Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
BLD08-197
CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT . ry INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INS: 'E'CTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. / i DATE OF INSPECTION: CPERMIT NUMBER: SITE ADDRESS: C�J CONTACT PERSON: PHONE: TYPE OF INSPECTION ,, Z011 ❑ APPROVED ❑ APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be cltecleal at next inspection w.mm� ry Date Inspector, ..._... ctl Towle ernent Date ❑ NOT APPROVED Call for re -inspection before proceeding. Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. City of Port Townsend Development Services Department �orrection Notice PERMIT NUMBER 06 OWNER JOB LOCATION __...._..:: Inspection of this structure has found the following violations: You are hereby notified that no more work shall be done upon these premises until the above violations are corrected„ unless noted othennti When corrections have been made, all f r inspection. Date_ .� Inspector ... DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE ,porgy por CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WAS CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. 'r, DATE OF INSPECTION: n, U)b PERMIT NUMBER: SITE ADDRESS: L�Nk) �A CONTACT PERSON: A TYPE OF INSPECTION: "t" ri-17 A L_ C 0 12, 0 APPROVED 0 APPROVED WITH CORRECTIONS ............. Ok to proceed. Corrections will be checked at next inspection Inspector I C_ I Y� 0 Date Acknowledgement Date PHONE: 0 k4i L(tj 0 NOT APPROVED 0 Call for re -inspection before proceeding. Approved plans and permit card must be on -site and available at time of inspection. A re- inspection fee may be assessed if work is not ready for inspection. VOnr CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT A CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION 2 PERMIT NUMBER: SITE ADDRESS: CONTACT PERSON: PHONE: TYPE OF INSPECTION: Ku " ❑ APPROVED ❑ APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Inspector ��_. _.._ Date Acknowledgement Date ❑ NOT APPROVED Call for re -inspection before proceeding. Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. VORT Al CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: e NUMBER: - ( I SITEADDRESS: ?337� CONTACT PERSON: PHONE: TYPE OF INSPECTION: 6,1,1 /A 0 APPROVED Inspector Acknowledgenmit 0 APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Date Date 11 NOT APPROVED Call for re -inspection before proceeding. .................... Approvedplans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if'work is not ready for inspection. lop n I I 2 CIA Ual CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION:6/0 PERMIT NUMBER: SITE ADDRESS: CONTACT PERSON: TYPE OF INSPECTION: 0 APPROVED 0 APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Inspector C Acknowledgement —,-( '(":i) . . . ....... . PHONE: 11 NOT APPROVED Call for re -inspection before proceeding. n Date Date Approved plans and permit card must be on -site and available at time of inspection. A re- inspection fee may be assessed if work is not ready for inspection. VORT ro CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT ECTION. FOR MONDAY INSPJ�"CTJION, CALL BY 3:00PM FRIDAY. DATE OF INSPECTION: 74) PERMIT NUMBER: SITE ADDRESS: J, CONTACT PERSON: TYPE OF INSPECTION: 11 APPROVED 0 APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Inspe ctor ............ Date W... . ... . . ........ Acknowledgement Date PHONE: 11 NOT APPROVED Call for re -inspection before proceeding. Approved plans and permit card must be on -site and available at time of inspection. A re- inspection fee may be assessed if work is not ready far inspection. PORT CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: 's, PERMIT NUMBER: 97 SITEADDRESS: CONTACT PERSON: PHONE: I oil TYPE OF INSPECTION: nc� APPROVED 0 APPROVED WITH 11 NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector Date Acknowledgement Date Approvedplans and permit card must be on -site and available at time of inspection. A re- inspection fee may be assessed if work is not ready for inspection. OAT � CITE' OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT w INSPECTION REPORT ' CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. l PERMIT NUMBER � , � � DATE OF INSPECTION r� � ' � �� �` SITE ADDRESS: .., a::" , �,� �. • �_. CONTACT PERSON: e"I PHONE: TYPE OF INSPECTION: .,11j F V 0 ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector �. ��" Date Acknowledgement Date Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. 'POST CITY OF PORT TOWNSEND Al DEVELOPMENT SERVICES DEPARTMENT ` INSPECTION REPORT WWF CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTcIION. FOR MONDAY INSPECTION, CALL �BY 3:OOPM FRIDAY. /L DATE OF INSPECTION: l PERMIT NUMBER: t s SITE ADDRESS: 233 3 S kk,� �U AL) CONTACT PERSON: TYPE OF INSPECTION. i La. A ❑ APPROVED ❑ APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Inspector � mm m Date Acknowledgement Date PHONE: ❑ NOT APPROVED Call for re -inspection before proceeding. Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed ii 'work is not ready for inspection. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: PERMIT NUMBER: 61(-"Itl,� "lu SITE ADDRESS: 2 PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: ...................... .... . . ......... TYPE OF INSPECTION: 121 oe 9 AJ .............. A'0 N 2U) 0 APPROVED 0 APPROVED WITH 0 NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection l)r0ceeding. Inspector I d 41- Date k Lo(,I'; — - ___ _/ ------- /_( I'll . .................... I /V � Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT 4 7 VP For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection® For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: j L2_1 'I 14',RAIJT NU11BIA SITE ADDRESS: _j .. ........... . . . . . . PROJECT NAME: CONTRACTOR: CONTACTPERSON: PHONE: TYPE OF INSPECTION: W F-1 APPROVED J Al't'ROVEDWIT11 F1 NOTAPPROVED coluacTIONS Ok to proceed. Corrections will be Call for re -inspection before checked rIt nexi inspectioll proceeding. Inspector Date .............. . . ------ Approvedplans and permit card must be on -site and available at time of inspection. A re- inspection fee may be assessed if work is not ready for inspection. Inspection Report Project [ Iw_ __ Permit # to 0 r O >¢ a) y co aLLI r r T O N rnm ¢ T o N 0 3 V) 2 O w N .0 .00O Y T O >' CMa) L. f0 Z 4) ° o 4) E > t - " M w > O w a O a > U O 0 o c m (a ° CD to 0 m am �O O_ O orS N m aa)) C a) Cl)J w¢ y N Y O Q LL N U O m O 7 a O a a LL LL a a a a a LL a a n. a d a a n. a. LL a a a a a LL a LL LL LL ¢ ¢ a. a ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ rl a. ¢ ¢ ao 0 co o rn o a) a) 0 0 m 0 a) 0 m o rn 0 rn 0 rn 0 m rn rn 0 0 0 m 0 m 0 m 0 o tl 0 N 0 N o N O O N N o N 0 N 0 N 0 N o N O N o 0 0 N N N 0 N 0 N 0 N 0 N " (O ID v It IT N_ O O O CN O O O O I- Cl) N O O N N O O CD LO CD OD O 00 O W O N O N O O (O ti r O CDO w w CDO m N O C O C O c g U 16 C m m tm >1 a c > o c 0)c cm mmm m 00) p :U a > p c c — .c tm p LLt ` m f6 mZ O . Uc O O aw U0. O O 2 N —N O O a) a) O OU p wa Oc O)LL i c — LL LL i i cn 0 LL LL 0 LL i LL rn U) 0 N co U V C O) C y Y t U m a) O) C •a C 0) =� C U O) C C fp C O) — C O :r C U C7i CA O C U C C O +_' E' U D1 C U ,w.w�www 2 c wm v O � v=i5 vat E avavav a 3 _ a) O` •7 (0 •7 •7 N '= a) p — •7 N '7 N •7 N •: •� w ca. T V) '= a) C rn m m rn m� m m5 m 2 a m5 co m5 m m 5 C95 m �? G c rn O O z z LL o z Z Y F- H Z LY 0 O ~ C� O U y i w ¢ w � w � J L I m a: 9 w Z w 9 w � g a O' � UUw coz0 O m> zw z¢ Him �— Urn LD _ U w 2 D O2 Og Og Og O2 ¢J ¢J Og wJ wJ m LL? O� J� ¢� ZJ wwZ HLL¢ Q LL wZ)Z Qa Q� U) U) LLZ LLZ MO LL 2 J a. J LLLL J LLLL J 2>¢ 2¢ LLLL U) U) Z Q O¢ wz LLm0 O O O O O O O O O O O O O O O O O O N (0 f6 f0 (6 l6 fC (6 (0 f0 (0 f6 a3 a3 a) a3 a7 N V yy Y U_ Y Y U U Y U Y Y U_ Y U_ Y U_ Y U Y Y Y U_ U U Y U Y U Y Y U LY .0 LY w LY _U LY LY w w w w w w _U tr LY w O � c Z O w ' o Q z t¢ 'm2� ¢ U Z C O+%M " LO N N N A«� 0 al ..tla Cl)Ift 04 N 'C r4to v : 00 In O E d +": (D 0) LL LL O ❑ w W t: z O w ax W z ❑ O Q w W m a� U)a oa W Co a ~ U Z � WU) w Z DgCy w W J > Q a J LL z z ❑ LU va F Q Z N w r = Z F- Q w LL o D W U le F- a OLL z 0 W QQ > in W LL LL J IL a Q _U) O O F z Qo _J O J m m w � x O F- D ❑ U Z a a z z O U O W x LL Q Q N a w z Q O Ix IL Q O U 0: y a xa F- W N F- d m 0 0 N c ❑ o Q O J H Z Q W j p U z O O m a JS > 00 O 0 N a Iq O W 0 0 J m O z F- W a 0 m N O 00 LO LO C) z J W U o: Q a wa. o a Z O D Q. O r Z LO of O w U Z Z O J F- a a U W F- f� w Of a F- U) CO Of z Z) LZ Z W 0- 0 w W z O z z W O U W Q IL N Z z O F- LLJ Z J Z Q U U z J a J Q z 0 j m J Z w z FF- z w O 0 w Q a En Z �v N O W O w E-LWca U) LJ) JW LU JJ UJm Z Z z d O W O J Q r J Z Z z z d W w O o o Qw O O J O I--'', LL LL to U LL N 0 fn Z U' W m m LL Z O H v w IL z Q 0 F- rn Z N Ln 0 oo M LL to CD 0 J M ao U � Z O� ~ a U W aW to z W Z W Q w ~ W N m w F- W D ly m OU) W D Ci w Ix Z O F- L) W IL N Z PERMIT # _ LV�� 9 2 SCOPE OF WORK: CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG DATE RECEIVED Z BUILDING :IERSIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Commercial Addition Site Address 2333 SAN JUAN AVENUE Project Description 5970 sq. ft. addition onto existing church Names Associated with this Project Type Name Applicant Quimper Unitarian Owner Contractor Contractor Fee Information Project Valuation Universalist Quimper Unitarian Universalist Wallyworks Wallyworks Building Pennit Fee Plan Review Fee State Building Code Council Fee Technology Fee for Building Permit Record Retention Fee for Building Permit Total Fees Permit # BLD08-197 Project Name 5970 sq. ft. addition onto existing Parcel # church 958502301 Contact Phone # Malcolm Dorn (360) 385-2771 Malcolm Dorn (360) 385-2771 Project Details $455,839.80 Churches — Type V-B 2,987.35 Manual Input 1,941.78 Units: 4.50 Bedrooms: 59.75 Bathrooms:.. 10.00 $ 5,003.38 License Type License # Exp Date CITY 3326 12/31/2008 STATE WALLYEL979t 02/28/2009 5,970 SQFT 1,200 DOLL Heat Type: HEAT PUMP Construction Type: V - B Occupancy Type: * * * SEE ATTACHED CONDITIONS * * * Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name e—,J n 144, Datelssued: 11/19/2008 Issued By: SWASSMER ignatttt"C' Date / �/ Date Expires: 05/18/2009 �� BUILDING PERMIT IT Al ..« w City of Port Townsend T- Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project -Information Permit # BLD08-197 Permit Type Commercial Addition Project Name 5970 sq. ft. addition onto existing Site Address 2333 SAN JUAN AVENUE Parcel # church Project Description 958502301 5970 sq. ft. addition onto existing ct i'r�h Conditions 10. Deferred submittals for Fire Sprinkler plans, l i Alarm pi-. ins, Mechanical and Plumbing. These will all require separate permits. 20. Temp. erosion control measures mustbe installed ar 'd maintained prior to approval of any building inspections. 30. Electrical permit required from WA Stite Lab,.r3r & Industries (L & I); contact L & I @ 360-417-2702 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not coninleneed, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or r`egulalirtns. 1 cer-tif"y that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I furtlier certify that I am the owner of the property or authorized agent of the owner. Print Name Signature Date Date Issued: 11/19/2008 Issued By: SWASSMER Date Expires: 05/18/2009 w * , 5ory 250 Madison Street, Suite 3 ' Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us Commercial Building Permit Application Project Address & Zoning District: Legal Description (or Tax #): Office Use Only jRV 1,4 AVET Addition:� tt*t Permit " . � i.� ,� Block: 115 # Parcel # Lot(s): A oci ted Permiits, Project Description: 6 ➢ Applications accepted by mail must include a check for initial plan review fee of ➢ See the "Commercial Building Permit Application Checklist' for details on plan submittal requirements. Prope w r: Name: Address: "N 3 City/St/ ipjDKWWW :' �) Phone: M Email: Contac Rep entative: Name: �' Address: T U1110F, Cityrt/znp: !e�.1 A Phone: ® j Email: Yi0wret �thwrj,e' Contractor: Name: Address: C'itylStd ip: Z JOW �- () A Phone: ° �, Email: d Nwovicz. P riv( l State License Exp: City Business License #: Lender Informatio Lender information ust tie p pyid edd i'l'lor( prt�(e t over $5,000 in valu tdon per RC'IIVI" 19,1227.0 5.s Name: UTW Project Valuation: $ 50d 0 00 Construction Type: 1!5 - Occupancy Rating: Building Information (square feet): 1 s' floor "� Restrooms: 2nd floor Deck(s): P floor Storage: Basement: Is it finished? Yes No Other: New ❑ Addition Remodel/Repair ❑ Change of Use ❑ Total Lot Coverage (Building Footprint): Square 'feet: L5`% Impervious Surface: Square feet: I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: Signature: " Date �, T ` ; Vdrtr to City of Port Townsend � Development Services Department M 250 Madison Street Suite 3 Port Townsend WA 98368 (360) 379-5095 FAX (360) 344-4619 DEFERRE D SUBMITTAL, Request to defer portions of the design drawings per IBC Section 106.3.4.2. Deferral of any submittal items shall have the QEj2E approval of the building official. The registered design professional in charge (responsible architect or engineer) shall list the deferred submittals on the cover page of the construction documents. Building Permit # 6 i✓1968- q �- Applicant: 10U1 PV C. "i � T/ / /-i, ' o �l f l . s 4�'i5 r Site Address: �2-37-3 57AA1. " i The purpose of this form is to assist the applicant in meeting the requirements for a complete application. One of the elements of a complete application is a complete set of design drawings for the project. When portions of the plans are missing, arrangements must be made to coordinate the receipt of the late drawings and related documents. Documents and/or plans for the deferred elements shall first be submitted to the architect or engineer of record who shall review them, and then forward them to the building official with a notation indicating that the deferred documents and/or plans have been reviewed and have been found to be in general conformance with the design of the building. The deferred iterns shall not be installed until the desi ns and Submittal documents have been approved,by the building official. Architect, Engineer, or Designee of Record: Name: Signati The ONLY items that can be deferred are listed below. Please check the specific items: [ tF ire Suppression Plans' [Fire Alarm Plans' [ ] Parking [p]-Landscaping [ ] Final Historic Design Review approval Tenant Improvement [ ] Plumbing Plans' [I,] -Mechanical Plans [ ] Lighting' [ ] Final Commercial Design Review Approval [q'Irublic Works/Infrastructure2 [Other 57g7 'Additional plan review required, � 2Preliminary plan approval required prior to building permit issuance. I'°r Using this process may require an additional plan review fee for l deferred items shall be listed on this form before the building per,rtit Department Approval: Date: � ' d iyt be issued. City of Port Townsend Development Services Department, Waterman & Katz Building 181 Quincy Street, Suite 301A, Port Townsend WA 98368 Hours: M-F, 8:00 am to 5:00 pm. Phone 360-379-3208. Fax 360-385-7675 www.ci.port-townsend.wa.us PADSMDepartment Forms\Building Forms\Application-Deferred Submittal Form.doc 4/6/01 JEIRG ARCHITECTS November 4, 2008 Richard Berg Architects, PC 719 Taylor St. Port Townsend, WA 98368 Phone: 360-379-8090 Fax: 360-379-8324 www.richardbergarchitects.com It PLAN CHECK NO.: 08 197 f,,, �� NO PROJECT: QUIMPER UNITARIAN UNIVERSALIST FELLOWSHIP �wu Permit Correction Notice Response to 1't review by JMA dated 9/22/08. il 4. See attached structural correction notice and structural plans. 5. Sheet Al.1: General note added. 6. All Sheets: Expiration date to architect's stamp added, Engineer in compliance. 7. All Sheets: Date of signing and stamping by Engineer is in compliance. No change to drawings. 8. Information. No change to drawings. 9. Sheet A1.2: General note added. 10. Sheet S003 ARC`,111T1" C'M A11 & C"C1D�, REIO ,JIREMEi' TS 11. Sheet Al.1: Building Code Data Ugend added. . Description of kitchen use added. m b Shcst A1.2: Occupant load added. 1°1" . Sheet Al. 1: Fully diniensioned floor and room use existing. Sheet A1.2: Room square footage added. -41 Sheet A1.2: Exiting Plan added.. '„14.,Sheet A2.1: Door Note #5 added and Sheet A4.1: Detail #12 added. S'. Sheet A2.1: Door Note # 1 added. ",14, ln1'ormation. Refer to item #14 for threshold details. �04j. Sheet A1.2: Panic hardware notes added and Sheet A2.1: Door Schedule and Door Notes ,tevised. ., 18.15heet A2.1: ➢,7caor Note #2 added.. Sct A2.1: Details # 4 and 5 added. 0. Sheet A2.1: Detail #3 added. o� 1. Sheet A2.5: Details #4 and 9 revised, Detail #8 removed. ,2. Sheet A2.1: General Note #4 added. ',. Sheet A3.4: Details #1, 2 and 3 revised. Sheet A1.2 added. . Sanctuary wood wainscot and wood ceiling exempt. There are no suspended ceilings. Sheet A3.3: Details 1 and 2 revised. See attached Soundboard specifications. Sheet A2.1: General Note #5 added. 1 ;Safety Glazing a. Sheet A2.1: Door Note #3 added. 0 b. Sheet A2.1: Window Schedule revised. Sheet A6.1: Detail #2 revised. A suspended ceiling is not. being used. Refer to item #25 for additional inft)rmatiort. ��,1, Sheet A1.2 Emergency lighting added. 3 i Crawl space ventilation was recalculated using IBC Chapter 1203.3.2 Exception #2. See changes on Sheet A1.2, Sheet A2.2, Sheet A2.5 and Sheet A3.4 Detail #1. For attic ventilation see Sheet A]. 1: General note added and Sheet A4.2: Details #1, 4, 6, 7 and 8 revised. Wo Sheet Al.1: Chart added. A STATE I.,N I I .i "i� 1 1 �l l u l l° V l�"`i ,,X-1, See items below. See attached LTG-06 and ENV06-1. MECH-06 is deferred. 3" ,-See attached presecriptive compliance option of LTG-06. ,,,1,5. Spe attached presecriptive compliance option of ENV06-1. 11 beet A2.1: Energy Code notes revised. heet A2.1: See. Energy Code notes and Sheet A3.4: Details #1 , 2 and 3 revised. Information. No changes to drawings. Information. No changes to drawings. PLUMBING, MECHANICAL & ELECTRICAL' C rl 4 ` Information. No changes to drawings. MI C lAl' l(.AL CORRECTIONS 4.3, Shea tached cut A2.3: General Note #I*added. Fire dampers are not required in an unseparated building. No change to drawings. 'i. Information. No change to drawings. 7. Information. No change to drawings. ELECTRICAL CORRECTIONS ,,. Sheet A1.2 added and Sheet A6.1: Detail #2 revised. Sheet A1.2 added and Sheet A6.1: Detail #2 revised. ,50. Sheet A6.1: Fixture Schedule revised and attached lighting Power Allowance Summary revised. ADDITIONAL CORRECTIONS See attached cut sheets. 5!