Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
BLD2013-00071
cC) ' rr�C DEPARTMENT OF COMMUNITY DEVELOPMENT .. 621 Sheridan Street,Port Townsend,WA 98368 Tel:360.379.4450 I Fax:360.379.4451 11 Web:www.co.Jefferson.wa.us/communitydevelopment A. E-mail:dcda,co.jefferson.wa.us CERTIFICATE OF OCCUPANCY PERMIT #: BLD13-00071 APPLICANT: CHIEF SEATTLE COUNCIL CAMP PARSONS KEN MCEDWARDS PHONE: 970 BEE MILL RD BRINNON WA 98320 360-531-2048 SITE ADDRESS: 970 BEE MILL RD Issue Date: 07/21/2014 Final Date: SUBDIVISION: Block: Lot: PARCEL NUMBER: 602131002 Section: 13 Township: 26 N Range: 2W PROJECT DESCRIPTION: Building permit with SEPA: Demolish the existing dining hall at Camp ',arsons aria replace it with a new dining hall (14,000 sq. ft of heated space and 5,760 unheated). The following special reports were submitted with the application: Geotechnical Report, Stormwater Site Plan Report and Bald Eagle Habitat Management Plan. The proposed dining hall is approximately 590 ft. away from marine water and is outside of shoreline jurisdiction. Per ordinance 02-0521-01 adopted by the Board of County Commissioners on May 21, 2001, the Comprehensive Land Use Designation for this parcel is Private Parks, Preserves and Recreation. THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON Acting Building Official, Patty Charnas 6/23/2017 \\tidemark\data\forms\F_BLD_Occupancy.rpt • 0 BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD13-00071 Received Date: 2/28/2013 SITE ADDRESS: 970 BEE MILL RD Issue Date 7/21/2014 BRINNON, 98320 Expiration Date 7/21/2015 OWNER: CHIEF SEATTLE COUNCIL CAMP PARSONS PHONE: 360-531-2048 KEN MCEDWARDS 970 BEE MILL RD BRINNON WA 98320 SUBDIVISION: Block: Lot: 1+ PARCEL NUMBER: 602131002 Section: 13 Township: 26 N Range: 2V\ CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: Building permit with SEPA: Demolish the existing dining hall at Camp Parsons and replace it with a new dining hall (14,000 sq. ft of heated space and 5,760 unheated). The following special reports were submitted with the application: Geotechnical Report, Stormwater Site Plan Report and Bald Eagle Habitat Management Plan. The proposed dining hall is approximately 590 ft. away from marine water and is outside of shoreline jurisdiction. Per ordinance 02-0521-01 adopted by the Board of County Commissioners on May 21, 2001, the Comprehensive Land Use Designation for this parcel is Private Parks, Preserves and Recreation. TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: 14,000 TYPE OF IMP NEW INDUSTRIAL: VALUATION 4,000,000.00 MAIN: 0 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: 5,760 CONST TYPE: GARAGE: SHORELINE: CONST TYPE: SETBACK: DECK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 10938 Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $16,558.00 ZAL 02/28/13 140049 Exist: 0 Plan Check $10,762.70 ZAL 02/28/13 140049 Prop: 4 State Building Code $4.50 ZAL 02/28/13 140049 Total: 4 Potable Water Application $66.00 ZAL 02/28/13 140049 NUMBER OF EMPLOYEES: Total: $27,391.20 Directions to Site: • • HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED iv_______________Ai__________ _..i Jefferson County Building Division Permit Number: BLD13-00071 CHIEF SEATTLE COUNCIL CAM' BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 0te scheduled for the next day'synspections•inspecbon is needed. Requests received after 3:00 PM ELECTRICAL PERMITS are issued Washingthe Statet�nspectorn State Dppor to the Counbtyartment of 's Framungles. lnspection The electrical permit must be signed off by Inspection Item Date Approval Signature Notes SetbacksD_10-- Erosion Control D--it.)--i _ PjNNINMNNININIIIIIIIIIIIIIIIIIII Foundation Footing ssimi • ,, Footing Drains Foundation Stem Wall 0._ I().,I M IIIIIII"-SJMIE"trt 4 if Underground Plumbing ROMMIlli. Straps(hold downs) UM[ G il 11111M11111111111111111111111111111111111111111111111 Ext.Shear Wall Nailing Rough-in PlumbingMalE = ./ "�- `� K- Mil-MOULT Framing MEIN Airseal Mr f. ' M11111111611119riall Insulation:Walls M Tri Insulation: Floorstingirli ��I" �` Insulation:Ceiling `���, c. Gas Line:Interior Fig12111.1111111111 + K `" A 1 R ,' 6L av b'is . it 1 Gas Line:ExteriorIMMI 4 1 -" Propane TankJam„ I la EMI I I riSigl I fi I FIWEIPMIG~ — I Fire Protection Landscaping iffingrAINIIIII Parking 1' Sign #1 Exterior Lighting 111111111111111111 Address Posted 1111.1111111111111 SEPA Mitigation - 1 eed final of SEP14-66 only prior to BLD final. Septic System Finaled i I -vim 400,se et.e,e_o,Ltte3t• 5*t/ S bt(7414Es) ►x%4114 / // duDEIECR a.us) �iu.g -rc o\s� acc' nK ;61x9/4 �" ,�/ A final inspection will not be scheduled until all of the �}7 1 5 '/ `� following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION //j/5 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • CONDITIONS for Building Permit# :BLD13-00071 1.) The salt water well on the site shall be decommissioned in accordance with WAC 173-160 prior to final approval of the building permit. 2.) Final approval of SEP14-66 is required 3.) The segment of the access road to the dining hall from the east that exceeds 12% grade shall be constructed as per Plan Sheet C3 Concrete Pavement Section: 3" gravel base, 2" crushed surfacing top course, and 6" 4,000 PSI concrete. Prior to final occupancy approval, the project engineer shall provide certification to Public Works that the access road has been constructed to this standard. 4.) The proponent shall implement the Stormwater Site Plan Report, the Construction Stormwater Pollution Prevention Plan, and Plan Sheets C1.0-C4.0 all dated June 19, 2012 during development. • Prior to commencing land disturbing activity the proponent shall notify Public Works at 360 385-9167 to enable Public Works to inspect the installation of erosion and sediment control BMPs. "�• Prior to final occupancy approval, the project engineer shall provide certification to Public ,j, Works that the stormwater management facilities have been constructed as per the O approved plans. a R.t KuzM' Public Works shall not give final approval for the project until this certification has been received. ��•The proponent shall maintain the permanent stormwater management facilities for the life of the project. In order to ensure this, the proponent shall enter into a Stormwater Management Facility Maintenance Agreement with Jefferson County. Public Works will p''send a copy of the Agreement that has been signed by the Public Works Director to the proponent. Prior to final project approval, the proponent shall sign the Agreement before a notary and file it with the Jefferson County Auditor 5.) The applicant shall comply with the Bald Eagle Management Plan dated July 23, 2003. 6.) A Geotechnical Report was prepared by Associated Earth Sciences Inc. dated July 16, 2008 and submitted in conjunction with this application. The report addressed the stability of the geologic hazard area. The applicant shall comply with the design recommendations beginning on page 8. 7.)•` PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN____\(7 LETTER FROM BergerABAM STATING THAT THE STORMWATER FACILITY HAS DV, BEEN CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STORMWATER SITE PLAN REPORT DATED JUNE 19, 2013 AS SIGNED BY JEFFREY MCINNIS OF BERGERABAM. 8.) The site plan as submitted with the Building Permit application on February 28, 2013 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated July 18, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. \\tidemark\data\forms\F_BLD_Perm it_BIdg.rpt 7/21/2014 Jodi Adams From: Randy Marx Sent: Wednesday, February 03, 2016 11:47 AM To: Jodi Adams Cc: Linda Atkins; Evan Dobrowski Subject: RE: BLD13-71 /8EP14'0O Camp Parsons Yes, however, we expect the use to very minimal and sporadic 7it.reiLx. Always Working For a Safer& Healthier Jefferson County ��4��� ����5 ��"����� (/"� ^ ' �� /i//`�" ~^(/ ��F^ "°=` ////�� ���� �������� �����0�� (���l Environmental Hea�h �/eb ���e (Link) ' ` -CONFIDENTIALITY NOTICE: enKs) anu mav �um�m - ' ., ./cns, ^"'"n ,ve s�nxe, �� rep/v ema^ �^u ue�mv an cop/es ort^e nwn/na/ messaoe punucRECORDS ACT morKM anu , w. �R unJ*' u` .!-�. From:Jodi Adams Sent: Wednesday, February 03, 2016 11:45 AM To: Randy Marx<RMarx@co.jeffersofl.Wa.Us> Cc: Linda Atkins<LAtkins@co.jefferson.wa.us>; Evan Dobrowski <EDobrowski@co.jefferson.wa.us> Subject: RE: BLD13-71/SEP14-66 Camp Parsons So...just so you know,there is a temporary C/O issued on this building. Even though it technically expired I'm sure they haven't given it a second thought. Are they still okay occupying the building with those septic issues? Jodi Adams Office Coordinator DCD Phone 380'379'4494 All e-mail sent to this address has been received by the Jefferson County e-mail system and is therefore subject to the Public Records Act, a state law found at RCW 42.56. Under the Public Records law the County must release this e-mail and its contents to any person who asks to obtain a copy (or for inspection) of this e-mail unless it is also exempt from production to the requester according to state law, including RCW 42,56 and other state laws. From: Randy Marx Sent: Wednesday, February 03, 2016 11:36 AM To:Jodi Adams <iadams@co.iefferson.wa.us> Cc: Linda Atkins<LAtkins@co,iefferson.wa.uS> Subject: RE: BLD13-71/SEP14-66 Camp Parsons They had an installation issue that we held the final because of, We needed to see things during the wet season before we could sign off. We need to check w/ Linda before signing off . fix � Always Working For a Safer& Healthier Jefferson County 360 385 9402 (0((). <rr (((( t ><,{i«> ><><> %'< (7( Se ytie Permits Online :Link) Environ ent l Health Web Site Lint, CONFIDENTIALITY NOTICE; ,:;;it ._e ' ti• 0,0, y`zih 3 li °+'T I't;RI-it` 1C I V.) ICI: ^ . Is <<,., s ss, ,1„ j:a'e, szst i :r> ' ". ',sij,'.,(ss, rrx, 3 From:Jodi Adams Sent: Wednesday, February 03, 2016 10:14 AM To: Randy Marx<RMarx@co.jefferson.wa.us> Subject: BLD13-71/SEP14-66 Camp Parsons Randy, I stumbled across Camp Parsons new dining hall permit and it appears that we issued a temporary C/O last May and it's still not finaled. One item that is left hanging open is the septic permit. Can you take a look into it and see if you are close to finaling so we can get the building permit wrapped up as well? Thanks O Jodi Adams Office Coordinator Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 Phone 360-379-4494 Fax 360-379-4451 I d:iizns /coiefteiSOP: a,us All e-mail sent to this address has been received by the Jefferson County e-mail system and is therefore subject to the Public Records Act,a state law found at RCW 42.56. Under the Public Records law the County must release this e-mail and its contents to any person who asks to obtain a copy (or for inspection) of this e-mail unless it is also exempt from production to the requester according to state law,including RCW 42.56 and other state laws. 2 TEMPORARY CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 (800) 831-2678 PERMIT #: BLD13-00071 SITE ADDRESS: 970 BEE MILL RD Issue Date 06/05/2015 BRINNON, 98320 Inspection Date APPLICANT: CHIEF SEATTLE COUNCIL CAMP PARSONS PHONE: KEN MCEDWARDS 970 BEE MILL RD BRINNON WA 98320 360-531-2048 1+ SUBDIVISION: Block: Lot: PARCEL NUMBER: 602131002 Section: 13 Township: 26 N Range: 2W PROJECT DESCRIPTION: Building permit with SEPA: Demolish the existing dining hall at Camp Parsons and replace it with a new dining hall (14,000 sq. ft of heated space and 5,760 unheated). The following special reports were submitted with the application: Geotechnical Report, Stormwater Site Plan Report and Bald Eagle Habitat Management Plan. The proposed dining hall is approximately 590 ft. away from marine water and is outside of shoreline jurisdiction. Per ordinance 02-0521-01 adopted by the Board of County Commissioners on May 21, 2001, the Comprehensive Land Use Designation for this parcel is Private Parks, Preserves and Recreation. THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE INTERNATIONAL BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: UBC TYPE OF CONSTRUCTION: THE PROJECT RECEIVED ITS TEMPORARY SIGN OFF ON THIS DOCUMENT IS VALID FOR 30 DAYS. THE BUILDING MUST RECEIVE A FINAL CERTIFICATE OF OCCUPANCY WITHIN THAT TIME OR THE TEMPORARY OCCUPANCY WILL BE NULL AND VOID. EXPIRED DATE of 7/5/2015. PIP 4#3—* 675/j— CODEPROS March 4, 2014 Jefferson County DCD Carl Smith, Director 621 Sheridan St Port Townsend WA 98368 Re: Building Permit Application, 970 Bee Mill Road, Camp Parsons Dining Hall Dear Mr. Smith, The construction plans for the new dining hall and commercial kitchen have been reviewed for compliance with the 2009 International Building Code, the 2009 International Mechanical Code, the 2009 Uniform Plumbing Code, and the 2009 Washington State Energy Code, as adopted by the State of Washington, as well as any locally adopted amendments to the codes. The construction plans have been found to be in substantial compliance with the adopted codes, and provided the special conditions identified below are incorporated into the building permit, we recommend approval of the construction documents in accordance with IBC Section 107.3.1. The following special conditions should be made a part of the building permit: 1. Sprinkler Permit Required. A full, NFPA 13 automatic fire sprinkler system shall be installed throughout the building under a separate permit issued by Jefferson County. 2. Fire Alarm Permit Required: A (NFPA 72) manual fire alarm system is required throughout the building in accordance with IBC 907.2.1. The fire alarm system shall be installed under a separate permit issued by Jefferson County. 3. Electrical Permit Required. The electrical system shall be installed under a separate electrical permit issued by the Washington State Department of Labor & Industries (L&I). 4. Backflow Prevention: Cross connection control devices shall be models approved by the Washington State Department of Health under WAC 246-290-490. Devices shall be tested by a Washington State Department of Health Certified Backflow Assembly Tester in accordance with UPC Sections 603.1 and 603.3.3 as well as WAC 246-290-490. 5. Special Inspection: IBC Chapter 17, Section 1704. In addition to the inspections required by IBC Section 109, the owner or the engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under IBC Section 1704. The special inspectors' duties & responsibilities shall be as specified in 1704.1. All special inspection reports shall be provided to the Jefferson County Building CodePros,I.LC Page 1 of 4 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com Department. Prior to final inspection, the special inspection agency shall also provide a final, signed report to the building department stating that all items requiring special inspection and testing were fulfilled and reported, and, to the best of their knowledge, are in conformance with the approved design drawings, specifications, and applicable provisions of the code. 6. Special Inspection Contractor Responsibilities. Third-Party Special Inspection is required in accordance with IBC Section 1704 for the items identified in the Statement of Special Inspections (as required by IBC Section 1705). In accordance with IBC Section 1709.1, each contractor responsible for the construction of the work listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. The contractor's statement of responsibility shall contain the following: 1. Acknowledgment of awareness of the special requirements contained in the statement of special inspections; 2. Acknowledgment that control will be exercised to obtain conformance with the construction documents approved by the building official; 3. Procedures for exercising control within the contractor's organization, the method and frequency of reporting and the distribution of the reports; and 4. Identification and qualifications of the person(s) exercising such control and their position(s) in the organization. 7. Engineering or Architecture: Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Jefferson County Building Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached thereto. If documents are removed, or changes are made without approval from the architect or engineer and the Building Official, approval will not be granted, and a re-inspection fee may be charged and shall be collected by Jefferson County prior to any further inspections being performed or approvals granted. 8. Geo-Technical Engineering: All requirements and recommendations of the submitted geo-technical engineering report shall be fully complied with. All excavations and fills shall be made in accordance with the geo-technical engineer's requirements. Structural Fill observation, excavation observation, and perimeter footing drain observation shall be performed by the geo-technical engineer as recommended in the geo-technical report. All inspection results or density tests shall be provided to the Jefferson County Building Department prior to requesting any soils related inspections (such as footing or foundation inspections). 9. Truss Engineering: The engineered design, calculations and construction details shall be provided for the heavy-timber truss assemblies to the Jefferson County Building Department prior to erection. Truss engineering of standard trusses shall be provided prior to requesting any framing inspections. 10. Natural Ventilation: The dining area is provided with "natural ventilation" in accordance with IMC Section 402. The window opening operating mechanisms shall be provided with ready access so that the openings are readily controllable by the building occupants. 11. Plan Review Requirements: Any identified corrections, along with the Energy Code Compliance Worksheet are part of the approved plans.and must remain attached thereto. It is the responsibility of the applicant to make the corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. All proposed changes to CodelI'os,LLC Page 2 of 4 P.O.Box 185 Allyn,WA 98524 Code ProsWA.com "APPROVED" building plans that affect compliance with the Codes as amended and adopted, or any other Jefferson County ordinance or regulation, must be reviewed and approved by the Building and Planning Departments prior to construction. Failure to comply and/or removal of attached documents will result in failure of required building inspections. 12.All Construction: All construction shall meet or exceed all local ordinances and the requirements of the 2009 International Codes as adopted by Jefferson County and Washington State. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy could result in permit revocation and/or Code Enforcement action. 13. Field Correct: The construction of the permitted project is subject to inspections by the Jefferson County Building Department. All construction must be in conformance with the 2009 International Codes as adopted by Jefferson County and Washington State. Any corrections, changes or alterations required by a building or fire inspector shall be made prior to requesting additional inspections. 14. Final Inspection Required: All building permits shall have a final inspection performed and approved by the Jefferson County Building Department prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration will be documented in the legal property records on file with Jefferson County as being non-compliant with the County's ordinances and building regulations and may be referred to the County Attorney for action. 15. Certificate of Occupancy: No building or structure shall be used or occupied, and no change in the existing occupancy classification of the building or structure or portion thereof shall be made until the building official has issued a certificate of occupancy as provided herein. Issuance of a certificate of occupancy shall not be construed as an approval of a violation of the provisions of the codes or ordinances of the jurisdiction. Certificates presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. 16. Permit Expiration: All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit holder have prevented action from being taken. 17. Shear Wall Inspection: Due to the complexity of the shear wall nailing patterns and hold-down requirements contained within the engineered lateral design, a separate shear wall inspection is required for this project. This inspection should be requested and performed prior to the installation of exterior wall coverings, prior to the framing inspection, such that all shear-wall nailing patterns may be observed, and the installation of all required hold-down devices and required straps, etc. are in place in accordance with the engineer's lateral design. 18. Demolition: All demolition debris shall be properly transported to, and disposed of within an approved solid waste facility. The property shall be left in a clean, safe condition, protected from erosion. Copies of disposal receipts shall be provided to the Jefferson County Building Department prior to final inspection. 19. Gas Piping: Fuel or gas piping shall be inspected after the installation of fuel/gas piping is complete, and before the attachment of fixtures, appliances, or shut-off valves. At the time of inspection the test pressure shall be no less than 10 psi held for no less than 15 minutes. Appliances to be attached to the fuel/gas piping system shall not be used until the final inspection has been performed and approved by a Jefferson County Building or Fire Inspector. CadePros,LLC Page 3 of 4 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com 20.Slab Insulation: All slabs within the heated space shall be insulated to a minimum R-10. 21. Commercial HVAC Equipment: All air-moving systems, where the aggregate volume of air being moved to enclosed spaces within a building, exceeds 2000 cubic feet per minute, shall be equipped with smoke detectors located within the main supply air duct(s) which will cause the automatic shut-off of equipment in accordance with 2009 International Mechanical Code Section 606. Such smoke detectors shall be labeled by an approved agency for air-duct installations, compatible with the operating velocities, pressures, temperatures and humidities of the system. Where the building is equipped with a fire detection or alarm system, the smoke detectors shall be supervised by such systems. 22. Grease Traps and Interceptors: Grease traps are required and shall be installed in the waste line(s) leading from sinks, floor sinks, drains and other fixtures that serve food preparation areas in accordance with the 2009 Uniform Plumbing Code Section 1014. Grease traps and/or interceptors shall limit the amount of grease, fats, or oil concentrations entering into the sewer/septic system such that they do not exceed 100mg/L. Commercial dishwashers or food waste disposal units shall not be connected to, or discharge into a grease trap, however, commercial dishwashers or food waste disposal units may be connected to an exterior grease interceptor. 23. Propane Tank: All propane tanks must be installed in accordance with the 2009 International Fire Code and all applicable Jefferson County ordinances. All propane tanks must meet the installation requirements and minimum setbacks as listed in the International Fire Code and NFPA 58. Upon inspection, property lines shall be clearly identified indicting compliance with minimum required setbacks. 24. Fire Extinguishers: Fire extinguishers are required for this occupancy. Minimum rating of 2-A:10-B:C required. Fire extinguisher shall be located along a path of egress and spaced such that not more than 75 feet of travel distance exists between any point inside the building and an extinguisher. Extinguishers shall be located not higher than 5 feet above the finished floor. Indoor fire extinguisher cabinets shall not be equipped with locks. Extinguishers shall have a service tag verifying they have been serviced by a professional extinguisher company. If extinguisher is recently purchased, the tag inside the box may be affixed to the extinguisher with "NEW" and the date of purchase. It has been our pleasure to work with you on this project with our mutual desire for safety in the built environment. If you have questions or concerns, please contact CodePros at 360-801-0543, or contact me directly at mbarth(a�codeproswa.com Sincerely, //id/ 10,„mosoilippr Michael„V Barth, M.C.P. Building Code Consultant CadePros,LLC cc:file CodePros,LLC Page 4 of 4 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com Sally Ellis From: Sally Ellis Sent: Friday, June 05, 2015 8:13 AM To: David W. Johnson Cc: Jim Coyne; Evan Dobrowski Subject: BLD13-00071 Dear David Can you please look at BLD13-00071 New Dining Hall for Camp Parson- Under the Conditions- Not one is signed off- Most concerned-with the GEOTECH Report submitted. Camp Parson has called for a final- Jim is going to do that inspections today- The Septic is not final- but per E/H they have advice it is okay to give them a Temp. C/O They will work with Camp Parson-to complete the SEPTIC permit. If you have any questions please let me know Thanks L: 4 Sally L Ellis Jefferson County Community Development Pernik Technician 621 Sheridan St., Port Townsend,WA 98368 Mon-Thurs 9am -4:30pm, closed from 12-1 Ph: 360-379-4452 Fax: 360-379-4451 sellis@co.jefferson.wa.us http://www.co.jefferson.wa.us 1 Sally Ellis From: Sally Ellis Sent: Thursday, June 04, 2015 11:18 AM To: Randy Marx Subject: FW: SEP14-66 Camp Parsons From: Evan Dobrowski Sent:Thursday,June 04, 2015 9:18 AM To:john fleming; Sally Ellis Cc: Ken McEdwards; Greg S. Batie Subject: RE: SEP14-66 Camp Parsons Hi Sally, I want to let you know I am okay with giving a 30 day Temporary Occupancy to the Boy Scouts Camp at 970 Bee Mill Rd, Brinnon, WA. SEP14-00066 is not finalled but everything is in except the hard copy as-built which we will have on June 16tH Thank you, Evan Dobrowski Environmental Health Specialist Jefferson County Water Quality Program 615 Sheridan Street Port Townsend WA 98368 (360)385-9444 ext 446 fax(360)379-4487 edobrowski@co.jefferson.wa.us www.ieffersoncountypublichealth.org Always working for a safer and healthier Jefferson County CONFIDENTIALITY NOTICE: This e-mail message, including any attachments, is for the sole use of the intended recipient(s) and may contain confidential and privileged information. Any unauthorized review, use, disclosure, or distribution is prohibited. If you are not the intended recipient, please contact the sender by reply e-mail and destroy all copies of the original message. All e-mail sent to this address has been received by the Jefferson County e-mail system and is therefore subject to the Public Records Act, a state law found at RCW 42.56. Under the Public Records law the County must release this e-mail and its contents to any person who asks to obtain a copy(or for inspection) of this e-mail unless it is also exempt from disclosure under state law, including RCW 42.56. From:john fleming [mailto:john.jsf.engineering@gmail.com] Sent: Monday,June 01, 2015 11:50 PM To: Evan Dobrowski KEwGregBatie SuCc:bject:enMcRe:ds EP14-66ards; CampS. BParsons Hi Evan. 1 Yes, I can get you original documents that Tuesday I return,June 16. Many thanks for allowing the camp to operate. On Jun 1, 2015 14:08, "Evan Dobrowski" <EDobrowski a@co.jefferson.wa.us>wrote: Hi John, Sorry for the late response, I have been working in the field all day and will also be in the field all day tomorrow. If you can make sure to get a hard copy of your as-built into the office within 1 week of getting back from your vacation and everything else is turned in and there are no other holds in the file I can probably grant temporary occupancy. However, I will likely not be able to review the file until tomorrow evening or Wednesday. Can you make sure to get a hard copy of the as-built into the office 1 week from June 16th? Once I review the file I will let you know if we can grant temporary occupancy or if there is a reason I cant I will let you know. Thank you, Evan Dobrowski Environmental Health Specialist Jefferson County Water Quality Program 615 Sheridan Street Port Townsend WA 98368 (360)385-9444 ext 446 fax(360)379-4487 edobrowski@cojefferson.wa.us www.j effersonc ountypublichealth.org Always working for a safer and healthier Jefferson County CONFIDENTIALITY NOTICE: This e-mail message, including any attachments, is for the sole use of the intended recipient(s) and may contain confidential and privileged information. Any unauthorized review,use, disclosure, or distribution is prohibited. If you are not the intended recipient,please contact the sender by reply e-mail and destroy all copies of the original message. All e-mail sent to this address has been received by the Jefferson County e- mail system and is therefore subject to the Public Records Act, a state law found at RCW 42.56. Under the 2 Public Records law the County must release this e-mail and its contents to any person who asks to obtain a copy(or for inspection) of this e-mail unless it is also exempt from disclosure under state law, including RCW 42.56. 3 Page 1 of 1 . PILE COPY Thomas &Traci's Email 111111111111111111111111/1111111111111111811 From: "Thomas&Traci's Email"<taumock@cablespeed om> 'i"` r�, // Date: Wednesday,February 11,2015 12:14 PM To: "Amanda Cramer"<AmandaC@emeraldaire.com>;"Ma Blain"<mblain@co jefferson.wa.us>; "Sally Ellis"<SEllis@co.jefferson.wa.us> Attach: Fire Wrap Submittal-Camp Parsons.pdf Subject: BLD13-071 -Commercial Kitchen,Camp Parsons Dining Hall Pillb Greetings All! i I have reviewed the enclosed attachment from Amanda's submittal. I find the submittal is compliant eey with item 9.1 from my 19 May 2011 Fire Code report for the above-referenced and I recommend the duct wrap be approved by your office. Yours in Life and Fire Safety JEFFERSON COUNTY DCD E�.�ILDi G PLAN REVIEW Thomas L. Aumock Consulting Fire Code Inspector and Plans Examiner APPROVED AS SUBMITTED !ti Jefferson County Department of Community Development APPROVED AS NOTED From: Amanda Cramer Sent: Wednesday, February 11, 2015 10:09 AM o REJECTED taumock@cablespeed.com Subject: RE: Camp Parsons permit ate Z Reviewer Good morning Thomas, K-Ar- 16 y1 We were just made aware that you require a submittal of the fire wrap for the grease duct for the Camp Parsons project. I have attached the submittal, please let me know if you need it sent to you in another format or if this is acceptable. Thank youl r Amanda Cramer Office Administrator/Permit Specialist � � 1-- C1 I n �� -� Emerald Aire, Inc. ! L 5108 D Street NW )' - 1 Auburn, WA 98001 Contact the i (253) 872-5665 at 379-4450 Building Departrr nt ��� F r R 1 7 2f15 prior to ,L or revisions to the mafcing changes J From:John Ridge approved plans uidn Sent:Tuesday, February 10, 2015 9:32 AM >� rti ivIUN'JY CrUFIOPRTN1Clow To:Amanda Cramer Subject:Camp Parsons permit REVIEWED FOR Amanda, CODE COMPLIANCE The permit is requiring that we submit the fire wrap for the grease duct to Jefferson county for approval. Attached is the letter see 9.1 highlighted and copy of submittals on fire wrap material.We need to brake out 1,,ss! the fire wrap from the submittal. Please find out how Jefferson want the submittal sent. Thanks Vis^ 7 John �.:tur:.C,.conA:,° r r, 1"i: i,ce,Lac3 COL]es and rt glu.A,c: 2/16/2015 f J S SPEC: 23.07.13 - 2.5 Fire Barrier Duct Wrap 615+ Duct Wrap Fire Protection System for Commercial Kitchen Grease and Ventilation Air Ducts Product Data (� LISTED LISTED �,pSSiPii, LISTED (E: ��GA Ppi' 71 ItC1 ,IS 9e �� .x N.'' DRAT OQ'US BATES AND BLANKETS DUCT INSULATION FIRESTOP SYSTEMSFlRESTOP SYSTEMS FOR USE IN FIRE RESISTIVE DUCT ASSEMBLIES 9009 SEE INTERTEK DIRECTORYSEE INTERTEK DIRECTORY SEE UL FIRE RESISTANCE DIRECTORY 9009 1. Product Description 2. Applications 3MTM Fire Barrier Duct Wrap Two-layer applications of 3MTM Fire Barrier Duct Wrap 615+ meet the 615+ is a fire resistant wrap criteria of ASTM E 2336 `Standard Test Methods for Fire Resistive consisting of an inorganic fiber Grease Duct Enclosure Systems'. blanket encapsulated with a 3MTM Fire Barrier Duct Wrap 615+as single-layer fire resistant wrap application scrim-reinforced foil.The product has passed the ISO 6944'Fire Resistance Tests—Ventilation Ducts'. is 1-1/2 in. thick, 6pcf density. It is used to fire rate commercial 3MTM Fire Barrier Duct Wrap 615+ is an ideal fire resistive enclosure kitchen grease ducts as well as for commercial kitchengrease ducts and ventilation air ducts. It is a ventilation ducts, and is a proven proven performance alternative to a 1 or 2 hour fire resistant rated shaft alternative to 1 or 2 hour fire enclosures and provides zero clearance to combustible construction resistant rated shaft enclosures. throughout the entire enclosure system.3MT^^ Fire Barrier Water Tight With its excellent insulating Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL or capabilities, low weight and thin3MTM Fire Barrier Water Tight Sealant 2000+Silicone Sealants is used in profile, it is and ideal choice for combination with 3MTM Fire Barrier Duct Wrap 615+to firestop the duct a duct enclosure system.This when the duct penetrates fire rated floors and walls. non-asbestos wrap installs easily because of its high flexibility 3. Availability and strength. Unit SizeQuantity Weight Features Roll 24 in.x 25 ft. 1 45 lbs •Two-layer wrap for grease ducts (60,9 mm x 635 cm) (20.4 kg) rated as a shaft alternative per ASTM E 233648 in.x 25 ft. 90 lbs Roll (121 cm x 635 cm) 1 (40.8 kg) •Zero clearance to combustible throughout the entire enclosure \ system for congested spaces 4. Typical Physical Properties • One-layer wrap for fires-rPcistivP ���lll ventilation ducts per ISO 6944 Blanket Color Weight • High flexibility for installation ease White 0.9 lbs./ft.2(4.38 kg/m2) • Foil encapsulated for blanket protection, less dust, and high wrap strength •Widest range of penetration seal systems 1 In accordance with the tolerances in ASTM C 892 Standard Specification for High-Temperature Fiber Blanket Thermal Insulation. 1 I r 5. Performance A:3MTM Fire Barrier Duct Wrap 615+ has been tested in C.Thermal Conductivity accordance with the following: Btu- in. W ASTM E 2336 Standard Test Methods for Fire Resistive Grease Duct Temp. hr-ft2-°F m2-K Enclosure Systems 500°F 0.48 0.07 ASTM E 119 Standard Test Methods for Fire Tests of Building Construction (260°C) and Materials ASTM E 814 Standard Test Method for Fire Tests of Through-Penetration 1000°F 0.97 0.14 Fire Stops (537°C) ASTM E 136 Standard Test Method for Behavior of Material in a Vertical 1500°F 1.57 0.23 Tube Furnace at 750°C(1382°F) (815°C) ASTM C 518 Standard Test Method for Steady-State Thermal Transmission 1800°F 1 98 0.29 Properties by Means of the Heat Flow Meter Apparatus (982°C) ASTM C 1338 Standard Test Method for Determining Fungi Resistance of 2000°F Insulation Materials and Facings (1093°C) 2.23 0.33 ASTM E 84 Standard Test Method for Surface Burning Characteristics of Building Materials ISO 6944-85 Fire Resistance Tests-Ventilation Ducts D. Linear Shrinkage 24 Hr @ 2012°F(1000°C): 1.2% B.Surface Burning Characteristics(ASTM E 84, ULC/CAN S-102) E. R-Value Single layer of 3MTM Fire Barrier Flame Spread Smoke Developed Duct Wrap 615+ at 77°F(25°C): Foil Encapsulated Blanket <25 <50 6.38 °F-ftz-hr Btu F. Design Listings Fire Resistive Third-Party Testing Services Rating Enclosure System Design Listing Description Grease Duct Listings-ASTM E 2336 2 layers of 3MTM Fire Barrier Intertek 3MU/FRD 120-18 48 x 48 in. 1 and 2 Hour Duct Wrap 615+, minimum Rectangular 3 in. (76 mm)perimeter and lntertek 3MU/FRD 120-19 48 in. Round longitudinal overlaps Ventilation Duct Listings-ISO 6944 1 layer of 3MTM Fire Barrier Intertek 3MU/FRD 120-15 24 x 85 in. 1 and 2 Hour Duct Wrap 615+, minimum Underwriters Laboratories HNLJ.V-27 Rectangular 3 in. (76 mm)perimeter and longitudinal overlaps Intertek 3MU/FRD 120-04 40 in. Round G.Codes and Standards 3MTM Fire Barrier Duct Wrap 3MTM Fire Barrier Duct Wrap 615+installed per ISO 6944 tested Design 615+ installed per ASTM E 2336 Listings can be utilized to meet the requirements of the following codes: tested Design Listings meets the requirements of the following codes: NFPA 92A Standard for Smoke-Control System Utilizing Barriers and Pressure Differences, 2006 Edition-Section 6.6.2 NFPA 96, 2008 Edition NFPA 92B Standard for Smoke Management Systems in Malls,Atria, 2006/2009 International and Large Spaces, 2005 Edition-Section 7.5.2 Mechanical Code NFPA 101®Life Safety Code®, 2006 Edition-Section(s) 8.6.7, 18.7.7 International Mechanical Code®, 2006 Edition-Section 513.10.2 International Building Code®, 2006 Edition-Section 909.10.2 These are only partial lists for design listings and code requirements. For the latest code and approval information go to www.3M.com/firestop or speak to your authorized 3M distributor or sales representative at(800)328-1687. 2 6. Installation Techniques 3MTM Fire Barrier Duct Wrap 615+should be installed per the application design listing in accordance with the following basic installation instructions. A. Material and Equipment C. Preparatory Work • 3MT"' Fire Barrier Duct Wrap 615+ blanket, 1-1/2 in. 3MTM Fire Barrier Duct Wrap 615+ is installed with (38 mm)thick2, 24 in. (60 cm) or 48 in. (121 cm) common tools, such as knives, banders and capacitor wide, 25 ft. (635 cm)standard length.The 48 in. discharge guns for applying insulation pins. In order to (121 cm)wide blanket helps to minimize waste. install the duct firestop system,the surfaces of all the •Aluminum foil tape. openings and penetrating items need to be clean, dry, frost free and free of dust. • Minimum 3/4 in. (19 mm)wide filament tape. • Stainless steel banding material, minimum 1/2 in. D. Method(Two-Layer for ASTM E 2336) (12,7 mm)wide, minimum 0.015 in. (0,38 mm)thick, Note:Thesegeneral instructions for installing with stainless steel banding clips. 3MTM Fire Barrier Duct Wrap 615+ include a two-layer • Hand banding tensioner, crimping tool and wrap construction of 24-inch 3MTM Fire Barrier Duct banding cutter. Wrap 615+blanket applied directly to a grease duct. • Minimum 12 gauge copper-coated steel insulation To minimize waste, 3MTM Fire Barrier Duct Wrap 615+ pins used with minimum 2-1/2 in. (38 mm)square material should be rolled out tautly before measuring. galvanized steel or stainless speed clips or 1-1/2 in. The first layer of 3M Fire Barrier Duct Wrap 615+ (38 mm) dia. round or equivalent sized insulated blanket is wrapped around the perimeter of the duct cup-head pins. and is cut to a length to overlap itself not less than 3 in. (76 mm).The overlap made by adjacent blankets • Capacitor discharge stud gun. forms the"longitudinal"overlap.Aluminum foil tape is •Access door hardware:four galvanized steel thread used to seal all cut edges of the blanket and any tears rods, 1/4 in. (6 mm)diameter by minimum 6 in. long in the foil scrim.This first layer is temporarily held in (152 mm)with 1/4 in. (6 mm)wing nuts and 1/4 in. place using filament tape.The first layer does not (6 mm)washers. require stainless steel banding. • 4 in. (102 mm) long steel hollow tubing to fit The second layer of 3MTM Fire Barrier Duct Wrap 615+ threaded rods. blanket is wrapped around the perimeter of the previously installed first layer of 615+, and is cut to at • Minimum 4 pcf(64 kg/m3)density mineral wool or length to overlap itself not less that 3 in. (76 mm).The scrap pieces of 3MTM Fire Barrier Duct Wrap 615+. centerline of the second layer of blanket should be • 3MTM Fire Barrier Water Tight Sealant 1000 NS, 1003 centered over the overlap of the first layer.The second SL or 3MTM Fire Barrier Silicone Sealant 2000+. layer of blanket requires longitudinal overlap onto adjacent blankets of not less than 3 in. (76 mm).The B.Storage second layer of blanket is also held in place using filament tape.The second layer of wrap requires The 3MTM Fire Barrier Duct Wrap 615+and 3MTM Fire permanent fastening with stainless steel banding or Barrier Water Tight Sealant 1000 NS, 1003 SL or rows of weld pins(impaling or cup-head style). 3MTM Fire Barrier Silicone Sealant 2000+ must be stored in a dry warehouse environment. Pallets should not be stacked. 2 In accordance with the tolerances in ASTM C 892 Standard Specification for High-Temperature Fiber Blanket Thermal Insulation. 3 i Figure 1 3MTM Fire Barrier Duct Wrap 615+Commercial Kitchen Grease Duct Systems 1 or 2 Hour Shaft Alternative Zero Clearance to Combustibles Telescoping Wrap Technique With Banding For Ducts 24 inches(60,9 cm)or Less 1. First Layer 3MTM Fire Barrier Duct Wrap 615+ 2. Second Layer 3MTM Fire Barrier Duct Wrap 615+ O 3. 3/4 in. (19 mm)Wide Filament Tape 4. Steel Banding 1/2 in. (13 mm)Wide Min. 0 ION' Typical for Permanent Fastening 0 --� 5. 3 in. (76 mm) Min. Longitudinal Overlap o l's.. 6. 3 in. (76 mm) Min. Perimeter Overlap 1.44iii System integrity is limited by quality of installation. 0 � `' I Ducts >24 in. (60,9 cm)Wide Require Pinning on ':��' the Bottom Side. Consult Current Independent Testing Laboratories "ti�,3,,, (Intertek, UL) For Design or System Details. There are three (3) approved installation techniques for installing the 3MTM Fire Barrier Duct Wrap 615+ (See Figures 1A, 1B, & 1C): 1.Telescoping 3 in. (76 mm)Overlap Wrap Cross Section View Figure 1A With the telescoping overlap wrap method, each 3"(76 mm) 3"(76 mm) blanket overlaps one adjacent blanket, and each blanket has one edge exposed and one edge 1-1/2"(38 mm) N © O © 1_1/2"(38 mm) covered by the next blanket as shown in Figure 1A. The visible edges of the perimeter overlaps all point ��`����_ in the same direction. ��� 1•111...� 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ 21"(53.3 cm)Typ. 1 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 0 3. 3 in. (76 mm) Min. Longitudinal Overlap 2. Checkerboard 3 in. (76 mm)Overlap Wrap Cross Section View Figure 1B With the 3 in. (76 mm) checkerboard overlap wrap method, blankets with both edges exposed 3.(76 mm) 3"(76 mm) alternate with blankets with covered edges, as v2"(38 mm) 0 O © __1/2"(38 mm) shown in Figure 1 B.The visible edges of the perimeter overlaps alternate their directions and appear on every other blanket. �� � 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ O 53.3°m)rr,. 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 3. 3 in. (76 mm) Min. Longitudinal Overlap 4 3. Butt Joint With Collar Cross Section View With the butt joint and collar method, adjacent blankets are butted tightly together and 6 in. (152 mm) wide collar of duct wrap is centered over the joint, overlapping each blanket by 3 in. (76 mm) minimum as shown in Figure 1. 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ Figure 1C 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 6 (152 mm) 5. 6 in. (152 mm) Min.Wide 615+ or 20A Collar 3" (76 mm) 6. Firmly Butted Joint 1-1/2" (38 mm) rll111111 1-1/2" (38 mm) 0 0 i iL O 0 System integrity is limited by quality of installation. Consult Current Independent Testing Laboratories(Intertek, UL) For Design or System Details. In all three overlap techniques the perimeter overlap can occur at any location on the duct. The blanket is mechanically attached to the duct by steel banding or by welded insulation pins and clips for all three installation methods listed above. For Banding Only(See Figure 1) For Mechanical Fastening with Pins Only Filament tape can be used to temporarily hold the Insulation pins are welded to the duct in the centers of blanket in place until the banding is applied.The the overlaps a minimum of 1-1/2 in. (38 mm)from steel banding is applied around the duct 1-1/2 in. each edge of the blanket, and spaced a maximum of (38 mm)from each edge of the blanket, and maximum 10-1/2 in. (26,7 cm)on center along perimeter overlap, 10-1/2 in. (26,7 cm)centers.The banding is placed and a maximum of 10-1/2 in. (26,7 mm) on center around the material and tightened so as to sufficiently along longitudinal overlaps.The blanket is impaled hold the 3MTM Fire Barrier Duct Wrap 615+ in place over the pins and held in place by galvanized speed against the duct, compressing the foil but not cutting clips. Insulation pins that extend beyond the blanket the foil. wrap shall be turned down to eliminate sharp points. Insulated cup-head pins can be used at the same Additional Pinning to Prevent Sagging of the Wrap spacing requirements of the insulation pins. For Ducts 24 in. (60 cm)and larger in width, additional NOTE: Support hangar systems do not need to be pins are needed to support the blanket on the bottom wrapped provided the hangar rods are at least a horizontal surface and on the outside face of a vertical minimum of 3/8 in. (9,53 mm)diameter and spaced duct run. Space pins a maximum of 10-1/2 in. a maximum of 60 in. (152 cm)on center along the (26,7 cm) apart in the direction of the blanket width, length of the duct. Use a minimum 2 in.x 2 in. x 1/4 in. and a maximum of 12 in. (30 cm)apart in the direction (50 mm x 50 mm x 6,35 mm)steel angle steel support of the blanket length. Refer to paragraph below for channel or SMACNA equivalent support system. more information on Mechanical Fastening with Pins. • 5 Figure 2 • 3MTm Fire Barrier Duct Wrap 615+ '�� Commercial Kitchen Grease Duct Systems 1 or 2 Hour Access Door System14114 � O 1. Access Hole 1111W,2. 1/4 in. (6 mm) Dia.All Threaded Rods % !/ji � 0 << 3.Access Cover—16 Gauge O 4. Insulation Pins—Welded Igg ] © © � . 5. First Layer 3MTM Fire Barrier Duct Wrap 615+Cut Q1 . Same Size As Cover °®e , 6. Second Layer 3MTM Fire Barrier Duct Wrap 615+ o / P .r with 1 in. (25 mm)Overlap On All Sides 7.Third Layer 3MTM Fire Barrier Duct Wrap 615+with MP 1 in. (25 mm)Overlap On All Sides 8. Speed Clips 9.Aluminum Tape Covering All Exposed Edges System integrity is limited by quality of installation. 10. Spool Pieces For Threaded Rods Consult Current Independent Testing Laboratories 11. 1/4 in. (6 mm) Diameter Wings Nuts (Intertek, UL) For Design or System Details. Access Door Installation Fourgalvanized steel threaded rods, 1/4 in. diameter(6,35 mm) by 4-1/2 in.to 5 in. long (114 mm to 127 mm) are welded to the duct at the corners of the door opening. Four steel tubes, each 3 in. (76 mm) long, are placed over the rods to act as protection for the 3MTM Fire Barrier Duct Wrap 615+when fastening the door. Four insulation pins are welded to the door panel for installation of the blanket. One layer of 3MTM Fire Barrier Duct Wrap 615+ is cut approximately the same size as the access panel and impaled over the insulation pins on the panel.It is essential that this layer fit tightly against the wrap surrounding the access door opening with no through openings. A second layer of 3MTM Fire Barrier Duct Wrap 615+ is cut so as to overlap the first layer by a minimum of 1 in. (25,4 mm).A third layer of 3MTM Fire Barrier Duct Wrap 615+ is cut so as to overlap the second layer by a minimum of 1 in. (25,4 mm).The third layer is impaled over the pins and all three layers are locked in place with galvanized or stainless steel speed clips. Pins that extend beyond the outer layer of 3MTM Fire Barrier Duct Wrap 615+shall be turned down to avoid sharp points on the door.The insulated door panel is placed over the threaded rods and held in place with washers and wing nuts.The details are shown in Figure 2. 6 t Figure 3 4: 0 3MTM Fire Barrier Duct Wrap 615+ Commercial Kitchen Grease Duct Systems 1 or 2 Hour Through Penetration Systems 4-1/2 inch(11,4 cm)Concrete Floor or Wall 1111MI 1. Floor/Ceiling or Wall Assembly 0 0 2. Duct 3. One or Two Layers 3MTM Fire Barrier Duct Wrap 615+ L —- 4. Banding or Pinning . I __- 5. Packing Material 6. 3MTM Fire Barrier Water Tight Sealant 1000 NS, _ -- 3MTM Fire Barrier Water Tight Sealant 1003 SL, or 3MTM Fire Barrier Silicon Sealant 2000+. For Wall I I Assembly Apply Sealant To Both Sides of Wall. 0 I 3MTM Fire Barrier Water Tight Sealant 1003 SL I I Not Suited For Wall Applications. System integrity is limited by quality of installation. Consult Current Independent Testing Laboratories(Intertek, UL) For Design or System Details. Penetrations When the duct penetrates a fire rated wall, ceiling or floor, an approved firestop system must be employed. Figure 3 illustrates a typical condition.To firestop the wrapped duct,follow the installation parameters detailed in a compatible ASTM E 814 tested through-penetration firestop design. Note:Through-penetration designs in which the duct is bare where it passes through combustible or limited-combustible construction (e.g. gypsum walls or wood joist floor-ceiling assemblies) are appropriate for ventilation duct scenarios only. It is not appropriate for bare, uninsulatedgrease ducts to pass through combustible assemblies. Through Penetration Systems Intertek Testing Services ASTM E 814 Sealants Fire Resistive Design Listing (former Description Firestopped To Rating OPL name) 3MU/PH 60-01 FS 557 W Gypsum Wall Duct Wrap 3MTM Fire Barrier 1 Hour Water Tight 3MU/PV 60-01 FS 558 F Floor-Ceiling Duct Wrap Sealant 1000 NS 3MU/PH 120-14 FS 559 W Gypsum Wall Duct Wrap 3MT"' Fire Barrier 3MU/PH 120-16 FS 563 W Concrete Wall Bare Duct Water Tight 3MU/PH 120-17 FS 566 W Gypsum Shaft Wall Bare Duct Sealant 1003 SL 2 Hour 3MU/PH 120-18 FS 568 W Gypsum Wall Bare Duct 3MTM Fire Barrier 3MU/PH 120-29 FS 579 W Concrete Wall Duct Wrap Silicone 3MU/PV 120-06 FS 576 F Concrete Floor Bare Duct Sealant 2000+ 3MU/PV 120-07 FS 578 F Concrete Floor Duct Wrap For technical data and properties of 3MTM Fire Barrier Water Tight Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL or 3MTM Fire Barrier Silicone Sealant 2000+, see separate product data sheets available from your 3M representative or go to www.3M.com/firestop. This is only a partial list of design listings. For the latest information go to www.3M.com/firestop or speak to your authorized 3M distributor or sales representative at(800)328-1687. 7 . 7. Maintenance 8. Purchase Information No maintenance is required when installed in 3M Fire Barrier products are available through a accordance with the 3M Installation Instructions. network of nationwide distributors. For information Once installed, if any section of the 3MTM Fire Barrier on where to buy, go to www.3M.com/firestop. Duct Wrap 615+ is damaged so that the blanket requires repair,the following procedures apply: •The damaged section should be removed by 9. Safe Handling Information cutting the steel banding or removing the clips holding it in place. Consult Material Safety Data Sk yet prior to handling and disposing of 3t" 'dire Barrier •A new section of the same dimension should be Duct Wrap 615+. cut from a roll of 3MTM Fire Barrier Duct Wrap 615+, either 24 in. (60,9 cm)or 48 in. (121 cm)wide. •The new section should be placed and fitted ensuring the same overlap that existed previously. •The steel banding should be placed around the material and tensioned so as to sufficiently hold the 3MTM Fire Barrier Duct Wrap 615+ in place. • If the blanket has not been damaged but the foil has ripped, seal the rips with aluminum foil tape. Important Notice to User: Product Use: Many factors beyond 3M's control and uniquely within user's knowledge and control can affect the use and performance of a 3M product in a particular application. Given the variety of factors that can affect the use and performance of a 3M product, user is solely responsible for evaluating the 3M product and determining whether it is fit for a particular purpose and suitable for user's method of application. Warranty and Limited Remedy: 3M warrants that each 3M Fire Protection Product will be free from defects in material and manufacture for 90 days from the date of purchase from 3M's authorized distributor. 3M MAKES NO OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. If a 3M product does not conform to this warranty, the sole and exclusive remedy is, at 3M's option, replacement of the 3M product or refund of the purchase price. Limitation of Liability:Except where prohibited by law,3M will not be liable for any loss or damage arising from the 3M product, whether direct, indirect, special, incidental or consequential, regardless of the legal theory asserted. 3M Building and Commercial Services Division Please recycle.Printed in U.S.A. St.Paul,MN 55144-1000 ©3M 2009.All rights reserved. 1-800-328-1687 98-0213-4605-5 3M.com/firestop 08/2009 rev0 3M is a trademark of 3M. Page 1 of 1 Thomas & Traci's Email From: "Thomas&Traci's Email"<taumock@cablespe > -= -/;-="I l Arl Date: Monday,February 16,2015 10:10 AM To: "John Shuey"<johns@emeraldaire.com>; "Mary Blain"<mblain@co.jefferson.wa.us>;"Sally Ellis" <SE1lis@co,jefferson.wa.us> Attach: RFI 58- 10-Ft.Fan Clearance.pdf Subject: BLD13-071: Camp Parsons Commercial Kitchen Exhaust Termination Issue Greetings All! I have reviewed the enclosed attachment from John Shuey's February 16, 2015 email submittal. Inspector Jim Coyne's February 04, 2015 phone inquiry led to our finding that the exhaust termination did not meet NFPA 96 Code at that time. I now find the submittal is compliant with Code and I recommend the Building Permit be amended for the exhaust termination and protection of combustibles, and be approved by your office. Yours in Life and Fire Safety Thomas L. Aumock Consulting Fire Code Inspector and Plans Examiner Jefferson County Department of Community Development Original Message From: John Shuey Sent: Monday, February 16, 2015 6:09 AM To: taumock@cablespeed.com Subject: Camp Parsons Type 1 fan response Good morning ! I finally received an answer back from the architect about the 10' clearance to combustibles of the type 1 hood fan. I would appreciate if you would look over the pages he sent me and let me know if this will meet NFPA requirements. Thank You. I - I OLLDM iiiJ! t III # 1 FEB 17 2015 it ILIA ,I� 1 ' JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT 2/16/2015 • Request For Information - 58 E , Camp Parsons PkBiiIC (,i:\1_xvl r��\1�i��:rt>RS DATE: 02/05/2015 To: Gerald Eysaman From Michelle Deng Eysaman and Company Camp Parsons 711 St Helens Ave 970 Bee Mill Road Tacoma,W3A 98402 Brinnon, WA 98230 Phone: 2532725934 Phone: 206.453.1005 Fax: Fax: Email: geralde@eysamancompany.com Email: _ michelled@exxelpacific.com CC: Subject: EF-1 Clearance to Combustibles Status: Open Drawing#: M2.1 Spec Sect#: Addendum: Submittal #: Potential Schedule 81or Cost Impacts: Schedule Impact(days): Co:° Impact: lnforma inn Requested: Date Re•uired: 0211212015 Per NFPA.t-,?ss one grease fans need 10ft clearance to combustibles. M2.1 shows EF-1 attached to the building, not providing the 10ft clearance. Does NFPA offer any means to reduce the clearance requirements?Please advise. Suggestion: Requesting Firm: Exxel Pacific, Inc. Submitted By: /*aat& Derr/ Response: Date Response 02/11/15 Install exhaust fan with 30' elbow up per attached sketch. Provide non- combustible construction on building surfaces within 10 feet of fan discharge opening. 