" 0.881 Passed(1/554) -- 1.0 D+1.0 L(Aft Spans) TJ PrOTM Baling 58 40 Passed — — •Deflection criteria:LL(L/480)and TL(L/240). Bracing(W):All compression edges(top and bottom)must be braced at 6'91/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A sbuc ural analytes of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge-Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"'Rating include:5/8"Gypsum ceiling,perpendicular partitions. Bea!in9 leo0h Loads to Supports(lbs). SuPpoirts Total Available Required Dead . give Tway_ Accessories 1-Stud wall-DF 5.501#4.25" 1.75" 96 10.70/9j 1166/-,99 1 1/4"Rim Board 2-Beam-DF .50 3.79" 280 2796 3076 Blocidng 3-Stud wall-DF 50 1.75" 81 982/-172 1063(-172 Blnoddng •Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. •Bloddng Panels are assumed to cavy no loads applied directly above them and the fun load is applied to the member being designed. Dead floor Live:. Loads Lowboir sp-dris - (0.90). corn ncs. . I-Unifortn(PSF) 0 to 34'2 3/4" 16" 10.0 100.0 Residential-Assembly Weyerhaeuser Notes. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the staring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaerser e>ipressly disclaims any other warranties related to the software.Refer to anent Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,St)ddng Panels and Squash Bloda)are not designed by this software.Use of this software is not intended 10 circumvent the need for a design proonal as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall pnojecL Products manufacWred at Weyertnaetser faaTities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 2/27/2013 9:10:00 AM f Forte Software operator Job Notes Forte V4.0,Design Engine:V5.6.1.203 James Zachrison James R.Zachrison,Consulting Engineer (503)730-7061 Page 1 of 1 j zachri@gmail.com CZ BeamChek v2.4 licensed to:James Zachrjson, Consulting Engineer Reg#8909-1735 Port Angeles Addition Date: 3/13/13 Selection 4x 12 DF-1.#2 Lu=0.0 Ft Conditions NDS'97 Min Bearing Area R1=3.0 int R2=3.0 int Dl,Defl 0.03 in Data Beam Span 10.0.ft Reaction 1 LL 1460# Reaction 2 LL. 1460# Beam Wt per ft 9.57# Reaction 1 TL 1873# Reaction 2 TL 1873# Bm Wt Included 96# Maximum V 1873# Max Moment 4682'# Max V(Reduced) 1522# TL Max Defl L/240 TL Actual Defl L/948 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section W Shear int TL Defl in LL Defl Actual 73.83 39.38 0.13 0.10 Critical 56.75 24.03 0.50 0.33 Status OK OK OK OK Ratio 77% 61% 25% 30% Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi) Values Base Values 900 95 1.6 625 Base Adjusted 990 95 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress 1.00 Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Load Uniform LL 292 Uniform TL 365 =A Uniform Load A R1 =1873 R2= 1873 X 2 SPAN=10 FT ' IJ Uniform and partial uniform loads are lbs per lineal ft. ��� ' �� 'Z,�O p p jt"a4 =�w 1.S55' IF�60. :: : 2.25��' -24-<, - , �3 _�y G1�.lo Caa --T f -t mss i! Z 7z IfF .s s to" d 6'-(11" CoOT F Tel" fe el .74 E � o �.� sit (Ott ^H 5 voc,.. ��- `4 q tet' - -- `----� L-L— -- —=� u-ij 7 A—�cc Ca.. DoH. E*V;-r(06c G8 US= r"���y ;auk Vy= 8.709" VS V. wo s-t, Au-A,Q ".wa lo so W i, o'er of ! l Roo r- L L T -2 I 13 yC,rte,`�'+� �a� � � 1 P�7� ���� ���p `�_�d R� F�" ��, r �3 � �d -•�,.�'" . 1511,��,t.�.)- q.4 4.- i f .fm"� 1- �.�j !s' ® 49. � f Vim, VIS c.E- z Sok ilk ��c7 Lt Z©S fir` �_ ti Design Maps Summary Report Page Design Maps Summary Report User-Specified Input Report Title Port Angeles SDA Church Addition Fri February 22, 2013 05:06:41 UTC Building Code Reference Document ASCE 7-10 Standard (which makes use of 2008 USGS hazard data) Site Coordinates 48.120N, 123.51°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Port nt��=ies .. Ai.rpa'-NGV,'. E12).. �a�arJua Port. rfOPit;a Hush_ :Angeles Inters-ji cfcl _ r('16'3 United States Mexico USGS-Provided Output Ss = 1.579 g Sas = 1.579 g Sus = 1.053 g S, = 0.642 g S.,, = 0.963 g Soi = 0.642 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 1.10 1-b4 0.99 1.za G.ae 1.12 0.77 C� 0.96 Ci 0.66 {A 0.80 y 0.55 0.6d 0.44 0,49 0.33 0.32 0.22 0.16 0.11 0.0Gi 10.00 0.00 0.20 0.40 0.50 0.30 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 090 1.00 1.20 1.30 1.60 1.80 2.00 Period.T(sec) Period. T(sec) For PGA„,,T,, CRs, and CR,values, please view the detailed report. htto://,eohazards.usizs.Dov/desimm l)s/us/summary.php`jtemplate-minimal&latitude=48.1... 2/21/2013 1 DRAINAGE & EROSION CONTROL REPORT FILF 1 FOR 7"' DAY ADVENTISTS TTE LOCATED AT ' LOTS 5-8, BLOCK 267, TOWNSITE OF PORT ANGELES CLALLAM COUNTY, WASHINGTON PARCEL NO. 0630000292200000 ' Prepared for ' ALAIN DE CHANTAL ' NTI Engineering & Land Surveying 717 South Peabody Port Angeles, WA 98362 360-452-8491 ' www.nti4u.com ' Kent Robinson, P.L.S. Justin Wilson, P.E. February 22, 2013 1 INTRODUCTION The intent of this report is to show how stormwater runoff from the 7t" Day Adventists ' Church addition can be mitigated onsite to City of PA and DOE standards. The Best Management Practices (BMPs) used to mitigate any sediment/pollutant laden stormwater runoff are outlined in this report and Stormwater Mitigation & Erosion ' Control Plan. This report and plan is intended to comply with requirements as set forth, and to help perpetuate goals of the City of Port Angeles and Washington State Department of Ecology. ' I. DESCRIPTION OF PROJECT AND SITE This site consists of Lot 5-8, Block 267 of the Townsite of Port Angeles, Township 30 North, Range 6 West, W.M. The new 3,500-sf structure addition to the existing church will be placed on Lot 5. Approximately 75% of its footprint will replace a grassed area ' located SE of the existing church, and approximately 25% will replace a paved area that currently drains to the City combined sewer. This proposed stormwater mitigation project will collect roof runoff from the new structure and convey it to an underground infiltration (retention) facility located in the lawn area on the North side of the church. This retention facility will provide required storage and infiltration required for storage per requirements of City of Port Angeles, ' WWHM3, and WSDOE. ' Any overflow from this retention facility is to be conveyed to downstream waters through the existing City stormwater system. The overflow will be conveyed through an overflow pipe located at the west end of the retention facility, through a core drill concrete wall, ' and allowed to flow into an existing Catch Basin that drains to the City storm main located on 8th Street. ' The existing Church and south parking lot drain to the City combined sewer located in the alley south of the church. NTI analyzed the possibility of disconnecting the existing structure from the combined sewer and conveying it to the existing 8-inch storm drain ' located on 8t" Street. It was determined that the existing storm drain does not have the capacity to handle this additional flow. (See attached Plans) ' II. SOIL PROPERTIES Soils on this site consist of Clallam-Hoypus gravelly sandy loams, 0 to 15 percent slopes. The Clallam soils have a low Ksat and exist to a depth of 30 to 48-inches. The Hoypus soils are located at a layer below the Clallam soils, at a depth of approximately ' 3 to 4-feet. These Hoypus soils are very well draining, and have a suggested Ksat of 6 to 20-inches/hr. Onsite soil pits were evaluated in two small digs to determine the soil properties for ' design of a retention facility onsite that will mitigate runoff from the new 3,500-sf addition. Deep soil excavations should be made at time of construction to verify properties and infiltration rates utilized for design. (See attached Soil Report) ' III. DESIGN PARAMETERS AND GOALS ' The retention facility proposed for this project will consist of an infiltration trench filled with washed rock and encased with soil separation fabric to keep fines from compromising the intent of the facility. Fabric will not be placed on the bottom of the infiltration trench to not allow fabric to get plugged up from-influent fines The proposed 4-ft x 4-ft x 30-ft long retention facility for this building addition was design ' using an infiltration rate of 2.0-inches/hour. If soil infiltration rates of 2.0-inches are not verified at time of construction, then a 6-ft x 6-ft x 40-ft infiltration trench will be required using an infiltration rate of 0.5-inches/hour ' IV. BMP SELECTION & IMPLEMENTATION ' Selected BMPs for this project are listed below. A more detailed description of the BMPs listed below can be found in Appendix C of this document. Not all of the BMPs below are placed on the Stormwater Mitigation and Erosion Control Plan, but shall be ' utilized as needed. 1 . BMP C101 : Preserving Natural Vegetation ' 2. BMP C123: Plastic Covering ' 3. BMP C150: Materials On Hand 4. BMP C151 : Concrete Handling ' 5. BMP C153: Material Delivery, Storage and Containment ' 6. BMP C180: Small Project Construction Stormwater Pollution Prevention 7. BMP C233: Silt Fence ' 8. BMP C235: Straw Wattles V. METHODOLOGY The City of Port Angeles requires the use of the Department of Ecology (DOE) February ' 2005 Stormwater Management Manual for Western Washington. The proposed new impervious surface area is more than 2,000 sf. but less than 5,000 sf. Referring to Figure 2.2, minimum requirements 1-5 are required. Minimum requirements #1 thru #5 ' will be addressed as follows: Minimum Requirement #1 Preparation of Stormwater Site Plan ' • A complete site plan has been included in the appendix of this report. Minimum Requirement #2 Construction Stormwater Pollution Prevention (SWPP) ' The SWPPP includes twelve elements. Each element will be addressed separately as follows: ' Element #1 Mark Clearing Limits o A note is to be provided on the SWPPP requiring setback lines and buffer to be marked prior to clearing activities. ' Element #2 Establish Construction Access o The construction access to the site will be from the parking area located to the south of the church. A note will be provided on the SWPPP requiring sediments to remain onsite during excavation activities. ' Element #3 Control Flow Rates o All runoff from new impervious surfaces will be infiltrated onsite. ' Element #4 Install Sediment Controls o To minimize erosion during construction, straw wattles and inlet protection ' will be installed, see plan for location and details. Element #5 Stabilize Soils ' o To minimize the soil erosion forces of raindrop impact, flowing water and wind erosion during construction, the contractor will follow the exposed and unworked soil schedule set by DOE for all soils on site. 