� Floor has changed to 1-joists. See attached specifications for SIPS roof,. ,Jar.' Sheet A3.4: Detail #5 added. 5."'Sheet A2.3 revised. ,Sheet A2.3 revised. Sheet Al.1: See Building Code Data legend. 5'l.,Sheet A2.1: Note added on plan. Richard Berg Architects, Fc 719 Taylor St. Port Townsend, WA 98368 Phone: 360-379-8090 Fax: 360-379-8324 ARCHITECTS Pc November 4, 2008 PLAN CHECK NO.: 08-197 PROJECT: QUIMPER UNITARIAN UNIVERSALIST FELLOWSHIP REVISION #1: (All changes bubbled and noted with a delta `Rl') www.iichardbergarchitects.com • SIPS floor in sanctuary replaced with I joists. Sheet A3.1, Sections 1-4; Sheet A3.2, Sections 1-3; Sheet A3.4, Sections 1-3 and Sheet 5101. • Sanctuary interior footings running East/West changed to 2'-0" wide. Sheet A2.2; Sheet A3.1, Sections 1-4; and Sheet S101. • 1/2" subfloor in sanctuary replaced with 3/4" subfloor. Sheet A2.2 Sheet A2.1; Sheet A3.1, Sections 1-4; Sheet A3.4, Sections 1-3 and Sheet S101. • Sill plates to be 4x8 pressure treated though out to match engineer's drawings. Sheet A2.2; Sheet A3.4, Sections 1-3 • R value of sanctuary floor changes from R48 (SIPS) to R38 (batts). Sheet A2.1 • East sanctuary end wall vertical I joists replaced with 2xl0s. Sheet S203 Detail E. • Openings in concrete stem wall below West sanctuary wall clarified by structural engineer and noted on architectural drawings. Sheet A2.2, Sheet A3.1, Sections 1 and 3; Sheet A3.2, Sectionl and Sheet S203 Detail F • Framing for exterior foyer entry way roof added to match architectural drawings. Sheet S 102 • Shear wall details on architectural plans at North and South sanctuary walls revised to match structural engineer's details. Sheet A3.2, Sections 3 and 4; Sheet A3.4, Sections 2 and 3 • Floor sinks (3) added in kitchen. Sheet A2.4: Detail 1 • Kitchen prep island cabinetry revised to allow for access to floor sink. Sheet A2.4: Detail 2A • Added detail at Sanctuary wainscot cap. Sheet A3.2: Detail 1 A Page 1 of 1 CITY OF PORT TOVvNSEND NON-RESIDENTIAL PLAN REVIEW m PLAN CHECK NO.: 08-197 PROJECT: Unitarian Church` ......... � m PROJECT ADDRESS: 2333 San Juan OCCUPANC -',-3 �' 1 PROJECT DESCRIPTION: New Sanctuary and accessory office TYPE OF CONSTR i 1ST REVIEW BY: JMA DATE: 9/22/08 COR ECTIONS 2ND REVIEW BY: DATE: COR ECTI O, 46 61 o` 1 l )AP VED 3RD REVIEW BY: DATE; COR E TINS.w...o. CODES 1. This plan review has been made to verify conformance to minimum requirements of codes adopted by the JURISDICTION. Codes used are the 2006 IBC, [MC, IF'C, UPC, WIAQ and the WSEC with State and local amendments. 2. Accessibility requirements per ICC/ANSI 117.1. 3. Historical buildings and existing buildings are regulated by 2006 International Existing Building Code. Historical building status must be verified and noted on plans. INSTRUCTIONS NS FOR PLAN RECHECK 1. The items below require correction or clarification before this plan check can be approved for permit issuance with the exception of comments or notes under the "Information Only" section. Return all correction material when resubmitting. (this checklist, marked up plans & calcs, specifications, WSEC forms, etc.) 2. Note on this correction sheet or on a separate sheet the location of the completed correction. (i.e_ Sheet No., detail, etc.). 3. Corrections shall be made on the original tracings and new copies submitted or new sets. No plans will be approved with original ink/pencil markings. 4. Applications for which no permit is issued within 180 days following the date of Application shall expire by limitation or extended with approval by the Building Official. (IBC 106.3) INFORMATION ONLY 9. List all mandatory special inspections per ICC Chapter 17b on Title page. 1. The following clearances or approvals are required 10. List all required structural observation with General before a building permit can be issued: Information provided on "S" sheets. a. b. Planning Department. Obtain Fire Marshal Approval, ARCHITECTURAL & COME REQUIREMENTS C. Public Works/City Engineering Approval. 11. Provide a Building Code Data Legend on the title d. DOH Approval sheet. Include the following code information: 2. Valuation is ; 750„000.00 a°:" Description of Use as pertains to kitchen. Is this for a. Permit fee= 4421.25 on site consumption for building tenants only? b. Plan Review fee= 2873,81 b , ' Occupant Load 3. The following are required at the time of permit 1 2�. Prvide a fully dimensioned floor plan showing the issuance: si e and use of all rooms or areas within the space a. 3 complete sets of plans. being improvedor altered. b. WA State Energy Code compliance/Calculation � documents. 2 Copies, 1,3: Provide an exiting plan and analysis for the building and tenant space. Include the existing Fellowship O ��Xj)4rj1z EMITS' 4r �$ 67YWO��4,,r Hall. *hen additional doors are installed for egress 4, §h comments on submitted' structural calculations drawings. Return the V purpose they shall conform to all requirement of IBC marked set with submittal, Section 1,008. flake all appropriate notes and provide 5FInal rband plans for exempt construction shall bear t �e details for operation, thresholds, etc. Be sure to ignature of the person who prepared the plans, pr vide transition details from one type of walking Inal plans, specifications, calculations and reports sdrface to another type. See #16 below. repared by a civil„ structural or architect shall bear 15 , The door shall swing to the fully open position when the signature and stamp of the professional engineer an opening force not to exceed 15 pounds (exterior or architect and the expiration date of the registration. fire doors) and 5 pounds (interior doors). 30 pounds is 7. Professional engineers shall include the date of allowed to set exterior fire doors in motion. Exterior signing and stamping immediately below or next to doors on the accessible route may not exceed 10 the signature and stamp. pounds for door opening force. NOTE ON PLANS. 8. Deferred submittal for mechanical comfort 1, Doors shall be provided with a level floor or landing heat/cooling and associated ductwork, fire sprinklers on each side of the door. Floors and/or landing shall and landscape design is approved per the Director of not exceed .5 " difference due to finish materials. Community Development. You cannot defer the (IBC 1008.1.5) Ex. Exterior door landings. envelope requirements nor the lighting due to egress requirements. Your stage lighting is exempt.pment. c:\documents and settings\jastle\my documents\plancheck\08-197(2).docPage 1 Doors shall be openable from the inside without the use of a key or any special knowledge or effort. (IBC 1008.1.8) 1,8" All door operating hardware to be installed at a minimum height of 34" and a maximum of 48". (Security devices are exempt) 19. Any roam that is used for assembly purposes shall / have the occupant load posted in a conspicuous place near the main exit doors. Assembly occupancies without fixed seating must use Table1004.1.1 of the IFC to determine occupant load. (IFC,,1004.1.1 & 1004.3) 20. lq,,,A, (less than 300 occupants); B, F, M and S occupancies, key locking hardware may be used at the main entry doors, provided a sign in contrasting 'tl letters of 1 inch or more is provided at the doors stating: 'THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED. -(IBC 1008.1.8.3 ss 2.2) Does this apply? It appears that with the combined occupant load of the existing facility and the proposed addition, you are well over 300 based on Table 1004.1: 1 hour fire resistive construction is required on your platform which is being used for storage. Provide details. IBC 410.4 Note on plans: "Plans for all fixed fire* protection equipment such as standpipes, sprinkler systems and fire alarm systems, must be submitted to the Building Division and approved by the Fire Department before this equipment is installed." �. Show fire blocking and draft stopping where required per Section 717. A note will not suffice. Pay close attention to any enclosed spaces. Exit signs are required when 2 or more exits are ' required. Readily apparent primary exit/entrance doors are exempt. Show locations of all exit signs delineating the egress path. (IBC 1011.1) Show wall and ceiling finishes if greater than .036" . Show details of application of finishes at furred walls and ceilings and suspended ceilings. Specify manufacturer and indicate flame -spread rating. (Chapter 8) 29,, " Note on the plans or finish schedule: 'Wall and �� ceiling materials shall not exceed the flame spread classifications in IBC Table 803.5. '. Safety glazing or tempered glass is required in hazardous locations per Section 2406.3. A permanent label per Section 2406.2 shall identify each light of safety glazing. The following shall be considered specific hazardous locations for the purpose of glazing: a. Glazing in ingress and egress doors except jalousies. b. Glazing in fixed or openable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in the closed position and where the bottom exposed edge of the glazing is less than 60-inches above the walking surface. 8. Please provide a reflected ceiling plan for the foyer and non -vaulted accessory use. Provide details for ceiling finishes. If a suspended ceiling is to be used, the suspended ceiling system shall comply with IBC 803.9. Provide ER#, UL#, or other nationally recognized testing agency listing for system. Provide design and support details for seismic zone b. Provide fire rating if part of rated corridor. 9. Provide exit illumination of 1 foot candle at walking level as required by Section 1006, d 0. Address all venting requirements for both attic space and crawlspace. 33) Show the minimum number of plumbing fixtures as set forth in WSCC amendments for Table 2902 1. Show the number of required and provided fixtures on the plans. This will be based on your occupant load as determined by Table 1004.1. WA STATE ENERGY REQUIREMENTS- ENVELOPE REQUIREMENTS ARE MANDATORY- ADDITIONALLY, YOU MUST SHOW SUFFICIENT LIGHTING TO DEMONSTRATE MINIMUM LUMENS FOR EGRESS AND AT ALL EXIT DOORS. ONCE YOU PROVIDE THOSE LUMINAIRE LOCATIONS AND LUMENS, YOU MUST THEN SHOW COMPLIANCE WITH THE ENERGY STANDARDS. 2. Submit Energy Analysis. 33. The building shall conform to the State Energy Standards. Complete and submit the following: a. Lighting/Motors-LTG-06 b. Mechanical-MECH-06 Forms (rev.2008) c. Envelope—ENV06-1 " 4. Lighting options for compliance: a. Prescriptive- Interior, Section 1521 or Exterior,Section 1522. b. Lighting Power Allowance Method, Interior, Section 1531, 'Exterior, Section 1532. " c. Systems Analysis 35. Envelope Compliance Methods: a. Prescriptive- Sections 1320-1232 b. Component Performance -Sections 1330- �� 1334 c. Systems Analysis 36. Building Mechanical Systems -DEFERRED a. Simple Systems; Sections 1420-1424 b. Complex Systems; Sections 1430-1439 c. Systems Analysis; Section 1141.4 37" "Glazing U and SC values on architectural plan. n R-values for insulation. Show sections with insulation d lacement. 39a„ubmit cut sheets of HVAC units showing BHP, CFM and ESP, EER/SEER, ASTM, etc., for verification. DEFERRED 41 a Current software approved for Systems Analysis is: Blast 3.0, Level 334;DOE 2.1 E,2.2; EnergyPlus, ESAS, ESP-II,HAP 3.24, Trace 600 Version 18.11, Trace 700. 4 Please check with NEEC for current approved _ software programs and help with energy compliance,. GENERAL Plumbing, mechanical, and electrical systems shall be 4 e designed by the respective mechanical and electrical engineers, architect or by the respective licensed contractor who does the installation. Design/build contractors must have their name and license # on the plans for their scope of work. c:\documents and settings\jastle\my documents\plancheck\08-197(2).docPage 2 ,MtC'HANK;ALCORRECTIONS- DEFERRED WITH THE EXCEPTION OF THE DUCT CHASE FOR THE TYPE 1/II HOOD SYSTEMS AND ALL VENTILATION SYSTEMS INDEPENDENT OF CHAPTER 12. (INTERIOR ENVIRONMENTS AND WIAO) ---SEE PARTIAL LIST BELOW #43-47 "4 ') Complete mechanical plans shall be submitted for review showing the following: a. Commercial hood and kitchen ventilation system in compliance with Chapter 5. Access to equipment on roof should be shown on the plans. 45. Locations of all required fire dampers to be shown in . the plans. tN Fire dampers shall be installed in the following ' locations per IBC Section 716: a, Ducts may not pass through exit enclosures/passageways except as noted in Sections 1020,1.2 and 1021.5 respectively,. b�/ Ducts penetrating horizontal assemblies, . All mechanical equipment should be listed and labeled by an approved tenting agency. If not, provide complete information on the equipment. Testing by an approved testing laboratory may be required before final approval is granted. ELECTRICAL CORRECTIONS ". Indicate all emergency light fixtures. 9': Show locations of all "EXIT' signs as required by the IBC. "'° Provide manufacturer's cut sheet or listed wattage for light fixtures. (luminaires) Note: luminaires must match wattage, size and location of energy plans. ADDITIONAL CORRECTIONS 51' Provide cut sheets for hood system. 5. Provide specifications for SIP floor system. Provide details for 1 hour duct enclosure for kitchen hood. .' indicate on plans all exhaust termination points and dimension to P/L or walkway if not terminating at roof. Indicate location of mechanical equipment 5i Be very specific regarding proposed use for kitchens . Floor plan shows no fixed seating. "Verify by note on floor plan and/or title page. c:\documents and settings\jastle\my documents\plancheck\08-197(2).docPage 3 ME STRUCTURAL ENGINEERS DATE: September 24, 2008 TO: NBSE Associates 321 High School Rd., Ste, D-3 PUB 216 Bainbridge Island, WA 98110 ATTENTION: Bart Needham Correction Notice #1 Dear Mr. Needham, RE: Quimper Unitarian Universalist Fellowship Plan Check #: 08-197 PHONE NO: (206) 780-6822 The following are our plan review comments. The comments refer only to the structural portions of the drawings and the structural calculations. 1. Revise calculations and drawings as needed for the minimum snow load of 25psf per the city of Port Twonsend. 2. Revise calculations and drawings for the occupancy category 3 (buildings over 300 persons, Table 1-1 of ASCE 7-05), this impacts the wind and seismic designs. 3. Revise calculations and drawings as needed for the wind speed of 85mph and exposure of C. 4. Clarify the shear walls shown on grids A & D between 1 & 2 on sheet S101. The calculations show a 16'-0" shear wall with type 2 nailing, but the plans show one I I'-0" type 2 wall, and two 3'-0" type 4 walls (all in the same place). 5. Clarify the shear walls on grid 5 between E.2 & F show as type 1 on the drawings, but as type 3 in the calculations. If you have any questions regarding our comments above, please feel free to contact us at our office. We will make ourselves available to help you in this review process. Very truly yours, RFA Structural Engineers ennifer Ioh , P.E. Project M anager ) 2013 4th Avenue, Suite 202 Seattle, Washington 98121-• T: 206.615.9700 F: 206.615.7737 W: www.rl'aengineemcom Alt nose assoclates STRUCTURAL ENGINEERS ?.Bellevue Way NE 194 jvue, WA 98004 (425)418-8502 629 State Street #230 JOB TITLE: Santa Barbara, CA 93101 (805)452.8152 321 High School Rd. NE SUBJECT: #216 Bainbridge Island, WA 98110 JOB NO.: (206)780-6822 —� �ew m SHEET NO.: DESIGNER: DATE: PAGE NO.: PROJECT. CLIENT : *Ta INPUT DATA Exposure category (B. C or D) C Importance factor, pg 77, (0.87, 1.0 or 1.15) 1 = 1.00 Basic wind speed (IBC Tab 1609.3,1Vzs) V = 90 p Topographic factor (Sec ,6.5.7,2. pg 26 & 45) Kz, = 1 Building height to eave he = 12 ft Building height to ridge hr = 39 ft Building length L = 75 ft Building width B = 50 ft Effective area of components A = 50 ft` PAGE; DESIGN BY DESIGN SUMMARY Max horizontal force normal to building length, L, face - 37.18 kips Max horizontal force normal to building length, B, face - 15.65 kips Max total horizontal torsional load - 325.38 ft-kips Max total upward force _ 47.67 ki s ANALYSIS Velocity pressure qh = 0.00256 Kh Ku Kd V21 = 16.64 psf where: qh = velocity pressure at mean roof height, h, (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, ;Tab. 6-3, Case t,pg 79) = 0.94 Ke = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 25.50 ft i,fl i, 1', ri vAnI Fl Design 2ressures,forMWFRS P = qh [(G Cpr )-(G CPI )l where: p = pressure in appropriate zone. (Eq. 6-18, page 28), G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6.10, page 53 & 54) G Cp; = product of gust effect factor and internal pressure coeffcient.(Fig. 6-5, Enclosed Building, page 47) 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.18, 0.4h), 0.04B,3] = 5.00 ft Net Pressures Surface sf , Roof angle G Cp f Basic Load, Cases 9 = 47.20 Net Pressure with Roof angle G Cp f 6 = 0.00 _ Net Pressure with (+GCp i) (-GCp i ) (+GCp i) (-GCp i) 1 0.56 6.32 12.31 0.40 3.66 9.65 2 0.23 0.78 6.77 -0.69 -14.48 -8.49 3 -0,43 -10.10 -4.11 -0,37 -9.15 -3.16 4 -0.37 -9.15 -3.16 -0.29 -7,82 -1.83 1E 0.69 1 8.49 14.48 0.61 7,15 13.14 2E 0.29 1.84 7.83 -1.07 -20.80 -14.81 3E 0.53 -11,77 -5.78 -0.53 -11.81 -5.82 4E -0.48 -10.98 -4.99 -0.43 -10.15 -4.16 5 -0.45 -10,48 -4.49 -0.45 -10.48 -4.49 6 -0 45 11 -10.48 1 -4.49 -0.45 -10„48 -4.49 n p> 2E 4 , 6 W" Y FEEFERFNCF f;.p;bCiMdrT✓ WIND DIRECTION ZONE: 2/3 BOUNDARY SI yyy RErrr+I aar, E rp7�rrrr Ec 15 WING 4AKC:HON Transverse Direction Longitudinal Direction Basic Load Cases Net Pressures (psf)„ Torsional Load C Roof angle 0 = 47,20 Surface Net Pressure with G C,,f (+GC _ oi) (-GC cl) i 1 T 0,56 1.587 3. 88 2T 0.23 0.20 1.69 3T -0.43 -2.53 -1,03 4T -0,37 -2,,29 -0.79 _._ -.. 0.00 Surface N_et Pressure with G Co p (+GCp ;) (-GCp ; ) 1T 0.40 0. 22_ 2.41 2T -0.69 -3.62 -2,12 3T -0.37 -2,29 -0.79 4T -0.29 -1.96 -0,46 3E S %Itl � 4 4r, r C t b REF ERENCr CO9�,pJW,;R Por WIND DIRECTION ises 2"1 QE '- REFERENCE CORRY;P¢+ R v 'NlIN6 olrtEerocry Transverse Direction Longitudinal Direction Torsional Load Cases Basic Load Cases in Transverse Direction Area Pressure (k) with Surface (ft�) (+GCP 1) (-GCD 1) 1 780 4.93 9M 2 2392 1.88 16.20 3 2392 -24.16 -9.83 4 780 1 -7.14 -2.47 1 E 120 1-02 1.74 2E 368 0.68 2.88 3E 368 -4.33 -2.13 4E 120 -1.32 0.60 z Horiz. 37.18 37.18 Vert. -17.62 4.84 10 psf min, Horiz. 29.25 29.25 Sec.6.1.4.1 Vert. -37.50 -37.50 Torsional Load Cases in Tranituorcw illirvw4ian Basic Load Cases in Longitudinal Directi Area Pressure fk) with Surface (ft2) ��• (+GCD i) '�- (-GC, i ) 1 1101 4.03 10.63 2 2208 -31.96 -18.73 3 2208 -20.20 -6.98 4 1101 -8.61 -2.02 1 E 1 174 1.24 2.29 2E 552 -11.48 -8.17 3E 552 -6.52 -3.21 4E 174 -177 -0-72 E Horiz, 15.65 15.65 Vert. -47.67 -25.21 10 psf min- Horiz. 