12Feb2015 Replace wood siding on exterior of north elevation with non-combustible cementicious panel similar to `Nardi-Panel'. Substitute vertical battens in similar material and match appearance to be nominally similar to wood battens. Extend replacement to minimum within the 10' limit identified by attached sketch and per code compliance. Replace in complete, full vertical section from undeside of eave to top of continuous horizontal wood trim board above window. Provide hardi-panel soffit material to replace fir siding soffit material in this same area. Repace all trim boards with hardi trim or matching non-combustible material. Fully wrap rake board with non-combustible metal similar to roofing material to extend required to be compliant, continuous bead fully elastic sealant at high rake side of metal. Metal to match roof green or a dark Brown acceptible. To the greatest extent practical provide flat area below exhaust for code compliant ladder placement. Gerald KB Eysaman A 7.8.3 (1):3m (10 ft) clearance to combustible construction 33_7 ° 4 a mC ;1 III ) Access— "` panel •' 0I' 7.8.3 (5): Ductwork pitched back Into hoods or drain E-- 7.8.3 (1): Noncombustible wall RFI58 150212 . s A.7.8.2.2 "t' CI*(Both types of fan terminations should be accessible as follows: • (1) Rooftop Terminations. All roof exhaust fans (whether through the roof or to the roof from outside) should have ready access to all sides from a flat roof surface without a ladder, or they should be provided with safe access via built-in stairs, a walkway, or a portable ladder to a flat work surface on all sides of the fan. (See 7.8.2.) • (2) (Wall Terminations. All through-the-wall exhaust fans should have ready access from the ground from no more than a 2 m (6 ft) stepladder or should be provided with a flat work surface under the fan that allows for access to all sides of the Ian from no more than a 6 m (20 11)extension ladder. (See 7.8.3,) RFI58 150212 • p \"AGIELTS\211049.0.amngr\N3.1 ar 58Errg,Nod..2/11/2015 5:00;16 AN, anm4n..ao1o. A / / \♦ s�. ::..1 +♦. gN '. I 4 ;.. I I - 00.I ''i I "' 41111111111140 , r 011111111 Tii.,,,,,,i,•: w 0 o I a 1 0 20 T N� O _ N i ,,....Ce-v-re. A-4-49frird \_� Jam✓/ VV Fire Barrier Duct Wrap 615+ Duct Wrap Fire Protection System for Commercial Kitchen Grease and Ventilation Air Ducts Product Data LISTED LISTED �Np•SSIF44, LISTED tEA,E,, 0 P0 ULel CCI��, r .7. GA vq, s USY N n•°x x•'° OgATOQ'US BATTS AND BLANKETS DUCT INSULATION FIRESTOP SYSTEMS FOR USE IN FIRE RESISTIVE DUCT ASSEMBLIES 9069 SEE INTERTEK DIRECTORY FIRESTOP SYSTEMS SEE UL FIRE RESISTANCE DIRECTORY SEE INTERTEK DIRECTORY 90G9 1. Product Description 2. Applications 3MTM Fire Barrier Duct Wrap Two-layer applications of 3MTM Fire Barrier Duct Wrap 615+ meet the 615+ is a fire resistant wrap criteria of ASTM E 2336 `Standard Test Methods for Fire Resistive consisting of an inorganic fiber Grease Duct Enclosure Systems'. blanket encapsulated with a 3MTM Fire Barrier Duct Wrap 615+ .s sin•le-la er fire resistant wrap application scrim-reinforced foil. The product has passed the ISO 6944`Fire Resistance Tests Ventilation 1ucs is 1-1/2 in. thick, 6pcf density. It is used to fire rate commercial3MTM Fire Barrier Duct Wrap 615+ is an ideal fire resistive enclosure kitchen grease ducts as well as for commercial kitchengrease ducts and ventilation air ducts. It is a ventilation ducts, and is a proven proven performance alternative to a 1 or 2 hour fire resistant rated shaft alternative to 1 or 2 hour fire enclosures andprovides zero clearance to combustible construe ion resistant rated shaft enclosures. throughout the entire enclosure system. 3MTM Fire Barrier WaterITg1T With its excellent insulating Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL or capabilities, low weight and thin 3MTM Fire Barrier Water Tight Sealant 2000+Silicone Sealants is used in profile, it is and ideal choice for combination with 3MTM Fire Barrier Duct Wrap 615+to firestop the duct a duct enclosure system.This when the duct penetrates fire rated floors and walls. non-asbestos wrap installs easily because of its high flexibility 3. Availability and strength. Features Unit Size Quantity Weight •Two-layer wrap for grease ducts Roll 24 in. x 25 ft. 45 lbs rated as a shaft alternative per (60,9 mm x 635 cm) 1 (20.4 kg) ASTM E 2336 Roll 48 in. x 25 ft. 90 lbs •Zero clearance to combustible (121 cm x 635 cm) 1 (40.8 kg) throughout the entire enclosure system for congested spaces 4. Typical Physical Properties • One-layer wrap for fire-resistive ventilation ducts per ISO 6944 Blanket Color Weight • High flexibility for installation ease White 0.9 lbs./ft.2(4.38 kg/m2) • Foil encapsulated for blanket protection, less dust, and high wrap strength • Widest range of penetration seal systems REVIEWED FOR CODE COMPLIANCE 1 In accordance with the tolerances in ASTM C 892 Standard Specification for High-Temperature Fiber Blanket Thermal Insulation. 1 5. Performance A.3MTM Fire Barrier Duct Wrap 615+has been tested in C.Thermal Conductivity accordance with the following: Btu-in. W Temp. ASTM E 2336 Standard Test Methods for Fire Resistive Grease Duct hr-ft'-°F m2-K Enclosure Systems 500°F 0.48 0.07 ASTM E 119 Standard Test Methods for Fire Tests of Building Construction (260°C) and Materials 1000°F ASTM E 814 Standard Test Method for Fire Tests of Through-Penetration (537°C) 0.97 0.14 Fire Stops ASTM E 136 Standard Test Method for Behavior of Material in a Vertical 1500°F 1.57 0.23 Tube Furnace at 750°C(1382°F) (815°C) ASTM C 518 Standard Test Method for Steady-State Thermal Transmission 1800°F 1.98 0.29 Properties by Means of the Heat Flow Meter Apparatus (982°C) ASTM C 1338 Standard Test Method for Determining Fungi Resistance of 2000°F 2 23 0.33 Insulation Materials and Facings (1093°C) ASTM E 84 Standard Test Method for Surface Burning Characteristics of Building Materials D. Linear Shrinkage ISO 6944-85 Fire Resistance Tests-Ventilation Ducts 24 Hr 2012°F(1000°C): 1.2% B. Surface Burning Characteristics(ASTM E 84, ULC/CAN S-102) E. R-Value Single layer of 3MTM Fire Barrier Flame Spread Smoke Developed Duct Wrap 615+ at 77°F(25°C): Foil Encapsulated Blanket <25 <50 6.38 °F ftz-hr Btu F. Design Listings Fire Resistive Third-Party Testing Services Rating Enclosure System Design Listing Description Grease Duct Listings-ASTM E 2336 2 layers of 3MTM Fire Barrier 48 x 48 in. Duct Wrap 615+, minimum Intertek 3MU/FRD 120-18 Rectangular 1 and 2 Hour 3 in. (76 mm) perimeter and longitudinal overlaps Intertek 3MU/FRD 120-19 48 in. Round Ventilatinn_Duct Listings-ISO 6944 1 laver of 3MTM Fire Barrier Intertek 3MU/FRD 120-15 24 x 85 in. 1 and 2 Hour Duct Wrap 615+, minimum Underwriters Laboratories HNLJ.V-27 Rectangular 3 in. (76 mm)perimeter and Intertek 3MU/FRD 120-04 40 in. Round lonaitudinal overlaps G.Codes and Standards 3MTM Fire Barrier Duct Wrap 3MTM Fire Barrier Duct Wrap 615+installed per ISO 6944 tested Design 615+ installed per ASTM E 2336 Listings can be utilized to meet the requirements of the following codes: tested Design Listings meets the requirements of the following codes: NFPA 92A Standard for Smoke-Control System Utilizing Barriers and Pressure Differences, 2006 Edition-Section 6.6.2 NFPA 96, 2008 Edition NFPA 92B Standard for Smoke Management Systems in Malls,Atria, 2006/2009 International and Large Spaces, 2005 Edition-Section 7.5.2 Mechanical Code NFPA 101°Life Safety Code®, 2006 Edition-Section(s) 8.6.7, 18.7.7 International Mechanical Code®, 2006 Edition-Section 513.10.2 International Building Code®, 2006 Edition-Section 909.10.2 These are only partial lists for design listings and code requirements. For the latest code and approval information go to www.3M.com/firestop or speak to your authorized 3M distributor or sales representative at(800)328-1687. 2 6. Installation Techniques 3MTM Fire Barrier Duct Wrap 615+should be installed per the application design listing in accordance with the following basic installation instructions. A. Material and Equipment C. Preparatory Work • 3MTM Fire Barrier Duct Wrap 615+ blanket, 1-1/2 in. 3MTM Fire Barrier Duct Wrap 615+ is installed with (38 mm)thick2, 24 in. (60 cm)or 48 in. (121 cm) common tools, such as knives, banders and capacitor wide,25 ft. (635 cm)standard length.The 48 in. discharge guns for applying insulation pins. In order to (121 cm)wide blanket helps to minimize waste. install the duct firestop system,the surfaces of all the •Aluminum foil tape. openings and penetrating items need to be clean, dry, frost free and free of dust. • Minimum 3/4 in. (19 mm)wide filament tape. • Stainless steel banding material, minimum 1/2 in. D. Method (Two-Layer for ASTM E 2336) (12,7 mm)wide, minimum 0.015 in. (0,38 mm)thick, Note:Thesegeneral instructions for installing with stainless steel banding clips. 3MTM Fire Barrier Duct Wrap 615+ include a two-layer • Hand banding tensioner, crimping tool and wrap construction of 24-inch 3MTM Fire Barrier Duct banding cutter. Wrap 615+ blanket applied directly to a grease duct. • Minimum 12 gauge copper-coated steel insulation To minimize waste, 3MTM Fire Barrier Duct Wrap 615+ pins used with minimum 2-1/2 in. (38 mm)square material should be rolled out tautly before measuring. galvanized steel or stainless speed clips or 1-1/2 in. The first layer of 3MTM Fire Barrier Duct Wrap 615+ (38 mm) dia. round or equivalent sized insulated blanket is wrapped around the perimeter of the duct cup head pins. and is cut to a length to overlap itself not less than 3 in. (76 mm).The overlap made by adjacent blankets • Capacitor discharge stud gun. forms the"longitudinal" overlap.Aluminum foil tape is •Access door hardware: four galvanized steel thread used to seal all cut edges of the blanket and any tears rods, 1/4 in. (6 mm)diameter by minimum 6 in. long in the foil scrim. This first layer is temporarily held in (152 mm)with 1/4 in. (6 mm)wing nuts and 1/4 in. place using filament tape. The first layer does not (6 mm)washers. require stainless steel banding. • 4 in. (102 mm) long steel hollow tubing to fit The second layer of 3MTM Fire Barrier Duct Wrap 615+ threaded rods. blanket is wrapped around the perimeter of the • Minimum 4 pcf(64 kg/m3)density mineral wool or previously installed first layer of 615+, and is cut to at length to overlap itself not less that 3 in. (76 mm). The scrap pieces of 3MTM Fire Barrier Duct Wrap 615+. centerline of the second layer of blanket should be •3MTM Fire Barrier Water Tight Sealant 1000 NS, 1003 centered over the overlap of the first layer.The second SL or 3MTM Fire Barrier Silicone Sealant 2000+. layer of blanket requires longitudinal overlap onto adjacent blankets of not less than 3 in. (76 mm).The B. Storage second layer of blanket is also held in place using rM filament tape.The second layer of wrap requires The 3M Fire Barrier Duct Wrap 615+ and 3MTM Fire permanent fastening with stainless steel banding or Barrier Water Tight Sealant 1000 NS, 1003 SL or rows of weld pins (impaling or cup head style). 3MTM Fire Barrier Silicone Sealant 2000+ must be stored in a dry warehouse environment. Pallets should not be stacked. 2 In accordance with the tolerances in ASTM C 892 Standard Specification for High-Temperature Fiber Blanket Thermal Insulation. 3 Figure 1 3MTM Fire Barrier Duct Wrap 615+ Commercial Kitchen Grease Duct Systems 1 or 2 Hour Shaft Alternative Zero Clearance to Combustibles Telescoping Wrap Technique With Banding For Ducts 24 inches (60,9 cm)or Less 1. First Layer 3MTM Fire Barrier Duct Wrap 615+ 2. Second Layer 3MTM Fire Barrier Duct Wrap 615+ 1. 3. 3/4 in. (19 mm)Wide Filament Tape 0 4. Steel Banding 1/2 in. (13 mm)Wide Min. 0 �/�� Typical for Permanent Fastening 0 5. 3 in. (76 mm) Min. Longitudinal Overlap ♦�� 6. 3 in. (76 mm) Min. Perimeter Overlap O System integrity is limited by0 I— . quality of installation. N. `�" Ducts>24 in. (60,9 cm)Wide Require Pinning on ,`� the Bottom Side. ,,��;, • Consult Current Independent Testing Laboratories '; (Intertek, UL) For Design or System Details. 1;,33 There are three (3) approved installation techniques for installing the 3MTM Fire Barrier Duct Wrap 615+ (See Figures 1A, 1B, & 1C): 1.Telescoping 3 in.(76 mm)Overlap Wrap Cross Section View Figure 1A With the telescoping overlap wrap method, each blanket overlaps one adjacent blanket, and each (76 mm) 3 cue mm)) blanket has one edge exposed and one edge 1-1/2"(38 mm) III © O covered by the next blanket as shown in Figure 1A. i21-1 (38 mm) The visible edges of the perimeter overlaps all point in the same direction. _�— ��� 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 0 21•(53.3 cm)Typ. 3. 3 in. (76 mm) Min. Longitudinal Overlap 2. Checkerboard 3 in. (76 mm) Overlap Wrap Cross Section View With the 3 in. (76 mm)checkerboard overlap Figure 1B wrap method, blankets with both edges exposed 3"(76 mm)i © (76 mm, alternate with blankets with covered edges, as 1-1/2'(38 mm, O shown in Figure 1 B. The visible edges of the `' "2 c38 perimeter overlaps alternate their directions and appear on every other blanket. ..416..... �! 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ O m,rYp. 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 3. 3 in. (76 mm) Min. Longitudinal Overlap 4 3. Butt Joint With Collar Cross Section View With the butt joint and collar method, adjacent blankets are butted tightly together and 6 in. (152 mm) wide collar of duct wrap is centered over the joint, overlapping each blanket by 3 in. (76 mm) minimum as shown in Figure 1. 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ Figure 1C 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 6" (152 mm) 5. 6 in. (152 mm) Min. Wide 615+or 20A Collar 3" (76 mm) _ 6. Firmly Butted Joint 1-1/2" (38 mm> -4-1-1/2" (38 mm) 0 0 I ---f 0 0 System integrity is limited by quality of installation. Consult Current Independent Testing Laboratories(Intertek, UL) For Design or System Details. In all three overlap techniques the perimeter overlap can occur at any location on the duct. The blanket is mechanically attached to the duct by steel banding or by welded insulation pins and clips for all three installation methods listed above. For Banding Only(See Figure 1) For Mechanical Fastening with Pins Only Filament tape can be used to temporarily hold the Insulation pins are welded to the duct in the centers of blanket in place until the banding is applied.The the overlaps a minimum of 1-1/2 in. (38 mm)from steel banding is applied around the duct 1-1/2 in. each edge of the blanket, and spaced a maximum of (38 mm)from each edge of the blanket, and maximum 10-1/2 in. (26,7 cm) on center along perimeter overlap, 10-1/2 in. (26,7 cm)centers. The banding is placed and a maximum of 10-1/2 in. (26,7 mm) on center around the material and tightened so as to sufficiently along longitudinal overlaps. The blanket is impaled hold the 3MTM Fire Barrier Duct Wrap 615+ in place over the pins and held in place by galvanized speed against the duct, compressing the foil but not cutting clips. Insulation pins that extend beyond the blanket the foil. wrap shall be turned down to eliminate sharp points. Insulated cup-head pins can be used at the same Additional Pinning to Prevent Sagging of the Wrap spacing requirements of the insulation pins. For Ducts 24 in. (60 cm) and larger in width, additional NOTE:Support hangar systems do not need to be pins are needed to support the blanket on the bottom wrapped provided the hangar rods are at least a horizontal surface and on the outside face of a vertical minimum of 3/8 in. (9,53 mm)diameter and spaced duct run. Space pins a maximum of 10-1/2 in. a maximum of 60 in. (152 cm)on center along the (26,7 cm) apart in the direction of the blanket width, length of the duct. Use a minimum 2 in.x 2 in.x 1/4 in. and a maximum of 12 in. (30 cm) apart in the direction (50 mm x 50 mm x 6,35 mm)steel angle steel support of the blanket length. Refer to paragraph below for channel or SMACNA equivalent support system. more information on Mechanical Fastening with Pins. 5 Figure 2 • 3MTM Fire Barrier Duct Wrap 615+Commercial Kitchen Grease Duct Systems 1 or 2 Hour Access Door System :'0 1.Access Hole2. 1/4 in. (6 mm) Dia.All Threaded Rods11 3.Access Cover— 16 Gauge 4. Insulation Pins—Welded O 5. First Layer 3MTM Fire Barrier Duct Wrap 615+Cut © © Ij Same Size As Cover I 6. Second Layer 3MTM Fire Barrier Duct Wrap 615+ ® �o with 1 in. (25 mm) Overlap On All Sides 7. Third Layer 3MTM Fire Barrier Duct Wrap 615+ with 1 in. (25 mm) Overlap On All SidesILIP 8. Speed Clips 9.Aluminum Tape Covering All Exposed Edges System integrity is limited by quality of installation. 10. Spool Pieces For Threaded Rods Consult Current Independent Testing Laboratories 11. 1/4 in. (6 mm) Diameter Wings Nuts (Intertek, UL) For Design or System Details. Access Door Installation Fourgalvanized steel threaded rods, 1/4 in. diameter(6,35 mm) by 4-1/2 in. to 5 in. long (114 mm to 127 mm) are welded to the duct at the corners of the door opening. Four steel tubes, each 3 in. (76 mm) long, are placed over the rods to act as protection for the 3MTM Fire Barrier Duct Wrap 615+when fastening the door. Four insulation pins are welded to the door panel for installation of the blanket. One layer of 3MTM Fire Barrier Duct Wrap 615+ is cut approximately the same size as the access panel and impaled over the insulation pins on the panel.Itis essential that this layer fit tightly against the wrap surrounding the access door opening with no through openings. A second layer of 3MTM Fire Barrier Duct Wrap 615+ is cut so as to overlap the first layer by a minimum of 1 in. (25,4 mm).A third layer of 3MTM Fire Barrier Duct Wrap 615+ is cut so as to overlap the second layer by a minimum of 1 in. (25,4 mm).The third layer is impaled over the pins and all three layers are locked in place with galvanized or stainless steel speed clips. Pins that extend beyond the outer layer of 3MTM Fire Barrier Duct Wrap 615+shall be turned down to avoid sharp points on the door. The insulated door panel is placed over the threaded rods and held in place with washers and wing nuts.The details are shown in Figure 2. 6 Figure 3 3MTM Fire Barrier Duct Wrap 615+ 0 Commercial Kitchen Grease Duct Systems 1 or 2 Hour Through Penetration Systems 4-1/2 inch (11,4 cm)Concrete Floor or Wall Ira 1. Floor/Ceiling or Wall Assembly O 0 2. Duct 3. One or Two Layers 3MTM Fire Barrier Duct Wrap 615+ L -- _ 4. Banding or Pinning ° •,„ : 5. Packing Material I -- 6. 3MTM Fire Barrier Water Tight Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL, or 0 — -- 3MTM Fire Barrier Silicon Sealant 2000+. For Wall Assembly Apply Sealant To Both Sides of Wall. 0 3MTM Fire Barrier Water Tight Sealant 1003 SL Not Suited For Wall Applications. System integrity is limited byquality of installation. Consult Current Independent Testing Laboratories(Intertek, UL) For Design or System Details. Penetrations When the duct penetrates a fire rated wall, ceiling or floor, an approved firestop system must be employed. Figure 3 illustrates a typical condition. To firestop the wrapped duct,follow the installation parameters detailed in a compatible ASTM E 814 tested through-penetration firestop design. Note:Through-penetration designs in which the duct is bare where it passes through combustible or limited-combustible construction (e.g. gypsum walls or wood joist floor-ceiling assemblies) are appropriate for ventilation duct scenarios only. It is not appropriate for bare, uninsulated grease ducts to pass through combustible assemblies. Through Penetration Systems ASTM E 814 Intertek Testing Services li Sealants Fire Resistive (former Rating Design Listing OPL name) Description Firestopped To 3MTM Fire Barrier 1 Hour 3MU/PH 60-01 FS 557 W Gypsum Wall Duct Wrap Water Tight 3MU/PV 60-01 FS 558 F Floor-Ceiling Duct Wra Sealant 1000 NS p 3MU/PH 120-14 FS 559 W Gypsum Wall Duct Wrap 3MTM Fire Barrier 3MU/PH 120-16 FS 563 W Concrete Wall Bare Duct Water Tight 3MU/PH 120-17 FS 566 W Gypsum Shaft Wall Bare Duct Sealant 1003 SL 2 Hour 3MU/PH 120-18 FS 568 W Gypsum Wall Bare Duct 3MTM Fire Barrier 3MU/PH 120-29 FS 579 W Concrete Wall Duct Wrap Silicone 3MU/PV 120-06 FS 576 F Concrete Floor Bare Duct Sealant 2000+ 3MU/PV 120-07 FS 578 F Concrete Floor Duct Wrap For technical data and properties of 3MTM Fire Barrier Water Tight Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL or 3MTM Fire Barrier Silicone Sealant 2000+, see separate product data sheets available from your 3M representative or go to www.3M.com/firestop. This is only a partial list of design listings. For the latest information go to www.3M.com/firestop or speak to your authorized 3M distributor or sales representative at(800) 328-1687. 7 7. Maintenance 8. Purchase Information No maintenance is required when installed in 3M Fire Barrier products are available through a accordance with the 3M Installation Instructions. network of nationwide distributors. For information Once installed, if any section of the 3MTM Fire Barrier on where to buy, go to www.3M.com/firestop. Duct Wrap 615+ is damaged so that the blanket requires repair, the following procedures apply: •The damaged section should be removed by 9. Safe Handling Information cutting the steel banding or removing the clips holding it in place. Consult Material Safety Data Sheet prior to •A new section of the same dimension should be handling and disposing of 3MTM Fire Barrier cut from a roll of 3MTM Fire Barrier Duct Wrap 615+, Duct Wrap 615+. either 24 in. (60,9 cm) or 48 in. (121 cm)wide. •The new section should be placed and fitted ensuring the same overlap that existed previously. •The steel banding should be placed around the material and tensioned so as to sufficiently hold the 3MTM Fire Barrier Duct Wrap 615+ in place. • If the blanket has not been damaged but the foil has ripped, seal the rips with aluminum foil tape. Important Notice to User: Product Use: Many factors beyond 3M's control and uniquely within user's knowledge and control can affect the use and performance of a 3M product in a particular application. Given the variety of factors that can affect the use and performance of a 3M product, user is solely responsible for evaluating the 3M product and determining whether it is fit for a particular purpose and suitable for user's method of application. Warranty and Limited Remedy: 3M warrants that each 3M Fire Protection Product will be free from defects in material and manufacture for 90 days from the date of purchase from 3M's authorized distributor. 3M MAKES NO OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. If a 3M product does not conform to this warranty, the sole and exclusive remedy is, at 3M's option, replacement of the 3M product or refund of the purchase price. Limitation of Liability:Except where prohibited by law,3M will not be liable for any loss or damage arising from the 3M product, whether direct, indirect, special, incidental or consequential, regardless of the legal theory asserted. 3M Building and Commercial Services Division Please recycle.Printed in U.S.A. St.Paul,MN 55144-1000 ©3M 2009.All rights reserved. 1-800-328-1687 98-0213-4605-5 3M.com/firestop 08/2009 rev0 3M is a trademark of 3M. ' ,,4,2e:AAND.A. S.)6.)....„...4 ' SPEC: 23.07.13 - 2.5 Fire Barrier Duct Wrap 615+ Duct Wrap Fire Protection System for Commercial Kitchen Grease and Ventilation Air Ducts Product Data //.. �n LISTED LISTED Vies .uSS/Ph, Vel'W NSENTEk �tGA epi(��� o�y�0 c`*" us 'a ,�:. ORATO'US eek H•. BATTS AND BLANKETS DUCT INSULATION FIRESTOP SYSTEMS FIRESTOP SYSTEMS FOR USE IN ARE RESISTIVE DUCT ASSEMBLIES 90G9 SEE INTERTEK DIRECTORY SEE INTERTEK DIRECTORY SEE UL ARE RESISTANCE DIRECTORY 9009 1. Product Description 2. Applications 3MTM Fire Barrier Duct Wrap Two-layer applications of 3MTM Fire Barrier Duct Wrap 615+ meet the 615+ is a fire resistant wrap criteria of ASTM E 2336 `Standard Test Methods for Fire Resistive consisting of an inorganic fiber Grease Duct Enclosure Systems'. blanket encapsulated with a 3MTM Fire Barrier Duct Wrap 615+as single-layer fire resistant wrap application scrim-reinforced foil.The product has passed the ISO 6944'Fire Resistance Tests—Ventilation Ducts'. is 1-1/2 in. thick, 6pcf density.' It is used to fire rate commercial 3MTM Fire Barrier Duct Wrap 615+ is an ideal fire resistive enclosure kitchen grease ducts as well as for commercial kitchen grease ducts and ventilation air ducts. It is a ventilation ducts, and is a proven proven performance alternative to a 1 or 2 hour fire resistant rated shaft alternative to 1 or 2 hour fire enclosures and provides zero clearance to combustible construction resistant rated shaft enclosures. throughout the entire enclosure system. 3MTM Fire Barrier Water Tight With its excellent insulating Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL or capabilities, low weight and thin 3MTM Fire Barrier Water Tight Sealant 2000+Silicone Sealants is used in profile, it is and ideal choice for combination with 3MTM Fire Barrier Duct Wrap 615+to firestop the duct a duct enclosure system.This when the duct penetrates fire rated floors and walls. non-asbestos wrap installs easily because of its high flexibility 3. Availability and strength. Unit Size Quantity Weight Features 24 in. x 25 ft. 45 lbs •Two-layer wrap for grease ducts Roll (60,9 mm x 635 cm) 1 (20.4 kg) rated as a shaft alternative per 90 lbs ASTM E 2336 Roll 48 in. x 25 ft. 1 (121 cm x 635 cm) (40.8 kg) • Zero clearance to combustible throughout the entire enclosure system for congested spaces 4. Typical Physical Properties • One-layer wrafT fnr fire-rPsictiva Blanket Color Weight ��11 ventilation ducts per ISO 6944 • High flexibility for installation ease White 0.9 lbs./ft.2(4.38 kg/m2) • Foil encapsulated for blanket protection, less dust, and high wrap strength • Widest range of penetration seal systems REVIEWED FOR CODE COMPLIANCE 1 In accordance with the tolerances in ASTM C 892 Standard Specification for High-Temperature Fiber Blanket Thermal Insulation. 1 5. Performance A.3MTM Fire Barrier Duct Wrap 615+ has been tested in C.Thermal Conductivity accordance with the following: Btu-in. W ASTM E 2336 Standard Test Methods for Fire Resistive Grease Duct Temp. hr—ft'—°F m'—K Enclosure Systems 500°F 0.48 0.07 ASTM E 119 Standard Test Methods for Fire Tests of Building Construction (260°C) and Materials 1000°F ASTM E 814 Standard Test Method for Fire Tests of Through-Penetration0.97 0.14 Fire Stops (537°C) ASTM E 136 Standard Test Method for Behavior of Material in a Vertical 1500°F 1.57 0.23 Tube Furnace at 750°C(1382°F) (815°C) ASTM C 518 Standard Test Method for Steady-State Thermal Transmission 1800°F 1 98 0.29 Properties by Means of the Heat Flow Meter Apparatus (982°C) ASTM C 1338 Standard Test Method for Determining Fungi Resistance of 2000°F Insulation Materials and Facings (1093°C) 2.23 0.33 ASTM E 84 Standard Test Method for Surface Burning Characteristics of Building Materials ISO 6944-85 Fire Resistance Tests—Ventilation Ducts D. Linear Shrinkage 24 Hr 2012°F (1000°C): 1.2% B. Surface Burning Characteristics (ASTM E 84, ULC/CAN S-102) E. R-Value Single layer of 3MTM Fire Barrier Flame Spread Smoke Developed Duct Wrap 615+at 77°F(25°C): Foil Encapsulated Blanket <25 <50 6.38 °F-ft'-hr Btu F. Design Listings Fire Resistive Third-Party Testing Services Rating Enclosure System Design Listing Description Grease Duct Listings-ASTM E 2336 2 layers of 3MTM Fire Barrier Intertek 3MU/FRD 120-18 48 x 48 in. 1 and 2 Hour Duct Wrap 615+, minimum Rectangular 3 in. (76 mm) perimeter and longitudinal overlaps lntertek 3MU/FRD 120-19 48 in. Round Ventilation Duct Listings-ISO 6944 1 layer of 3MTM Fire Barrier Intertek 3MU/FRD 120-15 24 x 85 in. 1 and 2 Hour Duct Wrap 615+, minimum Underwriters Laboratories HNLJ.V-27 Rectangular 3 in. (76 mm)perimeter and longitudinal overlaps Intertek 3MU/FRD 120-04 40 in. Round G. Codes and Standards 3MTM Fire Barrier Duct Wrap 3MTM Fire Barrier Duct Wrap 615+ installed per ISO 6944 tested Design 615+ installed per ASTM E 2336 Listings can be utilized to meet the requirements of the following codes: tested Design Listings meets the requirements of the following codes: NFPA 92A Standard for Smoke-Control System Utilizing Barriers and Pressure Differences, 2006 Edition-Section 6.6.2 NFPA 96, 2008 Edition NFPA 92B Standard for Smoke Management Systems in Malls, Atria, 2006/2009 International and Large Spaces, 2005 Edition -Section 7.5.2 Mechanical Code NFPA 101®Life Safety Code®, 2006 Edition-Section(s) 8.6.7, 18.7.7 International Mechanical Code®, 2006 Edition-Section 513.10.2 International Building Code®, 2006 Edition-Section 909.10.2 These are only partial lists for design listings and code requirements. For the latest code and approval information go to www.3M.com/firestop or speak to your authorized 3M distributor or sales representative at (800)328-1687. 2 6. Installation Techniques 3MTM Fire Barrier Duct Wrap 615+ should be installed per the application design listing in accordance with the following basic installation instructions. A. Material and Equipment C. Preparatory Work • 3MTM Fire Barrier Duct Wrap 615+ blanket, 1-1/2 in. 3MTM Fire Barrier Duct Wrap 615+ is installed with (38 mm)thick2, 24 in. (60 cm) or 48 in. (121 cm) common tools, such as knives, banders and capacitor wide, 25 ft. (635 cm) standard length.The 48 in. discharge guns for applying insulation pins. In order to (121 cm)wide blanket helps to minimize waste. install the duct firestop system, the surfaces of all the • Aluminum foil tape. openings and penetrating items need to be clean, dry, frost free and free of dust. • Minimum 3/4 in. (19 mm)wide filament tape. • Stainless steel banding material, minimum 1/2 in. D. Method (Two-Layer for ASTM E 2336) (12,7 mm)wide, minimum 0.015 in. (0,38 mm)thick, Note:Thesegeneral instructions for installing with stainless steel banding clips. 3MTM Fire Barrier Duct Wrap 615+ include a two-layer • Hand banding tensioner, crimping tool andwrap construction of 24-inch 3MTM Fire Barrier Duct banding cutter. Wrap 615+ blanket applied directly to agrease duct. • Minimum 12 gauge copper-coated steel insulation To minimize waste, 3MT"' Fire Barrier Duct Wrap 615+ pins used with minimum 2-1/2 in. (38 mm)square material should be rolled out tautly before measuring. galvanized steel or stainless speed clips or 1-1/2 in. The first layer of 3M Fire Barrier Duct Wrap 615+ (38 mm)dia. round or equivalent sized insulated blanket is wrapped around the perimeter of the duct cup head pins. and is cut to a length to overlap itself not less than 3 in. (76 mm).The overlap made by adjacent blankets • Capacitor discharge stud gun. forms the"longitudinal" overlap. Aluminum foil tape is • Access door hardware:four galvanized steel thread used to seal all cut edges of the blanket and any tears rods, 1/4 in. (6 mm)diameter by minimum 6 in. long in the foil scrim. This first layer is temporarily held in (152 mm)with 1/4 in. (6 mm)wing nuts and 1/4 in. place using filament tape.The first layer does not (6 mm)washers. require stainless steel banding. • 4 in. (102 mm) long steel hollow tubing to fit The second layer of 3MTM Fire Barrier Duct Wrap 615+ threaded rods. blanket is wrapped around the perimeter of the previously installed first layer of 615+, and is cut to at • Minimum 4 pcf(64 kg/m3)density mineral wool or length to overlap itself not less that 3 in. (76 mm).The scrap pieces of 3MTM Fire Barrier Duct Wrap 615+. centerline of the second layer of blanket should be • 3MTM Fire Barrier Water Tight Sealant 1000 NS, 1003 centered over the overlap of the first layer.The second SL or 3MTM Fire Barrier Silicone Sealant 2000+. layer of blanket requires longitudinal overlap onto adjacent blankets of not less than 3 in. (76 mm).The B.Storage second layer of blanket is also held in place using filament tape. The second layer of wrap requires The 3MTM Fire Barrier Duct Wrap 615+ and 3MTM Fire permanent fastening with stainless steel banding or Barrier Water Tight Sealant 1000 NS, 1003 SL or rows of weld pins(impaling or cup-head style). 3MTM Fire Barrier Silicone Sealant 2000+ must be stored in a dry warehouse environment. Pallets should not be stacked. 2 In accordance with the tolerances in ASTM C 892 Standard Specification for High-Temperature Fiber Blanket Thermal Insulation. 3 Figure 1 3MTM Fire Barrier Duct Wrap 615+Commercial Kitchen Grease Duct Systems 1 or 2 Hour Shaft Alternative Zero Clearance to Combustibles Telescoping Wrap Technique With Banding For Ducts 24 inches(60,9 cm) or Less 1. First Layer 3MTM Fire Barrier Duct Wrap 615+ 2. Second Layer 3MTM Fire Barrier Duct Wrap 615+ CI I 3. 3/4 in. (19 mm)Wide Filament Tape 4. Steel Banding 1/2 in. (13 mm)Wide Min. 0 Typical for Permanent Fastening 0 '111.' 5. 3 in. (76 mm) Min. Longitudinal Overlap o !` 6. 3 in. (76 mm) Min. Perimeter Overlap441H--, System integrity is limited by quality of installation. 0 11PP ` Ducts>24 in. (60,9 cm) Wide Require Pinning on � ' rt� the Bottom Side. Consult Current Independent Testing Laboratories ,., 1`6}; (Intertek, UL) For Design or System Details. There are three (3) approved installation techniques for installing the 3MTM Fire Barrier Duct Wrap 615+ (See Figures 1A, 1B, & 1C): 1.Telescoping 3 in. (76 mm) Overlap Wrap Cross Section View Figure 1A With the telescoping overlap wrap method, each 3"(76 mm) 3"(76 mm) blanket overlaps one adjacent blanket, and each blanket has one edge exposed and one edge 1-1/2•(38 mm) 1111 © O © 1-1/2•(38 mm) covered by the next blanket as shown in Figure 1A. The visible edges of the perimeter overlaps all point in the same direction. s� 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ 21"(53.3 m)Typ. 2. Steel Banding 1/2 in. (13 mm)Wide Min. Typical O 3. 3 in. (76 mm) Min. Longitudinal Overlap 2. Checkerboard 3 in. (76 mm)Overlap Wrap Cross Section View Figure 1B With the 3 in. (76 mm)checkerboard overlap wrap method, blankets with both edges exposed 3'(76 mm) 3"(76 mm) alternate with blankets with covered edges, as 1-1/2"(38 mm) I 0 O 0 1-1/2"(38 mm) shown in Figure 1 B.The visible edges of the perimeter overlaps alternate their directions and appear on every other blanket. =me 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ O 21 (63.3 cm)Typ. 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 3. 3 in. (76 mm) Min. Longitudinal Overlap 4 r 3. ButtJoint With Section View With the butt joint and Collar collarCross method, adjacent blankets are butted tightly together and 6 in. (152 mm) wide collar of duct wrap is centered over the joint, overlapping each blanket by 3 in. (76 mm) minimum as shown in Figure 1. 1. One Layer 3MTM Fire Barrier Duct Wrap 615+ Figure 1C 2. Steel Banding 1/2 in. (13 mm)Wide Min.Typical 8" (152 mm) 5. 6 in. (152 mm) Min. Wide 615+or 20A Collar 3" (7e mm) 6. Firmly Butted Joint 1-1/2° (38 mm) 1-1/2" (38 mm) O O System integrity is limited by quality of installation. Consult Current Independent Testing Laboratories(Intertek, UL) For Design or System Details. In all three overlap techniques the perimeter overlap can occur at any location on the duct. The blanket is mechanically attached to the duct by steel banding or by welded insulation pins and clips for all three installation methods listed above. For Banding Only(See Figure 1) For Mechanical Fastening with Pins Only Filament tape can be used to temporarily hold the Insulation pins are welded to the duct in the centers of blanket in place until the banding is applied.The the overlaps a minimum of 1-1/2 in. (38 mm)from steel banding is applied around the duct 1-1/2 in. each edge of the blanket, and spaced a maximum of (38 mm)from each edge of the blanket, and maximum 10-1/2 in. (26,7 cm) on center along perimeter overlap, 10-1/2 in. (26,7 cm)centers.The banding is placed and a maximum of 10-1/2 in. (26,7 mm)on center around the material and tightened so as to sufficiently along longitudinal overlaps.The blanket is impaled hold the 3MTM Fire Barrier Duct Wrap 615+ in place over the pins and held in place by galvanized speed against the duct, compressing the foil but not cutting clips. Insulation pins that extend beyond the blanket the foil. wrap shall be turned down to eliminate sharp points. Insulated cup-head pins can be used at the same Additional Pinning to Prevent Sagging of the Wrap spacing requirements of the insulation pins. For Ducts 24 in. (60 cm)and larger in width, additional NOTE: Support hangar systems do not need to be pins are needed to support the blanket on the bottom wrapped provided the hangar rods are at least a horizontal surface and on the outside face of a vertical minimum of 3/8 in. (9,53 mm)diameter and spaced duct run. Space pins a maximum of 10-1/2 in. a maximum of 60 in. (152 cm)on center along the (26,7 cm) apart in the direction of the blanket width, length of the duct. Use a minimum 2 in.x 2 in.x 1/4 in. and a maximum of 12 in. (30 cm)apart in the direction (50 mm x 50 mm x 6,35 mm)steel angle steel support of the blanket length. Refer to paragraph below for channel or SMACNA equivalent support system. more information on Mechanical Fastening with Pins. 5 Figure 2 • 3MTM Fire Barrier Duct Wrap 615+ ".I Commercial Kitchen Grease Duct Systems 1 or 2 Hour Access Door System /� 1. Access Hole �\ 411. Ofilll 1[14 2. 1/4 in. (6 mm) Dia.All Threaded Rods 7 3. Access Cover— 16 Gauge 2 . 0 0 4. Insulation Pins—Welded es r 5. First Layer 3MTM Fire Barrier Duct Wrap 615+Cut Same Size As Cover IPP '®04 0 or 6. Second Layer 3MTM Fire Barrier Duct Wrap 615+ O • %<or with 1 in. (25 mm) Overlap On All Sides 7.Third Layer 3MTM Fire Barrier Duct Wrap 615+with �� 1 in. (25 mm)Overlap On All Sides 8. Speed Clips 9. Aluminum Tape Covering All Exposed Edges System integrity is limited Y 9 Y by quality of installation. 10. Spool Pieces For Threaded Rods Consult Current Independent Testing Laboratories 11. 1/4 in. (6 mm) Diameter Wings Nuts (Intertek, UL) For Design or System Details. Access Door Installation Four galvanized steel threaded rods, 1/4 in. diameter(6,35 mm) by 4-1/2 in. to 5 in. long(114 mm to 127 mm) are welded to the duct at the corners of the door opening. Four steel tubes, each 3 in. (76 mm) long, are placed over the rods to act as protection for the 3MTM Fire Barrier Duct Wrap 615+when fastening the door. Four insulation pins are welded to the door panel for installation of the blanket. One layer of 3MTM Fire Barrier Duct Wrap 615+ is cut approximately the same size as the access panel and impaled over the insulation pins on the panel. It is essential that this layer fit tightly against the wrap surrounding the access door opening with no through openings. A second layer of 3MTM Fire Barrier Duct Wrap 615+ is cut so as to overlap the first layer by a minimum of 1 in. (25,4 mm). A third layer of 3MTM Fire Barrier Duct Wrap 615+ is cut so as to overlap the second layer by a minimum of 1 in. (25,4 mm).The third layer is impaled over the pins and all three layers are locked in place with galvanized or stainless steel speed clips. Pins that extend beyond the outer layer of 3MTM Fire Barrier Duct Wrap 615+ shall be turned down to avoid sharp points on the door. The insulated door panel is placed over the threaded rods and held in place with washers and wing nuts.The details are shown in Figure 2. 6 Figure 3 e 0 3MTM Fire Barrier Duct Wrap 615+ Commercial Kitchen Grease Duct Systems 1 or 2 Hour Through Penetration Systems 4-1/2 inch (11,4 cm) Concrete Floor or Wall 141 O 0 1. Floor/Ceiling or Wall Assembly 2. Duct 3. One or Two Layers 3MTM Fire Barrier Duct Wrap 615+ ` -- 4. Banding or Pinning n I ,.. y _ _5. Packing Material 6. 3MTM Fire Barrier Water Tight Sealant 1000 NS, 0 I'll 3MTM Fire Barrier Water Tight Sealant 1003 SL, or 3MTM Fire Barrier Silicon Sealant 2000+. For Wall Assembly Apply Sealant To Both Sides of Wall. 0 3MTM Fire Barrier Water Tight Sealant 1003 SL Not Suited For Wall Applications. System integrity is limited by quality of installation. 41) Consult Current Independent Testing Laboratories (Intertek, UL) For Design or System Details. Penetrations When the duct penetrates a fire rated wall, ceiling or floor, an approved firestop system must be employed. Figure 3 illustrates a typical condition.To firestop the wrapped duct, follow the installation parameters detailed in a compatible ASTM E 814 tested through-penetration firestop design. Note:Through-penetration designs in which the duct is bare where it passes through combustible or limited-combustible construction (e.g. gypsum walls or wood joist floor-ceiling assemblies) are appropriate for ventilation duct scenarios only. It is not appropriate for bare, uninsulatedgrease ducts to pass through combustible assemblies. Through Penetration Systems Intertek Testing Services ASTM E 814 Sealants Fire Resistive Design Listing (former Description Firestopped To Rating OPL name) 3MU/PH 60-01 FS 557 W Gypsum Wall Duct Wrap 3MTM Fire Barrier 1 Hour Water Tight 3MU/PV 60-01 FS 558 F Floor-Ceiling Duct Wrap Sealant 1000 NS 3MU/PH 120-14 FS 559 W Gypsum Wall Duct Wrap 3MT"^ Fire Barrier 3MU/PH 120-16 FS 563 W Concrete Wall Bare Duct Water Tight 3MU/PH 120-17 FS 566 W Gypsum Shaft Wall Bare Duct Sealant 1003 SL 2 Hour 3MU/PH 120-18 FS 568 W Gypsum Wall Bare Duct 3MTM Fire Barrier 3MU/PH 120-29 FS 579 W Concrete Wall Duct Wrap Silicone 3MU/PV 120-06 FS 576 F Concrete Floor Bare Duct Sealant 2000+ 3MU/PV 120-07 FS 578 F Concrete Floor Duct Wrap For technical data and properties of 3MTM Fire Barrier Water Tight Sealant 1000 NS, 3MTM Fire Barrier Water Tight Sealant 1003 SL or 3MTM Fire Barrier Silicone Sealant 2000+, see separate product data sheets available from your 3M representative or go to www.3M.com/firestop. This is only a partial list of design listings. For the latest information go to www.3M.com/firestop or speak to your authorized 3M distributor or sales representative at (800) 328-1687. 7 4 7. Maintenance 8. Purchase Information No maintenance is required when installed in 3M Fire Barrier products are available through a accordance with the 3M Installation Instructions. network of nationwide distributors. For information Once installed, if any section of the 3MTM Fire Barrier on where to buy, go to www.3M.com/firestop. Duct Wrap 615+ is damaged so that the blanket requires repair, the following procedures apply: • The damaged section should be removed by 9. Safe Handling Information cutting the steel banding or removing the clips holding it in place. Consult Material Safety Data Sheet prior to handling and disposing of 3MTM Fire Barrier •A new section of the same dimension should be Duct Wrap 615+. cut from a roll of 3MTM Fire Barrier Duct Wrap 615+, either 24 in. (60,9 cm)or 48 in. (121 cm)wide. • The new section should be placed and fitted ensuring the same overlap that existed previously. • The steel banding should be placed around the material and tensioned so as to sufficiently hold the 3MTM Fire Barrier Duct Wrap 615+ in place. • If the blanket has not been damaged but the foil has ripped, seal the rips with aluminum foil tape. Important Notice to User: Product Use: Many factors beyond 3M's control and uniquely within user's knowledge and control can affect the use and performance of a 3M product in a particular application. Given the variety of factors that can affect the use and performance of a 3M product, user is solely responsible for evaluating the 3M product and determining whether it is fit for a particular purpose and suitable for user's method of application. Warranty and Limited Remedy: 3M warrants that each 3M Fire Protection Product will be free from defects in material and manufacture for 90 days from the date of purchase from 3M's authorized distributor. 3M MAKES NO OTHER EXPRESS OR IMPLIED WARRANTIES, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. If a 3M product does not conform to this warranty, the sole and exclusive remedy is, at 3M's option, replacement of the 3M product or refund of the purchase price. Limitation of Liability:Except where prohibited by law,3M will not be liable for any loss or damage arising from the 3M product, whether direct, indirect, special, incidental or consequential, regardless of the legal theory asserted. 3M Building and Commercial Services Division Please recycle.Printed in U.S.A. St.Paul,MN 551 44-1 000 ©3M 2009.All rights reserved. 1-800-328-1687 98-0213-4605-5 3M.com/firestop 08/2009 rev() 3M is a trademark of 3M. Sally Ellis From: Thomas &Traci's Email <taumock@cablespeed.corn> Sent: Wednesday, February 11, 2015 12:15 PM To: Amanda Cramer; Mary Blain; Sally Ellis Subject: BLD13-071 -Commercial Kitchen, Camp Parsons Dining Hall Attachments: Fire Wrap Submittal- Camp Parsons.pdf Greetings All! I have reviewed the enclosed attachment from Amanda's submittal. I find the submittal is compliant with item 9.1 from my 19 May 2011 Fire Code report for the above-referenced and I recommend the duct wrap be approved by your office. Yours in Life and Fire Safety Thomas L. Aumock Consulting Fire Code Inspector and Plans Examiner Jefferson County Department of Community Development From: Amanda Cramer Sent: Wednesday, February 11, 2015 10:09 AM To: taumock@cablesoeed com Subject: RE:Camp Parsons permit Good morning Thomas. We were just made aware that you require a submittal of the fire wrap for the grease duct for the Camp Parsons project. attached the submittal,please Iet me know if you need it sent to you in another format or if this is acceptable. Thank you! p J ct. I have amatcda Chan. Office Administrator/Permit Specialist Emerald Aire, Inc. 5108 D Street N W Auburn, WA 98001 (253)872-5665 From:John Ridge Sent:Tuesday, February 10, 2015 9:32 AM To:Amanda Cramer Subject: Camp Parsons permit Amanda, The permit is requiring that we submit the fire wrap for the grease duct to Jefferson county for approval. Attached letter see 9.1 highlighted and copy of submittals on fire wrap material. We need to brake out the fire wrapromtthe submittal. Please find out how Jefferson want the submittal sent. from the Thanks John 1 . ZINNO F1 I FIRE 1 rEME ww P0Box42 272 Schoolhouse Road 1 Brinnon WA,98320 at Phone:360-796-4450 Fax:360-796-3999 x / Cell:360-301-3439 -- Web Site:www.brinnonfire.org Chief Patrick Nicholson Wednesday,October 29,2014 To:Marty Boonstra,Columbia Fire Re:Hydrostatic Testing at Camp Parsons Marty, Yesterday,on October 29th,2014,I witnessed the hydrostatic testing conducted at the Camp Parsons dining hall project in Brinnon, Washington. I confirmed the static pressure of 225 psi and that air was bled from the primary feed. There appeared to be an appropriately sized orifice installed. The pressure held for 2.5 hours. I also visually confirmed the installation of a thrust restraint mechanism. There were no obvious leaks present. Respectfully, Patrick H.Nicholson,Fire Chief Jefferson County Deputy Fire Marshal pSSpCIAt/Q� Chief Patrick H.Nicholson,Jr.NAFI CFEI,/FSAC CFI,NREMT-P EastJefferson Professional Firefighters Local 2032 Sally Ellis From: John Goldberg <john@columbiafire.net> Sent: Wednesday, October 29, 2014 9:13 AM To: Sally Ellis Cc: Marty Boonstra Subject: FW: camp parsons water supply Attachments: parsonshydro.pdf Sally Attached is a letter from the Brinnon Fire Chief stating that he witnessed the hydro static testing of the underground supply stub out that we installed at Camp Parsons on 10/28/14. John Yours Truly, ,john Goldberg oiii to Awe s Columbia Fire SEE tNELt W...'SYSTEM SE MICE 4 f1,1,41$ Check out our YouTube Channel! Office Phone 206-232-8569 Cell Phone 425-628-3370 Fax 206-340-6100 E-mail john(a�columbiafire.net Website: www.columbiafire.net WE HAVE MOVED! PLEASE NOTE OUR NEW ADDRESS 111 South Findlay Street Seattle, WA 98108 From: Marty Boonstra Sent: Wednesday, October 29, 2014 8:53 AM To: John Goldberg Subject: FW: camp parsons water supply John Can you distribute this please.. 1 ()DLO lb — 1- 1 Sally Ellis From: Carl Smith Sent: Monday, October 13, 2014 3:09 PM To: John Goldberg Cc: Sally Ellis; Marty Boonstra; Jim Coyne Subject: RE: Camp Parsons John: Your proposal is acceptable. We will use the current permit to sign off the 5' underground portion. Be sure to include this supply piping on your fire sprinkler drawings. Regards, Carl From:John Goldberg [mailto:john@columbiafire.net] Sent: Monday,October 13, 2014 12:20 PM To:Carl Smith Cc: Sally Ellis; Marty Boonstra Subject: Camp Parsons Carl We are going to be installing the fire sprinkler system at the new Camp Parsons Dining Hall building in Brinnon WA. I have been communicating with Sally Ellis as to the submittal and permit protocol for the fire sprinkler interior sprinkler system. Recently we were asked to include the underground supply piping to 5 feet outside the building. Since our fire sprinkler drawings for the building will not be able to be submitted for about 6 weeks I was wondering if we could use the General Building Permit# BLD 13-71 to get inspection of the 5 foot underground part prior to our building fire sprinkler system submittal since we will have to install the 5 feet of underground prior to the building foundation being poured within the next week. The underground drawing would be included with the interior fire sprinkler drawing set at a later date. If not we could submit a drawing just showing the 5 feet of underground with a separate permit. Please Advise. John Yours Truly, john Goldberg 10 2 ColumbiaFi re spotrifouto aY'SrtAMA SttWlaCt i 6t►4RR Check out our YouTube Channell Office Phone 206-232-8569 Cell Phone 425-628-3370 Fax 206-340-6100 E-mail john(c�columbiafire.net Website: www.columbiafire.net 1 WE HAVE MOVED! PLEASE NOTE OUR NEW ADDRESS 111 South Findlay Street Seattle, WA 98108 2 Additional information required on plans: 51 Are all required fire separation walls indicated on the plans? (i.e. separation of dwelling to garage, etc.) 52 Are self-closing solid wood or listed 20 minute door assemblies indicated for the door from garage to dwelling? 53 Are all window and door sizes indicated? (See residential energy code forms) 54 Is safety glazing indicated for all locations classified as hazardous per IRC R308.4? (Bathrooms, by doors, etc.) 55 Are all insulation values indicated? (Walls, ceiling, floor, slab/foundation etc.) 56 Are all stair details indicated? (Including handrails, rise and run, stair width, landings, etc.) 57 Are guardrails indicated on landings or walking surfaces greater than 30" above grade? 58 Is all fireplace and/or stove information shown? How many ; Fuel type ; Locations 50 Is a propane tank to be installed? , If yes, what size? Is the location indicated on the site plan? 60 Are all gas (propane or natural) fueled appliances identified on the plan sheets? 61 Are any propane appliances proposed to be located in a basement, underfloor space or pit situation? (If yes, revisions are required, Propane is prohibited in locations where heavier-than-air gas might collect) 62 Do the plans include a fire extinguishing system (sprinkler)? If yes, an additional, separate permit is req'd. Structural Information: (If entire structure is engineered, skip to line# 91) 71 Is there any non-conventional framing (pole building, steel, log, SIP, etc.)? If yes, full struc. eng. is required.* 72 Do any bearing walls exceed 10' in height? , If yes, lateral engineering is required.* 73 Are there any structural members supporting concentrated point loads? (ie: large gravity loads bearing at a specific point on a beam) If yes, are they identified and are structural calculations provided? 74 Are any covered porches or roof extensions greater than 6' proposed? If yes, how are they laterally supported? (Lateral engineering may be required.) 75 Are all braced wall lines and braced wall panel types and locations clearly indicated on the plan sheets? 76 Are interior braced wall lines indicated for building portions greater than 35 ft in length? 77 Does the proposed structure satisfy the minimum IRC prescriptive braced wall requirements? If not, or if any of the following "unusual shapes" exist, then lateral engineering may be required in Seismic Design Category C locations, or will be required in Seismic Design Category D locations. UNUSUAL SHAPES: 81 Are any braced wall panels offset from the vertical plane directly above a foundation? (Some exceptions apply, see IRC R301.2.2.2.2(5)) 82 Are any floors or roofs not laterally supported on all edges by braced wall lines? ( R301.2.2.2.2(2)) 83 Does any roof or floor extend more than 6 feet beyond a braced wall line? ( R301.2.2.2.2(2)) 84 Do any required braced wall panels (BWPs) extend more than 1 ft over an opening in the wall below? (BWPs may extend over an opening 8 ft or less in width if the header is 4x12 or larger), ( R301.2.2.2.2(3)) 85 Are any floor openings more than 12' wide or more than 50% of the least floor dimension?R301.2.2.2.2(4) 86 Are any portions of floor vertically offset such that the floors can not be tied together? ( R301.2.2.2.2(5)) 87 Do any braced wall lines not meet in a perpendicular direction? ( R301.2.2.2.2(6)) *Structural engineering documents (If engineering is required, the following must be included): 91 Coversheet identifying the project location, scope, and the design professional's address and phone number 92 Design criteria indicated: 2009 IBC; snow load psf; wind 85 mph, exposure ; seismic 93 Stamped structural calculations, (2 sets) 94 Stamped structural general notes and all structural plan sheets, (2 sets) 95 WA State registered engineer's or architect's original seal, signature, signature date & registration expiration date. 96 All engineers' or architects' construction requirements must be clearly and accurately transferred to the plans. Reviewed by: Other Comments: Date: COOEPROS,LLC P.O. Box 185 Residential Permit Submittal Checklist Allyn,WA 98524 Page 2 of 2 CodeProsWA.com 4P41-' . _ Geotechnical Engineering Associated Earth Sciences, Inc. g g eg/eita � , Vea11'Of J8P/f1C8 Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Water Resources 14;.3 CAMP PARSONS DINING HALL Jefferson County, Washington Prepared for Environmental Assessments and Boy Scouts of America Remediation Project No. KE080388A July 16, 2008 Sustainable Development Services EC1 lVE FEB 2 8 2013 JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT Geologic Assessments T Associated Earth Sciences, Inc. -. -� § _ tea= Cele6ro n Over 25 VearsofSeruice July 16, 2008 Project No. KE080388A Boy Scouts of America cio Olympic Associates 701 Dexter Avenue North, Suite 301 Seattle, Washington 98109 Attention: Mr. Russ Woodruff Subject: Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Camp Parsons Dining Hall Jefferson County, Washington Dear Mr. Woodruff: We are pleased to present the enclosed copies of the above-referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies, and offers recommendations for the design and development of the proposed project. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washin on 4 Jon Sonde gaard, P.G., P.E.G. Prim i>+al G-•logist 114S/dr KE080388A2 Projects\200803881KE\W P Kirkland • Everett • Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com e SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT CAMP PARSONS DINING HALL Jefferson County, Washington Prepared for: Boy Scouts of America cio Olympic Associates 701 Dexter Avenue North, Suite 301 Seattle, Washington 98109 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 July 16, 2008 Project No. KE080388A r , Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and geotechnical engineering study for the proposed new dining hall at Camp Parsons in Jefferson County, Washington. The location of the site is shown on the "Vicinity Map," Figure 1, and the approximate locations of the proposed project and the explorations accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. In the event that any changes in the nature, design, or location of the planned residence are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data and geotechnical design recommendations to be utilized in the design and development of the replacement dining hall. Our study included a review of available geologic literature, excavating two exploration pits, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. Geologic hazard evaluations and geotechnical engineering studies were also conducted to determine the type of suitable foundation, allowable foundation soil bearing pressures, anticipated foundation settlements, lateral earth pressures, floor support recommendations, and drainage considerations. This report summarizes our current fieldwork and development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. C. Bradford Allen of the Boy Scouts of America (BSA). Our study was accomplished in general accordance with our scope of work letter, dated June 12, 2008. This report has been prepared for the exclusive use of the BSA and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDC/dr-KE080388A2-Projectst20080388I KEI WP Page 1 Camp Parsons Dining Hall Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Jefferson County, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION The project consists of demolishing an existing dining hall and replacing it with a new dining hall in roughly the same location. The new dining hall will be expanded primarily to the north and south of the existing hall's footprint. No basements or other subsurface structures are anticipated, and no cuts or fills over 7 feet are anticipated. The dining hall is located on the grounds of the BSA's Camp Parsons, which is near Brinnon, in Jefferson County Washington. The camp is addressed as 970 Bee Mill Road. The existing dining hall is a wood-frame, rectangular structure founded on a post-and-beam-type foundation. The existing dining hall is located near the base of a southern facing slope that has inclinations of approximately 26 to 33 percent. The slope is well vegetated with mature trees, brush, and grass. A drainage swale is located north of the existing dining hall. The swale appears to carry surface water runoff, during the wet season, down the slope and then across the toe of the slope, between the dining hall and the slope toe. No flowing or standing surface water was observed during our June 2008 site visit. Grass-covered lawns and parade grounds are on the dining hall's west, south, and east sides. The parade grounds to the south extend downward out to the bay at a slight inclination. The bay is several hundred feet away. 3.0 SITE EXPLORATION The site exploration was conducted on June 23, 2008, and consisted of two exploration pits, and a geologic and geologic hazard reconnaissance to gain information about the site. The various types of materials and sediments encountered in the explorations, as well as the depths where characteristics of these materials changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types. The approximate locations of the exploration pits are shown on the "Site and Exploration Plan," Figure 2. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The locations and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of variations beyond the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDCJdr-KE080388A2-Projects%200803881KEIWP Page 2 • Subsurface Exploration, Geologic Hazard, • Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Project and Site Conditions 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of applicable geologic literature. As shown on the logs, the exploration pits generally encountered forest duff and topsoil overlying a medium dense to very dense residual soil. The following section presents more detailed subsurface information organized from the shallowest (youngest) to the deepest (oldest) sediment types. 4.1 Stratigraphy Forest Duff and Topsoil Approximately 0.5 foot of loose, organic-rich, silty sand was encountered from the surface to a depth of approximately 0.5 foot in exploration pit EP-1. This material is interpreted to be forest duff and topsoil. Organic rich soils were not encountered in exploration pit EP-2, but are expected in the grassy areas surrounding the existing dining hall. Topsoil around the dining hall is estimated to be approximately 1 foot thick. Due to the loose nature and high organic content, the forest duff and topsoil are not suitable for foundation support or for reuse in new structural fills. Residual Soil Medium dense to very dense sand, containing variable amounts of silt, few to little amounts of gravel, and trace to few subangular and subrounded cobbles and small boulders, was encountered below the sod and topsoil in exploration pit EP-1 and from the surface in exploration pit EP-2. This material extended to the full 6-foot depths of the two exploration pits. This material is interpreted to be residual soil. The residual soil was derived by the chemical, biologic, and mechanical weathering of the underlying Tertiary bedrock (basalt) that underlies the area. The residual soils are suitable for support of the anticipated moderate dining hall loads and associated structures. The material contains a moderate amount of fine- grained soil particles, and, therefore, the soils are considered moisture sensitive. The site soils can be disturbed by vehicle and foot traffic under wet site conditions. The residual soils appear reusable in new structural fills, if properly moisture conditioned. 4.2 Geologic Mapping Review of the United States Geological Survey (USGS) geologic map titled Geologic Map of Surficial Deposits in the Seattle 30' X 60' Quadrangle, Washington , dated 1993, by Yount, Minard, and Dembroff indicates that the area is underlain by recessional outwash deposits and Tertiary bedrock. Our interpretation of the sediments encountered at the subject site is in general agreement with those mapped by the USGS. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. IPC/dr-KE080388A2-Projecu1200803881KE1WP Page 3 Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Project and Site Conditions 4.3 Hydrology Ground water seepage was not encountered at either of the two exploration pits excavated at the site to the depths explored. It should be noted that the depth or occurrence of ground water seepage may vary in response to changes in season, precipitation, and site use. Exploration for this study was conducted during the month of June. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDC/dr-KE080388A2-Projects120080388IKEIWP Page 4 Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic conditions, as observed and discussed herein. 5.0 STATIC SLOPE STABILITY ASSESSMENT Jefferson County's website maps indicate that the upper portion of the slope, along the south side of Bee Mill Road, above the proposed dining hall is classified as a "Moderate Landslide Hazard" area. This area starts approximately 200 feet upslope of the proposed dining hall. The lower portion of the slope is not classified as a landslide hazard area. A visual reconnaissance was made of the slope between the proposed dining hall and Bee Mill Road. During our reconnaissance of the slope, we looked for indications of slope instability, such as bowed or tilted trees, naturally occurring terraced topography, tension cracks, reversed drainage gradients, and unvegetated soil exposures. We did not observe any of these or other surface features that would indicate past or present, shallow or deep-seated slope movement on the site or in the immediate vicinity. Unweathered bedrock outcrops were observed at the top of the slope. Residual soils, similar to those encountered in the exploration pits, appear to mantle the slope. It appears that the risk of either deep seated earth movement and/or shallow debris-flow type movements under static conditions is low for the slope above the proposed dining hall. The existing drainage swale should be maintained or rerouted to direct storm water flow away from the building. With the inclusion of these drainage recommendations and the general recommendations within this report, no other mitigations, toe-of-slope setbacks, or buffers appear needed with respect to landslide hazards. 6.0 SEISMIC HAZARDS AND MITIGATION The subject site is not classified as a Seismic Hazard Area by Jefferson County. However, earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001, 6.8-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of a magnitude between 6.0 and 7.0 is likely in the Puget Sound area every 25 to 40 years. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. IDC/dr-KE080388i12-Projects1200803881KEIWP Page 5 Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Geologic Hazards and Mitigations 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The project site is located approximately 18 miles north of the projection of the Seattle Fault Zone and approximately 20 miles southwest of the South Whidbey Island Fault zone projection. According to the USGS studies, the latest movement of these fault zones was about approximately 1,100 years ago for the Seattle Fault Zone and 2,800 to 3,200 years ago for the South Whidbey Island Fault Zone. No other fault zones have been identified in the vicinity of the site. The recurrence intervals for movement along these fault systems appear to be in excess of 1,000 years. Due to the suspected long recurrence intervals and the distances to the fault zones, the potential for surficial ground rupture is considered to be low during the expected life of the structure, and no mitigation efforts beyond complying with the current (2006) International Building Code (IBC) are recommended. 6.2 Seismically Induced Landslides The discussion and recommendations in Section 5.0 of this report are also applicable for seismic conditions. It is our opinion that the risk of seismically induced landslides is low, and no additional mitigations appear needed. 6.3 Liquefaction The encountered stratigraphy has a low potential for liquefaction due to the density and grain size distribution of the near surface sediments and the lack of near surface ground water. Therefore, no liquefaction mitigation efforts appear needed. 6.4 Ground Motion It is our opinion that earthquake damage to the proposed structure, when founded on a suitable bearing stratum in accordance with the recommendations contained herein, will be caused by the intensity and acceleration associated with the event. Structural design of the proposed building should follow the 2006 IBC. Information presented by the USGS Earthquake Hazards Program indicates a spectral acceleration for the project area for short periods (0.2 seconds) of Ss = 1.22 and for a 1-second period of Si = 0.45. Based on the results of subsurface exploration and on an estimation of soil properties at depth utilizing available geologic data, Site Class "C", in conformance with Table 1613.5.2 of the IBC, may be used. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDC/dr-KE080388A2-Projects1200803881KEIWP Page 6 Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Geologic Hazards and Mitigations 7.0 EROSION HAZARDS AND MITIGATION The subject site is not classified as an Erosion Hazard Area by Jefferson County and, based on the existing site soils and topography, we consider the erosion-related hazard potential to be low, and special mitigation will not be required beyond the implementation of a Temporary Erosion and Sedimentation Control (TESL) Plan. TESC requirements vary between the wet season and the dry season. Between November 1." and April ls`, soil that is to be undisturbed for more than 24 hours is typically required to have temporary cover applied. The existing drainage swale located above and behind the proposed dining hall should be maintained or rerouted, as needed. Temporary sediment traps and/or armoring of the lower portion of the swale may be needed if the lower portion of the swale is rerouted. Turbid runoff should not be allowed onto adjacent properties or into sensitive receiving waters. To provide temporary cover, straw mulch, plastic sheeting, or erosion control blankets are typically used. A silt fence, along with a straw bale barrier, should be provided below the dining hall work area, between the work area and the bay. When soil needs to be covered for a longer period of time, temporary seeding can be implemented. Earthwork operations may need to be limited or stopped during periods of heavy rainfall and inclement weather. Upon request, Associated Earth Sciences, Inc. (AESI) can recommend which best management practices (BMPs) should be used in the TESL Plan, help field-fit the BMPs selected for maximum effectiveness, and perform field observations to assess BMP performance and to provide maintenance recommendations. These field observations may be required by Jefferson County for TESC compliance. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDC/dr-KE080388A2-Projects120080388IKEIWP Page 7 • Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Design Recommendations III. DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the area is suitable for the proposed replacement dining hall, provided the recommendations contained herein are properly followed. The foundation bearing stratum is relatively shallow in the vicinity of the exploration pits, and conventional spread footing foundations may be utilized. It should be noted that no explorations were possible along the south side of the proposed dining hall due to site constraints. With the presence of what appears to be a filled area south of the dining hall location, there may be surficial fill and other deleterious materials present along the south side of the dining hall. Budgeting and provisions for the possible over-excavation and replacement of old fill soils along the footing lines at the south side of the new building should be considered. No significant geologic hazards were observed in the vicinity of the proposed dining hall. 9.0 SITE PREPARATION In our opinion, stable, temporary construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes or utility trenches greater than 4 feet in height or depth, completed within the unsaturated, medium dense to very dense residual soils, can be planned at a maximum slope of 1H:1V (Horizontal:Vertical). Temporary, unsupported cut slopes below the water table or in existing fill should be planned at a maximum slope of 2H:lV or be shored. In addition, WISHA/OSHA regulations should be followed at all times. Permanent, unsupported cut or structural fill slopes that are not exposed to standing or flowing water should not exceed a gradient of 2H:1V. Permanent, unsupported cut or structural fill slopes that are exposed to standing or flowing water should not exceed a gradient of 3H:1 V. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. The soils encountered in our exploration pits contained significant amounts of fine-grained material. The contractor must use care during site preparation and excavation operations so that the underlying foundation soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. 10.0 STRUCTURAL FILL Structural fill may be necessary to establish desired grades or to backfill around foundations and utilities. All references to structural fill in this report refer to subgrade preparation, fill July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. IDC/dr-KE080388A2-Projects120080388IKEIWP Page 8 • Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Design Recommendations type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be compacted to a firm and unyielding condition as determined by the geotechnical engineer or their representative. If the subgrade contains too much moisture, adequate compaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of compaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After stripping and subgrade preparation of the exposed ground is approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. The on-site sediments are generally suitable for use as structural fill, but these soils contain variable amounts of silt and can be considered moisture-sensitive. If the moisture contents of these sediments are elevated at the time of construction, moisture conditioning may be required prior to their use as structural fill. Such moisture conditioning could consist of spreading out and aerating the soil during warm, dry weather. A representative from our firm should observe the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDC/dr-KE080388A2-Project.r120080388IKEIWP Page 9 Subsurface Exploration, Geologic Hazard, Cmnp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Design Recommendations 11.0 FOUNDATIONS Spread footings may be utilized for building support when founded on the medium dense to very dense, residual soil and/or new structural fill. We recommend that an allowable foundation soil bearing pressure of 2,500 pounds per square foot (psf) be utilized for design purposes, including both dead and live loads, for foundations bearing on medium dense to very dense residual soil, new structural fill, or combinations of these materials. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed building should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all footings must penetrate to the prescribed stratum, and no footings should be founded in or above loose, organic, or existing fill soils. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 1 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be observed by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such observations may be required by the Jefferson County. Perimeter footing drains should be provided, as discussed under the "Drainage Considerations" section of this report. It should be noted that no explorations were possible along the south side of the proposed dining hall due to site constraints. With the presence of what appears to be a filled area south of the dining hall location there may be surficial fill and other deleterious materials present along the south side of the dining hall. Budgeting and provisions for the possible over- excavation and replacement of old fill soils along the footing lines at the south side of the new building should be considered. New structural fill placed in any over-excavated area below the new building should be placed and compacted per the recommendations within Section 10.0. 12.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls that are free to yield laterally at least 0.1 percent of their height may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. IDC/dr-KE080.?88A2-Projects1200803881KEUWP Page 10 • Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Design Recommendations of pcf. roways, parkinr , hbjr aadjto walls50, a surchargeIfad equivalent tog 2afeeteasofor soiloter shouldareas besuaddedect to to thevehiculawall ht in re determining lateral design forces. Walls that retain sloping backfill at a maximum angle of 2H:1V should be designed using an equivalent fluid pressure of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of imported sand and gravel compacted to 90 percent of ASTM:D 1557 within 3 feet of the back of the wall. A higher degree of compaction is not recommended within 3 feet of the back of the wall, as this will increase the pressure acting on the walls. Footing drains must be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of the ground surface using imported washed gravel or other free draining material, suitable to the geotechnical engineer, placed against the walls and continuous with the footing drains at depth. 12.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and natural soils or supporting structural fill soils, or by passive earth pressure acting on the buried portions of the foundations. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.35 • Seismic coefficient = 10H 13.0 FLOOR SUPPORT Slab-on-grade floors may be constructed either directly on the medium dense to very dense, residual soils, or on new structural fill placed over these materials. Areas of the floor subgrade that are disturbed (loosened) during construction should be compacted to an unyielding condition prior to placing the capillary break material, as described below. If moisture intrusion through slab-on-grade floors is to be limited, the floors should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea gravel or washed rock. The pea gravel or washed rock should be overlain by a 10-mil (minimum thickness) plastic vapor retarder with a permeability rating of <_0.01. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. !DC/dr-KE080388A2-Projects1200803881KEIWP Page 11 Subsurface Exploration, Geologic Hazard, Camp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Design Recommendations If crawl space construction will be used, then a minimum 10-mil-thick plastic sheeting, vapor retarder (perm rating <_0.01) should be placed over the surface of the soil within the crawl space. 14.0 DRAINAGE CONSIDERATIONS All retaining and perimeter footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by pea gravel or washed rock. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing and should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum, 12-inch-thick, washed gravel blanket provided over the full height of the wall that ties into the footing drain. If drainage mat is used, it should be installed according to the manufacturer's specifications. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. All collected runoff must be tightlined to a County- approved location. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. This review is not included in the current scope of work and budget. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. These monitoring services may be required by Jefferson County as a part of the building permit conditions. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. July 16, 2008 ASSOCIATED EARTH SCIENCES, INC. JDC/dr-KE080388A2-Projects1200803881KE1WP Page 12 Subsurface Exploration, Geologic Hazard, Cmnp Parsons Dining Hall and Geotechnical Engineering Report Jefferson County, Washington Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ii-V A E Gsole ler 164. • �' '+, / p 808 ►• tm✓ q •` ao2sa o S �� 1S7EP� �� 111 D. �'ideBfi P1 TONAL�' i' .1'John D. Coleman, P.E.G. Matthew A. Miller, P.E. Project GeologistA Associate Engineer i Jon N. `:onderga. d, P.G., P.E.G. Princi a:1 Geolo:ist Attachments: Figure 1: Vicinity Map ‘'''' fik'i 6. Figure 2: Site and Exploration Plan Appendix: Exploration Logs July 16, 2008 ASSOCIATED EARTH SCIENCES,INC. JDC/dr-KE080388A2-Projects1200803881KE1WP Page 13 MOM. . k ._..'.. :•!.. . cp c0 -.....• - . . . L1J N 03 CO • ''. . ..' ' ';:'.';: ,.....---:,',...::^.*.••, ..,.,.,','-:•.-•':.-`...: ,"•'-'......._. --,'''''''':::-L,,,--',N I,'; ..4.: r. :. 7 ' ' ...t-•:**-7.':-::‘-_,,,, ,....-" ' , _":v. '''' ------ --4,--,--,:,-V'WK,-, ,:1;,::: 0 < CD 11J „ --- _....7,---tw,:=1:dr _''*---- - --j----", */ 7--- ,--' '•--.FI: ,,,-IV-0-,---,• -:-..„*...,...„ -,...-"71‘,.,.....- _., - :"*.:. _ '.., *.'401:4 -- ,!..::;`.:. Z 11.'.'.,-* f --_,T.,-., i ' • ' ''-'---r-'' ' i.10..* ' „--- - - '-'--=' ' ,_,„ ..,„'S'S' , VA, . 7. Y-4;ZA'-- I''''' ,-:Z,,N- - -'ft': ___:,...„ _.4sPo"'"..INg-k, ,t,!m., '-- --1 i-f.r...--..- :,-,..27.-:::--,./.'•::::•,i:;" -.-.• - -- - - 1 rii ,-_ • :i4,;,...•=1, - .4 --3-- .1 ep,'-:... ..--_': ..•• • ' „.. ,_,-.-.-_ ....,...• ,...... ,--,'„, f, •-if e.e'.;.-34 --.:•-, bri -- ,-- 1.);:kl'i 4.1,-;-7,- •:•:.-: ,.. = vr."- ihr.t.z.•-1-'..;,....... vo. E 0 c fi (..,) N ,v. : -.-- •... } ) • • • I ,1,,1••,,:, :_. , • \-. _..04 en fii‘-/it-:t•- -.= "e": -.'.' ....- ''...f. -1 i -1 0 Q < Z N(\i L ...-- <0 x — ..,.....,-,-ii, ,...! .;% H ! ?..... it ..tp,i • ar;A,..,..,. . . I to /--,.---4,-,,,,-,..=. .....4,rD . -,........*:.:.:4 uj bid,k... , . . • _ _, ,_-•. .. . _ -loo,„-,-Nr -,i•,•‘,--,•-:. -:-.---,', ,.:_:,:.::,:.:`,...:;r4 . ...-. •:, _ . -"' I— z z — m r, -6.--$43.1.-\-,--t'-.-•,-..,-,„,-;;."--:17.•,,:,:.;::-...::....-:;.. .,...,.. . . . .. . .. . . . „ . z 0 0 . _ .. _...., _ (.0 . . ...o.--. 'Ath,,,,-ii A -1_,,,,f.:_p,-.1...-/-...-;,----::./..,..,.....--•,.-:.:;,-... ..::-- _.-. V. ... _,,,i ... (,) Ce 0 -c c- i::::,..•- - .-1 -:-I' .1-.! .,-....--:.•-•,.-•ci.-fi.t...:,-.:::.. ..,,s40:,..-::.::::•:.• ...,, itt... ---.., --4,§-.,,..- -..... *..-.7-::•::•::‘- ............, ‘7,-- -, .-; - :•!.-',.. - o_ u) .--::,.•.-,„,-,-.1...... :-E-.777 .4,9' '' 71:".1.7::--1"• :*:.'..--"---------:--:::".---- '.2.1:';';'it'16-2. CS:‘•;.. 1=:' ' Ill --;• • • ,--- . ---f-''',.---.;.---- - ••• - • •••-•-1•4,..„." .• ., --"----,-- ---- . , 4a - •=t LIJ (---'' `4-it-§tr• '• ..--' - --,.:.,-----.:7-- ' ",..., - """. ....,-,r' ..- , - ' - Aoct \ U u_ L11 v...--,-.--,. ,--,i4WIN,'`'..'..,-3:-.-•,--,i-," -----00:- -,--.y; , 7 - ---"-•,-„_... - -e•-...v.` 1 ---.-,,74,-- - --_, .-:-_,-; • ,• ,_., 6.,:-z-IAA_ --:,:-A;;N*,,.- ), '.- ( ,,4,-;:::,4-4--,-74.1v, ..i ..,•ghr•-,,r.,--s7,-- -e.: -----..-.- - ..%--'1' /- - :- • ' *' i ' •---4gA‘zr="V.,-f/0" ,F., : ''''',"• * ii, 1 j V . C---- S','----is'`:,...„, ,- . :. .-, ' , 41, f, --17-',:,7:1-:''t 701_44,7'•'-'- -"--. ,''.., „,.."-/ ---------,-- i ' --, N '•-•:- 1 5 i-'Co i .. -'''--• ,..C.'Vt.*72.:.-1 _. ._ ,_- ,W...-fl,3i3 AO W. ',.... 5 i off a:.: . .: , .4_,.t.r.,,,..1__;:.,. ... ,41„6„:;..-,_ .-._-_,,,w..... m.,,,:,,,,,--,. ..,._,„_ I i 1 .0,•- ,' .- ' j -14-4,..0='''':,s: :-.-',.',"' ,.. ,,,A-SS --Slig,:,i-N-t, - -=;.*-,-'-f--,- 4- ;--- '''_----11-;ters.4'''' -, --,,- ---L• -+- - ,•--' ff,4) - .' - ,:•-i-, -7-..--,, 4-1.' f1 , -- • ---i- ',!---1-1.11.p.r:..-_,--.IAs=i--.'.--Z-.7..-- ---1,_ Firt''il_1,; --- 4.---,---.. gi,... ...-44.00, _____ .9'a---;i4r.w.-- --. .4,-----;_=,----L------ -•,- ‘f.t. 6' _-----. , „..,------„7,- •---, ., , .--..--,-----,_, i ,.,..•,_-__, -..,0 . 2,', z 4-,----,-- ,- ..,,.. ,.# -----....:T-----,, --- - --,,A. : -- -.--.Afr'' ,7 N-_.--,..' , t....-.., .t --'. -", --'---'.-::4-. -. .--r "-'7 -':-L'17:-:-2--Z-,-----.-----•..---''',','- ',. .!..::!--,--,-,,z-,,„::::';,:,.-4.-_'''''i'ri *4.4. .L-,-,t,-......‘,4-4,- - ------,--7:-.. ,-•-.--t p-1-74.t-7.-.„-.v,..-,-,-,:,-.. e._ „:. -,.-...4„.-- ,--- .7 .^.-p... r-- ., - -t-P ?..,-,---; "5L-, •,--7 4-,--p,,_,fr.'' '''- ..--_, ,,,..__-. ''' - `-,-,-CO:.:,i'-' ,.*.;,„'''rel.'._--- ,,,:.- - -,---A---.q. - . __-;•,., .7-,:-.,--- f••- : -::—..;..7-77- . ,..,,,,,,,,-_,...7,---_- ..,-,,,, pi ._.„,„...,.._ ,.._.,--T.,Ai,,,,,1.4..,.........t,.._ ._, ,,-- . . -------&-, --1,u-- ,-'4c,i4:-'. 2•-5'.r,`-' .---s'iis -, _t-' ,.; ----`,..1 _,..--- --,- — -------:.; ,,,,..,,=;-..-2_,,,,l_.' .7.4tz-,f.t17.-1,,-*-=',.•_.:—.e„.71 - ''''''''-,-: ----' cn '.›-1 r,c-r-':'r-':' ;-:-f- V --,-t. '4 ..,-i,_-- -';','"a'--,... ---.--''- mi'g-,..4.,,,, ,s-i'-'-^•-7, -. - .----;2_,_ '''''', i ifffe / w ., ''''''AV''''' -k 1,,,,,:c; - "::, 4-17;_,,,-.51f,177;T:;"''' -..„--... .iN•Wit-..ti',-,-,E4:31. ,:,--*`•r.:‘4ViMT:: -.."... .''--_ __I .-.',Ia.--:..., .4 ,_, _ _ -- - .-- -,---- ,'_-, - , "`__. ...ou.--•-., •._._:*W..V...-,...,‘...._.„..._. ,,,,,,,,:'-'4.1.•`'4,.... ...?..,„:„ 1.7-:-`,1 < i.-4 -',.e Age.L. % ";-1.:4 -..- _.___-(' - -,' - -_-,'"4:7-':...-t ..,,t.:"._:•,..7- ,,,...**-*--.4 :-'-' -- -"'"--= -.7,.Z.- 7'--'-''''''''' Z-.•!!!< c(i3 W , - '''''''- e,- -74 - ^ ' -....*-d9.- ---. _„,-., - _, •p. _ - - ___ - - 46000.0y- 0 "CJ .6"-. ... _.,...0 I..":4'.: ---- 41- - -''''- -,--,-Er... d.:"!..7.--,7,",•"'" Ite.,,, ,:--- .__ -: - ._- z ,..,-, lets#,' ._, ra c.) _.-- - — A:-...,,. .e:,,`":..,,I; ,git,If- - - - „...0..-.."''''''''ultu.,....,_....,..-••• _ --+.:..J..-,==--"NS,........::.64517° ., -- _-*,.......,_, .._.. --,._:.,,---,.,..-..----,-T..„,..,.., .,.:3 -.:---,-- . , .- .,..;;;,„----,--__- .---.,-----..---....;,:-..,----..._ • - -------,,, ...../i °I -i:,...T1 ,7 v..7,„ -----r----. ..--.4.)....4, ,,,,,*--„,---;,,- ..,„.•r ....."."'".... ....747-7,___-----..........„""0....... - ..N.'-',- i . ' :„."- .'.---' -- ' . - --"`--4t..,..._- __. ,::::•......Nr.Z!.... i/- i / ' .ie .,..•2_,....... ''—""------- -. 7 An ANDY\89E090\IleH emleICI seesIed dwe3 Bef.080 e _ Q ti] LL W LL = W m Z.--,e! � — o Y w Ti o U z co o O LU a aSNo xg Iill.;:t //f/% // ft / 71(7 //,/ +l 1 t! 1 / V? ! k i i 11 0 / - ...:-,..:, ( 7r1, fe. if, !)/ \‘‘. ..\ ‘. ,)1////li . ,,3 Ilig ii;s, : 1 at o \ k hi p'!a '4. - s 9 I Orn z Z my � ( /, i))1, ' of _@! t� i X�O I1 f ,� of ! � W¢z / / 1 , ` 6l, 1. 1( w a� �,///t! / l` c 1 VW a v161 SSS�`9 �q l —\— v. iii ' / / i/1) ''' T\'' /I g I A , „, \ .. \ \ r \1��n_ p , , , . R l• i• " 8 t ` . s R It W° � � // /" r,/ /,,,, .,,„,.. J � t,. ,,0 x t ! / j /,m ,,1 xa s _ poi f` €•/ u l\ E 1 \ , Ji ow / .. s= _- / '1 ;` \ 5 ! 3` i 1 \ 1 f \ 1 1 \ 1 \ 1 \ b g rip \ - 1 6- t Li T W m N 0 R �V m m NMMd9 pR■5max.ri19u9A s.c.grgdd....J 93EA'30 r APPENDIX . o ;o;o Well-graded gravel and Terms Describing Relative Density and Consistency 0 '=�o 0 ,GW gravel with sand,little to Density SPT(2)blows/foot c o 0. no fines Very Loose 0 to 4 Coarse- Loose 4 to 10 u) m > °000°po Poor/ radedgravel Grained Soils Test Symbols Poorly-graded Medium Dense 10 to 30 > O to Vs 000ao GP and gravel with sand, Dense 30 to 50 0 o a 44. G=Grain Size little to no fines Very Dense >50 M=Moisture Content o ,?.z '°`t,°I Consistency SPT12iblows/foot A=Atterberg Limits z . �p;i Silty gravel and silty Very Soft 0 to 2 C=Chemical o tu- 'c°c°� GM gravel with sand Fine- Soft 2 to 4 DD=Dry Density c,;6,1 Grained Soils Medium Stiff 4 to 8 K=Permeability L6 mp �° Stiff 8 to 15 Stiff Clayey gravel and Very Stiff 15 to 30 !• GC clayey graver with sand Hard >30 o I.f� - id c.D Component Definitions Cti C Well-graded sand and Descriptive Term Size Range and Sieve Number - v sw sand with gravel,little Boulders Larger than 12' y:-::-:•• 3°to 12° a) ...•.•.• to no fines Cobbles IL3°to No.4(4.75 mm � ..G'-'•••••:•' Gravel ) .14 m a) a __ Poorly-graded sand Coarse Gravel 3°to 314" p) c� m )w - SP and sand with gravel, Fine Gravel 3/4°to No.4(4.75 mm) m o little to no fines Sand No.4(4.75 mm)to No.200(0.075 mm) c7 z Coarse Sand No.4(4.75 mm)to No.10(2.00 mm) in Silty sand and Medium Sand No.10(2.00 mm)to No.40(0.425 mm) y ° N.l.- SM silty sand with Fine Sand No.40(0.425 mm)to No.200(0.075 mm) re v o 2 gravel Silt and Clay Smaller than No.200(0.075 mm) in Clayey sand and (3)Estimated Percentage Moisture Content m nn j y SC clayey sand with gravel Percentage by Dry-Absence of moisture, U Component dusty,dry to the touch Weight Slightly Moist-Perceptible Silt,sandy silt,gravelly silt, Fewe <5 w 5 to 10 moisture F > ML silt with sand or gravel Little 15 to 25 Moist-Damp but no visible n En m With -Non-primary coarse water > Lconstituents: >15% Very Moist-Water visible but N v �� Clay of low to medium Fines content between not free draining z' / CL plasticity;silty,sandy,or 5%and 15% Wet Visible free water,usually 2 E gravelly clay,lean clay from below water table N —J m `o-- = Organic clay or silt of low Symbols S OL plasticity Blows/6"or 0 Sampler portion of 6' '4G \Cement grout Type surface seal ° Elastic silt,clayey silt,silt Sampler Type 2.0°OD ° 'Bentonite o MH with micaceous or Split-Spoon j m Description c.) seal ,� o diatomaceous fine sand or Sampler 9 3.0°OD Split-Spoon Sampler :•::• Filler pack with y r Silt (SPI) 3.25"OD Split-Spoon Ring Sampler t") :. ::.blank casing 's m 8' Clay of high plasticity, g.-,_ section U U o Bulk sample _ - Screened casing a c CH sandy or gravelly clay,fat 3.0"OD Thin-Wall Tube Sampler or Hydrotip T. E clay with sand or gravel 0 (including Shelby tube) :•with fitter pack T. =_) Grab Sample U End Cg -o li���� cap fi;;i� Organic clay or silt of • Portion not recovered i� -) '%;P OH medium to high (�1 (4) %i��iPercentage by dry weightDepth of ground water i���i��i plasticity 12) (SP Standard Penetration Test ����� T) t ATD=At time of drilling (ASTM D-1586) S1. Static water level(date) >,c N Peat,muck and other (3) In General Accordance with (3l Combined USCS symbols used for o)a,o ' PT highly organic soils Standard Practice for Description = 0° -• • and Identification of Soils(ASTM D-2488) fines between 5%and 15% m Classifications of soils in this report are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein.Visual-manual and/or laboratory classification 1 methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. 0 ,- • 5 Associated Earth Sciences,Inc. x EXPLORATION LOG KEY FIGURE Al LOG OF EXPLORATION PIT NO. EP-1 This log is part of the report prepared by Associated Earth Sciences,Inc.(AESI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Forest Duff and Topsoil 1 — Residual Soil Medium dense, moist, light brown, non-stratified silty fine to coarse SAND, few fine to coarse, 2 — subrounded and subangular gravel, few subangular and subrounded cobbles (SM). 3 — Residual Soil Dense to very dense, moist, light olive-gray, fine to coarse SAND, little silt, few fine to coarse subrounded gravel, trace subrounded and subangular cobbles and small boulders(SM). 4 — 5 — 6 Bottom of exploration pit at depth 6 feet 7 No caving. No ground water seepage. 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 20 0 O 0 Camp Parsons Dining Hall Jefferson County, WA c7 Associated Earth Sciences, Inc. Logged by: JDC Project No. KE080388A Approvedr_ by. . ra 6/23/08 1 r LOG OF EXPLORATION PIT NO. EP-2 " This log is part of the report prepared by Associated Earth Sciences,Inc.(ASI)for the named project and should be read together with that report for complete interpretation.This summary applies only to the location of this trench at the 0_ time of excavation.Subsurface conditions may change at this location with the passage of time.The data presented are a a simplfication of actual conditions encountered. DESCRIPTION Residual Soil 1 Medium dense, moist to wet, light brown, non-stratified, fine to coarse SAND, little silt, few grading to little fine to coarse, subangular and subrounded gravel, few subangular cobbles and small 2 — boulders(SM). 3 — 4 — 5 — 6 — Bottom of exploration pit at depth 6 feet 7 — No caving. No ground water seepage 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — 20 0 0 Camp Parsons Dining Hall Jefferson County, WA a. 0 a Associated Earth Sciences, Inc. Project No. KE080388A o Logged by: JDC I � i,,t .VAPProved by: 6/23/08 FU Y E hitecture planning design preservation research plan review comments Clarification:/Correction: 711 Saint Helen's Avenue, offcetni Tacoma, Washington g84o2 REVO1 Date: 05 December 2013 ('53) AR 2-5934 Project: the DINNG HALL@Camp Parsons GeralcIE ctz EYSAMANCornpanv.corn Attn: Michael J. Barth, M.C.P., Building Code Consultant P.O. Box 185 Allyn, Washington 98524 Prepared by: GKB Eysaman, Greg Batie, Brad Lentz REMARKS/ENCLOSURES RESPONSE TO: July 22, 2013 H %mak gym, , Eysaman & Company Ceoons,at Attn: Gerald Kenneth B. Eysaman Jr. 711 Saint Helen's Ave. Suite 111 Tacoma,WA 98402 pI)-1 Boy Scouts of America, Chief Seattle Council - Camp Parsons Attn: Ken McEdwards, Camp Director f i3DateJ '?Ji1 970 Bee Mill Rd -=��� Brinnon,WA 98320 Re: Building Permit Application, 970 Bee Mill Road, Camp Parsons Dining Hall PROJECT DATA: Architect of Record: Mechanical & Plumbing Engineering: Gerald Kenneth B. Eysaman Jr. Notkin Engineering 711 Saint Helen's Ave..Suite 111 2301 Fifth Avenue, Suite 401 Tacoma,WA 98402 Seattle,WA 98121 Eysamancoi aol.com Contractor: Engineer of Record: TBD Eric V. Fisher, P.E. Justus Fisher 2706 North 31st Street Tacoma,WA 98407 PROJECT DESCRIPTION: New Dining Hall &Commercial Kitchen OCCUPANCY GROUP: A-2 TYPE OF CONSTRUCTION: V-B, Sprinkled NUMBER OF STORIES: 1 CODE EDITIONS: 2009 International Building Code (WAC 51-50); and 2009 International Mechanical Code (WAC 51-52); 2009 Uniform Plumbing Code (WAC 51-56, 51-57); 2009 Washington State Energy Code (WAC 51-11); Dear Mr. Eysaman, The building design documents for the construction project referenced above have been reviewed for conformance with the locally adopted codes along with the Washington State amendments. This review letter contains only those comments related to the Building Department's review and does not reflect any additional needs of any other division or County department. Please review the project data above, and the plan review comments below. It is important that you then follow the instructions Tr for re-submittal following the plan review comments. 1. Sheet A0.2. The door schedule is incomplete. At a minimum, please provide the proposed door U-factors and hardware set identification and descriptions, along with any panic hardware details in accordance with IBC Section 1008.1.10. Ideally, also the door and frame materials would be identified. (... and it is assumed that the door width is in feet/inches, as opposed to simply "inches" as shown.) Please clarify. SEE: REVISION 01 Sheet A0.2 Reissued; 1/A0.2 corrected/clarified 2. Sheet A0.2. (Minor note) The window schedule U-Value column heading reflects "Minimum Code Required." The U-factor as required by WSEC Table 13-1 is a "Maximum" U-value. (Unless directed otherwise, this will simply be red-lined on the plans.) SEE: REVISION 01 Sheet A0.2 Reissued; 2/A0.2 corrected 3. Sheet A0.3. Please identify the classification of (or provide a specification for) the proposed interior finish materials including their flame spread and smoke-developed indices. In particular, the "ash" wainscoting materials (ASH), the 2x8 solid plastic" base materials (PL8) and the polyester acoustic panels (ACP) need to be identified. SEE: attachments; Exhibit A ASH Exhibit B PL8 Exhibit c ACP 4. Please provide an exiting plan in accordance with IBC 107.2.3 and IBC Chapter 10 that indicates the number of occupants to be accommodated in each room and/or space SEE: REVISION 01 Sheet A0.4 Issued; 1/A0.4information provided 5. Sheet A1.0. The staff dining (D04) and Meeting room (D05) area has an occupant load (calculated in accordance with IBC 1004) in excess of 100 persons. The area is equipped with the "sliding door panel assembly" which serves to separate the space from the additional exits. With the sliding door panel assembly in a closed position, only one exit is available from the space (through Door DD07). In accordance with IBC Section 1015.1 and Table 1015.1, Group A assembly occupancy spaces with an occupant load in excess of 49 persons, shall be provided with at least two separate and distinct exits. Likewise, the east and west dining rooms (D01 & D03) will suffer a similar situation when closed from the center dining section. Another issue that must be considered is: with any combination of open and closed panels, are the two exits required for each space separated from each other sufficiently to satisfy the requirements of IBC 1015.2.1? (1/3 diagonal-sprinkled) For example, if the wall between D03 and D04 was open, but the wall between D02 and D03 were closed, the two available exits to the rear would not satisfy the minimum separation distance. With the exiting plan requested above, please also assess all open/closed wall combinations and/or otherwise describe how the exiting arrangements will satisfy the requirements of IBC 1015. SEE: REVISION 01 Sheet A0.4 Issued; 1/A0.4 occupant load and exiting diagram provided REVISION 01 Sheet A6.3 Revised; 1&2/A6.3 door stop added Sliding door design modified to maintain min 48" clr opening at center of each sliding door assembly. 6. Sheet A1.0. Fire extinguisher cabinet details are provided on Sheet A6.4, however, the fire extinguisher size and type details are not provided, nor are the fire extinguisher locations identified on the floor plan. Please provide all necessary details and/or specifications for the proposed portable fire extinguishers in accordance with IBC and IFC Sections 906. SEE: REVISION 01 Sheet A0.4 Issued; 2/A0.2 information provided The DINING HALL @ Camp Parsons-Plan Review Comments: CLARIFICATIONS/CORRECTIONS REVO1 P 2 7. The minimum number of plumbing fixtures for a facility is determined by the Washington amended IBC Section 2901.2 and Table 2902.1, which for the size of the proposed building, would typically result in a requirement for at least 4 male, and 4 female water closets (and associated lavatories, etc.) A total of only 4 water closets are provided. Typically, in accordance with WA-IBC 2903.1, separate facilities shall be provided for each sex, and Section 2902.1.2 also requires that the (plumbing fixture) occupant load be equally divided between the sexes. There is however a code provision in 2902.1.2 that allows the building official to approve a different distribution between the sexes if appropriate data is provided and the different distribution substantiated. Some assumptions have been made, and I recognize that the distribution between the sexes is not likely to be 50/50... but no data or specific request for consideration has been provided. Regardless of the distribution, due to the size of the building, and trying several different distribution scenarios, it does not appear that the minimum number of fixtures required by WA-IBC Chapter 29 will be satisfied, and several additional fixtures appear to be required. Please review the situation and clarify and/or correct the information. SEE: REVISION 01 Sheet ii Revised; 4/ii Fixture count in existing adjacent Upper Lena Sanitary Facility added: Total MENS: 2 WC 1U 2 Lays WOMENS 2 WC 2 Lays Three (3) new ADA accessible unisex toilet rooms are provide for general use w1 proposed design. One ADA accessible unisex toilet is provided for Kitchen Use. Providing a total of 7 WC I U 7 Lays The distribution between the sexes at this facility is heavily weighted to male use; min 80-90%. The flexibility of the new toilet rooms provide sufficient facilities for Male and Female and physically challenged users. Up to 5 WC's for general use are available to Male or Female users (with 1 Urinal available for male use) and 3 toilet rooms for general use that are ADA accessible. 8. Sheet A1.5. (Minor note) On the printed copy, the general notes and legend printing is not clear. Please clarify SEE: REVISION 01 Sheet Al .5 Revised; GENERAL NOTES corrected 9. Sheet A1.6. (Minor note) The detail references for the sliding wall/door assemblies are incomplete. Please clarify. SEE: REVISION 01 Sheet A1 .6 Revised://A1 .6 corrected 10. Sheet A1.3. Exit signs are required in accordance with IBC 1011.1. Most of the required exit signs are shown on the reflected ceiling plan on Sheet A1.3 and the lighting plan on Sheet E2.0; however, none are shown at the kitchen exit doors DKO4 and DK06. Please clarify and/or correct. RESPONSE: Per IBC Section 1011 Exception 1 Exit signs are not required in rooms or areas that require only one exit or exit access. Per table 1015.1 if the occupant load is less than 50, only one exit is required. The occupant load of this area is calculated at 19.4, so only one exit is required and NO exit signs (or exit placards) are require at doors DKO4 or DK06. 11. Please provide a description, specification, sign plan or notes on the plans to describe the tactile exit signs required at the exit discharge doors in accordance with IBC 1011.3. SEE: REVISION 01 Sheet A0.4 Issued: 2/A0.4 Signage plan The DINING HALL @ Camp Parsons- Plan Review Comments: CLARIFICATIONS/CORRECTIONS REVO1 P 3 12. Sheet A3.7. Detail 3 on Sheet A3.7 has an incomplete detail notation at the wall near the service dock. Is this supposed to reference 1/A5.9? Also, a reference is made near the office (K04) to a Section 3/A5.10. On Sheet A5.10, Detail 3 is not used. Please clarify the discrepancies. SEE: REVISION 01 Sheet A3.7 Revised: Loading dock bubble corrected to 4/A5.9 Reference 3/A5.10 deleted, sill & head heights added. Structural: 13. Sheet S0.1. Special Inspection in accordance with IBC 1704 is required for this project. The special inspection note on Sheet S0.1 is incomplete. In accordance with IBC Sections 1704.1.1 and IBC 1705, please provide a statement of special inspections identifying what special inspections are required for this project, and the details of such as required in the subsections of IBC 1705. SEE: REVISION 01 Sheet 50.1 Revised; Special Inspection Notes added 14. Sheet S0.1. In accordance with IBC Section 1709.1, the contractor responsible for the construction shall provide a written statement of responsibility to the building official and the owner prior to commencement of the work acknowledging awareness of the special inspection requirements contained in the statement of special inspection (from comment above). If the contractor is not yet known, this comment can simply become a condition of the permit, but must be resolved prior to requesting any foundation inspections. No contractor selected; no action at this time 15. Sheet S0.1. This comment is essentially immaterial because the entire floor system is a slab- on-grade. The floor live loads are indicated on Sheet SO.1 as only 40 psf. In accordance with IBC 1607.3 and Table 1607.1, the minimum floor live load for the assembly area with movable seats is 100 psf. Again, this is essentially immaterial as the designed floor will satisfy the minimum loading, (and is identified as 100 psf exit live load for floors in the structural calculations) but it should be appropriately documented on the plan sheets. SEE: REVISION 01 Sheet 50.1 Revised: Floor live loads corrected to 100psf [live loads relevant to deck and ramp] 16. Sheet S0.1. Under the structural wood requirements, sill plate anchor bolts are specified as "5/8 diameter w/3"x3"x%" steel plate washers at 4 feet on center minimum, or as noted on the drawings..." The shear wall notes on the same sheet identify "typical anchor bolts" as "5/8" diameter 72" o,c (UNO)" with 2"x2"x3/16" square washers. Please clarify the discrepancies in typical spacing and washer sizes for non-shear-wall locations. (Shear-wall locations to be in accordance with shear- wall table.) In addition, the minimum anchor bolt length of 10 inches (with 7" minimum embedment) may need to be increased where shear-wall types P1-3 and P1-2 are specified due to the increased plate thickness required. Please clarify. SEE: REVISION 01 Sheet S0.1 Revised: Shear wall note corrected to read 5/8" diameter 72"oc (UNO) with 3"x3"xl/4" square washers. 17. Sheet S1.1. Numerous interior wall locations specify detail 14/S2,1. Detail 14/S2.1 is a column location detail (over the raised curb) with square spread footings sized in accordance with Detail 13/S2.1. There is a note at detail 14/S2.1 that reads "wall plate on curb mounting detail SIM" however, where referenced on Sheet S1.1 "SIM" is not included with the references, and there is no indicator of the necessary width of the thickened slab or footings or the necessary reinforcement at such wall locations, several of which are below bearing walls. Please clarify. SEE: REVISION 01 Sheet Si .1 Reissued: Wall detail tags Corrected REVISION 01 Sheet S2.1 Revised: Details 14, 15 & 16 /S2.1 Revised REVISION 01 Sheet S2.2 Revised: Details 20 & 21/S2.2 Added The DINING HALL @ Camp Parsons-Plan Review Comments: CLARIFICATIONS/CORRECTIONS REVO1 P 4 18. Sheet Sit At an opening between the kitchen and camp storage at grid 7, as well as a similar opening along grid 12, a detail reference notes a "16" Thickened Slab, per 5/S2.3" however, no Sheet S2.3 has been provided. Please clarify. SEE: REVISION 01 Sheet 51 .1 Reissued: Wall detail tags Corrected to 15a/52.1 REVISION 01 Sheet S2.1 Revised: Detail 15a/s2.1 Added 19. Sheet S1.1. There are incomplete detail references at grid B-3.5 and B.8-18. Please clarify. SEE: REVISION 01 Sheet S1 .1 Reissued: Reference at Grid B-3.5 corrected to 12/52.2 Reference at Grid B.8-18 (B-18?) deleted 20. Sheet S1.1. At the front porch, (and storage room) the foundation plan notes Detail 7/52.1 and further notes a 6-inch thick wall. Detail 7/52.1 is a 6 foot tall foundation wall a minimum of 8- inches thick. Please clarify the discrepancy. SEE: REVISION 01 Sheet 51 .1 Reissued: 6" thick wall notation corrected to 8". Detail 7/S2.1 is correct 21. Sheet S1.1. At the loading dock door location, a foundation detail 6/52.2-SIM is referenced. Detail 6/S2.2 is a beam base detail that appears to be inconsistent with the location noted. Please clarify. SEE: REVISION 01 Sheet S1 .1 Reissued: Foundation reference Corrected to 2/S2.1 22. Sheet S1.1. Near grid 12 at the front of the building, and near the center wall, notes in two locations read "F4, typ all interior columns" whereas also near grid 12, but near the rear of the kitchen a note reads "F3, typ all interior columns." While I assume one is meant for the columns near the kitchen, and the other for columns near the dining room, the discrepancy should be clarified to avoid any confusion in the field. SEE: REVISION 01Sheet 51 .1 Reissued: All interior columns relabeled; plinth heights added. 23. not used 24. Sheet S1.3. The structural calculations provide two different beam choices for the roof beam between the kitchen and dining room, however, neither size calculated (8% x 30 GLB or 6% x 42 GLB) is referenced on Sheet S1.3 which specifies a 8% x 36 GLB. As the 8% x 36 GLB is larger than the 8% x 30 GLB calculated, it is assumed to be structurally sufficient. To avoid confusion, the plans should accurately reflect the design as calculated by the engineer, or the engineer should provide documentation authorizing the substitution of larger members. Numerous other beams and posts are also inconsistent between the plans and the calculations. Though again, in those situations, larger members are generally indicated on the plan sheets. Please clarify if the substitutions are acceptable and clarify any discrepancies. SEE: REVISION 01 Sheet S1 .3 Revised: General Note #4 added; "WHERE BEAMS INDICATED ON ROOF FRAMING PLAN EXCEED MINIMUM SIZE PER STRUCTURAL CALCULATIONS, LARGER BEAMS ARE SPECIFIED FOR AESTHETIC REASONS". 25. Sheet S1.3. There are several incomplete detail references. In addition, there are others that appear to be inaccurate (such as the porch detail reference to 1/S3.2 which assumedly should be 1/S3.4). Please review, clarify and/or correct. SEE: REVISION 01 Sheet S1 .3 Revised: References deleted or corrected. Porch reference corrected to 1/S3.4 The DINING HALL @ Camp Parsons- Plan Review Comments: CLARIFICATIONS/CORRECTIONS REVO1 P 5 26. Sheet S2.2. At Detail 5/S2.2, a 24-inch long 3-inch all-thread is welded to a %2-inch galvanized steel plate and epoxied into the concrete plinths. The length of embedment into the ' concrete is not specified (nor is special inspection of the structural epoxy installation) nor is it identified how the column above will be secured to the all-thread. In accordance with IBC 2304.9.7 column- and post-end connections shall be fastened to resist lateral and new induced uplift forces. Please clarify the connection requirements. SEE: REVISION 01 Sheet S2.2 Revised: Detail 5/S2.2 corrected/clarified. 27. Sheet S2.2. Detail 19 (Loading Stair Detail) identifies the stair tread length to be 101/2-inches, however, Detail 6/A6.10 identifies the same stairs to have 11-inch (typical) tread lengths. In accordance with IBC Section 1009.4.2, the minimum tread length shall be 11 inches. Please clarify and/or correct the discrepancy. SEE: REVISION 01 Sheet S2.2 Revised: Detail 19/S2.2 corrected; tread length to be 1 1". 28. Sheet S3.4. Porch ramp floor beams are calculated (page G45) as DF/L#2 6x8, (for 100 psf live loads) however are shown on the plans (at Detail 1/S3.4) as 4x8. Please clarify the discrepancy. SEE: REVISION 01 Sheet S3.4 Revised: Detail 1/S3.4 ramp 4x8 beams corrected to 6x8 MECHANICAL/PLUMBING 29. Sheet M1.1. Most of the required cleanout locations are indeed shown, however at each of the two drinking fountains where the branch drain exceeds five feet horizontally, additional cleanouts are required. (may be wall cleanouts.._) Please clarify and/or correct SEE: REVISION 01 Sheet M1.3. Added Flag Note 9 to provide a wall cleanout at each of the two drinking fountains. 30. Sheet M5.1. Sheet M4.1 indicates 4-inch vent and 4-inch intake to a direct vent piping and termination arrangement as noted in Detail 5/M5.1 for the water heater and boilers. However, Detail 3/M5.1 indicates a "Class B Gas Vent" for the domestic water heater. Please clarify the discrepancy. SEE: REVISION 01 Sheet M5.1 . Revised Detail 3/M5.1 to refer to Detail 5/M5.1 for vent piping arrangement. 31. Sheet M1.1. The plumbing plans include separate drainage piping for the kitchen fixtures susceptible to grease laden waste, and the plans indicate for the 4-inch "grease waste" "continuation by septic. A grease interceptor is indeed required by UPC Section 1014. Please provide a basic description of the size, capacity and type of grease interceptor proposed to be installed. A grease interceptor is being provided by Septic. (For location SEE 1/A10.0). The interceptor is 2x 2,000 gallon single compartment precast concrete tanks. 32. The Class I and Class II hood, exhaust and suppression systems are described in the K Sheets, and the exhaust ducts for those systems are included in the M Sheets. Please provide full descriptions and/or specifications for the Class I and Class II exhaust duct materials, sizes, joint types, grades, connections, supports, cleanout locations, access opening location and protection, etc., in accordance with the requirements of IMC Sections 506.3 and 506.4. The exhaust ductwork serving the hoods is specified in 23 31 13, paragraph 3.2.C.2 (Type 1 hood) and 3.2.C.3 (Type II hoods). END Regards, Gerald KB Eysaman The DINING HALL @ Camp Parsons- Plan Review Comments: CLARIFICATIONS/CORRECTIONS REVO1 P 6 EXHIBIT A o 1 November 2013 ASH- — Ash Wainscotting Material Attached: Fire Performance of Hardwood Species, RWhite ©2000 Gerald KB Eysaman Subject: FW:smoke indices and flame spread for ASH???? Attachments: Fire testing of interior finish July 2010.pdf From:White, Robert H-FS[maifo:rhwhite@fs.fed.us] Sent:Thursday,31 October 2013 11:41 a.m. To:Morgan,Sandra L-FS; Dietenberger, Mark A-FS; GeraldE@EysamanCompany.com Cc:Kuma Sumathipala "Sumathipala,Kuma""Sumathipala,Kuma" <Kuma_Sumathipala@afandpa.org> (KSumathipala@awc.org) Subject: RE: smoke indices and flame spread for ASH???? Dear Gerald, I am not aware of data specific to solid sawn ash. I have attached a document with the links to the specific relevant publications, The first two links in the documents are for publications with flame spread data. First is the AWC document and the second one is a paper of mine. There is also a link to the Wood Handbook chapter later in the document. Do you know what Classification is being required? The available data for the domestic hardwood species are for Class C,flame spread index of 200 or less. Ash is similar to birch in terms of density,thus its flame spread index is likely to be similar and within the Class C range, Topic is discussed in my paper(link mentioned above). As discussed in the AWC document,available smoke data have been below the 450 criteria for all three classifications. Let me know if you have further questions. Siin�ncee�rely, n Dr. Robert H.White,PhD Tel:608-231-9265 Fax:608-231-9303 Research Wood Scientist, Fire Research Team Durability and Wood Protection U.S. Forest Service, Forest Products Laboratory Primary email: rhwhite@fs.fed.us One Gifford Pinchot Drive, Madison,WI 53726-2398 Secondary e-mail : rhwhyte@wisc.edu 1 Boy Scouts of America, Chief Seattle Council EXHIBIT A - ASH-—Ash Wainscotting Material The Dining Hall @ Camp Parsons EYSAMAN& Company©2013 01 November 2013 EXHIBIT B 01 November 2013 PL8 - Plastic Lumber base Structural Reinforced r TEST ASTM# Value Units Metric Value Units Flexural Strength D6109-97 2750 PSI 193 Kg/cm2 Flexural Modules D6109-97 306080 PSI 21520 Kg/cm2 Compression Strength D6108-97 2340 PSI 165 Kg/cm2 Compression Modulus D6108-97 114900 PSI 8077 Kg/cm2 Average Nail Pull Out 16D at 1.5"deep D6117-97 504 LB 229 Kg Specific Gravity D6111-97 0.93 g/cc 0.93 g/cc Flash Point 644 Deg F 340 Deg C Moisture Absorption .06% % by Weight 0.06 % by Weight Thermal Expansion D6341-98 0.000033 (in/in/deg) Static Coefficient of Friction Dry D2394-83(99) .53 Static Coefficient of Friction Wet D2394-83(99) .51 Sliding Coefficient of Friction Dry D2394-83(99) .23 l Sliding Coefficient of Friction Wet D2394-83(99) .51 Flame Spread E84(03a) 62 Flame Spread Classification E84(03a) 60 Smoke Developed E84(03a) 230 Smoke Developed Classification E84(03a) 250 Spontaneous Ignition D-1929 824 (Deg F) 440 Deg C This data represents average values NOT minimums. Safety factor must be added in for design. www.american-plasticlumbencom PO Box 514 Shingle Springs, CA 95682 Ph 530.677-7700 Fx 530.677-6718 Chemical Resistance High-density polyethylene has a high resistance to most acids and chemicals. Plastic Lumber is not affected by exposure to most substances. Ultraviolet Weathering An ultraviolet stabilizer is also incorporated at the time of manufacture, which protects the plastic from ultraviolet light degradation. This insures that the outside of the product will not degrade in exterior applications. Boy Scouts of America, Chief Seattle Council EXHIBIT B - PL8—Plastic Lumber The Dining Hall @ Camp Parsons EYSAMAN& Company©2013 01 November 2013 Creep Data Creep data show the deflection amount in percent strain from a load being applied to a specimen of plastic lumber over time. Reinforced Plastic Lumber has much lower deflection when a load is first applied and also has much reduced deflection over time with the load applied. This makes the reinforced lumber product much superior in applications that have higher structural demands. r fest Methods English Units Metric Units Test ASTM Test Value Units Value Units Flexural Strength D6109-97 2750 PSI 193 Kg/cm2 Flexural Modulus D6109-97 220535 PSI 15503 Kg/cm2 Compression Strength D6108-97 2340 PSI 165 Kg/cm2 Compression Modulus D6108-97 114900 PSI 8077 Kg/cm2 Specific Gravity D6111-97 0.861 g/cc 0.861 g/cc Flash Point 340 Deg C 340 Deg C Moisture Absorption 0.06 % by Weight 0.06 % by weight Thermal Expansion D6341-98 0.000033 Inch/Inch/Deg F Average Nail pull out D6117-97 504 Lbs 229 Kg Boy Scouts of America, Chief Seattle Council EXHIBIT B - PL8— Plastic Lumber The Dining Hall @ Camp Parsons EYSAMAN&Company©2013 01 November 2013 EXHIBIT C o f November 2013 ACP- — Polyester Acoustic Panels _ t 4-G Acoustical Wall and Ceiling Panelsa f s,x • F-SINS'"is an environmentally friendly, polyester acoustical panel , _ developed for building interiors and exteriors for acoustics. • F-3013111is a 70% post-consumer polyester-fiber, Class A fire—rated sound aborption product for walls, ceiling and duct applications. 100%recyclable '-';';,:-.4;;:7i:;-; ` • F-SHMP is acoustically identical to fiberglass in performance. _tet .:;*.;;;;5.2:','1,''',:::,1,,. ;,,..-:,'::`,.:,.‘,11i.,•, 4.;-,-,,,;..4-, ..1;ti �= � • F-SORIP is hypoallergenic, dust-free and formaldehyde-free. ' • F-SI M"is easy to handle and simple to apply. - Great for schools, movie theaters, churches and studio installations. 4G � ! rfi • No risk of skin irritation or respiratory problems. A s Tackable, paintable, impact resistant and lightweight. ` ' a • NO voc 's. Does not use binders or chemicals. Lr.,::,..,.. .:.:_',':,,..,:zi.):!::i-:::l::3:,,,..„'- ear . Class A Fire Rated per ASTM E 84: Flame Spread Index=10, Smoke Development Index=180 <: 1 ' 9.. NRC Surface Mounted Type A Mounting per ASTM C423: ;I,: ma k 1!2" thick=0.45, 1 " thick=0.70, 2" thick=0.80 ri NRC Ceiling Mounted Type E400 Mounting per ASTM C423: '. {{ 1/2" thick=0.70, 1 " thick=0.90t F., r ' Color: Panel Color is solid throughout except for black ; j x �w 1 Standard Thicknesses: 3/8", 1/2", 1 " &2" ,...