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. ' o All exposed soils caused by construction activities shall be stabilized and hydroseeded or sodded upon completion of the project. ' Element #6 Protect Slopes o The slope located in front of the church will be protected by wattles and covering during construction. ' Element #7 Protect Drain Inlets o There one inlet located to the west of the existing church that will require ' protection. Element #8 Stabilize Channels and Outlets o No channels or outlets existing within or down-slope of the building site. Stormwater runoff during construction will be directed through the temporary BMPs. ' Element #9 Control Pollutants o All chemicals, liquid products, petroleum products and non-inert wastes present on site shall be covered, contained and protected from vandalism ' and handled in a manner to minimize contamination of stormwater. o To minimize pollutants generated by heavy equipment and vehicles, all maintenance and repairs shall be conducted using spill prevention ' measures such as drip pans. Element #10 Control De-watering o The underlying soils are permeable, the need for dewatering should be minimal. It is recommended however, that construction take place during the dry season. If de-watering is necessary it shall be done in compliance ' with the 2012 DOE manual. Element #11 Maintain BMPs (best management practices) ' o It is the contractor's responsibility to maintain the temporary erosion and sediment control measures and to install the permanent erosion and ' sediment control measures set forth in this report and plan. o After construction is complete, maintenance of permanent erosion and sediment control measures are the owner's responsibility. ' o All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization is achieved or as needed if longer. ' Element #12 Manage The Project o Management of this project can best be conducted in accordance with ' DOE if the guidelines set forth in this report and plan are followed to ensure that the long term goals of environmental protection and site stability are achieved. ' Minimum Requirement #3 Source Control of Pollution • As stated in Element #9, to minimize pollutants generated by heavy equipment 1 and vehicles, all maintenance and repairs shall be conducted using spill prevention measures such as drip pans. • Source control of pollutants during construction can be maintained on this job by ' implementing the temporary erosion and sediment control measures set forth. • Long-term source control of pollution is the responsibility of the property owner and includes all categories of household and yard chemicals and pollutants. ' Minimum Requirement #4 Preservation of Natural Drainage Systems and Outfalls • The natural drainage route on the site will be maintained/improved because of this project. • The vegetated portion of the site will continue to sheet flow as it did prior to development. ' Minimum Requirement #5 On-site Stormwater Management • The roof downspouts will be directed to an infiltration facility. • The runoff from the grassed area in front and on the side of the church will be directed to straw wattles and maintained. • Routine observation and maintenance by the owner is highly recommended and necessary to maintain a functioning drainage system on site. A functioning drainage system should infiltrate and if necessary disperse the runoff without causing erosion on site or downstream. ' IV. CONCLUSIONS Prior to breaking ground the temporary erosion control measures set forth in this report and plan shall be installed on site to minimize erosion and control sediment discharge during construction activities. These measures include a straw wattle and standard soil ' stabilization BMP's. During construction temporary erosion control measures should be inspected regularly and repaired as necessary. Once the site is developed and stabilized, these BMPs can be removed. tV. LIMITATION This report has been prepared for the exclusive use of Alain de Chantal for his ' proposed construction of a Church addition. The recommendations in the report apply only to the property that was examined and they are not applicable to other locations. The investigation and recommendations contained in this report are based upon site conditions as they existed at the time of our site inspections. During construction, if subsurface or other conditions are discovered that are significantly different from those ' described in the report, NTI should be advised at once so that we can review the conditions and reconsider our recommendations, where necessary. Unanticipated soil conditions are commonly encountered on construction sites, especially when the ' topography has been altered years ago. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. We recommend that a contingency be established in the project budget and schedule to cover unexpected conditions. Within the limitations of scope, schedule and budget, our services have been executed ' in accordance with generally accepted professional engineering principles and practice. This warranty is in lieu of all others, either expressed or implied. NTI ENGINEERING & SURVEYING ' S p A3 O 45910 Q / RfiQ/ST�R� ' Jos, ih C. Wilson, PIE ri cipal Engineer 2.0 EROSION AND SEDIMENT CONTROL ' 2.1 CONSTRUCTION SEQUENCE Prior to commencing any grading or filling upon the site, all erosion control measures, including installation of a stabilized construction entrance, shall be installed in accordance with this plan and the details shown on the drawings. More specifically, the following construction sequence shall be observed: 1. Construction on this site shall be conducted substantially in accordance with the construction sequence described on the plans and in this erosion control plan. Deviations from this sequence shall be submitted to the Project Engineer and permitting jurisdiction. Deviations must be approved prior to any site disturbing activity not contained within these ' plans. a. Install perimeter filter fabric fence on downslope areas at limits of construction. ' b. Install inlet protection for existing inlets in the vicinity of areas to be disturbed. ' c. Call for inspection by the Project Engineer. d. Construct temporary sedimentation trap(s) and outlet(s). e. Perform grading directing site runoff towards the sediment trap prior to discharge from the site. 2. Once the site is disturbed, continue operations diligently toward completion. 3. Monitor all erosion control facilities, and repair, modify, or enhance as ' directed or as required. 2.2 TRAPPING SEDIMENT Protection of off-site properties against sedimentation is an absolute necessity. Additional measures may be required to provide full protection of downstream areas. Additional measures may include, but are not limited to, use of sediment bags in existing catch basins, increased filters within sediment ponds such as hay bales, introduction of coagulants to the sediment ponds, and other such measures. Continuous monitoring of the erosion control systems, depending upon site and weather conditions, shall be ongoing throughout project development. ' Vehicle tracking of mud off-site shall be avoided. Installation of a stabilized construction entrance shall be installed at the start of construction at the exit point ' to be used by equipment. This entrance is a minimum requirement and may be supplemented if tracking of mud onto public rights-of-way becomes excessive. Washing down roads daily to remove excessive mud may be required. Wash water r rshall be directed to temporary sediment traps installed on-site and shall not be allowed to discharge downstream without treatment. r 2.3 SITE RESTORATION r Disturbed areas on and off-site shall be hydro seeded or otherwise landscaped or stabilized upon project completion to provide permanent erosion control where required. Erosion control measures shall remain in place until final site stabilization is imminent (e.g., paving scheduled with a favorable weather forecast). r2.4 GEOTECHNICAL ANALYSIS Existing slopes in the area of the stormwater facilities are at a maximum of 8.0%. The temporary sediment traps will be excavated into the native soil. No embankment is required. ' 2.5 INSPECTION SEQUENCE The Project Engineer, or someone under his direct supervision, and the permit authority shall inspect the temporary erosion control facilities (construction entrance, sediment traps, and erosion control barriers) prior to commencement of construction. During and following construction, the Engineer shall inspect the construction of the permanent stormwater facilities and report to the permit authority his findings as to performance and operability of the completed system. r2.6 CONTROL OF SEDIMENTS OTHER THAN POLUTANTS A centralized equipment marshalling area and containment area is to be provided on-site for equipment maintenance and storage of any equipment service materials. An area on-site will be selected as a temporary debris and stockpile area for ' materials that will be removed from the site. Erosion control containment and berming of this area will be provided for pollutant containment and sheeting provided for coverage or lining if applicable. 1 r r r r r � APPENDIX 1 A B C 0 E F G H I J K L M N O i SITE PLAN LOTS 5-8, TOWNSITE OF PORT ANGELES, z ' CLALLAM COUNTY, WA 0 PARCEL NO. 063000292200000 0 1 zQCD Q = w 4 0 20 40 w ' C7 SGa(f !N FEET u,J z \\ PROPOSED r _ �..� RETENTION/DETENTION FACIUry O�RFLOW TO DRAIN THROUG \\ FACILITY W/6•• PERFORATED ADS PIPE - U ' CORED/NLN IN CONCRE• WALL AND \ a ORAIN/TO AN E%. CBM C FINER OF O PARKING LOT. \ '^ 6' SOLID ADS PIPE TO CON\VEY \ ROOF RUNOFF \\ CC0 1 DOWNSPOUTS FROM NEW / \\ ADDITION WILL BE CONNECTE TO THE RETENTION/DETENTION . / \ FACILITY. \ \\ EXISTING 8" CONCRETE \\ STORM SEWER PIPE IN / \� Z COPA ROW. 4/ W }0 3 w `\ z >°m� sH P / 4 \ / _- oQoo}. \ Q� \ rr \ \ J \ Q. EXISTING 15" CONCRETE V a Y 3 STORM SEWER PIPE IN W Z Y 0 COPA-ROW. \ z N Q O m O a Z = w www O \. W \ VVV r \ 2 , / I EXISTING SD MH r IN COPA ROVI. w K OEFORE ,0 Underground oo Utilities Location =z Services �O19��9•E=f�`N'��' Call: TOLL FREE S10 AL CMG 1-800-424-5555 SHEET: TWO WORKING DAYS BEFORE DIGGING 1 OF 3 ' A B C D E F I G I H 1 J K L , M N O i � MITIGATED DRAINAGE PLAN z Z O ' [L �- Q w Fn Q Q w z = \ - PROPOSED /� 1 0 1 0 20 w \ RETENTION/DETENTION '^ v FACILITY W/6" EXISTING 8" CONCRETE / EXISTING GRADE PERFORATED A05 PIPE STORK SEWER PIPE IN , SCALE IN FEET FACILITY OVERFLOW TO DRAIN �l COPA ROW. 4'0 0 Z) Z THROUGH CORED HOLE IN - - - CONCRETE WALL AND DRAIN r \ TO AN EX. CB IN CORNER OF PARKING LOT. - — — I, FABRIC ON TOP w U _ AND SIDES (TYP) f1/ - I I - WASHED YDRAIN ROCK Q DOWNSPOUTS FROM NEW ` NATIVE SOIL r ADDITION WILL BE CONNECTED II hll I I II-II I- C co TO THE RETENTION/DETENTION - _ - G - " 8�. FACILITY. 6" PERFORATED 5" SOLID ADS ISI S ADS PIPE ' r PIPE TO CONVEY ROOF RUNOFF TRENCH SECTION 1 NOT TO SCALE 2 C7 Z��r FrZa / lW 5:03 4� Ww�ea }0.0' Z >a z o - \ 1.0" ORIFICE TO REDUCE EXISTING GRADE z =z 7 Sp PEAKS DURING OVERFLOW WASHED DRAIN ROCK Z a a LL w 06 06 y¢ 111— 6" ADS 6"ADS ' .. ..� • . .. .. z .. . . • . - I H"/jIH�,rit�[-••.t,. _;.✓+-IH:�'S�3`F•��i"t•L•(.'1Hh�,y"Y.� [ rtf�r• sfFY."r 'JSYSSi�tr .�rTx ''�i� n- T�J*+S FYy ��•� ...!frx,..... .7�,"U.,i7 Y>ii•.",:/..s>s?-•v..:7:,�.,-J:h•:r.'ii.7..asx:S.�.7,5i�-J>�..z. �.3:A�v�+in.�•v.r.�.h )u:„-+adsn:�z+.. �I I I I I II I II II I II I I I I T L __ I I I I 11},I I I I I II I II I I I II i I — 6" PERFORATED NATIVE SOIL ADS PIPE 3 TRENCH PROFILE 2a 3 Y NOT TO SCALE 2 z m m x x 3 z N a w m ❑ p0�e y ��. o m o U w S h � Qo�o{�� DRAINAGE NOTES o o� f Q�QQQ - 1. THE EXISTING CATCH BASIN LOCATED AT THE NE CORNER OF THE PARKING AREA `�•' O WEST OF THE CHURCH IS AT THE IDEAL LOCATION TO INTERCEPT THE OVERFLOW FROM THE DESIGNED INFILTRATION FACILITY. J/ 2. THE HOYPUS SOILS LOCATED AT A DEPTH OF APPROXIMATELY 3 TO 4-FEET ARE w i HYDROLOGIC SOIL CROUP A AND SHOULD HAVE A VERY HIGH INFILTRATION RATE. p WATER TABLE AT THIS LOCATION SHOULD NOT BE CLOSE TO THE SURFACE. AND MINIMIZE THE KsOI FACTOR. c N ' DRAINAGE CALCULATIONS n Underground 1. DRAINAGE CALCULATIONS FOR POINT OF COMPLIANCE FACILITY SIZING WAS DONEUtilities z USING THE WWHM3 PROGRAM. REFER TO DATA LISTED ON BASIN MAP THAT IS Z,22 3 INCLUDED WITH SUPPORTING DOCUMENTATION. LOCatIOn qq�es, E �o-2. A Ksol VALUE OF 2.0 INCHES/HOUR WAS USED FOR DESIGN OF THE FACILITY SHOWNServicesON THIS DRAWING. IF REASON THIS INFILTRATION RATE DOES NOT FIT PRELIMINARYCall: TOLL FREE OBSERVATIONS AND ANALYSIS, THEN A LARGER FACILITY CAN BE CONSTRUCTED FOR SHEET:THE INFILTRATION RATE OF 0.5 INCHES/HOUR —800-424-5555 2 OF 3 TWO WORKING DAYS BEFORE DIGGING ' A B C D E F I G I H 1 J K I L M N O 1 TEMPORARY EROSION & SEDIMENT CONTROL PLAN z 1 GFNFRAL EROSION do SEDIMENT CONTROL( CFS 1� NOTES: O THE CONTRACTOR IS ADVISED THAT THE PROJECT AREA DRAIN S TO A SALMON BEARING STREAM AND/OR STATE WATERS AND THAT THE CONTRACTOR IS RESPONSIBLE TO PROTECT THE RECEIVING Q / - WATERS FROM DELETERIOUS EFFECTS OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE EROSION CONTROL MEASURES SHOWN OR 0 10 40 0 �/1 DESCRIBED IN THE CONTRACT DOCUMENTS AND ANY ADDITIONAL MEASURES THAT MAY BE REQUIRED BY _ V J THE CONTRACTOR'S MEANS AND METHODS OF CONSTRUCTION AS NEEDED TO CONTROL EROSION AND �l � J W SEDIMENT AT THE CONSTRUCTION SITE AND TO PREVENT VIOLATION OF SURFACE WATER QUALITY. SCALE IN FEET A = J GROUND WATER QUALITY, OR SEDIMENT MANAGEMENT STANDARDS. EROSION CONTROL MEASURES L.L w SHALL BE MAINTAINED THROUGHOUT THE COURSE IF OF CONSTRUCTION AND UNTIL ALL DISTURBED 1 - - - EARTH IS STABILIZED IN FINISH GRADES. U \\\ INLET PROTECTION - !