12.75 12.75 sec, 6,1.4.1 Vert. -37.50 -37.50 Area Pressure fk) with Torsion (ft-k) Surface (fe) (+GC Di) (-GC Pf) (+GC Pj) (-GCp.) 1 330 2.09 4.06 34 66 2 1012 0.79 6,85 9 82 3 1012 -10.22 -4.16 122 50 4 330 -3.02 -1.04 49 17 1 E 120 1.02 1.74 33 56 2E 368 0.68 2.88 16 69 3E 368 -4.33 -2.13 103 51 4E 120 -1.32 -0.60 43 19 1 T 450 0.71 1.39 -13 -26 2T 1380 0.27 2.34 -4 -32 3T 1380 -3.48 -1.42 -48 -20 4T 450 .... -1,03 -0.36 -19 -7 Total Horiz. Torsional Load, MT 325 325 on Torsional Load Cases in Lon itaii diva l Direction Area Pressure fk1 with Torsion Surface wft-kl (ft) (-GC.,) ...._ (-GC, } I (+GC ) (GCD;) 1 464 T .70 4.47 12 31 2 1656 -23.97 -14.05 330 193 3 1656 -15.15 5.23 -208 -72 4 464 -3.62 -0.85 25 6 1 E 174 1.24 2.29 24 45 2E 552 -11.48 -8.17 158 112 3E 552 -6.52 -3.21 -90 -44 4E 174 -1.77 -0-72 34 14 1 T 638 0.58 1.54 -6 -16 2T 2208 -7.99 -4.68 -220 -129 3T 2208 -5.05 -1.74 139 48 4T 638 -1.:25 -0.29 ' 13 3 Total Horiz. Torsional Load, M T 184.9 184.9 Design pregures f r coin nents and ciaddin f.„v P = qh[ (G Cp) - (G CpJl - ) i. ..,. ,. u n where: p = pressure on component. (Eq. 6-22, pg 28)�"''"°' e Pmin = 10 psf (Sec. 6.1.4,2, pg 21) 1 G Op external pressure coefficient. Walls 1- see table below. (Fig. 6-11, page 55-58) Roof «<,• Roof «>,a Effective Zone 1 Zone 2 Zone 3 e 1. Area50 ) 0 83 -0.86 0.83 1G06 0,8P 0 6 _oCe 3-1.06_..._ 0.88 Zone 5 OC, 0.88� p. 8 Cladding Zone 1 Zone 2 Zone 3 2one 4 Zone 5 Pressure Positive Neaet ve Positive Negative Positive No ative Positive Negative Positive N, (psf) 16,81 -17„31 16.81 -20 64 16,81 _ -20 64 1 17.58 19.24 1 17.58 Roof slope = 18.4 deg Horiz. cave to ridge dirt (W) = 25.0 ft Roof length parallel to ridge (L) = 80.0 it Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 30.0 psf Importance Category H Importance Factor 1 = 1.0 Thermal Factor Ct 1.00 Exposure Factor Ce 1.0 Pf = 0.7*Ce*Ct*I*Pg 21.0 psf Pfmin - 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = Design Roof Snow Load (Ps) Building Official Minimum Unbalanced Snow Loa ds - for llin & Gable roofs onl 21.0 psf 0.0 psf no 1.00 Exposum Factor', Cc Exposure of roof Terrain Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 1.0 Above trechne 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a 21.0 psf ("balanced" snow load) 21.0 psf Larger of 2.38 degrees or 70/W + 0.5 = 3.3 deg Unbalanced snow loads must be applied Windward snow load = 6.3 psf = 03Ps Leeward snow load from ridge to 7.68' = 38.2 psf = My / CIS + Ps Leeward snow load from 7.68' to the cave = 21.0 psf = Ps IA^a„ arrd Snow Drill s - from i dj as gns hi er rc;asl" Upper roof length lu = 14.0 ft Projection height h = 4.0ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density y = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 ft hc/hb >0.2 = 2.4 Therefore, design for drift Drift height hd = 1.66 ft Drift width w = 6.65 ft Surcharge load: pd = g*hd = 29.7 psf LWndward i&n.(wnJ fts - h utist„awa11L al traauca at rrat i au 1 "trrn Building roof length lu = 14.0 ft Projection height h = 4.0 ft Snow density T = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 ft he/hb >0.2 = 2.4 Therefore, design for drift Drift height hd = 1.25 ft Drift width w = 4.99 ft Surcharge load: pd = g*hd = 22.3 psf Slidln Snow - +u►rto lower° rrwrf Sliding snow = 0.4 Pf W = 210.0 plf Distributed over 15 feet = 14.0 psf Balanced snow load = 21.0 vsf Total = 35.0 psf h I he Lu h NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Surcharge Load Due to DMIng Babneed Snow Load Thomas L. Aumocic Consulting Fire Code Inspector 2303 Hendricks Street, Port Townsend, WA 98368 (360) 385-3938 Email: �l a�m lt� i lala�cJ tb u�,t Fax: (360) 643-0272 PLAN REVIEW MEMORANDUM To: Scottie Foster, City of Port Townsend Development Services Department Fr: Thomas L. Aumock, Consulting Fire Code Inspector, East Jefferson Fire & Fescue '4&� Dt: 16 October 2008 Re: BLD08-197, Quimper Unitarian Universalist Fellowship, 2333 San Juan Avenue. Cc: None I am in receipt of the set of plans for the above -referenced proposal from your office, have reviewed the proposal with the International Fire Code [I.F.C.], 2006 Edition and Washington State Amendments, and applicable N.F.P.A. code sections. The following constitutps this plan examiner's findings and determinations based upon the plans of record submitted. It is understood tbgt automatic sprinkler system and fire alarm system detail plans and specifications are deferred submittgls. Findings & Determinations: 1. The proposal was reviewed as a one-story mixed occupancy with a cumulative total of 9,645 square feet of fire area with a primary Group A-3 occupancy with assumed Type V-B construction classification. Of note, the "Educational" Group E accessory use is assumed to have an occupancy load of less than 100, and is therefore classified as a Group A-3 accessory use. 2. Addressing for the proposal shall be consistent with Cily p 11ort Townsend a niciiL l C"agile standard for size, and be in a position as to be plainly visible and legible from the street or road fronting the property. Said numbers shall contrast with their background [I.F.C. Section 505], and; 3. Key box access to or within the subject structure for emergency services delivery is required to be installed at the main entries, to contain key(s) to gain necessary access to the structure in its entirety [I.F.C. 506]. The proponent shall contact the administrative office of East Jefferson Fire & Rescue to obtain the proper key -box application form; and, 4. Road access for this proposal, even with the proposed vacation of 23rd Street, is found to be consistent with Section 503 and Appendix D design with access from 22nd Street and 24ffi Street, and frontage on San Juan Avenue. 5. Access to building openings is designed consistent with the I.F.C. Section 504 which requires an approved access walkway leading from fire apparatus access road(s) to exterior openings that are required by the Fire Code or Building Code, and; 6. An automatic fire suppression system (sprinklers) is proposed for this facility, subject to I.F.C. Section 903. The automatic fire sprinkler system shall be designed, installed, and certified by a licensed CA\Documents and Settings\Tom\My Documents\Business\City ContractTlan Review & Correspondence\BLD 2008\BLD08-197 - QUUF Church Addition.doe 10/20/08 technician (W.A.C. 212-80) or registered professional engineer using the design provisions of NFPA 13 and related sections, and; 7. An automatic fire sprinkler system is provided throughout the facility, then a manual fire detection may be omitted under IFC Section 907.2.1 of said Code. Common areas [ restrooms, etc.] may be subject to audio-visual notification devices consistent with the requirements under I.B.C. Chapter 11; and, 8. Fire flow and fire hydrant review for this proposal is derived from the requirements of the City of Port Townsend Engineering Design Standards, Section 903.2 and Appendix B and C of the I. F. C., and applying the maximum spacing rules for mixed use, multi -family, and commercial areas as defined by this project. a. Installation of automatic fire sprinklers reduces the fire flow requirement by to a Code default fire flow requirement of 1,500 gallons per minute at 20 psi residual. b. Based upon the access and circulation roadway plan for this facility, the "primary" fire hydrant for this proposal is 24th and San Juan Streets. c. Secondary fire hydrant is located at McNeil and 21St Streets, with tertiary fire hydrant at 22nd and Haines Street. d. The existing fire hydrants meet the proximity and flow requirements of Code, thus, no new fire hydrant is required, however, 9. Fire extinguisher sizing and placement shall meet or exceed IFC Section 906 and NFPA Standard 10 for a "light hazard" occupancy which normally requires a 2-A:10-B:C minimum rated fire extinguisher at the exit(s) and at 75 foot intermediate distance; and 10. Any fire and/or smoke damper installation shall be inspected and tested in the presence of the building inspector prior to compartment/area isolation and closure, and; 11. During demolition and/or construction, the proposal is subject to general precautions against fire provisions of Chapter 14of the I.F.C. and related sections, and; Any other applicable or relevant sections of said Code not covered herein shall nonetheless apply to this proposal. 2.0 hours time was logged in the review, reporting, and site inspection for this proposal. It is the recommendation of this consulting fire code inspector that the proposal be approved subject to the aforesaid requirements of the International Fire Code. C:\Documents and Settings\Tom\My Documents\Business\City ContractTlan Review & Correspondence\BLD 2008\BLD08-197 - QUUF Church Addition,doc 10/20/08 Scottie Foster From: Tom Aumock [taumock@cablespeed.com] Sent: Friday, October 03, 2008 3:27 PM To: Scottie Foster Subject: Re: QUUF mechanical Hi Scottie. There is a possibility that I will need to look at this from a fire damper standpoint. Fire dampers are usually installed in rated wall assemblies, and I have to review the architect's blueprints for any rated walls, or area separation walls. After that, I can let you know if I need to see the mechanical prints for what is taking place. Regards, Tom. ----- Original Message ----- From: "Scottie Foster" <sfoster@cityofpt.us> To: "Tom Aumock" <taumock@cablespeed.com> Sent: Friday, October 03, 2008 9:28 AM Subject: FW: QUUF mechanical FYI. Let me know if you have any interest in seeing this type of information. SF -----Original Message ----- From: Joy Astle [mailto:JoyAstle@Krazan.com] Sent: Thursday, October 02, 2008 12:24 PM To: amy@richardbergarchitects.com Cc: Scottie Foster Subject: RE: QUUF mechanical Amy: I think that covers the issue of ventilation. I would prefer you show the calcs and vent locations for the attic space on the architectural plan view of the roof. Crawlspace on elevations. Obviously note size of vents. This is for natural ventilation only. You can address the sanctuary through either calcs and notes regarding open doors to the outside and the foyer, (if you meet 4% of the cumulative area) or simply note right on the floor plan that the mechanical system will provide cfms of outside air based on 15 cfms per occupant. Sorry, a note saying you will meet all the requirements of the code won't work. You are going to have to pin it down a little better. Joy M. Astle, CBO Krazan & Associates 360/598-2126 joyastle@krazan.com -----Original Message ----- From: amy dahlberg [maiIto: amy@richardbergarchitects.com] Sent: Thursday, October 02, 2008 10:28 AM To: Joy Astle Subject: QUUF mechanical /-45, 46 a,b,;47- You shouldn't need fire dampers as long as your equipment is chosen and located properly. I would suggest you show the location of heating/cooling appliances and your proposed duct system. Right now you do not show enough information to meet the minimum requirements for ventilation per occupant. I am not sure how you want to show the minimum basic ventilation for WIAQ and Chapter 12. You also need to show all your venting for attic and crawl space. Include area of space being vented and size of vents. As regards, 47 this depends on how you are going to show you are providing minimum ventilation. If all your occupancy ventilation is mechanical, you are at the minimum going to have to show CFM capacity./ Joy, I calculated the attic and crawl space ventilation based on IBC sections 1203.2 and 1203.3 respectively and we are in compliance and will add that to the plans. For the occupied building spaces I calculated the natural ventilation, per IBC 1203.4, and we are in compliance for all spaces except for the Sanctuary. So, I calculated the CFM capacity for the Sanctuary ventilation based on the IMC 2006 code, I hope this will cover the minimum requirements for ventilation. z The only remaining issue is the location of the heating/cooling appliances and the proposed duct system. We could perhaps locate the heating/cooling appliances but neither Richard nor myself feel qualified to locate or size the duct system. Noise from the equipment and ducting is a major concern of the church and we will be relying on the heating/cooling contractor to "get it right." Can we have a note on our plans to cover this issue? Something like, "The mechanical system shall meet all requirements in the 2006 IMC." I have an occupancy question to send later this morning and I think that covers everything. Thank you so much for your time, Amy Amy Dahlberg Richard Berg Architects, P.C. 719 Taylor Street Port Townsend, WA 98368 360-379-8090 phone 360-379-8324 fax 3 Scottie Foster From: Joy Astle [JoyAstle@Krazan.com] Sent: Thursday, October 02, 2008 12:24 PM To: amy@richardbergarchitects.com Cc: Scottie Foster Subject: RE: QUUF mechanical Amy I think that covers the issue of ventilation. I would prefer you show the calcs and vent locations for the attic space on the architectural plan view of the roof. Crawlspace on elevations. Obviously note size of vents. This is for natural ventilation only. You can address the sanctuary through either calcs and notes regarding open doors to the outside and the foyer, (if you meet 4% of the cumulative area) or simply note right on the floor plan that the mechanical system will provide cfms of outside air based on 15 cfms per occupant. Sorry, a note saying you will meet all the requirements of the code won't work. You are going to have to pin it down a little better. Joy M. Astle, CBO Krazan & Associates 360/598-2126 joyastle@krazan.com -----Original Message ----- From: amy dahlberg [mailto:amy@richardbergarchitects.com] Sent: Thursday, October 02, 2008 10:28 AM To: Joy Astle Subject: QUUF mechanical /-45, 46 a,b,;47- You shouldn't need fire dampers as long as your equipment is chosen and located properly. I would suggest you show the location of heating/cooling appliances and your proposed duct system. Right now you do not show enough information to meet the minimum requirements for ventilation per occupant. I am not sure how you want to show the minimum basic ventilation for WIAQ and Chapter 12. You also need to show all your venting for attic and crawl space. Include area of space being vented and size of vents. As regards, 47 this depends on how you are going to show you are providing minimum ventilation. If all your occupancy ventilation is mechanical, you are at the minimum going to have to show CFM capacity./ 0 Joy, I calculated the attic and crawl space ventilation based on IBC sections 1203.2 and 1203.3 respectively and we are in compliance and will add that to the plans. For the occupied building spaces I calculated the natural ventilation, per IBC 1203.4, and we are in compliance for all spaces except for the Sanctuary. So, I calculated the CFM capacity for the Sanctuary ventilation based on the IMC 2006 code, I hope this will cover the minimum requirements for ventilation. The only remaining issue is the location of the heating/cooling appliances and the proposed duct system. We could perhaps locate the heating/cooling appliances but neither Richard nor myself feel qualified to locate or size the duct system. Noise from the equipment and ducting is a major concern of the church and we will be relying on the heating/cooling contractor to "get it right." Can we have a note on our plans to cover this issue? Something like, "The mechanical system shall meet all requirements in the 2006 IMC." I have an occupancy question to send later this morning and I think that covers everything. Thank you so much for your time, Amy Amy Dahlberg Richard Berg Architects, P.C. 719 Taylor Street Port Townsend, WA 98368 360-379-8090 phone 360-379-8324 fax 2 Scottie Foster From: Joy Astle [JoyAstle@Krazan.com] Sent: Thursday, October 02, 2008 12:08 PM To: Scottie Foster Subject: FW: QUUF mechanical Better forward this to John. I know he has some concerns regarding the noise from the Mech equipment. Joy M. Astle, CBO Krazan & Associates 360/598-2126 joyastle@krazan.com -----Original Message ----- From: amy dahlberg [mailto:amy@richardbergarchitects.com] Sent: Thursday, October 02, 2008 10:28 AM To: Joy Astle Subject: QUUF mechanical /-45, 46 a,b,;47- You shouldn't need fire dampers as long as your equipment is chosen and located properly. I would suggest you show the location of heating/cooling appliances and your proposed duct system. Right now you do not show enough information to meet the minimum requirements for ventilation per occupant. I am not sure how you want to show the minimum basic ventilation for WIAQ and Chapter 12. You also need to show all your venting for attic and crawl space. Include area of space being vented and size of vents. As regards, 47 this depends on how you are going to show you are providing minimum ventilation. If all your occupancy ventilation is mechanical, you are at the minimum going to have to show CFM capacity./ Joy, I calculated the attic and crawl space ventilation based on IBC sections 1203.2 and 1203.3 respectively and we are in compliance and will add that to the plans. For the occupied building spaces I calculated the natural ventilation, per IBC 1203.4, and we are in compliance for all spaces except for the Sanctuary. So, I calculated the CFM capacity for the Sanctuary ventilation based on the IMC 2006 code, I hope this will cover the minimum requirements for ventilation. The only remaining issue is the location of the heating/cooling appliances and the proposed duct system. We could perhaps locate the heating/cooling appliances but neither Richard nor myself feel qualified to locate or size the duct system. Noise from the equipment and ducting is a major concern of the church and we will be relying on the heating/cooling contractor to "get it right." Can we have a note on our plans to cover this issue? Something like, "The mechanical system shall meet all requirements in the 2006 IMC." I have an occupancy question to send later this morning and I think that covers everything. Thank you so much for your time, Amy Amy Dahlberg Richard Berg Architects, P.C. 719 Taylor Street Port Townsend, WA 98368 360-379-8090 phone 360-379-8324 fax N Scottie Foster From: Joy Astle [JoyAstle@Krazan.com] Sent: Monday, September 29, 2008 11:17 AM To: Scottie Foster Subject: FW: [Fwd: Unitarian Church] Scottie: Do you want copies of this kind of thing or not? Joy M. Astle, CBO Krazan & Associates 360/598-2126 joyastle@krazan.com -----Original Message ----- From : Joy Astle Sent: Monday, September 29, 2008 11:12 AM To: 'amy dahlberg' Subject: RE: [Fwd: Unitarian Church] Amy: Here you go: -5- I do not believe that you have any exempt construction with the exception of electrical devices outside of IBC mandated illumination. A note will suffice that electrical installation, review and inspection not mandated by WSEC and PTMC is exempt. -9- Typo. Should be 17. -11- I don't remember seeing the occupant load broken down. Did you get the occupant load for the existing area in the egress plan? The new structure and the existing structure share an exit. You can break it down based on gross area per Table 1004.1.1. I can either go on the egress plan or insert a table with the areas and occupant load. -12- Little square in every room or if you use the table approach as described above, you can give the square footage for every room in that manner. -28- Add gluing note, and ER# for product which approves this use. Specify glue. Include smoke/fire rating. Detail or provide cut sheet for process. -45, 46 a,b,;47- You shouldn't need fire dampers as long as your equipment is chosen and located properly. I would suggest you show the location of heating/cooling appliances and your proposed duct system. Right now you do not show enough information to meet the minimum requirements for ventilation per occupant. I am not sure how you want to show the minimum basic ventilation for WIAQ and Chapter 12. You also need to show all your venting for attic and crawl space. Include area of space being vented and size of vents. As regards, 47 this depends on how you are going to show you are providing minimum ventilation. If all your occupancy ventilation is mechanical, you are at the minimum going to have to show CFM capacity. -50- I must be able to match the legend on your plans to the specific light fixture listed on your LTG forms. This will require cut sheets or mfg. & product #. You will need to tighten up your legend. Hope this answers everything. If not, feel free to ask away. Love the cloud idea. Joy M. Astle, CBO Krazan & Associates 360/598-2126 joyastle@krazan.com -----Original Message ----- From: amy dahlberg [maiIto: amy@richardbergarchitects.com] Sent: Friday, September 26, 2008 3:19 PM To: Joy Astle Cc: Richard Berg Subject: Re: [Fwd: Unitarian Church] Joy, Here are the questions we had. Not so many now that I realize you did not get a copy of our WSEC forms. We (or the city) will send those along as soon as we update for the emergency lighting. If you need a copy of the plans to refer to, I can send them back to you. Thank you so much, Have a good weekend, Amy _GENERAL REQUIREMENTS_ 5. What is exempt construction? 