„,55.„.,,, 5.„. � ` ;1 Standard Sizes: 2 'x2 ', 2 'x4 ', 4 'x4 ', 4 'x8 ' Custom Sizes Availableb";:.''''''''''''' Densities: 2 LB,3 LB,4 LB,6 LB,7.5 LB,9 LB ti' {{ info@f-sorb.com PH 425-646-9703 FAX 425-641-7496 -— - r 'i aA ti °i474, '�.a�ri "'�iS r ix, t�,F.,-” ,� . R .v 1 f P Boy Scouts of America, Chief Seattle Council EXHIBIT C - ACP— Polyester Acoustic Panels The Dining Hall @ Camp Parsons EYSAMAN&Company©2013 01 November 2013 EXHIBIT D 01 November 2013 Project Manual SECTION 101400 SECTION 101400 CODE SIGNAGE PART 1 -GENERAL 1.1 SUMMARY A. Section Includes: 1. Code required signage. 1.2 SUBMITTALS A. General: Submit in accordance with Section 013300. B. Product Data: Submit product data for each type of sign specified, including details of construction relative to materials, dimensions, profiles, and finishes. C. Shop Drawings: 1. Submit shop drawings covering fabrication, installation and finish of specified systems. 2. Include following: a. Fully dimensioned plans and elevations with detail coordination keys. b. Locations of exposed fasteners and joints. c. Message list for each sign required, including large-scale details of wording and lettering layout. D. Samples: 1. Cast Acrylic Sheet and Plastic Laminate: Panel 8 inch square minimum for each material, color, texture, and pattern required. Include sample of graphic image process required, showing graphic style, and colors and finishes of letters, numbers, and other graphic devices. 1.3 QUALITY ASSURANCE A. Single-Source Responsibility: For each separate sign type required, obtain signs from one source of a single manufacturer. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Acceptable Manufacturers 1. Andco Industries Corporation, Greensboro, NC. 2. ASI Sign Systems, Inc., Dallas, TX. 3. Poblocki and Sons Company, West Allis, WI. 4. Vomar Products, Inc., Van Nuys, CA. 2.2 MATERIALS A. Vinyl Die-Cut Lettering Film: 1. Opaque nonreflective vinyl film, 0.0035-inch minimum thickness, with pressure-sensitive adhesive backing, suitable for exterior and interior applications. 2. Color as selected by Architect. B. Fasteners: Use concealed fasteners fabricated from metals that are not corrosive to sign material and mounting surface. C. Colored Coatings for Acrylic Plastic Sheet: Colored coatings, including inks and paints for copy and background colors; recommended by acrylic manufacturers for optimum adherence to acrylic surface, and nonfading for application intended. 2.3 CODE SIGNAGE A. Braille: Use Contracted Grade 2 Braille whenever Braille symbols are specifically required. Dots shall be 1/10 inch on center within each cell with 2/10 inch space between cells. Dots shall be raised 1/40 inch above background. Boy Scouts of America, Chief Seattle Council Code Signage The Dining Hall @ Camp Parsons 101400-1 EYSAMAN&Company©2013 Bid Document 01 APRIL 2013 B. Sign Schedule: Provide signage as required by codes and accessibility regulations and requirements. These include, but are not limited to: 1. Illuminated Exit Signs: Refer to Division 26. 2. Fire Doors (IBC Section 1008) 3. Room Capacity (IBC 1004.3) 4. Accessibilty signs (IBC Section 1110 and local Accessibilty Code) including accessible parking space signs, toilet facilities, doors to exitways. C. Signage types: 1. Tactile signs—similar to Andco PME 1000 series. 2. Non-Tactile signs—similar to Andco 800 series. 3. Applied Copy: Die-cut characters from vinyl film with pressure-sensitive adhesive backing. Apply copy to exposed face of sign panel. a. Panel Material: Matte-finished opaque acrylic sheet. 2.4 PANEL SIGNS A. Produce smooth, even, level sign panel surfaces, constructed to remain flat under installed conditions. B. Unframed Panel Signs: Fabricate signs with edges mechanically and smoothly finished to conform with following requirements: 1. Edge Condition: Square cut. 2. Edge Color for Plastic Laminate: Edge color same as copy. 3. Corner Condition: Rounded to radius indicated. C. Laminated Sign Panels: Permanently laminate face panels to backing sheets using manufacturer's standard process. D. Graphic Content and Style: Sign copy that complies with requirements indicated for size, style, spacing, content, position, material, finishes, and colors of letters, numbers, and other graphic devices. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine conditions and proceed with work in accordance with Section 017300. B. Examine supporting members to ensure surfaces are at proper elevation and are free from dirt or other deleterious matter. 3.2 INSTALLATION A. General: 1. Locate sign units and accessories where indicated, using concealed mounting methods in compliance with manufacturer's instructions. 2. Install signs and letters level, plumb, and at height indicated, with sign surfaces free from distortion or other defects in appearance. 3. Wall-Mounted Panel Signs: Attach panel signs to wall surfaces using double-sided tape or velcro. 4. Apply self-adhering pressure-sensitive letters in accordance with manufacturer's directions. 3.3 CLEANING AND PROTECTION A. After installation, clean soiled sign surfaces according to manufacturer's instructions. Protect units from damage until acceptance by Owner. END OF SECTION Boy Scouts of America, Chief Seattle Council Code Signage The Dining Hall @ Camp Parsons 101400-2 EYSAMAN&Company©2013 Bid Document 01 APRIL 2013 O -16'H I NO JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street Port Townsend, WA 98368 PROJECT #: '- / - j7--/DESCRIPTION: �/P AI /efCWS /2/NSW 14�L Z- -7-1)/14/14"2_z_//,-z_ TZ�. i`=,/ REQUESTED BY: ,r-,- W `5 DATE: APPROVED BY: DATE: SERVICES COMPLETED BY: -V 1,171/147/L-- DATE: /5 /147/13 CODE OFFICIAL REVIEW HOURS: NOTES: REPORT ATTACHED: YES NO • • • CODEPROS General Statement of Qualifications [SOW With Proposal, June, 2013 Prepared for Jefferson County, WA Submitted: June 11th, 2013 By: CodePros, LLC Michael J. Barth, M.C.P. P.O. Box 185 Allyn, WA 98524 mbarth@codeproswa.com 360-801-0543 CeoEPeos, LLC Page • • TABLE OF CONTENTS BACKGROUND 3 WHO WE ARE 4 SERVICES 5 BUILDING CODE PLAN REVIEW 5 BUILDING CODE INSPECTIONS 6 COMPLETE PROJECT SUPPORT 7 FULL-SERVICE BUILDING DEPARTMENT PROGRAM 8 QUALIFICATIONS 9 DETAILED SCOPE OF SERVICES 11 BUILDING CODE PLAN REVIEW SCOPE 11 BUILDING CODE INSPECTIONS SCOPE 11 COMPLETE PROJECT SUPPORT SCOPE 12 FULL-SERVICE SCOPE 12 GENERAL INFORMATION 13 PERFORMANCE MEASURES 13 REPORTING 13 DOCUMENT RETENTION 13 EDUCATIONAL RESOURCES 14 INSURANCE 14 FEE SCHEDULES 14 PROPOSAL 15 COBEPROS, LLC Piot • I BACKGROUND In today's economic environment, public agencies and communities are forced to continually do more with less. Who isn't tired of that old cliché? Unfortunately in today's government services, it is all too real. Elected officials face challenges unlike anyone who came before them. To make ends meet, programs and customer services typically suffer, yet the responsibilities of elected officials remain consistent or increase. Building codes are adopted by the State of Washington, and enforcement and implementation is mandated for each jurisdiction in the State. Historically, building permit revenue along with general fund support typically funded local building departments. In today's economic climate, that simply is no longer the case. Building permit revenue in recent years has rapidly declined and general fund dollars are needed elsewhere, yet the cost of providing building department services has typically increased. The costs of personnel, benefits, vehicles, fuel, office space, and information systems have all skyrocketed in recent years. To counter such cost increases, many jurisdictions found it necessary to cut back on services and personnel. However, the Washington State Building Code has certainly not cut back on construction or inspection requirements. In fact, code requirements continue to increase in response to new knowledge and the natural code evolution as a result of historic failures and incidents of lost human life. Add to that the expectations of greater energy conservation and sustainable approaches to building construction and what is left are departments that can no longer afford to maintain the necessary complement of personnel, expertise or resources required to run an effective, efficient, knowledgeable building department. CodePros offers effective solutions and service options to local towns, cities and counties in a manner that assures a jurisdiction that the full intent of an effective code implementation program will be satisfied, while the costs associated with maintaining such will never exceed permit revenues, and the community will never again need to be concerned that the unforeseen ups and downs of permit activity will detrimentally effect service levels or available expertise. How does CodePros do this? Simple, CodePros can cross jurisdictional lines and provide services to numerous client partners. By doing so, we can maintain the necessary expertise and spread it across a larger area. A local community may only need an experienced, expert code official for a small percentage of time, or a small number of projects. It may be that only once a week, or once a month that the expertise of a fully certified, experienced mechanical plans examiner is needed to determine code compliance of a complicated or complex mechanical system, or likewise for a building, structural, plumbing, or energy code expert. A jurisdiction may not be able to afford to keep so many experts available in- house with limited workload. With CodePros, a jurisdiction only pays for the services they use, typically based on a percentage of permit fees to ensure that expenses never exceed revenue. When volume is down, the jurisdiction isn't stuck paying for under-utilized personnel, benefits or vehicles that are sitting idle, yet when activity is busy, they can still maintain a superior level of customer service. Count's, 111 Paa3 • • • WHO WE ARE ,10.611SIMIROBSININNWINSOMMIDI PO, ME Waan1110.1ild CodePros is a Washington company, dedicated to providing excellence in Building Department Services to our Washington State client partners. Our commitment is to provide the expertise necessary to each partner jurisdiction to enable the jurisdiction to serve its citizens with the highest level of competence and customer service available. CodePros understands that each jurisdiction is unique, and that each has its own political environment; yet a commonality exists in that each jurisdiction desires an effective code implementation program in aIntegrity manner that recognizes the importance of code enforcement's effect on the human life safety of its citizens who occupy the built Honesty �, Service environment. CodePros is committed to tt providing excellence in every service provided Respect and in every customer interaction experienced. CodePros understands that growth of a community is dependent on effective, efficient building department services and the health and safety of its citizens is paramount. Whereas some in the industry have a reputation for being a roadblock to growth, CodePros is committed to being a facilitator of safe projects, implementing the intent of the adopted codes in the manner for which they were designed. Our goal is to assist jurisdictions and project designers to get projects to "Approved." CodePros maintains the highest levels of nationally recognized certifications and seeks staff with the greatest levels of knowledge and experience so that our partner jurisdictions can claim such excellence as their own. Our continued focus on employee training and development assures that our staff members continue to seek knowledge and professional growth. Happy, content employees are effective employees. Our team has extensive experience in a wide variety of code application situations. We've provided professional plan review services for hospitals, skilled care nursing facilities, schools and universities, aircraft repair facilities, churches, large scale apartment and condominium communities and countless retail, commercial and industrial projects, as well as every form of residential project imaginable. We've managed and/or provided effective and accurate inspection services for the same. CodePros is local, with all efforts devoted to serving Washington jurisdictions and to the success of local projects. 6 PEPROS, LLC Papa • ! SERVICES Building Code Plan Review CodePros offers a reliable, timely, thorough plan review service for cities, towns, counties and state agencies. CodePros plan review is performed by International Code Council (ICC) certified building, plumbing, mechanical and energy code plans examiners, assuring the client that the review is performed to the highest standards of the industry, by the most qualified and experienced plan examiners. • CodePros plan review is utilized by jurisdictions that are experiencing a greater than anticipated workflow and need the extra assistance without the need to add additional employees for whom they would otherwise need to provide additional resources and benefits. • CodePros plan review is utilized by jurisdictions that have large or complex projects that require the additional expertise of plan review staff that have experienced similar projects, and will have the necessary expertise to ensure the project design satisfies adopted codes. • CodePros plan review is utilized by jurisdictions that experience a short-term need for additional support due to staff vacations, absences, illness, or unforeseen circumstances. Each plan review performed includes verification of compliance with the Washington State Building Code, as well as any locally adopted amendments. Each plan is checked for compliance with the adopted building, plumbing, mechanical, fuel-gas and energy codes. If desired by the jurisdiction, fire code review may be included. Upon completion of the plan review, a comprehensive list of potential deficiencies and/or questions is prepared in "plain English" with each identified issue fully described in detail for easy understanding. In addition, the adopted code reference(s) for each issue is provided to ensure the designer understands what may need to be adjusted, what questions need to be answered, and why. At the choice of the jurisdiction, CodePros will send a plan review letter directly to the applicants, architects and engineers, and copy the jurisdiction, or simply provide the response to the jurisdictional building official. When working directly with the applicants, architects and engineers, CodePros ensures our staff is available to them for response to questions and/or discussions of potential solutions. Upon completion and approval of the final plans for a project, upon request, CodePros prepares a detailed building inspection checklist for use by the jurisdictional inspector to facilitate effective building inspections. Inspection checklists include details specific to the project, and references to where key information items may be quickly located in the approved plans. CIUEPseS, LL`& Ps5e5 • S SERVICES (coNT.) Building Code Inspections CodePros offers a reliable, timely, thorough building inspection service for cities, towns, counties and state agencies. CodePros building inspections are performed by International Code Council (ICC) certified building, plumbing, mechanical and energy code inspectors, assuring the client that the inspections are performed to the highest standards of the industry, by the most qualified and experienced building inspectors. • CodePros building inspections is utilized by jurisdictions that are experiencing a greater than anticipated workflow and need the extra assistance without the need to add additional employees for whom they would otherwise need to provide vehicles, resources and benefits. • CodePros building inspections is utilized by jurisdictions that have large or complex projects that require the additional expertise of inspectors that have experienced similar projects, and will have the necessary expertise to ensure the construction of the project satisfies adopted codes. • CodePros building inspections is utilized by jurisdictions that experience a short- term need for additional support due to staff vacations, absences, illness, or unforeseen circumstances. Each building inspection performed includes verification of compliance with the Washington State Building Code, as well as any locally adopted amendments. Construction projects are checked for compliance with the adopted building, plumbing, mechanical, fuel-gas and energy codes. If desired by the jurisdiction, fire code inspections may also be included. Upon completion of each building, plumbing, mechanical, energy or fire code inspection, the jurisdiction is provided with a copy of the written inspection report that is prepared and provided to the project representative on-site. Field inspectors prepare comprehensive inspection reports in "plain English" with each identified issue described by location and in full detail for easy understanding. Applicants and contractors are provided with contact information to ensure they have access to CodePros staff to answer any questions they may have following a building inspection. In the event a situation cannot be immediately resolved or questions answered on-site, due to limited resource availability, etc., additional research is performed by the building inspector/building official and a complete answer, resolution, or suggestion is provided to the applicant or contractor within 24 hours, with a copy provided to the jurisdiction. CRREPRRS, LLC P 8 • • S SERVICES (coNT.) Complete Project Support CodePros offers a reliable, timely, thorough, specific building project support service for cities, towns, counties and state agencies. CodePros project support includes complete plan review and building inspection services for specific individual construction projects. • CodePros project support service is utilized by jurisdictions that are experiencing a greater than normal workflow and need the extra assistance and expertise for a specific project proposed in their jurisdiction, without the need to add additional permanent or temporary employees for whom they would otherwise need to provide additional vehicles, resources and benefits. • CodePros project support service is utilized by jurisdictions that may not have adequate "in-house" expertise for a large or complex project that requires considerable project specific knowledge to ensure code compliance. • CodePros project support service is utilized to assure a community and/or a project proponent that the significant project will be provided excellent customer service and the greatest level of knowledge, expertise and experience that may not otherwise be available through the jurisdiction. Significant projects often stretch the limited abilities and resources of a local jurisdiction's building department. Utilizing CodePros' "Complete Project Support" service allows a jurisdiction the opportunity to provide a large project with excellent plan review and inspection services and the highest level of customer service available. Meanwhile, as the significant project's service needs are being fully satisfied by CodePros, the jurisdiction is afforded the opportunity to continue to focus its energies and resources on customer service for its regular day-to-day customers. CodePros has the resources, knowledge, expertise and experience required to serve complete building projects, assuring the client that the review and inspections are performed to the highest standards of the industry. Our team of International Code Council (ICC) certified building, plumbing, mechanical and energy code plans examiners and inspectors have extensive experience in performing professional plan review and inspection services for significant projects, including hospitals, skilled care nursing facilities, schools and universities, aircraft repair facilities, large scale apartment and condominium communities and countless retail, commercial and industrial projects. Complete project support service provides a jurisdiction with all the necessary documents to indicate compliance with the Washington State Building Code, as well as with local amendments, for a specific project from pre-application to project completion. Included are all plan review results and correspondence, permit documents, project inspection reports, engineer's revisions, required special inspection verification and documentation, along with any other project specific documents. COVEPROS LIC 7 • • SERVICES (coNT.) Full Building Department Service CodePros offers an unparalleled "full-service," building department service for Washington cities, towns, and counties, where all the various needs of a local jurisdiction's code implementation responsibilities are satisfied b.y CodePros. • CodePros full service is utilized by jurisdictions that want to ensure that the costs of maintaining an effective building department will not exceed building permit revenues. • CodePros full service is utilized by jurisdictions that understand the importance of efficient, effective code implementation for human life safety and the health and well being of its citizens, as well as the protection of property values and a beneficial sense of community. • CodePros full service is utilized by jurisdictions that expect its citizens to be provided with the greatest level of customer service available in the industry. CodePros full building department service provides a community with all the features of a typical "in-house" building department, without the threat of building department expenditures exceeding building permit revenue. Full-service clients are provided complete building official services by International Code Council certified building officials who maintain active certifications in each of the code disciplines, have extensive experience, and are active in the local, state and national code development processes. CodePros' full-service clients receive the full complement of services including: • Building plan review; • Permit processing and documentation; • Building inspection services; • As well as complementary services such as: o Building code ordinance drafting and/or review; o Code interpretations; o Alternate method and material evaluations; o Emergency management participation and response; o Attendance at pre-application/pre-construction meetings; o Attendance as required at staff meetings and/or council meetings, etc.; o Permit technician training and guidance; o Customized handouts, educational brochures and forms. CeIEPRRs. LLC MO • • STAFF QUALIFICATIONS Michael J. Barth, M.C.P. Position: CodePros, LLC., President, Building Official Qualifications/ ICC Certified Master Code Professional (MCP) Certifications: ICC Certified Building Official (CBO) ICC Certified Building Code Official WABO Accredited Code Official (ACO) AACE Code Enforcement Administrator AACE Property Maintenance & Housing Inspector ICC Accessibility Inspector/Plans Examiner ICC Building Inspector ICC Building Inspector UBC ICC Building Plans Examiner ICC Building Plans Examiner UBC ICC Combination Inspector ICC Commercial Combination Inspector ICC Commercial Electrical Inspector ICC Commercial Energy Plans Examiner ICC Electrical Inspector ICC Fire Inspector I ICC Mechanical Inspector ICC Mechanical Plans Examiner ICC Certified Mechanical Code Official ICC Plumbing Inspector ICC Plumbing Plans Examiner ICC Certified Plumbing Code Official ICC Property Maintenance & Housing Inspector ICC Certified Housing Code Official ICC Residential Combination Inspector ICC Residential Electrical Inspector Washington Emergency Management Division, Incident Command Systems— Intermediate &Advanced Emergency Management Institute, (EMI-FEMA) Incident Command System, National Incident Management System (NIMS) Professional President/ Building Official Experience: CodePros, LLC. 2010 to Present Chief Building Official /Washington Operations Manager SAFEbuilt Washington 2008 to 2010 Chief Building Official Kitsap County, WA 2001 to 2008 Plans Examiner Mason County, WA 1999 to 2001 Code Enforcement Officer Decatur, AL 1997 to 1999 rcoupling. ILC pap • 0 STAFF QUALIFICATIONS (coNT.) Project Skilled Nursing Living Center—WA Veteran's Home, Port Orchard, WA 172,000 sq.ft., 2 story + Basement, 240 units Highlights: Group 1-2 occupancy, Type I-A construction, Seismic D2 Senior Living Center—Vintage at Silverdale, Silverdale WA 140,000 sq. ft., 4 story + basement Group R-2/A-2 occupancies, Type V-A construction, Seismic D2 Hospital - Coulee Medical Center, Grand Coulee, WA 68, 000 sq. ft., 1 story Group 1-2 occupancy, Type II-A construction, Seismic D1 University—CWU Hogue Hall Expansion, Ellensburg, WA 61,400 sq.ft., 4 story + basement Group B (university) occupancy, Type II-B construction, Seismic D, University—CWU Barto Residential Hall 116,000 sq.ft., 4 story (188 unit residential dormitory) Group R-2/A occupancy, Type II-A construction, Seismic D, Educational - Kingston High School, Kingston, WA 110, 000 sq. ft., 2 story Group E/A-3/A-4 occupancies, Type II-A construction, Seismic D2 Hotel —Oxford Suites, Silverdale, WA 55, 000 sq. ft., 4 story + basement Group R-1/A-2 occupancies, Type V-A construction, Seismic D2 Institutional — Kittitas County Jail, Ellensburg, WA 12,200 sq. ft., 118 bed, 2 story Group 1-3, Restrained Cond. 3 Jail Expansion, Type II-B, Seismic D. Data Centers—Yahoo!, Quincy, WA 150,000 sq. Ft., Electronic Data Center Group B, Type II-B construction, Seismic D. Medical Center— Doctor's Clinic, Silverdale, WA 56, 000 sq. ft., 3 story Group B occupancy, Type V-A construction, Seismic D2 Numerous Apartment and Condo Complexes — Multiple locations Up to 5 story, mixed use with retail and office at grade level Group R/M/B occupancy, Type V-A/II-A const., Seismic D2,D1 and C Countless Commercial, Industrial, Assembly, Government, Aircraft Maintenance, and Multi-Family Residential Buildings Affiliations: ICC International Code Council WABO Washington Association of Building Officials AACE American Association of Code Enforcement WA-SBCC Technical Advisory Group Member, WA State Building Code Council OPCICC Immediate Past President, Olympic Peninsula Chapter ICC NAHB (former member) National Association of Home Builders x, i i 'J•ee e,ar.ttac,et e, Idiat.. �r .. [ CODEPROS, LLC Page 10 • • DETAILED SCOPE OF SERVICES Plan Review Service CodePros will: o Review construction plans of residential and commercial buildings to determine compliance with the Washington State Building Code and any local building code amendments. Projects include, but are not limited to: single-and multi-family residential construction; commercial buildings; tenant improvements in existing commercial buildings; new decks, porches, carports, and garages; pole barns and agricultural buildings; and existing home upgrades, basement finish, interior and exterior remodels, repairs and additions. o Customize plan review format to include local code amendments and/or special project needs o Perform the following reviews: building code, accessibility, mechanical, fuel gas, plumbing, means of egress, structural design, and energy code o Determine the use and occupancy group classification o Determine the type of construction and verify applicable area limitations o Determine if the construction plans and design documents conform to the required strengths, stresses, strains, loads, and stability of adopted building code requirements and any applicable local amendments. o Interpret building code requirements and recommend options of how to achieve compliance o Interpret administrative and legal permitting requirements and assist applicants and jurisdictions in understanding such. o Identify and/or question pertinent zoning issues or potential problems pertaining to other local laws and ordinances (Coordinate with local land-use planner) o Coordinate review with the local fire code authority (or perform if included) o Identify timeframes and schedule reviews to satisfy maximum time schedules o Monitor and report satisfaction of timeframes o Provide the necessary and appropriate expertise to assure code compliance o Obtain additional resources as needed to ensure reviews are on schedule. o Identify significant issues in writing and identify applicable code sections o Provide comment letter copies to all applicable parties, including applicants, architects, engineers, other design professionals and the jurisdiction o Address minor or insignificant issues or comments either within the comment letter or via phone and/or"red-lined" on plans. o Review subsequent revisions in response to the first comments o Provide a cover letter identifying code compliance upon approval of the final, approved design documents. Building Inspection Service CodePros will: o Coordinate inspection requests o Perform inspections of residential and commercial buildings and sites to determine that construction activity complies with approved plans and/or applicable codes and ordinances o Perform all inspections as required by the adopted codes and local amendments o Observe safety precautions and procedures and immediately report potentially unsafe conditions o Provide training to inspectors on local codes and code amendments o Provide on-site inspection consultation to applicants, homeowners and contractors o Identify and document conditions that are not compliant with the approved plans and/or adopted codes, provide a written inspection report o When appropriate, suggest alternate means or methods to achieve compliance • Provide a copy(either on paper or electronically)to the jurisdiction for the permit record o Issue stop-work orders when appropriate for illegal or dangerous building activity o Notify jurisdiction of any other observed code enforcement or local code violations. CoeuPees, LLC Piwil • • DETAILED SCOPE OF SERVICES (CONT.) Project Support Services CodePros will: o Attend pre-application and pre-construction meetings with the jurisdiction and applicants, contractors and other interested parties • Perform complete plan review service for the project o Includes all items identified in Plan Review Service • Review all permitting documents to ensure accuracy and code compliance o Perform complete building inspection service for the project o Includes all items identified in Building Inspection Service o Includes multiple inspections as a result of project phasing o Notify jurisdiction of regular progress and project status o Verify that all (IBC Chapter 17 required) special inspection reports are received and indicate compliance with appropriate requirements Full Building Department Service CodePros will: • Attend pre-application and pre-construction meetings with the jurisdiction and applicants, contractors and other interested parties • Perform complete plan review service for all projects o Includes all items identified in Plan Review Service • Perform complete building inspection service for all projects o Includes all items identified in Building Inspection Service o Issue certificates of occupancy for completed projects o Monitor code development proceedings for changes to adopted codes, review and recommend adoption of State codes and potential amendments o Prepare first drafts of building code adoption ordinances and related resolutions o Observe jurisdictional properties for potential building code violations; investigate complaints concerning building code violations, issue stop work orders when necessary, follow-up with identified violations to assist efforts to bring the property into compliance o Enforce adopted codes with regard to abatement of dangerous buildings, coordinate enforcement actions with the city attorney • Document violations of adopted codes utilizing written records, digital photographs, electronic communications or other appropriate means o Apply the provisions of the Existing Building Code as adopted by the State of Washington in regard to existing and/or historic structures o Provide code interpretations and professional opinions o Process alternate method and materials requests and make determinations of code acceptance o Participate in the development and implementation of jurisdictional goals, objectives, and policies o Communicate effectively with citizens to answer questions, address concerns and provide educational materials o Communicate and coordinate efforts with professional partner employees, service providers, and other jurisdiction staff, elected officials and other agencies • Communicate with the construction community, builders, developers, home owners and community citizens o Attend city/town staff meetings and/or council meetings as necessary o Provide regular status and activity reports o Develop, provide and maintain necessary departmental forms, letter templates, and brochures 0 Maintain proper legal records, provide document storage, and respond to public disclosure records requests CRREPROS LLC PNO 12 r • GENERAL INFORMATION Performance Measures CodePros utilizes a number of various performance measures to track the effectiveness of our performance and the efficiency of our services. Measures are tracked over time and compared to established goals to determine satisfaction of such performance goals. Key indicators for our partner jurisdictions and their citizens are the following: Project Size based on Plan Review Turnaround Achievement Goal Valuation: time to first comments: IRC Residential Projects 5 working days 99% IBC IBC Small Commercial Project 10 working days 99% (Valuation less than$2M) IBC Large Commercial Project 20 working days 100% (Valuation$2M to$10M) IBC Exceptionally Large 30 working days 100% Project (Valuation greater than$10M) Building Inspections Performed Next Day 95% "On-Time" Plan Review and "On-Time" Inspections... The key to our success! Reporting Full-Service and Project Support client partners, in addition to receiving regular project specific inspection reports and plan review summaries, receive regular monthly activity reports identifying the progress of permitted projects, the number and status of permits, and inspection numbers and results. Census Bureau reports are completed and returned to the Census Bureau monthly. Supplemental Service client partners, in addition to regular project specific inspection reports and plan review summaries, are provided with annual summary reports as well as any interim reports as needed. Additional reports may be developed and any report can be customized to suit the individual needs of specific jurisdictions and/or projects. Document Retention CodePros maintains proper legal records and complies with all document retention requirements as required by statute (RCW) and administrative rules (WAC) for public agencies. In addition to paper files being maintained, our documents are stored electronically on regularly backed up server systems. In addition, each document created or utilized is copied to the jurisdiction for inclusion in their records. CodePros will assist jurisdictions in any public records requests or public disclosure requests related to projects as performed by CodePros. gowns 116 Pagol3 • I GENERAL INFORMATION (coNT) Educational Resources CodePros develops and maintains a comprehensive library of building permit guides, project brochures and helpful checklists that identify critical code requirements as well as provide important code information related associated with the amendments contained within the Washington State Building Code. CodePros can customize handouts to reflect unique characteristics of local jurisdiction amendments and policies, as well as apply local jurisdiction logos and contact information and make them available electronically for posting on the jurisdiction's website. CodePros offers training sessions and code classes on specific, pertinent subjects, which can be made available to staff members, code group chapters, home builder's associations, etc. Insurance CodePros carries complete business insurance including general liability, professional liability, (errors and omissions) auto and worker's compensation. A non-cancelable certificate of insurance with the jurisdiction named as an additional insured is provided to our partner jurisdictions. Fee Schedules Typically, building permit fees are based two factors, the size and scope of the project as determined by the project valuation, and a graduated fee table adopted by a jurisdiction. Most frequently, project valuation is determined by utilizing a nationally recognized "cost-per- square-foot" table regularly updated and maintained to reflect current conditions. The International Code Council (ICC) publishes a construction Costs table twice a year in its Building Safety Journal magazine. Utilizing a nationally recognized table provides fee consistency, essentially based on square footage, so similar projects are assessed similar permit fees. Also common is the use of a standard graduated permit fee chart that applies less fees per square foot as the size of the ote atauzez a project increases. Most commonly used in Coca('7ani4dcetiau t4at 1,/ee4 Washington is the permit fee Table fr4edto eadepw4 ,oeeiK ez published in the 1997 edition of the Uniform Building Code. exceed Fezucct zeueque Essentially, all building permit fee structures are established by the local elected bodies. CodePros, upon providing a service proposal will structure service fees to work with a jurisdiction's unique fee structure as adopted. CodePros typically utilizes a percentage of permit fee collected. This method assures a local jurisdiction that fees paid to CodePros for services will not exceed permit revenue. Standard practice is to bill monthly, with terms Net 30. Billings will always include supporting documentation, permit numbers and any other data as required by the jurisdiction. All of our costs, such as labor, mileage, and equipment are included in our percentage of fee billing. CodePros is committed to assisting jurisdictions with providing services to their citizens in the most cost-effective, growth-friendly and sustainably consistent and equitable manner possible. We recommend that a fee structure is established utilizing the most recent national data to establish valuation, along with a set fee table. We also can offer suggestions for adding flat-fee type permits for simple projects, "stock-plan" fee structures, "trade" permit fee structures and ordinance language to assist in consistent application of permit expirations, renewals, etc. Ask for examples! CRREPRRs, 111 Pm 14 S • PROPOSAL FOR JEFFERSON COUNTY, JUNE 2013 Supplemental-Service CodePros proposes to provide Jefferson County Washington with supplemental building plan review services to include the services as described on page 11 of the Statement of Qualifications (above). Supplemental Service includes, but is not limited to: building, plumbing, mechanical and energy code plan review, and permit processing, as requested by the jurisdiction. If project support or on-call building inspections are included, they include the following inspections: Yes No • ❑ Building Setbacks(as approved by zoning official) El ❑ Footings(rebar) ® ❑ Foundation Walls (rebar) El ❑ Underground plumbing ® ® Underground electrical(inspections performed by WA State Dept. of L&I) ® ❑ Under-floor framing/concrete slab ® ❑ Shear-wall, hold-downs/roof sheathing ❑ ® Rough electrical(inspections performed by WA State Dept. of L&I) ▪ ❑ Rough plumbing ® ❑ Rough mechanical (HVAC, vents, exhausts,gas piping) ▪ ❑ Rough framing ® ❑ Insulation ® ❑ Drywall ® ❑ Commercial ceiling grid • El Fire-resistant assemblies and penetration protection ® ® Final electrical (inspections performed by WA State Dept. of L&I) ® ❑ Final plumbing • ❑ Final mechanical El ❑ Final building (including energy) CodePros' Plan Review Service Fees are as follows: o Building Plan Review Fee (Commercial > $1M) 55% of jurisdiction's plan review fee o Building Plan Review Fee (Commercial < $1M) 65% of jurisdiction's plan review fee o Building Plan Review Fee (Residential projects) 75% of jurisdiction's plan review fee o Attendance of Pre-Application conference for projects in excess of$1 million valuation No charge o Attendance of Pre-Application conference for projects =< $1 million valuation $50 per hr. CodePros' Other Supplemental Service Fees are as follows: o Supplemental On-call Building Inspections $75.00 per hour(minimum 2 hours) o Project Support (if desired...review and inspections) 65% of jurisdiction's review and permit fee o Inspections outside of business hours $100.00 per hour(minimum 2 hours) o Investigative Services and/or testimony $125.00 per hour o Code Enforcement Activities (as requested by County) $85.00 per hour(minimum 2 hours) o Other Code Consultation (as requested by County) $75.00 per hour (Service is all-inclusive; there are no additional fees for mileage, customer question response,jurisdiction question response, document preparation, etc.) Terms: CodePros bills for the previous month, typically by the third business day of the month, payable within 30 days. CeDEPees LLC Perth S Thomas L.Aumock Consulting'Fire Code Inspector Jefferson County Department of Community Development 2303 Hendricks Street,Port Townsend,WA 98368 [360]385-3938 Email:taumock4,cablespeed.com Cell: [360]643-0272 COMMERCIAL KITCHEN PLAN REVIEW MEMORANDUM To: Frank Benskin,Plans Examiner,Jefferson County Department of Community Development Fr: Thomas Aumock,Consulting Fire Code Inspector and Plans Exami Dt: 19 May 2011 Re: BLD13-071,Commercial Kitchen,Camp Parsons Dining Hall,970 Bee Mill Road,Brinnon, A.P.N. 602131002 Cc: None This consulting fire code inspector is in receipt of the set of plans for the above-referenced proposal from your office for a new dining hall, containing a commercial kitchen within the proposed dining hall for the above-referenced permit application. This report is for the commercial kitchen element. The proposal was reviewed with the International Fire Code [I.F.C.] and International Mechanical Code [I.M.C.], 2009 Editions, and NFPA Codes 96 [2011 Edition], 54 [2012 Edition], and 17 [2013 Edition]. The following constitutes this plan examiner's findings and determinations based upon the plans of record submitted dated as received by the County February 28, 2013. This plan set has this plan examiner's yellow highlights and red ink markings thereon. Findings&Determinations: 1. The plan set contains a proposal for an automatic fire sprinkler system for the overall kitchen premises. It is understood that this is to be a deferred submittal permit application. 2. The facility is to be provided address identification per I.F.C. Section 505.1 "Address identification". Such identification shall be placed in a position that is plainly legible and visible from both roads fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters.Numbers shall be a minimum of 4 inches high with a minimum stroke width of 0.5 inch. 3. This proposal contains a provision for Type I commercial kitchen appliances. I.F.C. Section 904.11 requires that an approved fire suppression system (i.e. sprinklers) shall be provided for the protection of commercial-type food heat-processing equipment. This will be a deferred submittal permit application for the automatic fire protection system for the commercial kitchen hood. 4. Per NFPA 54, all caster-mounted equipment served by LPG fuel is required to have a commercial grade [ANSI Z21.69/CSA 6.16] moveable gas connector. Said gas supply hose shall be NSF certified, having a smooth durable coating that is easy to clean and will not crack. The coating shall contain an embedded anti- microbial agent to help prevent the growth of harmful bacteria. 5. The "utility wall" [No. 24 at K 2.0] shall meet or exceed the wall protection requirements of NFPA 96, Section 4.2. 6. Plan submittals have been reviewed for the installation of commercial kitchen hood and exhaust. However,the submittal does not include make-up air calculations from Plan K 5.0. • S 6.1 Per International Mechanical Code Section 508.1, the amount of make-up air supplied shall be approximately equal to the amount of exhaust air, which is noted as a total 7,830 cfm for the hood, and, is noted on Plan K5.0,General Note 6. 6.2 The makeup air shall not reduce the effectiveness of the exhaust system. Makeup air shall be provided by gravity or mechanical means, or both. For mechanical makeup air systems, the exhaust and makeup air systems shall be electrically interlocked to insure that makeup air is provided whenever the exhaust system is in operation, but is to shut down with activation of the fire protection system. However, hood exhaust fan(s) shall continue to operate after the extinguishing system has been activated unless fan shutdown is required by a listed component of the ventilation system or by the design of the extinguishing system, per NFPA 96, Section 8.2.3.1 63 Makeup air temperature between the outside air and conditioned space shall not exceed 10 degrees Fahrenheit, unless the makeup air is part of the air conditioning system, or makeup air that does not decrease the comfort conditions of the kitchen space. 7. A new or current serviced Class K fire extinguisher[s] shall be installed in the commercial kitchen space so that they are accessible within thirty [30] feet from all parts of the kitchen spaces. 8. Per N.F.P.A. 96, Chapter 8.2.3.1, the operation of any commercial kitchen hood fire extinguishing system shall automatically shut off all sources of fuel, heat, and make-up air to all equipment requiring protection by that extinguishing system,thus,automatic equipment interlocks with the cooking appliance fuel, and/or electrical power shutoff to be provided. The fuel and/or electrical power supply reset shall be manual at the electrical panel. 8.1 The hood exhaust fan shall not be required to start upon activation of the extinguishing system if the exhaust fan and all cooking equipment served by the fan have previously been shut down, per NFPA 96, Section 8.2.3. 9. The exhaust duct is designed for interior installation in the attic, with the exhaust fan proposed to be a sidewall termination. ["EF-1 @ Sheet M2.1 and Sheet A2.2"North Elevation"] 9.1 The interior exhaust duct shall meet the installation and fire protection requirements of I.M.C. Section 506.3.10 and 506.3.11. Fire resistive wrap material [assumed use] manufacturer specifications shall be submitted to Jefferson County prior to installation. 9.2 Opening[s]for exhaust duct cleanout shall meet I.M.C. Section 506.3.9. 9.3 North Elevation reference to exhaust termination @ Sheet A2.2 appears to meet the setback requirements I.M.C. Section 506.3.12.3. [See N.F.P.A. 96 "Exhaust Termination Setbacks" diagram below] 10. The installation of any fryer [or fry kettle] shall be installed with at least 16 inches of space between the fryer and surface flames from adjacent cooking equipment, unless a steel or tempered glass baffle plate is installed at a minimum of 8 inches in height between the fryer and surface flames of the adjacent appliance, then the requirement for a 16 inch space will not apply,per N.F.P.A.96, Section 12.1.2.4 and .5. 11. A County inspector shall inspect the installation for conformance with plan approvals, including witnessing of the installer's testing of the fire protection system trip tests, and witnessing or certification of the following additional tests listed below. • i WAC 51-52-506 Washington St.Amendment to the International Mechanical Code: Section506 Commercial Kitchen Hood Ventilation System Ducts and Exhaust Equipment 506.3.3.1 Grease duct test.Prior to the use or concealment of any portion of a grease duct system,a leakage test shall be performed. Ducts shall be considered to be concealed where installed in shafts or covered by coatings or wraps that prevent the duct- work from being visually inspected on all sides. The permit holder shall be responsible to provide the necessary equipment and perform the grease duct leakage test.A light test or an approved equivalent test method shall be performed to determine that all welded and brazed joints are liquid tight. A light test shall be performed by passing a lamp having a power rating of not less than 100 watts through the entire section of duct work to be tested.The lamp shall be open so as to emit light equally in all directions perpendicular to the duct walls. A test shall be performed for the entire duct system,including the hood-to-duct connection.It is allowable that the ductwork to be tested in sections,provided that every joint is tested. I.M.C. Section 507-Commercial Kitchen Hoods 507.16 Performance test. A performance test shall be conducted upon completion and before fmal approval of the installation of a ventilation system serving commercial cooking appliances. The test shall verify the rate of exhaust airflow required by Section 507.13 [Capacity of Hood based upon mounting type and minimum CFM per liner foot of hood],makeup airflow required by Section 508,and proper operation as specified in this chapter. The permit holder shall furnish the necessary test equipment and devices required to perform the tests. 507.16.1 Capture and containment test. The permit holder shall verify capture and containment performance of the exhaust system. This field test shall be conducted with all appliances under the hood at operating temperatures.Capture and containment shall be verified visually by observing smoke or steam produced by actual or simulated cooking, such as with smoke candles, smoke puffers,etc. It is the recommendation of this consulting Fire Code Inspector and Plans Examiner for approval of the permit application subject to the terms outlined herein,and any additional stipulations you provide. 4.0 hours of time was logged for the review,report,and processing for this permit application. i NFPA 96 Exhaust Termination Setbacks FIGURE?.8.3 Exhaust Termination D:III tance from Fresh Air Intake(FAI)or Operable Door or Window. FAi (3) 9.9 m (32.5 ft) aFAI (4) 6.5 m (21.25 ft) FAI 90° (2) 3.8 m C (12.5ft) eti 10° �p Horizontal ---•-•-' - --- o----•-'- Exhaust (Oft) FAI---'-•- (5) 3m C (ton) ( m 10 ft) FM (1) G :.. Notes: 1.Fresh air intake(FAI)applies to any air intake.including an operable door or window. 2.Examples: (a)FAIs 1 and 5 are on the same plane of exhaust fan or lower. 3 m(10 ft)min.between closest edges. (b)FAIs 2,3,and 4 are above the plane of exhaust fan: 3 m+76 mm(10 ft+0.25 ft)per degree between closest edges. Thomas L. Aumock Consulting Fire Code Inspector 2303 Hendricks Street,Port Townsend,WA 98368 (360)385-3938 Email:taumock(2 co.jefferson.wa.us Cell: (360)643-0272 PLAN REVIEW MEMORANDUM TO: Zoe Ann Lamp,Assoc.Planner,Jefferson County B.C.D. FR: Tom Aumock,Consulting Fire Code Inspector to Jefferson Coun �. DT: 29 March 2011 RE: PRE11-009: Camp Parsons Dining Hall,970 Bee Mill Road,Brinnon CC: Chief Bob Herbst,Brinnon Fire Department This plans examiner is in receipt of the pre-application forms for the above-referenced proposal from your office, and I have reviewed the proposal with the International Fire Code [I.F.C.], 2009 Edition, International Mechanical Code [I.M.C.],2009 Edition,and N.F.P.A.96. Findints&Determinations: 1. The proposal was reviewed as a one-story occupancy with an approximate total of 15,500 square feet of fire area with a Group A-2 occupancy classification. Construction type is not known at this time. 2. An automatic fire suppression system (sprinklers) is required under I.F.C. Section 903.2.1.2 as the fire area exceeds 5,000 square feet and has an occupant load greater than 100 persons. 3. A manual fire alarm system is required for this occupancy under I.F.C. Section 907.2.1, however, an exception is allowed for the installation of an automatic sprinkler system and the notification appliances will activate throughout the notification zones upon sprinkler water flow. 4. Fire flow and fire hydrant review for this proposal is derived from the requirements of the Jefferson County Coordinated Water System Plan, and Jefferson County Department of Community Development, Fire Code Official policy involving N.F.P A. 1142 and Insurance Service Organization standards. Construction type will dictate flow requirements, e.g., Type V-B construction would require up to 2,500 gpm under I.S.O. standards, however, that amount is reduced to 1,500 gpm with the inclusion of an automatic fire sprinkler system. Jefferson County will require information/data on area reservoir[s] and fire hydrants on or near the site. 5. This proposal contains a provision for Type I commercial kitchen appliances. I.F.C. Section 904.11 requires that an approved fire suppression system (i.e. sprinklers) shall be provided for the protection of commercial-type food heat-processing equipment. The suppression system shall be tested, listed, and labeled to Underwriter's Lab Specification 300 system including NFPA 17A related requirements. Installation shall be to manufacturer's specifications. 5.1 Sprinkler protection shall be provided for the enclosed plenum spaces within the hood, above the filters and exhaust ducts for the Type I hood. 5.2 Per NFPA 54, all caster-mounted equipment served by LPG fuel are required to have a commercial grade [ANSI Z21.69/CSA 6.16] moveable gas connector. Said gas supply hose shall be NSF certified, having a smooth durable coating that is easy to clean and will not crack. C:\Documents and Settings\Tom.TOMPEWTER.000\My Documents\My Documents\My Documents\Business\County Conuxt\Plan Review& Correspondence\Tefferson Co.Pian Review\Plan Reviews\PRE-2011\PRE11-009-Camp Parsons Dining Hall.doc 3/30/11 i • 5.3 Wall and ceiling protection, and spacing for appliances shall meet or exceed the requirements of NFPA 96, Section 4.2. Setbacks from combustible construction for the exhaust shall meet or exceed the requirements of the International Mechanical Code,2009 Edition. 5.4 The hood shall meet or exceed I.M.C. Section 507.4 material specifications,of steel at a minimum 18 gauge thickness,or stainless steel at a minimum of 20 gauge thickness. 5.5 The exhaust duct shall meet or exceed I.M.C. Section 506.3 material specifications,of steel at a minimum 16 gauge thickness,or stainless steel at a minimum of 18 gauge thickness. 5.6. The amount of make-up air supplied in C.F.M., shall be within 5-7 percent of the amount of exhaust air, which as required from I.M.C. Section 505.2. 5.7 For mechanical makeup air systems, the exhaust and makeup air systems shall be electrically interlocked to insure that makeup air is provided whenever the exhaust system is in operation, but is to shut down with activation of the fire protection system. However, hood exhaust fan(s) shall continue to operate after the extinguishing system has been activated unless fan shutdown is required by a listed component of the ventilation system or by the design of the extinguishing system,per NFPA 96, Section 8.2.3.1 5.7.1 Makeup air temperature between the outside air and conditioned space shall not exceed 10 degrees Fahrenheit, unless the makeup air is part of the air conditioning system, or makeup air that does not decrease the comfort conditions of the space within which it is installed. 6. NFPA 96, Chapter 8.2.3.1, the operation of any hood extinguishing system shall automatically shut of all sources of fuel,heat,and make-up air to all equipment requiring protection by that extinguishing system,and the fuel and/or electrical power supply reset shall be manual at the electrical panel. 7. The hood exhaust fan shall not be required to start upon activation of the extinguishing system if the exhaust fan and all cooking equipment served by the fan have previously been shut down,per NFPA 96, Section 8.2.3. 8. The operation of any extinguishing system shall automatically signal any fire alarm signaling system serving the occupancy where such alarm system is present. Where electrical power is required to operate the extinguishing system, it shall be monitored by a supervisory alarm. 9. Hood exhaust termination shall meet the requirements of N.F.P.A. 96 Section 7.8.2,and 7.8.3. Any other applicable or relevant sections of said Codes not covered herein shall nonetheless apply to this proposal at permit application phase. 