/ 1•,� \\ SHALL BE PLACED / CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING ALL NECESSARY EROSION `^ Z) z \ . / CONTROL FACILITIES TO COMPLY WITH APPLICABLE EROSION CONTROL REGULATIONS, MIRAFI 100 NS OR EOUIVALENr CD \ - AT EX. CB(TVP) .; - ( - - nam FABRIC BACKED BY T AN APPROVED EROSION AND SEDIMENT CONTROL (ESC)PLAN 15 PROVIDED IN THESE DRAWINGS. THE 2-,2-BY 16 GFABRIC OR CONSTRUCTION----A. WIRE y U CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR PROVIDING EROSION CONTROL MEASURES TO COMPLY FENCING OR EOUIVALEW WITH APPLICABLE REGULATIONS AND PERMITS. REDUCE POST SPACING i0 FEET IF CONSTRUCTION FENCING / \ STRAW WATTLES OR SILT- / THE FOLLOWING RECOMMENDATIONS FOR AN ESC PLAN WILL PROVIDE A GUIDLINE FOR THE OR SIMILAR FLEXIBLE BACKING O FENCING SHALL BE PLACED r MATERIAL IS USED. q '^ F - CONTRACTOR TO DEVELOP AND IMPLEMENT AN ESC PLAN. V, \ - AT THIS LOCATION (TYP)- / s — I h /1 A.THE IMPLEMENTATION OF THESE RECOMMENDATIONS FOR AN ESC PLAN AND THE CONSTRUCTION. / \ / MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS COMPLETED AND MONDE)/1 114;RayEp - APPROVED, AND VEGETATION IS ESTABLISHED. ON BOTMB�Lor Firm mer FABRK ON INE SLRFACE M I \ - B.THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN OR Srm mxE POST \\ - THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD. NO DISTURBANCEB- / BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF CONSTRUCTION. SILT FENCING — SECTION \\ •7s` NTS / \ C.ESC FACILITIES AS APPROXIMATELY SHOWN ON THIS PLAN ARE TO BE CONSTRUCTED IN Sur rrmm MArERML 1/ \ CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TOAp� LjtsGS ITO 15C--7 SILT FENCING MATERIAL BACKED 0 ENSURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT ENTER THE DRAINAGE SYSTEM, OR ArNCH 121001]TO WIRE FENCING FABRIC OR CONSTRUCTION Z / \\ VIOLATE APPLICABLE WATER STANDARDS. � Z 1 T \\ w } oN \\\\\\ \\\ D.THE ESC FACILITIES SHOWN ON THE ESC PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICAPATED Z w 3 a v \\ SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD. THESE ESC FACILITIES SHALL BE EABrB+C a ? \ - UPGRADED AS NEEDED FOR STORM EVENTS AND TO ENSURE THAT SEDIMENT AND SEDIMENT-LADEN Fx, \\ WATER DO NOT LEAVE THE SITE. a W W 0 A LL O � 11 - \\ E.THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS BIAvr Twill Or / y NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. IMTERlµIN e'X ! PQM \ B'IIAK M OW MOW BACKNC J'ANR(1111 iLEXATLE scow) F.CONSTRUCTION BEST MANAGEMENT PRACTICES (BMPs) SHALL BE ACCOMPLISHED WITHIN 2 DAYS OF DISTURBANCE BETWEEN OCTOBER 1 AND APRIL 30 AND WITHIN 7 DAYS BETWEEN MAY 1 AND 4� SEPTEMBER 30, CONSTRUCTION BMPs ARE TEMPORARY MEASURES INTENDED TO STABILIZE THE SITE UNTIL PERMANENT BMPs CAN BE IMPLEMENTED. STORMWATER RUNOFF FROM THIS PRJECT SILT FENCING — ELEVATION Q�OQQ�O�-' MUST NOT DECREASE THE WATER QUALITY OF THESE WATERS. ALL WORK MUST UTILIZE BMPs TO NTS MINIMIZE STORMWATER QUALITY AND QUANTITY IMPACTS, BOTH DURING AND AFTER CONSTRUCTION. P G,NO SPOILS OR WASTE PRODUCTS FROM THIS PROPOSAL MAY BE PLACED WITHIN 200 FEET OF WATTLE CASING IS A BIODEGRADABLE I'SOUARE STAKES DRIVEN THROUGH TUBULAR PLASTIC OR SIMILAR ENCASINGWATTLE EVERY 3'- 1' LI' CRITICAL AREAS (I.E. SHORELINES, TYPE 2-5 STREAMS, WETLANDS. FLOODPLAINS, GEOLOGICALLY MATERIAL / 3 3 3 HAZARDOUS AREAS, OR HABITAT CONSERVATION AREAS PER SECTION 27.12.025 CCC)UNLESS A \ 11 t0"STRAW w x y x ¢ ' - PLACE WATTLE IN J"-5- FILLED WATTLE z m m y CERTOFICATE OF COMPLIANCE 15 OBTAINED FROM CLALLAM COUNTY DCD. DEEP TRENCH w X HALL DISTURBED AREAS, EXCEPT THOSE ON WHICH ACTIVE CONSTRUCTION IS TAKING PLACE OR HAVE BEEN PERMANENTLY STABILIZED (SUCH AS GRAVEL DRIVEWAYS), SHALL BE HYDRO-SEEDED, o 0 0 0 OR COVERED WITH A MINIMUM OF 1.5-INCHES OF DUFF, MULCH OR WA STATE CERTIFIED - COMPOST. / STRAW WATTLE — STANDARD STAKING / o NOTE: NTS THIS IS A GRAPHICAL REPRESENTATION OF THE SITE LAYOUT w FOR THIS PROJECT, AND APPROXIMATE LOCATIONS OF NATURAL FEATURES, PROPERTY LINES, CONTOURS, ELEVATIONS, w PROPOSED IMPROVEMENTS, AND DOES NOT REPRESENT A FOR SHORT DURATION PROJECTS a SURVEY, vERIFY ALL PROPERTY BOUNDARIES, EASEMENTS, WHERE THE CONTRACTOR DESIRES If ' AND REQUIRED SETBACKS PRIOR TO CONSTRUCTION. TO REUSE THE WATTLES WITHOUT DAMAGING THE CASING THE ALTERNATE A-FRAME STAKING METHOD SHOWN (7 HERE MAY BE USED. (j m GENERAL EROSION CONTROL NOTES i eEFORE ,•D Underground 1. BEST MANAGEMENT PRACTICES (BMP) SHALL BE INSTALLED THOUCHOUT THIS PROJECT Z v Utilities TO PREVENT SILT AND SEDIMENT FROM ENTERING DOWNSTREAM WATERS. Location 2. BMP's SHALL ALSO BE INSTALLED TO PREVENT TRACKING OF SEDIMENT MATERIALS ON Services Call: TOLL FREE TO PUBLIC ROADWAYS. STRAW WATTLE — ALTERNATE STAKING fsS10""``�� 3. CONTRACTOR SHALL COORDINATE WITH ENGINEER TO IMPLEMENT AN ADEQUATE NTS 1-800-424-5555 EROSION CONTROL PLAN DURING THE LENGTH OF THIS PROJECT. SHEET: TWO WORKING DAYS BEFORE DIGGING 3 OF 3 I� � APPENDIX ' Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? 'lyes No ' Minimum Requirements#1 through#5 apply to Minimum Requirements#2 applies. the new and replaced hard surfaces and the land disturbed. ' Next Question ' Does the project add 5,000 square feet or more of new hard surfaces? OR Convert%acres or more of vegetation to lawn or landscaped areas? OR ' Convert 2.5 acres or more of native vegetation to pasture? -ie s Next All Minimum Requirements apply to the Question No Is this a road new hard surfaces and the converted related project? vegetation areas. Yes �--� Does the project add 5,000 square feet or more of new hard surfaces? Yes No IF R Do new hard surfaces add 50%or Is the total of new plus replaced hard surfaces more to the existing hard surfaces 5,000 square feet or more,AND does the value within the project limits? of the proposed improvements—including interior improvements—exceed 50%of the No assessed value(or replacement value)of the Yes existing site improvements? ' No additional requirements CNo? Yes -- ' No additional requirements All Minimum Requirements apply to the new and ' replaced hard surfaces and converted vegetation areas. Figure 2.4.2—Flow Chart for Determining Requirements for Redevelopment ' Volume I—Minimum Technical Requirements—August 2012 2-11 ' Western Washington Hydrology Model PROJECT REPORT ' Project Name: CHURCH Infiltration =2.0 in/hr Site Address: City PORT ANGELES Report Date 2/15/2013 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 C, Lawn, Flat .0803 Impervious Land Use Acres ' Element Flows To: Surface Interflow Groundwater ' Name Basin 1 Bypass: No GroundWater: No ' Pervious Land Use Acres Impervious Land Use Acres ROOF TOPS FLAT 0.0803 Element Flows To: Surface Interflow Groundwater ' Gravel Trench Bed 1, Gravel Trench Bed 1, Name Gravel Trench Bed 1 Bottom Length: 30ft. Bottom Width : 4ft. ' Trench bottom slope 1: 0.000001 To 1 Trench Left side slope 0: 0.000001 To 1 Trench right side slope 2: 0.000001 To 1 Material thickness of first layer : 4 ' Pour Space of material for first layer 0.33 Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 2O ' Infiltration safety factor 1 Wetted surface area On Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 ' Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 ' 0.044 0.003 0.000 0.000 0.006 0.089 0.003 0.000 0.000 0.006 0. 133 0.003 0.000 0.000 0.006 0. 178 0.003 0.000 0.000 0.006 0.222 0.003 0.000 0.000 0.006 0.267 0.003 0.000 0.000 0.006 0.311 0.003 0.000 0.000 0.007 0.356 0.003 0.000' 0.000 0.007 0.400 0.003 0.000 0.000 0.007 0. 444 0.003 0.000 0.000 0.007 0.489 0.003 0.000 0.000 0.007 0.533 0.003 0.000 0.000 0.007 0.578 0.003 0.001 0.000 0.007 0. 622 0.003 0.001 0.000 0.008 0. 667 0.003 0.001 0.000 0.008 0.711 0.003 0.001 0.000 0.008 0.756 0.003 0.001 0.000 0.008 0.800 0.003 0.001 0.000 0.008 ' 0.844 0.003 0.001 0.000 0.008 0.889 0.003 0.001 0.000 0.008 0. 933 0.003 0.001 0.000 0.008 0. 978 0.003 0.001 0.000 0.009 1.022 0.003 0.001 0.000 0.009 1.067 0.003 0.001 0.000 0.009 1.111 0.003 0.001 0.000 0.009 t 1.156 0.003 0.001 0.000 0.009 1.200 0.003 0.001 0.000 0.009 1.244 0.003 0.001 0.000 0.009 1.289 0.003 0.001 0.000 0.010 ' 1.333 0.003 0.001 0.000 0.010 1.378 0.003 0.001 0.000 0.010 1.422 0.003 0.001 0.000 0.010 1.467 0.003 0.001 0.000 0.010 1.511 0.003 0.001 0.000 0.010 1.556 0.003 0.001 0.000 0.010 1. 600 0.003 0.001 0.000 0.011 ' 1. 644 0.003 0.001 0.000 0.011 1. 689 0.003 0.002 0.000 0.011 1.733 0.003 0.002 0.000 0.011 ' 1.778 0.003 0.002 0.000 0.011 1.822 0.003 0.002 0.000 0.011 1.867 0.003 0.002 0.000 0.011 1. 911 0.003 0.002 0.000 0.012 ' 1. 956 0.003 0.002 0.000 0.012 2.000 0.003 0.002 0.000 0.012 2.044 0.003 0.002 0.000 0.012 2.089 0.003 0.002 0.000 0.012 ' 2. 133 0.003 0.002 0.000 0.012 2. 178 0.003 0.002 0.000 0.012 2.222 0.003 0.002 0.000 0.013 2.267 0.003 0.002 0.000 0.013 2.311 0.003 0.002 0.000 0.013 2.356 0.003 0.002 0.000 0.013 2.400 0.003 0.002 0.000 0.013 2.444 0.003 0.002 0.000 0.013 2.489 0.003 0.002 0.000 0.013 2.533 0.003 0.002 0.000 0.014 ' 2.578 0.003 0.002 0.000 0.014 2. 622 0.003 0.002 0.000 0.014 2. 667 0.003 0.002 0.000 0.014 2.711 0.003 0.002 0.000 0.014 ' 2.756 0.003 0.003 0.000 0.014 2.800 0.003 0.003 0.000 0.014 2.844 0.003 0.003 0.000 0.015 ' 2.889 0.003 0.003 0.000 0.015 2. 933 0.003 0.003 0.000 0.015 2. 978 0.003 0.003 0.000 0.015 3.022 0.003 0.003 0.000 0.015 3.067 0.003 0.003 0.000 0.015 t 3.111 0.003 0.003 0.000 0.015 3.156 0.003 0.003 0.000 0.015 3.200 0.003 0.003 0.000 0.016 3.244 0.003 0.003 0.000 0.016 3.289 0.003 0.003 0.000 0.016 3.333 0.003 0.003 0.000 0.016 3.378 0.003 0.003 0.000 0.016 ' 3.422 0.003 0.003 0.000 0.016 3.467 0.003 0.003 0.000 0.016 3.511 0.003 0.003 0.000 0.017 3.556 0.003 0.003 0.000 0.017 3.600 0.003 0.003 0.000 0.017 3. 644 0.003 0.003 0.000 0.017 3. 689 0.003 0.003 0.000 0.017 3.733 0.003 0.003 0.000 0.017 3.778 0.003 0.003 0.000 0.017 3.822 0.003 0.003 0.000 0.018 3.867 0.003 0.004 0.000 0.018 ' 3. 911 0.003 0.004 0.000 0.018 3.956 0.003 0.004 0.000 0.018 4 .000 0.003 0.004 0.000 0.018 ' MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003149 ' 5 year 0.005421 10 year 0.007376 25 year 0.010433 50 year 0.013188 100 year 0.016398 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 ' 25 year 0 50 year 0 100 year 0 ' Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated ' 1950 0.005 0.000 1951 0.003 0.000 1952 0.002 0.000 ' 1953 0.002 0.000 1954 0.001 0.000 1955 0.007 0.000 1956 0.006 0.000 ' 1957 0.002 0.000 1958 0.003 0.000 1959 0.002 0.000 1960 0.003 0.000 1961 0.004 0.000 1962 0.005 0.000 1963 0.003 0.000 1964 0.003 0.000 1965 0.005 0.000 1966 0.002 0.000 1967 0.002 0.000 ' 1968 0.005 0.000 1969 0.002 0.000 1970 0.003 0.000 ' 1971 0.002 0.000 1972 0.022 0.000 1973 0.012 0.000 1974 0.004 0.000 1975 0.002 0.000 1976 0.003 0.000 1977 0.005 0.000 1978 0.002 0.000 1979 0.001 0.000 1980 0.002 0.000 1981 0.004 0.000 ' 1982 0.007 0.000 1983 0.005 0.000 1984 0.004 0.000 1985 0.002 0.000 1986 0.009 0.000 1987 0.007 0.000 1988 0.003 0.000 1989 0.003 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.006 0.000 1993 0.004 0.000 1994 0.002 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0216 0.0000 2 0.0119 0.0000 3 0.0094 0.0000 ' 4 0.0074 0.0000 5 0.0067 0.0000 6 0.0067 0.0000 ' 7 0.0060 0.0000 8 0.0058 0.0000 9 0.0055 0.0000 10 0.0049 0.0000 ' 11 0.0049 0.0000 12 0.0048 0.0000 13 0.0046 0.0000 ' 14 0.0046 0.0000 15 0.0042 0.0000 16 0.0040 0.0000 17 0.0039 0.0000 ' 18 0.0038 0.0000 19 0.0037 0.0000 20 0.0035 0.0000 21 0.0034 0.0000 22 0.0030 0.0000 23 0.0029 0.0000 24 0.0029 0.0000 25 0.0028 0.0000 26 0.0027 0.0000 27 0.0025 0.0000 28 0.0025 0.0000 29 0.0024 0.0000 30 0.0024 0.0000 31 0.0024 0.0000 32 0.0023 0.0000 33 0.0021 0.0000 34 0.0021 0.0000 35 0.0020 0.0000 ' 36 0.0020 0.0000 37 0.0019 0.0000 38 0.0019 0.0000 39 0.0018 0.0000 40 0.0017 0.0000 41 0.0016 0.0000 42 0.0016 0.0000 ' 43 0.0015 0.0000 44 0.0014 0.0000 45 0.0009 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0016 1650 0 0 Pass 0.0017 1377 0 0 Pass 0.0018 1151 0 0 Pass 0.0019 962 0 0 Pass 0.0020 813 0 0 Pass 0.0022 679 0 0 Pass 0.0023 565 0 0 Pass 0.0024 465 0 0 Pass 0.0025 397 0 0 Pass 0.0026 333 0 0 Pass 0.0027 282 0 0 Pass ' 0.0029 238 0 0 Pass 0.0030 204 0 0 Pass 0.0031 176 0 0 Pass ' 0.0032 154 0 0 Pass 0.0033 133 0 0 Pass 0.0035 115 0 0 Pass 0.0036 97 0 0 Pass 0.0037 86 0 0 Pass 0.0038 75 0 0 Pass 0.0039 66 0 0 Pass 