9. I cannot find ICC Chapter 17b, please help. ARCHITECTURAL & CODE REQUIREMENTS_ 11.b The occupant loads are reported on sheet A1.1. Please clarify what is missing. 12. We have a fully dimensioned floor plan and indicate the use of all rooms. Please clarify that the only information requested is the size of each room? (For instance we should note 10x12 under the room name.) N 28. Sheet A6.1, Detail 2 is a reflected ceiling plan of the foyer and non -vaulted accessory use. There are no suspended ceilings in this project. The note referring to the Armstrong ceiling tile in the foyer should have included the words, glued to gypsum board ceiling. Ceiling finishes are noted on various sections and wall details. Can you clarify what we are missing? _WA STATE ENERGY REQUIREMENTS We will add the emergency lighting to our WSEC lighting form and make sure you get a copy of that and the envelope form. We'll also update our lighting plan. _MECHANICAL CORRECTIONS 45 and 46. We have an unseparated building so our understanding is fire dampers are not required. 47. Is this a point of information or do you require something from us at this time? _ELECTRICAL CORRECTIONS 50. Does this pertain to all the light fixtures or only the fixtures for the egress lighting requirements? Thanks again, Amy Richard Berg wrote: >-------- Original Message -------- > Subject: Unitarian Church > Date: Fri, 26 Sep 2008 12:38:24 -0700 > From: Joy Astle <JoyAstle@Krazan.com> > To: Richard@richardbergarchitects.com > CC: sfoster@cityofpt.us 3 > Richard: > > I called and left a message but thought possibly email might be > simpler. Let me know what your questions are and we can address them. > I am also available by appointment on Wednesday mornings only at City > Hall. Scottie is in charge of setting up appointment times. > Phone is below. > Joy M. Astle, CBO > Krazan & Associates > 360/598-2126 > joyastle@krazan.com > Richard Berg, > Principal Architect > Richard Berg Architects, PC > 719 Taylor Street > Port Townsend, WA 98368 > 360-379-8090 Amy Dahlberg Richard Berg Architects, P.C. 719 Taylor Street Port Townsend, WA 98368 360-379-8090 phone 360-379-8324 fax 4 Page 1 of 1 Scottie Foster From: Joy Astle [JoyAstle@Krazan.com] Sent: Wednesday, September 24, 2008 2:03 PM To: Scottie Foster dropped my copy of the calculations for the Unitarian Church, (08-197),into Priority Mail for your attention. After conversation with structural plan checker, there is no reason for me to keep a copy. You should have it tomorrow. think that may be a good plan. They email the corrections so I can give them to you on Wednesday. Bob rarely marks up plans, but he likes to keep a copy of the original to make sure we are making progress. Joy M. Astle, CBO Krazan & Associates 360/598-2126 joyastle@krazan.com 9/25/2008 016Washington7 « Qode Compliancew Mate Nonresidential Energy Code CorroNiance Forms PPO�eCtIrifO Project Address �333 SAN.TU AN AYE. Date B/28/2008 Pt3RT -OwO S E tJ0� M A q 36 E. For Building pepartment Use Applicant ll�ame: aut MJ16 uN ITARIAM UWP1JeFt5AL(ST Cft RAH ,ppficatAricrs .. 15Art p.13cvE 1pplic rat Phone; ?T1 - 06crq RICO i Ct Description New Building ® Addition El Plans Induded =' , Refer to WSEC Section 151 tU-' or�ccintrogs° inid amrnissl6ling requirements. iW mplianc Optioi er owance Indcalt yplans.) v ,c, ee ualihcation C cicg% tk er) Prescriptive & LPAOacestclearly onems .,.., Alteration'Ex' eption a,�u ! h nr s are belvig m tde,to the lighting ro riate box- sec. . ( ectt apP P . 1 t 3.3 � Less thah,'60% of tde fixtures new,Jnstailed watts a not increased, pace use not change ed. - Maximum" Wattage ovation N� Allowed foor/roomno.) cupancy,Cdscription Wafts oer tip- Area in ft Allowed-k Area rort"Table 15-1v oer docementaf#„ p ti`I T; q P Total Allowed Watts (- _ exce tions on fdfrr mm Proposed Lighting Wattage ocation ,Number Nr of (flo'oriroomo Fixture Description Fixtues fum pro " ri 1,.... i. „ rc Total Pro osed Ta t p Watts may not exceed Total Allowed Watts t`or inteirroi Total Proposed Watts Note i r .a t. For proposed Fixture Description, Indicate fixture type,plamp type e.g T 3)„ number of lamps in the fixture and ballast ttrpe (if ¢ta pUded) t or figiitigtg';. Ifst fie @angCkt t f the trac (in feet in addlffi' n to the fixttrce, Vamp„ an ballast Information, 2.Fbr proposed "s'ttsffb ure, use manufactdrii's listed'' axI'' inpi R wattage of the �Ixture (not simpq±ya t Iacnp.),yatt ge,) and other criteria as specified In Section 15 0. For hard -wired ballosts only, the default table in the NRE,C Technical Reference Manual may �, p , � the wattage U current fir ngse' . For track rcdewilc slll�r t the ate' r o rn r.aq IUminalre wwattag6'or terigih of track rn i,,tipfbe by 50, or as'applicable, 3. List all fixtures: For-exempt•lighting, note section and. exception•-nUrhber, and leave Watts/Fixture blank. 2006 Washington State Nonresidential Energy Code Com..., once Fo,rrlm Lllp „ Zoos washln ton, siwate N rsskientlat Energy caade 2rior 4t q complianceF— 0 Warehouses, storage areas or aircraft storage hangers 00ther pre9cript oaf spaces Occupancy: Lighting check if g5°lot r more of fixtures comply with 1,2 or 3 and rest ae,ballasted. Qualification Checklist Notw it occupancy type is "Other' and fudure Fixtures: answer is checked, the number of fixtures in '(Section 1, Fluorescent fixtures which are nonµlensad with a) 1 or, two Names, b) reflector the space is not limited by Code. Clearly 1521) or louvers c) 5�60 watt.T t, C-2, T-4, T- , T-lt lamps„ and d) hard -wired elec- trasnic' ramie ti H lamps � t fCYuv c)'dII chronic ball dimmin ballasts* sts. ° Screw -in compact fiuoresoisn fixtures do no qualify. indicate these spaces ul plans. If not Metal Halide with a reflector b, ceramic p qualified, do LPA Calculations. � — 5i ballasts �-- 1 3. LED l fights. FABLE 15-1 Ulnit L' 111tillicil Power Allowance LPA LPA wls Use LPA WI Use 1.tt IT Autxfrdotive faollity " „ 0.g f0ffice buildings, office, ladminlstrative areas in faciYNties of richer office types l¢icluding risk not if to ar moots � ospitags, wnstlkution , museums« banks, churches Convention center 1.2 Peni�ientla and o e3rCrou 1-3 Docu anoics c " 1,2, Police and fire stations 1"0 Courthouse'Cgestablls9cnts 1�1 esfetednt' latt food rn . 1 3 Post office 11 saoit , 1, 0 ....m „FtetalN retadNaraarin..wall"conwurses, faoleale . �" 1 J stares foaller rak sheNvNn rt 0 School buildings (Croup E D..pancy only), school Exercise center i fey... olassrooms da cane centers 0 'Theater motion icture r w 1:2 _ C ntnasla assent I s aces 1:0 Health care clinic eater eiformin arts ,... 1,13 p nedesg homes, and other roup1A and 1.2 Transportation 1.0 h Hospital',, nu - N 2 Yccu a 0.5 i 1.S Parking gas . atom a areas 1-latelPmrateN i".;� 2.0 �V+�+�rksho s 1.4 Hotel ban ui"aticonferenoe�exl7ibitiott hall ° ..ages0.2 Laboratory spaces (a,l spaces not classified laCi orato,� �hal1"trot office a;nd othor appropriate Lndd s d:au r : 1`,2 r .. . 1, w °glans ubrrritted fcif Domrnon Areas Onl Libiraides ' ltrlein floor.imulldln NobtsNes exx t malty concourses, 1. , MafiullPlariufaoturirt faoili 1.3. 0.t1 um wammorm T eas, corridors, toilet facilities and 1r.1 Cashrooms« elevator,lobbies' tall "be based,600, a ari the mot e 151 dPoptnote Inoall c l bM m 1 In s c cases yin which a l general use a',crce sftaiN tre date the btiiidln offictai' This determination sf. In cases in hich a use is Hoer mentioned a general use anbb a .Se der d a spec; rflc use are lis"ke t e a c rc« u rmined Y g comcatsb -us ,speoifled.rn the to « 1512 for -exempt areas„ of was by s square are foot o groat be Increased, by two p, r�nt per foot of ceildng g hove twen$y feet, untess,specifi 94y directedThei A Y z e height a tar sau r footfoforoom rna a"lifctesecl b , fbo of ;lNNng height .: � 'cent per' ..w w s p ,3) .."VNatts pe 4111 a � as seahn� and,conmm+mn-area r u t Power Allowance f twelve feel. m � � tWiti per abov�i Well oar it rf ffoot 4if' g se the Unit Ligh r assembly: r . tw erti±ant er�foot,of,xaeiNing.height_above nine.feet aorri,ma'y be Nnpreased Bey op p 9 )...Eo co rence rooms an i +fiance of 1 10 we, may I[roe used. � with , war Allot a Untt Li htin Po d offices less than 150ft h full height partttions, g g "r$isen>a11 -�;,ii«,n fi ,r;�i 7 f"' a i°ri :fit } a A. s 19) ° N or indoor sport tournament courts with adjacent spectator seating over 5,000 the Unit Lighting Power Allowance for the court area is 2 60'Villftr y ace by ,.ri« + ru t, r• 10) Dl�« Ia�'wi"nda `iINuirmIra' t on Installed within 2 feet rif the window, provided that the ",di la wpndoW Ns se stated from the etall sp., walls or at least`'thre6-,quarie�-hekijl7t patfaions transpare i�cr opagde) aim lighting for free-standing dtapla w era the NigNmtNrt Moves wNfhthedispNay`ere�e9elr pt « �, , An adi'tia'nat , wift cMfilarchndlse display #iaitlNnaires are exerrtPt provided that tltpY oornpl',y wttlm all,threa car the fo9lcywing; ., i a) " lacated on celii' 6-ria6unt+ed«track: or diectly on or recessed into the oa INng Il eBfi nqt on tRie wall). v , b) ad'tustable in both the, horizontal and vertical, axes (vertical axis only is arceptabl'e for. fluorescent and other fixtures with two points cf trarkk attachmeift). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, Indicating ruck location and height, is submitted„ the square footage for a warehouse may be defined, for of computing rack The height aillow n defined in Allowance, 2 applies only to the floor area not cxovered by racks. vertical face area (access side only) e idential toner- -'-2006 Wdshivi.6ton tat NCnr6s$ - v Code Complianc6 Form Washington State Nonresidential Energy Code Compliance Forms Revised Project Info PtojAddress 2433 5AM JUAw aAs Date 8/28/2008 Name- &U) PiPER U W I 'TAN A IJ U M W 6A 3 A" S't:! COUAL For Building Department Use 0 4 Appl. Name Project Description Now FY-,1 Addition � Alteration Plans 1ndu d6 d Refer to WSEC Section 1513 for contis end commissioning requirements. Option Lighting Power Allowance Systems Analysis Building -Grounds (luminaires,- 1100 Wafts) - y�60lumen s/W []''C6n,troffed.by'rn otion Sensor [1:1EXemption (list) Alterat4on'E'xce'ptions rP _sec. 1323) (check appropriate � 'priate box O'No I change 1 8 1 ar I e beingmade,t9,t11lp tigh,ting rah �i'6'tfi6h'60QA-6f thdUtiiibs'ot 6*i,'ln"S16Iled matt noi16rb,as6d"'& sbace use Tradable Ma"Ximuin'Allowed L!j5ht Al16w6d'W6ftS,1,, Areaife)"Perimeter Allowed Watts 2' lon, Tradable- Locations, script per it or: per If - (It) or# of items x fe (or x If) I P Allowed Wafts I Z"L �Ar6a (e), p6drineter, Allowed Watts Non -Tradable Locations Description per If or per If (10' or of itefris (or x". 15 L-E ArrA C_ 0 F- o Non -Tradable Proposed Lighting Wattage Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed 1-364 (AJ F,roposea watts may not exceea Aflowea watts Tor L;ategory 2006Washington State Nonresidential Energy Code Conak.ance Form a 2606 Washhglon State Nanra's•rdsntia6 Energy Cbde Cumprrmn s Forms ., ...,. rcovGsad July TABLE 15-2 - _LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Tradable Surfaces Uncovered Parking Areas Par ,g lgls,atad +drives 0.15 / (Lighting power densities for uncovered parking areas, building Building Grounds. Walkkmrays,l9ss than a i 0 feet wide " 1.0. /linen ,foot ; grrrurads, building entrances Iaaad exits, Walkways-10 fedt wide or greater 0.2W/ canopies and o erlxangs plaza areas and outdoor sales areas ";ia1 fe;taire ars ay etra 1.81 err Building Entrances and Fits ai him --'- **Ainearfoot of door width der, dc�rs w.. " ,. 0.1adr"Vinar foot of door width s Oano ies and Overhangs a , s r�^tWerar� s� Opeu'areas (ittciudgvelncle sal ateet°fr:age for vehicle sales lots m 20 W/]ine ar foot a iditiou to "open: 1 $1 a owau e Non -Tradable s a Facade..., � ry ry �rq y f illurn all or, A„1.l. ri?N for ea�la � wall - or, gh . g .;.mBuilding Surfaces LIi fau _. . ,.. _... e. ,. foot a uaeaa' fo� su face or 5.0'�w11 each power density illuminate d wall or surface length teller machines, and:ni.: Automated night � er lcatiran lalusg0 ",pr , . G F ` ` calculauans for the ' faiir�winjappiicaaoaas..,, de a�itories....:. _.,_ addiRional ATM, ea�ooaaaora ciira 6e used onlyfor tU, Entrancesspection 1.2 , /e ? ofuncovered area (coveredspecif' and ins at guarded facilities statlm areas ies cannot e traded cannot be .. and Overhangs,,.se��on of `� able between s aces or 4 , Surfaces") with otber tcrior lightangy" 11a follov Iowa Loading areas for law -enforcement, 0. W/f! ..ofuncovercd area (covered 11 " , addwarr es. in fire,' ambulance an othet On" t cyl arias are'izacl�aded'aia Vie'"Cazaopi s "Tradable n addition to any service vehicles and Overhaiags" section of allowance otherwise Starfaces,,, pranitt ed in the Material handling and a:socia:ted ,.,.,s . �srari�blS"�irfaces"., ectidn of this table.. Dri�P -u windows at fast food �1410" per drive-throu . _ ires uran� ,u e Parking neap 24-dour retail entratices ' " ' 800 W ...er anaatt entry Richard Berg Architects, PC 719 Taylor St. r�jC'Port Townsend, WA 98368 � 1)' Phone: 360-379-8090 JEIR Fax: 360-379-8324 ARCHITECTS'° www.richardbergarchitects.com November 4, 2008 QUIMPER UNITARIAN UNIVERSALIST FELLOWSHIP Proposed Addition Lighting Power Allowance Summan Maximum Allowed Lighting Wattage (Interior): Sanctuary and Chancel: Exempt per WSEC 1512.1.9 Kitchen: Exempt per WSEC 1512.1.4 Display Lighting: Exempt per WSEC 1512.2.7 Foyer: 1272 SF 1.2 watts / SF Offices: 807 SF 1.0 watts / SF Restrooms: 334 SF 0.8 watts / SF -storage: 84 SF 0.5 watts / SF Total Wattage Allowed: Proposed Lighting Wattage (Interior): Foyer: 6 @ 27 watts (Fixture `A') 9 @ 15 watts (Fixture `C') 2 @ 18 watts (Fixture `D') Offices: 10 @ 52 watts (Fixture `B') Restrooms: 2 @ 15 watts (Fixture `C') & Laundry 4 @ 18 watts (Fixture `D') Storage: 2 @ 15 watts (Fixture `C') Total Wattage Proposed: Maximum Allowed Lighting Wattage (Exterior): Building Facades: 150 LF 5.0 watts / LF Parking: 12692 SF 0.15 watts / SF Sidewalks: 4350 SF 1.0 watts / SF Total Wattage Allowed Proposed Lighting Wattage (Exterior): 1526 watts 807 watts 267 watts 42 watts 2642 watts 162 watts 135 watts 36 watts 520 watts 30 watts 72 watts 30 watts 985 watts 750 watts 1904 watts 4350 watts 7004 watts Building Facades: 9 @ 60 watts (Fixture `L') 540 watts Parking: 10 @ 60 watts (Fixture `N') 600 watts Sidewalks: 11 @ 20 watts (Fixture `M') 220 watts Total Wattage Allowed: 1360 watts Um: Classic Flush Ceiling Fixture Mp://WWW.rejuvctrctUULL%,VXLU-----" --.-- . rd!�Pr.'xk4�n.r�axr Rejuvenation Lighting s Period Basics n Alma As Built $58.40 With Shade $92.40 Alma Item # AA9383 Classic Flush Ceiling Fixture Gusto nllZe Specifications Related Other Views Price Item # AA-9383 .. overall Diameter 6" (hrerall Ungth 9" Cell' Canopy 5-3/4" Diameter Fitter Size 3-1/4" Finislx 1,3irrnislted Antigiiu 50.40 Shade 14B4741 34.00 UL1,ocation 1huaTip; Socket (determines GU24: Twist & Lock COMPart Bulb) Fluorescent C'r[724 Bulb 27W Spiral 100W Equivalent) P ( 8.00 Total Prcc 92.40 C)rdering and Rcwms Information Installation Lutructions For mid -cent and modem Ilght rx� it Satellite, ' i and "I----''--,, rare ws 01997-2008 Rejuvenation Inc IofI 10/9/2008 6:52 Ply http: //www .lightingumvers f 20014-02 - Flush Mount By Forte Lighting Inc. fl 11 Part # 2279571 Price $66.00 Liahtin Finish e-5 I Rkei' `D Light Bulb (2)26w Quad Tube G24q-3 CFL Dimensions Height: 5" - Diameter: 16" - Description This flush mount features Umber Cloud glass and is available in White, Desert Stone, or Brushed Nickel finish. . HALO LED HOUSING and MODULE for NEW CONSTRUCTION m DESCRIPI ION: H 01CAI Heusi e C G is rIe tcate new rtrnatruutaa r using try Inc usi conjunction with the HALO LI=,D module The H7501CAT is designed for in- sulated ceilings and can lse in direct a ontact with ceiling insulaUon.This AIRTITE* housing desig;n prevents airflow between attic and living areas and savers on botl'i txatin,g and airconditioning ocusts. HALO LED lumi- naires are designed for lcrngmvity and energy efficiency.The H7501CAT connector system allows forTi't1e 24 compd'iance when used with Cooper Lighting"s HALO LED module,. DESIGN FEATURES Housing Aluminum construction for greater heat dissipation. 