1.0 hours time was consumed in the review of this proposal. C:\Documents and Settings\Tom.TOMPEWTER.000\My Documents\My Documents\My Documents\Business\County Contract\Plan Review& Correspondencellefferson Co.Plan Review'Plan Reviews\PRE-2011\PRE11-009-Camp Parsons Dining Hall.doc 3/29/11 March 29 Email Tom 411 The camp Director has spoken with me concerning the new dining hall and the fire suppression issues. The current plan was to extend the main water line and install a new hydrant in front of the dining hall on the west side along with an FDC for the sprinklers, they are also planning to add another 10,000 gallon water tank on the east side with a separate hydrant. as well as stand pipes on both sides or the front door, with each one being fed from each separate hydrant. After the construction they will be replacing the 10,000 gallon water tank on the main water system with another 30,000 gallon tank so the main system will have over 70,000 gallon standby capacity The building is designed to have fire sprinklers. However, my recommendation was to have a dry system with a pre-action. The building will be shutdown and unused during the winter months so freezing would be an issue, hence the dry system. Second, given how Boy Scouts love to horseplay, there was a real possibility that a sprinkler head could be broken off, hence the pre- action. Flowing the 750 GPM for 1 hour would not be a problem given our current tender situation. I feel that I would need to run this scenario to be 100 percent positive but am sure we can do this. This building is going to be several hundred yards east of the new trading post so the water numbers from that should apply as well. We did flow test the new hydrant and a line down stream from the hydrant ruptured. The repair is under way as soon as it is finished I will be able to give you new numbers for the water main system. The line had no bedding or thrust block so it flexed at the 22 elbow. I will also require a Knox box for the building located on the loading dock area outside the mechanical room on the east side of the building. At least I think it is the east side. Let me know if I can provide any other information. Fire Chief Bob Herbst EMT-Intermediate Brinnon Fire Department WWW.brinnonfire.org Phone: 360-796-4450 Cell: 360-301-3439 • • CODEPRO s Plan Review Comments July 22, 2013 Eysaman & Company Attn: Gerald Kenneth B. Eysaman Jr. 711 Saint Helen's Ave. Suite 111 Tacoma, WA 98402 Boy Scouts of America, Chief Seattle Council Camp Parsons Attn: Ken McEdwards, Camp Director 970 Bee Mill Rd Brinnon, WA 98320 Re: Building Permit Application, 970 Bee Mill Road, Camp Parsons Dining Hall PROJECT DATA: Architect of Record: Mechanical & Plumbing Engineering: Gerald Kenneth B. Eysaman Jr. Notkin Engineering 711 Saint Helen's Ave. Suite 111 2301 Fifth Avenue, Suite 401 Tacoma, WA 98402 Seattle, WA 98121 Eysamanco(a�aol.com Contractor: Engineer of Record: TBD Eric V. Fisher, P.E. Justus Fisher 2706 North 31st Street Tacoma, WA 98407 PROJECT DESCRIPTION: New Dining Hall & Commercial Kitchen OCCUPANCY GROUP: A-2 TYPE OF CONSTRUCTION: V-B, Sprinkled NUMBER OF STORIES: 1 CODE EDITIONS: 2009 International Building Code (WAC 51-50); and 2009 International Mechanical Code (WAC 51-52); 2009 Uniform Plumbing Code (WAC 51-56, 51-57); 2009 Washington State Energy Code (WAC 51-11); Dear Mr. Eysaman, The building design documents for the construction project referenced above have been reviewed for conformance with the locally adopted codes along with the Washington State amendments. This review letter contains only those comments related to the Building Department's review and does not reflect any additional needs of any other division or County department. Please review the project data above, and the plan review comments below. It is important that you then follow the instructions for re-submittal following the plan review comments. Prus.RC Page 1 of 5 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com • • PLAN REVIEW COMMENTS: 1. Sheet A0.2. The door schedule is incomplete. At a minimum, please provide the proposed door U-factors and hardware set identification and descriptions, along with any panic hardware details in accordance with IBC Section 1008.1.10. Ideally, also the door and frame materials would be identified. (... and it is assumed that the door width is in feet/inches, as opposed to simply "inches" as shown.) Please clarify. 2. Sheet A0.2. (Minor note) The window schedule U-Value column heading reflects "Minimum Code Required." The U-factor as required by WSEC Table 13-1 is a "Maximum" U-value. (Unless directed otherwise, this will simply be red-lined on the plans.) 3. Sheet A0.3. Please identify the classification of (or provide a specification for) the proposed interior finish materials including their flame spread and smoke-developed indices. In particular, the "ash" wainscoting materials (ASH), the 2x8 solid plastic" base materials (PL8) and the polyester acoustic panels (ACP) need to be identified. 4. Please provide an exiting plan in accordance with IBC 107.2.3 and IBC Chapter 10 that indicates the number of occupants to be accommodated in each room and/or space 5. Sheet A1.0. The staff dining (D04) and Meeting room (D05) area has an occupant load (calculated in accordance with IBC 1004) in excess of 100 persons. The area is equipped with the "sliding door panel assembly" which serves to separate the space from the additional exits. With the sliding door panel assembly in a closed position, only one exit is available from the space (through Door DD07). In accordance with IBC Section 1015.1 and Table 1015.1, Group A assembly occupancy spaces with an occupant load in excess of 49 persons, shall be provided with at least two separate and distinct exits. Likewise, the east and west dining rooms (D01 & D03) will suffer a similar situation when closed from the center dining section. Another issue that must be considered is: with any combination of open and closed panels, are the two exits required for each space separated from each other sufficiently to satisfy the requirements of IBC 1015.2.1? (1/3 diagonal-sprinkled) For example, if the wall between D03 and D04 was open, but the wall between D02 and D03 were closed, the two available exits to the rear would not satisfy the minimum separation distance. With the exiting plan requested above, please also assess all open/closed wall combinations and/or otherwise describe how the exiting arrangements will satisfy the requirements of IBC 1015. 6. Sheet A1.0. Fire extinguisher cabinet details are provided on Sheet A6.4, however, the fire extinguisher size and type details are not provided, nor are the fire extinguisher locations identified on the floor plan. Please provide all necessary details and/or specifications for the proposed portable fire extinguishers in accordance with IBC and IFC Sections 906. 7. The minimum number of plumbing fixtures for a facility is determined by the Washington amended IBC Section 2901.2 and Table 2902.1, which for the size of the proposed building, would typically result in a requirement for at least 4 male, and 4 female water closets (and associated lavatories, etc.) A total of only 4 water closets are provided. Typically, in accordance with WA-IBC 2903.1, separate facilities shall be provided for each sex, and Section 2902.1.2 also requires that the (plumbing fixture) occupant load be equally divided between the sexes. There is however a code provision in 2902.1.2 that allows the building official to approve a different distribution between the sexes if appropriate data is provided and the different distribution substantiated. Some assumptions have been made, and I recognize that the distribution between the sexes is not likely to be 50/50... but no data or specific request for consideration has been provided. Regardless of the distribution, due to the size of the building, and trying several different distribution scenarios, it does not appear that the minimum number of fixtures required by WA-IBC Chapter 29 will be satisfied, and several additional fixtures appear to be required. Please review the situation and clarify and/or correct the information. Pros,LLC Page 2 of 5 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com • 8. Sheet A1.5. (Minor note) On the printed copy, the general notes and legend printing is not clear. Please clarify 9. Sheet A1.6. (Minor note) The detail references for the sliding wall/door assemblies are incomplete. Please clarify. 10. Sheet A1.3. Exit signs are required in accordance with IBC 1011.1. Most of the required exit signs are shown on the reflected ceiling plan on Sheet A1.3 and the lighting plan on Sheet E2.0; however, none are shown at the kitchen exit doors DK04 and DK06. Please clarify and/or correct. 11. Please provide a description, specification, sign plan or notes on the plans to describe the tactile exit signs required at the exit discharge doors in accordance with IBC 1011.3. 12. Sheet A3.7. Detail 3 on Sheet A3.7 has an incomplete detail notation at the wall near the service dock. Is this supposed to reference 1/A5.9? Also, a reference is made near the office (K04) to a Section 3/A5.10. On Sheet A5.10, Detail 3 is not used. Please clarify the discrepancies. Structural: 13. Sheet S0.1. Special Inspection in accordance with IBC 1704 is required for this project. The special inspection note on Sheet S0.1 is incomplete. In accordance with IBC Sections 1704.1.1 and IBC 1705, please provide a statement of special inspections identifying what special inspections are required for this project, and the details of such as required in the subsections of IBC 1705. 14. Sheet S0.1. In accordance with IBC Section 1709.1, the contractor responsible for the construction shall provide a written statement of responsibility to the building official and the owner prior to commencement of the work acknowledging awareness of the special inspection requirements contained in the statement of special inspection (from comment above). If the contractor is not yet known, this comment can simply become a condition of the permit, but must be resolved prior to requesting any foundation inspections. 15. Sheet S0.1. This comment is essentially immaterial because the entire floor system is a slab- on-grade. The floor live loads are indicated on Sheet S0.1 as only 40 psf. In accordance with IBC 1607.3 and Table 1607.1, the minimum floor live load for the assembly area with movable seats is 100 psf. Again, this is essentially immaterial as the designed floor will satisfy the minimum loading, (and is identified as 100 psf exit live load for floors in the structural calculations) but it should be appropriately documented on the plan sheets. 16. Sheet S0.1. Under the structural wood requirements, sill plate anchor bolts are specified as "5/8 diameter w/3"x3"x'/4" steel plate washers at 4 feet on center minimum, or as noted on the drawings..." The shear wall notes on the same sheet identify "typical anchor bolts" as "5/8" diameter 72" o.c (UNO)" with 2"x2"x3/16" square washers. Please clarify the discrepancies in typical spacing and washer sizes for non-shear-wall locations. (Shear-wall locations to be in accordance with shear- wall table.) In addition, the minimum anchor bolt length of 10 inches (with 7" minimum embedment) may need to be increased where shear-wall types P1-3 and P1-2 are specified due to the increased plate thickness required. Please clarify. 17. Sheet S1.1. Numerous interior wall locations specify detail 14/S2.1. Detail 14/S2.1 is a column location detail (over the raised curb) with square spread footings sized in accordance with Detail 13/S2.1. There is a note at detail 14/S2.1 that reads "wall plate on curb mounting detail SIM" however, where referenced on Sheet S1.1 "SIM" is not included with the references, and there is no indicator of the necessary width of the thickened slab or footings or the necessary reinforcement at such wall locations, several of which are below bearing walls. Please clarify. 18. Sheet S1.1. At an opening between the kitchen and camp storage at grid 7, as well as a similar opening along grid 12, a detail reference notes a "16" Thickened Slab, per 5/S2.3" however, no Sheet S2.3 has been provided. Please clarify. Pros,LLC Page 3 of 5 P.O.Box 185 Allyn,WA 98524 Code ProsWA.co m incomplete detail references atgrid B-3.5 and B.8-18. Please clarify. • 19. Sheet S1.1. There are Y 20. Sheet S1.1. At the front porch, (and storage room) the foundation plan notes Detail 7/S2.1 and further notes a 6-inch thick wall. Detail 7/S2.1 is a 6 foot tall foundation wall a minimum of 8- inches thick. Please clarify the discrepancy. 21. Sheet S1.1. At the loading dock door location, a foundation detail 6/S2.2-SIM is referenced. Detail 6/S2.2 is a beam base detail that appears to be inconsistent with the location noted. Please clarify. 22. Sheet S1.1. Near grid 12 at the front of the building, and near the center wall, notes in two locations read "F4, typ all interior columns" whereas also near grid 12, but near the rear of the kitchen a note reads "F3, typ all interior columns." While I assume one is meant for the columns near the kitchen, and the other for columns near the dining room, the discrepancy should be clarified to avoid any confusion in the field. 24. Sheet S1.3. The structural calculations provide two different beam choices for the roof beam between the kitchen and dining room, however, neither size calculated (8% x 30 GLB or 6% x 42 GLB) is referenced on Sheet S1.3 which specifies a 83/4 x 36 GLB. As the 8% x 36 GLB is larger than the 8% x 30 GLB calculated, it is assumed to be structurally sufficient. To avoid confusion, the plans should accurately reflect the design as calculated by the engineer, or the engineer should provide documentation authorizing the substitution of larger members. Numerous other beams and posts are also inconsistent between the plans and the calculations. Though again, in those situations, larger members are generally indicated on the plan sheets. Please clarify if the substitutions are acceptable and clarify any discrepancies. 25. Sheet S1.3. There are several incomplete detail references. In addition, there are others that appear to be inaccurate (such as the porch detail reference to 1/S3.2 which assumedly should be 1/S3.4). Please review, clarify and/or correct. 26. Sheet S2.2. At Detail 5/S2.2, a 24-inch long 3/4-inch all-thread is welded to a 1A-inch galvanized steel plate and epoxied into the concrete plinths. The length of embedment into the concrete is not specified (nor is special inspection of the structural epoxy installation) nor is it identified how the column above will be secured to the all-thread. In accordance with IBC 2304.9.7 column- and post-end connections shall be fastened to resist lateral and new induced uplift forces. Please clarify the connection requirements. 27. Sheet S2.2. Detail 19 (Loading Stair Detail) identifies the stair tread length to be 101A-inches, however, Detail 6/A6.10 identifies the same stairs to have 11-inch (typical) tread lengths. In accordance with IBC Section 1009.4.2, the minimum tread length shall be 11 inches. Please clarify and/or correct the discrepancy. 28. Sheet S3.4. Porch ramp floor beams are calculated (page G45) as DF/L#2 6x8, (for 100 psf live loads) however are shown on the plans (at Detail 1/S3.4) as 4x8. Please clarify the discrepancy. Mechanical/Plumbing 29. Sheet M1.1. Most of the required cleanout locations are indeed shown, however at each of the two drinking fountains where the branch drain exceeds five feet horizontally, additional cleanouts are required. (may be wall cleanouts...) Please clarify and/or correct. 30. Sheet M5.1. Sheet M4.1 indicates 4-inch vent and 4-inch intake to a direct vent piping and termination arrangement as noted in Detail 5/M5.1 for the water heater and boilers. However, Detail 3/M5.1 indicates a "Class B Gas Vent" for the domestic water heater. Please clarify the discrepancy. 31. Sheet M1.1. The plumbing plans include separate drainage piping for the kitchen fixtures susceptible to grease laden waste, and the plans indicate for the 4-inch "grease waste" "continuation CodePros,LLC Page 4 of 5 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com • by septic. A grease interceptor is indeed required by UPC Section 1014. Please provide a basic description of the size, capacity and type of grease interceptor proposed to be installed. 32. The Class I and Class II hood, exhaust and suppression systems are described in the K Sheets, and the exhaust ducts for those systems are included in the M Sheets. Please provide full descriptions and/or specifications for the Class I and Class II exhaust duct materials, sizes, joint types, grades, connections, supports, cleanout locations, access opening location and protection, etc., in accordance with the requirements of IMC Sections 506.3 and 506.4. (No#) Sheet F1.0. The sprinkler layout plan is conceptual only. A separate permit submittal (with complete system details) is required prior to installation of the automatic fire sprinkler system. At this time... it is assumed that the AFES permit is approved to be a deferred submittal. No response is required. Unfortunately, the construction plans cannot be recommended for approval for a building permit until all outstanding issues are resolved. To re-submit plans: Please make the required corrections and/or clarifications and submit a revised electronic copy of the plans (.PDF or .DWF); or, if on paper, two complete sets of the plans clearly identifying all revisions. If the plan sets are re-submitted electronically, then once approved, the electronic set will contain the approval indications and will be returned to the County on two CDs, one copy for the County record, and one copy to be returned to the applicant/architect in order to print off an official "Approved Site Copy" of the plans to be maintained on-site during construction. Electronic plans may be e-mailed to mbarth(a7codeproswa.corr or instructions and passwords may be provided for me to download the revised plans from a FTP site or similar arrangement, or they can simply be mailed on a CD to the Jefferson County Department of Community Development, and copied to the CodePros' address below. To aid in the timely review of the revised plans, please detail all corrections and/or revisions in a cover letter, numbered the same as the comments above. Revisions should be marked on the sheets and noted with a cloud surrounding them or some other method to distinguish the changes. Please also be sure to identify if any other changes are made that are not associated with the plan review comments. Re-submitted plans are normally reviewed within ten business days of the receipt of complete revisions in our office. If you have questions or concerns about the review comments, please contact me directly at mbarth(efO codeproswa.com or call me at 360-801-0543. Sincerely, //r,/ Digitally signed by Michael J.Barth,M.C.P. Date:2013.07.21 19:55:42-07'00' Michael J. Barth, M.C.P. Building Code Consultant Pros.LLC cc:Jefferson County DCD Justus Fisher Notkin Engineering CodePros,LLC Page 5 of 5 P.O.Box 185 Allyn,WA 98524 CodeProsWA.com j 2009 Washington tate Energy Code Compliance Forms for Nonr- idential and Multifamily Envelope Summary__-, Zone 1 Non-Residei,.,al ENV-SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Info Project Address 970 Bee Mill Road Date 25/02/2013 Brinnon, Washngton For Building Department Use Applicant Name: Gerald KB Eysaman; EYSAMAN& Company Applicant Address: 711 Saint Helen's Avenue, officelil Tacoma, Washin, Applicant Phone: (253) AR2-5934 Project Description 2 New Building ❑ Addition ❑ Alteration ❑ Change of Use ❑., Prescriptive n Component Performance ❑ Seattle EnvStd Compliance Option (See Decision Flowchart(over)for qualifications) ❑ Systems Analysis Occupancy Group ® Nonresidential 0 Multifamily Residential Climate Zone 0 Climate Zone 1 0 Climate Zone 2 (See WSEC 302.3 for county list) Fenestration Area Total Fenestration Calculation (rough opening) Gross Exterior These fenestration and wall values are (vertical&overhd) divided by Wall Area times 100 equals %Fenestration calculated per inputs provided in the ENV-UA form. In the electronic form 1557 . 0 — 7490 . 0 X 100 — 20 . 8% these cells auto-fill and cannot be edited. 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as Semi-Heated Path O prescriptive path and must be calculated separately from other conditioned spaces. Limited to no reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements(enter values as applicable) Envelope Requirements(continued) Minimum Insulation R-values Maximum U-factors Roofs-Insulation Above Deck Vertical Fenestration Roofs-Metal Building Non-Metal Frame U-0.32 Roofs-Single Rafter R-38 Metal Frame Roofs-Attic and All Others R-38 Entrance Door U-0. 600 Walls-Mass R-38 Skylights-Without Curb Walls-Metal Building Skylights-With Curb Walls-Steel Framed Opaque Doors-Swinging U-0. 600 Walls-Wood Framed and Other R-21 Opaque Doors-Non-Swinging Floors-Mass Maximum SHGC(or SC) Floors-Steel Joist Vertical Fenestration Floors-Wood Framed and Other Non-North PF 0.45 Maximum F-factors North PF 0.50 Slabs-on-Grade-Unheated Skylights Slabs-on-Grade-Heated R-10 Notes: 1 E 2009 Washington •te Energy Code Compliance Forms for Nonre ntial and Multifamily Envelope Summry (back)Zone 1 Non-Res: ential ENV-SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Minimum Requirements Use table to determine if project qualifies for the optional for Prescriptive Option Prescriptive Option. All components must meet the stated Climate Zone Climate Zone I Climate Zone 2 Nonresidential Residential,Other Nonresidential Residential,Other than Occupancy Group than Single-Family Single-Family Opaque Elements Insulation Min.R-Value Roofs Insulation Entirely above Deck R-30 c.i. R-38 c.i. R-30 c.i. R-38 c.i. Metal Building R-25+R-11 Ls R 25+R-11 Ls R-25+R-11 Ls R-25+R-11 Ls Single-Rafter R-38 R-38 R-38 R-38 Attic and Other R-38 adv or R-49 R-38 adv or R-49 R-38 adv or R-49 R-38 adv or R-49 Walls.Above-grade Mass R-5 7 r i' R-11 Ari' R-7.6 c.i. R-13.3 c.i. Metal Building R-13+R-7.5 c i R-19+R-8 5 c i R-13+R-7.5 c.i R-19+R-1 6 c.i. Steel Framed R-13+R-7.5c.i. R-19+R-8.5 c.i. R-13+R-7.5 c.i. R-19+R-14 c.i. Wood Framed and Other R-21 R-13+R-6 c.i. R-13+R-7.5 c.i.,or R-21+R-5 c.i. R-21+R-2.5 c.i. Below Grade Wall Same as above erade Same as above grade Floors Mass R-30 c.i. R-30 c.i. R-30 c.i. R-30 c.i. Steel Joist R-38+R-4 c.i R-38+R-4 c.i R-38+R-4 c.i R-38 0+R-4 c.i. Wood Framed and Other R-30 R-30 R-30 R-30 Slab-On-Grade Floors Unheated R-10 for 24 in.(with R-10 for 24 in.(with R-10 for 24 in.(with R-10 for 24 in.(with thermal break) thermal break). thermal break) thermal break) Heated R-10 c.i.(with thermal R-10 c.i.(with thermal R-10 c.i.(with thermal R-10 c.i.(with thermal break) break) break) break) Opaque Doors Maximum I J-Factor Swinging U-0.600 . U 9.400 U-0,600 U-0.40Q Non-Swinging U-0 600 l U-0 400 1I-0 600 1 IJ-0 400 Fenestration 0-40%of Wall Assembly Maximum Il-factor(NFRC Rated) Vertical Fenestration Nonmetal framing U-0 32 U-0 32 U-0 32 U-0 32 Metal framing U-0.40 U-0,40 U-0.4n0 U-0.40 Entrance doors U-0 60 U-0 60 U-0 60 U-0 60 Skvliehts Without curb(i e sloped U-0 50 II-0 50 U-0 50 1T-0 50 With curb(i.e individual unit U-0 60 U-0 60 U-0 60 U-0 60 Fenestration 0-40%of Wall Assembly Maximum SHGC Factor Vertical Fenestration SHGC-0.40 all, OR No Requirement SHGC-0.40 all, OR No Requirement SHGC-0.45 all PLUS SHGC-0.45 all PLUS permanent PF>0.50 on permanent PF>0.50 on west,south,east west,south,east Skvliehts SHGC-0 35 SHGC-0 35 SHGC-0 35 SHGC-0 35 The following definitions apply:c.i.=continuous insulation,Ls=liner system(see fit III 3ftflt)Zone 1,nonresidential walls may be ASTM C90 concrete block walls,ungrouted or partially grouted at 32 Inien 6grtically and 48 inches or less on center horizontally,with ungrouted cores filled with material having a maximumco 4uj j y of Wenjltilrft2•fF n 0.44 u . a • • Y.: - II r r U m o o m >35.: mZ Z� N c O 5 O_ w N '� N4 >. E c E,.E m 8 w Y m m�, o m 8 ms m v s 3 g m o To t g E.m m m Za ` ` o. W B aa 8 a c v d - a 8 c ficq g 8 m 8 8 E a E W $ a o qz t Em c go q � `9- W$ W€ e$ $h LL So 3 g$ �s . a ' 5 a $ 8a cp a 3 5m Vila c$To3o . c ..2F, , 13 1 - o m, a c 'a o « cogeo m o8E2 y m8c c g cit -._ m E p- pc c 2 a o c W $ g a n o a a a ffi E g 4 `m '_° E E 8 w 4 3 g g-° m 3 e t m .8 3 &m a� q a E i " 8 o c o 2 3 v v m_Smm� WEB- cBc�coc7 5.§5. 2 A . ya 5 ;3 r-° 8 8 `'05::g74S`i8 0 4 m 1. c m 1 c 8i 8,d 4 m .m 8 3 o e t 3 o y S g w m .m . ... . m m 1 ,8 Bm. m..c°.W mtz•c5mm : ffim _go`F1emLT °1.;o m cm w '1 a a,,e E 0 = .€ 114" -I , =08 ` o,eovo - °`m 8 §E 'lcdScvsamzm= m9 v x " = N 8.�no 8 5 O, $ =3 c� g � '8 g0v2 -va8 85 �� ' ASco� wa, �$a 4m-24 m d 8 E < er5� g8g �� w` (ug s `o0 8i ltl lgi8$ mgv">in-1 >a >o >WS> i"!fli 81,1 $. 8 ro E a U ,ggl0 5 C1$ .o.. 8 ,- 2, 1 o 1,200.7",7; 00;"0. 0000000000Kas ° E � m m5rca m¢ m _ 8 a m. aa' & «U g a € c L E 558 8 88 8 8 6 888 85 8 8 8 8 8 8 8 8 51 '1-4 -- :- 3a-I, 3 8 3 5 5 5 5 .a 5 5 5 S5 o y a 8 g o N ud 3 02 m '.5-212228-282-8-82888222228867 ; a 3'0 - - g 5 8 - 9 - 69 y �6 cNW m8 ow3 E. ---- - - - -- - - - `� - = - -Sa.J �o I. co 3 1 .9.&• = 8, 5 m 8 A W V'5$ Sag " yyw` ~ w am m 1- 58 liW. 1 1 c t) a 2 ; awUo +'u : U� cz gf o y m8 t $ ae a m, >_ Po n U e i zm �E 0 5 m u 5 a 3 � � N ! I ! 8h y=� eo WN €E 0.$'8 W m1. p N F o m .S2 U y ix _ - - m m m m o, a_W 11## co - op)c QSa - U dQ a g3 ° n$z °. N 1 8 8 z w H z z rmar rOZmv" r „ w N I z r d VmNa i"E Qi,V k • • A $kY m u! T'—� C i A C7 'i1 • o • • 'r1 Light Vertical n c o$ 8 BG Opaque ",4 1 m S a n7 ,1,'M x -a ul ..' O 2 x b Z Z PPPPooiAApm cc AAAAA? �p m! y° c yt0`-t„ 3 R'C4 mC nr ruWVia o n oqr v. n -n n �.. om Aa; t7'ZC A ti a 1.S. �5 �^r] � � r v,J aW o' ee �$ s'Ca°3 �o•a �°.oa mC i.':,':4', a ''' 24=o�Re kr o.z.' � g> W Wuu�w n" 'IP,nDn7 on ro m . -?'. '.,!-.1.3. .,1 '' ,FPPP PP PPPPPP PP 11 ,g.„. ,: 3gpaaR :�Z o t]o H H'L-, iq Y C O a Y r -a'"?.. O ? i• t' O•`I Ip ,�. Z N N —I ' t,F,�� "�3 �' 8A A yy o o�g•Z �•km 9p m Pon r r rr r "'p rr m `A y •b,? �^y.aoRON .1738738 m e ammn ! o, ao, in Ix v S �, R.. 'a 4060 2) o,—* n t.•_"11nM .�3} d p M H H H H H H H H H O " n p nR7 §..—e, Y D Y FAY 11 p O O O O O O O 9 4 4-aill °"�5.y p R S `' n 2 n W nnN N Y am iYP ' 4, 1 S 11i ,11.1 Re 3 5- n O • O m A O y G 0 0 4�p b p j n 0. n n = r M o p y. ,.P 4 ;.•3 `., Z ko G p :',-`4.'1-. n 0.G p F. = B .,° R p rp R ribC T V/N t N n n • W M Y n u ° ,h y�'' "' 4 0 G n N i Y n # ° 1. A R • 400•A i•C ib g QQ in e DO C�S � Xr o n n ° R o g.s O i•O, ,-O^, ° mm 008 c : W gm -w�12. 4 .•k..4 NDi ER N o'o H. vim span : r,� . ..".2z v DCO ill q• p ,S \N s o O N W W m N m a 0 Z ? III. Iu O4 `.9.3,ti oq y' o7�-s,��-° o o gg 'F N a o� O ri pp P s 3 `° i 4 1. g' i. 1 5. la al i 0.y a ,. b - 8 tl E 0 2 .., F r oy 56 4. m 0 € 8 a I A E5. m .rt b '' . ° m o. B B .$• 2 § • 1,-;', 9E. epi• n a • @ a Q g g cs. C A ° 5 Y• P E S G n•0 5 4 5 C So a �� es t ° 5 ° i s `� $�.@i i g E ' Ri �'E. vn an z; CO c g 3 oTilE4 5 g ai a ma :,o o... ,00 8 8 c E R $E. g.</� 2`' •72 37 2009 Washington Stateergy Code Compliance Form for Nonresidential SVlultifamily Residential Interior Lighting Summary LTG-INT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Project Info Project Address camp Parsons Dining Hall Date 2/19/2013 970 Bee Mill Road For Building Department Use Brinnon, WA Applicant Name: Sparling - Mark Peabody Applicant Address: 4100 194th St. SW, Suite 400 Lynnwood, WA. 98036 Applicant Phone: 206-224-3624 Project Description H New Building Addition _ Alteration Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Prescriptive • Lighting Power Allowance ` Systems Analysis Compliance Option (See Qualification Checklist(over). Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions No changes are being made to the lighting and space use not changed (check appropriate box-sec. 1132.3) 117 Less than 60%of the fixtures new,installed wattage not increased,&space use not changed. Maximum Allowed Lighting Wattage Location Allowed Gross Intenor (floor plan/room#) Occupancy Description Watts per ft2"* Area in ft2 Allowed x Area LEVEL 1 DINING HALL 1.20 14906 17887 **From Table 15-1 (over)-document all exceptions on form LTG-LPA Total Allowed Watts 17887 Proposed Lighting Wattage Location Number of Watts/ Watts (floor plan/room#) Fixture Description Fixtures Fixture Proposed LEVEL 1 A - 4' DIRECT INDIRECT PENDANT 3-F32T8 74 93 6882 A2 - 12' WALLMOUNT DIRECT INDIRECT 6-F32T8 1 192 192 C - SURFACE MOUNT VANITY 1-F32T8 4 58 232 D - SURFACE MOUNTED STRIP FIXTURE 2-F32T8 9 58 522 F - SURFACE MOUNT WRAPAROUND 3-F32T8 1 93 93 G - SURFACE MOUNT WRAPAROUND 2-F32T8 9 58 522 H - PENDANT MOUNT 22" ROUND LOWBAY 4-26WCFL 18 94 1692 J -RECESSED SHALLOW DOWNLIGHT 1-26WCFL 3 26 78 K - RECESSED 1X4 TROFFER 3-F32T8 16 93 1488 K2 - RECESSED 1X4 TROFFER 2-F32T8 19 62 1178 L - RECESSED 1X4 WET LISTED TROFFER 3-F32T8 5 93 465 M - HALOGEN TRACK MOUNTED SPOT 1-90WPAR 6 90 540 X - EXIT SIGN - EXEMPT 5 KITCHEN HOOD FIXTURES 8 62 496 WALK IN REFER/FREEZER 7 62 434 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 14814 Notes: 1.For proposed Fixture Description,indicate fixture type,lamp type(e.g.T-8),number of lamps in the fixture,and ballast type(if included). For track lighting,list the length of the track(in feet)in addition to the fixture,lamp,and ballast information. 2.For proposed Watts/Fixture,use manufacturer's listed maximum input wattage of the fixture(not simply the lamp wattage)and other criteria as specified in Section 1530. For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50,or as applicable,the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3.List all fixtures.For exempt lighting,note section and exception number,and leave Watts/Fixture blank. 2009 Washington Stat- rgy Code Compliance Form for Nonresidential . ultifamily Residential Interior Lighting Summary (back) LTG-INT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Prescriptive Spaces Occupancy: Warehouse or Parking Garage ; Other Qualification Checklist Lighting Fixtures: Check if 95%or more of fixtures comply with 1,2 or 3 and rest are ballasted. Note:If occupancy type is"Other"and fixture a) 1 or 2 two lamps,1.Fluorescent fixtures with b) answer is checked,the number of fixtures in(Sectionreflector or louvers, the space is not limited by Code. Clearly 1521) c)5-60 watt T-1,T-2,T-4,T-5,T-8,or CFL lamps,and d)hard-wired electronic indicate these spaces on plans. If not dimming ballasts. Screw-in CFL fixtures and tracking lighting do not qualify. qualified,do LPA Calculations. 2.Metal Halide with a)reflector b)ceramic MH lamps<=150w c)electronic ballasts 3.LED lights. TABLE 15-1 Unit Lighting Power Allowance(LPA) Use' LPA`(W/f 5) Use' LPA`(W/ft`) Automotive facility 0.85 Office buildings,office/administrative areas in facilities 0.91 of other use types(including but not limited to schools, hospitals,institutions,museums,banks,churches)5 Convention center 1.10 Parking garages 0.20 Courthouse 1.10 Penitentiary and other Group 1-3 Occupancies 0.90 Cafeterias,fast food establishments', 1.20 Police and fire stations 0.90 restaurants/bars' Dormitory 0.85 Post office 1.00 Dweling Units 1.00 Retailt0,retail banking,mall concourses,wholesale 1.33 stores(pallet rack shelving) Exercise center 0.95 School buildings(Group E Occupancy only),school 1.00 classrooms,day care centers Gymnasia,assembly spaces 0.95 Theater,motion picture 0.97 Health care clinic 1.00 Theater,performing arts 1.25 Hospital,nursing homes,and other Group I-1 and 1.20 Transportation 0.80 1-2 Occupancies Hotel/motel 1.00 Warehouses 0.50 Laboratory spaces(all spaces not classified 1.62 Workshops 1.20 "laboratory"shall meet office and other appropriate categories) Laundries 1.20 Libraries' 1.20 Plans Submitted for Common Areas Only' Manufacturing facility 1.20 Main floor building lobbies (except mall concourses) 1.10 Museum 1.00 Common areas,corridors,toilet facilities and 0.80 washrooms,elevator lobbies Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed,the specific use shall apply.In cases in which a use is not mentioned specifically,the Unit Power Allowance shall be determined by the building official.This determination shall be based upon the most comparable use specified in the table.See Section 1512 for exempt areas. 2) The watts per square foot may be increased,by 2%per foot of ceiling height above 20 feet,unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by 2%per foot of ceiling height above 12 feet. 4) For all other spaces,such as seating and common areas,use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by 2%per foot of ceiling height above 9 feet. 6) Reserved. 7) For conference rooms and offices less than 150ft2 with full height partitions,a Unit Lighting Power Allowance of 1.1 w/ft2 may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000,the Unit Lighting Power Allowance for the court area is 2.60 W/ft2. 10) Display window illumination installed within 2 feet of the window,provided that the display window is separated from the retail space by walls or at least three-quarter-height partitions(transparent or opaque)and lighting for free-standing display where the lighting moves with the display are exempt. An additional lighting power allowance is allowed for merchandise display luminaires installed in retail sales areas that are specifically designed and directed to highlight merchandise. The following additional wattages apply: i.0.6 watts per square foot of sales floor area not listed in items ii and iii below; ii. 1.4 watts per square foot of fumiture,clothing,cosmetics or artwork floor area;or iii.2.5 watts per square foot of jewelry,crystal or china floor area. The specified floor area for items i,ii,or iii above,and the adjoining circulation paths shall be identified and specified on building plans. Calculate the additional power allowance by multiplying the above LPDs by the sales floor area for each department excluding major circulation paths. The total additional lighting power allowance is the sum of allowances for sales categories I,ii,or iii plus an additional 1,000 watts for each separate tenant larger than 250 square feet in area. The additional wattage is allowed only if the merchandise display luminaires comply with all of the following: (a)Located on ceiling-mounted track or directly on or recessed into the ceiling itself(not on the wall). (b)Adjustable in both the horizontal and vertical axes(vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). This additional lighting power is allowed only if the lighting is actually installed and automatically controlled,separately from the general lighting,to be turned off during nonbusiness hours. This additional power shall be used only for the specified luminaires and shall not be used for any other purpose. r 2009 Washington State rgy Code Compliance Form for Nonresidential Ovlultifamily Residential Exterior Li • htin • Summa LTG-EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Project Info Proj Addres:camp Parsons Dining Hall Date 2/19/2013 970 Bee Mill Road For Building Department Use Brinnon, WA Name: Sperling - Mark Peabody Appl.Name 4100 194th St. SW, Suite 400 Lynnwood, WA. 98036 Appl.Phone 206-224-3624 Project Description New Addition J Alteration I Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Lighting Zone Zone 1 Zone 2 Zone 3 Zone 4 (as specified by Jurisdiction) Compliance Option A Lighting Power Allowance Systems Analysis Building Grounds Efficacy>60 lumens/W ,__' Controlled by motion sensor (luminaires>100 Watts) Exemption(list) Alteration Exceptions H No changes are being made to the lighting and space use not changed. (check appropriate box-sec. 1132.3) I Less than 60%of fixtures are new,installed wattage not increased,&space use not changed. Tradable Maximum Allowed Lighting Wattage Base Site Allowance: 600 Allowed WattsArea(ft2),perimeter Allowed Watts Tradable Surfaces Description per ft2 or per If (It)or#of items x ft2(or x If) Main Entry Main Entry 20 W/LF of door widt 12 240 Other Entries SIDE ENTRIES 20 W/LF of door widt 30 600 Stairways MAIN ENTRY STAIRS AND RAMP 1.0 W/ft2 250 250 Total Allowed Tradable Watts: 1090 Tradable Proposed Lighting Wattage (use mfgr listed maximum input wattage for luminaire.) Number of Watts/ Watts Surface Fixture Description Fixtures Fixture Proposed DINING HALL EXTERIOR B - WALL MOUNT EXTERIOR SCONCE 1 26WCFL 3 27 81 E - SURFACE MOUNT DOWNLIGHT 1-26WCLF 6 27 162 E2 - SURFACE MOUNT DOWNLIGHT 2-26WCFL 2 54 108 I - WALL MOUNTED FLOOD 1-150WHPS 2 157 314 N - WALLMOUNTED JELLY JAR 1-26WCFL 4 27 108 O - RAILWAY MOUNT PATH LIGHT 1-10WLED 8 10 80 Total proposed tradable watts may not exceed the sum of total allowed tradable watts plus Total Proposed Tradable Watts: 853 the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non-tradable categories. Non-Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: 600 Allowed Watts Area(ft2),perimeter Allowed Watts Non-Tradable Surfaces Description per ft2 or per If (If)or#of items x ft2(or x If) Non-Tradable Proposed Lighting Wattage Number of Watts/ Watts Surface Fixture Description Fixtures Fixture Proposed Non-tradable proposed watts may not exceed allowed watts for any individual Total excess Non-Tradable watts: 0 surface unless the total excess watts for all non-tradable surfaces are less than the 600 remaining site allowance. Site Allowance Balance: 2009 Washington State rgy Code Compliance Form for Nonresidential • ultifamily Residential Exterior Lighting Summary (back) LTG-EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 TABLE 15-2B LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Specific area description Zone 1 Zone 2 Zone 3 Zone 4 Base site allowance' 500 W 600 W 750 W 1300 W Tradable Surfaces 2 Uncovered Parking Parking lots and drives 0.04 W/ft0.06 W/ft2 0.10 W/ft2 0.13 W/ft Areas Building Grounds Walkways less than 10 ft wide 0.7 W/linear 0.7 W/ 0.8 W/ 1.0 W/ foot linear foot linear foot linear foot Walkways 10 ft wide or greater 0.14 W/ft2 0.14 W/ft2 0.16 W/ft2 0.2 W/ft2 Plaza areas Special feature areas Exterior Stairways 0.75 W/ft2 1.0 W/ft1.0 W/ft1.0 W/ft2 Pedestrian tunnel 0.15 W/ft2 0.15 W/ft2 0.2 W/ft2 0.3 W/ft2 Landscaping 0.04 W/ft2 0.05 W/ft2 0.05 W/f12 0.05 W/112 Building Entrances 20 W/linear 20 W/linear 30 W/linear 30 W/linear and Exits Main entries foot of door foot of door foot of door foot of door width width width width Other doors 20 W/linear 20 W/linear 20 W/linear 20 W/linear foot of door foot of door foot of door foot of door width width width width Entry canopies 0.25 W/ft2 0.25 W/ft2 0.4 W/& 0.4 W/ft2 Sales Canopies Free standing and attached 0.6 W/ft2 0.6 W/ft2 0.8 W/ft2 1.0 W/ft2 Outdoor Sales Open areas3 0.25 W/ft2 0.25 W/ft2 0.5 W/ft2 0.7 W/11 2 Street frontage for vehicle No 10 W/linear 10 W/linear 30 W/linear sales lots in addition to"open Allowance foot foot foot area"allowance Non-Tradable Surfaces4 Building Facades No Allowance 0.1 W/ft2 for 0.15 Wife for 0.2 W/ft2 for each each each illuminated illuminated illuminated wall or surface7 wall or surfaces wall or surface6 Automated teller machines and night depositories 270 W per 270 W per 270 W per 270 W per location$ locations locations location$ Entrances and gatehouse inspection stations at guarded 0.75 W/ft2 of covered&uncovered area facilities Loading areas for law enforcement,fire,ambulance 0.5 W/ftof covered&uncovered area and other emergency service vehicles Material handling and associated storage No Allowance No Allowance No Allowance 0.5 W/ft2 Drive-up Windows&Doors 400W per drive-through Parking near 24-hour retail entrances 800 W per main entry FOOTNOTES FOR TABLE 15-2B: 1.Base site allowance may be used in tradable or nontradable surfaces. 2.Lighting power densities for uncovered parking areas,building grounds,building entrances and exits,canopies and overhangs and outdoor sales areas may be traded. 3.Including vehicle sales lots. 4.Lighting power density calculations for the following applications can be used only for the specific application and cannot be trade between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted i the"Tradable Surfaces"section of this table. 5.May alternately use 2.5 watts per linear foot for each wall or surface length. 6.May alternately use 3.75 watts per linear foot for each wall or surface length. 7.May alternately use 5 watts per linear foot for each wall or surface length. 8.An additional 90 watts is allowed per additional ATM location. 2009 Washin•ton State • Code Corn'Hance Form for Nonresidential - ultifamil Residential Lighting, Motor, and Transformer Permit Plans Checklist LTG-CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised August 2010 Project Address camp Parsons Dining Hall Date 2/19/2013 The following information is necessary to check a permit application for compliance with the lighting,motor,and transformer requirements in the 2009 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section Component Information Required on Plans Notes LIGHTING CONTROLS(Section 1513) Yes 1513.1 Local control/access Schedule with type,indicate locations E2.0 Yes 1513.2 Area controls Maximum limit per switch E2.0 Yes 1513.3 Daylight zone control Schedule with type and features,indicate locations E2.0 Yes vertical glazing Indicate vertical glazing on plans E2.0 No overhead glazing Indicate overhead glazing on plans N/A No 1513.4 Display/exhib/special Indicate separate controls N/A Yes 1513.5 Exterior shut-off Schedule with type and features,indicate location E2.0 Yes (a)timer w/backup Indicate location E2.0 Yes (b)photocell. Indicate location E2.0 Yes 1513.6 Inter.auto shut-off Indicate location E2.0 Yes 1513.6.1 (a) occup.sensors Schedule with type and locations E2.0 Yes 1513.6.2 (b) auto.switches Schedule with type and features(back-up,override capability) E2.0 Indicate size of zone on plans E5.0 No 1513.7 Hotel/motel controls Indicate location of room master controls N/A Yes 1513.8 Commissioning Indicate requirements for lighting controls commissioning E0.0 EXIT SIGNS(Section 1514) Yes 1514 Max.watts Indicate watts for each exit sign E2.0 LIGHTING POWER ALLOWANCE(Section 1530-1532) Yes 1531 Interior Lighting Completed and attached. Schedule with fixture types, Summary Form lamps,ballasts,watts per fixture Yes 1532 Exterior Lighting Completed and attached. Schedule with fixture types, Summary Form lamps,ballasts,watts per fixture MOTORS(Section 1511) 1511 Elec motor efficiency MECH-MOT or Equipment Schedule with hp,rpm,efficiency Mo.2 M0.3 TRANSFORMERS(Section 1540) I1540 (Transformers !Indicate size and efficiency IN/A If"no" is circled for any question, provide explanation: 2009 Washington State : y Code Compliance Forms for Nonresidential . ultifamily Residential Mechanical Summary MECH-SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Info Project Address Camp Parsons Dining Hall Date 2/19/2013 970 Bee Mill Road For Building Dept. Brinnon,WA 98320 Applicant Name: Notkin Mechanical Engineers-Carl Bellows Applicant Address: 2301 Fifth Avenue,Suite 401,Seattle,WA 98121 Applicant Phone: 202-267-6976 Project Description The dining hall will use a combinationof • mechanical Briefly describe mechanical ventilation. Heating fordining hall will •• via an underfloor .• system type and features. heating system. Tempered bake-up • •. provided via • packaged make-up air unit located in • mechanical Includes Plans • , . - commissioning requirements 0 Simple System 0 Complex System 0 Systems Analysis Compliance Option (See Decision Flowchart(over)for qualifications.Use separate MECH-SUM for simple&complex Equipment SchedulesThe following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below. Cooling Equipment Schedule Equip. Equip Capacity2 OSA CFM SEER Econmizer Heat ID Type Brand Name' Model No.1 Btu/h or Econo? or EER IPLV3 Option or Recovery Exception Y/N Heating Equipment Schedule Equip. Equip Capacity2 OSA cfm Heat ID Type Brand Name' Model No.1 Btu/h or Econo? Input Btuh Output Btuh Efficiency4 Recovery Y/N Fan Equipment Schedule Equip. Equip ID Type Brand Name' Model No.1 CFM SP1 HP/BHP Flow Controls Location of Service 11f available. 2 As tested according to Table 14-1A through 14-1G. 3 If required. 4 COP,HSPF,Combustion Efficiency,or AFUE,as applicable. 5 Flow control types:variable air volume(VAV),constant volume(CV),or variable speed(VS). 6 Exception number from Section 1433. • 2009 Washington State rgy Code Compliance Forms for Nonresidentia Multifamily Residential Mechanical Summary (back) MECH-SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 All Systems: Q No humidification? Q No Reheat? System Description If Heating/Cooling ❑ Constant vol? ❑Split system? 0<=84,000 Btuh? ❑Economizer See Section 1421 for full description of or Cooling Only: ❑ Air cooled? ❑Packaged sys? 0<=135,000 Btuh? Simple System qualifications. ❑Cooling Cap<=15 Btuh/ft2? ❑Heating Cap.>0&<=10 Btuh/ft2? If Heating Only: ❑ <1000 cfm? 0<30%outside air?❑ Heating Cap.<=10 Btuh/ft2? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not,either the Complex System or Systems Analysis Options must be used. ( START ) Co. ap<=15 : .• ft2,or Humidification Heat/Cool Eq.with or Reheat? • H-; Cap<=10 /ft2? Yes Yes No Heating/Cooling Air Cooled, No — System Type or Cooling Only onstant Volu • Yes Heating Only l Reference Section 1421/ Total <1000 CFM Serving No �N. cfm? Single Roo • 1,01. . s Yes Package Unit Split System No 4-N. <30%OSA Cap<=135,000 N. <=84,000 Btuh" Btuh i Yes Yes Yes eatin. •.alifies +-N. Cap<=10 Yes— Econo _N. Economizer No :tuh/ft2 ncluded? Exception (s= ion 1,. ) Yes Yes Simple System Allowed (section 1420) • Use Complex ► Systems (section 1430) Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex l� y Systems requirements are applicable to this project. 2009 Washington nergy Code Compliance Forms for Nonresidential Oultifamily Residential Mechanical - Complex Systems Checklist MECH-COMP 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address camp Parsons Dining Hall Date 2/19/2013 The following additional information is necessary to check a mechanical permit application for a complex mechanical For Building Department Use system for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings(see the MECH-CHK checklist for additional requirements). This information must be on the plans since this is the official record of the permit. Having this information in separate specifications alone is NOT an acceptable alternative. Applicability Code Location Building Department (yes,no,na) Section Component Information Required on Plans Notes ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY N.A. 1431.1 Field assem.sys. Provide calculations for total onsite energy input/output to equip. Yes 1431.2 System Sizing Indicate equipment&system sizing complies with 1431.2 M0.3 Yes 1432.1 Setback&shut-off Indicate separate systems or show isolation devices on plans M7.i, M7.2 N.A. 1432.2.1 Air system reset Indicate automatic temperature reset&operation sequence Yes 1432.2.2 Hydr.Sys.reset Indicate automatic temperature reset&operation sequence 10.1 N.A. 1432.3.1 Hydr.Var.Flow Indicate variable flow method for all applicable systems Yes 1432.3.X Hydronic Isolation Indicate method of isolation for all applicable systems M7.1 N.A. 1432.4 DDC Capabilities Indicate control capabilities including demand response setpoind adj. N.A. 1432.4 DDC data mgmt Indicate metering and trending capabilities. N.A. 1432.5 Pressure Reset Indicate static pressure reset for VAV systems N.A. 1433 Air Economizer Indicate economizer on equipment schedule or provide calculations to justify exemption.Demonstrate higher efficiency equipment if required. N.A. 1433 Water Economizer Indicate water economizer and provide calculations showing compliance with 1413 if 1433 Exception 3 is utilized N.A. 1434 Separate air sys. Indicate special requirement zones and indicate systems N.A. 1435 Simul.htg.&clg. Indicate method of prohibiting simultaneous heating and cooling,or state excpetion and show supporting calculations N.A. 1436 Heat recovery Indicate heat recovery of all applicable systems on plans;complete and attach heat recovery calculations Yes 1437 Elec.motor effic. MECH-MOT or Equip.Schedule with hp,rpm,efficiency METH MOT Yes 1438 Variable speed drives Indicate VS control or equivalent on schedules for all applicable equip. M7.2' N.A. 1438.1 Heat Rejection Indicate heat rejection equipment types and fan types N.A. 1438.2 Hot Gas Bypass Indicate cooling equipment staging and capacity modulation abilities N.A. 1438.3 Large Volume sys Indicate multiple system rooms&indicate ventilation control Yes 1439.1 Kitchen Hoods Indicate source and conditioning of make-up air M2.1' M7.1 N.A. 1439.2 Laboratory Exhaust Indicate HR,VAV,semi-conditioned makeup,or CERM calc If"no"is circled for any question,provide explanation: Decision Flowchart Use flowchart to determine how the requirements of the Complex Systems Option apply to the project. Start Here Refer to the indicated Code sections for complete information on the requirements. Section 1411.1 e-s/Oil Fuma :.ace, al: Equipment Efficiency No 'ny Fuel Furna, Air System input,225,000 N. with Desi n>25 field-Assemble. D Shall Meet Tables ;tuh or Any U ' input,225,000 people per N. Equipment'? N Serving Multiple 14-1A through 14-1G Hate+ Btuh? 000SF Zones' Yes Yes Yes Yes Yes 1411,1 IID&Power Section Section`1412.8 Section * 0.75%Maximum Ventilation Controls Section 1432.2.1 Venting or Damper. Calculations of Total If input,225,000 Jacket Loss for High-Occupancy On-Site Energy Input Supply Air Reset AreasControls Required Btuh then 1412.6 &Ouput Required — Modulating Controls Required l♦Tr (continued on back) 2009 Washington S nergy Code Compliance Forms for Nonresidential aultifamily Residential Mechanical - Complex Systems (back) MECH-COMP 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 • Section 1432.3.2 Total Section 1432.3.1 .ionic Section 1432.2.2 Hydronic yes through 1432.3.5 •ump HP>3 H-, Water i II Yeses Variable Flow Heated or Coded Yes System Device Isolation or HP>1.5 and _► Temperature Required >- ••ntrd , Design Required 300,000 Btu. Reset Required No No No 11, Mechanical Section 1433 :a Present. Section 1432.4 Yes N. Economizer Total Codi > DDC Required Wth Cooling? Required 7801d3tuh Trending and Demand Response No No 141 Supply OSA Y Section 1436.1 Section 1436.2 >=5000 CFM es 50%Effective Heat Yes ► Condensate Recovery Required Recovery Required No No f Hour Ops, Section 1436.3 mo Section 1436.4 4 er 4 olHou Ops, =•Y Refrigeration Refrigeration �► Condenser Heat Condensers yes* Condenser Heat >1, 1 6 :tuh,&Servi ater Recovery Required >''0kBt ? >50010 Recovery Required No No 4 Section 1435 Section 1438.3 em or Zon Zone Controls Must em o Yes► Reduce Supplystems serving Controls Must w/Simultaneous Air a room have Yes ►Reduce Airflow When tg.&Gig.? Quantity Before 10,0(Y3 CF, System In Not Reheating/Recoding �ppl' Heating or Cooling No No 41 Fan or Pump Section 1438 otor Incl.in Multi-speed Section 1437 Motors > 7.5 Y* Variable Flow Eqpmt Coved by N. Motor in Multi- No—I0 Efficiencies Must Meet HP? Devices Required Tbl 14-1A-14 system? Tle14-4in IGS Table Yes No Yes Y- -otal Bid.. Laboratory Yes haust>5,000 0. Section 1439.2 cfm? One Required: a. Heat Recovery per No 1439.2 b. 50%VAV Exhaust& Mate-up en Exhau• Section 1439.1 c. 75%Direct Makeup w/ Hood>1000 Yes. No Heating or Tempering Only ct1 Cooling for at Least d. Combined Energy 50%of Make-up Air Reduction Qer>=Qmin No Yes Yes DONE 4 2009 Washington Stat: _ rgy Code Compliance Forms for Nonresidentid Multifamily Residential Economizer MECH-ECO 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Economizer Summary El Full Air Econo:AHU-1 -Kitchen Make-up Air Unit Check box(es)for exceptions being ❑Ex 1: ❑Ex 5: ❑Ex 9a: claimed. List the system/equipment that qualifies for each exception. See ❑Ex 2: ❑Ex 6: ❑Ex 9b: Section 1433 for full description of Economizer requirements. ❑Ex 3: ❑ Ex 7: ❑Ex 9c: ❑Ex 4: ❑ ❑Ex 10: Use this flowchart to determine if project com lies with Economizer Decision Flowchart p i p requirements. If not,the Systems Analysis Option must be used. START Reference Section 1433 J 100%Air Full Air Economizer- conomizer —Yes Complies N• xception 8: Group R Occ. Yes Unit Cap<20,000 Yes - fled Un - Btuh F.m Table 14-1A, :, • S'-'/EER 15%•.-r Yes caption:: Code N. N. it Cap<54,000 B Yes — ► •I it not Exterior. No -xception . :Idg.Cap. 'ace it Cap<33,000 Bt - w/o economizer • nit not Exterior o Yes <72,000 Btuh or Yes •djacen 5%? N• No P. • 10.-P. Exception 2: Yes A-er Cooled Re. .I Chilled Water Sys. =Idg Cap wo Econ. aterside Economize xception 3 Syste Yee ► er 25%over•. e --80,000 Btu or 2•'o Yes Cap.<=500 tons ing chiiled b:- Sys N. No No No • Exception 5: caption:: Exception 4: p Dehumidification Yes Exception 7: Yes Cooling 75%Site Yes— Special OA Yes with supporting Heat Pump Loop HR or Solar iltration Need an g -•-rgy anal -eting All Crite'-:- No _No No No No 1 xception 9: erved b xc.9a: Dedicated Server or Yes 14-1A or 14-1B Yes EER&IPLV Ye V Eq Rm quipme 0.Over C••e No No No -xc.9b. P. • L.-.: N• Water Econo Yes 'ote C or bett- Yes ER&IPL 'f cap>85,00: c. . 5%* - 'ode :tu xception 10: No - RAE 127 • • RF System Meeting Yes No All Criteria Yes :-ts 14--11A/14- a IP II V No Qualifies for Full • Air Economizer Does Not Comply 0. Exception- Complies 2009 Washin•ton Stat: •r• Code Corn'Hance Forms for Nonresidentieid Multifamil Residential Electric Motors MECH-MOT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address camp Parsons Dining Hall Date 2/19/2013 Complete the following for all design A&B squirrel-cage, T-frame induction permanently wired For Building Department Use polyphase motors of 1 hp or more having synchronous speeds of 3600, 1800 or 1200 rpm(unless one of the exceptions below applies). Motor Min.Nom. No.or Type Synch. Full load Location HP (open/closed) Description of Application or Use Speed Efficiency AHU-1 7- 1/2 closed Fan motor 1800 91.7% EF-1 3 closed Fan motor 1800 89.5% A Minimum Nominal Full-Load Efficiencies(%)As of 12/19;2010 Open Motors Enclosed Motors Synchronous 3,600 1.800 1.200 3600 1.800 1200 Exceptions: Speed(RPM; 1. Motors in systems designed to use more Motor H P than one speed of a multi-speed motor. 1.0 77.0 8E.5 82.E 77.0 88.8 5 2. Motors already included in the efficiency 1.E 84.0 86.5 86.5 84 0 56.5 87.E • requirements for HVAC equipment (Tables 14- 24 cEr c plc 8E5 c E c E 1A or 14-1B) . 0 S - 86 E 88 5 8, E S9 89 3. Motors that are an integral part(i.e. not 2. easily removed and replaced) of specialized E.0 56.E 59.5 59.5 55.5 59.5 89.E process equipment (i.e. equipment which 7 5 88.E 91.0 90.2 89.E 91.7 91.0 requires a special motor, such as an explosion- 10.0 89.E 91.7 91.7 90.2 91.7 91.0 proof motor). 15.0 90.2 93.0 91.7 91.0 92.4 91.7 4. Motors integral to a listed piece of 20.0 91.0 93.0 92.4 91.0 93.0 91.7 equipment for which no qualifying motor has 25.0 91.7 93.6 93.0 91.7 93.6 93.0 been approved (i.e. if the only U.L.listing for the 30.4 51.7 94.1 93.6 91.7 93.6 5?0 equipment is with a less-efficient motor and there is no energy-efficient motor option). 40.0 92.4 94.1 94.1 92.4 94.1 94.1 50.0 93.0 94.E 94.1 93.0 94.E 94.1 For motors claiming an exception, list motor and 60.0 92.6 95.0 94.E 93.6 95.0 94.5 note which exception applies. 75.0 93.6 95.0 94.E 93.6 95.4 95. 100.0 93.6 95.4 95.0 94.1 95.4 95.0 • 125.0 94.1 95.4 95.0 95.0 95.4 95.0 150.0 94.1 95.8 95.4 95.0 95.8 95.8 200.0 95.0 95.8 95.4 95.4 96.2 95.8 250.0 95.0 95.8 95.4 95.8 96.2 95.8 300.0 95.4 95.8 95.4 95.8 96.2 95.8 350.0 95.4 95.8 95.4 95.8 96.2 95.8 400.0 95.8 95.8 95.5 95.8 96.2 95.8 4E0.0 95.8 96.2 96.2 95.8 96.2 95.8 500.0 95.8 96.2 96.2 95.8 96.2 95.8 2009 Washington ' Energy Code Compliance Forms for Nonresidential a ultifamily Residential Mechanical Permit Plans Checklist MECH-CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address camp Parsons Dining Hall 'Date 2/19/2013 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. ApplicabilityCode Location Building Department (yes,no,na) I Section Component (Information Required In Plans I Notes HVAC REQUIREMENTS(Sections 1401-1424) 1411 Equipment Performance Yes 1411.1 Minimum efficiency Equipment schedule with type,capacity,efficiency MO.2 N.A. 1411.1 Combustion htg. Indicate intermittent ignition,flue/draft damper&jacket loss N.A. 1411.1 Air-cooled chiller Provide total air and water chiller capacity N.A. 1411.2.1 Water-cooled chiller Full-load and NPLV values adjusted for any non-standard conditions N.A. 1411.4 Pkg.elec.htg.