0.0040 60 0 0 Pass 0.0042 55 0 0 Pass 0.0043 46 0 0 Pass 0.0044 42 0 0 Pass 0.0045 40 0 0 Pass 0.0046 36 0 0 Pass 0.0047 32 0 0 Pass ' 0.0049 28 0 0 Pass 0.0050 24 0 0 Pass 0.0051 21 0 0 Pass 0.0052 15 0 0 Pass 0.0053 14 0 0 Pass 0.0054 12 0 0 Pass 0.0056 11 0 0 Pass 0.0057 11 0 0 Pass 0.0058 10 0 0 Pass 0.0059 10 0 0 Pass 0.0060 9 0 0 Pass 0.0061 8 0 0 Pass 0.0063 8 0 0 Pass 0.0064 7 0 0 Pass 0.0065 6 0 0 Pass ' 0.0066 6 0 0 Pass 0.0067 4 0 0 Pass 0.0069 4 0 0 Pass 0.0070 4 0 0 Pass ' 0.0071 4 0 0 Pass 0.0072 4 0 0 Pass 0.0073 4 0 0 Pass ' 0.0074 3 0 0 Pass 0.0076 3 0 0 Pass 0.0077 3 0 0 Pass 0.0078 3 0 0 Pass 0.0079 3 0 0 Pass ' 0.0080 3 0 0 Pass 0.0081 3 0 0 Pass 0.0083 3 0 0 Pass ' 0.0084 3 0 0 Pass 0.0085 3 0 0 Pass 0.0086 3 0 0 Pass 0.0087 3 0 0 Pass 0.0088 3 0 0 Pass 0.0090 3 0 0 Pass 0.0091 3 0 0 Pass 1 0.0092 3 0 0 Pass 0.0093 3 0 0 Pass 0.0094 2 0 0 Pass ' 0.0096 2 0 0 Pass 0.0097 2 0 0 Pass 0.0098 2 0 0 Pass 0.0099 2 0 0 Pass ' 0.0100 2 0 0 Pass 0.0101 2 0 0 Pass 0.0103 2 0 0 Pass 0.0104 2 0 0 Pass ' 0.0105 2 0 0 Pass 0.0106 2 0 0 Pass 0.0107 2 0 0 Pass ' 0.0108 2 0 0 Pass 0.0110 2 0 0 Pass 0.0111 2 0 0 Pass 0.0112 2 0 0 Pass ' 0.0113 2 0 0 Pass 0.0114 2 0 0 Pass 0.0115 2 0 0 Pass ' 0.0117 2 0 0 Pass 0.0118 2 0 0 Pass 0.0119 1 0 0 Pass 0.0120 1 0 0 Pass 0.0121 1 0 0 Pass 0.0122 1 0 0 Pass 0.0124 1 0 0 Pass ' 0.0125 1 0 0 Pass 0.0126 1 0 0 Pass 0.0127 1 0 0 Pass 0.0128 1 0 0 Pass ' 0.0130 1 0 0 Pass 0.0131 1 0 0 Pass 0.0132 1 0 0 Pass ' Western Washington Hydrology Model PROJECT REPORT ' Project Name: CHURCH Site Address: City PORT ANGELES Report Date 2/15/2013 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 C, Lawn, Flat .0803 Impervious Land Use Acres ' Element Flows To: Surface Interflow Groundwater ' Name Basin 1 Bypass: No ' GroundWater: No ' Pervious Land Use Acres Impervious Land Use Acres ROOF TOPS FLAT 0.0803 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, ' Infiltration = 0.5 in./hr. Name Gravel Trench Bed 1 Bottom Length: 40ft. ' Bottom Width : 6ft. Trench bottom slope 1: 0.000001 To 1 Trench Left side slope 0: 0.000001 To 1 Trench right side slope 2: 0.000001 To 1 Material thickness of first layer : 6 Pour Space of material for first layer 0.33 Material thickness of second layer : 0 ' Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On ' Infiltration rate 0.5 Infiltration safety fac or 1 Wetted surface area On ' Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. ' Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table ' Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.006 0.000 0.000 0.000 0.067 0.006 0.000 0.000 0.003 0.133 0.006 0.000 0.000 0.003 ' 0.200 0.006 0.000 0.000 0.003 0.267 0.006 0.000 0.000 0.003 0.333 0.006 0.001 0.000 0.003 0.400 0.006 0.001 0.000 0.003 0.467 0.006 0.001 0.000 0.003 0.533 0.006 0.001 0.000 0.003 0. 600 0.006 0.001 0.000 0.003 ' 0.667 0.006 0.001 0.000 0.003 0.733 0.006 0.001 0.000 0.004 0.800 0.006 0.001 0.000 0.004 0.867 0.006 0.002 0.000 0.004 0. 933 0.006 0.002 0.000 0.004 1.000 0.006 0.002 0.000 0.004 1.067 0.006 0.002 0.000 0.004 1.133 0.006 0.002 0.000 0.004 ' 1.200 0.006 0.002 0.000 0.004 1.267 0.006 0.002 0.000 0.004 1.333 0.006 0.002 0.000 0.004 ' 1.400 0.006 0.003 0.000 0.004 1.467 0.006 0.003 0.000 0.004 1.533 0.006 0.003 0.000 0.004 1. 600 0.006 0.003 0.000 0.004 1. 667 0.006 0.003 0.000 0.005 1.733 0.006 0.003 0.000 0.005 1.800 0.006 0.003 0.000 0.005 1.867 0.006 0.003 0.000 0.005 ' 1.933 0.006 0.004 0.000 0.005 2.000 0.006 0.004 0.000 0.005 2.067 0.006 0.004 0.000 0.005 ' 2.133 0.006 0.004 0.000 0.005 2.200 0.006 0.004 0.000 0.005 2.267 0.006 0.004 0.000 0.005 2.333 0.006 0.004 0.000 0.005 2.400 0.006 0.004 0.000 0.005 2.467 0.006 0.004 0.000 0.005 2.533 0.006 0.005 0.000 0.005 ' 2. 600 0.006 0.005 0.000 0.006 2. 667 0.006 0.005 0.000 0.006 2.733 0.006 0.005 0.000 0.006 2.800 0.006 0.005 0.000 0.006 ' 2.867 0.006 0.005 0.000 0.006 2.933 0.006 0.005 0.000 0.006 3.000 0.006 0.005 0.000 0.006 3.067 0.006 0.006 0.000 0.006 3.133 0.006 0.006 0.000 0.006 3.200 0.006 0.006 0.000 0.006 3.267 0.006 0.006 0.000 0.006 ' 3.333 0.006 0.006 0.000 0.006 3.400 0.006 0.006 0.000 0.006 3.467 0.006 0.006 0.000 0.006 3.533 0.006 0.006 0.000 0.007 3. 600 0.006 0.007 0.000 0.007 3.667 0.006 0.007 0.000 0.007 3.733 0.006 0.007 0.000 0.007 3.800 0.006 0.007 0.000 0.007 3.867 0.006 0.007 0.000 0.007 3. 933 0.006 0.007 0.000 0.007 4.000 0.006 0.007 0.000 0.007 ' 4.067 0.006 0.007 0.000 0.007 4.133 0.006 0.008 0.000 0.007 4 .200 0.006 0.008 0.000 0.007 ' 4.267 0.006 0.008 0.000 0.007 4.333 0.006 0.008 0.000 0.007 4.400 0.006 0.008 0.000 0.007 4.467 0.006 0.008 0.000 0.008 4 .533 0.006 0.008 0.000 0.008 ' 4 . 600 0.006 0.008 0.000 0.008 4 . 667 0.006 0.008 0.000 0.008 4 .733 0.006 0.009 0.000 0.008 4 .800 0.006 0.009 0.000 0.008 4 .867 0.006 0.009 0.000 0.008 4 .933 0.006 0.009 0.000 0.008 5.000 0.006 0.009 0.000 0.008 ' 5.067 0.006 0.009 0.000 0.008 5.133 0.006 0.009 0.000 0.008 5.200 0.006 0.009 0.000 0.008 5.267 0.006 0.010 0.000 0.008 5.333 0.006 0.010 0.000 0.008 5.400 0.006 0.010 0.000 0.009 5.467 0.006 0.010 0.000 0.009 ' 5.533 0.006 0.010 0.000 0.009 5. 600 0.006 0.010 0.000 0.009 5. 667 0.006 0.010 0.000 0.009 5.733 0.006 0.010 0.000 0.009 ' 5.800 0.006 0.011 0.000 0.009 5.867 0.006 0.011 0.000 0.009 5.933 0.006 0.011 0.000 0.009 6.000 0.006 0.011 0.000 0.009 MITIGATED LAND USE ANALYSIS RESULTS ' Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) ' 2 year 0.003149 5 year 0.005421 10 year 0.007376 25 year 0.010433 ' 50 year 0.013188 100 year 0.016398 ' Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 ' 10 year 0 25 year 0 50 year 0 ' 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated ' 1950 0.005 0.000 1951 0.003 0.000 1952 0.002 0.000 ' 1953 0.002 0.000 1954 0.001 0.000 1955 0.007 0.000 1956 0.006 0.000 1957 0.002 0.000 1958 0.003 0.000 1959 0.002 0.000 1960 0.003 0.000 1961 0.004 0.000 1962 0.005 0.000 1963 0.003 0.000 1964 0.003 0.000 1965 0.005 0.000 1966 0.002 0.000 1967 0.002 0.000 ' 1968 0.005 0.000 1969 0.002 0.000 1970 0.003 0.000 ' 1971 0.002 0.000 1972 0.022 0.000 1973 0.012 0.000 1974 0.004 0.000 1975 0.002 0.000 1976 0.003 0.000 1977 0.005 0.000 1978 0.002 0.000 ' 1979 0.001 0.000 1980 0.002 0.000 1981 0.004 0.000 ' 1982 0.007 0.000 1983 0.005 0.000 1984 0.004 0.000 1985 0.002 0.000 ' 1986 0.009 0.000 1987 0.007 0.000 1988 0.003 0.000 1989 0.003 0.000 1990 0.002 0.000 1991 0.002 0.000 1992 0.006 0.000 1993 0.004 0.000 1994 0.002 0.000 ' Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0216 0.0000 2 0.0119 0.0000 3 0.0094 0.0000 4 0.0074 0.0000 5 0.0067 0.0000 ' 6 0.0067 0.0000 7 0.0060 0.0000 8 0.0058 0.0000 9 0.0055 0.0000 10 0.0049 0.0000 11 0.0049 0.0000 12 0.0048 0.0000 13 0.0046 0.0000 14 0.0046 0.0000 15 0.0042 0.0000 16 0.0040 0.0000 17 0.0039 0.0000 18 0.0038 0.0000 19 0.0037 0.0000 ' 20 0.0035 0.0000 21 0.0034 0.0000 22 0.0030 0.0000 23 0.0029 0.0000 ' 24 0.0029 0.0000 25 0.0028 0.0000 26 0.0027 0.0000 27 0.0025 0.0000 28 0.0025 0.0000 29 0.0024 0.0000 30 0.0024 0.0000 ' 31 0.0024 0.0000 32 0.0023 0.0000 33 0.0021 0.0000 34 0.0021 0.0000 ' 35 0.0020 0.0000 36 0.0020 0.0000 37 0.0019 0.0000 38 0.0019 0.0000 39 0.0018 0.0000 40 0.0017 0.0000 41 0.0016 0.0000 ' 42 0.0016 0.0000 43 0.0015 0.0000 44 0.0014 0.0000 ' 45 0.0009 0.0000 POC #1 ' The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0016 1650 0 0 Pass 0.0017 1377 0 0 Pass 0.0018 1151 0 0 Pass 0.0019 962 0 0 Pass 0.0020 813 0 0 Pass 0.0022 679 0 0 Pass ' 0.0023 565 0 0 Pass 0.0024 465 0 0 Pass 0.0025 397 0 0 Pass 0.0026 333 0 0 Pass 0.0027 282 0 0 Pass 0.0029 238 0 0 Pass 0.0030 204 0 0 Pass 0.0031 176 0 0 Pass 0.0032 154 0 0 Pass 0.0033 133 0 0 Pass 0.0035 115 0 0 Pass 0.0036 97 0 0 Pass 0.0037 86 0 0 Pass 0.0038 75 0 0 Pass ' 0.0039 66 0 0 Pass 0.0040 60 0 0 Pass 0.0042 55 0 0 Pass 0.0043 46 0 0 Pass 0.0044 42 0 0 Pass 0.0045 40 0 0 Pass 0.0046 36 0 0 Pass ' 0.0047 32 0 0 Pass 0.0049 28 0 0 Pass 0.0050 24 0 0 Pass 0.0051 21 0 0 Pass ' 0.0052 15 0 0 Pass 0.0053 14 0 0 Pass 0.0054 12 0 0 Pass 0.0056 11 0 0 Pass 0.0057 11 0 0 Pass 0.0058 10 0 0 Pass 0.0059 10 0 0 Pass 0.0060 9 0 0 Pass 0.0061 8 0 0 Pass 0.0063 8 0 0 Pass ' 0.0064 7 0 0 Pass 0.0065 6 0 0 Pass 0.0066 6 0 0 Pass 0.0067 4 0 0 Pass 0.0069 4 0 0 Pass 0.0070 4 0 0 Pass 0.0071 4 0 0 Pass ' 0.0072 4 0 0 Pass 0.0073 4 0 0 Pass 0.0074 3 0 0 Pass 0.0076 3 0 0 Pass 0.0077 3 0 0 Pass 0.0078 3 0 0 Pass 0.0079 3 0 0 Pass ' 0.0080 3 0 0 Pass 0.0081 3 0 0 Pass 0.0083 3 0 0 Pass 0.0084 3 0 0 Pass 0.0085 3 0 0 Pass 0.0086 3 0 0 Pass 0.0087 3 0 0 Pass 0.0088 3 0 0 Pass 0.0090 3 0 0 Pass 0.0091 3 0 0 Pass 0.0092 3 0 0 Pass 0.0093 3 0 0 Pass 0.0094 2 0 0 Pass 0.0096 2 0 0 Pass 0.0097 2 0 0 Pass 0.0098 2 0 0 Pass 0.0099 2 0 0 Pass 0.0100 2 0 0 Pass 0.0101 2 0 0 Pass 0.0103 2 0 0 Pass 0.0104 2 0 0 Pass 0.0105 2 0 0 Pass ' 0.0106 2 0 0 Pass 0.0107 2 0 0 Pass 0.0108 2 0 0 Pass 0.0110 2 0 0 Pass 0.0111 2 0 0 Pass 0.0112 2 0 0 Pass 0.0113 2 0 0 Pass ' 0.0114 2 0 0 Pass 0.0115 2 0 0 Pass 0.0117 2 0 0 Pass 0.0118 2 0 0 Pass 0.0119 1 0 0 Pass 0.0120 1 0 0 Pass 0.0121 1 0 0 Pass ' 0.0122 1 0 0 Pass 0.0124 1 0 0 Pass 0.0125 1 0 0 Pass 0.0126 1 0 0 Pass 0.0127 1 0 0 Pass 0.0128 1 0 0 Pass 0.0130 1 0 0 Pass ' 0.0131 1 0 0 Pass 0.0132 1 0 0 Pass 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4.1 Source Control BMPs BMP C101: Preserving Natural Vegetation Pinpose The purpose of preserving natural vegetation is to reduce erosion wherever practicable. Limiting site disturbance is the single most effective method for reducing erosion. For example, conifers can hold up to about 50 percent of all rain that falls during a storm. Up to 20-30 percent of this rain may never reach the ground but is taken up by the tree or evaporates. ' Another benefit is that the rain held in the tree can be released slowly to the ground after the storm. ' Conditions of Use • Natural vegetation should be preserved on steep slopes, near perennial and intermittent watercourses or swales, and oil building sites in wooded areas. • As required by local governments. Design and Natural vegetation can be preserved in natural clumps or as individual Installation trees, shrubs and vines. Speeifrcatioits The preservation of individual plants is more difficult because heavy equipment is generally used to remove unwanted vegetation. The points to remember when attempting to save individual plants are: • Is the plant worth saving? Consider the location, species,size,age, ' vigor, and the work involved. Local governments may also have ordinances to save natural vegetation and trees. • Fence or clearly mark areas around trees that are to be saved. It is ' preferable to keep ground disturbance away from the trees at least as far out as the dripline. Plants need protection from three kinds of injuries: • Construction Equipment - This injury can be above or below the ground level. Damage results from scarring, cutting of roots, and compaction of the soil. Placing a fenced buffer zone around plants to be saved prior to construction can prevent construction equipment injuries. • Grade Changes - Changing the natural ground level will alter grades, which affects the plant's ability to obtain the necessary air, water,and minerals. Minor fills usually do not cause problems although sensitivity between species does vary and should be checked. 