147501CAThous- ing is gasketed to prevent airflow from heated or air conditioned spaces. Plaster Frame Housing adjusts in plaster frame to accommodate up to 1" ceiling thickness. Regressed locking screw for securing hanger bars. Cutouts included for easily crimping hanger bars in position. Junction Box • Positioned to accommodate straight conduit runs. • Seven le"" trade size conduit knockouts with true pry -out slots. • Slide-N-Side connectors allow non metallic sheathed cable to be installed without tools and without removing knockouts. • Allows wiring connections to be made outside the box • Simply insert the cable directly into the trap after connections are made. • Accommodates the following standard non-metallic sheathed cable type: • U.S. #14/2, #14/3, #12/2, #12/3 • Canada: #14/2, #1413, #1212 GOT-NAILI"' Pass-N-Thru"' Bar Hangers Bar Hanger features include • Pre -installed nail easily installs in regular liumbe , engineered lum her and laminated beams, • Safety and Guidance system pre vents snagging, ensures smooth straight nail penetration and allows bar hangers to be easily removed if necessary • Automatic leveling flange aligns the housing and allows holding the housing in place with one hand while driving nails. • Housing can be positioned at any point within 24 joist spans • Score lines allow tool free short ening for 12 loistq and bar hangers do not need to be re moved for shortening. • Bar hangers may be reposi- tioned 90• on plaster frame • IntegralT--bar clip snaps onto T-bars — no additional clips are required. LED Module Connection Halo LED module simply installs with a plug-in 120 volt wiring con- nector. This non -screw -base con- nection preserves the high efficacy rating and pnwents use of low effi- cacy incandescent sources. Labels • UL/cUL Listed • Listed for FeedThrough • Listed for direct contact with in- sulation and combustible material Meets following requirements: • State of CaliforniaTitle 24 High Efficacy Luminaire -Washington State Energy Code • International Energy Conservation Code (IECC) • NewYork State Energy Conservation Construction Code • Certified underASTM-E283 DESCRIPTION: ML706830 LED Module The HaVo LED modulo is designed for use in the dedicated H7501CAT housing for new construction applications (or for retrofit applications in existing Halo and ALILPR'O H7 housings). Delivevs 600 duutlens with a. superior opti cal design that yields productive beam lumens, good cutoff and low glare.The Halo LED recessed downligh't ex- ceeds high efficacy requirements for California'sTitler 24 with energy savings in excess of 75%when compared with incandescent sources. DESIGN FEATURES Comparable in light output and distribution to a 65W BR30 lamp or an 18W compact fluorescent lumi- naire while consuming less than 15 watts. Dimming The HALO LED luminaire is dim- mable to 15% (nominal) of the total light output with standard AC in- candescent dimmers or to 5% (nominal) using .standard incan- descent dimmers with low end trim adjustment. Standard dim- mers require a minimum of three LED modules (minimum 40 watts load) on the circuit for full range (15%) dimming performance. For dimming fewerthan three LED modules iless than 40 watts), use electronic low voltage dimmers which require a minimum circuit load of one LED module. Quality of Light Provides excellent color rendering (801 CRI ), and a warm white color temperature (3045,K ). LEDs have no ultraviolet or infrared wave- lengths and do not direct heat like conventional lamps. Optical Design Optical design yields over 600 pro- ductive beam lumens, 50" cutoff, and low glare. Life Rated for 50,000 hours at 70% lumen maintenance (or approxi- mately 20 years based on 6 hours of use per day). Compatibility The Halo ML706MO LED module is designed for use in the dedicated H7501CAT housing in new con- struction applications or for retrofit applications in existing Halo or ALL -PROS, housings using the screw -base adapter supplied with the module. Module Construction Durable die-cast aluminum con- struction conducts heat away from the LED keeping the LEDs internal junction tem:peralures below speci- fied maximums raven when in- stalled in insulated ceiling environ- ments. LED Driver The LED module is controlled with a high efficiency driver with a power factor of >.90 at an input power of 120"V, 5016014z, Driver has integral thermal protection and will shut off in the event of over tom perature or internal failure. Warranty Cooper Lighting provides a three year limited' warranty oil the Halo LED Luminaire which includes the LED Module, LED Recessed Hous- ing and LED trims. Labels • UUcUL Listed Meets following requirements: • State of CaliforniaTille 24 High Efficacy Luminaire • Washington State Energy Code • International Energy Conservation Code (IECC) • NewYork State Energy Conservation Construction Code H7501CAT Recessed Housing ML706830 LED Module 494 Trim 6" New Construction Housing, Module and Trim Title 24 Compliant Erman D!U� @Alrrlifrwiipt Skmdr t -t t rc-�' to ar irtta, as rroni sw ( o A sTiWTARV. i Nt b �: 'tZtiY Ma rr��;. mix Caro WCa th u+i rf iir xrec 'tCtii, �- rrpi. tu�l'i1�r4 iad�urar r r rsYas rgr idoa� wqr ir�dd ADVO81683 CO0 n Lighting I'M H7501CAT- ML706830 i H7501CAT [267mm] .36 Tmm] [165mm] Incnndes&d6t_Wmi�dmjMth QVCLJit Loadofr ^ Modulos Cooper ring ev ces� .. spite incandescent Mars - --- L " Ton Ahella ... AB Series G der ......GL N Series Goto .. ....0 Series Ariadni .... AYJG Series Lumea . ,....LG Series Rotary .....0 Series Ceana .....CN Series Lyneo , .....LX Series Skylark „ ...S Series Centurion ..CSeries Maestro ... MASeries Spacer .,.,,.SPSSeries Delia .. ...DL Series Nova .. ,, „ N Series Vareo ......V Series Diva ....... OVSeries NovaT NT/NTB/NTA Verti ..,...VrSeries Faedra ...,.FA Series Series Acenti ACI„Series ToggleTouchTGI.Series Illumitech IPI/RPI.Series Trimatron 6681/6683/6602 Mural MDVMSLSeries TmeTouch 6606/TTI.Series Sureslide 663.Sedes Vizia+ VPI,Series Watt St ..... Mire Universal DR0.4 Series Dimmer's DCD267 Series Dimmers DCD68-[series multilocation] - When used w/ DRD4 or DCD267 series master dimmers w Modules or more, Dimmmg to Watt�PPT Wro Incandescent URD2Serias Dimmers DCD26-Series Dimmers DC101684series multilocation] - When used w/ DRD2 or DCD26 series master dimmers ORDERING INFORMATION SAMPLE NUMBER: H7501CAT ML706830 494PO6 Order housing, LED Module and trim separately Housing LED Module H7501CAT ML706 8 30 H7501CAT=6" ML706=6" 8:i0 CRI f 30=3000°K Dedicated LED IC LED Module AIRTITE Housing COOPER LIGHTING ML706830 LED Module 6.5 [i 65mm] 0„5 [13mm] 03 : — 5.75 [145mm] Incandescent Dimmers with Minimum 0rlghtnesll Adjustment (Low End Trim), Circuit Load of 3 LED Modules or More, Dimming to 5% Arend ACVACQACXIAIISores (ProgrammgabPoq rendadjustmontfromeonbalpanel) Illiumitech IPl/IPESeries (Manual low and adtrusurtantfirombohlndlacoplate) Vxa+ VPI(VPQVPX,SsriustPrograninablefewendadlustmentfromsanualpanel) Electronic , r «. rr a D Dimming tffron Dalia DLELV Series Lyneo LXELV Series Nova T NTELV Series Diva DLELV Series Maestro MAELV Series Skylark SELV Series Faedra FAELV Series Nova NEW Series Spacer SPSELV Series Vierti VTELV Series Acenti ACE„ Series (Electronic lowvohage dimmer with low end programmable trim from control panel for dimming to leas than 5%) Illumitech IPE.Series(Electroniotowwvoftagadimmer vibtow end manual trim behind fact plate for dimming to less than 5%) Vizia+ VPE.Serie;s i0ectronic low voltage dimmerwdi low end programmable trim from control panel for dimming to less than 5%) 1. Pedormariee rostdunj may very based tppud rlur mer model and manufacturer, Z Ihare are no warramnes w l coanpattlbdrry imptied,. 3. Haf or to dimmer maned a darer for further €doraft. Trim Options Accessory . ........- TRM490WH 494P06=MatteWhiteReflector w/die-cast white trim ring TRPdCk90Wk/'H=Thin 494WB06=Matte White Baffle w/die-cast white trim ring Profile matte white [die-cast 494H06=Haze Reflectorw/die-cast white trim ring trim ring 494SC06=Specular Reflector w/die-cast white trim ring 492PS06=Wet location listed ShowerTrim w/regressed frosted glass lens and white die-cast trim ring Note: Specifications and R]i mansions ao4je t to change without: notice, Visit our web silo nt.wwnnr"oper4ghling.cusrn. Customer First Center 1121 Highway 74 South Peachtree City, GA 30269 770A86.4800 FAX 770 486.4801 Cooper Lighting 5925 McLaughlin Rd. Mississauga, Ontario, Canada L5R 1B8 905.507.4000 FAX 905.568.7049 � ® DESCRIPTION: n the ME Multiple reflector-N flector and baffle options allow the Halo LED recessed luminaire to be used anywhere in home. Choose the best reflector finish and trim for the interior space. Aesthetically pleasing regressed shower trim is available for applications requiring wet location listings. 4941306 White Reflector with WhiteTrim Ring • Halo matte white finish -Die-cast trim ring and aluminum reflector -Trim ring height of .160" at OD and .180" at ID 2-3/a • Provides clearance for remodeler flange and gasket for AIR-TITE'" seal [6omm] IL ' �— 7-1W —� [184mm] 494P06 White Reflector with WhiteTrim Ring 494SC06 Specular Reflector with WhiteTrim Ring -Die-castreflector thei aluminum , ID 2-3 AM y of 160"at OD Trimg g D and .180" at [60mm] • Provides clearance for remodeler flange and gasket for AIR-TITE" seal i 7-v4" 9 [184mm] 494SC06 Specular Reflector with WhiteTrim Ring 494H06 Haze Reflector with White Trim Ring • Halo matte white finish trim ring • Die-casttrim ring and aluminum reflector -Trim rung height of .160" at OD and ,180" at ID • Provides clearance for remodelerflange and gasket for AIR-TITE" seal 494WB06 White Baffle with WhiteTrim Ring • Halo matte white finish • Die-casttrim ring and aluminum reflector •Trim ring height o'f .160" at OD and .180" at ID • Provides clearance for remodeler flange and gasket for AIR-TITE" seal 492PS06 White Lensed ShowerTrim with WhiteTrim Ring • While trim ring and balfle" regressed' lens • Wet location listed for use in showers and protected canopy applications • Suggested for use: - over tubs and showers - eaves and soffits • Aluminum baffle and die-cast trim ring • Frosted glass regressed lens • Trim Height of .160" at OD "180" at ID • Provides clearance for remodeler flange and gasket for AIR-TITE" seal TRM490WH Thin Profile Trim Ring (Optional Accessory) • Die-cast trim ring • Thin trim ring provides a more subtle ceiling appearance • Purchase as accessory and discard ring supplied with trim • Trim ring height of .120" at OD and .180' at ID COOPER LIGHTING [60mm]ND % �/ � 0 1— 7-1/4" —1 [184mm] 494H06 Haze Reflector with WhiteTrim Ring [60m] m_..... 7-v4" —1 [184mm] 494WB06 White Baffle with WhiteTrim Ring 7-114" 1184dnm] 492PS06 Lensed White ShowerTrim WhiteTrim Ring 7-1/4" 1184mm]� TRM490WH wt [smm] Optional Accessory Thin ProfileTrim Ring Photometrics r.. ' LED photometric results may vary from testing data. To assist the lighting designer in using Hato LED in a lighting layout, the following photometric tables have both late test data and normalized data to illustrate expected typical performance. The Halo LED design standard is to achieve 600 lumans at less than 15 watts.Typical photometric data is provided to illus- trate expectation of typical performance. Housing: H7501CAT, Module: ML706830, Trim: 494HU6 Haze Heflector last t4iC No' IL'f ni& . . clm 'rltetja u6 UPbi TyptcaG . t�AY. 1�y........ CONE OF LIGHT (Test) Distance to Initial Nadir Bearn Ilunureted Foot Diameter ZONAL LUMEN SUMMARY (tiler) Zone Lurnons % ant a %FW: � °-• . ZONAL LUMEN SUMMARY (TWC94 "�LeMPra�u;t. :�eti�i Ltlmeti4 0-30 27SA2 NA, 44.3 Ta Housing: H7501CAT, Module: ML706830, Trim: 494SC06 Specular Reflector Test i L L13S �agTpCrn CrFteila: % 4l ak 4±�.mm 4 . lmyfk 6R 1 dEePda' '.....r _�...._......... . CONE OF LIGHT (Test) Distance to hrdiM Nadir Beam Illuminated Foot _ Diameter ZONAL LUMEN SUMMARY (Test) -W. amp Lki L��F Ff04 0- 696 -A 69.78 W 0 90 IT..,.._B£a7 h1R.y%.. I(X555tl ZONAL LUMEN SUMMARY (I)MC80 ZoPNHa LYJri't 'f6Letbt 0-40 6 a�M.7"? NA, 1 .0 7' fir'• ""�, Housing: H7501CAT, Module: ML706830, Trim: 494WBO6 White Baffle Test TestNd: LTL1.6S_�. }yl'4 rlifaP a: ti nat1 sr�: 1.36 CONE OF LIGHT (Test) Distance to krvlial Nadir Bean Illuminated Foot Diameter Simo Candles ..5 6 ... T 0 , .. ... 6 --- 6. .. I%)W ...... - 1 3 fs 6`r..... .. GONE OF LtGFrr f 56 9 76 10 3a0»............_ _. .06h"QD" ................._42'0..... .B ITi ZONAL LUMEN SUMMARY (Test) ZPaltra L morisris °%eLsa 'AFixt 7%. ,'�F.•{' Try, .," .. T}tj4. .... . ......... ... .to ZONAL LUMEN SUMMARY (Wcary Zone Lumains %Lo "a FM .W 030 l4� , Housing: H7501CAT, Module: ML706830, Trim: 494PO6 White Reflector Test CONE OF LIGHT (rest) a aciru----aPliP: %,38 ............�... tPatNd aL13656 DRstanmto Il dNadir Bean ... _ _ • - ...., illuminated Foot Diameter unit �. ..... �... +Y�I.S Plane Candles Ty�,4Fal aprai ii no rVtdrii 1 6 p LPIM 41 LYNtWa.... _ ...... - ... ZONAL LUMEN SUMMARY (rest) Z'ogte Lunons VOLaen�.�I F#7ti1C �R:#. ZONAL LUMEN SUMMARY (ryPlcali r Zoi.^aa Lnrt'urin9 °3uLRjPnga %Ffxt .....N, 2, 0,.76 A, 3.X..'V..... Cd62.3 291 Note: Specifications and Dimensions subject to change without notice. Visit our web site at www.cooperlighting.com COS R11 Lighting Customer First Center 1121 Highway 74 South Peachtree City, GA 30269 770.486.4800 FAX 770 486.4601 9 g Cooper Lighting 5925 McLaughlin Rd. Mississauga, Ontario, Canada L5R 1B8 905.507.4000 FAX 905.568.7049 St Helens: Classic Electric Wall Bracket W://www.rejuvenationconVtlxSt'Owvv1:51/tc"'Plittes/bclv,�uv]LLP'tu"-- mnalioxo Rejuvenation rep888-401-n1900rn Lighting )) Period Basics)) St Helens As Built $79 St. Helens With Shade $103 Item # AB0976 Classic Electric Wall Bracket Customize Specifications Related Other Views Price Item It AB0976 Overall Width 6" Overall lleight 10-1/2" Projection 9-1/4" Wall Canopy 4-3/4" Fitter Size 2-1/4" Finish Burnished Antique 72.00 Shade BA5077 24.00 Orientation Ins -tall Up Or Down ULT,ocation D—p Socket (determines GU24:'fwist & Lock Compact Bulb) Fluorescent GIJ24 Bulb 18W Spiral (75W Equivalent) 7.00 Total Price 103.00 Installation Instructions Ordermg and Re Information Measured Drauing IES Photoffletrics For mid-century and modern lighting and hardware, visit Satellite. 01997-2008 Rejuvenation Inc 10/9/2008 7:01 PM I of I Rose City: Classic Schoolhouse Pendant bttp://www.rejuvemluoRconvnxsiuwl-000/ Lrnipiawat a..---k-- 0 reju%enation.com Rejuvenation Lighting )> Period Basics v Rose City As Built $196 Rose City With Shade $314 It # AA5348 A Classic Schoolhouse Pendant Customize Specifications Related Other Views Rem It AA5348 Overall Diameter 15-1/2" Overall 1,ength 120" 70.00 Ceiling Canopy Diameter 5" Fitter Size 6" Finish Burnished Antique 106.00 Shade BD2507 119.00 Maximum Wattage (per 300 Socket) Number Of Sockets I UL Location Damp Socket (determines Bulb) Incandescent: Also Takes Screw -in CF Bulbs Vaulted Ceiling Yes 20.00 Total Price 314.00 Installation Ins trueions Ordering and Returns Information h1casured Dfaving INS Pliotometrics For mid-century and modern lighting and hardware, visit Satellite 0 1997-2008 Rejuvenation Inc, 1 of 1 10/9/2008 6:41 PM LED PAR Can Fixtures - Chauvet - WDM Lighting - 1000BWbs.com W://www.1000bulbs.coRYLtL)-FP.K-%-,m-rIXLLL[uh-]:)/ CustDnrer Service shopping cart My Account You are not logged in Smirch Here -Select clr SEARCH BY SHAPE Light Bulbs Recycling Special Discounts Ballasts Fluorescent Batteries Christmas Lights Compact Fluorescents Electrical Emergency Exit Lights Fluorescent Tubes Full Spectrum Lighting Halogen Light Bulbs High Pressure Sodium LCD Projection Lamps LED Lighting Lighting Controls Lighting Fixtures Medical Dental Lamps Mercury Vapor Lights Metal Halide Light Bulbs Miniature Indicator Bulbs Patriotic Lighting Plastic D'uffusers Tubes Pulse Start Lamps Rope tights Shatter Resistant Bulbs Smoke Detectors Stage Studio Lighting fl414~94,500 kat4af 9,9X.UAist.t"1r Ll��laitt h1k141Pgtrtr Qofnlff*r.Y*'.POSAkii wed gy.AilSl.t orI RARN.LoWs PA R°10 La urrA PARX La V.% L"ARS'I Lnir. ii N 5t t;.Iar10 BIiL.IltFzxy.�It lanrrps MILD-_ MS±I Lurti# f'taatvl�i.tlps fUM-L i kt .. .iill�aatvaat Inttrlxr4i.,. iliptl� lixtfsat I Imp, > wgp 5(009_Wlnlin > mt� SR�.aC Li vr-f/gittlgg.:.0 > LtU PAK Lan ti,4ures n LED PAR Can Vultures B ChauvetCOLORado 1 Black- DMX512 LED Color Wash - 36 High Power 1W LEDs - 120 Volt# 51 Watts100,r000 Hours Chauvet #COLORado1B "i r rill„ bra. iiriiuoufiaii • Manufacturer. Chauvet Lighting . Auto - DMX512 • Manufacturers Part #: COLORado1B • LED Display with Locker Feature • DMX512 LED Color Wash - Black Finish • Product Video Click Here • 36 High PowerIW LEDs • 2 Year LknAed Warranty • 12 Red - 12 Grwn -12 Blue . Life Fours: 100,000 • CjWlSflo ,oil ShP'4 �" • Lumens: 14,741 at 1 meter rwi2 i)I� iellii . Footcandles: 1,370 at 1 meter ,w . 51 Watts at 120 Volts f,r 441Rx�o I,u 7,ser ung't. • MultitapTransformer • Rated for Indoor or Outdoor Use Package Contents • Ingress Protection: INS Rated • COLORado 1 • Max Amblerd Temperature: 104•F (4(•C) . Flower Cord tAore Informauan • WaigWi 9;5 Ibs• • IP65 Power Extension Cade • Dimensions: 15.7 x 13.4 x IIA in: • IP65 Signal Extension Cade • Beam Angle: 12• • DMX Input Cable • Field Angle: 24• • DMX Output Cable • Fixture Uses 9 DMX Channels . Warranty Card • R Color Mixing • Users Manual • Blackout/Static/Dimmer/Stobe/Pulse Retail Prices shown. We offer competitive bid pricing for Contractors and Lighting Specialists. Please contact an ACggV NkMallvag%, for details. Catalog Code: CHA-COLDRADOIB Chauvet LEDRain 56 - DMX512 LED Narrow Beam Spotlight -108 LEDs -120 Volts - 12 Watts - 50,000 Hours - Chauvet #LEDrain56 I{'{INl �jJr p(11 V�)�o, lrrrf6Yf! Qr �4 ,Co v�IN i4 {. ', rf L'�Ir`(w{i • Manufacturer: Chauvet Lighting • Manufacturers Part #: LEDrain55 • DMX512 LED Narrow Beam Spotlight b Liu Sourcz 10B LEDs Blue kr • 36 Red - 36 Gruen - 36 • Life Hours: 50,0D0 -a • Lumens: 1,743 at 1 meter meter Footcand122 lat ��� Watts 120 Vohs , MultitapTransformer • Rated for Indoor Use Only I More InfotmaHon tl. . y jg, n 3.7 Its. • Dim nsions: 10.25 x 9.25 x 9.25 in. . Beam Angle: 16.3• • Field Angle: 25.1• • Fbxtire Uses 7 DMX Channels • Blackout - Static - Dimmer - Strobe • RGB Color Mixing • Auto - Sound Active - DMX512 • Double -Bracket Yoke --Use as Floor Stand • 2 Year Untried Warranty • 4FL�raliina��S9nt:R�LLai�.. • 4ED.tariilSfa_fB�i,X'iIt'alrn �m R.ImDfafnKUserGuide s Package Contents • LEDrain 56 • Warranty Card • Users Manual Retail Prices shown. We offer competitive bid pricing for Contractors and Lighting Specialists. Please contact an AwAv l..Elaga,1ggf for details. Catalog -Code: CHA-LEDRAIN56 Chauvet LEDRain 64 - DMX512 LED Narrow Beam Spotlight - 183 LEDs -120 Volts - 18 Watts-100,000 Hours- Chauvet #LEDrain64 iP aff "i' f, Manufacturer. Chauvet Lighting Manufacturers Part #: LEDrain64 DZ512 LED Narrow Beam Spotlight Light Source:183 LEDs m w 61 lied .61 Green -61 Blue Life Hours: 100,000 LM Footeter x and es: 2 2 atrI meter 18 Watts at 120 Volts Muhi[apTransfomner Rated for Indoor Use Only M&araa I f sc nee n Weight: 2.6 lbs. Dimensions: 11 x 10 x 8.5 in. Beam Angle: 16• Field Angle: 26° Fixture Uses 7 DMX Channels • Blackout - Static - Dimmer - Strobe • RGB Color Mixing • Auto - Sound Active - DMX512 • Double -Bracket Yoke - Use as Floor Stand • 2 Year Limit Warranty JXD(alil §5 Sq_LC 5110'et t#.i.