&clg. List heat pumps on schedule N.A. 1411.5 Unenclosed Heat Indicate radiant heat system and occupancy controls 1412 HVAC Controls Yes 1412.1 Temperature zones Indicate locations on plans M2.1/2 N.A. 1412.2 Deadband control Indicate 5 degree deadband minimum N.A. 1412.3 Humidity control Indicate humidistat Yes 1412.4 Setback and Shutoff Indicate thermostat with 7 day program capability&required setback •1 Yes 1412.4.1 Dampers Indicate damper location,leakage rate,control type,&max.leakage M7.2 Yes 1412.4.2 Optimum Start Indicate optimum start controls M7.1 N.A. 1412.5 Heat pump control Indicate heat pump thermostant&outdoor lockout on schedule N.A. 1412.6 Combustion heating Indicate modulating or staged control Yes 1412.7 Balancing Indicate balancing features on plans M2.1 N.A. 1412.8 Ventilation Control Indicate demand control ventilation for high-occupancy areas N.A. 1412 9 Loading Dock& Indicate enclosed loading dock&parking garage ventilation system Garage Ventilation activation and control method. N.A. 1423 Thermostat interlock Indicate thermostat interlock on plans N.A. 1432.2.1 Temperature Reset Indicate temperature reset method 1413 Air/Water Economizers N.A. 1412.1 Single zone systems Indicate multiple cooling stage control capability. N.A. 1413.1 Air Econo Operation Indicate 100%capability on schedule N.A. 1413.1 Wtr Econo Operation Indicate 100%capacity at 45 degF db&40 deg F wb N.A. 1413.2 Wtr Econo Document Indicate max.OSA condition for design clg load&equipment performance data. N.A. 1413.3 Integrated operation Indicate capability for partial cooling N.A. 1413.4 Humidification Indicate direct evap or fog atomization w/air economizer 1414 Ducting Systems Yes 1414.1 Duct sealing Indicate duct design pressures,sealing,and testing requirements M0.3 N.A. 1414.1.2 Low press.duct test Indicate applicable low pressure duct systems shall be leak tested N.A. 1414.1.3 High press.duct test Indicate high pressure duct systems shall be leak tested,and identify the location of this ductwork on plans Yes 1414.2 Duct insulation Indicate R-value of insulation on duct NO.3 Piping Systems Yes 11416 1415.1 Piping insulation 'Indicate R-value of insulation on piping IMO.2 1416 Completion Requirements Yes 1416.3.2 System Balancing Indicate air and water system balancing requirements MO.3 Yes 1416.3.3 Functional Testing Provide sequence of operations and test procedures. M0.3 Yes 1416.3.4 Documentation Indicate O&M manuals,record drawings,staff training M0.3 Yes 1416.3.5 Comm.Report Indicate requirements for final commissioning report M0.3 Yes 1416.4 Compliance Chklist Submit to building official upon substantial completion. m0.3 Yes Mechanical Summary Form Completed and attached. Equipment schedule with types,input/output, efficiency,cfm,hp,economizer 2009 Washington Energy Code Compliance Forms for Nonresidential: ultifamily Residential Mechanical Permit Plans Checklist Continued MECH-CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address camp Parsons Dining Hall Date 2/19/2013 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,na) Section Component Information Required on Plans Notes SERVICE WATER HEATING AND HEATED POOLS(Sections 1440-1454) 1440 Service water htg. N.A. 1441 Elec.water heater Indicate R-10 insulation under tank Yes 1442 Shut-off controls Indicate automatic shut-off of circulators or heat trace M7.2 Yes 1443 Pipe Insulation Indicate R-value of insulation on piping M0.2 N.A. 1444 Pump Energy Indicate method of pump energy management(Sec 1438) N.A. 1445 Heat Recovery Indicate preheat capacity as%of peak service water demand. 1460 Heated Pools N.A. 1452 Heat Pump COP Indicate minimum COP of 4.0 N.A. 1452 Heater Efficiency Indicate pool heater efficiency N.A. 1453 Pool heater controls Indicate switch and 65 degree control N.A. 1454 Pool covers Indicate vapor retardant cover N.A. 1454 Pools 90+degrees Indicate R-12 pool cover N.A. 1455 Heat Recovery Indicate method and capacity of exhaust air temperature reduction COLD STORAGE(Sections 1460-1465) 1460 Cold Storage N.A. 1463 Evaporators Indicate motor type and speed control N.A. 1464 Condensors Indicate condenser cooling type,design wb temp and control N.A. 1465 Compressors Indicate design minimum condensing temp and control. If"no" is indicated for any item in Sections 1401-1424 or 1440-1465, provide explanation: • 110 Stormwater Site Plan Report Boy Scouts of America The Dining Hall at Camp Parsons Submitted to Camp Parsons Chief Seattle Council, BSA 970 Bee Mill Road Brinnon,WA 98320 19 June 2012 Rilk I , s w .. B r1M I_i • i t ..' Prepared by BUC W KS DEPARTM NT Travest Story 3 s— Reviewed by Jeff McInnis,PE AN3DUd013A3a, Jfl N .101d31 ,t1N1100llf NOS33J3O3( Submitted by r i EtOZ i1 BergerABAM 1 33301 Ninth Avenue South,Suite 300 l Federal Way,Washington 98003-2600 t `- A E 0 i Job No. FABLD-12-061 • STORMWATER SITE PLAN REPORT The Dining Hall at Camp Parsons Brinnon,Washington TABLE OF CONTENTS SECTION PAGE PROJECT ENGINEER'S CERTIFICATE 1 PROJECT OVERVIEW 2 EXISTING CONDITION SUMMARY 2 OFF-SITE ANALYSIS 2 Section 1- Qualitative Analysis 23 Section 2-Quantitative Analysis 3 PERMANENT STORMWATER CONTROL PLAN 3 Section 1- Pre-developed Site Hydrology 3 Section 2 - Developed Site Hydrology 3 Section 3 - Flow Control System 3 Section 5 -Water Quality System 3 Section 6 - Conveyance System Analysis and Design 3 APPENDICES Appendix A -Vicinity Map Appendix B -Water Quality Analysis Appendix C - Conveyance Analysis The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Stormwater Site Plan Report 19 June 2012 Brinnon,Washington Page i of i • • Stormwater Site Plan Report THE DINING HALL AT CAMP PARSONS PROJECT ENGINEER'S CERTIFICATE I hereby certify that this Stormwater Site Plan Report for the Dining Hall at Camp Parsons project has been prepared by me or under my direct supervision and meets minimum standards of care and expertise,which is usual and customary in this community for professional engineers.I understand that Jefferson County does not and will not assume liability for the sufficiency,suitability,or performance of drainage facilities designed by me. • Signature 29 Tune 2012 Date w. l viAs444,Q4 37399 44.. %� ONAL Seal The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Stormwater Site Plan Report 29 June 2012 Brinnon,Washington Page 1 of 3 S • STORMWATER SITE PLAN REPORT THE DINING HALL AT CAMP PARSONS PROJECT OVERVIEW This project proposes a replacement of the existing dining hall at Camp Parsons,located at 970 Bee Mill Road,with a new dining hall.The existing dining hall is approximately 6,024 square feet(0.14 acres)in size and is located within Section 13,Township 26 North,Range 2 West, W.M.,City of Brinnon,Washington.In connection with the dining hall,a 20-foot-wide gravel access road with a 20-foot-wide gravel vehicle turnaround will be constructed along the east end of the property.The new gravel road will be connected to the existing gravel road east of the property that connects to Bee Mill Road.Existing storm and sewer systems will also be extended to serve the proposed dining hall.The proposed surface summary for the project is listed in Table 1. Table 1-On Site Surfaces Amount of New Impervious 19,160 Amount of Replaced Impervious 6,024 EXISTING CONDITION SUMMARY The existing dining hall is approximately 6,024 square feet in size and will be demolished during site development.There is an access road approximately 200 feet east of the dining hall that connects to Bee Mill Road.The remainder of the site is generally covered with landscaping and trees. Topographical surveys performed on the site did not indicate the presence of any wells that will be demolished or fuel tanks within the project limits.However,there is septic system connected to the existing dining hall.This septic system will be reconstructed during construction to accommodate the new facility. The Federal Emergency Management Agency(FEMA)prepares maps for all areas within Jefferson County,including the incorporated cities therein.FEMA panel no.FM5300690865B depicts the areas,if any,subject to flooding in the vicinity of this proposal.By inspection of this map the project is located in Zone C, an area of minimal flooding. OFF-SITE ANALYSIS Section 1-Qualitative Analysis The proposed point of connection to the existing storm drainage system will be at an existing catch basin approximately 165 feet south of the proposed dining hall. Stormwater runoff from this catch basin flows into Puget Sound. • v • • Section 2- Quantitative Analysis Quantitative analysis is not needed because the project stormwater system will be discharging into Puget Sound. PERMANENT STORMWATER CONTROL PLAN Section 1- Pre-developed Site Hydrology The existing site generally slopes from east to west with elevations ranging from around 230 along the existing gravel road to around 202 along the west side of the existing dining hall. Existing runoff flows from the existing dining hall through a conveyance ditch. Section 2- Developed Site Hydrology Elevations on the proposed site will still range between 230 and 202.Runoff from the existing hillside will flow to a cutoff swale running along the north side of the proposed building. Runoff from the swale will be directed to the east and west ends of the building.Runoff that flows to the east end of the building will be dispersed through a dispersion trench onto the parade field in front of the building and runoff that flows to the west end of the building will flow through a culvert running parallel with the west side of the building before discharging along the west edge of the parade field.All runoff will flow into an existing catch basin located on the south end of the parade field.Permanent check dams will be constructed in the swale where there is steep slope and in the end of the swale where it discharges into the open field. Also,a riprap pad will be installed at the inlet and outlet of the conveyance pipes.All runoff from the proposed gravel road will be dispersed into existing vegetation or connect to the dispersion trench that will disperse the runoff into the landscaping.Runoff from the roof of the proposed dining hall will be conveyed through 6-inch PVC SDR35 pipes at 0.5 percent minimum or onto splash pads. Section 3- Flow Control System A flow control system is not required in this project because it will be discharging into Puget Sound. Section 5-Water Quality System The dispersal of proposed pollution generating surfaces into landscaped areas reduces the total effective pollution generating surface to less than the 5,000-square-foot threshold for treatment requirements. Section 6-Conveyance System Analysis and Design All pipe systems shall be designed to convey the 25-year peak flow rate without surcharging and all open channel swales shall be designed to contain the 100-year peak flow rate. S • Construction Stormwater Pollution Prevention Plan Boy Scouts of America The Dining Hall at Camp Parsons Submitted to Camp Parsons Chief Seattle Council, BSA 970 Bee Mill Road Brinnon,WA 98320 19 June 2012 Prepared by Travest Story Reviewed by Jeff McInnis, PE Submitted by BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No. FABLD-12-061 • • CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN The Dining Hall at Camp Parsons Brinnon,Washington TABLE OF CONTENTS SECTION PAGE PROJECT ENGINEERS CERTIFICATE 1 PROJECT OVERVIEW 2 EXISTING SITE CONDITIONS 2 Adjacent Areas 2 Soil 2 Potential Erosion Problems 2 CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS 2 Element 1: Mark Clearing Limits 2 Element 2:Establish Construction Access 2 Element 3:Control Flow Rates 3 Element 4: Install Sediment Controls 3 Element 5:Stabilize Soils 3 Element 6: Protect Slopes 3 Element 7: Protect Drain Inlets 3 Element 8:Stabilize Channels and Outlets 3 Element 9:Control Pollutants 4 Element 10:Control Dewatering 4 Element 11: Maintain Best Management Practices 4 Element 12: Manage the Project 5 CONSTRUCTION PHASING 5 CONSTRUCTION SCHEDULE 5 ENGINEERING CALCULATIONS 5 The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Stormwater Pollution Prevention Plan 19 June 2012 Brinnon,Washington Page i of i • • CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN THE DINING HALL AT CAMP PARSONS PROJECT ENGINEER'S CERTIFICATE I hereby certify that this Stormwater Pollution Prevention Plan for the Dining Hall at Camp Parsons project has been prepared by me or under my direct supervision and meets minimum standards of care and expertise which is usual and customary in this community for professional engineers.I understand that Jefferson County does not and will not assume liability for the sufficiency,suitability,or performance of drainage facilities designed by me. i Signature 29 June 2012 `t w'Ar „v. ov WAST C'r,1. `Q CV' Date we 37399 �.t FCISTa 6,4.1~' `CAVAL Seal BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 29 June 2012 Stormwater Pollution Prevention Plan Page 1 01f 5 Brinnon,Washington • CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN THE DINING HALL AT CAMP PARSONS PROJECT OVERVIEW This project proposes a replacement of the existing dining hall at Camp Parsons,located at 970 Bee Mill Road,with a new dining hall.The existing dining hall is approximately 6,024 square feet(0.14 acres)in size and is located within Section 13,Township 26 North,Range 2 West, W.M.,City of Brinnon,Washington.In connection with the dining hall, a 20-foot-wide gravel access road with a 20-foot-wide gravel vehicle turnaround will be constructed along the east end of the property.The new gravel road will be connected to the existing gravel road east of the property that connects to Bee Mill Road.Existing storm and sewer systems will also be extended to serve the proposed dining hall. EXISTING SITE CONDITIONS The existing dining hall is approximately 6,024 square feet in size and will be demolished during site development.Currently,there is no direct access to the existing dining hall.There is an access road approximately 200 feet east of the dining hall that connects to Bee Mill Road.The remainder of the site is generally covered with landscaping and trees. Adjacent Areas The project is located in a landscape vegetated area east of Olympic National Park and northwest of Dabob Bay. Soil The USDA Soil Conservation Service has not mapped the soils in the vicinity of this project and no geotechnical report has been prepared for the site.However,this project does not intend to infiltrate runoff from the site into the ground. Potential Erosion Problems Relatively insignificant slope cover most of the site.There are no other areas of potential significant erosion. CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS Element 1:Mark Clearing Limits Prior to beginning land disturbing activities, all clearing limits will be clearly marked.The clearing limits will be marked around the perimeter of the construction area to protect neighboring properties,steep slopes, features to remain, and the existing contours to the maximum extent possible.Approximately 126,193 square feet(2.90 acres)of land will be disturbed during site construction. Element 2: Establish Construction Access The existing gravel access road south of Bee Mill Road will be used as construction entrance for this project site.With the use of the gravel access road,the vehicle access to and from the site is The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Stormwater Pollution Prevention Plan 19 June 2012 Brinnon,Washington Page 2 of 5 • • • expected to track only minor amounts of dirt and other sediment onto Bee Mill Road.All sediment that is tracked onto the roaway due to consction activities will ttracked onto the treet becomes excessive,b operations will emoved at the end of each working day.If sedimen cease until the tracked material has been removed by street sweeping and the pads have been refurbished. Element 3:Control Flow Rates Native vegetation will be protected to the maximum extent possible.The need for sediment traps or ponds is not anticipated for this project.Construction of permanent stormwater facilities will be one of the first orders of work. Element 4:install Sediment Controls Silt fence will be installed along the downstream edges of the property to minimize the sediment-laden runoff that flows into neighboring properties and to protect roadway surfaces. The gravel access road will also stabilize the point of exit and entry for all construction equipment leaving or entering the site. Element 5:Stabilize Soils The following constraints will apply.From 1 October through 30 April,no soils will remain exposed and unworked for more than 2 days.From 1 May to 30 September,no soils will remain exposed and unworked for more than 7 days.This condition will apply to all soils on site, whether at final grade or not. Stockpiles to remain exposed and unworked will be covered by approved soil stabilization measures.Temporary seeding will be used on all soils that will be exposed and unworked for an extended period of time.Permanent seeding will be placed at project completion to provide long-term stability to disturbed soils. Element 6:Protect Slopes Construction is anticipated to occur between 1 May and 30 September to protect steep slopes from excessive rains.No flowing water will be directed onto slopes steeper than 3:1 in accordance with the geotechnical report. Element 7:Protect Drain Inlets Inlet protection will be placed in each of the catch basins in the immediate vicinity of the project and in proposed catch basins as soon as possible after installation. Element 8:Stabilize Channels and Outlets After the site has been rough graded,the permanent storm drainage system will be installed as soon as possible.Temporary check dams will be placed along the biofiltration swale to provide temporary stability.Also,permanent rock pads will be installed in the steep slope of the swale and at the end of the swale to slow the runoff velocity and reduce the potential of erosion.The permanent drainage system on this site will include an open-ended conveyance pipe;therefore, a riprap pad will be placed at the outlet of the pipe to stabilize the pipe and prevent erosion. BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 2012 19 June Stormwater Pollution Prevention Plan Page 3 of 2 Brinnon,Washington • • Element 9:Control Pollutants Control of pollutants other than sediments is the responsibility of the construction superintendent. Maintenance and repair of heavy equipment and vehicles involving oil changes,hydraulic system drain down, solvent and degreasing cleaning operations,fuel tank drain down and removal,and other activities that may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures,such as drip pans.Contaminated surfaces will be cleaned immediately following any discharge or spill incident.The superintendent will be expected to use his best judgment in addressing any and all conditions that are potentially damaging to the environment.Emergency repairs may be performed on site using temporary plastic placed beneath and,if raining,over the vehicle. Cover,containment,and protection from vandalism will be provided for all chemicals,liquid products,petroleum products,and non-inert wastes present on the site. All pollutants,including waste materials from concrete pouring and demolition debris that occur on-site during construction,will be handled and disposed of in a manner that does not cause contamination of stormwater.Waste concrete from pouring and sawcutting will be collected in washouts or disposed of off site. Element 10:Control Dewatering No requirement for dewatering is anticipated.Highly turbid or otherwise contaminated dewatering water,such as from construction equipment operation,will be handled separately from stormwater.If the need for dewatering is encountered,water free of pollutants other than sediment,will be reused or a permit will be obtained for discharge into the sewer system.Water containing other pollutants will be transported off site for disposal at a recycling or disposal facility or a permit will be obtained for discharge into the sewer system. Element 11:Maintain Best Management Practices All temporary and permanent erosion and sediment control best management practices(BMPs) will be maintained and repaired,as needed,to assure continued performance of their intended function.All maintenance and repair will be conducted in accordance with standard procedures for the BMPs. Sediment control BMPs will be inspected weekly or after a runoff-producing storm event during the dry season and daily during the wet season.Sediment accumulation in excess of design limits will be removed from the facilities upon identification of the condition and prior to a forecasted storm event.The construction superintendent responsible for these actions will be responsible for maintenance of the erosion and sediment control facilities. All temporary erosion and sediment control BMPs will be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed.Trapped sediment will be removed or stabilized on site.Disturbed soil areas resulting from removal of BMPs or vegetation will be permanently stabilized. The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Stormwater Pollution Prevention Plan 19 June 2012 Brinnon,Washington Page 4 of 5 • • Element 12:Manage the Project Site demolition and/or grading will not occur on the site until after the silt fences have been constructed and other sediment controls have been installed.A Certified Professional in Erosion and Sediment Control,who can be on-site or on-call at all times,will be identified by the contractor. From 1 October through 30 April,clearing,grading, and other soil disturbing activities will only be permitted if shown to the satisfaction of the Engineer that the transport of sediment from the construction site to receiving waters will be prevented through a combination of favorable site and weather conditions,limitations on extent of activity,and proposed erosion and sediment control measures.The Engineer may stop the permitted activity if sediment leaves the construction site causing a violation of the surface water quality standard or if erosion and sediment control measures are not adequately maintained. Trenches will be opened only immediately prior to construction and the trenches will be backfilled immediately after any required testing or inspections of the installed improvements. Trenching spoils will be treated as other disturbed earthwork, and measures will be taken to cover or otherwise stabilize the material,as required. CONSTRUCTION PHASING The recommended construction sequence will include these steps, generally in this order,but some portions of the steps may be performed out of sequence as conditions require. 1. Flag clearing limits. 2. Install silt fence in accordance with the plans. 3. Clear and grub site per plans and specifications. 4. Install additional erosion control measures as required. 5. Rough grade site and install utilities and storm drainage improvements. 6. Construct new building. 7. Fine grade and pave site. 8. Stabilize site with landscaping and required seeding. 9. Remove erosion control measures after site is stabilized and after approval of the County inspector. CONSTRUCTION SCHEDULE Construction is scheduled to begin during the spring of 2013. ENGINEERING CALCULATIONS No calculations were required during the preparation of this stormwater pollution prevention plan. BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 19 June 2012 Stormwater Pollution Prevention Plan Page 5 of 5 Brinnon,Washington • Operations and Maintenance Manual Boy Scouts of America The Dining Hall at Camp Parsons Submitted to Camp Parsons Chief Seattle Council, BSA 970 Bee Mill Road Brinnon,WA 98320 19 June 2012 Prepared by Travest Story Reviewed by Jeff McInnis,PE E BY. aV •( -, PUBLIC WOR -DEPARTMENT Submitted by Vc-y/BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No. FABLD-12-061 • OPERATIONS AND MAINTENANCE MANUAL The Dining Hall at Camp Parsons Brinnon,Washington TABLE OF CONTENTS SECTION PAGE PROJECT ENGINEER'S CERTIFICATE 1 INTRODUCTION 2 What is Stormwater Runoff? 2 What is a Storm Drain System and How Does it Work? 2 What does Stormwater Runoff Have to do with Water Quality? 2 Your Stormwater Facility 2 Who is Responsible for Maintaining Stormwater Facilities? 3 How to Use the Stormwater Operations and Maintenance Manual 3 Included in This Manual 3 A Regional Approach to Stormwater Management 3 YOUR STORMWATER FACILITIES 3 Facility Key 4 Site Plan 4 MAINTENANCE CHECKLISTS 5 POLLUTION PREVENTION TIPS 6 RESOURCE LISTING 7 LOG SHEET 8 GLOSSARY 9 APPENDIX 13 The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page ii of ii • • OPERATIONS AND MAINTENANCE MANUAL THE DINING HALL AT CAMP PARSONS PROJECT ENGINEER'S CERTIFICATE I hereby certify that this Operation and Maintenance Manual for the Dining Hall at Camp Parsons project has been prepared by me or under my direct supervision and meets minimum standards of care and expertise,which is usual and customary in this community for professional engineers. Signature 29 une 2012 Date -,6,537399.}A G 'OrsTk '`TI eal BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 29 June 2012 Operations and Maintenance Manual Page 1 2f 12 Brinnon,Washington • • OPERATIONS AND MAINTENANCE MANUAL THE DINING HALL AT CAMP PARSONS INTRODUCTION What is Stormwater Runoff? When urban and suburban development covers the land with buildings,streets,and parking lots,much of the native topsoil,duff,trees,shrubs,and grass are replaced by asphalt and concrete. Rainfall that would have soaked directly into the ground instead stays on the surface as stormwater runoff making its way into storm drains(including manmade pipes,ditches,or swale networks),stormwater ponds,surface and groundwater,and eventually to the Puget Sound. What is a Storm Drain System and How Does it Work? The storm drain system for most developments includes measures to carry,store, cleanse,and release the stormwater. Components work together to reduce the impacts of development on the environment. Impacts can include flooding,which results in property damage and blocked emergency routes;erosion,which can cause damage to salmon spawning habitat;and pollution, which harms fish and/or drinking water supplies. The storm drain system provides a safe method to carry stormwater to the treatment and storage area. Swales and ponds filter pollutants from the stormwater by physically settling out particles,chemically binding pollutants to swale sediments,and biologically converting pollutants to less harmful compounds. What does Stormwater Runoff Have to do with Water Quality? Stormwater runoff must be treated because it carries litter,oil,gasoline,fertilizers,pesticides, pet wastes,sediments,and anything else that can float,dissolve,or be swept along by moving water. Left untreated,polluted stormwater can reach nearby waterways where it can harm and even kill aquatic life. It can also pollute groundwater to the extent that it requires treatment before it is suitable for drinking. Nationally,stormwater is recognized as a major threat to water quality. Remember to keep everything out of stormwater systems except the rainwater they are designed to collect. Your Stormwater Facility The private stormwater facility for this project includes:conveyance swales,conveyance pipes, a catch basin, a yard drain,and a dispersion trench. The conveyance swales collect runoff from the previous surfaces north of the project site and direct it into the catch basin.The catch basin also collects runoff from the access gravel road and the building.The conveyance pipes carry the runoff from the catch basin to the yard drain.The runoff then flows into a dispersion trench that spreads the runoff into the vegetated pervious area south of the project site. The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 2 of 17 • • • Who is Responsible for Maintaining Stormwater Facilities? All stormwater facilities require maintenance. Regular mainOperations antd Maintenensance ures Manual wasproper tioning and preserves visual appeal. This Stormwater p designed ned to explain how stormwater facilities work and provide user-friendly,straightforward g guidance on facility maintenance. You are responsible for regularly maintaining privately edwals,catch basins, ter pipes, and drains, trenches,and other storm drainage facilitiesyourproperty. located in public rights-of-way are maintained by local governments. How to Use the Stormwater Operations and Maintenance Manual This manual includes a site plan specific to your development maint eningf AQuick List"acility key that iofntifies the private stormwater facilities you are responsible fo maintenance activities has also been included to help you identify the more routine needs of your facility. Included in This Manual • A site plan and facility key for identifying the main components of your storm drainage system • A"Quick List" of regular maintenance activities • Pollution prevention tips that list ways to protect water quality and keep storm drain systems functioning smoothly ■ Contact information for technical assistance regarding your storm drainage system a Maintenance checklists that provide specific details on required maintenance specific to your system A Regional Approach to Stormwater Management It is important to educate and involve area deresidents in water quality issues and read cause of water quality impairment and stormwater management. Stormwater runoff P stream degradation. The jurisdictions to addressld work this probl em�This manual fth nocuses on providing ts,businesses, community groups,and schools information in ways that you can reduce stormwater impacts through pollution prevention and proper facility maintenance. YOUR STORMWATER FACILITIES This section consists of two parts that are included within this stormw betogether: ater facility. Site Thes Plan. The Facility Key below refers to the elements elements can be found referenced in the site plan that accompanies this manual. The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 19 June 2012 Page 3 of 17 Operations and Maintenance Manual Brinnon,Washington • • Facility Key Feature No. Type of Feature and Checklist Name 1 Conveyance Swale 2 Catch basin 3 Conveyance Pipes 4 Yard Drain 5 Dispersion Trench Site Plan E ' 1/ 7/111 3 2 , (7//1 111 lifilliL r 4 if ,��rAm � P Ill 0 I 6 / F,:, 3 The Dining Hall at Camp Parsons Operations and Maintenance Manual BergerABAM,FABLD-12-061 Brinnon,Washington 19 June 2012 Page 4 of 17 MAINTENANCE CHECKLISTS The referenced maintenance checklists in the appendix�lthpas pk has been customized so that ur use when inspecting the stormwater facilities on yourproperty. ist or only the checklists for your facilities arereferenced. If fied or addressmissingyou feel you are ed in this packet,please on ctlyour local you have additional facilities not identified jurisdiction. The checklists are in tabular format for ease of use. Each and what action to take describes log sheet to ins soincluded inspection frequency,what to look for, within this packet to help you track the maintenance of your storm drainage system. invo lve too fficult or Although it is not intended for the maintenance the job easierto and safer,�g dig lie following. strenuous,there are a few tools that will make ■ Flashlight a Long pole or broom handle is Some kind of pry bar or lifting tool for pulling manhole and grate covers is Gloves A resource list is included in the next chapter. thelcontra contractors will consultants who designed and hone numbers of the agencies referred to in the tables,as well as constructed your facilities. SAFETY WARNING: In keeping with OSHA regulations,you should never stick your head or any part en looking into a of your body into a manhole or other ash�ht to help youe of confined sseeCeUse a long pole or broomahanole or catch dle to check basin,stand above it and use the g sediment depths in confined spaces. NO PART OF YOUR BODY SHOULD BREAK THE PLANE OF THE OPEN HOLE. BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 19 June 2012 Operations and Maintenance Manual Page 5 of 17 Brinnon,Washington POLLUTION PREVENTION TIPS is Dumping oil,degreasers, antifreeze,and other automotive liquids into a stream or a storm drain violates city,county and state laws or ordinances. Do not dump them onto the ground because they will end up in stormwater runoff or in groundwater. Do not use oil to reduce dust levels on unpaved areas. Instead,recycle used oil and antifreeze. • Do not apply pesticides near streams,ponds,wetlands,or to bare eroded ground. Many pesticides bind to soil particles and can be easily carried into a stream or storm drain. ■ If a pesticide is spilled onto pavement,it can be absorbed using kitty litter or sawdust. If a pesticide is spilled onto dirt, dig up the dirt,place it in a plastic. Contaminated absorbents and soils should be bagged and disposed of properly. • When possible,sweep your driveway instead of hosing it down. Fluids and heavy metals associated with automobiles can build up on driveway surfaces and be washed into local surface or groundwater when driveways are hosed down. ■ When washing vehicles, do so over your lawn or where you can direct soapsuds onto the lawn or another vegetated area to keep the soaps from washing into the storm drain system or local surface water. Your stormwater pond cannot cleanse soapy water. The Dining Hall at Camp Parsons Operations and Maintenance Manual BergerABAM,FABLD-12-061 Brinnon,Washington 19 Tune 2012 Page 6 of 17 • • RESOURCE LISTING If you suspect a problem exists,please contact your local jurisdiction at one of the numbers below and ask for technical assistance. Contact Numbers: -9160 Jefferson County Public Works Office 360/3360/38585-9160 5617 WSU Cooperative Extension Developer Information: Camp Parsons Chief Seattle Council,BSA 970 Bee Mill Road Brinnon,WA 98320 Engineer's Information: BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,WA 98003 206/431-2302 BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 19 June 2012 Operations and Maintenance Manual Page e of 172 Brinnon,Washington • • LOG SHEET Use log sheets to track maintenance checks and what items,if any,are repaired or altered. The completed sheets will serve as a record of maintenance activity and will provide valuable information about how your facilities are operating.Log sheets should be kept in a dry,readily accessible place. INSPECTION DATE: PERFORMED BY: PHONE NUMBER: ADDRESS: POSITION ON HOA: CITY,ST,ZIP: PART OF FACILITY OBSERVATIONS DATE OF INSPECTED (LIST REQUIRED MAINTENANCE ACTIVITIES) ACTION TAKEN ACTION The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 8 of 17 • • GLOSSARY BEST MANAGEMENT PRACTICE (BMP) eP _Strucres,conservation the pact of development onrte quantity of runoff. actices,or regulations that improve quality of runoff or reduce BIOFILTER(SWALE)-A wider and flatter vegetated version of a ditch over which runoff flows at uniform depth and velocity. Biofilters perform best when vegetation has a thick mat of roots, leaves,and stems at the soil interface(such as grass). BIOFILTRATION-The process through which pollutant concentrations in runoff are reduced by filtering runoff through vegetation. BUFFER-The zone that protects aquatic andslide hazards An integral part of a stream or stability, attenuation of runoff,and reduction wetlandecosystem,it provides for variation m stream or wetland boundaries,habitat for wildlife, streamseams. It also allows rroom and protection from harmful intrusion. CATCH BASIN-An inlet for stormwater set into the ground,usually rectangular and made of concrete,and capped with a grate that allows stormwater to enter. CHECK DAM-A dam(e.g.,rock,earthen,log)used in channels to reduce water velocities, promote sediment deposition,and/or enhances infiltration. COMPOST STORMWATER FILTER-A treatment facility that removes sediment and pollutants from stormwater by percolating water through a layer of specially prepared bigleaf maple compost. CONSTRUCTED WETLAND-A wet pond with dead storage at varied depths and planted with wetland plants to enhance its treatment capabilities. CONTROL STRUCTURE(FLOW RESTRICTOR)-A manhole and/or pipe structure with a flow-regulating or metering device at such s aweir or plates with er leaves the pond. small holes known as orifices. This structure controls the rate CONVEYANCE=A mechanism or device for transporting water including pipes,channels (natural and man-made),culverts, gutters,manholes,etc. CRITICAL AREA-Areas such as wetlands,streams,steep slopes,etc.as defined by ordinance or resolution by the jurisdiction. Also known as"environmentally sensitive areas." CULVERT-A conveyance device(e.g., pipe) mba that conveys water from a ditch, swale,or stream under(usually across)a roadway or eent. w e outlet that ds not drain after DEAD STORAGE-The volume of ovides treatment ofthe ostormwater hby allowi g sediments to storm event. This storage area p settle out. BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 19 June 2012 Operations and Maintenance Manual Page e of 17 Brinnon,Washington • • DETENTION FACILITY-A facility(e.g.,pond, vault,pipe)in which surface and storm water is temporarily stored. DETENTION POND-A detention facility in the form of an open pond. DISPERSION TRENCH-An open-top trench filled with riprap or gravel that takes the discharge from a pond spreads it out,and spills(bubbles)the flow out along its entire length. Dispersion trenches are used to simulate"sheet flow" of stormwater from an area, and are often used to protect sensitive adjacent areas,such as wetlands. DRAINAGE SYS IBM-The combination of Best Management Practices(BMPs),conveyances, treatment,retention, detention,and outfall features or structures on a project. DROP STRUCTURE-A structure for dropping water to a lower elevation and/or dissipating energy. A drop may be vertical or inclined. DRY POND-A detention facility that drains completely after a storm. This type of pond has a pipe outlet at the bottom. EASEMENT-A right afforded a person to make limited use of another's real property. Typical easements are for pipes or access to ponds,and may be 15 to 20 feet wide. EMERGENCY OVERFLOW OR SPILLWAY-An area on the top edge of the pond that is slightly lower in elevation than areas around it. This area is normally lined with riprap. The emergency overflow is used only if the primary and secondary outlets of the pond fail,in the event of extreme storms,or if the infiltration capability of the pond becomes significantly diminished. If the emergency overflow ever comes into play,it may indicate the pond needs to be upgraded. ENERGY DISSIPATER-A rock pad at an outlet designed to slow the velocity,spread out the water leaving the pipe or channel, and reduce the potential for erosion. FREEBOARD-The vertical distance between the design high water mark and the elevation of the top of the pond. Most ponds have one to 2 feet of freeboard to prevent them from overflowing. INFILTRATION-The soaking of water through the soil surface into the ground(percolation). (Many ponds are designed to fully infiltrate stormwater,and thus do not have a regularly used discharge pipe.) INFILTRATION FACILITY(or STRUCTURE)-A facility(pond or trench)that retains and percolates stormwater into the ground,having no discharge(to any surface water)under normal operating conditions. JUNCTION-Point where two or more drainage pipes or channels converge(e.g., a manhole). The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 10 of 17 4110 JURISDICTION-Olympia,Lacey,Tumwater, or Thurston County(as applicable). LINED POND or CONVEYANCE-A facility,the bottom and sides of which have been made impervious(using,for example,a plastic liner or clay/silt soil layer)to the transmission of liquids. et that ains LIVE STORAGE-The volume of storage in a pond above the flood control and habitat protection lfor earbafter streamorm s. event. This storage areaprovides MANHOLE-A larger version of a catch basin,often round,with a solid lid. Manholes allow access to underground stormwater pipes for maintenance. NATURAL CHANNEL-Stream,creek,river,lake,wetland,estuary,gully,swale,ravine,or any open conduit where water will concentrate and flow intermittently or continuously. OIL-WATER SEPARATOR-A structure or device used to remove oil and greasy solids from water. They operate by using gravity separation of liquids that have different densities. Many catch basins have a downturned elbow that provides some oil-water separation. OUTFALL-The point where water flows from a man-made conduit,channel,or drain into a water body or other natural drainage feature. RETENTION FACILITY-An infiltration facility. RETENTION POND-A retention facility that is an open pond. REVETMENTS-Materials such as rock or keystones used to sustain an embankment,such as in a retaining wall. RIPRAP-Broken rock,cobbles,or boulders placed on earth surfaces,such as on top of a berm for the emergency overflow,along steep slopes,or at the outlet of a pipe,for protection against the action of water. Also used for entrances to construction sites. RUNOFF-Stormwater. SAND FILTER-A treatment facility that removes sediment and pollutants from stormwater by percolating water through a layer of sand. STORMWATER-That portion of precipitation that falls on property and that does not ut flows via d ow, naturally percolate twate the�channel,oound or rva constraporate,ucted d infiltration facility. St rmw channels includes into a defined surface washdown water and other wastewater that enters the drainage system. SWALE-A shallow drainage conveyance with relatively gentle side slopes, generally with flow depths less than one foot. This term is used interchangeably with"BIOFILTER." BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 14 June 2062 Operations and Maintenance Manual Page 11 of 12 Brinnon,Washington • i TRASH RACK or BAR SCREEN-A device(usually a screen or bars)that fits over a pipe opening to prevent large debris such as rocks or branches from entering and partially blocking the pipe. WET POND-A stormwater treatment pond designed with a dead storage area to maintain a continuous or seasonal static water level below the pond outlet elevation. • The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 12 of 17 • APPENDIX CONVEYANCE SWALE Conveyance swale is a ditch over which runoff flows at uniform depth and velocity. The table below lists the conditions when maintenance is needed for a conveyance swale. No.8—Typical Biofiltration Swale Maintenance Defector Condition When Recommended Maintenance to Correct Component Problem Maintenance is Needed Problem General Sediment Sediment depth exceeds 2 Remove sediment deposits on grass Accumulation on inches. treatment area of the bio-swale. When Grass finished,swat°should be level from side to side and drain freely toward outlet. There should be no areas of standing water once inflow has ceased. Standing Water When water stands in the Any of the following may apply:remove swale between storms and sediment or trash blockages,improve does not drain freely. grade from head to foot of swale,remove clogged check dams,add underdrains or convert to a wet biofiltration swale. Flow spreader Flow spreader uneven or Level the spreader and clean so that flows clogged so that flows are not are spread evenly over entire swat()width. uniformly distributed through entire swale width. Constant When small quantities of Add a low-flow pea-gravel drain the length Baseflow water continually flow through of the swale or by-pass the baseflow the swale,even when It has around the swale. been dry for weeks,and an eroded,muddy channel has formed in the swale bottom. Poor Vegetation When grass is sparse or bare Determine why grass growth is poor and Coverage or eroded patches occur in correct that condition. Re-plant with plugs more than 10%of the swats of grass from the upper slope:plant in the bottom. swale bottom at 8-inch intervals. Or re- seed into loosened.fertile soil. Vegetation When the grass becomes Mow vegetation or remove nuisance excessively tall(greater than vegetation so that flow not impeded. 10-inches);when nuisance Grass should be mowed to a height of 3 to weeds and other vegetation 4 inches. Remove grass clippings. starts to take over. Excessive Grass growth is poor because If possible,trim back over-hanging limbs Shading sunlight does not reach and remove brushy vegetation on swale. adjacent slopes. Inlet/Outlet Inlet/outlet areas clogged with Remove material so that there is no sediment and/or debris. clogging or blockage in the inlet and outlet area. Trash and Trash and debris Remove trash and debris from bioswale. Debris accumulated in the bio-swale. Accumulation Erosion/Scouring Eroded or scoured swale For nits or bare areas less than 12 inches bottom due to flow wide,repair the damaged area by filling channelization,or higher with crushed gravel. If bare areas are flows. large,generally greater than 12 inches wide,the swale should be re-graded and re-seeded.For smaller bare areas, overseed when bare spots are evident,or take plugs of grass from the upper slope and plant in the swale bottom at 8-inch intervals. February 2005 Volume V—Runoff Treatment BMPs 4-39 Washington State Department of Ecology Manual,Volume V,Chapter 4,Section 4.6 The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 13 of 17 0 DISPERSION TRENCH AND ROCK PADS Dispersion trench is a gravel-filled trench that serves to spread runoff over vegetated pervious areas. Rock pad at an outlet is designed to slow the velocity,spread out the water leaving the pipe or channel, and to reduce the potential for erosion. The table below lists the conditions when maintenance is needed for a dispersion trench and for a rock pad. No.7-Energy Dissipaters Maintenance Defect Conditions When Maintenance is Results Expected When Components Needed Maintenance is Performed External: Rock pad Missing or Only one layer of rock exists above Rock pad replaced to design Moved Rock native soil in area five square feet or standards. larger,or any exposure of native soil. Erosion Soil erosion in or adjacent to rock pad. Rock pad replaced to design standards. Dispersion Trench Pipe Accumulated sediment that exceeds Pipe cleanedfflushed so that it Plugged with 20%of the design depth. matches design. Sediment Not Visual evidence of water discharging at Trench redesigned or rebuilt to Discharging concentrated points along trench(normal standards. Water condition is a sheet flow'of water along Properly trench).Intent is to prevent erosion damage. Perforations Over 112 of perforations in pipe are Perforated pipe cleaned or Plugged. plugged with debris and sediment. replaced. Water Flows Maintenance person observes or Facility rebuilt or redesigned to Out Top of receives credible report of water flowing standards. "Distributor out during any storm less than the design Catch Basin. storm or its causing or appears likely to cause damage. Receiving Water in receiving area is causing or has No danger of landslides. Area Over- potential of causing landslide problems. Saturated Internal: ManholeiChamber Worn or Structure dissipating flow deteriorates to Structure replaced to design Damaged 1/2 of original size or any concentrated standards. Post, worn spot exceeding one square foot Baffles.Side which would make structure unsound. of Chamber Other See"Catch Basins"(No.5). See`Catch Basins"(No.5). Defects Washington State Department of Ecology Manual,Volume V,Chapter 4,Section 4.6 The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 14 of 17 . • • CATCH__ BASIN made of Catch basin is an inlet for stormll aced seed with a grate to collect form ter runoft into the ground.It is usually rectangular f and d oute it concrete.A catch basin is typically pp through underground pipes.A typical catch basin is shown in the figure below. c - tate vettoon WO 1 I The most common leaning method for catch basins is to utilize a truck with a tank and vacuum hose(vactor truck)to remove sediment and debris from the sump.The table below lists the conditions when maintenance is needed for a catch basin.This table can also be used for the maintenance of a yard drain. BergerABAM,FABLD-12-061 The Dining Hall at Camp Parsons 19 June 2012 Operations and Maintenance Manual Page 15 of 17 Brinnon,Washington • No.5—Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash& Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris(in the basin)that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases(e.g.,methane), the catch basin. Sediment Sediment(in the basin)that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab,i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab.Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function,or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10%of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 4-36 Volume V—Runoff Treatment BMPs February 2005 The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 Operations and Maintenance Manual 19 June 2012 Brinnon,Washington Page 16 of 17 IP IP i • No. 5-Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Component performed Contamination See"Detention Ponds"(No.1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance_ closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 112 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs,not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment,rust,cracks,or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grttesenng meets design(if Applicable) Unsafe1 Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20%of grate surface inletting capacity, debris. Damaged or Grate missing or broken member(s)of the meets desiis in gn e Missing. grate. Washington State Department of Ecology Manual,Volume V,Chapter 4,Section 4.6 The Dining Hall at Camp Parsons BergerABAM,FABLD-12-061 19 June 2012 Operations and Maintenance Manual Page 17 of 17 Brinnon,Washington IPBUILDING PERMIT APPLICA ON Review 00041 Review Type: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00071 Received Date: 2/28/2013 SITE ADDRESS: 970 BEE MILL RD BRINNON, 98320 OWNER: CHIEF SEATTLE COUNCIL CAMP PARSONS HONE: 360-531-2048 C%C KEN MCEDWARDS 970 BEE MILL RD BRINNON WA 98320 SUBDIVISION: Block: Lot: 1+ PARCEL NUMBER: 602131002 Section: 13 Township: 26 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTION NEW DINING HALL TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: 14,000 TYPE OF IMP NEWMAIN: 0 INDUSTRIAL: VALUATION 4,000,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: OCCUPANCY: UNHEATED: #OF STORIES: CONST TYPE: OTHER: 5,760 SHORELINE: CONST TYPE: GARAGE: SETBACK: DECK: BANK HEIGHT: SEWAGE DISPOSAL: ALT NUMBER OF EMPLOYEES: WATER SYSTEM: 10938 BATHROOMS: Exist: 0 Prop: 4 Total: 4 Routing Date Type Amount Paid By: Date: Receipt: Approved/Date Permit $16,558.00 ZAL 02/28/13 140049 . :., Plan Check $10,762.70 ZAL 02/28/13 140049 State Building Code $4.50 ZAL 02/28/13 140049 JUL 21 2014 Potable Water Application $66.00 ZAL 02/28/13 140049 Jefferson County DCG Total: $27,391.20 \\+i.+cmor4\rin+.,\fnr.,,c\C RI n Ar,., Mel n,+ zini)n1z r f �wS�Nlivr4c(--- ,.°N r v JEFFERSO .OUNTY IP j DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street • Port Townsend •Washington 98368 S $ 360/379 4450 S. .wa.0 9-4461 Fax P t 3 ( ' C k $ING p www.co. efferson.wa.us,commdevelo mens 3� ° Master Permit Application ?°� �'0" MLA: 13-- LO Project Description (include separate sheets as necessary):r'`..', /,-/ /14,.,:J 0,'.-I 2/t 2 1-4,// Tax Parcel Number: C d Z/ 3 j'—Z Property Size: 9" G› ar square feet) Site Address and/or Directions to Property: 7 Bee 'V,`// /?,,, /3 r,`,1 ri >,i VV C . ,&,.3 e `/ Property Owner(s)of Record: il)e.{ S c #/c.. C T'r '( /? 5 Telephone: See, - 96- 51V Z 7 Fax: 3 G`%-- 7 W-- ?o3 7 email: 4".1 .-rmceo--6...-'--..ted- ,,'';n,f• / Mailing Address: ?7U .Re?e /moi:// ,�„F'' r,',1 A 1A/,4 963,3 7. <_..-5,--- Applicant/Agent(if different from owner): ire,,? ri-4---tee,,-e-6 Telephone:3ec- 7 9E- i1 y z 7 Fax: 3 ' '- 77e- ze,3 9 email: Mailing Address: What kind of Permit? (Check each box that applies 0 Lot or Road Segregation Building ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Economic Use) ❑ Single Family ❑ Garage Attached/Detached ❑Conditional Use[C(a), C(d),or C]** I ❑ Manufactured Home .0 Modular . - q Discretionary"D"or Unnamed Use Classification Commercial* trSpecial Use(Essential Public Facilities)** L Change of Use 0 Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** ❑ Home Business ❑Cottage Industry ❑ Binding Site Plan** S.Propane 0 Long Plat** o Sign _._ 0 Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration** X Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions** l Site Plan Approval Advance Determination(SPAAD)* 0 Shoreline Management Substantial Development** ❑ Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑ Comprehensive Plan/UDC/Land Use District Map Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local, state or federal permits required for this proposal, if known: 1 DESIGNATION OF AGENT 7"O.h I hereby designate Iu�.0-fat.ua.r cf..S to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE CM' -&-yt.LW Date: 2-12.h/yam By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his, her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of theappli io that he or she wants prior notice. Signature: Date: /J,/o //3 The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transfer b responsibility for adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signatur • 1-i1 Date: ,94---/2-o7 7 13 C.\o.._....:.!`„,.,._\44.4444rr,o\(C444444\non LVlo\AC\r..-_-_.nnr,r-_.___N W r._. r, •. 4 4. 4 , „„ „„ , • 111 BUILDER STATEMENT 1► The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: Date: GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: P C.NE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: X, New ,Wood Existing: I $Sewer S Addition S Steel Proposed: 4 Bank C Community System C Alteration/Remodel C Concrete Total: Y- _ Height: C Individual System Repair ❑ Masonry SEP Permit# C Demolition C Other: Bedrooms: Water Supply: Existing: d Setback: ❑ Private well 0 Two Party Type of Heat: Proposed: )g.,Public Total: U Name of System:C�MP p r54A5 If this is a Commercial Project you must answer the following: Number of Parking Spaces: Current: ii., v Proposed: Number of ADA Parking Spaces: Number of occupants (includes owners,tenants,employees,etc) Current '14 S v Proposed c)c) IBC Occupancy: IBC Type of construction: Will you have Food Service?eiI No If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply: I Underground Tank i Above ground Tank Size of Propane Tank: 5e?(-�5r ( I Heat Stove i Cook Stove i Woodstove i Fireplace Insert i Hot Water Tank i Pellet Stove i Other Is this appliance being installed in a Manufactured/Mobile Home? Yes /(NOO When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage _ Current Proposed for Office Use Only Amount Revision Main Floor Heated .c.-.) , � EH Bld App Review: — 1 2nd Floor Heatede::, Consistency Review: Other HeatedL� Base fee: / Q Mezzanine •G° • ' - Oil i '� C% w G19 Heated Basement Plan Check fee: 7 Unheated Basement C% State Surcharge fee: Other Unheated - Pot Water Review fee: 76e> 'Cj 1 CV,l Garage/Carport SUBTOTAL Decks911/Rd Approach fee: f,x(Sn Other v TOTAL: $f. i ld -2C Receipt Number: j1/(. >t 9 Cash/Check Number: t�,f� gy/, ESTIMATED COST(REQUIRED) Date: C/ / /� .Fair ma t value of all labor and materials f rJ c:lF� ..foundation to finish { (- � J e> c�. �� I Initials: ,.., ,r, .(-. . ,,44,4. +rnpr,rctt3ttt\rlRfl Fon ms\C,,rrenr DRD Farms\Master Permit Anolication5-29-08.doc JUSTUS FISHER 2706 North 31st Street Tacoma, Washington 98407-6405 (253) 752-6005 STRUCTURAL CALCULATIONS for BSA Camp Parsons Dining Hall 970 Bee Mill Rd Brinnon, Washington 98320 Project #3210 ©2013 Justus Fisher Codes: 2009 International Building Code 2005 National Design Specification for Wood Construction Loads: Roof 15 PSF dead load, 25 PSF live load, snow Walls 10 PSF dead load Floor 100 PSF exit live load Wind 85 mph basic wind speed, Exposure"C", I = 1.15 Seismic Site Class `D', SDS = 83.3% g, F = 1.0, I = 1.25 V= 0.090 x W allowable stress design Foundation: Geotechnical Report KE080388A July 16, 2008 Prepared by Associated Earth Sciences, Inc. footings 2500 PSF allowable bearing pressure walls 35 PSF/ FT equivalent fluid pressure 0.35 lateral sliding friction factor 250 PSF/ FT passive resistance Ni • FIS C lir • c C ,, 14283V_��� '°S,16?A L ,As fO,ti Ai_ Page of t Job # 3210 BSA Camp Parsons Date and Time: 10/11/2011 10:49:28 AM MCE Ground Motion - Conterminous 48 States Latitude = 47.7000, Longitude = -122.9000 Period MCE Sa (sec) (%g) 0.2 125.0 MCE Value of Ss, Site Class B 1.0 044.2 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 125.0 Sa = FaSs, Fa = 1.00 1.0 069.0 Sa = FvS 1, Fv = 1.56 Cit, 5- ( / 0) 0 , gg 37 (e9, .5-T..593 �✓ = Q, /✓ -C-40 6 ,5 V- 0. (61, kk slO /, Z- I JF JUSTUS FISHER By ,y r/ Date /6)/ /17 STRUCTURAL ENGINEERS Rev Date Project . A S u n Job# 8 Z / O f2- 3. U 2, G!