'frees can tolerate fill of 6 inches or less. For shrubs and other plants, the fill should be less. When there are major changes in grade, it may become necessary to supply air to the roots of plants. This can be done by placing a layer of gravel and a tile system over the roots before the fill is made. A tile 4-2 Volume fl—Construction Stormwater Pollution Prevention February 2005 i system protects a tree from a raised grade. The tile system should be laid out on the original grade leading from a dry well around the tree i trunk. The system should then be covered with small stones to allow air to circulate over the root area. Lowering the natural ground level can seriously damage trees and ' shrubs.The highest percentage of the plant roots are in the upper 12 inches of the soil and cuts of only 2-3 inches can cause serious injury. To protect the roots it may be necessary to terrace the immediate area around the plants to be saved. If roots are exposed, construction of retaining walls may be needed to keep the soil in place. Plants call also be preserved by leaving them on an undisturbed, gently sloping i mound. To increase the chances for survival, it is best to limit grade changes and other soil disturbances to areas outside the dripline of the plant. • Excavations- Protect trees and other plants when excavating for drainfields, power, water, and sewer lines. Where possible,the trenches should be routed around trees and large shrubs. When this is not possible, it is best to tunnel under them. This can be done with hand tools or with power augers. If it is not possible to route the trench around plants to be saved, then the following should be iobserved: Cut as few roots as possible. When you have to cut, cut clean. Paint cut root ends with a wood dressing like asphalt base paint. Backfill the trench as soon as possible. Tunnel beneath root systems as close to the center of the main trunk to ' preserve most of the important feeder roots. Some problems that can be encountered with a few specific trees are: • Maple, Dogwood, Red aider, Western hemlock, Western red cedar, and Douglas fir do not readily adjust to changes in environment and special care should be taken to protect these trees. • The windthrow hazard of Pacific silver fir and madronna is high, while that of Western hemlock is moderate. The danger of windthrow increases where dense stands have been thinned. Other species (unless they are on shallow, wet soils less than 20 inches deep) have a low windthrow hazard. • Cottonwoods, maples, and willows have water-seeking roots. These can cause trouble in sewer lines and infiltration fields. On the other hand, they thrive in high moisture conditions that other trees would not. • Thinning operations in pure or mixed stands of Grand fir, Pacific silver fir, Noble fir, Sitka spruce, Western red cedar, Western hemlock, ' February 2005 Volume 1!—Construction Stormwater Pollution Prevention 4-3 Pacific dogwood, and Red alder can cause serious diseasep roblems. Disease can become established through damaged limbs, trunks, roots, and freshly cut stumps. Diseased and weakened trees are also susceptible to insect attack. Maintenance • Inspect flagged and/or fenced areas regularly to make sure flagging or ' Stan(lartis fencing has not been removed or damaged. If the flagging or fencing has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. • If tree roots have been exposed or injured, "prune" cleanly with an appropriate pruning saw or Topers directly above the damaged roots and recover with native soils. Treatment of sap flowing trees (fit-, hemlock, pine, soft maples) is not advised as sap forms a natural healing barrier. 4-4 Volume!1— Construction Stormwater Pollution Prevention February 2005 BMP C150: Materials On Hand Purpose Quantities of erosion prevention and sediment control materials can be kept on the project site at all times to be used for emergency situations such as unexpected heavy summer rains. Having these materials on-site reduces the time needed to implement BMPs when inspections indicate that existing BMPs are not meeting the Construction SWPPP requirements. In addition, contractors can save money by buying some materials in bulk and storing them at their office or yard. Conditions of Use Construction projects of any size or type can benefit from having materials on hand. A small commercial development project could have a roll of plastic and some gravel available for immediate protection of bare soil and temporary berm construction. A large earthwork project, such as highway construction, might have several ' tons of straw, several rolls of plastic, flexible pipe, sandbags, geotextile fabric and steel "T" posts. • Materials are stockpiled and readily available before any site clearing, ' grubbing, or earthwork begins. A large contractor or developer could keep a stockpile of materials that are available to be used on several projects. I . If storage space at the project site is at a premium, the contractor could maintain the materials at their office or yard. The office or yard must be less than an hour from the project site. Design and Depending on project type, size, complexity, and length, materials and Installation: quantities will vary. A good minimum that will cover numerous situations Spec fcrrtions includes: Material Measure Quantity­_...­_ Clear Plastic 6 mil I I00 foot roll _ 1-2 Drainpipe, 6-or 8 inch diameter 25 foot section_ _ 4-6 Sandbags, filled each 25-50 Straw Bales for mulching, approx. 50# each 10-20 Quarry_Spalls-- ----._...._.. -._....- - ton-_ _... _2-4.._._......_._.._M__.... .._.._. Washed Gravel cubic yard _ 2-4 _ Geotextile Fabric 100 foot roll i 1-2 ----------- ......--...... Catch Basin Inserts _ each _ 2-4 Steel "T"Posts -— _ each — 12-24 Maintenance . All materials with the exception of the quarry spalls, steel "T"posts, Standards and gravel should be kept covered and out of both sun and rain. • Re-stock materials used as needed. ' 4-42 Volume Il- Construction Stormwater Pollution Prevention February 2005 BMP C151: Concrete Handling Pufpose Concrete work can generate process water and slurry that contain fine particles and high pli., both of which can violate water quality standards in the receiving water. This BMP is intended to minimize and eliminate concrete process water and slurry from entering waters of the state. Conditions of Use Any time concrete is used, these management practices shall be utilized. ' Concrete construction projects include, but are not limited to,the following: • Curbs ' • Sidewalks • Roads ' • Bridges • Foundations • Floors • Runways Design and . Concrete truck chutes, pumps, and internals shall be washed out only Installation into formed areas awaiting installation of concrete or asphalt. Specifrcrrtions • mUnused concrete remaining in the truck and pup shall be returned to the originating batch plant for recycling. ' • Hand tools including, but not limited to, screeds, shovels, rakes, floats, and trowels shall be washed off only into formed areas awaiting 1 installation of concrete or asphalt. • Equipment that cannot be easily moved, such as concrete pavers, shall only be washed in areas that do not directly drain to natural or constructed stormwater conveyances. • Washdown from areas such as concrete aggregate driveways shall not drain directly to natural or constructed stormwater conveyances. • When no formed areas are available, wastewater and leftover product shall be contained in a lined container. Contained concrete shall be ' disposed of in a manner that does not violate groundwater or surface water quality standards. Mahitena►rce Containers shall be checked for holes in the liner daily during concrete Standards pours and repaired the sante day. February 2005 Volume 1l—Construction Stormwater Pollution Prevention 4-43 1 BMP C180: Small Project Construction Stormwater Pollution Prevention Puq)ose To prevent the discharge of sediment and other pollutants to the maximum ' extent practicable from small construction projects. Conditions of Use On small construction projects, those adding or replacing less than 2,000 square feet of impervious surface or clearing less than 7,000 square feet. Design and Plan and implement proper clearing and grading of the site. It is most ' Installation important only to clear the areas needed, thus keeping exposed areas Specifceations to a minimum. Phase clearing so that only those areas that are actively being worked are uncovered. ' Note: Clear•irzg lirrrit.s should be flagged in the lot or area prior•to initialing Clearing. • Soil shall be managed in a manner that does not permanently compact or deteriorate the final soil and landscape system. If disturbance and/or compaction occur the impact must be corrected at the end of the ' construction activity. This shall include restoration of soil depth, soil quality, permeability, and percent organic matter. Construction practices must not cause damage to or compromise the design of permanent landscape or infiltration areas, • Locate excavated basement soil a reasonable distance behind the curb, such as in the backyard or side yard area. This will increase the distance eroded soil must travel to reach the storm sewer system. Soil piles should be covered until the soil is either used or removed. Piles should be situated so that sediment does not run into the street or adjoining yards. • Backfill basement walls as soon as possible and 1oq; grade the lot. ' This will eliminate Iarge soil mounds, which are highly erodible, and prepares the lot for temporary cover, which will further reduce erosion potential. ' • Remove excess soil from the site as soon as possible aller backfilling. This will eliminate any sediment loss from surplus fill. ' • If a lot has a soil bank higher than the curb, a trench oi, berm should be installed moving the bank several feet behind the curb. This will reduce the occurrence of gully and rill erosion while providing a ' storage and settling area for stormwater. • The construction entrance should be stabilized where traffic will be ' leaving the construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. February 2005 Volume Il—Construction Stormwater Pollution Prevention 4-55 BMP C233: Silt Fence ' Pw7me Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. ' • Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 efs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spficed at posts. Use staples,wire rings or 2°x2"by 14 Ga.wire or equivalent to attach fabric to posts equivalent,if standard —t—r — strength fabric used Filter fabric--+— N lt-tIF_ItE1ll=fll-� lEl 11E"I!l=fll�n,fl—i'I,.ItI� �'-E'tn;� i` W•�_ ill=ril=,i= -. rArn —1 --6'max Y T��Minimum 4"x4"trench ' "-Ett E J N Backfill trench with native soil Post spacing may be increased or 314"-1.5"washed gravel to 8'if wire backing is used 2"x2"wood posts,steel fence ' posts,or equivalent ' Figure 4.19—Silt Fence Design and • Drainage area of I acre or less or in combination with sediment basin ' Installation in a larger site. SImeffleations • Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): ' 4-94 Volume it—Construction Stormivater Pollution Prevention February 2005 BMP C235: Straw Wattles PuIpose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocity and can spread the ' flow of rill and sheet runoff, and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of ' disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. Carriitions of Use • Disturbed areas that require immediate erosion protection. ' • Exposed soils during the period of short construction delays,or over winter months. • On slopes requiring stabilization until permanent vegetation can be ' established. 0 Straw wattles are effective for one to two seasons. ' + If conditions are appropriate, wattles can be staked to the ground using Willow cuttings for added revegetation. 0 Rilling can occur beneath wattles if not properly entrenched and water ' can pass between wattles if not tightly abutted together. Design Criteria . It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. ' • Narrow trenches should be dug across the slope on contour to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose ' soils, steep slopes, and areas with high rainfall, the trenches should be dug to a depth of 5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. ' • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. ' • Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. 0 Install stakes at each end of the wattle, and at 4-foot centers along ' entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. 4-100 volume!(—Construction Stormwater Pollution Prevention February 2005 BMP C235: Straw Wattles ' Purpose Straw wattles are temporary erosion and sediment control barriers consisting of straw that is wrapped in biodegradable tubular plastic or similar encasing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of ' disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. Catditions of U.se e Disturbed areas that require immediate erosion protection. ' • Exposed soils during the period of short construction delays, or over winter months. • On slopes requiring stabilization until permanent vegetation can be ' established. Straw wattles are effective for one to two seasons. • If conditions are appropriate, wattles can be staked to the ground using willow cuttings for added revegetation. 