- • I„i.1;7rairmC�4 Di'�rd' I7trIL:Ofa�m • Lt',Pzlo(A4riq,fr4ilat e ..,. Package Contents • LEDrain 64 • Power Cable • Lining Cable • WarrantyCard • Users Manual Retail Prices shown. We offer competitive bid pricing for Contractors and Lighting Specialists. Please contact an ASF;SP grn4 l 1nnk4g:gi' for details. $822.06 Each Qty Add to Cart 11) $147.04 Each Qty ► Add to Cart ..-.__.. $183.92 Each Qty I� Add to Cart r 1 of 3 10/9/2008 11:33 AM LED PAR Can Fixtares - Chauvet - WDM 11glifing - 1000Bidbs.com bttp://www.1000bulbs.coin[LED-PAR-Can-Fixhwes-B/ Ultraviolet Germicidal Catalog Code: CHA-LEDRAIN64 Wedding Lights LED RGB PAR36 Fixture Light - 75 Super Bright RGB LEDs - Solid Color and Color Changing Effects- WDM Lighting #P36 Limited Quantities Available - Item Will Be Discontinued Once Stock is Depleted J Wiwi ar I • Manufacturer: WDM Lighting -Output Distance: 50 ft. Manufacturer's Part #: P36 * Dimensions (DxL): 5 in. x 8 in. $103.08 Each Qty F Super Bright RGB LED PAR36 Fixture Light* 120 Volts Solid Color and Color Changing Effects 9 Watts 75 Super Bright LEDs DMX512 or Auto Program: 25 Red - 25 Green - 25 Blue LEDP4936 ICKG _.�L� Catalog Code: LEDW-P36 LED RGB PAR64 Fixture Light - 183 Super Bright RGB LEDs - 25 Degree Beam Angle -Solid Color and Color Changing Effects - VMM Lighting #P64 Limited Quantities Available - Item Will Be Discontinued Once Stock is Depleted k, Manufacturer., WDM LigWrig * Beam Angle; 25 Degrees $178.46 Each • Manufacturers Part #. P64 # Life Hws: 50,000 QtV F • Super Bright RGB LED PAR64 Fixture Lighto Voltage: 12CYAC Stud Color and Color Changing Effects Wattage: 3OW State -of-theArt LED fighting Dirnemians (I~),, I I.SxR 5x8. 5 in, f Mora DMX512 Control or Auto am ,!!ra inf-mab 1,83 Super Bmst •LED$ Add to Cart" 61 Red - 61 Green - 61 Blue LED..PARG4.Usei�.Gujdh 0 R9�� Catalog Code: LEDW-1364 Chauvet DMX-70 - Universal DMX512 Multi -Volt Controller- 384 DMX Channels - Chauvet *DMX70 * Manufacturer: Chauvet Lighting - 4-Space 19 in. Rack Mount * Manufacturer's Part #: DM)(70 - MIDI Compatible * Universal DMX-512 Controller - Power. 12VDC or 1 I(JVAC or 230VAC * 30 Banks of 8 Scenes - 240 Scene Max - Weight: 5.5 lbs * 384 DMX Channels of Control - Size: 19 x 7 x 2.8 in • 6 Sets of'Chases; - 240 Scenes Each • Programmable Fade and Speed Time - 2 Year limited Warranty * QMV-70, $205.87 Each - Reversible Sliders Qty - Re -Assignable Channels - Sequential Linking of Chases Mvr4 informs o Assignable 3oystick - Fog& Strobe- Control Buttons Package Contents DMX 70 Controller rt Add to Cab - Grab any Fixture on the Fly Power Adapter • Beat Activation -Tap Sync -Auto Run - Warranty Card • Pt)larily Selector - Usees Manual Retail Prices shown. We offer competitive bid pricing for Contractors and Lighting Specialists. Please contact an ACpyft4 MbtB i_gg; for details. Catalog Code: CHA-DMX70 Chauvet DMX-40B - Universal DMX512 Multi -Volt Controller - 192 DMX Channels - Chauvet SDMX40B - Manufacturer: Chauvet Lighting - MIDI Compatible - Manufacturer's Part #: DMX406 - Power: 12VDC or I IOVAC or 239VAC - Universal DMX-512 Controller - Weight: 6 lbs * 30 Banks of 8 Scenes - 240 Scene Max - Size: 20.25 x 3.5 x &75 in - 192 DMX Channels of Control # 2 Year Limited Warranty - 6 Sets Of Chases - 240 Scenes Each * ,M.0 Sheet i $122JD6 Each - Reversible Sliders - Re -Assignable Channels - OW IfOR Oontrgtr,rltw 5uide=#�W Qty F- - Sequential Linking of Chases - Fog & Strobe Control Buttons Package Contents r rsdi m • Grab arty Fixture on the Fly - DMX 40B Controller Add to Cart Beat Activation -Tap Sync - Auto Run - Power Ada pter • Polarity Selector - WarrantyCard • 3-Space 19 in. Rack Mount - Users Manual Retail Prices shown. We offer competitive bid pricing for Contractors and Lighting Specialists. Please contact an Amuirlk Mwaasor for details. Catalog Code. CHA-DMX40B 2 of 3 10/9/2008 11:33 AM LED PAR CanFixtures - Chauvet- VvDM Lighting - 1000Bulbs.com illtp://WW W. iuuuowus.conir,_X-U-rr.-�%-�1' l2%LLU. a-"l Standard DMX Cable 3 Pin XLR- 5 ft. - Chauvot # -1,5 if"Ct n'P1f14SS $9.266dr Manufacturer. Chauvet Lighting • Length: 5 fL Qty F Manufacturers Part #: DMX-1.5 . 3 Pin XLR Standard DMX Cade Add to Cart'm` 3 More ln!t aaan Catalog Code: CHA-DMX15 Standard DMX Cable 3 Pin XLR - 15 ft. - Chauvet # DMX-4.5 �wi�FdYi' 3f = €473 $11.25 Each • Manufacturer. Chauvet Lighting • Length: 15ft, Qty • Manufacturers Part #: DMXA.5 . 3 Pin XLR • Standard DMX Cable Add to Cart ► G J More aofoxma�an Catalog Code: CHA-DMX45 _ Standard DMX Cable - 3 Pin XLR - 33 ft. - Chauvet # DMX-10 9 p1J€.lieai:P %", L� f�l i�z�onflff ;35.31 Each • Manufacturer: Chauvet Lighting • Length: 33 ft„ Qty • Manufacturers Part #: DMX-10 • 3 Pin XLR . Standard DMX Cable Add to Cart ► More Inforrna€ an Catalog Code: CHA-DMX10 DMX Converter Cable - 5 Pin Female to 3 Pin Male -12 in. - Chauvet as DMXSF ai $7.50 Each Manufacturer Chauvet Lighting • tength,: 12 in. Qty F- Manufacturers Part #: DMX5F • 5 An Female to 3 Pin Male DMX Converter Cable Add to Cart ► Mare Informadan Catalog Code: CHA-DMX5F DMX Converter Cable - 5 Pin Male to 3 Pin Female -12 in. - Chauvet # DMXSM $7.50Each Manufacturer Chauvet Lgftting • Length 12 In. Qty *f • Manufactvl s Part A: DMX5M . 5 An Male to 3 Pin Female ® DMX Converter Cable TAY wore Informaban Catalog Code: CHA-DMXSM I°W"' AkAfoeS Okj aS{ 1ckP kdNS .yiwias ti°mrm *iiwwad I euas 1. 041 1 A9 rfk d'as: Reselved qoa o SO. eAnd Y10*4 t 90*a Tll,,.. UOt i90 , V19fz41S l AIM* l"r irilm, 'tiftb -' 1k 69-CCT Add to Cart ►gyp R�JRR � I�°" �I�TpI �'tt�iJi/tARaa 9 !nlli�imt�auN au 1fl � �, 3 of 3 10/9/2008 11:33 AM Rhone: Classic Schoolhouse Pendant //WWW.rGJuvGif0.uvaaVvaaxaa�.....� , r---- Rejuvenationro . „ Lighting a Period Basics)) Rhone As Built $92 nth Shade $119 One Item # AA4483 Classic Schoolhouse Pendant ' �r Customize specifications Related Other Views ' I,ro'r'nC ri hou # cyA4443 r ywwrall I liaorredct $1, Owr;olll«wngth 24" f A" eiiing Canopy I )NrmCklwt�.0 ,.. vitwr Sire, '. V lain sh Polished Nickel 84.00 Shade tW4641 8" Opal 27.00 U1.1,ocation p Socket (determines GUM: Twist & Lock Compact Bulb) Fluorescent GU24 Bulb 27 W Spinal (100W Equivalent) 8.00 Total Price 119.00 Inatallation Inastnxtions C)rdenng and Retum, In ormation For rrud-ceInh,,i an e_ e rY modem lighting and hardware, visit Satellite. 01997-2008 Rejuvenation Inc. 10/9/2008 7:12 PM 1of1 For rrud-ceInh,,i an e_ e rY modem lighting and hardware, visit Satellite. 01997-2008 Rejuvenation Inc. 10/9/2008 7:12 PM 1of1 LighfingfIxttms, gulo halogen, ligkbu1b, lamp, fluoresceM Incande... :®r WW Home Locations Profile Contact Us Help? Login Advanced -Search Il Search: Get Special L11 4W Volume Pricing and Free Ship S I "See Us For Any I Light Bulb I Made TM on orders shipped via Truck of $800 L orders shipped via UPS of $300 c r,IM Today's Deals Top Sellers I New Items I Free Shipping On Sale You are not currently logged in.� Browse Our Catalog Sprlp'ping cwrt Vie my MISket coreitents I Re ***CLOSEOUT*** Oster 'Ound > 21158D You are here., Heine > Fkiotv_�soent > Fluorescent Fbduras > W1111MI Holiday Incandescent Receptacles Miniature Bulbs Tungsten Hajogen(Quarkz) photo, Stage & Studio Fluorescent * Aquarium/plant Grow * Ballasts & Dimmers # Black Light Bulbs 0 Circline Bulbs 4 Color Corrected 0 Compact Fluorescent 0 Fluorescent Fixtures High Bay Layin Strip Fbrtures Surface out Lin dercabinat Wag Mount Wraparound ® Fluorescent safe -Shield • Fluorescent Sockets • Fluorescent Tube Guards & Accessories • Fluorescent Tubes • Full Spectrum • Germicidal Bubs • Lamp Tester • Lenses and Louvers • Service Long Life Guarantee Starters U-Bend Lamps H.I.D. LED shatter Resistant Fixtures Ballasts Sockets Transformers Lighting Controls Neon Rope Lightirig specialty Airport Lamps Product InforniationPrint Spec Info I Request Additional Info I Email to a Friend Description: WRAP 4-F32T8 ELECTRONIC 120-277V Volts: 120-277 Watts: 128 Shape: T8 Base Type: G13 Medium BiPin Finish: White Package Qty-. 1 Case Qty: 1 Additional Info: Fully wired for 120V, 60 Hz AC operation with ETL-CBM, thermally protected, automatic resetting, energy saving, Class P, high -power - factor ballast, unless otherwise specified. Sound rated A ballast, U.L. listed, damp location OPERATES 4 F32T8 BULBS * This item will be shipped via Truck. %Z 1 of 2 10/9/2008 7:26 PM D1.1,0] 0 Julia TRAC-MASTE�W Project: . . . ..... One Circuit Trac System Fixture Type: -11111- ...- ........ ------------,TRAC SECTIONS JOINERS & FEEDS Location: Contact/Phone: PRODUCT DESCRIPTION Low -Profile, single -circuit trac sections for surface or pendant mounting. I-beam cross section provides added strength and rigidity in pendant suspended applications. Compatible with a full range of feed, connector and mounting accessories, as listed on back of this page, to complete virtually any installation requirement. Accepts all Trac-Master and Trac-Lites trac fixtures. PRODUCT SPECIFICATIONS Construction Extruded aluminum "I' beam channel - One-piece thermoplastic insulator * Injection molded polycarbonate dead- end with set screw e Standard lengths may be cut4o4ength by installer. Electrical two 12 gauge solid copper conductors * Rated 20 amps at 120 volts e Aluminum channel used as system ground e One-piece insulator insures consistent conductor spacing for reliable electrical contact - Insulating bushings supplied at mounting hole locations to prevent shorts to ground. Labels UL listed, CSA cerfifted e Union made AFL-CIO. PRODUCT INSTALLATION . .... . .......... . - ...... ... Debossed polarity line provides visual cue to proper trac, trac connector and fixture alignment 0 Supplied with toggle bolts for surface mounting e Integral raceway in top of channel accommodates pendant mounting hardware and wire routing to electrical feed 9 insulator stays some length as extrusion to simplify field-culting of trac - Connectors and feeds simply push into trac sections. PRODUCT CODES DIMENSIONS Catalog Number Description Actual Length finish TFWH 2' Trix Section 197/8, . .. . ......... . 2"ImSedon 197/8, .. ...... ........ . . .. ..... 72NA ... ... 2' Tiuc Section .. ......... 197/81 NMI T4WH . . . . . 4'Tfoc Sedon ............. 43 714' We . . .. ..... . ............ T4BL 4'Tioc SKfioo 4 3 71a Muck . .......... —1.— ------- T4NA 4'liocSedion 43 716' NMI I — .. -111 - - T4PB — ---------- - - 4Tmc Section 43 71@' Polished Bioss T6 6' Truc Seclim 67 71a" ....... ....... White . T"L 6'Tmi Sedion 67 7/6' Nock 6'Tmc Sedion 67 7/s' — ---- 76PB - ----------- - . . . ...... . . ........ . . . . . ........ 6' Troc Seclion 67 718' Polished Bross B'TruSeclion 91 7/al TBBL O'Trac Section 917/8, ...... - — ----- NO& --------- . . ........... TBNA . . ..... ......... - - . 8"I'mc Sedon . . . . ........ 91718" TSPB 8'Tmc Seddon 91 7181 I'dim Bmss T12WH 12'Tmc Seclion 139 7le' WNIL — ' ...... .. . ..................... T12BL . 12'Tioc Seclion .......... 139 7/a" Mack -------- - - T12NA ..... .. ... . .... . 12' TFoc Seckon 139 71s' Noft"I REV-7/08 T2, T4, T6, T8 and T12 T 11 1 116" 1 3/8" 1 61.1.0 1 Electrical End Feeds Trac Joiners .. . . ......... . . ....... . . . . ..... - T21WH, T21 BL T20WH, T20BL 4" End : clanneft am Andon Ado" JoineL 4 1116" oadd Box WE For mid (an flex to 9r a* to 2'4 box feet kk&, mid kft, to, up 01 damloins -N - Ss rerun sirm and MO tME sectors. pand saw K T23WT23RL T29WH,T29K Naintare SkionUrnectoL Hoeing [lackid Feed, Fannits Joinstwotocsodas end io ranorlingany po"Cha 3/8" W4. enb oak bwL Was Noaft err mid box :r T24WH, rI4BL 4 5/8" -4 ovapbs exko kc dead end. MWA UFMWM AM two WE se(ions to make a T34VIH, T34K 90* angle or sj*t ner- (onM Feed. For sailiore �_I 114" wft Use sbAd ip- t ww", fa w1at amedK box Feed, No. T27 area 2 1/16" 01111111 lowiRd. T24FVJH T24FOL SaflneesT24�;Mnnits T36WH, T366L &d*d Feed. For CandoThorInd Feed. wiring coin- ese an.k pkneffaftesskielOn! 112' Mrs. Feeds sorke T25WH, rI5BL to ham &K Am Tbar ?-f3l 11, confleft Joins three is &a* aliove tnar- Frei se&m For outlet box feed, No. T27 never ph required Ir38VM, T38K 4 1 /8" lire End Feed conneft w to from above A flexible 4 T26VM, MU eanduit, BK ejL, or W feed 1"brineft.Joins foe in MAW Wsier- Arnapts . .. . .. . . . Froc sections at 90' angles. standard V7.- onnoeim For oudet box W No. T27 am pkile required- 4 1/8" T22WH, 7229L 3 1 /8" Cad and rq Can ewdor T49VIfH, T49BL Copies wit IS, Mawire Troc conliflunlion ra Permits wfiAe cad Indodes %adace Im to continue a am around wire ftinein; and i4e I-T-i dauaim. Indudes one left mikh. Max (up. 7 arils. and one nght734 Conduit Feed, Fris ftdord 1/2' T122WH, T1223L GoledUk Sum as abovebut with monihing eakir 3wh proeaded T35VMT35BL cord and 04. No swirl-. 1Tk A*M" 140 Feet Joins two to sections to Outrigger System nAe 90' angle or Skdo FM Wiring carripwirneal w 24" aftes Ikoeket firwe*diwL 4 ?14-118A 4 1/8" W standard Vz- K0's- 8- For FaMUT4 to( not her" wet Use Feeds from above when Tbar is tiredly above him two fa 2', 4' or 6' Inx sedws, then for IY kK sections and hear for 12'w T27WH, T275L seckirs. Onder to and wrinedois 1/2" OAF Box Cm Use A Wmn* Fair W" dechd feed Nos T24/25/26 fur use M or 1122 Card & F4 Cmwm Fair pealnunam6 wiring, use wk box elect" feed. 73s end feed canneft kxkdes: nip* binot and F-- 4" sq. --A pa serem Accessories T37F T37F-9-16 Is I 'Ibarnarfirnentk 9/16"%jAffWmd% batiadCoto leafed lee To dkKb Coto inverted tee wings asirg Fkah biles. Use oehigs w% IW firs. Use me for T or 41 troc and three tom fix Tor 4'tmc and Ikee for ff, ir or I T W- for 6, Ir or 121m 737D T370-9-16 Same as above A spore 4 Sam as above wah spDccF b oiqs using dap hies. aft rising drop h- TRAC-MASTERO One Circuit Trac System T2,T4,T6,T8 and T12 Pendant Stems WO-12, T90-18, 4 3/4" T90-24, W036, T90-43 Her Pendant Siam Kit (12" Ir, 24, W, On - Use two for 2, 4' of Irac or three her 6, 1/2" Ir offourfor 12'ofimL For ifi.3nneter dixtiiiol feed, andior T93 viievicy am. Wit BL M-I% TVF-Tk T90- 24, T91-34 M48 Rigid (sk Pendant Stern It (I r, Ir, W, 36, M - Use wo for 7, 4' of to a free far 6, 8' or W for I T d tOL Fair Clad" food, Ork IF93 Y*aW are WH, BL T93WH, T935L wirm Cover for hinho Slam MOO and 191. finds dKWI feed wins here star In ainneft One am reitaired far eadi 1K feed. 792 SW*Stwerd Bridge. For use vA T24 Straight Conredm Feeaft nnDonlinig Pendant Stern 6k (M, 191) at aeor of Inc Joinm T92L-WH, ML-BL Carrier StKW Bilge. For use with lr24Wk*Wcdx No* mirift Pendant Store rk (190,191) of onto of ftht kde Uffleft. T94WK T946L 9* (ek Adww Mows T90 OF T91 Pendant In hang MW down karn ** milings. Can be M in feed ktaid Yhes to Troc at up to 60' a* T%WH, "611L Fendant S"n Throoded (oqk. Enables real* pandart stains In be joined for b#a ailing Wk*ns. 156WH, 756BL Said Rod Pendant 6lUM4 M. Undies said 5/16- twooded rod ID hC bd&: Omsk cap, waling bn" and hoid were. Rod net supplied, T30 Trac Wirway Cover, 4' Nock 6ah*ft covers wire wried in to 46 112- wireM. the one for flrx, Two fa W and free for 17 toc Can be kM ci I Cannot use T2A, T25 or T26 as Feed Connectors in Canada. 1300 S. Wolf Rood • Des Moines, It, 60018 - Phone (847) 827-9880 - Fax (8471827-2925 220 Chrysler Drive Broulplors, Onlork) - Cairiodo L6S 6136 - Phone (905)792-7335 - Fax (905) 792-0064 Visit us of www.junolightinggroup-com Printed in U-SA 020013juno Lighting, LLC- Biax"Wall Wash Approximately three times more efficient than halogen, the Biax series provides widespread, uniform illumination for perimeter walls and displays using popular biaxial compact fluorescent lamps. Biax® models up through 39 watts, have a single adapter and can be rotated off -axis from the trac for additional aiming flexibility. TBX Series is suitable for ceiling mount applications only. • Optional electronic ballast for maximum energy efficiency and quiet operation • 40W Biax" rated 20,000 hours • Optional molded louver (ordered separately) can be specified in white, clear specular or black finishes • Ceiling mount only (TBX Series) .. .... .. .... ............. _ ... .,... .... __ g # Finish Catalog Lamp Ballast Type Dimensions u, TMBX26WH White One 26W CFL 120V NPF 2 3/4' TMBX26BL Black Quad 2-Pin Magnetic 7 �, -10 1/2' ►r ...... ...._ . ................. Catalog # Finish Lamp Ballast Type Dimensions wp ,791J�°TBX18WH White Two 18W High Lumen CFL 120V HPF 7/8" i TBX18BL Black Two 18W High Lumen CFL Magnetic 7 7/8, R TBX18NA Natural Two 18W High Lumen CFL /;B` Shown wilh T8X18E-WH whpie Two 18W High Lumen CFL 120V HPF ,r Black Louver' order, separately TBX18E-BL Black Two 18W High Lumen CFL Electronic T8X18E-NA Nad.uxal Two 18W High Lumen CFL Use 10 112" length High Lumen Compact Fluorescent Lamps. •-141/8"'" .. ...... _........... Catalog # Finish _ ............................................... - Lamp Ballast Type Dimensions fr "l/rl/ White Two 36W/39W 9 "� 7/8"X ✓ kY" TBX39BLH Black Two 36W/39W High Lumen CFL Magnetic ryuM 77 TBX39NA Natural Two 36W/39W High Lumen CFL 8.h/8, Shown with TBX39E-WH White Two 36W/39W High Lumen CFL 120V HPF Black Louver, order separately TBX39E-BL Black Two 36W/39W High Lumen CFL Electronic TBX39E-NA Natural Two 36W/39W High Lumen CFL 20 1 /8" —" ............... Cataliitg # Ri iiosh _.W Lamp Ballast Type ..._.w_.. Dimensions TBX40WH White Two 40W High Lumen CFL 120V HPF i "j/8" TBX40BL Black Two 40W High Lumen CFL Magnetic 7 718 " TBX40NA Natural Two 40W High Lumen CFL N Shown with TBX40E-WH White Black Louver, Two 40W High Lumen CFL 120V H PF tM�r�o order separately TBX40E-BL Black Two 40W High Lumen CFL Electronic TBX40E-NA Natural Two 40W High Lumen CFL TBX40 has (2) mounting points spaced 20 1/4" apart. ~t--2B'^ Note: The Natural (NA) finish is merely a raw finish with a clear protective coating applied —inconsistencies, scratches, and minor processing marks are part of the unique aesthetic created by this process and should be expected. Light Control Accessories .