/ 1 . 's G✓4 c-G [.a as.;� S C Q .✓ G- Z r 5 ' S I 1 - /. 3v Z U Zx6 " 17c2 1, 7c) T ,t , �,. - Z . 'C.) f P 1 j. C'? d6 , 3 • Tacoma, Washington 253.752.6005 Page 2 of JF JUSTUS FISHER By 1 V# Date ©�/3 / �/ STRUCTURAL ENGINEERS Rev Date Project 3s,411. "-.r7 n•-c,..,--A4-..5 Job # �2_/ U Jam/_/S 17 /G •--,r ,4 . 5 c..--T«"/ / . i = / )C2' ) = 32- 760 ;= /62 /O "" v' e0 3z 76-0 t /6 ycf/2- —::r— 3 7 U 3G 66) ._ 4V2 _CLa2-) (//L) -_. !l 6Z i • V 1, .0 6 (36 66O * //,au/ -j - g&Ze3 # s 6C-rf ' A- ..... . ......... : t 6,$)( `F) = 3 6 6‘,-0 1/ - •e fel (3666a 7 l 6/_&?' 4. 2?-7 C IV = (is j 6g ZS) -= Z7 3 Z (96 ) Co q ) /3 zif: _ 42 C'72 CIS 6 ) =- 1/=- at,e far 47 3?S ITT / &Zy12--- 7 6 3,z-iL 3Y" 2?_ Tacoma, Washington 253.752.6005 Page "C of JFJF JUSTUS FISHER Byr— r/ Date �vi� /l/ STRUCTURAL ENGINEERS Rev Date Project "1--,j,1/.r1 Job # z/ Gv, i s .73) lid zi 7S wL _ �`i`�Z} (2 r 3 Zi 7 2 w 7 ) (cf( ? ) 3 G✓ - Cis C76 e-) `toL E,/ et y 5 f- 2-0' 7 26 /2 - 3Z 263 71- li ST.7 r--, 10G " Tacoma, Washington 253.752.6005 Page 5 of • ----.., ; ,-e . til .,- l-i5 b-ti '' 4.54.L . t,. r... t1:1—• f „„.„,. ,„, t•-0,---' \ y'i -I--, „....,, i N\ I ka'l N. . pri, ._ t.,,..... rs\ . c'l , .,, i---1.: 'i--- ..„ - tar 1 'k , .. '.... --------1-,-- i t-4.. ' • -.6 ; 1 f+r11 1 r7'----0_ s ! • ; . t\s, I fii : 11 f • I 7, , IF , li '• ; , /----- ..` -i- -- ...... ! _ .6 .. _,1-..- 1,, ,- , ----„, i t•-!-: ivi±1 ti t _ . ! —,- ,,' t\i' ; _ L , ,•-• o .,:,. 7-- 0 -7 U- T - --•2 i ,_, r -, r i Cr'. *'' .k.,:-, ••,., , ------ ' i I . I .. 4C iit I t4 ---.. •,A, ........ .... _ i• c., I 1 . L."4 1 NI ti; . •.• • , 1 i I _ I ( 1--- r 11 4 I el I I & prT2-r A October 10, 2011 ASCE7-05 ' ,ocal Information Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 85 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 1 of 7 7 e-71A October 10, 2011 ASCE7-05 Section - Main Section Enclosure Classification: Enclosed Building Category: Ill Wall Length(ft) Overhang(ft) 1 131 .33 2.0 2 52.0 2.0 3 131 .33 2.0 W2 ITop 4 52.0 2.0 W11 A I B W3 Eave Height: 13.5 ft Parapet Height: 0 ft ; I Parapet Enclosure: Solid Roof Shape: Gabled Front Right Roof Slope(:12) A&B 6.0 W1 i W4 \IW3 W41 — W2 Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 2 of 7 p A z- k October 10, 2011 ASCE7-05 ^,omposite Drawing I 1 � 1 A B 3 .441 I I I 4 Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 3 of 7 October 10, 2011 ASCE7-05 IMWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 # Surface z (ft) q(psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Windward Wath 13.5 15.3 0.86 0.80 0.18 10.5 7.6 _ 13.5 --- Overhang Top 20.0 16.3 0.25 0 3.5 20.0 16.3 -0.24 -3.4 Overhang Bot 13.5 15.3 0.80 10.5 t� 2 Side Wall 20.0 16.3 0.86 -0.70 0.18 -9.8 -12.7 ti -6.9 - ' 3 Leeward Wail 20.0 16.3 0.86 -0.50 0.18 -7.0 -9.9 -4.1 4 Side Wall 20.0 16.3 0.86 -0.70 0.18 -9.8 -12.7 -6.9 A Windward Roof 20.0 16.3 0.86 0.25 0.18 3.5 0.66.4 20.0 16.3 -0.24 -3.4 -6.3 ( -0.4 /---9 Leeward Roof 20.0 16.3 0.86 -0.60 0.18 -8.4 -11.3 -5.5 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures 2005--[1.11 j Copyright®2000 SDG, Inc. Page 4 of 7 10 October 10, 2011 ASCE?-05 ---MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # Surface z (ft) q(psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Side Wall 20.0 16.3 0.88 -0.70 0.18 -10.0 -13.0 -7.1 2 Windward Wall 15.0 15.3 0.80 10.8 7.8 13.7 20.0 16.3 0.80 11.5 8.5 14.4 25.0 17.1 0.80 12.0 9.1 15.0 26.5 17.3 0.80 12.2 9.2(_ 15.1 Overhang Top 20.0 16.3 -0.90 0 -12.9 Overhang Bot 20.0 16.3 0.80 11.5 3 Side Wall 20.0 16.3 0.88 -0.70 0.18 -10.0 -13.0 V -7.1 i 4 Leeward Wall 20.0 16.3 0.88 -0.27 0.18 -3.9 -6.8 y,J -0.9 A&B Roof 0 to 10.0* 16.3 0.88 -0.90 0.18 -12.9 - 8 -10.0 10.0to20.0* 16.3 -0.90 -12.9 -15.8 , -10.0 20.0 to 40.0* 16.3 -0.50 -7.2 - f. -4.2 40.0 to 131.3* 16.3 -0.30 -4.3 -7.2 -1.4 Oto131.3* 16.3 -0.18 -2.6 -5.5 0.4 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. N N.0 ;>-.\ e/1/.. / ` Wind Loads on Structures 2005-[1.11] Copyright©2000 SDG, Inc. Page 5 of 7 11 October 10, 2011 ASCE?-05 --MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psi) Net w/-GCpi (psi) 1 Leeward Wail 20.0 16.3 0.86 -0.50 0.18 -7.0 -9.9 -4.1 2 Side Wall 20.0 16.3 -0.70 -9.8 -12.7 JV -6.9 i C9 .0% I\ 3 Windward Wall 13.5 15.3 0.86 0.80 0.18 10.5 7.6 13.5 Overhang Top 20.0 16.3 0.25 0 3.5 20.0 16.3 -0.24 -3.4 Overhang Bot 13.5 15.3 0.80 10.5 4 Side Wall 20.0 16.3 0.86 -0.70 0.18 -9.8 -12.7 -6.9 B Windward Roof 20.0 16.3 0.86 0.25 0.18 3.5 0.6 6.4 20.0 16.3 -0.24 -3.4 -6.3 U) -0.4 s + --4 Leeward Roof 20.0 16.3 0.86 -0.60 0.18 -8.4 -11.3 -5.5 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures 2005-[1.11] Copyright 4 2000 SDG, Inc. Page 6 of 7 I2- October 10, 2011 ASCE7-05 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Side Wall 20.0 16.3 0.88 -0.70 0.18 -10.0 -13.0 -7.1 2 Leeward Wall 20.0 16.3 -0.27 -3.9 -6.8 -0.9 -- 3 Side Wall 20.0 16.3 0.88 -0.70 0.18 -10.0 -13.0 n -7.1 V 4 Windward Wall 15.0 15.3 0.88 0.80 0.18 10.8 7.8 C9 13.7 C.:), 20.0 16.3 0.80 11.5 8.5 14.4 25.0 17.1 0.80 12.0 9.1 15.0 26.5 17.3 0.80 12.2 9.2 15.1 - Overhang Top 20.0 16.3 -0.90 0 -12.9 Overhang Bot 20.0 16.3 0.80 11.5 A&B Roof 0 to 10.0* 16.3 0.88 -0.90 0.18 -12.9 -15.8 -10.0 10.0to20.0* 16.3 -0.90 -12.9 STOP -10.0 20.0 to 40.0 * 16.3 -0.50 -7.2 -16.1 -4.2 v 40.0 to 131.3* 16.3 -0.30 -4.3 -7.2 -1.4 d 0 to 131.3 * 16.3 -0.18 -2,6 -5.5 0.4 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. *Distance from windward edge. Wind Loads on Structures 2005--[1.11) Copyright 0 2000 SDG, Inc. Page 7 of 7 P� 2 October 11, 2011 ASCE?-05 ' .ocal Information Wind Dir, Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 85 mph Topography: None Optional Factors This project uses bad combinations from ASCE 7. Wind Loads on Structures 2005 -- [1.11] Copyright©2000 SDG, Inc. Page 1 of 7 1r e A tvT 3 October 11, 2011 ASCE7-05 Section - Main Section Enclosure Classification: Enclosed Building Category: Ill Wall Length(ft) Overhang(ft) 1 55.33 2.0 2 33.0 2.0 - Top 3 55.33 2.0 W2 4 33.0 2.0 W1 ; A B W3 Eave Height: 8 ft Parapet Height: 0 ft Parapet Enclosure: Solid W4 Roof Shape: Gabled Front Right Roof Slope(:12) A&B 8.0 B - A B i W1 W4 IW3 W41 W3 1W2 Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 2 of 7 7 Pfri4-'r 3 October 11, 2011 ASCE7-05 'omposite Drawing Q i i 1 i i I 1 • I I 1 i ' • A j B 3 .1111 I I1 i I 1 I I i I 1 I 1 • 1 L A Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 3 of 7 October 11, 2011 ASCE7-05 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Windward Wall 8.0 15.3 0.88 0.80 0.18 10.8 8.0 13.5 --' Overhang Top 13.5 15.3 0.31 0 4.2 13.5 15.3 -0.15 -2.0 Overhang Bot 8.0 15.3 0.80 10.8 n 2 Side Wall 13.5 15.3 0.88 -0.70 0.18 -9.4 -12.2 IP -6.7 3 Leeward Wall 13.5 15.3 0.88 -0.50 0.18 -6.7 -9.5 -4.0 4 Side Wall 13.5 15.3 0.88 -0.70 0.18 -9.4 -12.2 -6.7 A Windward Roof 13.5 15.3 0.88 0.31 0.18 4.2 1.4 ,Th6.9 13.5 15.3 -0.15 -2.0 -4.8 ,0 0.7 4. /NS .0 Leeward Roof 13.5 15.3 0.88 -0.60 0.18 -8.1 ,10.8 -5.3 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures 2005-[1.11] Copyright 0 2000 SDG, Inc. Page 4 of 7 11 October 11, 2011 ASCE?-05 --'MWF RS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net wI+GCpi (psf) Net w/-GCpi (psf)1 1 Side Wall 13.5 15.3 0.89 -0.70 0.18 -9.5 -12.3 -6.8 2 Windward Wall 13.5 15.3 0.80 10.9 8.1 13.6 15.0 15.3 0.80 10.9 8.1 13.6 19.0 16.1 0.80 11.5 8.7 14.2 --- Overhang Top 13.5 15.3 -0.90 0 -12.3 Overhang Bot 13.5 15.3 0.80 10.9 3 Side Wall 13.5 15.3 0.89 -0.70 0.18 -9.5 -12.3 � -6.8 ,s0‘ 4 Leeward Wall 13.5 15.3 0.89 -0.36 0.18 -4.9 -7.7 -2.1 A&B Roof 0 to 6.8* 15.3 0.89 -0.90 0.18 -12.3 -15.0 -9.5 6.8 to 13.5* 15.3 -0.90 -12.3 -15.0 -9.5 13.5 to 27.0* 15.3 -0.50 -6.8 - . -4.1 27.0 to 55.3* 15.3 -0.30 -4.1 -6.8 -1.3 0 to 55.3 * 15.3 -0.18 -2.5 -5.2 0.3 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005--[1.111 Copyright U 2000 SDG, Inc. Page 5 of 7 1� October 11, 2011 ASCE7-05 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Leeward Wall 13.5 15.3 0.88 -0.50 0.18 -6.7 -9.5 - -4.0 -, i, 2 Side Wall 13.5 15.3 -0.70 -9.4 -12.210 -6.7 1 r� 3 Windward Wall 8.0 15.3 0.88 0.80 0.18 10.8 8.0 13.5 Overhang Top 13.5 15.3 0.31 0 4.2 13.5 15.3 -0.15 -2.0 Overhang Bot 8.0 15.3 0.80 10.8 4 Side Wall 13.5 15.3 0.88 -0.70 0.18 -9.4 -12.2 -6.7 B Windward Roof 13.5 15.3 0.88 0.31 0.18 4.2 1.4 6.9 13.5 15.3 -0.15 -2.0 -4.8 0.7 N N ^A Leeward Roof 13.5 15.3 0.88 -0.60 0.18 -8.1 - .8 -5.3 'This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures 2005-[1.11] Copyright®2000 SDG, Inc. Page 6 of 7 19 October 11, 2011 ASCE7-05 --,MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Side Wall 13.5 15.3 0.89 -0.70 0.18 -9.5 -12.3 -6.8 2 Leeward Wall 13.5 15.3 -0.36 -4.9 -7.7 -2.1 -" 3 Side Wall 13.5 15.3 0.89 -0.70 0.18 -9.5 -12.3 -6.8 4 Windward Wall 13.5 15.3 0.89 0.80 0.18 10.9 8.1 i `Q. 13.6 4 15.0 15.3 0.80 10.9 8.1 13.6 19.0 16.1 0.80 11.5 8.7 14.2 Overhang Top 13.5 15.3 -0.90 0 -12.3 Overhang Bot 13.5 15.3 0.80 10.9 A&B Roof Oto 6.8 * 15.3 0.89 -0.90 0.18 -12.3 ,15.'0 -9.5 6.8to13.5` 15.3 -0.90 -12.3 - ' -.I - . 13.5 to 27.0 * 15.3 -0.50 -6.8 -9.6 -4.1 27.0 to 55.3 * 15.3 -0.30 -4.1 -6.8 -1.3 0to55.3* 15.3 -0.18 -2.5 -5.2 0.3 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005-[1.11) Copyright©2000 SDG, Inc. Page 7 of 7 Z2 I' n 2-1f October 11, 2011 ASCE7-05 ' .ocal Information Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 85 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. Wind Loads on Structures 2005 --[1.11] Copyright OO 2000 SDG, Inc. Page 1 of 7 21 October 11, 2011 p C_ ASCE7-05 Section - Main Section Enclosure Classification: Enclosed Building Category: Ill Wall Length(ft) Overhang(ft) 1 63.67 2.0 2 85.33 2.0 Top 3 63.67 2.0 W2 4 85.33 2.0 Wi. A 1B W3 Eave Height: 8.5 ft Parapet Height: 0 ft W4 Parapet Enclosure: Solid Front Right Roof Shape: Gabled Roof Slope(:12) A&B 4.0 AB [ B ; Wil W4 -11A13 W4; W3 -i/112 Wind Loads on Structures 2005 -- [1.11] Copyright©2000 SDG, Inc Page 2 of 7 p h'7-.T C- October 11, 2011 ASCE?-05 ^omposite Drawing V . i I • f I I I 1 A B 3 41 /......-, I 1 1 I i I 1 I I I • '/A Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 3 of 7 2-; p a'vI C- October 11, 2011 ASCE7-05 '- MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Windward Wall 8.5 15.3 0.88 0.80 0.18 10.8 8.0 13.6 Overhang Top 15.6 15.5 0.14 0 1.9 15.6 15.5 -0.36 -4.9 Overhang Bot 8.5 15.3 0.80 10.8 2 Side Wall 15.6 15.5 0.88 -0.70 0.18 -9.5 -12. i w -6.8 j 3 Leeward Wall 15.6 15.5 0.88 -0.43 0.18 -5.9 -8.7 6 -3.1 4 Side Wall 15.6 15.5 0.88 -0.70 0.18 -9.5 -12.3 -6.8 A Windward Roof 15.6 15.5 0.88 0.14 0.18 1.9 -0.9 4.7 1 15.6 15.5 -0.36 -4.9 -7.7 - -2.1 N 'Th Leeward Roof 15.6 15.5 0.88 -0.57 0.18 -7.8 L -10.6 -5.0 ._ This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures 2005--[1.111 Copyright®2000 SDG, Inc. Page 4 of 7 Z 1 P Ari--r c-- October 11, 2011 C ASCE7-05 VIWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # `Surface 'z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net wI+GCpi (psf)`Net wl-GCpi (psf)1 1 Side Wall 15.6 15.5 0.87 -0.70 0.18 -9.4 -12.2 -6.6 2 Windward Wall 15.0 15.3 0.80 10.6 7.9 13.4 15.6 15.5 0.80 10.8 8.0 13.6 20.0 16.3 0.80 11.3 8.6 14.1 22.7 16.7 0.80 11.6 8.8 14.4 Overhang Top 15.6 15.5 -0.90 0 -12.1 J Overhang Bot 15.6 15.5 0.80 10.8 v\ 3 Side Wall 15.6 15.5 0.87 -0.70 0.18 -9.4 -12.2 -6.6 ( c` 4 Leeward Wall 15.6 15.5 0.87 -0.50 0.18 -6.7 -9.5 -4.0 A&B Roof 0 to 7.8 * 15.5 0.87 -0.90 0.18 -12.1 -14.9 -9.3 7.8 to 15.6* 15.5 -0.90 -12.1 -14.9 -9.3 15.6to31.2 * 15.5 -0.50 -6.7 - _ -4.0 31.2 to 63.7* 15.5 -0.30 -4.0 -6.8 -1.3 0 to 63.7 * 15.5 -0.18 -2.4 -5.2 0.4 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 5 of 7 ZS .> A 2T' October 11, 2011 ASCE?-05 -MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # Surface 'z (ft) q (psf) G Cp 'GCpi 'Ext Pres (psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Leeward Wall 15.6 15.5 0.88 -0.43 0.18 -5.9 -8.7 -3.1 2 Side Wall 15.6 15.5 -0.70 -9.5 -12.3 -6.8 3 Windward Wali 8.5 15.3 0.88 0.80 0.18 10.8 8.0 13.6 Overhang Top 15.6 15.5 0.14 0 1.903 15.6 15.5 -0.36 -4.9 Overhang Bot 8.5 15.3 0.80 10.8 ` 4 Side Wall 15.6 15.5 0.88 -0.70 0.18 -9.5 -12.3 -6.8 B Windward Roof 15.6 15.5 0.88 0.14 0.18 1.9 -0.9 4.7 15.6 15.5 -0.36 -4.9 -7.7 -2.1 T"� 'Th Leeward Roof 15.6 15.5 0.88 -0.57 0.18 -7.8 I -10.6 -5.0 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures 2005-0.11] Copyright©2000 SDG. Inc. Page 6 of 7 20 I'AR-r G October 11, 2011 ASCE?-05 - MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 '# Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/+GCpi (psf) Net wl-GCpi (psf) 1 Side Wall 15.6 15.5 0.87 -0.70 0.18 -9.4 -12.2 -6.6 2 Leeward Wall 15.6 15.5 -0.50 -6.7 -9.5 -4.0 3 Side Wall 15.6 15.5 0.87 -0.70 0.18 -9.4 -12.2 -6.6 4 Windward Wall 15.0 15.3 0.87 0.80 0.18 10.6 7.9 {w�, 13.4 4 0t�6. 15.6 15.5 0.80 10.8 8.0 U 13.6 \U 20.0 16.3 0.80 11.3 8.6 14.1 22.7 16.7 0.80 11.6 8.8 14.4 Overhang Top 15.6 15.5 -0.90 0 -12.1 Overhang Bot 15.6 15.5 0.80 10.8 A&B Roof 0 to 7.8* 15.5 0.87 -0.90 0.18 -12.1 - -9.3 7.8 to 15.6* 15.5 -0.90 -12.1 -14.9 -9.3 15.6 to 31.2 * 15.5 -0.50 -6.7 - . -4.0 31.2 to 63.7* 15.5 -0.30 -4.0 -6.8 -1.3 0 to 63.7* 15.5 -0.18 -2.4 -5.2 0.4 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. *Distance from windward edge. Wind Loads on Structures 2005-[1.11) Copyright©2000 SDG, Inc. Page 7 of 7 2"7 JF I it Us.T STUS FISHER ;' , . „: 1 By Date STRUCTURAL ENGINEERS I : Rev Date Project Job # 1 1 . - ,-• i ad, ) :-..ck. A ' - 4 ▪.1 1 :il'C' --. ' C. ‘-•1- .---f,,,Z,‘ ,4"t.... 4,-;„,,, ,,,,i, ....; `--- - li ? r'' ----X, - ‘.3-4' . : - '• . , x---' --- ▪ -1-:--,----.-. ' I '.) x i A /t -1-1-27/4 : , 71-1' r_ ) .. , J 41' (.._....• L_,,; I,s....-- "'”, ,i ...,•a , c 9 i - \ ...... ..„,....:.i.- . 12 i ,i f-, ) i )k'1 ,....— ,... , i 1-I, C. i,.....,, ( , , ..., , i r,-:„-- n e c..., - - , ........ ' , , „.•_,,..„. n 1 Q.,-,---x: --- , , . • • -2, v 4i ) , 0 .....-, 1 i --, 1 -7 77 L17 _ _ / ; I.....--- -:4 1 ft iL-411 ..- ,f , ) )ce:f 1 I , ) '77i,- '77 i , i 1 1 -7 C-'--- -,--). , r 11)/11 _._-- C: ll ''''C-' I q :i,, . . . .._ ,,,,,-- - Tacoma, Washington 253/52.6005 Page 2f/ of JF 1 _ ; , JUSTUS: FISHER 1: i ; By STRUCTURAL ENGINEERS Rev Date Date ,.......- Project Job # Z., c'" a. -4c, __._ -.2 , . , 7 , 7 _ , ,...,, ,," 17, c.,,,,,,c. cy ) 4-- i ,..._ A '1 , __ r i r- / 1 L-----? )7, a,,... -4,-- L k, -5/.7:f ) --f-i D, ) ,_. -.:2,t_t -.2.., _.,(x., r 2i.f, 1 —) . ,-. s'•--7, ''-' n 7 ' 1,75.;Tr(ell:Z_.)+ c ( 0 r 2111 --,,--i i. .,... ,-,/- C '14 , . 1 (`' •?-1- -17 41 11-01-- ) if (I ) .: u • ,1: , Tacoma, Washington 253.752.6005 Page 7 of ---.-... ,..;•:•;.-'.!, ;:.,•„;', „,...,..•-- ; ..-„ .... 'NV .. N........../. .. . • r f • ! !'•3:;-''''' ; :•!:, : • \ • z.•••••••......m...e -.....-_,. ...-:: 't- ',i• -- ------- ,1_-_-_1-- , -<"! .... 'NY !:!?''' : '‘.i • c.,.........) ... •L-71 .K•'__! I •....:::: ,..:,„. ...,,..- .• 1 1,P1: ''- ,...„ . ...-. '..---t-ft---..J . .., N y . • , ,..E..... ..-...,. ;i •-i.., f . ._.,„ ::.•;,:t,-. ,...._. \ . : ... .. ..,. ----.:; •, , • N - !!•::::i i '..,C- ( r--r c:_:---;.,4 ! ........ , ..........„ . 1 . .,..., . ., z , z 0 < , LU .. .. > . •-., -- . ... ...-...., ,-; .• .; .. .• , .. . . .. .• .. ..\ . . . . .. ...., co ... .•... ,.....i . t. . w -: co .:A........ F..-1-.1 0 ,71 . :.. • t*, • , . •7 . \ •,..4 , ..., ,...,--•.4. -'-'1-lir-. :•• .. 1........1 .._ _..,-..\ I fi ..N . != 1 ---- 7),___1"-.4....... •Aiwa, 1 ....t._____ 31) • .... ....::.7 ...:,..:.'.: 1 • :•.:.7. I .... ... \ - 1 I I . . ' ‘..• Ss•.\\,..,\ ..- 1 -.. . -„ ',,„i .'..•, i -.7 .... .. ) ....•'F:-.,,..-t '' _. „,. KY ' ""'—" • ..., I -^ '..s. • ... -.. . . . •••••- :, ! - .... 4 'j x.-_-. • Z 0 f Z_• t ''.- <1. 1 > W , ......I W Ell ..I ar•••• !i 0 \, 1 7 tt\ I. i • 0 i \ ;_ ! , I. ....„ , ...„ .,..„, 1 , \-. . .... , : ..... , ,, , . . ,-... i 1, \ i 1 \ i ,\ 1 t i, \ t ......... \ i ... . ....- ii ...... . I i , ! k • I i 1 ' 'l• i . , odht . r . „ . —1 L- —...... \ 1 , .‘ 1 ..-_...., I .. 3 t -- - O d yrY ^ r �N Q0 Qi) • thill cf) OD 1HI 4 Y r -I- --, \ 'i iti -. ____il – – --::--—_ gm. – - - ', ' \"* '''''','Ll I • - - Ili 4 ( 1 r� �;; , 7lff\ i'17'' ( - >z 4 ., . ,... 5. . .., _i. .., ,.., , M� c t . "''.0 , : ,-. z ! ,,,. , . _ _ _ : iTTTT' T '1' b 1-,:,.._,F,J 1 _I - • - _1 r. 1 / .� _ 1 _ IJ (- llii_ I1 /11r 0 `, -. ..,-_ - , it II ' I ill ° 0 Ii,r.V 11rn I lin��� T ' i>i , , 7 7. I n II . LI"IIMMINI, liii W 1 lil ( _ ' i I �r _ _ • ( 1► 1Oh nub fru - - { .4 •F In -= -pow ® o 1 A allill 3!� 1 _ x ® Z ► Fi . e 8 :11 111 rx �limy-� ;' �� i �j f err 1 i-' P_ WI OW 061E1 O O e (9 110411 a N. 1 11 1 1_..._ _ I l ' ........ - . 14 _____ _ „ ,i r , - - - -.. ,sm -- 9 laji•:,.,,,,., - . ,rn . ..1,11 1 _ _ , ; _ .1, c ` 1 IN I ( I — — — ( r ` Idle ' U A AA Wk fI- ' NENE -;Q Z Cd N N CV N 7 ,D N o o J 0 000 0C] 00 i It 17_ 7 7- T Ta- ��' O a 0 0 O p < D O < 0 0 C O Z 0 0 0 C)Z O t Z -� _O p 0 0OO � 00 00 0 va CO~� /) Q)00 CO CO I CD ? CD CJ N CD , 110 0 N CO M CD =co n a a. a a a.a.a a.Q.a as o N t`- '^ C, CD m 0:4: ? O j ,- ca ca N cjt' NN .. ' :, -- 0 .n 3'p ^'J C co co 7mCO N !V Y co c r- N M x m - „r Z1. 3'S ..? O ,D W,Cl,D 1� N .,0000 Q7 Q,N O 1�0)40°4 CD 0 r O rn coCV CA OmN O N W Q' `-N N N (D c0 i� coO,-OW co J C"' O 00 0 0 0 0 0 0 0 0 0 0 0 0 0-a_ ^� 7O O0000 M r CO CD O L7 r F... co c- M N en 7D 7D 3 O 0 J J CO O CO O ,'M. CO 7 1 V CDr V t N CO OccS occ U E _Mr Oi ")CD O0 u7 O OO ,D CC; N ,D OO,n,OM ��, CD N -.co r ate-U)C NC CD 00 r rte„tD C) U) 7 a M r m CO N O N 0Oi 0 0 0 N V' CD CO C)Cl f o- 0 0;,4: 2 jC N-N NN O N O)C) 0) •t om H> N N N V''a a-N C')CO V L M co O O cp OP M 0)7 cv N- a9- 0 rL O j U .__ 47 M O .A7 -0 ',- CSE ,- S) 6) Y J y N. U7 "C'', q-,_ ut)c0 N.Como 7,1:' CL Q1 w U oU. C,.•,, )C7 c^. ,'" <r CO CD C., CC'' e- =C M . NCh V a — C ') ^- co N r az,C) CO > d' fcsi _V U O O O O O O O OP C4 CD CD C c E 0 0 0 0 0 0 O O 0 O O O O O _ :ay) C'01NCND r- CCV :- 47rc- N. •co d O TC .� O W CO X o— lu., 70 lD Ca O 0 0 0 0 0 0 0 0 0 0 0 0 0 N coPL C LL OO,_ OOO U) OO O OO '= O—C CO n cn 0)N •� coMCMi)NOOcO <0 0 a 1-> o¢ ¢ ID to 0 wC 7 u') Cn 47 7 7 CD CD u) 47 ul 7 0 O N p) co cO c0 d3 of 66 NCC rod 6 w 0 1tl 5 o L Q Ca R Q., N ^N C ??= w cv /'-� CV(NI M R w i `- 7 b '�' V p co CD N N V U �p OJ O C.) a to— t o t N J Q d .94.... O C D 4.;w. 0 C1 U N C ,1') C V On J� `- ch �' N�Mc�v < 0 Cl b 0) O a 0 SM 0 0 0• 33 E".. -%k'\* I i /t,: k • =11 L V �� • . 0 =i - Q1 7 x d - 1.. : :,,,...Ljj on R ' . ,. a a '." *1 V\ - :1,47:7: .5 �- • i C•1 1\ ---_____ s---17-0-\ ......... ....... \ E .,_- 0 11111•i 1 _,,,L ,t ....__, 4 +8SNOS2ltlW 1> It,oa�ora __....__....'Ai'eC.1 it:Q ♦ / J '"l( t-,... / ual0rv{SUOJ M!lou 1gNVWVSA •� V(, -�–I'7 V. �. OWW41sw16014 WnootDoi%et uOld+ooH Pu1r> / ----___, 3. e r1 00 < 4), , 3PU_ YQ i a ........... •.. r r j r x Myiti ie.De R ,hZ C 4t to ; I !_._ Ll -' -11 i r . i 8 v �;� 0 1 �9 1 . 1 1 '-- alo 1 •—, a^ m� ,rte1 — I=. — I_ Ir: y. i Q - , c I ,.'. rc[' I - 1-.- 11-152. 1 _i'I — 1_>woersr.mn I�O(.. -1 '• d......% - _ 4 — r f �- rar=syw - s' .1,2---� to , -*- -I -- -- = rI �. _. e {Ty 14 ^11 g b 41 as ( t1 i —I_ —t Uy _ 1cr-..i, -/Y " " {) a. cr I :ram i 6(I..."..1. ,Lt!.....— -'. -- —�__---_-_-_—_-_--41=,-_--- ._ ` _Li © ;. I tI 0 I I _333.---`� _ __ .I/—itixa.:: }'I; '�'' ;: 'i O +� i .�. 3 ,r - 1 I ,,I� i =Q a i! i� I � SFW r _ Igla •..hli® N i!I i. 6'[L! .,.......-, Ck' d--1 ! i$+ 1 — ��' - L2 i f 1 •1 ` IVBL-IL -- r- -�— =_ `� 3` p Irj *IF tag ,11 e il t 4i11 — Lg L rte_. _worattairri __ - - - p i ,.. ;,... cp s i 1'0 4 $ � ;ne 4' 1r_ I_ fid® 0 e !v§ ,® 4o': ` i I cc ... -----d , Alt 4t 0 35 ,ark'ba`OZ )15 lea t `‹ o Z t) / , _ / z 1 !JO! 1 _ .._ _ .._ _ _ _ �:_...._ i_Ill (���\� • 8ON Mill 1 -.0 i ,O-2S i i z 8 --- amp, — Cpi g 1 a t; f r i • i - ! I i _lini _ s = — — r 1 _ ire ; _ I I -- -- mQ `' � II I ' its I 11. „ il 1 1 ::� : li _ i _ I _ , it - _. _ ± 4 i '` ii ®: PIi . lig. it II I1 • p '�; n tr = d, Ir -1 -�_ �'® _ � ;::,-----__—_--------.....----•••_...Y.sm. 1 6 II" ( i x i ,, i . 1-9-_.:Z.1--/— _ _i� ' i x � _. II - - ��i��. i �0® - ,. - -��--m-:..rte- s�s�- -�- ' l — 0 id• T._,-._ _ , ! _-fit -...:.� -..�- _ -- /121I I' L--- — ! t— n�m -- — .. — — — i I .SI NT= --SS0. I . . ..- 'Cl H— p- -- ii— — — .. — _— — i I , — — --- i — ! ' cs) --- 1______ — — 4 t — cq.� �--� ti 1 i I — a _ r — I r l I ,r,- , _ _i__ __, , .. - ( i „, N-1 - A i-x~_ .---- •Ie® !tet 5l s' z.M1 ;Is Ei it.4€' ht - I wn { r , 1 FF 1J1 _ ' IS s 143 a i r` n � Eilki ' 1 i 1 b 3 � E k a • �3 -; irA - ' -.) ,_. I t (.:\ # i -, I is a 1 as i/ t _� ,/ 1 i C4 I a k — — i - $�t 1 1E7 _ Ir r_ COI a Q CZ _„__... ._ . ___-____ _ __.....__„ _ . .. ___ _ ._„____,_ 6...7._ _ ...._____ . i s )1- -• FF,IF, W. 4 ,,..6 .. Rj _ cot til n L________11:11til :,..,... ,...,,_. . 37 i®Z 'oi iU „r ,5, _ 3 s s i t X11_gg J ° ag Z -o-.zs °a sa al 4 — — . trot; t.sr, — -I 1 L g�s g rl ('i Il 1 \ 1. I �s-_ ,.iz I Ai i fes`' 1 _ – = •– . •- =-=:mss—- i' I -a i de ( I- J `� _ OR — I — -_--=:.- --,—........,--..----,..— -1-...s_ ccr>z-a - p – -- 9, w I t + 1 11 m a 1 i '•+ 1 l 1 @ I 11 ( j = j I-1,, — I y I – ti_ ..v b , 1 _ ynerar ssnm R Y �- `1 , Ii : 1 — : --- —— I , a 1 p it . �, o II I II 710 iLi.::::: . i 0 t 1 K� I P off ® _ i • ',L- — '11 i _i k2-,j 9 Z a. LL o 1111 11--t1;1En-j'l 4./ et . II id L _JA ,,-Y _ i VG It - _ �}?moi;(/ l F--:. =-rz---.J:1 -.........7,-,..— -...--...-6,--"=3.-A=12-=.... ;.� FF . �7 G j f 11 11 , I .. _ �} 11 4 ,. _ ...,....„ 1: ; I:1,, 1:1- — — 1 iri 1 ...,..9)an,OM3 1 t _ C I I 1 I .- 31- ! 4-ii _ _i_ ___ i i_ I _ -__ - _ -1— —,--- — — c7 73 - — - I ILI �.'I i _ . I 8 i� _ _-- _ --t – i 1 t--._--Y1 i ._..._ - J-- -'i'--- – SI 1: – ________IF',; — J — - — — ! ( — f u } — _ — — — yam I — — v) T� JUSTUS FISHER By Date LJ STRUCTURAL. ENGINEERS Rev Date Project S A -~ ( 15.-'-54-", Job# 32... / 0 k &J Tacoma,Washington 253.752.6005 Page of 7f — *as,wan I _. u-a- w�,,rN. ra ¢ — — t------ — — - — — Rig I w — i 14) t — t. 14 III • aIIL !— — _ Ir. - aft ii 4 __ _ ____ _ __ . _ .11._ , , k ) e — ii 4 ri . 1 , .. 1 1 :vzerae,- -,------___... ..,,,...,..r, ...ar2.-; siti----______I I la" :LieFT.4:'' ow.:47: 1 ,1111m.y? 1 70 Ci iiir 11 g ill !LIJJEI!1 1 . oo ® "111 , i�f II w- II �, © J Alli 1 O raw II al _ 4 O - -- r-----=' ' y..• -ill AubS b•,1BQ8 =a� -7 - ■�■ 1 • I i 1 C. . �I �N - , �s - R¢LI i HJT'_ ' , 0E 1,-- ,11 4 !! Z i4 if ll ill zz ,-0 L3Y j �$ es-if 2 ;Q • a CD 12 0 to :acn Czz O Z �.___________ _________.__._._ '-j0 ® PiANAN i Company_ y_9UB F OM kw 20 MER an i C' -►` D1 i0 .1.:,--,.._,:r1.,•. ENVIP- ARSONS J2 _ a,r .--.... .--• "CD 0 . f. e , 0 odun„,.. watt. Ft-Q) . • 1 ,_, 1 FAUOFFluttwr 01 0 5! = X. '0 •-• ,' 1 "0 .- 1 CD 0 r C4-- ' . -- - •• -_•:-......-f_.,s. • , 21 1 . I ; • :: . i qfp@GI—i gt i 1 j 40 1—. 0': ! 21 f,fr 1 f 0 4 4 i 1 . . 7 _ .4 = a (5.iii 64 "Z"..x....---..-. , Eii 01 41 Ozt rd. V I 1411., _ ® I 161 6 1211- - Ain 1 g Fp Matiltema g- -a- H-PV-S r 4 () f.. I'. '; •L- 44. •iii i"---) 1 _"--L— ,. -- - -- f — .1 II II 1 - r 1.. - r7. 0 Cis r$ ufi $ .... -- ......1 MA r•- , - =.- - _ II re • ti -N i r I waitril-4+1 Z f, I .1.7__': 11 F--- 1/1- , —Pi, _L_ _ ii _ . 1.______.: 4-'1 ---,---- 1. a B -I S.• - < 'Ili 1 1111' I! i g - j 1 I E 0 . ill , I .;4•7-LS'4z -L ....) ,. , - __ --- L. k_i_---I—._'-.7."" • - • 41 , 4.5 0 mcion....sk __....Z -' alegr 14P-1 _i. d ' J - . - ,!'...- a •-;, . ;.i...~.i, ! _ ,,...",..,,.. .,. .__,_..mt,,ittt.______,__v_ ,,,c, ,1,, ,,,, .. • sm C) lf,II .nr- . a —-:-= ii. \ V ri' ' ' :.--,--4'5-Q. '---"P-r%dr•'''' ' I 4 I -i • i- ,li )1-el-1--0- C t 1''' - — -—ir---• --- --- -- —4__ __ 1 1...L. r 7 1 , Lib , _ • 4 1-1.1 .! El . 1 1 6-, ;,, gl 1.- go , i : 1 if ,IHI . Fin.: ,,,-L . .1 '. : , ,---J.----.—_.. -___., L , i. 1 : . —17-7 7,..;-:- ; Di 1H ,.E• . g r v5 : , lig• I 1 I 0 I- 1 . _id- —_ --L_ t • 4 . , :..1 ilri 0...-g i 5 F. II ii -.; i II _ ri cr) 7 ( ..._L.,___ f.71....1___ -1 -- -—A-- -- - - . ,_,.,.....,_ _,..-- Nair___ __L _ .._. ,, , ,.. nt,t,,,a_asu,I .-OW ii,, r- — I `i F.,1..PG ..c . tva - I 3, e x . %._ - •-•:• — i- f— '. 1, t•_-Oz 'l ,.. f . 95 1 0 ° 1 I t ' 4,. t_.. Z i r I 1 L ' I ''' 1 WI • ,-1 I 11 1 fr-,a 1 ___ I { 4- . 7, •, 1 ___ ___I_____ Mf ''I.•0/ 0 • 11 1.''''' I ....--.."-i..-.7 F. g 1 - . I i ii..1r1 of Of 0 0 ;,_1 ...4,,,,,,, t--- -.f.- ••';',--.--—I- :'-- ''II -- . .1_,_ _, _..._-. ...._ _ _ .. _ . . -4-/ - 4 Mr- -I.._t4PI ' %W 1 ti, 7 @ - i -,. --. ... -,., 0 uct......... 55 I fr'i/k C•J II' .f./1 i l '", I • / I i , r 1 /,.., i 1 Demme. - 5.2 ... 'c) 'Ci ts3 --- <r) . . * ; 1 tZ1 < •r• r ei 1 'd 6 6 C ;5 N Ground Rap Plan a316 BockGreund Pnwns$111.4.9 0._:-,.1 Dim EiiAiiXTfaii.:cri:".:,"-Tp"--`1-:,... nol for construction -.',..,'•.'''4;,., NZ HAIL cm„„°'''.3°4-.. q ( 27 lonnory 2012 '..+i ri f' '.,A, 0 p,1,1 Jp: 11111 41 i.1.1?ai <AMP PARSON5 .47M NI!1-4 October 19, 2011 ASCE?-05 -'omposite Drawing V 1 A B 3 .4411 4 4 Wind Loads on Structures 2005 --[1.11] Copyright 0 2000 SDG, Inc. Page 1 of 3 October 19, 2011 ASCE?-05 r`;omponents and Cladding Input Component Description Wall/Roof Surface Label Zone Span(ft) Width(ft) Area(sqft) End Wall Stud Wall 4 4 19.0 1.3 120.3 End Wall Stud Column A Wall 4 4 19.5 8.0 156.0 End Wall Stud Column B Wall 4 4 18.5 5.5 114.1 Wind Loads on Structures 2005--[1.11] Copyright©2000 SDG, Inc. Page 2 of 3 October 19, 2011 ASCE7-05 ;omponents and Cladding Output Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) End Wall Stud 4 4 15.0 15.3 0.81 0.18 12.4 9.6 15.1 15.0 15.3 -0.91 -13.9 -16. -11.2 End Wall Stud Column A4 4 15.0 15.3 0.79 0.18 12.1 9.3 14.8 15.0 15.3 -0.89 -13.6 16 -10.9 End Wall Stud Column B4 4 15.0 15.3 0.81 0.18 12.4 9.6 15.1 15.0 15.3 -0.91 -13.9 1=16.7 -11.2 Wind Loads on Structures 2005 --[1.11] Copyright©2000 SDG, Inc. Page 3 of 3 �'V COMPANY PROJECT Job#3210 BSA-Parsons I %VoodV\Iorks Columnl � SOFTWARE FOR WOOD DESIGN Oct. 19,2011 14:49 r o w A ce /6 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Axial UDL (Ecc. = 0.00") 90 plf Load2 Snow Axial UDL (Ecc. = 0.00") 150 plf Load3 Wind Full Area 16.70 (16.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(lbs): 0 19' Dead Live 211 211 Total 211 211 Lumber Stud, Hem-Fir, No.2,2x8" Spaced at 16"c/c;Self-weight of 2.25 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 19.00=19.00[ft];Lateral support:top=Lb,bottom=Lb;Repetitive factor:applied where permitted(refer to online help); WARNING:Member length exceeds typical stock length of 18.0[ft] .--_Analysis vs.Allowable Stress (psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 240 fv/Fv' = 0.12 Bending(+) fb 917 Fb' = 1877 fb/Fb' = 0.49 Axial fc = 33 Fc' = 368 fc/Fc' = 0.09 Axial Bearing fc = 33 Fc* = 1570 fc/Fc* = 0.02 Combined (axial compression + side load bending) Eq.3.9-3 = 0.50 Live Defl'n 1.05 = L/216 1.27 - L/180 0.83 Total Defl'n 1.05 = L/216 1.27 = L/180 0.83 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 4 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1300 1.15 1.00 1.00 0.234 1.050 - - 1.00 1.00 - 2 Fc'comb 1300 1.60 - - 0.172 - - - - - - 4 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 Fc* 1300 1.15 1.00 1.00 - 1.050 - - 1.00 1.00 - 2 Shear : LC #4 = .6D+W, V = 211, V design = 211 lbs Bending(+) : LC #4 = .6D+W, M = 1004 lbs-ft Deflection: LC #4 = .6D+W EI = 62e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 = D+S, P = 362 lbs Combined : LC #4 = .6D+W; (1 - fc/FcE) = 0.97 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT Job*3210 BSA-Parsons * Wood Wo r ks Columnl SOFTWARE FOR WOOD DESIGN Oct. 19,2011 14:40F t , ,; ,.C_ 5 c ���,"• Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 720 lbs Load2 Snow Axial (Ecc. = 0.00") 1200 lbs Load3 Wind Full UDL 131.0 plf MAXIMUM REACTIONS (lbs): CO M 13 0' 19'-6" Dead Live 1277 1277 Total 1277 1277 Lumber n-ply, Hem-Fir, No.2, 1-112x9-1/4",3-Plys Self-weight of 8.6 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 19.50=19.50[ft];Lateral support:top=Lb, bottom=Lb;Repetitive factor:applied where permitted(refer to online help); WARNING:this CUSTOM SIZE is not in the database.Refer to online help. Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 46 Fv' = 240 fv/Fv' = 0.19 Bending(+) fb = 1164 Fb' = 1720 fb/Fb' = 0.68 Axial. fc = 50 Fc' = 542 £c/Fc' = 0.09 Axial Bearing fc = 50 Fc* = 1495 fc/Fc* = 0.03 Combined (axial. compression + s_de load bending) Eq.3.9-3 = 0.69 Live Defl'n 1.10 = L/211 1.30 = L/180 0.85 Total Defl'n 1.10 = L/211 1.30 = L/180 0.85 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 4 Fc' 1300 1.15 1.00 1.00 0.363 1.000 - - 1.00 1.00 2 Fc'comb 1300 1.60 - - 0.270 - - - - - 4 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1300 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Shear : LC #4 = .6D+W, V = 1277, V design = 1277 lbs Bending(+) : LC #4 = .6D+W, M = 6227 lbs-ft Deflection: LC #4 = .6D+W EI = 386e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 = D+S, P = 2088 lbs Kf = 1.00 Combined : LC #4 a .6D+W; (1 - fc/FcE) = 0.98 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. . COMPANY PROJECT Job#3210 BSA-Parsons ,, `yam,,€ , '"?' %Vood\jVorks® Column/ • .SOFTWARE FOR WOOD DESIGN Oct. 19,2011 14:42 /'",./.9 j- C. - S-1.7 u\,v cdu v M ^/ Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 495 lbs Load2 Snow Axial (Ecc. = 0.00") 825 lbs Load3 Wind Full UDL 92.0 plf MAXIMUM REACTIONS (lbs): m 0 v D o m 'a 0' 18'-6" Dead Live 851 851 Total 851 851 Lumber n-ply, Hem-Fir, No.2, 1-1/2x9-1/4",2-Plys Self-weight of 5.73 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 18.50=18.50[ft];Lateral support:top=Lb, bottom=Lb; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 46 Fv' = 240 fv/Fv' = 0.19 Bending(+) fb = 1104 Fb' = 1496 fb/Fb' = 0.74 Axial fc = 51 Fc' = 593 fc/Fc' - 0.09 Axial Bearing fc = 51 Fc* = 1495 fc/Fc* = 0.03 Combined (axial compression + side load bending) Eq.3.9-3 = 0.75 Live Defl'n 0.94 = L/235 1.23 = L/180 0.76 Total Defl'n 0.94 = L/235 1.23 = L/180 0.76 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 4 Fc' 1300 1.15 1.00 1.00 0.397 1.000 - - 1.00 1.00 2 Fc'comb 1300 1.60 - - 0.297 - - - - - 4 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1300 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Shear : LC #4 = .6D+W, V = 851, V design = 851 lbs Bending(+) : LC #4 = .6D+W, M = 3936 lbs-ft Deflection: LC #4 = .6D+W EI = 257e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 = D+S, P = 1426 lbs Kf = 1.00 Combined : LC #4 = .6D+W; (1 - fc/FcE) = 0.98 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. k COMPANY PROJECT 44 �` .i., ® Job*3210 BSA-Parsons ' Column1 _ ; z Wood\Norks i',I ii' SOFTWARE FOR WOOD DESIGN Oct. 19,2011 14:47 wy-..-, , ,,_ s•• _^u &. /3 Design Check Calculation Sheet A-( Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Axial (Ecc. = 0.00") 120 lbs Load2 Snow Axial (Ecc. = 0.00") 200 lbs Load3 Wind Full UDL 22.2 plf MAXIMUM REACTIONS(lbs): 0 19' Dead Live 211 211 Total 211 211 LVL n-ply, 1.8E,2600Fb, 1-3/4x7-114", 1-ply Self-weight of 3.66 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 19.00=19.00[ft];Lateral support:top=Lb,bottom=Lb; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 25 Fv' = 456 fv/Fv' = 0.05 Bending(+) fb = 784 Fb' = 4455 fb/Fb' = 0.18 -"� Axial fc = 31 Fc' = 746 fc/Fc' = 0.04 Axial Bearing fc = 31 Fc* = 2645 fc/Fc* = 0.01 Combined (axia= compression + s_de load bending) Eq.3.9-3 = 0.18 Live Defl'n 0.65 = L/350 1.27 = L/180 0.51 Total Defl'n 0.65 = L/350 1.27 = L/180 0.51 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 4 Fb'+ 2600 1.60 - 1.00 1.000 1.07 - 1.00 1.00 - 4 Fc' 2300 1.15 - 1.00 0.282 - - - 1.00 - 2 Fc'comb 2300 1.60 - - 0.205 - - - - - 4 5' 1.8 million - 1.00 - - - - 1.00 - 4 Emin' 0.93 million - 1.00 - - - - 1.00 - 4 Fc* 2300 1.15 - 1.00 - - - - 1.00 - 2 Shear : LC #4 - .6D+W, V = 211, V design = 211 lbs Bending(+) : LC #4 = .6D+W, M = 1002 lbs-ft Deflection: LC #4 = .6D+W EI = 100e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 = D+S, P = 389 lbs Combined : LC #4 = .6D+W; (1 - fc/FcE) = 0.99 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 3.SCL-Columns(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Ifv :;. COMPANY PROJECT Job#3210 BSA-Parsons di . Wood\fVorks® Column1 X'�' . SOFTWARE FOR WOOD DESIGN Oct. 19,2011 14:44 r ,,,/ „ c S 4 t.,0 a u Design Check Calculation Sheet A-c-T Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 720 lbs Load2 Snow Axial (Ecc. = 0.00") 1200 lbs Load3 Wind Full UDL 131.0 plf MAXIMUM REACTIONS(lbs): 0' A 19'-6" Dead Live 1277 1277 Total 1277 1277 LVL n-ply, 1.8E, 2600Fb, 1-3/4x7-1/4",4-Plys Self-weight of 14.63 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 19.50=19.50[ft];Lateral support:top=Lb, bottom=Lb; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 456 fv/Fv' = 0.08 -' - Bending(+) fb = 1218 Fb' = 4634 fb/Fb' = 0.26 Axial fc = 43 Fc' = 710 fc/Fc' = 0.06 Axial Bearing fc = 43 Fc* = 2645 fc/Fc* = 0.02 Combined (axial compression + s...de load bending) Eq.3.9-3 = 0.27 Live Defl'n 1.07 = L/219 1.30 = L/180 0.82 Total Defl'n 1.07 = L/219 1.30 = L/180 0.82 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# Fv' 285 1.60 - 1.00 - - - - 1.00 - 4 Fb'+ 2600 1.60 - 1.00 1.000 1.07 - 1.04 1.00 - 4 Fc' 2300 1.15 - 1.00 0.269 - - - 1.00 - 2 Fc'comb 2300 1.60 - - 0.195 - - - - - 4 E' 1.8 million - 1.00 - - - - 1.00 - 4 Emin' 0.93 million - 1.00 - - - - 1.00 - 4 Fc* 2300 1.15 - 1.00 - - - - 1.00 - 2 Shear : LC #4 .6D+W, V = 1277, V design = 1277 lbs Bending(+) : LC #4 = .6D+W, M = 6227 lbs-ft Deflection: LC #4 = .6D+W EI = 100e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 = D+S, P = 2205 lbs Kf = 1.00 Combined : LC #4 = .6D+W; (1 - fc/FcE) = 0.98 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 3.SCL-Columns(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. COMPANY PROJECT Job*3210 BSA-Parsons e , 71 Columnl 1 %VoodVVorks® x SOF1tVARF FO$WOOD DESIGN Oct. 19,2011 14:43 y,,,� + - c-c' .°.. Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 495 lbs Load2 Snow Axial (Ecc. = 0.00") 825 lbs Load3 Wind Full UDL 92.0 plf MAXIMUM REACTIONS(lbs): Dead Live 851 851 Total 851 851 LVL n-ply, 1.8E,2600Fb, 1-314x7-114",2-Plys Self-weight of 7.31 plf included in loads; Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 18.50=18.50[ft];Lateral support:top=Lb, bottom=Lb; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 50 Fv' = 456 fv/Fv' = 0.11 Bending(+) fb = 1540 Fb' = 4455 fb/Fb' = 0.35 Axial fc = 57 Fc' = 785 fc/Fc' = 0.07 Axial Bearing fc 57 Fc* = 2645 fc/Fc* = 0.02 Combined (axia- compression + s.de load bending) Eq.3.9-3 = 0.35 Live Defl'n 1.21 = L/183 1.23 = L/180 0.98 Total Defl'n 1.21 = L/183 1.23 = L/180 0.98 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# Tv' 285 1.60 - 1.00 - - - - 1.00 - 4 Fb'+ 2600 1.60 - 1.00 1.000 1.07 - 1.00 1.00 - 4 Fc' 2300 1.15 - 1.00 0.297 - - - 1.00 - 2 Fc'comb 2300 1.60 - - 0.216 - - - - - 4 E' 1.8 million - 1.00 - - - - 1.00 - 4 Emin' 0.93 million - 1.00 - - - - 1.00 - 4 Fc* 2300 1.15 - 1.00 - - - - 1.00 - 2 Shear : LC #4 = .6D+W, V = 851, V design = 851 lbs Bending(+) : LC #4 = .6D+W, M = 3936 lbs-ft Deflection: LC #4 = .6D+W EI = 100e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 = D+S, P = 1455 lbs Kf = 1.00 Combined : LC #4 = .6D+w; (1 - fc/FcE) = 0.98 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 3.SCL-Columns(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. p 7 October 19, 2011 ASCE7-05 ,omposite Drawing V { f fff � I s I 1 A B 8 -411 • I • II' j n Wind Loads on Structures 2005 -- [1.11] Copyright©2000 SDG, Inc. Page 1 of 3 October 19, 2011 ASCE?-05 ''omponents and Cladding Input Component Description Wall/Roof Surface Label Zone Span(ft) Width(ft) Area(sqft) End Wall Stud Wall 4 4 20.0 1.3 133.3 Wind Loads on Structures 2005 -- [1.11] Copyright©2000 SDG, Inc. Page 2 of 3 7 October 19, 2011 ASCE7-05 -`;omponents and Cladding Output Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) End Wall Stud 4 4 13.5 15.3 0.80 0.18 12.2 9.5 15.0 13.5 15.3 -0.90 -13.8 (<1-6� -11.0 Wind Loads on Structures 2005 --[1.11] Copyright©2000 SDG, Inc. Page 3 of 3 COMPANY PROJECT 'i ek Job#3210 BSA-Parsons tIP WoodWorks SOFTWARE FOR WOOD DESIGN Oct. 19,2011 15:40 r../o .--,/ S �N S Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial UDL (Ecc. = 0.00") 105 plf Load2 Snow Axial UDL (Ecc. = 0.00") 175 plf Load3 Wind Full Area 16.50 (16.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(lbs): 03 PP' r!' i ,8 m 0 20' Dead Live 220 220 Total 220 220 Lumber Stud, Hem-Fir, No.2,2x8" Spaced at 16"c./c;Self-weight of 2.25 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 20.00=20.00[ft];Lateral support:top=Lb,bottom=Lb;Repetitive factor:applied where permitted(refer to online help); WARNING:Member length exceeds typical stock length of 18.0[ft] Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 30 Fv' = 240 fv/Fv' = 0.13 Bending(+) fb = 1004 Fb' = 1877 fb/Fb' = 0.53 Axial fc = 38 Fe' = 334 fc/Fc' = 0.11 Axial Bearing fc = 38 Fc* = 1570 fc/Fc* = 0.02 Combined (axia_ compression + side load bending) Eq.3.9-3 = 0.55 Live Defl'n 1.28 = L/187 1.33 = L/180 0.96 Total Defl'n 1.28 = L/187 1.33 = L/180 0.96 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 4 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1300 1.15 1.00 1.00 0.213 1.050 - - 1.00 1.00 - 2 Fc'comb 1300 1.60 - - 0.156 - - - - - - 4 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 Fc* 1300 1.15 1.00 1.00 - 1.050 - - 1.00 1.00 - 2 Shear : LC #4 - .6D+W, V = 220, V design = 220 lbs Bending(+) : LC #4 = .6D+W, M = 1099 lbs-ft Deflection: LC #4 = .6D+W EI = 62e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #2 - D+S, P = 418 lbs Combined : LC #4 = .6D+W; (1 - fc/FcE) = 0.97 (D=dead L=live S-snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT 4f. Job#3210 BSA-Parsons Woodworks° Beam1 �� SOFTWARE FOR WOOD DESIGN July 8,2012 12:21 /2_ Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 293.0 plf Load2 Snow Full UDL 488.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' 44 Dead 586 586 Live 976 976 Total 1571 1571 Bearing: Load Comb #2 #2 Length 0.72 0.72 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 94 Fv' = 207 fv/Fv' = 0.46 Bending(+) fb = 1068 Fb' = 1345 fb/Fb' = 0.79 Live Defl'n 0.04 = <L/999 0.13 = L/360 0.27 Total Defl'n 0.06 = L/823 0.20 = L/240 0.29 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Ervin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1571, V design = 1211 lbs Bending(+) : LC #2 = D+S, M = 1571 lbs-ft Deflection: LC #2 = D+S EI = 78e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Job#3210 BSA-Parosns rill WoodWorks® Beam1 e SOFTWARE FOR WOOD DESIGN �As S ��. 6 Mar.7,2012 12:33 tiT Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 4.00 680 lbs Load2 Snow Point 4.00 1130 lbs MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : A 10, 81 Dead 340 Live 565 340 Total 955 565 Bearing: 955 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 Timber-soft, D.Fir-L, No.2,6x10" Self-weight of 12.41 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 27 Fv' = 195 fv/Fv' - 0.14 Bending(+) fb = 539 Fb' = 1006 fb/Fb' = 0.54 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.15 Total Defl'n 0.07 = <L/999 0.40 = L/240 0.17 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 955, V design = 945 lbs Bending(+) : LC #2 = D+S, M = 3719 lbs-ft Deflection: LC #2 = D+S EI = 511e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. (, y �' COMPANY PROJECT ks® Job#3210 BSA-Parosns .1 WoodWorks Beam1 SOFTWARE FOR WOOD DESIGN Nov.7,2011 11:31 p, ,i„v6 6e o-,,---1 H J2 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit Loadl tern Start End Start End Dead Point 1.00 5162 lbs Load2 Dead Point 1.50 5162 lbs Load3 Snow Point 1.00 6177 lbs Load4 Snow Point 9.50 6177 lbs MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : Dead 5162 10'-61 Live 6177 5162 Total 11413 6177 Bearing: 11413 Load Comb #2 Length 3.43 #2 Cb 1.00 3.43 1.00 Glulam-Unbal.,West Species,24F-1.8E WS,5-1/8x12" Self-weight of 14.16 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 278 Fv' = 305 fv/Fv' = 0.91 Bending(+) fb = 1113 Fb' = 2704 fb/Fb' = 0.41 Live Defl'n 0.11 = <L/999 0.35 = L/360 0.31 Total Defl'n 0.25 = L/502 0.52 = L/240 0.48 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.980 1.000 1.00 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 11413, V design = 11399 lbs Bending(+) : LC #2 = D+S, M = 11406 lbs-ft Deflection: LC #2 = D+S EI = 1328e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). lei 3 COMPANY PROJECT 1l�3 ® Job 3210 BSA Parsons „ WoodWorks® Beam1 SOFTWARE FOR WOOD DESIGN July 8,201212:01 ,p/,r/i•kfG .2 &c..„--A /_(d eq.__ ,T L-r- Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl Dead Point tern Start End Start End 1.00 5162 lbs Load2 Dead Point 9.50 5162 lbs Load3 Snow Point 1.00 6177 lbs Load4 Snow Point 9.50 6177 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : I 0' 10'-6'1 Dead 5162 Live 6177 5177 Total 11409 6179 Bearing: 11409 Load Comb #2 Length 3.19 #2 Cb 1.00 3.19 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,5-1/2x10-1/2" Self-weight of 13.3 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 296 Fv' = 305 fv/Fv' = 0.97 Bending(+) fb = 1354 Fb' = 2722 fb/Fb' = 0.50 Live Defl'n 0.15 - L/828 0.35 = L/360 0.43 Total Defl'n 0.28 = L/445 0.52 = L/240 0.54 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.986 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 11409, V design = 11397 lbs Bending(+) : LC #2 = D+S, M = 11402 lbs-ft Deflection: LC #2 = D+S EI = 955e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth, 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 4COMPANY PROJECT �` Job#3210 BSA-Parsons r WoodWorks® Beam1 ��.. . SOFFWARF FOR WOOD DESIGN July 8,2012 11:40 As-r- k/ _ ,41 0612.___ Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End Loadl Dead Full UDL 90.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : _ 12'-6'i Dead 563 Live 563 Total 597 Bearing: 597 Load Comb #1 #1 Length 0.50* 0.50* Cb 1.00 *Min.bearing length for beams is 1/2"for exterior supports 1.00 LVL n-ply, 1.8E, 2600Fb, 1-3/4x5-1/2",2-Plys Self-weight of 5.55 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 43 Fv' = 256 fv/Fv' = 0.17 -' Bending(+) fb = 1269 Fb' = 2552 fb/Fb' = 0.50 Live Defl'n negligible Total Defl'n 0.60 = L/249 0.63 = L/240 0.96 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 0.90 - 1.00 - - - - 1.00 - 1.00 1 Fb'+ 2600 0.90 - 1.00 0.981 1.11 - 1.00 1.00 - - 1 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 1 Emin' 0.93 million - 1.00 - - - - 1.00 - - 1 Shear : LC #1 = D only, V = 597, V design = 553 lbs Bending(+) : LC #1 = D only, M = 1866 lbs-ft Deflection: LC #1 = D only EI = 44e06 lb-int/ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 4.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. 6 COMPANY PROJECT f-611,- Wood Works° Beam1210BSA-Parosns SOFTWARE FO)!WOOD OFSIOE ti, Mar.7,2012 12:17 f-Ac--,-.-- w A-w- Ai .. /,I_ Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl tern Start End Start End Dead Full UDL 125.0 plf Load2 Snow Full UDL 142.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) ; Iv Dead 281 4'-61 Live 319 281 Total 611 319 Bearing: 611 Load Comb #2 Length 0.50* 0* Cb 1.00 0.500 *Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 207 fv/Fv' = 0.18 Bending(+) fb = 467 Fb' = 1345 fb/Fb' = 0.35 Live Defl'n 0.02 = <L/999 0.15 = L/360 0.11 Total Defl'n 0.03 = <L/999 0.22 = L/240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 611, V design = 487 lbs Bending(+) : LC #2 = D+S, M = 687 lbs-ft Deflection: LC #2 = D+S EI = 78e06 lb-int • Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C-, 6 a COMPANY PROJECT ® Job#3210 BSA-Parosns Beam1 f, Woodworks SOFtWARF FOR WOOD DESIGN Mar.7,2012 12:17 /4-& Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 125.0 Load2 Snow Full UDL plf 142.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : A10. A Dead 531 8-64 Live 604 531 Total 1160 604 Bearing: 1160 Load Comb #2 Length 0.53 #2 Cb 1.00 0.53 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=at supports,bottom=at supports; %nalysis vs.Allowable Stress (psi)and Deflection (In)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 59 Fv' = 207 fv/Fv' = 0.28 Bending(+) fb = 965 Fb' = 1328 fb/Fb' = 0.73 Live Defl'n 0.09 = <L/999 0.28 = L/360 0.33 Total Defl'n 0.18 = L/565 0.43 = L/240 0.42 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.987 1.300 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1160, V design = 995 lbs Bending(+) : LC #2 = D+S, M = 2466 lbs-ft Deflection: LC #2 = D+S EI = 178e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G-z 7 COMPANY PROJECT Job#3210 BSA-Parosns rt '` Beam1 -- a, Wood\IVorks® SOF7lYARf FOR WOOD DESIGN Mar.7,2012 12:21 Zc rL. _ .rsv, Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 125.0 plf Load2 Snow Full UDL 142.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 10' 8'-6' Dead 531 531 Live 604 604 Total 1176 1176 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Timber-soft, D.Fir-L, No.2,6x8" Self-weight of 9.8 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 36 Fv' = 195 fv/Fv' = 0.19 Bending(+) fb = 582 Fb' = 862 fb/Fb' = 0.67 Live Defl'n 0.07 = <L/999 0.28 = L/360 0.23 Total Defl'n 0.13 = L/788 0.43 = L/240 0.30 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1176, V design = 1003 lbs Bending(+) : LC #2 = D+S, M = 2500 lbs-ft Deflection: LC #2 = D+S EI = 251e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. J flj COMPANY PROJECT rs Job#3210 BSA-Parosns %Vood\A/orks® Beam1 SpFnYnnf FOR WOOD D[}I<:N Mar.7,2012 12:18oir 4 I [ ... Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft) Magnitude Unit Loadl tern Start End Start End Dead Full UDL Load2 Snow Full UDL 145.0 plf 142.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A 1, Dead 906 12'-61 Live 887 906 Total 1852 887 Bearing: 1852 Load Comb #2 Length 0.85 #2 Cb 1.00 0.85 1.00 Lumber-soft, D.Fir-L, No.2,4x12" Self-weight of 9.35 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS x006: Criterion Analysis Value Design Value Analysis/Design Shear fv = 60 Fv' = 207 fv/Fv' = 0.29 Bending(+) fb = 941 Fb' = 1101 fb/Fb' = 0.85 Live Defl'n 0.12 = <L/999 0.42 ,a L/360 0.28 Total Defl'n 0.25 = L/612 0.63 - L/240 0.39 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.967 1.100 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1852, V design = 1574 lbs Bending(+) : LC #2 = D+S, M = 5788 lbs-ft Deflection: LC *2 6 D+S EI = 664e06 lb-int Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® Job#3210 BSA Parsons %Vood\Norks Beam1 soFrwaaE Fox WOOD DESIGN Mar.27,2012 10:49 st S Design Check Calculation Sheet ` " '" " Sizer 8.0 LOADS: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 80.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : A A ity Dead 480 121 Live 480 Total 520 Bearing: 520 Load Comb #1 Length 0.50* #1 Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber n-ply, Hem-Fir, No.2, 2x8", 3-Plys Self-weight of 6.74 plf included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); A4nalysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 22 Fv' = 135 fv/Fv' = 0.16 Bending(+) fb = 475 Fb' = 1056 fb/Fb' 0.45 Live Defl'n negligible Total Defl'n 0.22 L/661 0.60 = L/240 0.36 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 0.90 1.00 1.00 - - - 1.00 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 1 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 1 Shear : LC #1 = D only, V = 520, V design = 468 lbs Bending(+) : LC #1 D only, M = 1561 lbs-ft Deflection: LC #1 = D only EI = 62e06 lb-in2/ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT lipi7i. 1 z. W Works® Job*3210 BSA-Parosns I'll' 'e ,.,,, oodWosj1j SOFTWARE FOR WOOD DESIGN'.. Mar.7,2012 12:20 / -,4 S% &✓,4-c,c_- /-f ,i 2, Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 145.0 plf Load2 Snow Full UDL 142.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : A 12'-6'd Dead 906 Live 887 906 Total 1871 887 Bearing: 1871 Load Comb #2 Length 0.54 #2 Cb 1.00 0.54 1.00 Timber-soft, D.Fir-L, No.2, 6x10" Self-weight of 12.41 plf included in loads; Lateral support:top=at supports,bottom=at supports; " Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 47 Fv' = 195 fv/Fv' = 0.24 Bending(+) fb = 848 Fb' = 1006 fb/Fb' = 0.84 Live Defl'n 0.15 = L/982 0.42 = L/360 0.37 Total Defl'n 0.32 = L/465 0.63 = L/240 0.52 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emirs' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1871, V design = 1634 lbs Bending(+) : LC #2 = D+S, M = 5848 lbs-ft Deflection: LC #2 = D+S EI = 511e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I-impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Cal )` COMPANY PROJECT �; Job#3210 BSA-Parsons 1 %Vood\A/orks® Beam1 SOFTWARE FOR WOOD DESIGN Oct.20,2011 15:15 /2 GOF eel „„„,,,,,,,,,o- /....,,7-cg Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 3.75 3249 lbs Load2 Dead Point 13.75 4275 lbs Load3 Dead Point 23.75 4275 lbs Load4 Dead Point 33.75 3249 lbs Load5 Snow Point 3.75 5444 lbs Load6 Snow Point 13.75 7125 lbs Load7 Snow Point 23.75 7125 lbs Load8 Snow Point 33.75 5444 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0 37'-6" Dead 7524 Live 12569 7524 Total 21226 12569 Bearing: 21226 Load Comb #2 Length 3.73 #2 3.73 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,8-314x30" Self-weight of 60.44 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 120 Fv' = 305 fv/Fv' = 0.40 Bending(+) fb = 1821 Fb' = 2253 fb/Fb' = 0.81 Live Defl'n 0.86 = L/522 1.25 = L/360 0.69 Total Defl'n 1.75 = L/257 1.88 = L/240 0.93 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.816 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 21226, V design = 21075 lbs Bending(+) : LC #2 = D+S, M = 199217 lbs-ft Deflection: LC #2 = D+S EI = 35437e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. -.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). G 12- ,t"opt COMPANY PROJECT Job#3210 BSA-Parsons %Vood\i\Iorks® Beam1 t;. ,'tilt SOFTWARE FOR WOOD DESIGN Oct.20,2011 15:14 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Point 3.75 32495 lbs Load2 Dead Point 13.75 4275 lbs Load3 Dead Point 23.75 4275 lbs Load4 Dead Point 33.75 3249 lbs Loads Snow Point 3.75 5444 lbs Load6 Snow Point 13.75 7125 lbs Load7 Snow Point 23.75 7125 lbs Load8 Snow Point 33.75 5444 lbs MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 10, 37'-6't Dead 7524 Live 12569 7524 Total 21317 12569 Bearing: 21317 Load Comb #2 Length 4.86 #2 Cb 1.00 4.86 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,6-314x42" Self-weight of 65.27 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NOS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 112 Fv' = 305 fv/Fv' = 0.37 Bending(+) fb = 1209 Fb' = 1237 fb/Fb' = 0.98 Live Defl'n 0.41 = <L/999 1.25 = L/360 0.33 Total Defl'n 0.83 = L/541 1.88 = L/240 0.44 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.448 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 21317, V design = 21088 lbs Bending(+) : LC #2 = D+S, M = 200006 lbs-ft Deflection: LC #2 = D+S EI = 75013e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 613 x,t t COMPANY PROJECT i . ; Job#3210BSAParsons %4'oodWorksltiColumnl SOFTWARE FOR WOOD DESIGN Oct.20,2011 16:11 p�r ms:µ- .g,.-v7 e- /: i-'r. 4"/ :.ti Design Check Calculation Sheet / c7 Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit Loadl tern Start End Start End Dead Axial (Ecc. = 0.00") 7524 lbs Load2 Snow Axial (Ecc. = 0.00") 13079 lbs MAXIMUM REACTIONS (lbs): 0 0. 13'-6" Timber-soft, D.Fir-L, No.1, 8x8" Self-weight of 13.36 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 13.50= 13.50[ft];Ke x Ld: 1.00 x 13.50=13.50[ft]; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Axial Analysis Value Design Value Analysis/Design fc = 369 Fc' = 746 fc/Fc' = 0.50 Axial Bearing fc = 369 Fc* = 1150 fc/Fc* = 0.32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fc' 1000 1.15 1.00 1.00 0.649 1.000 - - 1.00 1.00 2 Fc* 1000 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 `".Axial : LC #2 = D+S, P = 20783 lbs (D-dead L=live S=snow W=wind I=impact C=construction Lc-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT $3' WoodWorks® Beam1 SOFTWARE FOR WOOD DESIGN Oct.20,2011 15:24 /2 e,, ,,,c" 4 n 0, )vGr- , R-rez y Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point No 3.75 3534 lbs Load2 Dead Point No 13.75 4650 lbs Load3 Dead Point No 23.75 4650 lbs Load4 Dead Point No 33.75 3534 lbs Load5 Snow Point No 3.75 5921 lbs Load6 Snow Point No 13.75 7750 lbs Load7 Snow Point No 23.75 7750 lbs Load8 Snow Point No 33.75 5921 lbs MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 1 28'-9" 37'-6'l Dead 337 7847 Live 578 7847 337 13093 13093 578 Total 936 21251 Bearing: 21251 936 Load Comb #2 #2 #2 Length 0.50* 6.38 #2 Cb 1.00 6.38 0.50* 1.00 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Glulam-Bal.,West Species,24F-1.8E WS,5-118x15" Self-weight of 17.7 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS coos: Criterion Analysis Value Design Value Analysis/Design Shear fv = 245 Fv' = 305 fv/Fv' = 0.80 Bending(+) fb = 1430 Fb' = 2646 fb/Fb' = 0.54 Bending(-) fb = 2483 Fb' = 2731 fb/Fb' = 0.91 Live Defl'n 0.37 = L/656 0.67 = L/360 0.55 Total Defl'n 0.71 = L/339 1.00 = L/240 0.71 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.959 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 2400 1.15 1.00 1.00 0.990 1.000 1.00 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 12577, V design = 12555 lbs Bending(+) : LC #2 = D+S, M = 22901 lbs-ft Bending(-) : LC #2 = D+S, M = 39763 lbs-ft Deflection: LC #2 = D+S EI = 2594e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 '. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. +.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 615 COMPANY PROJECT 17.5'0 4417' Job#3210 BSA-Parsons 1H r WoodWorks® Column1 sotnezattor..voon DESIGN Oct.20,2011 16:10 -c-Gr /1? e Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Load1 Dead Axial (Ecc. = 0.00") 7847 lbs Load2 Snow Axial (Ecc. = 0.00") 13079 lbs MAXIMUM REACTIONS (lbs): oa m a 12'-6" Timber-soft, D.Fir-L, No.1,6x8" Self-weight of 9.8 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 12.50=12.50[ft];Ke x Ld: 1.00 x 12.50=12.50[ft]; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc = 510 Fc' = 544 fc/Fc' = 0.94 Axial Bearing fc = 510 Fc* = 1150 fc/Fc* = 0.44 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.15 1.00 1.00 0.473 1.000 - - 1.00 1.00 2 Fc* 1000 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D+S, P = 21048 lbs (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. G-, �h COMPANY PROJECT Job*3210 BSA-Parosns %VoodVVorks® Beam1 SOFESSARE FOR WOOD DESIGN Nov.2,2011 11:43 /.../.1c-f) 6 . S )r- /7 , ,v("- Design Check Calculation Sheet s Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 198.0 plf Load2 Snow Full UDL 330.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 3'-6'i Dead 346 Live 577 346 Total 932 577 Bearing: 932 Load Comb #2 Length 0.50* #* Cb 1.00 0.50* "Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 54 Fv' = 207 fv/Fv' - 0.26 Bending(+) fb = 555 Fb' = 1345 fb/Fb' = 0.41 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.12 Total Defl'n 0.03 = <L/999 0.18 = L/240 0.16 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 a D+S, V - 932, V design - 688 lbs Bending(+) : LC #2 = D+S, M = 816 lbs-ft Deflection: LC #2 = D+S EI = 78e06 lb-in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead Llive S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i7 COMPANY PROJECT Job#3210 BSA-Parosns r Wood\jVorks® Beam1 SOFTWARE FOR WOOD DESIGN Nov.2,2011 11:44 r. J.J.F. _ /.`/i o✓ i ^,&-- Design Check Calculation Sheet %.-s 7" "V4---c_ C.___ Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 198.0 plf Load2 Snow Full UDL 330.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : iv 6'-6't Dead 643 Live 1072 643 Total 1736 1072 Bearing: 1736 Load Comb #2 Length 0.79 #9 Cb 1.00 0.79 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Desi n Shear fv - 84 Fv' = 207 fv/Fv' = 0.40 Bending(+) fb = 1104 Fb' = 1332 fb/Fb' - 0.83 Live Defl'n 0.07 = <L/999 0.22 = L/360 0.34 Total Defl'n 0.14 = L/542 0.32 - L/240 0.44 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1736, V design = 1413 lbs Bending(+) : LC #2 = D+S, M = 2820 lbs-ft Deflection: LC #2 = D+S EI = 178e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 0 14 %VoodVVorks®i .0 ot Job#3210BSA-Parosns Beam9 S'OFTlvAfif FOR 4l OOD DFS/Gla Nov.2,2011 11:45 /F-,..1 2 i COMPANY PROJECT p Job#3210 BSA-Parosns ' IJ L WoodWorksBeam1 SOFTWARE FOR WOOD DESIGN Nov.2,2011 12:02 `.c!r c u f.,-,,,,„ ,- , nr 6_._ DesignCheck Calculation Sheet /f-2�- i-1 c'L--- 1 C-..,a_t_ Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl Dead tern Start End Start End Load2 SnDead Full UDL 130.0 plf Full UDL 100.