0 Rilling can occur beneath wattles if not properly entrenched and water ' can pass between wattles if not tightly abutted together. Design Criteria . It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. ' 0 Narrow trenches should be dug across the slope on contour to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall, the trenches should be ding to a depth of 5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. ' • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other methods. ' • Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. ' • Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. • Install stakes at each end of the wattle, and at 4-foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive ' holes through the wattle and into the soil. • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. 4-100 Volume 11—Construction Stormwater Pollution Prevention February 2005 Maintenance . Stakes should be driven through the middle of the wattle leaving ng2to3 Strurrlrnrls inches of the stake protruding above the wattle. • Wattles may require maintenance to ensure they are in contact with soil and thoroughly entrenched, especially after significant rainfall on steep sandy soils. 1 0 Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles. ' 3'-4' f (1,2m) i`, ,'y/ 1 Straw Rolls Must Be Placed Along \ %�tiyi Slope Contours N%�\�?/,.:; Adjacent roils shall 1 ilii tightly abut \JJWol 1 7 Spacing Depends 1 onSoil Type end f Sediment,organic matter, Slope and native seeds are Captured behind the rolls. 3"-5"(75.125mm) 8"-10`DIA. �(200.25Omm) Live Stake 1"' X 1" Stake 1 i not to scale (25 x 25mm) NOTE: r ` I.Straw roll installation requires the placement and secure staking of the roll in a trench,3"-5"(75-125mm) 1 deep,dug on contour. runoff must not be allowed to run under or around roll. 1 Fig u re 4.21 —Straw Wattles 1 February 2005 Volume 11—Construction Stormwater Pollution Prevention 4-909 1 ' BMP C123: Plastic Covering Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. ' Conditions of . Plastic covering may be used on disturbed areas that require cover Use measures for less than 30 days, except as stated below. ' • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term (greater than six months) applications. ' • Clear plastic sheeting can be used over newly-seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover,or if the wet season started earlier than normal. Clear plastic should not be used for this purpose during the summer months because the resulting ' high temperatures can kill the grass. • Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. While plastic is inexpensive to purchase, the added cost of installation, maintenance, removal, and disposal make this an expensive material, ' up to $1.50-2.00 per square yard. • Whenever plastic is used to protect slopes, water collection measures must be installed at the base of the slope. These measures include plastic-covered berms, channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. Other uses for plastic include: l. Temporary ditch liner; 2. Pond liner in temporary sediment pond; 3. Liner for bermed temporary fuel storage area if plastic is not reactive to the type of fuel being stored; 4. Emergency slope protection during heavy rains; and, ' 5. Temporary drainpipe ("elephant trunk") used to direct water. 4-26 Volume 1!—Construction Stormwater Pollution Prevention February 2005 Design and Plastic slope cover must be installed as follows; Installation I. Run plastic up and down slope, not across slope; Specificutiviis 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet; 3. Minimum of 8-inch overlap at seams; 4. On long or wide slopes, or slopes subject to wind, all seams should be taped; 5. Place plastic into a small (I2-inch wide by 6-inch deep) slot trench at the top of the slope and backfill with soil to keep water from flowing underneath; 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and pound a wooden stake through each to hold them in place; 7. Inspect plastic for rips, tears, and open seams regularly and repair ' immediately. This prevents high velocity runoff from contacting bare soil which causes extreme erosion; 8. Sandbags may be lowered into place tied to ropes. However,all ' sandbags must be staked in place. • Plastic sheeting shall have a minimum thickness of 0.06 millimeters. • If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maiiitenwice • Torn sheets must be replaced and open seams repaired. St��ndnrds ' • If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume!!—Construction Stormwater Pollution Prevention 4-27 BMP C153: Material Delivery, Storage and Containment Purpose Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system 01• watercourses by minimizing the storage of hazardous materials onsite, storing materials in a designated area, and installing secondary containment. ' Conditions of Use These procedures are suitable for use at all construction sites with delivery and storage of the following materials: • Petroleum products such as fuel,oil and grease ' • Soil stabilizers and binders (e.g. Polyacrylamide) • Fertilizers, pesticides and herbicides • Detergents • Asphalt and concrete compounds ' • Hazardous chemicals such as acids, lime, adhesives, paints, solvents and curing compounds • Any other material that may be detrimental if released to the environment ' Design and The following steps should be taken to minimize risk: Installation . Temporary storage area should be located away from vehicular traffic Specifications near the construction entrance(s), and away from waterways or storm drains. • Material Safety Data Sheets(MSDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled ' containers. • Hazardous material storage on-site should be minimized. • Hazardous materials should be handled as infrequently as possible. • During the wet weather season (Oct 1 —April 30), consider storing materials in a covered area. • Materials should be stored in secondary containments, such as earthen dike, horse trough, or even a children's wading pool for non-reactive 1 materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in "bus boy"trays or concrete mixing trays. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, in secondary containment. ' February 2005 Volume !!- Construction Stormwater Pollution Prevention 4-45 ' If drums must be kept uncovered store them at a slight angle p � � g o reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. Material Storage Areas and Secondary Containment Practices: • Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stared in temporary secondary containment facilities. • Temporary secondary containment facilities shall provide for a spill ' containment volume able to contain precipitation from a 25 year, 24 hour storm event, l�us 10%of the total enclosed container volume of all containers, or 110%of the capacity of the largest container within its boundary, whichever is greater. • Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. • Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, ' accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be non-hazardous. • Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • During the wet weather season (Oct 1 —April 30), each secondary ' containment facility shall be covered during non-working days, prior to and during rain events. • Keep material storage areas clean, organized and equipped with an ample supply of appropriate spill clean-up material (spill kit). The spill kit should include, at a minimum: • 1-Water Resistant Nylon Bag • 3-Oil Absorbent Socks 3"x 4' 2-Oil Absorbent Socks 3"x 10' 12-Oil Absorbent Pads 17"x19" 1-Pair Splash Resistant Goggles • 3-Pair Nitrile Gloves 10-Disposable Bags with Ties • Instructions 4-46 Volume I!—Construction Stormwater Pollution Prevention February 2005 1 1 � aPOExoIx o 1 1 1 1 1 1 1 1 1 1 1 1 1 1 USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, 1 Agriculture a joint effort of the United Report for States Department of N RCS Agriculture and other Ciallam County Federal agencies, State Natural agencies including the Area Washington Resources Agricultural Experiment ' Conservation Stations, and local Service participants I '10 e` f T AK ' WA ' clallam r - January 24, 2013 r Preface tSoil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many ' different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http://offices.sc.egov.usda.gov/locator/app? agency=nres) or your NRCS State Soil Scientist(http://soils.usda.gov/contact/ state offices/). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey orwet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department ' of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. ' Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. The U.S. Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on.the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 ' Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. ,1 r 3 ,i Contents ' Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 MapUnit Descriptions..........................................................................................7 Clallam County Area, Washington....................................................................9 14—Clallam-Hoypus gravelly sandy loams, 0 to 15 percent slopes.............9 Soil Information for All Uses...............................................................................11 Soil Properties and Qualities..............................................................................11 Soil Physical Properties..................................................................................11 Saturated Hydraulic Conductivity (Ksat), Standard Classes (Port Angeles 8th St. Church)........................................................................11 SoilReports........................................................................................................16 Soil Physical Properties..................................................................................16 Engineering Properties (Port Angeles 8th St. Church)................................16 Physical Soil Properties (Port Angeles 8th St. Church)...............................19 WaterFeatures...............................................................................................23 Water Features (Port Angeles 8th St. Church)............................................23 References............................................................................................................26 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. ' The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of ' landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by ' an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They ' noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their ' properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for ' comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the ' 5 ' Custom Soil Resource Report ' individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. ' The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique ' combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes ' the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is ' needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of ' mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of ' sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of ' characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other ' properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret ' the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop ' yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such ' variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have ' a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the ' survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees, buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. ' 