__., For Fixtures TBX18, TBX18E� X39, TBX39E TBX40, TBX40E TB ...... Black Louver BL18 BL39 BL40 Specular Clear Louver SL78 SL39 SLAG JINo l.lcmiNG GRCA.Ip White Louver WL18 WL39 WL40 496 www.junolightinggroup.com Juno UNDERCABINET LIGHTING Prot . ect: PRO -FLUORESCENT .. ... ..... Fixture Type: . . . . . ......... 8W, 14W, 21 W & 28W Location: . ..... .. T5 HE Fluorescent Lamps Contact/Phone: 11 . .... . . . . . . ....... . UPF12, UIPF22, UPF34 and UPF46 PRODUCT DESCRIPTION . . .... . ... Pro -Fluorescent modular series luminaires offer highly eff... icient illumination in a shallow, easy to -conceal profile. Ideal for undercabinet, undershelf, and task lighting, where maximum e ff' ' long tamp Igo, and coal operation ore desired, p=s"Cc'e0n'3PcR"x'tu`res are optimized for fast permanent installation, mounting either Rush to the rear, bocksplash or to the front lip of cobinetry to suit project conditions and homeowner preference. PRODUCT SPECIFICATIONS . ..... . ..... Lamp Latest generotion of highefficiency (HE), high color rendering 3000K T5 lri-phosphor fluorescent lamps * 10,000 hour rated lamp life.* Ballast State of the art 120V electronic ballast instantly starts lamp and operates without flicker or hum. Housing Extruded aluminum - Black, brushed bronze, brushed silver or designer while finish. Switch Convenient on/off rocker switch. Diffuser Extruded non -yellowing clear UV/impact-resistant acrylic lens. Labels UL/C-UL Listed and Energy Star compliant -b Complies with California's Tide 24 energy code. INSTALLATION upF series fixtures optimized with a center rear wiring access comportment and push in 1wire elecwcat connectors for quick electrical connection without having to open the fixture. Rear wiring access comportment covers provided with pushpin connector for non- metallic cable and knockout for feed thru wiring capability, Multiple knockouts provided, Die-cast Filling for 3/8' flexible metal conduit supplied in a hardware pack. I'Wres may be mounted flush to the bcr cksplash or up againstthe front lip of the co6inetry using captive external mounting screws. Portable To install as a portable fixture, use the 3-wire grounded cord & plug (ULKCP sold separately). optional Direct Wire optional direct wire module (UI.KDWM sold separately) facilitates code-compliont installation of fixture at front edge of cabinetry. Supplied with 36' field-shortenable jumper cord to bring power to either end of the fixture. Mtcotly Connecting NwItip'le Fixture UJ t9 10 fixtures may J1r1ctrically joined together using either Ae Light joiner connector supplied with each fixture or the optional JC3 jumper cards. See accessories table for lengths and finishes. PRO -FLUORESCENT 5 MINUTE DIRECT -WIRE INSTALLATION ........ . ...... . _ --- a. .......... Step I Attach supply Step, 2 Connect supply Step Mount nxture to wires to rear access cover. wires to fixture leads cabinet bottom using using push4n connectors. captive mounting screws- REV-5/07 DIMENSIONS .... .... — ------ L—...— 4 1/2". - — --- ENGINEERING DATA (120V) UPF12 UPF22 UPF34 UPF46 Told iW power owns) 8.4 . 15.3 22.1 ... . .... . ..... I-— 30.3 --_- . . ....... . . Tod 0woling AMPS 13 .23 .32 — -_- A5 . ....... Power Factor . .... .52 .53 .57 .56 PRODUCT CODES Catalog NWAW Filish Overall Length Lorm UPF12-BL Block 12 716' BWTS UPF12-BZ NM Bronze 12 7/u- TS . .... . ... .. . ... ...... UPF11-SL Brushed Sher 12 Ye 8W T5 UP we MUM vilie 12 _B�W T5- UPIM-111. Mack 22 . . ........ ... 14W T5 HE _ . . ..... ... ... UPF22-BZ Elindal Bronze 22 14W T5 HE 1-11. . ...... ... . . UPF22-SL . ...... . . ..... Duid silm - I-- ---------- 22 14W TS-HE - — -------- UPF22-WH - - - milner White 22 �/4- . . ...... . . 14W T5 HE 11. UPF34-OL 341 /1. 21W T5 HE 00MV . .... -- - ---- 34 ........ . .... .. UPF34-SL ....... Brushed Sillier 34 21WTS HE UPF34-WH 34 21WT5 HE UPF46-BL 46'/16' 28W T5 HE UPf46-SL &7M Sikr 46'A ' 28W T5 HE . . . . .......... UPF46-WH Mwa White 46 './m' 28W T5 HE 8W T5 tri-phosphor lamp rated at 7,500 hours. MAXIMUM ENERGY EFFICIENCY: wolfs Itallogen lit watt - 175 walls halogen 21 waits =I 00 watts halbW 91t —W 1 S(I wettm WaaM 14 ACCESSORIES Catalog No. JC3-8-WH,-BL 6' hn�w Cord JC3-11 MIL-611. "Junta, Cord M-26-Wit-K -_ — — ------- 26- kvW Cord --- — ULH-COHN 3/8' Miriahre b-Cost HOW Connector ULH-CMIL-Bli. 3-Wire Gr%mded Cord & Aug ULH-M-WIF11,411. Ditut Wire Modde LIGHTING APPLICATION DATA PRO -FLUORESCENT 8W, 14W, 21 W & 28W T5 HE Fluorescent Lamps UPF12, UPF221 UPF34 and UPF46 �__ 24- --� Footcandles *Boom Cat# Lamp Width A R C D UPF12 8�aiM 21' 22 E64 34 39 UPF22 . .................................... 14_oM HE 27' . ......... 37 105 59 . . . ................ 65 UPF34 21wnT5 HE 34' 47 126 75 73 rUPF46 — 28.11 T5 HE 61 - -------- 162 F" 100 96 *Beam width defined as 50% of maximum footcandles Rear wall reflectance 50% 8 wafts equivalent to 40 watts of halogen Counter Surface Reflectance 20% 14 watts equivalent to 75 watts of halogen 21 watts equivalent to 100 watts of halogen 28 watts equivalent to 150 watts of halogen 1300 S_ Wolf Road - RG Box 5065 - Des Plaines, ti 600117-5065 - Phone, 1847) 827,9880 - Fax f847( 827,2925 270 Cluysler D6ve - Ntunpton, Ontario - Canada 165 6B6 - Phone (905) 792-7335 - Fax l905) 792 0064 ' 1, " Visit us at www,junolightinggroup.com F'6nu.d in U $A, @2(X)7 Juno Ugh6ng, Inc. 13 Kirkham 11" Wide Dark Sky Outdoor Wall Light - ShopOutdoorLight... W://www.sliopoiddoorllgMWcoiVUL4zs()Jzs.mu u Kirkham 11" Wide Bark Sky Outdoor Wall Light -item OL48638 Light the night, but not the night sky, with this Dark Sky regulation approved wall light. A bent arm extends the light housing away from the wall and directs light downward. Rated for full cut-off, the design features a warm hammered Aspen bronze finish. From Minka's Kirkham lighting collection. Our Price $64.99 FREE SHIPPING ON ALL ITEMS! Shop with Confidence you'ilgetfree shipping on all orders to the lower 48 states, r uiranta r ci {q w arlce,,s, fast a easy returns and friendly help from trained specialists. • Hammered Aspen bronze finish. • Takes one 60 watt A15 bulb (not included). e 6 1/2" high. • 11" wide. • Extends 12 1/4" from the wall. About Minka Lavery There's something for every decor and budget in the Minka Lavery line of outdoor lighting fixtures. Part of the Minka Group of lighting companies, Minka Lavery is known fo r their flair with design, quality and workmanship. From classic Arts and Crafts designs with a Mission flair to omate, carriage style traditional designs, theres something here for everyone. © 2008 ShopOutdoortighting.com - All rights reserved KA.. . i;. ... li .. RY n 1 of 1 10/9/2008 11:35 AM Landscape Ligldng - Black Landscape 14" ffigh Path 11g1t (85559) http://www.larMspius.convrroauctsti-kumL;itpu-i,jLgt,uLw xyp.._ ORDER 37,ATU3 I-BOO-732-1967 _PP R F "y word or Item C 4 I CA� "'JIN11111, 11 1010ATOIR "C '�R r 11 Q L 11,,Z CON AC4Pley Ile j RIEVII L i,"d UL, Ceiling Lights Lamps I vvall Lights Outdoor Lights Ceiling Fans Others Best Sellers Home Ddcor Expanded Call Center Hoursl sales agents available Sam-11prn (Pacific) 7 Days a Week! 1AMjPLU5 >Lgi-osgia -ge mMgMinni > lqwYqka - > $25,44M9% > 85559 1I Live gh_at_ Coordinating Items: Select All I Sell None Black Landscape 14' High Path Light (85559) A perfect addition to your walkway or path to illuminate your garden and plants. Our Price $39.99 FREE SHIPPING* on this ten Compare $59.99 QTY., I Ad4tq", Cart 8 G.), ugWina-c0l Product Rating (0 Ratings) VYdk.9_a__RevkW Review This Item For a Chance to Win $500! Y"_n&s. This black die-cast aluminum landscape light is great to brighten walk -ways, paths, and can be used to add light to gardens and plants. includes stake. * Black finish. * Includes a 20 watt 12v JC type bulb. * 14' high. * 8 1/2" wide. Buy Fast, Feel Secure.® Pay Later with 1311 Me later®! Qgob, Select items below and add them to your Portfolio or Cart! Add Selected to: Portfolio I Sh9ppiag-Cad 1 of 3 10/9/2008 7:43 PM Kirkham Dark Sky Outdoor Post Mount Light - SWpoutdoortAghting.com ShopoutdoorLi g htin g-com Kirkham Dark Sky Outdoor Post Mount Light - item OL48700 Light the night, but not the night sky, with this Dark Sky regulation approved post light. A bent arm extends the light housing away from the post and directs light downward. Rated for full cut-off, the design Features a warm hammered Aspen bronze finish. From iMinka's Kirkham: lighting collection. Pole not Included. Our Price $54-91 ,Shop with Confidence You'll get free shipping on all orders to, the lower 48 states, giarq0A9A!JL0_w.RQk9A, fast & easy returns and friendly help from trained specialists. Key Features * Hammered Aspen bronze finish. a Pole not included. 9 Takes one 60 watt A15 bulb (not included). * 11" high. a 8 1/2" wide. 9 Extends 11 3/4". About Minka Lavery There's something for every dA-cor and budget In the Minka: Lavery line of outdoor lighting fixtures. Part of the M Inka Group of lighting compailles, Minka Lavery is known for their flair with design, quality and workmanship. From, classic Arts and Crafts deslogns with a Mission flair to ornate, carriage style traditional designs, theres something here for everyone. @ 2008 Shopoutdborl-Ighting.corn - All rights reserved I of I 10/9/2008 11:36 AM F 1.4 NaviLite N�"ILITE EXIT & EMERGE . NCJ Project Fixture Type: Location: Contact/Phone: . ...... . .... PRODUCT DESCRIPTION NoviLite NXP Series Thermoplastic LED Exit Signs offer long lamp life, energy efficiency and uniform illumination in an economical package. Possessing premium installation features such as 0 scrap -fit canopy & housing, along with push -out chevron directional indicators, the NXP Series offers unsurpassed value in an aesthetically pleasing design!. All NXP Series signs include a second: Faceplate and a snop-fit canopy for universal installation. PRODUCT SPECIFICATIONS Construction Injection molded, enqjneering•grode, LIV-stable, thermoplastic * U194V4 flame rating # impact, scratch, fade and corrosion -resistant * Durable unibody housing frame with reinforcing ribs and integral wiring channel - Snap -fit faceplate and backplato - Second faceplote, included for double face applications 0 6" letters with '14' stroke width 0 FuWslze, 'Ir wide chevron directional indicators - Chevron directional indicators can be easily removed or reinserted as necessary * Red or green letters - While or black textured finish. Electrical Dual voltage 120/277VAC o Rated for use in damp locations 0 Optional 2-circuit versions to comply with local codes and special requirements. Lamps Long life, energy saving LED lamps * LEDs are cormecii- ed in a series/parallel configuration such that the unlikely failure of one LED will affect no more than one other LED e Red or green LED/letters 9 Red signs and green signs consume less than 3 watts. Code Compliance UL Listed - ETL Listed o CUL Listed - Damp location rated * NFPA 101 Life Safety Code compliant o NEC and OSHA compliant o Meets the State of Minnesota energy efficiency requirements. Warranty 5-year warranty. Product specifications subject to change without notice. INSTALLATION Mounting Maybe top, back or end mounted • All signs include quick -install snap -fit canopy and mounting hardware for easy top or end mount installation * Bo&plote includes universal mounting pattern knockouts 6 simple back mounting. UP = Them"Ictok LED Exit Sign - A( 0* REV-A/08 3 = Univeisal Single/ R = Red toltem BouMe Face 11 6 = Green Utters THERMOPLASTIC LED EXIT SIGN AC Only NXP Series EXIT' DIMENSIONS U AV 8 YV rs EXIT 12Yr H 13" 1 V47 ENGINEERING DATA Input Max. MUL Voltage Ames Wells Red LED 120 0.02 2.1 Red LED 277 0.01 21 Grow LED 120 0.03 - - - - 2.7 — ---------- - . . ..... Grow LED 277 0.01 .2.8 ACCESSORIES Catalog Kwd" Description W. NVSi Nycwbomto Vandal SNeW - Small NWGi Wire Gwd - Smd Accessories are ordefed SOIXOD"- 10 017-07 &Pbd Y �CQGnkjo$ , �R-� Options & Accessories specification sheet for additional informfion. (M.Sof6twead" I ) 2C tiler IV I WH = WMe O&q ExmVk- W3M( OL = " E111pP—_--qW Lf a,- F7.1.0 • EMERGENCY Projecf: Fixture Tvne: Locafion: mmm PRODUCT DESCRIPTION THERMOPLASTIC EMERGENCY LIGHT NwiLite N4 Series Thermoplastic Adjustable Emergency Lights offer contemporary aesthetics, quick installation and premium options such as remote capability and lamp wattage choice in an economical package. PRODUCT SPECIFICATIONS Construction Injection molded, engineering -grade, UVstable tilermoplastic e U1.94V0 flame rating . impart, scratch„ fade and corrosion -resistant & Snopl housing and mounting plate 9 Universal mounting plate with quick -conned feature reduces Installation labor # White or black textured finish. Electrical Dual voltage 120/277VAC a Solid state charging and switching • Brownout protection • Battery low voltage dis- connect • AC power indicator and test switch. Lamps Supplied with 6V, 5W incandescent wedge base lamps (Standard unit), or 6V 5AW incandescent wedge base lamps (HO version(. Other lomps available, see ordering information below. Battery Mointenonce-free 6V sealed lead calcium battery o Standard battery will operate fixture for a minirnum of 90 min- utes in the event of a power outage * High Output version will operate a total of 21.6 Watts for a minimum of 90 minutes. Code Compliance UL Listed • NFPA 101 Life Safely Code compliant o NEC and OSHA compliant. Warranty 5-year warranty (see reverse for battery warranty). Product specifications subject to change without notice. INSTALLATION_............._..............._.._.__................ _.............m._w.....�..- MAountrnR Suitxable for wall or ceiling mounting • Mounting plate includes universal mounting pattern for simple mounting over .1-Bose • Conduit mounting ready. Adjustable Round Heads N4 Series tlPA) DIMENSIONS FRONT VIEW as TOP VIEW ss• _� Max ENGINEERING DATA Input Max. Max. voltage B.... Watts ts STD...... -� _ 5 Unit 277 0.020...... ._ .w.._ .............. . NO _ -. 120 ....� 0.077 8.5 �.......�B_2..,�� Version 277 .._.......�_....._..0.032�..-.. ACCESSORIES Catalog Number Desa tlon NVS3 Pdymllaaarmle Vandal Slield -Snmll BuMe NW 1 WheGwd-"oast Arx asri�s aara awadsera, ae arc� . Tn a e ea num r. R b daps wa s Aec air try yl ee#t➢r. aeaw a adwc o toe axdatdaEel l infro—ai-, OROERINU IMPUK1InAl tcarv, — WUHU'll r W , 1. 0 Ulu tput Lamp Rated Outp-twat S Catalog Number Finish �faltaPe ... Watta"Ve -_ „ __..._ 1'/2hrs .._2 hrs. 4 hrs. White 6V 2 x 5W 10 - -- NOL Black 6V 2 x 5W 10 - - ORDERING II+JFORMATIO Hig Output Units Output p mp Lam Rated Output Watts Remote Catalo_._ Voltage 16V 9e 9e W2 1 /� hrs . 2 hrs .. .r 3 hrs., — Load — N4WHHOgmNumber White While .. . ,. x 5 4W 21.6 16.2 10.8 Up toIC.BW N48LHO Black 6V 2 x 5.0 21.6 16.2 10.8 Up to IO.BW N4WHH07 White 6V 2 x 7.2W 20 15 10 N4BLH07 Black 6V 2 x 7.2W 20 15 10 10 14WHH09 While 6V 2 x 9W 20 15 10 1114111.1109 1 Black 6V 2 x 9W 20 15 10 - N4WHH010 White 6V 2 x 1010 20 15 15 10 - N4BLH010 _ Black 6V 0W ITIT_ 20 REV-6/07 0 F7.1.0 I N"ILITE EXI,T & EMERGENCY THERMOPLASTIC EMERGENCY LIGHT Adiustable Round Heads N4 Series PHOTOMETRICS 5AW 6V LBIW Hoftmtd Distribution FEET LEFT 10 0 10 FEET RIGHT 20 1--_,,"r- __ " ""T— "' -l-- _ I 10 20 30 40 FEET FROM LAMP (MeuSUred W M619) SAW 6V Lamp 20 WrIl.al 016tribullun Feet Up 10 0 -10 Feel WWn 20 10 20 30 40 FEET FROM LAMP (Measured M Wds) BATTERY DATA . . ..... ........ __ . . . ......... . . . ..... • Lead Calcium battery warranted for one full year with additional 4 years pro -rated warranty • Recharges in 48 hours or less Battery Shelf Expected Temperature Typo voltage Life' —15,.nth, Life, _Yeml Ranges _ -F Lead Calcium (Std. Unit) 6V, 4.5Ah 5 .... 40-7-F-95 . ...... . ..... . . ......... Lead Calcium (HO Version) 6V, 7Ah ..... 15 months 5-8 40'F-95*F At 777— T. obtain rated life and capacity. Recommended Fixture Spacing 3 Feet Wk!&! Path of ress swcin DO Ave fflffimw�ination 6V 5AW 18.5 ft. 1.03 FC 6-V-72W 2�— " . ........ .2 ft. 1.04 FC 2�V —9W k.1.03 FC ..... . .... . . . ..... Fixture spxinq cokul0tiOn' pet wide Room reflectonces 80/50/20 coiling, walls, and floor respectively Fixtures mounted 7' from the floor for 5AW and 7.2W lamps, and 7.5' from floor for 9W lamps Values represent an approximation and are based on an open environment Juno Lighting Group takes no responsibility for local requkernents or qwik project variables. Information is provided only as an approximation of coverage/spacing. a 000 S. Wolf Road - 1:1,0. Box 5065 - Des Plaines, It. 60()l/,5065 - r1hOne (84/) W-9880 - Fax 1847) 827,2925 JmoLK41W,em�, 220 Chrysler Drive - Bminipton, Ontario - Canada 116E 6B,6 - Phone (905) 792./335 - rax (905) 792-0064 j6- Visit us at www.junolightinggroup.com Printed in USA @2007 Juno Ughfing, Inc. 2006 Washington 'State Nonresidential Energy Code Compliance Form w 2006 Washington state Nonresidential Energy Code Compliance Forms, Revised July 2007 Project Info Project Address 2333 San 'Juan Avenue Date 8%26/2008 .Port Townsend, WA 9836e For Building Department Use Applicant Name. Quimper Unitarian Universalist church Applicant Addressame as project address above Applicant Phone: 360- 37 4 — o6 F7 j Description ❑ New Building Addition ❑ Change of Use �Po eCt Deaclr� t1On 9 ® ❑Alteration n ® Prescriptive ❑ Component Performance ❑ Seattle EnvStd Compliance, Com Option p l�' (See Decision Flowchart (over) for qualifications) El Systems Analysis Space Heat Type 0Electric resistance ® All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1. Glazing Area Calculation (rough opening) Gross Exterior Note: Below grade walls may be included in the (vertical & overhd) divided by Wall Area times 100 equals % Glaring Gross Exterior-WaIIArea If.ttiey,are insulated to the level required for opaque walls. Conerete/Masonry Option Oyes Check here if using this option and if project meets all requirements for the ConcreteiMasonry p no Option. See Decision Flowchart(ovrar) for qualifications. Enter requirements for each qualifying sCJ assembly below. O yes Check here if using semi -heated path and if project meets all requirements for semi -heated spaces Semi -Heated Path ® no as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requirement is reduced (2006 change). Only available In prescriptive path. Envelope Requirements (enter values as applicable) Minimum lartadiattion R wradues Roofs Over Attic /e - 3 8 All Other Roofs A - 30 Opaque Walls 1 / v4g :: Below Grade Walls Floors Over Unconditioned Space lei/A %Z - 30 elf 1� Slabs -on -Grade Radiant Floors /VIA Maximum u4acfors Opaque Doprs W - , Verti',calGlaring Overhead i3,lazing Maximum SHGC (or SC) 1/ertioallovrerhead Glaring 0 A-4 .. 