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10 Dead 422 6'-61 Live 325 422 Total 762 325 Bearing: 762 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 200$: Criterion Analysis Value Design Value Analysis/Design Shear fv = 51 Fv' = 207 fv/Fv' = 0.25 Bending(+) fb - 842 Fb' = 1345 fb/Fb' = 0.63 Live Defl'n 0.05 = <L/999 0.22 = L/360 0.24 Total Defl'n 0.16 = L/499 0.32 = L/240 0.48 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 762, V design = 655 lbs Bending(+) : LC #2 = D+S, M = 1239 lbs-ft Deflection: LC #2 = D+S EI = 78e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 67 2-6 € �w. COMPANY PROJECT Job#3210 BSA-Parosns tt, Wood\jVorks® Beam1 SOFTWARE FOk WOOD DESIGN Nov.2,2011 12:04 Design Check Calculation Sheet /4-+m 'I-1- c A t. L Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL Load2 Snow Full UDL 130.0 plf 100.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : A lo, Dead 617 g-61 Live 475 617 Total 1121 475 Bearing: 1122 Load Comb #2 Length 0.51 #1 Cb 1.00 0.51 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 58 Fv' = 207 fv/Fv' = 0.28 Bending(+) fb = 1042 Fb' = 1325 fb/Fb' = 0.79 Live Defl'n 0.10 = <L/999 0.32 = L/360 0.33 Total Defl'n 0.31 = L/363 0.48 = L/240 0.66 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.985 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 1121, V design = 979 lbs Bending(+) : LC #2 = D+S, M = 2663 lbs-ft Deflection: LC #2 = D+S SI = 178e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 621 COMPANY PROJECT WoodWOI}^ICS U Job*3210 BSA-Parosns 4l j x'.. Beam1 q'aSDFIIYT.Rf'O5 WDOD Df1(GN Nov.2,2011 12:00 f r 7C u- _„ , v Design Check Calculation Sheet f-i' 2 ( /Z //t 06" Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl tern Start End Start End Dead Full UDL Load2 Snow Full UDL 507.0 plf 884.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 1 0' Dead 887 3'-6I Live 1547 887 Total 2445 1547 Bearing: 2445 Load Comb #2 Length 1.12 #2 Cb 1.00 1.12 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 95 Fv' = 207 fv/Fv' = 0.46 Bending(+) fb = 837 Fb' = 1338 fb/Fb' = 0.63 Live Defl'n 0.02 = <L/999 0.12 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.18 = L/240 0.18 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 2445, V design = 1601 lbs Bending(+) : LC #2 s D+S, M = 2139 lbs-ft Deflection: LC #2 D+S EI = 178e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W-wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G2z COMPANY PROJECT " Job#3210 BSA-Parosns O 11: WoodWorksx Beam1 ;tar< s'OFIlYARf FOR WOOD DFS/GN Nov.2,2011 11:56 I<-c P r:." V%) , Al Design Check Calculation Sheet kL , '3` -r,"-`") Sizer 8.0 , 1-7 / k , 3 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 435.0 plf Load2 Snow Full UDL 725.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : iq 114 Dead 2392 Live 3987 2392 Total 6458 3987 Bearing: 6458 Load Comb #2 Length 1.94 #2 Cb 1.00 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/8x12" Self-weight of 14.16 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 129 Fv' = 305 fv/Fv' - 0.42 Bending(+) fb = 1733 Fb' - 2701 fb/Fb' = 0.64 Live Defl'n 0.18 = L/734 0.37 = L/360 0.49 Total Defl'n 0.35 = L/380 0.55 = L/240 0.63 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.979 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 6458, V design = 5284 lbs Bending(+) : LC #2 = D+S, M = 17759 lbs-ft Deflection: LC #2 = D+S RI = 1328e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). a COMPANY PROJECT Job#3210BSA-Parsons %VoodVVorks® Beam1 SOFnWARF FOR WOOD OESrOM _i July 8,2012 12:05 pc.r--G,cf , ..1/4./ Gam'in�-G Design Check Calculation Sheet -or �"' Sizer 8.0 I<-i 7 - I-<_- ) 3 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 435.0 plf Load2 Snow Full UDL 725.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : iv 11i Dead 2392 Live 3987 2392 Total 6453 3987 Bearing: 6453 Load Comb #2 Length 1.81 #2 Cb 1.00 1.81 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-112x10-1/2" Self-weight of 13.3 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi) and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 141 Fv' = 305 fv/Fv' = 0.46 Bending(+) fb = 2107 Fb' = 2720 fb/Fb' = 0.77 Live Defl'n 0.25 = L/527 0.37 = L/360 0.68 Total Defl'n 0.40 = L/326 0.55 = L/240 0.74 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.985 1.000 1.00 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 6453, V design = 5426 lbs Bending(+) : LC #2 = D+S, M = 17746 lbs-ft Deflection: LC #2 = D+S EI = 955e06 lb-in2 Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3,GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3_ 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). „a COMPANY PROJECT � flI Job#3210BSA-Parosns Wood\iVorks® Beam1 :VM(k, SOF/WARE FOR WOOD DESIGN Nov.2,2011 12:09 k 17-e-(-(-r,'-‘, w A/C-- Design Check Calculation Sheet '2 G!'c. '3^I /-c/c/ A G3 , Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 435.0 plf Load2 Snow Full UDL 725.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 10' 221 Dead 4785 4785 Live 7975 7975 Total 13052 13052 Bearing: Load Comb #2 #2 Length 3.92 3.92 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,5-118x22-1/2" Self-weight of 26.55 plf included in loads; Lateral support:top=at supports,bottom=at supports; 4nalysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 141 Fv' = 305 fv/Fv' = 0.46 Bending(+) fb = 1992 Fb' = 2076 fb/Fb' = 0.96 Live Defl'n 0.44 = L/604 0.73 = L/360 0.60 Total Defl'n 0.85 = L/309 1.10 = L/240 0.78 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cf rt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.752 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 13052, V design = 10827 lbs Bending(+) : LC #2 = D+S, M = 71786 lbs-ft Deflection: LC #2 = D+S EI - 8756e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT ® Job#3210 BSA-Parosns I `i k %VoodVv'orksWoodWorks® }r ���.t; SOFTt'ARS FOR WOOD DESIGN Nov.2,2011 12:40 )".. r r c- 1+ 'v e.--.1', 'v/-- Design Check Calculation Sheet /2.- c-1=--- 1.1 /'--'L/ //(-- Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 435.0 plf Load2 Snow Full UDL 725.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' 221A Dead 4785 4785 Live 7975 7975 Total 13052 13052 Bearing: Load Comb #2 #2 Length 3.92 3.92 Cb 1.00 1.00 Glulam-Unbal.,West Species,24F-1.8E WS,5-1/8x22-1/2" Self-weight of 26.55 plf included in loads; Lateral support:top=at supports,bottom=at supports; analysis vs.Allowable Stress (psi)and Deflection(in)using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear fv = 141 Fv' = 305 fv/Fv' = 0.46 Bending(+) fb = 1992 Fb' = 2076 fb/Fb' = 0.96 Live Defl'n 0.44 = L/604 0.73 = L/360 0.60 Total Defl'n 0.85 = L/309 1.10 = L/240 0.78 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cf rt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.752 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V - 13052, V design = 10827 lbs Bending(+) : LC #2 - D+S, M = 71786 lbs-ft Deflection: LC 42 = D+S EI = 8756e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). • „:;:tor, COMPANY PROJECT 441-114, Job#3290 BSA-Parosns Z Wood\A/orks' Beam1 ni# SOFTWARE FOR WOOD DESIGN Nov.2,2019 12:44 c."1. ,v Design Check Calculation Sheet /1- ,"' 3 /lc a°3 Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 435.0 plf Load2 Snow Full UDL 725.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : Io221 Dead 4785 4785 Live 7975 7975 Total 13053 13053 Bearing: Load Comb #2 #2 Length 3.65 3.65 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-112x21" Self-weight of 26.59 plf included in loads; Lateral support:top=at supports,bottom=at supports; \nalysis vs.Allowable Stress (psi)and Deflection (in) using NUS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 143 Fv' = 305 fv/Fv' = 0.47 Bending(+) fb = 2131 Fb' = 2336 fb/Fb' = 0.91 Live Defl'n 0.50 - L/527 0.73 = L/360 0.68 Total Defl'n 0.98 = L/269 1.10 = L/240 0.89 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.846 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 13053, V design = 10976 lbs Bending(+) : LC #2 = D+S, M = 71789 lbs-ft Deflection: LC #2 = D+S EI = 7640e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 61 z7 (ifl COMPANY PROJECT Job#3210 BSA-Parosns %VoodVVorks Beam1 SOFTWARE FOR W000 DESIGN Nov.2,2011 12:18 Design Check Calculation Sheet 1gr$T /k 03 Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 435.0 plf Load2 Snow Full UDL 725.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 101 A 221 Dead 4785 4785 Live 7975 7975 Total 13093 13093 Bearing: Load Comb #2 #2 Length 2.98 2.98 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,6-3/4x19-1/2" Self-weight of 30.3 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 127 Fv' = 305 fv/Fv' = 0.42 Bending(+) fb = 2020 Fb' = 2546 fb/Fb' = 0.79 Live Defl'n 0.51 = L/518 0.73 = L/360 0.69 Total Defl'n 1.00 = L/264 1.10 = L/240 0.91 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.922 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 13093, V design = 11159 lbs Bending(+) : LC #2 = D+S, M = 72013 lbs-ft Deflection: LC #2 = D+S EI = 7507e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). *flI COMPANY PROJECT %Vood\i\Iorks' Job#t 3210 BSA-Parosns 5 SOFTWARE FOR WOOD DESIGN Nov.2,2011 12:41 l/` Design Check Calculation Sheet v-&c_/- 3 c1 r' y/ ao' Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 507.0 plf Load2 Snow Full UDL 884.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 221 Dead 5577 5577 Live 9724 9724 Total 15632 15632 Bearing: Load Comb #2 #2 Length 4.69 4.69 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-118x25-1/2" Self-weight of 30.09 plf included in loads; Lateral support:top=at supports,bottom=at supports; .Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 145 Fv' = 305 fv/Fv' = 0.48 Bending(+) fb = 1858 Fb' = 1875 fb/Fb' = 0.99 Live Defl'n 0.37 = L/722 0.73 = L/360 0.50 Total Defl'n 0.70 = L/377 1.10 = L/240 0.64 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.679 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 15632, V design = 12612 lbs Bending(+) : LC #2 D+S, M = 85976 lbs-ft Deflection: LC #2 D+S EI = 12747e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/RITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). ZR � COMPANY PROJECT _t Job#3210 BSA-Parosns I WoodWorks®� ` Beam9 �) SOFTWARE FOR WOOD D.'S/GA' ---, Nov.2,2011 12:42 /'e) -Fc f4 iY.J/ 1,.,'• ,r Design Check Calculation Sheet 4 c ' g ^7 6i ,.---/ (c Gozi -i Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 507.0 plf Load2 Snow Full UDL 884.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 221 Dead 5577 Live 9724 5577 Total 15614 9724 Bearing: 15614 Load Comb #2 Length 4.37 #2 Cb 1.00 4.37 1.00 Glulam-Unbal.,West Species,24F-1.8E WS, 5-1/2x22-1/2" Self-weight of 28.49 plf included in loads; Lateral support:top=at supports,bottom=at supports; %nalysis vs.Allowable Stress(psi)and Deflection (in)using NOS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 157 Fv' = 305 fv/Fv' = 0.52 Bending(+) fb = 2221 Fb' = 2253 fb/Fb' = 0.99 Live Defl'n 0.50 = L/532 0.73 = L/360 0.68 Total Defl'n 0.95 = L/278 1.10 = L/240 0.86 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.816 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 15614, V design = 12953 lbs Bending(+) : LC #2 = D+S, M = 85879 lbs-ft Deflection: LC #2 = D+S EI - 9397e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). `i 67 3' 1 COMPANY PROJECT' Job#3210 BSA-Parosns { � %%'ood\,Vorks® Beam1 r. ?, SOF/WARE FOR WOOD DESIGN Nov.2,2011 12:16 E z---1 i c (�F=V c- ,�� Design Check Calculation1 -,c, 'v k 1 y/c r �s� Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl tern Start End Start End Load2 Dead Full UDL if Snow Full UDL 507.0 p 884.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10 Dead 5577 224 Live 9724 5577 Total 15660 9724 Bearing: 15660 Load Comb #2 Length 3.57 #2 Cb 1.00 3.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,6-314x21" Self-weight of 32.64 plf included in loads; Lateral support:top=at supports,bottom=at supports; 'analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 139 Fv' - 305 fv/Fv' = 0.46 Bending(+) fb = 2083 Fb' = 2527 fb/Fb' = 0.82 Live Defl'n 0.50 = L/531 0.73 = L/360 0.68 Total Defl'n 0.95 = L/277 1.10 = L/240 0.87 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cf rt Notes Cn LC# Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.916 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 15660, V design = 13169 lbs Bending(+) : LC #2 = D+S, M = 86130 lbs-ft Deflection: LC 12 = D+S EI = 9377e06 lb-int Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L-live S=snow W=wind i=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6, 3t COMPANY PROJECT Job#3210 BSA-Parosns J � Vood\AIorks SOFTWARE FOR WOOD DESIGN Nov.3,2011 12:48 r r7c t- ti (_.,/f,v 6- Design Check Calculation Sheet < n 7 �-c-�r ,�, S Sizer 8.0 r- ,0i,os g LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl Dead Axial tern Start End Start End Load2 (Ecc. = 0.00") 5577 lbs Snow Axial (Ecc. = 0.00") 9724 lbs MAXIMUM REACTIONS(lbs): 0' 8' Timber-soft, D.Fir-L, No.2,6x6" Self-weight of 7.19 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 8.00=8.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ft]; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc = 508 Fc' = 661 fc/Fc' = 0.77 Axial Bearing fc = 508 Fc* = 805 fc/Fc* = 0.63 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.15 1.00 1.00 0.821 1.000 - - 1.00 1.00 2 Fc* 700 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D+S, P - 15358 lbs (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 3Z COMPANY PROJECT O Job#3210 BSA-Parsons k .01 ` WoodWorks Beam1 SOFTWARE FOR WOOD DESIGN July 8,201212:12 Lo�a ,vc v.1.C,ic a -o..42 -- 3..", Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 110.0 plf Load2 Snow Full UDL 275.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : Ip 201 Dead 1100 Live 2750 1100 Total 4040 2750 Bearing: 4040 Load Comb #2 Length 1.13 *2 Cb 1.00 1.13 1.00 Glulam-Unbal.,West Species,24F-1.8E WS, 5-112x15" Self-weight of 18.99 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 64 Fv' = 305 fv/Fv' = 0.21 Bending(+) fb = 1175 Fb' = 2693 fb/Fb' = 0.44 Live Defl'n 0.36 = L/674 0.67 = L/360 0.53 Total Defl'n 0.52 = L/459 1.00 = L/240 0.52 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.976 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+S, V = 4040, V design = 3535 lbs Bending(+) : LC #2 = D+S, M = 20200 lbs-ft Deflection: LC #2 = D+S EI = 2784e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). (5133 COMPANY PROJECT jjfl�k Woodworks 'o #3210 BSA Parsons �", SOFhYfit?F FOIL WOOD DESIGN Jan.24,2012 16:10 °G2 e2.pc J 57 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00 (24.0)* psf Load2 Snow Full Area Yes 25.00 (24.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(plf)and BEARING LENGTHS(in) : 10'-6.49° 2'7.62° 12'-6" 0 10' Dead 74.2 122.4 Live 121.5 194.5 Total 195.7 Bearing: 317.0 F'theta 437 1493 0 • Load Comb #3 #2 #0 Length 0.60 0.50* 0.00 Cb 1.00 1.75 0.00 *Min.bearing length for joists is 1/2"for intermediate supports Lumber-soft, Hem-Fir, No.2,2x10" Roof joist spaced at 24"c/c;Pitch:-4.0/12;Total length: 13'-2.11"; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 172 fv/Fv' = 0.22 Bending(+) fb = 524 Fb' = 1237 fb/Fb' = 0.42 Bending(-) fb = 143 Fb' - 1176 fb/Fb' = 0.12 Deflection: Interior Live 0.09 = <L/999 0.53 = L/240 0.17 Total 0.14 = L/889 0.70 = L/180 0.20 Cantil. Live -0.07 = L/477 0.26 = L/120 0.25 Total -0.10 = L/313 0.35 = L/90 0.29 �3`I' COMPANY PROJECT �ri � %%'oodV\Iorks® Beam1 SOFTWARE FOP.WOOD DESIGN Jan.24,2012 17:07 Design Check Calculation Sheet Sizer 8.0E„� LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit Loadl tern Start End Start End Dead Full Area No 15.00 (36.0)* psf Load2 Snow Full Area Yes 25.00 (36.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(pif)and BEARING LENGTHS (in) : i 10'-6.49„ A I 2'7.52°- . 12-6" 0' 10' Dead 74.2 Live 121.5 122.4 Total 195.7 194.5 Bearing; 317.0 F'theta 665 Load Comb #3 1551 0 #2 Length 0.50* 0* 00 �) Cb 1.00 0.50* 0.00 *Min.bearing length for joists is 112"for exterior supports1.75 0.00 and 1/2"for intermediate supports Lumber-soft, D.Fir-L, No.2,4x10" Roof joist spaced at 36"c/c;Pitch:-4.0/12;Total length: 13'-2.11'; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 25 Fv' = 207 fv/Fv' = 0.12 Bending(+) fb = 337 Fb' = 1242 fb/Fb' = 0.27 Bending(-) fb = 92 Fb' = 1241 fb/Fb' = 0.07 Deflection: Interior Live 0.05 = <L/999 0.53 = L/240 0.09 Total 0.07 = <L/999 0.70 = L/180 0.11 Cantil. Live -0.03 = L/914 0.26 = L/120 0.13 Total -0.05 = L/600 0.35 = L/90 0.15 C-3 ) e , COMPANY PROJECT ® Job#3210 BSA Parsons 15 Wood Works Beam1 :�; b= SRF11Y„+R:FUR WOOD DFSIC.N Jan.24,2012 17:09 d 2 c ai Design Check Calculation Sheet Al (. 'r- Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit Loadl tern Start End Start End Dead Full Area No 15.00 (36.0)* psf Load2 Snow Full Area Yes 25.00 (36.0)* psf *Tributary Width (in) MAXIMUM REACTIONS (pif)and BEARING LENGTHS(in) : 10'-6.49"-� 1 2'--7.62" A 12'-6" 0' 10' Dead 74.2 Live 121.5 122.4 Total 195.7 194.5 Bearing: 317.0 F'theta 666 Load Comb #3 1629 0 Length 0.50* #2 #0 Cb 1.00 0.50* 0.00 *Min.bearing length for joists is 1/2"for exterior supports and 1/2"for intermediate supports 1.75 0.00 Lumber-soft, D.Fir-L, No.2,4x8" Roof joist spaced at 36"c/c;Pitch:-4.0/12;Total length: 13'-2.11"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 33 Fv' = 207 fv/Fv' = 0.16 Bending(+) fb = 548 Fb' = 1345 fb/Fb' - 0.41 Bending(-) fb - 150 Fb' = 1344 fb/Fb' = 0.11 Deflection: Interior Live 0.10 = <L/999 0.53 = L/240 0.19 Total 0.15 = L/820 0.70 = L/180 0.22 Cantil. Live -0.07 = L/440 0.26 = L/120 0.27 Total -0.11 = L/289 0.35 = L/90 0.31 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fb'- 900 1.15 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #2 = D+S, V = 617, V design = 550 lbs Bending(+) : LC #3 = D+S (pattern: Ss), M = 1401 lbs-ft Bending(-) : LC #2 = D+S, M = 383 lbs-ft Deflection: LC #3 = D+S (pattern: Ss) EI = 178e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC t� COMPANY PROJECT 4, WoodWorksJob#3210 BSA Parsons Beam1 SOFI'H'4RF FOR WOOD DESIGN Jan.24,2012 17:05 p y,2e•�/ ,. , Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl tern Start End Start End Dead Full UDL Load2 Snow Full UDL 122.0 plf 195.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : IO' Dead 762 12'-61 Live 1219 762 Total 2040 1040 Bearing: 2040 Load Comb #2 Length 0.93 #2 Cb 1.00 0.93 1.00 Lumber-soft, D.Fir-L, No.2,4x12" Self-weight of 9.35 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: "---" Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' = 207 fv/Fv' = 0.32 Bending(+) fb - 1036 Fb' = 1101 fb/Fb' = 0.94 Live Defl'n 0.16 = L/930 0.42 = L/360 0.39 Total Defl'n 0.27 = L/555 0.63 - L/240 0.43 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.967 1.100 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emirs' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 2040, V design = 1734 lbs Bending(+) : LC #2 = D+S, M = 6374 lbs-ft Deflection: LC #2 = D+S EI = 664e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -h -,K COMPANY PROJECT 4`, WoodWorks°$:( sortN'ARF FOR 1Y00D OFs(LA• Jan.24,2012 16:12 /4,'72--G 6f /L. G f== 4 L,7 Design Check Calculation Sheet 6 r"] Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 122.0 plf Load2 Snow Full UDL 195.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A b' 12'-6't Dead 762 Live 1219 762 Total 2059 1219 Bearing: 2059 Load Comb #2 Length 0.60 #2 Cb 1.00 0.60 1.00 Timber-soft, D.Fir-L, No.2, 6x10" Self-weight of 12.41 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NOS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 52 Fv' = 195 fv/Fv' = 0.26 Bending(+) fb = 933 Fb' = 1006 fb/Fb' = 0.93 Live Defl'n 0.21 = L/715 0.42 = L/360 0.50 Total Defl'n 0.35 = L/423 0.63 = L/240 0.57 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V - 2059, V design - 1798 lbs Bending(+) : LC #2 = D+S, M = 6434 lbs-ft Deflection: LC #2 = D+S EI = 511e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 6-3 5 COMPANY PROJECT Job#3210 BSA Parsons 411i %VoodVVorks Beam1 SOFO*'AR£FOR WOOD OFStOF Feb.1,2012 11:34 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 721.0 plf MAXIMUM RE/c:TIC)NS 1Ihcl anti RFARINC. I FNCZTHS(int A I 0' 51 Dead 1802 1802 Live Total 1802 1802 Bearing: Load Comb #1 #1 Length 1.92 1.92 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.1, 2x12" Lateral support:top=full,bottom=full; Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 100 Fv' = 162 fv/Fv' = 0.62 Bending(+) fb = 855 Fb' = 900 fb/Fb' = 0.95 Live Defl'n negligible Total Defl'n 0.03 = <L/999 0.25 = L/240 0.13 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 1 Shear : LC #1 = D only, V = 1802, V design = 1127 lbs Bending(+) : LC #1 = D only, M = 2253 lbs-ft Deflection: LC #1 = D only EI = 303e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G-7 COMPANY PROJECT Job#3210 BSA Parsons (ff."'F %VoodVVorks' Beams SOFTWARE FOR WOOD AF.C(LN Feb. 1,201209:26 41-) rz , 0 a Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL No 83.0 plf Load2 Snow Full UDL Yes 138.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 1 to � 8'-3" 10'-3" Dead 322 528 Live 553 879 Total 893 1436 Bearing: Load Comb #3 #2 #0 Length 0.50* 0.50* 0.00 Cb 1.00 1.75 0.00 `Min,bearing length for beams is 1/2"for exterior supports and 1/2"for intermediate supports Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=full,bottom=at supports; 4nalysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 69 Fv' = 207 fv/Fv' = 0.33 Bending(+) fb = 1201 Fb' = 1345 fb/Fb' - 0.89 Bending(-) fb = 307 Fb' = 1345 fb/Fb' = 0.23 Deflection: Interior Live 0.17 = L/574 0.28 = L/360 0.63 Total 0.27 = L/362 0.41 = L/240 0.66 Cantil. Live -0.12 = L/193 0.13 = L/180 0.93 Total -0.19 = L/126 0.20 = L/120 0.95 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fb'- 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #2 = D+S, V = 985, V design = 882 lbs Bending(+) : LC #3 = D+S (pattern: Ss), M = 1766 lbs-ft Bending(-) : LC #2 = D+S, M = 451 lbs-ft Deflection: LC #3 = D+S (pattern: Ss) EI = 78e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. .. .„� COMPANY PROJECT Job#3210 BSA Parsons t Wood Works® Beam1 44 F SOFTWARE FOR W000 DESIGN Feb. 1,201209:25 iJo -1 e:.t./ 6:3I.:::: v� Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 113.0 plf Load2 Snow Full UDL Yes 188.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' 8'-3" 10'-3" Dead 439 720 Live 753 1197 Total 1229 1979 Bearing: Load Comb #3 #2 #0 Length 0.50* 0.50* 0.00 Cb 1.00 1.75 0.00 "Min.bearing length for beams is 1/2"for exterior supports and 1/2"for intermediate supports Timber-soft, D.Fir-L, No.2,6x8" Self-weight of 9.8 plf included in loads; Lateral support:top=at supports,bottom=at supports; \nalysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 42 Fv' = 195 fv/Fv' = 0.22 Bending(+) fb = 566 Fb' = 862 fb/Fb' = 0.66 Bending(-) fb = 145 Fb' = 862 fb/Fb' = 0.17 Deflection: Interior Live 0.07 = <L/999 0.28 = L/360 0.26 Total 0.12 = L/852 0.41 = L/240 0.28 Cantil. Live -0.05 = L/460 0.13 = L/180 0.39 Total -0.08 = L/297 0.20 - L/120 0.40 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #2 = D+S, V = 1357, V design = 1163 lbs Bending(+) : LC #3 = D+S (pattern: Ss), M = 2432 lbs-ft Bending(-) : LC #2 = D+S, M = 622 lbs-ft Deflection: LC *3 = D+S (pattern: Ss) EI = 251e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. ;.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. '1'4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. 64-r I } COMPANY PROJECT ® Job#3210 BSA Parsons t40011. Woodworks Beam1 -4: [[DDS ���' SOFTWARE FOR WOOD DESIGN Feb. 1,2012 09:50 /o H p v 3 Design Check Calculation Sheet -' tip-E L._ Sizer8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 5.50 528 lbs .59/1 "101 ,...t-- Load2 Snow Point 5.50 879 lbs MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 10' 11i Dead 264 264 Live 440 440 Total 746 746 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv s 34 Fv' = 207 fv/Fv' = 0.17 Bending(+) fb = 958 Fb' = 1213 fb/Fb' = 0.79 Live Defl'n 0.11 = <L/999 0.37 = L/360 0.31 Total Defl'n 0.19 = L/696 0.55 = L/240 0.34 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.977 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 746, V design = 7.40 lbs Bending(+) : LC #2 = D+S, M = 3986 lbs-ft Deflection: LC #2 = D+S EI = 369e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT re-) S 4- 1� WoodWorks® COL/WARE FOP WOOD DESIGN Feb.28,2012 12:27 Beaml 1,07 A-M f3 Design Check Calculation Sheet To') ST-5 Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (12.0)* psf Load2 Live Full Area 100.00 (12.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(plf)and BEARING LENGTHS(in) : 10. 8'-6't Dead 42.5 42.5 Live 425.0 425.0 Total 467.5 467.5 Bearing: Load Comb #2 #2 Length 1.15 1.15 Cb 1.00 1.00 Lumber-soft, Hem-Fir, No.2, 2x8" Floor joist spaced at 12"c/c; Service:wet;Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress (psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 55 Fv' = 145 fv/Fv' = 0.38 Bending(+) fb = 907 Fb' = 1173 fb/Fb' = 0.77 Live Defl'n 0.21 = L/483 0.28 = L/360 0.74 Total Defl'n 0.23 - L/439 0.43 = L/240 0.55 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 468, V design = 401 lbs Bending(+) : LC #2 = D+L, M = 993 lbs-ft Deflection: LC #2 = D+L EI = 62e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. GL'3 COMPANY ,PROJECT s ' S�^ • WoodWorks® 446P SOFTWARE SOFTWARE FOR WOOD DESIGN Feb.28,2012 12:29 Beam1 a Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 80.0 plf Load2 Live Full UDL 800.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : h 1 0' 8.-6' Dead 340 340 Live 3400 3400 Total 3804 3804 Bearing: Load Comb #2 #2 Length 1.65 1.65 Cb 1.00 1.00 Timber-soft, D.Fir-L, No.2,6x12" Self-weight of 15.02 plf included in loads; Service:wet;Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 70 Fv' = 170 fv/Fv' = 0.41 Bending(+) fb = 800 Fb' = 875 fb/Fb' = 0.91 Live Defl'n 0.10 = L/983 0.28 = L/360 0.37 Total Defl'n 0.12 = L/879 0.43 = L/240 0.27 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V 3804, V design = 2946 lbs Bending(+) : LC #2 = D+L, M 8083 lbs-ft Deflection: LC #2 a D+L EI = 906e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. (14-1 COMPANY PROJECT 52/a - j 5 A . Wood Works®OVS4'',, 1'9 x SEs `" SOFFWARE FOR WOOD DESIGN Feb.28,2012 12:31 Beam1 4.2, ,..<2,- ;t rL, N '-T 4 Design Check Calculation Sheet 6. �--,---1 Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 80.0 plf Load2 Live Full UDL 800.0 plf MAXIMUM REACTIONS fibs)and BEARING LENGTHS(inl : S� tY'i4F 4 '' F ks s 4` .a"}4 `Lys �4 c '*s. d ,t,3 x tw �,.�.r+xeh'�'� +45�s �)y t t mo i-m tf I �v�,.s a r., '�. - -i i .. ra 0 - ,� - , z a k 4 § 'Sz -i $ i.xs �' ltd 1 7"fr =` ^'36'5"` z it t : *R,3^' .� g k rt. F tlz�` s �£ - F . 3 y' f • ,x to w.. _.__ y �£ �,� 9'* "£R �� `�,�� TA x .E-�a�i4..� � A°'L��c'a 4V %7 -_ �...�-.,-�,� .`r<. ,�..,,:::t� {t'.,.,.'., r+ .;�t,.v r.y e.a.":�-a..,., ..:t ..�A, �'�2.. ...": .k � &0.t:> s„S .F, .sy,�.. �i,ax.,��'y�S' ,,.^ 10' 4'-6'i Dead 180 180 Live 1800 1800 Total 2002 Bearing: 2002 Load Comb #2 #2 Length 0.87 0.87 Cb 1.00 1.00 Timber-soft, D.Fir-L, No.2, 6x8" Self-weight of 9.8 plf included in loads; Service:wet;Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 53 Fv' = 170 fv/Fv' = 0.31 Bending(+) fb = 524 Fb' = 750 fb/Fb' = 0.70 Live Defl'n 0.03 = <L/999 0.15 = L/360 0.20 Total Defl'n 0.03 = <L/999 0.22 = L/240 0.15 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC *2 = D+L, V = 2002, V design = 1446 lbs Bending(+) : LC *2 = D+L, M = 2252 lbs-ft Deflection: LC #2 = D+L RI = 251e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D.-dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 6,1/5 COMPANY PROJECT • � � Justus Fisher Job#3210 BSA-Parsons t Feb.28,2012 12:34 Beam 1 1 1VoodVVorkssoFpIGN Design Check Calculation Sheet Sizer 8.1 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 20.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : l0' 8'-61 Unfactored: Dead 85 85 Other Factored: Total 85 85 Bearing: Load Comb #1 #1 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 112"for exterior supports Lumber-soft, D.Fir-L,No.2,3x6" Service:wet;Lateral support:top=at supports,bottom=at supports;Oblique angle:90.0[deg]; •Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear x-x fv 0 Fv' - 157 fv/Fv' = 0.00 y-y fv = 9 Fv' 157 fv/Fv' = 0.06 Biaxial fvx / Fvx' + fvy / Fvy' = 0.06 Bending(+) x-x fb = 0 Fb' = 882 fb/Fb' = 0.00 y-y fb = 378 Fb' = 1029 fb/Fb' = 0.37 Biaxial 3.9-3: fbl/Fbl'-fb2/Fb2'/(1-(fbl/FbE)^2) = 0.37 Live Defl'n negligible Total Defl'n -0.34 = L/298 0.57 = L/180 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 180 0.90 0.97 1.00 - - - - 1.00 1.00 1.00 1 Fvy' 180 0.90 0.97 1.00 - - - - 1.00 1.00 - 1 Fb'+ 900 0.90 0.85 1.00 0.985 1.300 1.00 1.00 1.00 1.00 - 1 Fby' 900 0.90 0.85 1.00 1.000 1.300 1.15 1.00 1.00 1.00 - 1 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.6 million 0.90 1.00 - - - - 1.00 1.00 - 1 Emin' 0.58 million 0.90 1.00 - - - - 1.00 1.00 - 1 Shear : LC *1 = D only, V = 85, V design = 81 lbs Bending(+) : LC #1 = D only, M = 181 lbs-ft Deflection: LC #0 = Self-weight (live) LC #1 D only (total) EI = 55e06 lb-int EIy = 11e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4/y 4 �dFx COMPANY PROJECT 1011.! Justus Fisher Job*3210 BSA-Parsons 1 %VoodVVorks® Feb.28,2012 12:35 Beam1 '4,4V SOFTWARE FOP WOOD DESIGN' Design Check Calculation Sheet Sizer 8.1 LOADS: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Impact Full UDL 20.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (In) : 10' 8'-64 Unfactored: Dead Other 85 Factored: 85 Total 85 Bearing: 85 Load Comb #2 Length 0.50* #* Cb 1.00 0.50* *Min.bearing length for beams is 1/2"for exterior supports 1.00 Lumber-soft, D.Fir-L, No.2, 3x6" Service:wet;Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 8 Fv' = 349 fv/Fv' = 0.02 Bending(+) fb = 172 Fb' = 1894 fb/Fb' - 0.09 Live Defl'n 0.05 = <L/999 0.43 = L/240 0.11 Total Defl'n 0.05 = <L/999 0.57 = L/180 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 2.00 0.97 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 2.00 0.85 1.00 0.952 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.6 million 0.90 1.00 - - - - 1.00 1.00 - 2 Emir' 0.58 million 0.90 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = I, V = 85, V design = 76 lbs Bending(+) : LC #2 = I, M = 181 lbs-ft Deflection: LC #2 = I (live) LC #2 - I (total) EI = 55e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr-roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. JF JU STU S FISHER By Date ✓3/2 / 1 STRUCTURAL ENGINEERS Rev Date Project /f)A "v 3 Job# ®6) ar rGIfANatFc_ ea Cts ra N 1 e )(//, S 7 i 3 32. _G -7- 1 32 4. 7.:Y . / 7 6 fr 7!C'55-L C GJy..0 ''" ...� 5 r gee' I /11 ✓ )-'d ? Z Z A' 2 xlz—/ /. 32_ 722 7 /vs c' ,62,/: c 5 r!.z. .; c_ r /Zt)c. 3 3 � 4tri � 9 ' r � .. � (451,2- rd u f?tl0, 06- 4 (•S Tacoma, Washington 253.752.6005 Page�z- Lf of v>, COMPANY PROJECT Job*3210 BSA-Parsons F �M Wood Works® 13eam1 a ..„ SOFTWARE FOR WOOD DESIGN Nov.27,2012 11:00 t"fT 21Y( 1_ Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 130.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 10' 12'-6'1 Dead 812 812 Live Total 861 861 Bearing: Load Comb *1 *1 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 35 Fv' = 162 fv/Fv' - 0.22 Bending(+) fb = 647 Fb' = 953 fb/Fb' = 0.68 Live Defl'n negligible Total Defl'n 0.20 = L/732 0.63 = L/240 0.33 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 0.980 1.200 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 1 Shear : LC #1 = D only, V = 861, V design = 754 lbs Bending(+) : LC #1 a D only, M = 2689 lbs-ft Deflection: LC #1 = D only EI = 369e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Job#3210 BSA-Parsons flI WoodWorks® Beam1 SOFIIVARF FOR WOOD DESIGN Nov.27,2012 11:00 ( r i n.r L r__ r ' /4 2 ''2_ Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 130.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A A 10' Dead 812 812 Live Total 854 854 Bearing: Load Comb #1 #1 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber n-ply, D.Fir-L, No.2,2x10", 2-Plys Self-weight of 6.59 Of included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 40 Fv' = 162 fv/Fv' = 0.25 Bending(+) fb = 748 Fb' = 867 fb/Fb' = 0.86 Live Defl'n negligible Total Defl'n 0.24 = L/632 0.63 = L/240 0.38 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 0.973 1.100 1.00 1.00 1.00 1.00 - 1 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 1 Shear : LC #1 = D only, V - 854, V design - 748 lbs Bending(+) : LC #1 D only, M - 2668 lbs-ft Deflection: LC #1 = D only EI = 158e06 lb-int/ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. (r 7v jol �J�"m COMPANY PROJECT c ® Job#3210 BSA-Parsons i 1i Wood Works Beam1 SOFTWARE FOR WOOD DESIGN Nov.27,2012 11:00 1--._17-. Lel a e-- /..1, L-2 r-a_ c Design Check Calculation Sheet Sizer 8.0 ' LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 130.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A 10 66 Dead 422 422 Live Total 437 437 Bearing: Load Comb #1 #1 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=at supports,bottom=at supports; \nalysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv - 29 Fv' = 162 fv/Fv' = 0.18 Bending(+) fb = 483 Fb' = 1053 fb/Fb' = 0.46 Live Defl'n negligible Total Defl'n 0.07 = <L/999 0.32 = L/240 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 1 Shear : LC #1 = D only, V = 437, V design = 376 lbs Bending(+) : LC #1 = D only, M = 711 lbs-ft Deflection: LC #1 = D only EI = 78e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G-SI COMPANY PROJECT ®, / Job#3210 BSA-Parsons C Wood V V o r ksBeam1 ...ti,;,:•''• .n9SOFTWARE FOR WOOD DESIGN Nov.27,2012 11:00 ) i f ���✓a..,. (4 7 S Design Check Calculation Sheet {.r'�-- '-- Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 130.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : ,L 1. 10, 6-6'i Dead 422 422 Live Total 435 435 Bearing: Load Comb #1 *1 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber n-ply, D.Fir-L, No.2, 2x6",2-Plys Self-weight of 3.92 plf included in loads; Lateral support:top=at supports,bottom=at supports; �4nalysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 34 Fv' = 162 fv/Fv' = 0.21 Bending(+) fb = 561 Fb' = 1053 fb/Fb' = 0.53 Live Defl'n negligible Total Defl'n 0.08 = L/965 0.32 - L/240 0.25 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC* Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 1 Shear : LC #1 = D only, V = 435, V design = 374 lbs Bending(+) : LC #1 = D only, M = 707 lbs-ft Deflection: LC #1 = D only EI = 33e06 lb-int/ply Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. � fTC4-- 2r.S 8.in Conc w/#4 @ 16.in o/c 1,-8" I �0 X - y Designer select #D@O.in 4" 1'-0" all horiz. reinf. �1 @ Heel See Appendix A 1.-4"r"'i DL=505.,LL=700.#, Ecc=1.25in t Pp=22.222# 109.4# .86psf 2023.3psf - W!-L-(-- 2, CONS-7-4.c, ♦. - l•.. Pp=22.222# 109.4# .62psf 448.54psf 5 Justus Fisher Title : Wall 2-5A Page: Job# : 3210 Dsgnr: Date: DEC 23,2011 Description..._ This Wall in File:C:\Documents and Settings\Eric Fisher\M 'Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 j Criteria 1 [SOH Data M ; Footing Dimensions& Strengths Retained Height = 1.67 ft Allow Soil Bearing = 2,500.0 psf Toe Width = 0.33 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.00 Heel Active Pressure = 35.0 psf/ft Total Footing Widtf = 1.33 Slope Behind Wal = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 25.0 psflft Soil Density = 120.00 pcf Water height over heel = 0.0 ft Key Width = 0.00 in Footingf Soil Frictior = 0.300 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore pc = 3,000psi Fy60,000 for passive pressure = 0.00 in Footing Concrete ensity = 150.00 psi cf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary 11 I Stem Construction ' Top Stem Stem OK Total Bearing Load = 453 lbs Design height ft= 0.00 ...resultant ecc. = 0.86 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 449 psf OK Thickness = 8.00 Soil Pressure @ Heel = 231 psf OK Rebar Size = # 4 Allowable = 2 560 Rebar Spacing = 16.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 583 psf fb/FB+fa/Fa = 0.017 ACI Factored @Heel = 300 psf Total Force @ Section lbs= 75.2 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 44.7 Footing Shear @ Heel = 1.1 psi OK Moment Allowable = 2,600.4 Allowable = 93.1 psi Shear Actual psi= 1.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 4.48 OK Sliding = 1.89 OK Lap Splice if Above in= 28.48 Sliding Caics (Vertical Component NOT Used) Lap Splice if Below in= 6.00 Lateral Sliding Force = 78.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 22.2 lbs ' Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 126.0 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = i1 Footing Design Results 1 Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 583 300 psf Equiv.Solid Thick. = Mu': Upward = 31 18 ft-# Masonry Block Type= Medium Weight Mu': Downward = 14 44 ft-# Concrete Data Mu: Design = 17 26 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 1.06 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Justus Fisher Title : Wall 2-5A Page: Job* : 3210 Dsgnr: Date: DEC 23,2011 Description.... This Wall in File:C:\Documents and Settings\Eric FisherW I! Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wail Design Code:IBC 2000 - -------------- ----- -- ------- ----------------- I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 109.4 0.83 91.2 Soil Over Heel = 66.7 1.17 77.8 Toe Active Pressure = -31.1 0.44 -13.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 20.0 0.17 3.3 Surcharge Over Toe Stem Weight(s) = 166.7 0.67 111.1 Total = 78.3 O.T.M. = 77.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 4.48 Footing Weight = 166.6 0.67 111.1 Vertical Loads used for Soil Pressure= 452-7 lbs Key Weight = Vert. Component = 32.7 1.33 43.6 Vertical component of active pressure used for soil pressure — Total= 452.7 lbs R.M.= 346.8 F ,./. -(--(_-- k A- ____ - 8.in Conc w/#4 @ 16.in o/c 3'-2" I 3'-2" ! X 2" *' i_� — � 3" #0@0.in 1 @Toe I Designer select #0@O.in all horiz.reinf. 8" 2-1" @ Heel See Appendix A fit 7-9" DL=505., LL=700.#, Ecc=1.25in Pp=8.6806# 280.05# 377.13psf 1431.8psf Justus Fisher Title : Wall 4A Page: Job# : 3210 Dsgnr: Date: OCT 17,2011 Description.... This Wall in File:C:\Documents and Settings\Eric Fisher\M etain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Criteria I Soil Data ; ; Footing Dimensions& Strengths I Retained Height = 3.17 ft Allow Soil Bearing = 2,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 2.08 Heel Active Pressure = 35.0 psf/ft Total Footing Widtt = 2.75 Slope Behind Wal = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 25.0 psf/ft Soil Density = 120.00 pcf Water height over heel = 0.0 ft Key Width = 0.00 in Key Depth = 0.00 in FootingSoil Frictior = 0.300 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000psi F = 60,000 for passive pressure = 0.00 in Y psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in I Axial Load Applied to Stern \ Axial Dead Load = 505.0 lbs Axial Load Eccentricity = 1.3 in L. Axial Live Load = 700.0 lbs _Design Summary I i Stem Construction I Top Stem Stem OK Total Bearing Load = 2,487 lbs Design height ft= 0.00 ...resultant ecc. = 3.21 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,432 psf OK RSss = 8.04 Soil Pressure @ Heel = 377 psf OK Reeicbaanr Size = # 4 AllowableRebar Spacing = 16.00 = 2,500 psf Soil Pressure Less Than Allowable Rebar Placed at = Center Design Data - ACI Factored @ Toe = 2,058 psf fb/FB+fa/Fa = 0.197 ACI Factored @ Heel = 542 psf Total Force @ Section lbs= 298.4 Footing Shear @ Toe = 3.0 psi OK Moment....Actual ft-#= 512.6 Footing Shear @ Heel = 2.0 psi OK Moment Allowable = 2,600.4 Allowable = 93.1 psi Nall Stability Ratios Shear Actual psi= 6.2 Overturning = 6.95 OK Shear Allowable psi= 93.1 Sliding = 1.94 OK Lap Splice if Above in= 28.48 Sliding Calcs (Vertical Component NOT Used) Lap Splice if Below in= 6.00 Lateral Sliding Force = 267.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 8.7 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 511.1 lbs Masonry Data - - - - -------- _._.___-- --_.._--- Added Force Req'd = 0.0 lbs OK Fs psi= psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = LFooting Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,058 542 psf Equiv.Solid Thick. = Mu': Upward = 431 805 ft-# Masonry Block Type=Medium Weight Mu': Downward = 39 911 ft-## Concrete Data --_.-_--.---.._._------_-----_-__-- Mu: Design = 392 106 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.97 1.97 psi FY psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined ) Justus Fisher Title : Wall 4A Page: Job# : 3210 Dsgnr: Date: OCT 17,2011 Description.... This Wall in File:C:\Documents and Settings\Eric Fisher\M etain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 280.0 1.33 373.4 Soil Over Heel = 538.3 2.04 1,099.0 Toe Active Pressure = -12.2 0.28 -3.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 505.0 0.90 452.6 Load @ Stem Above Soil= Soil Over Toe _ Surcharge Over Toe Stem Weight(s) = ---_ - -_- = 316.7 1.00 316.8 Total = 267.9 O.T.M. = 370.1 Earth @ Stem Transitions_ ResistinglOverturning Ratio = 6.95 Footing Weighi = 343.8 1.38 472.7 Vertical Loads used for Soil Pressure= 2,487.3 lbs KeY Weight = Vert.Component = 83 6 2.75 2_30.0 Vertical component of active pressure used for soil pressure - - --- -- Total= 1,787.3 lbs R.M.= -2,571.1 ,_____...--,..—(0 ---.-•j -,_.............-\_ ' ." il.. • \ -- -) i ' / / , :••. . - - 7r ' O f /X-7/- ,-- i 800a j jI' ! �� 'zzoCr O )/, /I ) i ' / / ... } :":.:::-• - \ G. / i a . . . - - co i,// ///j /-'- . .. .. ., ... .— / 7) • / , i .,..... ........ ........, , •,..,-, "4(1):: __1:0(1) I 1 t ,-/--"' . m.� O NO o '\ / /\\- ' g'S / F — O/ O• t '\ \g bc 8 —.---11 ) - \ / / g * �\ i ' \� ��� --tip\ i O O \ / �,� ..„.'.:.........11.:';':'.....:::::::::-- /// ? \ r \ 1 `J A �f / ! 0 1 I Ii • ) ;3 ) \`,,., ,,,,,, -7- ► 1 I ' ( / /� i W i \ I ` •L r 1i T I / 111/`2, // , , / Cr) II II Fes-----'�+,... moi'.' II �/ / \ w 11 F' ( , III \ i 1.-- , )11 i \ r 11/. ' c>,,:fr. II .11 if II 111 ,\\ �: ) o w Q it ..:.�: ':':'.'.•:.•'.'.:..: 11 (( II II UQ "� II ,_ A/ cg d x��--, cg.,,,g i 11 U 4., Sr ..., , . . • 7 U ii c� f u �/ o I U ` "-_ f-� 1 1 U "0 1111111).„ J / r / r f _____) -"`S' .,--1/ -'---- i 7 ''-'-------'"-------'1---- .,, .....•.,..,. -. .• .... f' i 1 UiHiiooGy , 4 eo comy p'o u,\ ''ti • i5•Q' aiLJH._-I. iiomGc0y.. "< f:,-, .w �N0 a° C �� on ori)nbco 111111 co�` .00 G • ,v r y° - irro a � r., P o ,a b trY'S'rry7 " CP; q N a �y CD 'FD- I .-r G p., zG 0 o ba7 eD (* NOVNO O n (AB( _ a to Ls WA �Y vy� GA H 0 r A nO ^\ ob w c I-n mp wo ro G o C Ob m 't," rb ib, elCi) DT,0 Po�° cc, ,...1a < p 3 CO * CO Q 71 (11 CD P P '1 a5 G ! !. 0 o n PJ z S`C n & Q. " N y �o o" c P 5cO Ia o "� m y P y m f !r c— fill i 4/,(1 .--'\ ---/,(.4/V--:74- '27-"III' 4'4-7:4'-4.'4+ + +, �r + iceat _ ( � A�� '_ r� a ;� ' _coo .-/O 44 . 4,''' r I 1-17 -t• ,..—„, (---, ,,,,,,, ., ir-if',/ ., - ,--- f,,,,,,„t : .1 { ifi .. •,--- - \.) ,. 1 1 + , (./ -,:•,, j -.,....--\,;(:). , I N1 ' 2 � C� \,�` / �-O --I , , "w„�.r � ti { �/1"�` � `` , �� ,— :..rr`.a"' ".".•I,Ij oeeMl /J '' xavtel ^ +' .� I'-•' - zlK0a{ t i ; J 1 -1-`-‘.--4: ... I _ _a � jn *� \ 0 y \ / /`'/ / 7 ! r l i vI ' _ ut 0 "• z / /• • / /, �'S t �� l-ir i 't �� f es+" } '.:.%)___../,t"' y'� %� i'.•-- , ` ii� IIS c ) �4 o ii • .r j� 7; j7 I a, co- D •''• w ii •,1 \\,1 .' I I I /+ ' i l l - • 11 1 I /� ✓li J JJ' I li. N Z o - r t -1 ii "!f) i? ' f ) 1 t N CTt X 22, a �� L + \� r r s l l i Cil O ,� 20no E z. i 1 c\ . I ,*• •'7 �l` �, ' t i�` r m*- o 0 + + + + j ( 7 ;) : 2,1o ..,-- (f.,"'...,-"Ti/f,/ p N ) , tic/ i y, ',. 1,.., 1 1 .,c. / ---/ ,'""---------- 1)4r r ; -- P o pi 1,2 Cil CD3.':',=.„,a- ! (t I y� / r 1 . r , J j t. Cil O '' h t� \'s „Li' jl \A\ /1.;;;1111,/:,•(,/,,,i t , ' ,,/,,',1'1\'_1.,\,, l r� f rt„ o y v \ \ • O V ® 1” r \; ! , L 0 I. 41 � y"+tel CA C1Z O l; :::"7'i ; J',.:11: ) ��.. 71 _ ` A I M -r r / f { t i/(/j r //I d J� 7.., (r �„r�, - t— ` 1� A O + f fI+ j+ _ + --------t"-,—,o .4.,-,<,--"--7—-- ' ' l'—":;.‘:1--:).7-7-- cn o �. If ice _—_�`_ \ ��\ ii 1 `` ��. J ..,, o II ---,v-..-•a �', ---:!:),.... ..... \ , 71"--- ::- ''''''''''':' 1-: 1 O 1, �t},`'J`� .,^.� •-- ,\� 1�\ ,srO ^\ '!i�.Y._./M� p` 1 i ,' y ynly •_'`�<"�..s�;� �\ ,,, v M o J o ��1 `. �- r �' �ti `„,,,, A\�vr'mea \\ .�" —,_ �.-i I o < �'--•—._. a ... l,.r,_-: /.✓iT \\ O\. QCT ! -''f -� ,..�,.._:..,sr...,." C`•r J O a °. c, ....,,,,,•, r' Mme{ 1 - �-- / n � 0 .1 + \,� ��f -H.',�< s , N i iir . p ci,b o b Bar?, ,, _ _ ., 7,-, :i , ,,, + ;�' 0 � V \ O I I I I I I I 5287000 5287200 5287400 5287600 5287800 5288000 5288200 5288400 5288600 , , l.. .. . .. c-----„:-_ ---/i, ., ( /---. \., , ) \I , , .......__.\ / J .............. , ,__r___z___._", \ \ a 1 rt • c /...\.. • 1\ 11 )or.) 11I�� II� � I In I y II it II '('-'---; (\,..„\ 11l . .„...._.„ .. fid�' `�R°_ ..,,,„ , __ ___,.,, 4,i,,/ 'O ii I I aill sur 'xa.I eF � 4,..,.P • I 4` II F/- II ry O b 11.11 II 11 1,1 g, i. {{ , II II ii 11 Q, II 11 _ i ye, ..•� '��. c m I \ II 11 ft kf. \ -- 11 ri I %! r. e 1 - I w / ,...- (""J w. C.D ��— '7 --...1 • 7 co /il ) ( 0 ,..44 I I n . . ' / m . - o 0 O / l __,._......__...... t. ,... _,---- N, :' I-.-'N l c • J Y / o�:•S•- I \ \ ift P Q., ' ' .'.'..• - .// I / 0 i • ,� ,.} +s.vs as / \ ,',4°",,'.:- n sok''.s.'7.;-,'„,i.,,,,,,, (/J t7 r o r tsti � s tip :, s / 'a'' o 7y A ,11 �ti • w�'1- ,—\ / i N O CA 5 nr • I 0 i • — i a )A . ....lc:4,''.';'#....1c:.i'j:"'''',,,,i7.1.:,/,'i, CDn (----- y rI' r ' j •• /O O'W . ( F ., '' f--- c.„..., ' .. ... , ....., .._: :,. /- 1O ♦ ,'4",4.....4.11 ' ` , . ,OO '-'1 .---2;000,.28,z d 1-1 ,^ I D o 1 i ill dip 00989S 00422ZS 00Z89ZS 00088ZS 008/8Z5 009L8ZS 00t7L8ZS 00ZL9ZS 000L8Z I 9 1 I I ...f,Di I I I I I ± r_ . , . . „. , , , , .,,„.,,,.„,. •=4,4.,,,,•-'d.i.„''''-4.''',...'''.,,, ,,,.;--,,'",,O,Y'r,,,,,'.r,,,,,, ,P,44).AttrAl'ef'fr,t.51,,'.',;r4.$,,-`4;''',=',.)4"..641)*V'tte',.4,'" .1../ LC) ''''''''.:. ' ' - .,''''.',"',•''' "1"'''W''''''''''''''''''' ''''''''''');f^:;4'''''':'''''''',..''''•':'',3'''Z'f.';'''''''''V*ItiCr'gr' 1*.ig)i.,,,,k'',".,"/AW'r,.,..j.,t'Z..'''',1)''',.,,,,L,),,e,,,,,),..'(.:4t1":,.)',4t.,$.3,,,7.2',,t,t,4,:.,`,;',':-.4,.,),,,,,,i.g.,,,,..T.,‘:.,At,.„,,,t,,,Kt,1,,,,,,,•,,,,,-,',,,,,„ ... ..":i...:. ,, ,. ,,,,-,:',,,,', •.,,..,,',,,,z,,,,,-)i'',..- 4,,,t,,ii"-....,.,...‘,;,.,e.,..v,,,i,'..',,o,'0,:''',3=-',.. .'',;„7,-",:".7,->t,`F,..',:'-4,.7-4;:4,;':,,,,,;,;,';;''''', ',::-..',',ONtirl,c4/4rxe,42,";,..V--,;Vr-,,,,,t.,$„,,,;,,,, ,,,.,.. 'zit7i,40,3F,14..z;:4,..4::,,,;„1..;:,,,,,,,,,,,::4,,,,„,,,,,,-,,,.,,„:„„.„..,,,,,,,,k,,,,,,,14,,,,,,,,,,,,,,..i„„,,,4,,, a C•I '-' A ' '''''•C.\FP••••:•'•.";•'..:.-•:,....••:`•-''''."''7--'''-',,--'-'''' ' '','''' ''''' -' " ' ' ' ' ,VA,11;`,,,,W.,:-,,,T.,.,':`,...,,,,,,'', ix::, ''S'A,''', 1 i'.2'''''',.''..':•::::.•;.:*.i:',.".!::::•:!..!',..::..::::".•••::: :','',.:, .' 4h r% D it-r..5f--'.2t-:::,.-=.1:',?:,x3::,-‘;',4-':::;-'-i-:,,,,,.,ji.,-,$:*tt -..P1-:- ,..,,-f----:-, _, ; •‘,-.,',,-,--,-;;.,..,,,,-,:.,-,:...-.....::: -. : - k.(9'. (lug ......_,._- . ..,--____...1,.,...<,... .,. _..,....:.-.4,:„..4.0.0A,.,...i,,,, .... ,-.,., , ._„ 1 i.11." . -''.,:,,,Si'‘..'Z',.' ,.. .....-'•..%.. „. , ,_.,,,,,/ ,-- ",._:„__„---""'''''-__,---_-_-7''''"--47-:,..:: :,,s,24:7;.A.'7', 0i,";'," P-EF' '•,-,, ':,-.',"...,1”,,,--'''''' ccg • ',"'---,\,,-k -\- • ' ?"14,• ,-;:i.,,,:;.:::'...,..:..,',..,......,...,,.. . . , • ,•_,_,,,,,,,4,_-_--".,z,7,,.-::,-----,---' ____,--c--a-- '----'.--"''\vi k,,,,, '\L':'', ).....4....,..,.0 ,';':::-t-2,',› ''''''L,,,,,' .-(-1 1 16 ,,,-- • ' '''t''''',.....1'...*:.::::::i i'i,':...•;:f:.';''..•',...'...„..."...,::.:;:i:,„.:!;... --- ".-..- -, ......... C-1,`- Z.: ,,_.,,,,. *1:4.,:tir.,47::,./...::„IL•,, --,,,,';:',. ._,,' *1`0.....5:'...1;:r .___,., —...--- ..,.:*''-i-ri ' .14,../,'-'-.4 i.'''''K --; ' ,...-1.!'-,:-.:'...'''' ......:.....:::i;.::'...--;•.:':':::-..,'''::: ...;:j:..--:''.7"---. + -..,:',Lt.,,,,,.,-:.---...-:_i,/,':;- ,_,-;' ',..,,,,,..,-\--- ,-,,,,,--:itr__TE._._...°_\_3„,_L ----,_,,,\,,:,',Ti--',..„ Z-1 '''' ..- : --- t r: : :, ...,..J.....i.......,„:„. Lo ---e • _,..-„,-,-----'"--- ....__,-;,,,, _.-------,-,--„:----,,,„:":"‘,„,, '-'-'-•,„.._ --"----- H 8,e r"--7"--'-'\ \,,, ±• 1\ \ .. `\, ( -7, 1-'5' Lo • • \ : f.'„/,/ ,' lop \ \ „..,....„ . . ,r•-' ,...:-.--- T,'.; -:',--,1 ,,,-;-"\-e- ,.,^', ,f5 k .... .,„_,----- ---- _ vi 11,--.5:-_,..--...,..,__-,-,.............-, ,.., •,, -„ -„,„.., -,,._ i 7"? r•••'- // ;,-.. ,-..:•-°)_,_..,___„,)-` 1 . • . 7 K- •.-.•• ,1,'a r 6 A _71f' 4...,,,,,,..„,„,,, ) IA- ‘,—..•_ , 0 , ___,___, .,.,7,;,,,,, . c„ c., 1 , 1 . r":----\------ . c) \ li ,.„,, ii,„_,,,,, \,..,..._,______________:--s., # -7 ,...) f • opw0101111111111111' 2 _co , . • cl;) ,,_(- ...,(‘‘, '.\---,--s,----- 7_,j•,4 ,‘...;• ., ',\ - -- - -` /' I :00011111111.114.11074-':,,7-,,,,,A4*,ii:A:A:a4t4ait ;--1 ,-, - • .,7,,-,,„;,•,,,:.,.,,,,,,.,.. -.7„k„)-A,,,,,!...,-0, a) Lo , "....:-.•,,......... , -..k „ # . •,.. •-• \ + ' •_/- 1100...•-.----7:•„ --,.. ,',i-.,41.;,,,,.;.. ..q.k.*1-F.,,a.v...,, .L..J P.N,... .•- •- ...,..,..,,,;..„,.T.•,•.-‘,-,..A,,,. ,--,---z..„,----,_ ,, _ ... .... ---. -7---i" ,- .-,,-„,.„2.,,,, .;:".'",),,,',.,;t17.*"1".r't."".' '''"''''-'''' ..1 0 --'''''''' '''-J,--',-, . -----.'- ' ---,A/ ' i'M 'wig ; ; ......„vjl.• ..,.... . .., Cn 0 --f-`-- 1 ---",_.'.._....---, --1-11 .2.-;',-,---- --, i -• ...-- pop . 7,-,,,, AOC ... ni 0 ' 1,-,-.,'''-`' : ) ...L. ( 1 . \ •••" --- 1L-4' .:' : -'''----. .' '7 i ! ' '4. ----,,— .---,----- . :•,...0 '.2 g o -a i l'._J' i ,--if\--d , ,—.---3". )--..-..,_-:.4•-•\.. , -; t , .----- . ,,. , :... a., • . --- -,-----,-"--"_: ,--,.., ,i ,‘,...:,i ,L....._,,___±., ?\..._\ ;L.' '11/(7 'I, ! I.5-f- - + gll Cr) 0 __. „; „,, .‘''''.. . /.../. / i/ ••-•. .,".”. . A,/ . C:=) 0 . 17 '-i-j '-it--- \\ ''''' '-'—' ''N-'**.\\'-'-'.' N-si` . j/.1:/11/71.-) _... ,.f.-—.. --- .-----7---.:-''',t;•-.. ; T ' / -'.. .... , 1 c=i o0 co -±- 0 ' I r‘\ llzg co ' --1— .. ---t. H. — C.1• .•- ▪ ..... ..... : .. + LO + ...;,:,...'..•.... 4- 0 , -i----,-----"",:'-:-',\ '''•-\\\\1•\\ ) d) )' t.< „, .-./ li.,./7 -,- ', .;••"..;-'' ,.. ‘C) Riii t--, El c.t al ',1„,,- ,.'.-T'--,_''',,t„\-,,,, \,,I,.",,, \ I i ,, ,' Jr' 1..,-- #, .;„.., ' ilk ••:1.:• co ,....., ,- : -/,./.-,,2.::::.,- ---,.., --,---- , '-''' '' '"A"- - i /.- ,/ --. .•c. iiii) 1116 '.--. 14 ...---ir--;//e),.., ),)-' ,• :fl C.:2) lib A , r k i, `. ,,.. c r it I ( /1/ f.,;`-''* ..\'‘., 1 i I. I ): '- ...• ' , s) .. CCS n , tkli$:.'......`::::..t..`l c...) g :.,,i;:- ( ,.., ., -., , i * •• co iN... o. + ± • 7 '-.,- I'''''' r-4 g c Ln 7;1- •• 0 P 1.1";*„., '• '', ., ' ' ' ''. -''.-/---'‘ J - . ' ' '- CL) ,E-4 cz. pft ,,--, - Lr) co ./../ .s ct o — . ..• .',,-.4,;', t. ,rr r„ . ,,,, , , ‘,„ .,,, , ,,••=sf ' 14 c..) -i-eo r.:,T,``...(q, '''.7*,,,,,A C/) 0 .' .„, , 6...c.: c..) Q '-'''i 4,..;.-',' ,' ' ..'-'$,I,::.4.$40,4;;'.'0.,,', ,-t.1,4, !.".'"• '---'Z + : ', fiv, ,,„, - ,$,. ..*,:e,.,), 4.,,,...., ' •,, 1 .:, /, - co .,,i td..' 4, ,.i - ' P- i - — ''''' . ''''''':*‘'C. '!''..... IN''. : . + + ,,.;,... ''' 1', ire*iVZ44, 4,, 1).,'•?'""'s ' f ' $fr I .._ ,,,•,.,-...„,,,:,-• '—•,/ ),...'',' 4 ...-1 c-`",iwt ' -- . .... ..---'• 4- ,4,,, a,: o8. CL:.(:)) . .....•..''.:.:.:t. _id, ort cl I Lr) -Z , ; ''' .... 's -. .. -• - ').,.. '' •• --e..',,..,'”).',.) I A:.:‘ -...) ' ..---•3 • ) I* \ I ...'::;.-,','.% ..- . 4!----,.......„,,,, ,,, ..:::::.,.,,. ,..liA i? 1 '\ 1 ' i -,', -•::•-•"" 0 . . ...... . .. . . . . . 17 ' , L. ge s' . :•.;..,.',.,,::t....-;•;?..:/.A...;:.*;*..... Z Lo c, 1-r) c\I co , . I. ,,.... ,*,,,11. , ', li, ,,.--' VANYANW,`,4W, ''.....°. N I ,-1 -(g,' , , ,,:':14t. -,- '11',' ' , 1 ' A ,,„ * i ':•::::4'..*:::::.*:•::::::''' + + ir) o : .x.. ., ,,..A".t. , . ,,'::,;'.1,#,C,,i' ;,.--i..4,1'.',',.,..- '44.-4.„-A,.',.:'. ,:‘,,..„. *"..,.;iik„, .•,,,,i..,,,^ -"' Tt#I, - a's+!,'• ,tt ' -, -,,,.., ki,.4. Ai ...........:::: 0 . 153 0 i ii .44, ''',. r`,4 7.7.:''.... mi,,A, \ .v. k - Ar„ ' , 4-,-..;`,?,,,,,'..,..,` .,,t....,, .`:';;..,`..:,:.:1.,.. e.' ' I s ' ';*,.',?'•..k..". ''*"..i.4.•?..:;•1 . ':**4...f"..41 *PZ.-. lf*.,:_, t, .... '... ."-2. 401^A' ':il....::::':: ,•2...,:--... . '..L:'...:.;.;;.....:::..''',,''.;'...'.-.'•;',-,',:',• . O 0 '',' ..„.*IU,44`,.t'Ailt,4,cik. -p 4',":,,,,-‘,4:‘,' `•:::.'-'....::::::',1.•:',......':','':,:-.:-:.....:,.::;....::::..- - . . .."...•.i.::::i..1.:':;-:...,';.... '. ' .:. •:..... '-'''' //I''-'''''''''21,4',: ,if''''':',',„,,'.,,I,r,-4:4;„'silv,A4,17:Ai.,ttiti\''' :°04'..1.4,4-.,"..,*"2,40, '''„,''' -4„,i'::7..?".",2.., ,..•:::.:-..:.......:,..........,,...,.....:,-......,......,,, ,.........:..,,,.....,.. .-.. :.,.,,.,. . ........ ...,..... ............,:,...................::,........,.............,:...................,........ .,,:,..,.....:. , .. ;., . . , ,A.0,tiiiiito-7..„.. --- :.,,:*'' .1,-,,,,,-V4..,4".4 , ':,,-,..,..-e4,:.,:L.,;.,, ,e,.;:-...........:T...-:*.::::::: ::.h.:::::::i.,....:....:- '.../;:----.7':---/: /'1 ....I.::::.:.....:,.:::'...........::::.::::::::.....i.:::::::::::::......:::................:".....j ..:•,-. .....,..,...:.....,j....,:....:. : . ,/,'_,/ 2 I , *# marir ,,,,,.." - i,,,..,":', ,,,r;i4'..-:.aw,,,,,,,„ciftb-:',", Af- .... „,,..',' .,=/,`,',..::::.:•-',-1:;:...:.PP.: ::.L.:-',. , <'../ '' i -'l I ".. .:::,','.....:.......:';'.'./.;'/....H.:,',::•:;:'::',.:: . . "......'::::::.:.:::''' '.;';'1/ ''''''.-..3; I ....3 ;10:14,' ,.‘) rc---/4::::..::: ,:: ...::: ::::::::: ::::.:.;„,,,....,,;;,,,,,i'..X / ,; ,,•,-,,7 i'‘,;,;:.-......',.,-,.............:::...s..-..::::;.....:.,......-:::.,...er,...:..-:..,...:.::,..::..;......,..:.....-.:.............,...:,,y,::„....,.,....f..... : ...;..._,,;,....i.:_„,... _72:7: Li, ,."--N\ ' .r, ,- 4'"444'.,-.. 4 ;;;;" ,A .•.'.`..:....::.!-:::.'.•:::.::::1A.,....::.','.:.i':,',...,..;-//'.‘ •"\- i /--.,/ / \,;.."•.......,:::,`.......``.'.......p,',_•.......',...;.....::::....*:"..•:::,:'......r....;.„:•-..,:,:,:..,., . ...,-,-1..,,,---,`1.-.---,,,,,'-:„--'1., NI. _J- am c3) ...07...—.07.7.7,\ 4:-..":04 i 0 ..•---.:....,......-.......::....::.:....;;;..;:>- .--, •/ ,j- ,.... , ,z.... ,.,,,... 0.7.4..; „ .\ .,...:.....,....... ., ...,---_, ,. .__„•_/ / 7 7.- i /s',1 / •...,r4:::::-:-....::.•:,:::...::i.i....,..,..,___,... /7.,, . I in IP' j ______i--;7"----".., .) .• ).. ' (‘+----' :N, ,.4).);, -, ..-:•••,.,,'7SZ:',41344",--1,/,''',. ''''''''' -- -,,---i)c), ), ,1, , Ar off\i-- ----z..,k-.;.,;„...-.:.--.:,' ,\_;---,N,..' , . ., , ..1.4iltc*.7,./ ' --'----!-- . C•1 %-r---,-.., I\ ''''`.. ''' --"'"7",'''' '.'.. -- ,.'-'2'Y.``'`. / i S;\r'/''' 13 '''.‘ , L '2,4-: ' ' - - –N. I 1 . . I ., • cr, , —,..-- • ,,,,,i., ,v,,,, ,,,',--- •-.• . Q .\:„1.7.''' - ' '' ' 'g'.-1->, .t-:-. V°'4' .,„. ."*..01, +, ,--------, 0 i''''\.• 4 ,,)t5 ,r,, '. ' ,- tt .,--s,,,,,-. -",.. „., ,,,, 4‘,:, c 1 ,..,,---- _..,,,s--,-L-z:..,.,..,;-',L...,_,k\ ,- -7 --....., -,...,,, , k ..•• : f-....:' 7 ' ...... __,--,'-,-,-,- - r . .- • ),'',,7."L .l L • 1 ..,','•,... , ) , )) 7 1 ' . -- c)c) •--, \ . 1 # ig „ •Iv - > co . - ,146,4 . -::-__-:...L..1.,-=-'...••:.--, \ \\ ?' /,. , ,..--, , .,, ..- ,.,.,, , -_-, i• , I Cr' ,,t'l 1 --rt., LO .1'W,)”t).; ''..,}V t",-)",tt. ------ i 1) C117' ( / /?/'-'-- -'''' : '''' "'°' ' v---). ••,---•';','/,_,, ,. /,,,, I i ul cn 1 1 c.7 . d cz kj. zi 0 -rzJ 0 . ..4 8 6 0 au -0 1.7. >- , ta . '5 ›.., t . a4 s, as @.) g'-•,., ED_ _o cn „o o ›-,•,,4 2 cz.-, . •5 -c-o• c . 43 'a °: * LI) o 0 ..) 0 0 PII U_ 0 C13 CO J ,0 • ., ,_ . 1, .: .. t•0 0 %ss) bc, •0 7:). ---,--4- c --• 0 Eo --i ° ...' . •-,:: —,. c) uP Q ct 0 0 0.,_. I LI) e". z tr.) O g 0 0 = :4 m .r, 2 z 1,4 2 2,-.E, C\I N 0 -0 03 0 t,,, o p..0 c., , ..0 , 0% • (Z.5" g i z .., ..,0 0 p. 0 a,ON tt 0 co LL Cf 0 0) V) 0 0 -0 s•', -0 2M ° 0 v) 4. 0 a; '' .'' E i'.''. Frl ^,:i 4-. 4, .,... 0 0 t)N 2 t'd.o . i'L',g o. E 111.. t4913 ;) o),,,04 g••••••,--. ;I, goOt a-, •• c ,_0 0_ -.--' __I 0) >,„, 03 -0 01 --7J --(.6 a >„ 'A•P O c.) c .0 ,-01 0 ft•,,c,,,zi ,.., . u5' CI)'.0 ',L..' 1) co 0 c._) — cl.) v) 4 4. ,4-cs> ts t., ;•• en cn et as zi-.) 2 .9..) ,.. LE -E > c > 0 Q cu 0 - o a.,...„ ,.., -01 ,.., .,--, 0 0 -., . 0.7,.,*9-, co , 01.1„,,,...1. • U a..1 01:./'iE,' 0 > C.,-J •• --'.. c,CO W: 'D!, .`91,:p .c°5 ; C'). ' C: ,--: C.) Cr oq•...s., c.) co 0 u) z 00mt4 '.,E c , u0 .., - . a3 —, _ , --,. > -0 co .0 4.,,,,c...., cd .-. 0 ::.1 - ° 0 CI- -0 'RI 0 0 -0 a) ›. (S) rt.' •-,,,, ! '' 1., o 0) a) c - ,.. f u) D 0 I- C2- 0 ia- 'ri 0 ,„. 0 b.o cn^ -. , III? •7) Z -g c7^ri•''' •z-.: •• 0 °c,D ''' g o bz u E ct V-,) .-•cij.° I i I --....., a).,,,, ..., E c„) -zi .... ,... 1 1 1 ,_, w , ...rll ca,.,-, „,_1 0,- .0- 'c3'yj a 0'