6 Soil Map ' The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols ' displayed on the map. Also presented are various metadata about data used to, produce the map, and a description of each soil map unit. Map Unit Descriptions ' The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic ' class there are precisely defined limits for the properties of the soils. On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend ' beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called ' noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified ' by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially ' where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness ' or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments ' on the map provides sufficient information for the development of resource plans. If 7 Custom Soil Resource Report ' intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. ' An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. ' Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. ' Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. ' Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate ' pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical ' or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. ' An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be ' made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material ' and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report Clallam County Area, Washington 14—Clallam-Hoypus gravelly sandy loams, 0 to 15 percent slopes Map Unit Setting Landscape: Hills Elevation: 100 to 400 feet Mean annual precipitation: 23 to 24 inches Mean annual air temperature:48 degrees F Frost-free period: 160 to 200 days Map Unit Composition ' Hoypus and similar soils: 40 percent Clallam and similar soils:40 percent Minor components: 8 percent ' Description of Clallam Setting ' Landform: Hillslopes, outwash terraces Parent material: Till Properties and qualities Slope. 0 to 15 percent Depth to restrictive feature: 20 to 40 inches to densic material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately ' low (0.00 to 0.06 in/hr) Depth to water table. About 18 to 36 inches Frequency of flooding. None Frequency of ponding: None Available water capacity: Very low (about 2.4 inches) Interpretive groups ' Farmland classification: Prime farmland if irrigated Land capability classification (irrigated):4e Land capability(nonirrigated): 4s ' Hydrologic Soil Group: C Typical profile 0 to 10 inches: Gravelly ashy sandy loam ' 10 to 28 inches:Very gravelly ashy sandy loam 28 to 60 inches:Very gravelly sandy loam ' Description of Hoypus Setting Landform: Hillslopes, outwash terraces ' Parent material: Glacial outwash Properties and qualities Slope: 0 to 15 percent ' Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) 9 ' Custom Soil Resource Report ' Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None ' Available water capacity:Very low (about 2.5 inches) Interpretive groups Farmland classification: Prime farmland if irrigated Land capability(nonirrigated):4s Hydrologic Soil Group:A ' Typical profile 0 to 3 inches: Gravelly sandy loam 3 to 10 inches: Gravelly loamy sand 10 to 31 inches: Very gravelly loamy sand ' 31 to 45 inches: Very gravelly sand 45 to 60 inches: Gravelly sand ' Minor Components Bellingham Percent of map unit:4 percent ' Landform: Depressions Mckenna Percent of map unit: 4 percent Landform: Depressions 10 Soil Information for All Uses r Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest.A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Physical Properties 1 Soil Physical Properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic ' matter, saturated hydraulic conductivity, available water capacity, and bulk density. ' Saturated Hydraulic Conductivity (Ksat), Standard Classes (Port Angeles 8th St. Church) Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly ' structure, porosity, and texture. Saturated hydraulic conductivity is considered in the design of soil drainage systems and septic tank absorption fields. For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A"representative"value indicates the expected value of this attribute for ' the component. For this soil property, only the representative value is used. The numeric Ksat values have been grouped according to standard Ksat class limits. The classes are: Very low: 0.00 to 0.01 Low: 0.01 to 0.1 ' Moderately low: 0.1 to 1.0 ' 11 ' Custom Soil Resource Report Moderately high: 1 to 10 High: 10 to 100 Very high: 100 to 705 r t 12 "� ."Report .. M w" us om Soil esource Map—Saturated Hydraulic Conductivity (Ksat), Standard Classes (Port Angeles 8th St. Church) io m N N 48'6'5111 N) N 467100 467130 467160 467190 467220 467250 467280 467310 467340 467370 467400 m -- •_ _ N N O gj Q O N M N O O N N p O O N M f N O m N M N p O N r} pp t0 N N UJ � m y _ p - o h 48°6'43" 48°6'43" 467100 467130 467160 46A 90 467220 467250 467280 467310 467340 467370 467400 N N Map Scale1:1,640 if printed on A size(8.5"x 11")sheet. Meters 0 20 40 80 120 /(\v Feet 0 50 100 200 300 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Map Scale: 1:1,640 if printed on A size(8.5"X 11")sheet. Area of Interest(AOI) Soils The soil surveys that comprise your AOI were mapped at 1:24,000. Soil Map Units Soil Ratings Warning:Soil Map may not be valid at this scale. 0 Very Low(0.0-0.01) Enlargement of maps beyond the scale of mapping can cause 0 Low(0.01 -0.1) misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting Moderately low(0.1-1) soils that could have been shown at a more detailed scale. Moderately High(1-10) 0 High(10-100) Please rely on the bar scale on each map sheet for accurate map Very High(100-705) measurements. Not rated or not available Source of Map Natural Resources Conservation Service Political Features Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Cities Coordinate System UTM Zone 1 O NAD83 � Water Features This product is generated from the USDA-NRCS certified data as of Streams and Canals the version date(s)listed below. Transportation Soil Survey Area: Clallam County Area,Washington Rads Survey Area Data: Version 8,Jul 2,2012 Interstate Highways US Routes Date(s)aerial images were photographed: 6/25/2006 Major Roads The orthophoto or other base map on which the soil lines were Local Roads compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. ' Custom Soil Resource Report Table—Saturated Hydraulic Conductivity(Ksat), Standard Classes ' (Port Angeles 8th St. Church) Saturated Hydraulic Conductivity(Ksat),Standard Classes—Summary by Map Unit—Clallam County Area,Washington (WA609) Map unit symbol Map unit name Rating(micrometers per second) Acres in AOI Percent of AOI 14 Clallam-Hoypus gravelly 92.0000 11.0 100.0% ' sandy loams,0 to 15 percent slopes Totals for Area of Interest 11.0 100.0% Rating O tions—Saturated Hydraulic Conductivity (Ksat), Standard Classes (Port Angeles 8th.St. Church) Units of Measure: micrometers per second Aggregation Method: Dominant Component Component Percent Cutoff., None Specified Tie-break Rule: Fastest Interpret Nulls as Zero: No Layer Options: Depth Range Top Depth: 0 Bottom Depth: 100 Units of Measure: Inches ' 15 ' Custom Soil Resource Report Soil Reports The Soil Reports section includes various formatted tabular and narrative reports p p (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report(table) is included. Soil Physical Properties This folder contains a collection of tabular reports that present soil physical properties. ' The reports(tables)include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Engineering Properties (Port Angeles 8th St. Church) This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Depth to the upper and lower boundaries of each layer is indicated. ' Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam,"for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." ' Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle-size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, ' GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL-ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system,the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 ' on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines(silt and clay).At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. 16 Custom Soil Resource Report ' If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A-1-a, A-1-b, A-24, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. ' Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry-weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. ' Percentage (of soil particles)passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. ' Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. ' References: American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and ' testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. 17 Custom Soil Resource Report Absence of an entry indicates that the data were not estimated.The asterisk'*'denotes the representative texture;other possible textures follow the dash. Engineering Properties–Clallam County Area,Washington Map unit symbol and soil Depth USDA texture Classification Fragments Percentage passing sieve number— Liquid Plasticity name limit index Unified AASHTO >10 3-10 4 10 40 200 inches inches In Pct Pct Pct 14—Clallam-Hoypus gravelly sandy loams, 0 to 15 percent slopes Clallam 0-10 *Gravelly ashy sandy loam SM A-1,A-2 0 0-10 70-90 60-75 40-60 15-35 15-25 NP-5 10-28 *Very gravelly ashy sandy GM, GP- A-1 0 0-15 35-55 25-45 15-35 5-25 20-30 NP-5 loam,Very gravelly loam GM 28-60 *Very gravelly sandy loam, GM, GP- A-1 0 0-15 35-55 25-45 15-35 5-25 20-30 NP-5 Very gravelly loam GM Hoypus 0-3 *Gravelly sandy loam SM A-1 A-2 00 60-80 50-75 30-50 15-30 0-14 NP 3-10 *Gravelly loamy sand, GM,SM A-1 0 0-15 55-65 40-55 25-40 15-25 0-14 NP Gravelly sandy loam, very gravelly loamy sand 10-31 *Very gravelly loamy sand, GM,GP- A-1 0 0-5 35-55 25-45 15-40 5-15 0-14 NP Very gravelly fine sand, GM very gravelly sand 31-45 *Very gravelly sand,Very GP,GP- A-1 0 0-10 40-60 25-50 15-30 0-15 0-14 NP gravelly loamy sand, GM, extremely gravelly sand SP,SP- SM 45-60 *Gravelly sand,Very GM,GP- A-1 0 0-15 50-80 40-70 20-40 5-15 0-14 NP gravelly sand GM, SM, SP-SM Bellingham — — — — — — — — — — — — Mckenna — — — — — — — — — — — 18 iCustom Soil Resource Report Physical Soil Properties (Port Angeles 8th St. Church) ' This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. ' Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits.The broad classes are sand, silt,and clay, ranging from ' the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 ' millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. l ' The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. ' The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink- swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil ' dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil(ovendry)per unit volume.Volume is measured ' when the soil is at field moisture capacity, that is, the moisture content at 1/3-or 1/10- bar(33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is ' expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink-swell potential, available water capacity, total pore space, and other soil properties. The ' moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. ' Saturated hydraulic conductivity(Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, ' particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. 19 Custom Soil Resource Report ' Available water capacity refers to the quantity ofwater that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management ' of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture ' content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3-or 1/10-bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink-swell potential of soils. The shrink- swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is ' needed: Organic matter is the plant and animal residue in the soil at various stages of ' decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. ' Organic matter has a positive effect on available water capacity,water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. ' Erosion factors are shown in the table as the K factor(Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal'Soil Loss Equation (USLE)and the ' Revised Universal Soil Loss Equation (RUSLE)to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt,sand,and organic matter and on soil structure and Ksat. ' Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factorKw indicates the erodibility of the whole soil.The estimates are modified ' by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine-earth fraction, or the material less than 2 millimeters in size. ' Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. ' Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas.The soils assigned to group 1 are the ' most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind ' erosion, or the tons per acre per year that can be expected to be lost to wind erosion. 20 Custom Soil Resource Report ' There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. rReference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43041. (http://soils.usda.gov) ' 21 Custom Soil Resource Report Physical Soil Properties-Clallam County Area,Washington Map symbol Depth Sand Silt Clay Moist Saturated Available Linear Organic Erosion factors Wind Wind and soil name bulk hydraulic water extensibility matter erodibility erodibility density conductivity capacity Kw Kf T group index In Pct Pct Pct g/cc micro m/sec InAn Pct Pct 14-Clallam- Hoypus gravelly sandy foams,0 to 15 percent slopes Clallam 0-10 -68- -22- 5-10-15 0.90-1.10 4.00-14.00 0.08-0.11 0.0-2.9 3.0-5.0 .05 .15 3 4 86 10-28 -68- -22- 5-10-15 0.85-1.10 4.00-14.00 0.06-0.10 0.0-2.9 0.5-3.0 .10 .32 28-60 -68- -22- 5-10-15 1.75-2.00 0.01-0.42 0.00 0.0-2.9 0.5-1.0 .15 .37 Hoypus 0-3 -69- -24- 5-8-10 1.20-1.40 42.00-141.00 0.07-0.10 0.0-2.9 1.0-4.0 .05 .10 5 5 56 3-10 -84- -9- 5-8-10 1.35-1.55 42.00-141.00 0.05-0.08 0.0-2.9 0.5-1.0 .05 .15 10-31 -82- -17- 0-2-3 1.35-1.55 42.00-141.00 0.01-0.03 0.0-2.9 0.5-1.0 .10 .24 31-45 -97- -2- 0-2-3 1.40-1.55 42.00-141.00 0.01-0.03 0.0-2.9 0.0-0.5 .02 .05 45-60 -97- -2- 0-2-3 1.45-1.60 42.00-141.00 0.05-0.08 0.0-2.9 0.0-0.5 .02 .05 Bellingham - - - - - - - - - Mckenna - - - - - - - - - 22 Custom Soil Resource Report Water Features This folder contains tabular reports that present soil hydrology information.The reports (tables) include all selected map units and components for each map unit. Water ' Features include ponding frequency, flooding frequency, and depth to water table. Water Features (Port Angeles 8th St. Church) This table gives estimates of various soil water features. The estimates are used in ' land use planning that involves engineering considerations. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long- duration storms. The four hydrologic soil groups are: 1 Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that ' have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist ' chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Surface runoff refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope,climate, and vegetative cover.The concept ' indicates relative runoff for very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal.The classes are negligible,very low, low, medium, high, and very high. The months in the table indicate the portion of the year in which a watertable, ponding, and/or flooding is most likely to be a concern. ' Water table refers to a saturated zone in the soil. The water features table indicates, by month, depth to the top (upper limit)and base(lower limit)of the saturated zone in most years. Estimates of the upper and lower limits are based mainly on observations ' of the water table at selected sites and on evidence of a saturated zone, namely ' 23 ' Custom Soil Resource Report grayish colors or mottles (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. Ponding is standing water in a closed depression. Unless a drainage system is installed, the water is removed only by percolation, transpiration, or evaporation. The table indicates surface water depth and the duration and frequency of ponding. Duration is expressed as very brief if less than 2 days, brief if 2 to 7 days, long if 7 to ' 30 days, and very long if more than 30 days. Frequency is expressed as none, rare, occasional, and frequent. None means that ponding is not probable; rare that it is unlikely but possible under unusual weather conditions (the chance of ponding is ' nearly 0 percent to 5 percent in any year); occasional that it occurs, on the average, once or less in 2 years (the chance of ponding is 5 to 50 percent in any year); and frequent that it occurs, on the average, more than once in 2 years (the chance of ' ponding is more than 50 percent in any year). Flooding is the temporary inundation of an area caused by overflowing streams, by runoff from adjacent slopes, or by tides. Water standing for short periods after rainfall or snowmelt is not considered flooding, and water standing in swamps and marshes is considered ponding rather than flooding. Duration and frequency are estimated. Duration is expressed as extremely brief if 0.1 hour to 4 hours, very brief if 4 hours to 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, very rare, rare, occasional, frequent, and very frequent. None means that flooding is not probable; very rare that it is very unlikely but possible under extremely unusual weather conditions (the chance of flooding is less than 1 percent in any year); rare that it is unlikely but possible under unusual weather conditions(the chance of flooding is 1 to 5 percent in any year); occasional that it occurs infrequently under normal weather conditions (the chance of flooding is 5 to 50 percent in any year); frequent that it is likely to occur often under normal weather conditions (the chance of flooding is more than 50 percent in any year but is less than 50 percent in all months in any year); and ' very frequent that it is likely to occur very often under normal weather conditions(the chance of flooding is more than 50 percent in all months of any year). The information is based on evidence in the soil profile, namely thin strata of gravel, I ' sand, silt,or clay deposited by floodwater; irregular decrease in organic matter content with increasing depth; and little or no horizon development. Also considered are local information about the extent and levels of flooding and the relation of each soil on the landscape to historic floods. Information on the extent of flooding based on soil data is less specific than that provided by detailed engineering surveys that delineate flood-prone areas at specific flood frequency levels. ' 24 Custom Soil Resource Report Water Features–Clallam County Area,Washington Map unit symbol and soil Hydrologic Surface Month Water table Ponding Flooding name group runoff Upper limit Lower limit Surface Duration Frequency Duration Frequency depth Ft Ft Ft 14—Clallam-Hoypus gravelly sandy loams,0 to 15 percent slopes Clallam C — January 1.5-3.0 1.7-3.3 — — None — None C — February 1.5-3.0 1.7-3.3 — — None — None C — March 1.5-3.0 1.7-3.3 — — None — None C — April 1.5-3.0 1.7-3.3 — — None — None Hoypus A — Jan-Dec — — — — None — — 25 1 References ' American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and 1 testing. 24th edition. American Society for Testing and Materials(ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. ' Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. ' Hurt, G.W.,and L.M.Vasilas,editors.Version 6.0,2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://soils.usda.gov/ I ' Soil Survey Staff. 1999. Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/ ' Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/ Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and ' Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. ' National forestry manual. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. ' National range and pasture handbook. http://www.glti.nres.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://soils.usda.gov/ ' United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. ' http://soils.usda.gov/ ' 26 ' Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. ' 27 After Filing Return to: 13 —. f '7 �IQS a+ev3 2013-1296615 Page 1 of 1 Agreement Josh Winters Clallam County WWashi'gtony 06/25/2013 04:02:04.PM Bill N�r�f� r�� ��Iwk�� PA: Ir�t��V�1���, C(DPY PARKING AGREEMENT Q RE: 105 West Eighth Street 120 West Eighth Street An Agreement is hereby y e ntered Into In favor of the owner of property legally described as: Lots 5-7 & Eastl and %feet of Lot and 8, Block 267, Townsite of Port Angeles (120 West Eighth Street, Port Angeles, Washington). The purpose of this agreement is to establish and allow parking rights and privileges for the Seventh Day Adventist Church to utilize all 52 off-street parking spaces which are located at 105 West Eighth Street Port Angeles, Washington including the necessary ingress and egress to access the parking spaces in order to satisfy the off-site parking requirements for uses within the City of Port Angeles per Parking Ordinance# 1588, as amended, for property located at 120 West Eighth Street Port Angeles Washington. This parking agreement shall not be withdrawn or revised without serving prior notice of such intended action upon the City of Port Angeles and obtaining the City's written approval. It is understood that revocation or modification of the Agreement may result in limitation of the activity located at 120 West Eighth Street, Port Angeles Washington. This Agreement is made between: t0S � E,off roperty Owner((Grant 6 ) Property address qV Dated this Lc��day of --�t.:n C 20 13 STATE OF WASHINGTON ) ss: COUNTY OF CLALLAM ) I EFORE E, a Notary-Pulic in and for the County and State aforesaid, personally appeared and ,� F"g-1-c-;c lc known to me to be the persons who executed the within A reement, and who acknowledged the same to be their free and voluntary act and deed for the uses and purposes therein mentioned. 1J � GIVEN under my hand and official seal this `1 day of 20 ````�11111Bllllp/j�'' � G CtA . T ARY PUBLI C in an or the Statgggf Dr Washington residing in �F9My commission expires �7. I- . 1 Cn { LINDBER--- ' VI , ITH A R C H I \ `:1 C T S July 31, 2013 RECEIVED Jim Lierly Building Inspector AUG 0 12013 City of Port Angeles 321 East Fifth Street CITY OF PORT ANGELES Port Angeles, WA 98362 BUILDING DIVISION RE: Seventh-day Adventist, Building Permit#13-467 Dear Jim: We were on site to do the special inspections for the Seventh-day Adventist project. The concrete contractor wanted us to do the special inspections for the footings. The footings were all formed and they were placing the last of the rebar in the forms. According to the drawings the footings were strip footing to be 18" wide and 7" deep with (2) number four bars. The forms and rebar meet these requirements. There were also a couple of wider footings called out to have number four rebar at 10" on center each way in them and these were in place. The footings we observed were as what the drawings callout for. There were no callouts on the drawings for the contractor to tie the new footings to the existing footing, nor was there any callout for the vertical and horizontal rebar for the concrete stem walls. I also was looking for any notes for the hold downs at the end of the shear walls and did not see them on the drawings either. I know we are required to provide these callouts. Is there a more complete set of drawings we should be reviewing. Please get back with us before we need to inspect the stem walls, so we can make sure they are building from a current set of drawings. Respectfully, LINDBERG & SMITH ARCHITECTS,INC.,P.S. Charles Smit , Architect 319 south peabody suite b/port angeles wa 98362/360.452.6116 fax 360.452.7064 email contact@lindarch.com /www.lindarch.com R ECEIVE ® 2014 '1 0111 SITiGfT ....:,4.p:,,mlla:rrl,un. ....—._._........_...____.--._—._.-�...-;,'L',.. ..»._. �..-ir-_' �' _____.._.—_..__.___- -• - -- _.._. 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