1. Assemblies with metal framing must comply with overall U-factors N ote : Opaque ConcretelMasonry Wall Requirements Wall Maximum 0-factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC z 9.0 Btu/ft2-*F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description (including insulation R-value & position) U-factor 2006 'IrV..n Form ti 3eci io11 Flowchart Use this flowchart to determine if project qualifies for the optional Prescriptive Option. or Prescriptive Option If not, either the Component Performance or Systems Analysis Options must be used. ' F, 1302 Space Heat Type: For the purpose of determining building envelope ............ , Electric Resistance: Space heating systems which use electric resistance requirements, the following two categories comprise all space heating types: START. elements as the primary heating system including baseboard, radiant, and Other: Al other space heating systems including gas, solid fuel, oil, and forced air units where the total electric resistance heat capacity exceeds 1.0 propane space heating systems and those systems listed in the exception to Wfftz of the gross conditioned floor area. Exception: Heat pumps and electric resistance. (continued at right) terminal electric resistance heating in variable air volume distribution systems. Electric —No .... _..... Resistarbce > � Yee All Insulation InstalleRd`k., All Insulation Installed? Below Grd Wall ext) 0 Wood Metal Bei'o'w Grd Wall (oth) R-19 Below Grd Wall (ext) R-10 R-10 Roof Over Atll'c R-30 BeioW,Grd Walt (oth) R-19 U-0.062 All Other RoofR-21 Roof Cver Attic R-38 U-0.031 Raised Floor R-19 All Other Roof R-30 0-0.034 Slab-On-Gr"ade R-10 Raised Floor R-30 U-0.029 Radiant Flag R-10 Slab.tan Grade R-10 R-10 Opaque Door ' U-0.60 Radiant Floor R-10 R-10 „- 10 aoue Dow 0.0.60 U-0 fi0 NoJ eSM p h'eS N Mass W ' ove G*Wall �W�Mass Wall re e N0 � Weds OK? No ... Wall R19 wood, or "}- No, Criteria OK? -Nth-fir. (below) ✓ �"4I0.062 met I,� (below) Ye d Yes. 'des Yes r AG Mass Wall Insulation Req, AG Mass Wall Insulation Req. Mass'Wall ., U0.,15IR5.7ci Mass Wall U0.15/R57ci MU Block ,Ins. Cores Yes CMU Block Ins. Cores Wood Frame R19 Wood Frame _ Rig - Metal Framed R19 e� Metal Framed U0.062 No -'u'4 Glazing �riteria Met? Glazing Criteria Met? t _.... _ _...,...... ........ .r, f _r .Are I"B ng .Vert . , Ott Glazing Vert OH G la %° WailU'Val SHGC Area % UVal UVal SHGC 0 30% 0.55 ':' 0.70 0.45 0-30% 0.40 0.60 0.40 30-45% 0A6 0:60 0.40 >30 Not Allowed >45% Not Allowed p es a Prescriptive Yes10 . No Path Allowed " a Component Performance, 'texas Analysis, or EnvStd Require _ ro Concrete,/Masonry Option* Wall Heat Capacity (HC) It the area. weighted heat .° capacity (HC) ofe, the total above grade wall is a minimum of �9.0, the Concrete Masonry Option may be used. "For framed walls, assume HC=1.0 unless calculations are provided; for all irhthpr WaIiA ImP Assembly De/Masonry Description P Ass .Ta Y 9 HC— kwea sf & HC x Area Totals Section 1009. Area weighted HC: divide total of (HC x area) by Total Area Da e 08/2008 m SECTION VIEW Ref. ': L 20 0 5 Job Name: ODUF Model: SC (SHORT CIRCUIT) A=___�i3'I. w HOOD 1 LxWxH TO" x 48" x 24" WALL STYLE - HOOD IS 1 SECTION, STAND ALONE MATERIAL FILTERS ALUMINIZED STEEL Where Exposed Aluminum Baffle U0 LIGHTS 2 Prewired Incandescent Light(s) SECTION 1 7' 0" x 48" x 24" WEIGHT: 400lbs 450 Degree ETL Label (no charbroiler) (Conforms to ANSI/UL-710) COLLARS (See Plan View for Size & Location) Front Panel Insulation Back Stand -Off Mounted 'Hood Mounted Ansul R-102 Wet System RH-END Including up to 2" Mechanical Gas Valve 115 VOLT 3 Switch Panel Prewired RH-END CFM REQUIRMENT: EXHAUST: 1806 CFMS @ .625 S.P. NOTE.......: S.P. Calculations Include Hood, Filters, and up to 8' of Straight Exhaust Duct. SUPPLY: 1445 CFMS @ .125 S.P. NOTE.......: S.P. Calculations Include Hood and up to 20' of Straight Supply Duct. NOTES: LARKIN INDUSTRIES, INC. - 114 David Green Road - Birmingham, AL 35244 Page 2 SC-BSO 4C., PLAN VIEW a Date....: 10/08/2008 Ref. #.: L-206995 Job Name: QUUF Model: SC (SHORT CIRCUIT) EXHAUST COLLAR(S) SHIPPED LOOSE 19" MAX. 1 W2 W1 SUPPLY COLLAR(S) SHIPPED LOOSE 14" MAX. j F.C.. L1 12" L2 HOOD SIZE & CONFIGURATION HOOD 1 TO" x 48" x 24" WALL STYLE - HOOD IS 1 SECTION, STAND ALONE DIMENSION DATA Li - 7' 0" L2 — 8' 0" W1- 48" W2- 51" SECTION 1 7' 0" x 48 " x 24 " 1 - 13X13 -Exhaust Collar Shipped Loose 1 - 24X10 -Supply Collar Shipped Loose NOTES: LEGEND EXHAUST COLLAR Z SUPPLY COLLAR HANGER 0 r—i TYR REAR HANGERS 0 9.5' • HANGERSARE 1.S x 5' TYP. T-1-.•TYP.FRONT HANGERS* T 1'r l LARKIN INDUSTRIES, INC. - 114 David Green Road - Birmingham, AL 35244 Page 3 PMUA-SAT-BSO-FCR Date....: 10/08/2008 LOREN COOK EXHAUST FAN Ref. #.: L-206995 Job Name: QUUF c uL us 1 T Sq. - u- G STANDARD FEATURES: All Aluminum Housing • Backward Inclined Wheel *Two Piece Top Cap with Stainless Steel Quick Release Latches -One Piece Bottom Spinning -Welded Curb Cap Comers• C Vibration Isolators- Lifting Lugs- Permanently Lubricated Ball Bearing Motors -Static Resistant Belts•Adjustable Pitch Drives Through 5 HP Motors *Corrosion Resistant Fasteners•Regreasable Bearings In a Cast Iron Pillow Block Housing, Rated at &XrL 200,000 Hour Average Life- Standard ODP Motors Ship FAN CURB DIMENSIONAL DATA SIZE MODEL A B C G T H FAN 1 For Hood: 1 SECTION: 1 QUANTITY MODEL CFMS S.P. H.P. VOLTAGE PHASE AMPS WEIGHT 1 135135B 1806 25 1/2 115 1 9.80 91 OPTIONS 19X19X24 Sloped Roof Curb 5/12 LARKIN INDUSTRIES, INC. - 114 David Green Road - Birmingham, AL 35244 Page 4 R-V-FAN 4U=C660 ETL-705 SUPPLY FAN Date....: 10/08/2008 Ref. #.: L-206995 Job Name: QUUF B G H Iz 4- 4 A F pj i I A i OPENING -- FAN CURB DIMENSIONAL DATA SIZE FILTER slzFs MODEL A B C D E F G H I I ARS-9 24' 24' 30' 25' 101I4' 1113J16' Ir 23- 23' (1) 20WM' FAN 2 For Hood: 1 SECTION: 1 12' TALL STANDARD FEATURES: Heavy Gauge Housing • Easily Removable Cover -Corrosion Resistant Fasteners -Constructed of Galvanized Steel (Painting not Required)- Double Inlet Supply Blower, Belt Driven, Mounted on Vibration Isolators • Cast Iron Motor and Fan Drives- Factory Mounted Disconnect Switch- Permanently Lubricated Bearings -Cleanable Aluminum Mesh Filters* ETL Listed QUANTITY MODEL CFMS S.P. H.P. VOLTAGE PHASE AMPS WEIGHT 1 ARS-9 1445 .125 1 /4 115 1 5.80 195 OPTIONS 23X23X12 Sloped Roof Curb 5/12 LARKIN INDUSTRIES, INC. - 114 David Green Road - Birmingham, AL 35244 Page 5 ARS1-FAN BLOWER ROOF CURB �s .wa Date....: 10/08/2008 SHOP DRAWING Ref. #.: L-206995 Job Name: QUUF TO: CENTRAL PRODUCTS, INC. ATTN: CLAY FAX: 317-337-1100 SUBMITTED BY: PATRICK MILLER PAGES: 5 (Including This Cover Sheet) Following are the Shop Drawings you requested for the above referenced Quote Number. If there are any changes needed to these drawings or quote, please contact PATRICK MILLER at (800) 322-4036 or email at PATRICK(@LARKINHOODS- COM LARKIN INDUSTRIES, INC. - 114 David Green Road - Birmingham, AL 35244 Page 1 Specifications SECTION 06120 STRUCTURAL INSULATED PANELS PART 1 GENERAL 1.01 SUMMARY A. Section Includes: Structural Insulated Panels (SIPs). B. Related Sections: Section(s) related to this section include: 1. Section 06100 Rough Carpentry 2. Section 06090 Wood and Plastics Fastenings 1.02 SYSTEM DESCRIPTION Structural Insulated Panels (SIPS) consist of oriented strand board (OSB) laminated with structural adhesives to an insect resistant EPS insulation core, and SIP Manufacturer supplied connecting splines, sealants, and SIP screws. 1.03 REFERENCES A. ACSE 7 - Minimum Loads for Buildings and other Structures. B. ASTM C578 — Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation. C. ASTM E1803 — Standard Test Method for Determining Structural Capacities of Insulated Panels D. DOC PS2 — Performance Standard for Wood -based Structural -Use Panels. E. ICC ES AC04 — Acceptance Criteria for Sandwich Panels. F. ICC ES AC05 — Acceptance Criteria for Sandwich Panel Adhesives. G. ICC ES AC12 — Acceptance Criteria for Foam Plastic Insulation. H. AWPA E12- Standard Method of Determining Corrosion of Metal in Contact with Treated Wood. I. ASTM D3273 - Standard Test Method for Resistance to Growth of Mold on the Surface of Interior Coatings in an Environmental Chamber. J. EPA - Registered products listing. 1.04 SUBMITTALS A. Product Data: Submit product data for specified products. 1. SIP Code Compliance: Provide ICC ES code report for SIP with evidence of compliance with code requirements as an alternate method of construction. Submit current compliance report number from ICC ES showing conformance to the International Building Code (IBC) and International Residential Code (IRC). Code report shall include compliance with ICC ES AC04. 2. EPS Code Compliance: Provide ICC ES code report -for EPS foam with evidence of compliance with code. Submit current compliance reporLnurnbers from ICC ES with conformance to the International Building Code (IBC) and International Residential Code (IRG). Code report shall include compliance with ICC ES AC12. 3. Manufacturer's Instructions: SIP Manufacturer's construction detail book and load design charts. B. Calculations: Provide structural calculations by a design professional registered in the state of [insert state] qualified to perform such work. C. Shop Drawings: Submit shop drawings for SIPs showing layout, elevations, product components and accessories. D. Quality Assurance Submittals: Submit the following: 1. Certificate: Product certificate showing compliance to Third Party Quality Control program of Underwriters Laboratories, Inc. E. Fire Resistant Assemblies: UL construction number for each fire -rated assembly F. Warranty: Warranty documents specified herein. IS 1.05 QUALITY ASSURANCE A. Installer Qualifications: Installer should be experienced in performing work of this section and should have specialized in installation of work similar to that required for this project. B. Source Limitations: Obtain all SIPS through one manufacturer. All accessories to be furnished or recommended by the SIP manufacturer. 1.06 REGULATORY REQUIREMENTS A. SIPs shall be recognized for compliance in a current ICC ES evaluation report. B. Pre -installation Meeting: Conduct pre -installation meeting to verify project requirements, foundation/structural system/substrate conditions, SIP manufacturer's installation instructions and SIP manufacturer's warranty requirements. Comply with Division 1 Project Management and Coordination (Project Meetings) Section. 1.07 DELIVERY, STORAGE & HANDLING A. Ordering: Comply with SIP manufacturer's ordering instructions and lead time requirements to avoid construction delays. B. Delivery: Deliver materials from SIP manufacturer with identification labels or markings intact. C. Off-load SIPs from truck and handle using fork lift or other means to prevent damage to SIPS. D. SIPs shall be fully supported in storage and prevented from contact with the ground. Stack SIPS on pallets or on supports at a maximum of four feet on center. E. SIPs shall be fully protected from weather. Protect against exposure to rain, water, dirt, mud, and other residue that may affect SIP performance. Cover stored SIPs with breathable protective wraps. SIPs shall be stored in a protected area. 1.08 WARRANTY A. Project Warranty: Refer to Conditions of the Contract for project warranty provisions. B. Manufacturer's Warranty: Submit SIP manufacturer's standard warranty document. SIP Manufacturer's warranty is in addition to, and not a limitation of, other rights Owner may have under Contract Documents. 1. Warranty Period: [Specify term.] years commencing on Date of Substantial Completion. PART 2 PRODUCTS 2.01 MANUFACTURERS / SUPPLIERS A. Premier Building Systems, 4609 70'" Avenue East, Fife, WA 98424. Phone 800-275-7086 B. Premier Building Systems, 3434 West Papago Street, Phoenix, AZ 85009. Phone 800-240-6691 C. Insulfoam, LLC,1019 Pacific Avenue, Suite 1501, Tacoma, WA 98402 2.02 MATERIALS A. SIPs consisting of the following: 1. UL certified EPS core with insect resistant treatment, minimum of 0.95 pcf (15.2 kg/m3) complying with ASTM C578 Type I. Insulation manufacturer shall provide Third Party UL certificate. 2. OSB identified with APA or PFS performance mark with Exposure I durability rating and performance in accordance with DOC PS-2 span rating 24/16 or greater. 3. Adhesives shall be in conformance with ICC ES AC05 —Acceptance Criteria for Sandwich Panel Adhesives 2.03 ACCESSORIES A. Splines: OSB, PBS Super Splines, or I-beam for use in joining SIPs shall be supplied by SIPS manufacturer. B. Fasteners: corrosion resistant SIP screws compatible with SIP system shall be provided by the SIPs manufacturer. 1. Wood Screws for attachment to wood members 2. Heavy Duty Metal Screws for attachment to metal members (16 gauge to 1/4") 3. Light Duty Metal Screws for attachment to metal decks (18 gauge or thinner) C. SIP Sealant: Shall be specifically designed for use with SIPs. Sealant must be compatible with all components of the SIP Sealant shall be provided by the SIP manufacturer. D. Dimensional Lumber: SPF, #2 or better, or engineered equivalent unless otherwise required by structural drawings. E. Vapor Retarder SIP Tape: Tape with an adhesive suitable for indoor use, min. 6 inch wide for use on SIP joints. SIP Tape shall be supplied by the SIP manufacturer. 2.04 FABRICATION A. Sizes: SIPs shall be fabricated in accordance with approved Shop,Drawings B. Thermal Resistance, R-value ***Note to Specifier*** Select the R-value as required for each area of construction. Typically, 4" & 6" panels are used for walls, 8",10" & 12" panels are used for floors and roofs. 1. 4 1/2" (114 mm) thick SIP with R-value of 15.0 at 750F 2. 6 1/2" (165 mm) thick SIP with R-value of 23.0 at 750F 3. 8 1/4" (210 mm) thick SIP with R-value of 30.0 at 75°F 4. 10 1/4" (260 mm) thick SIP with R-value of 38.0 at 75OF 5. 12 1/4" (311 mm) thick SIP with R-value of 46.0 at 75OF 2.05 PRODUCT SUBSTITUTIONS A. Substitutions: No substitutions permitted without fourteen day (14) prior approval. 2.06 RELATED MATERIALS A. Related Materials: Refer to other sections for related materials as follows: 1. Dimensional Lumber: SPF #2 or better or pre-engineered equivalent: Refer to Division 6 Carpentry Sections. 2.07 SOURCE QUALITY A. Source Quality Assurance: Each SIP component required shall be supplied by SIP manufacturer and shall be obtained from selected SIP manufacturer or its approved supplier. 1. Each SIP shall be labeled indicating UL Third Party certification. 2. Provide evidence of UL Third Party inspection and labeling of all insulation used in manufacture of SIPs. 3. SIP manufacturer shall provide Lamination, R-Value and warranty documents for building owner acceptance and execution. Manufacturer's standard forms will be submitted. 4. Provide SIPs with EPS treated for insect resistance. Treatment shall be EPA registered. 5. Dimensional Tolerance - shall comply with values listed in the manufacturer's Quality Control Manual. B. Source Quality: Obtain SIPs from a single manufacturer. [a 70 PART 3 EXECUTION 3.01 MANUFACTURER'S INSTRUCTIONS A. Compliance: Comply with manufacturer's ]CC ES report, Load Design Charts, Detail Book, Shop Drawings, and product data, including product technical bulletins, for installation. 3.02 EXAMINATION A. Site Verification of Conditions: Verify substrate conditions (which have been previously installed under other sections) are acceptable for product installation in accordance with manufacturer's instructions. 1. Verify conditions of foundation/structural system/substrate and other conditions which effect installation of SIPS. Any adverse conditions shall be reported in writing to the SIP manufacturer and the design professional. Do not proceed with installation until adverse conditions are corrected. 3.03 INSTALLATION A. SIP Installation: 1. SIP Supports: Provide level and square foundation/structural system/substrate that support wall and/or roof SIPs. For wall SIPS, hold sill plate back from edge of rim board 1/2" (12 mm) to allow full bearing of OSB skins. Provide 1 1/2" (38 mm) diameter access holes in plating to align with electrical wire chases in SIPs. Provide adequate bracing of SIPs during erection. Remove debris from plate area prior to SIP placement. 2. SIP Fastening: Connect SIPs by nails or staples as shown on drawings. Screws of equal strength may be substituted for nails and staples as specified by engineer. SIP sealant must be used together with each fastening techniques. Where SIP Screw Fasteners are used,•provide a minimum of 1" (25.4 mm) penetration into support. Join SIPs using plates and splines. Secure attachment with nails, staples, or screws, and SIP sealant. Apply SIP sealant following SIP manufacturer recommendations. 3. SIP Tape: Provide SIP Tape atjoints between SIP wall panels, roof panels and at intersection of SIP roof and wall panels. 4. Vapor Retarders: Provide vapor retarders mandated by building code. 5. Thermal Barriers: Interior surfaces of SIPs shall be finished with a minimum 15-minute thermal barrier, such as gypsum wallboard, nominal 1" (25 mm) wood paneling, or other approved materials. Apply code approved thermal barriers according to SIP manufacturer's recommendations. 6. Restrictions: Do not install SIPs directly on concrete. Do not put plumbing in SIPs without consulting SIP manufacturer. Do not over cut skins for field -cut openings and do not cut skins for electrical chases. SIPs shall be protected from exposure to solvents and their vapors that damage the EPS foam core. 7. Remove and replace insulated wall or roof SIPs which have become excessively wet or damaged before proceeding with installation of additional SIPs or other work. 3.04 FIELD QUALITY REQUIREMENTS A. Manufacturer's Field Services: Upon Owner's request, provide manufacturer's field service consisting of product use recommendations and periodic site visits for inspection of product installation in accordance with manufacturer's instructions. 1. Site Visits: [Specify number and duration of periodic site visits.]. 3.05 PROTECTION A. Protection: Protect installed product and finish surfaces from damage during construction. 1. Roof SIPs: Protect roof SIPs from weather by roofing materials to provide temporary protection at the end of the day or when rain or snow is imminent. 2. After installation, cover SIPs to prevent contact with water on each exposed SIP edge and face. 71 PART 1 GENERAL 1.1 Section Includes A. Sound -deadening acoustical flooring systems. 1.2 References A. ASTM E 84- test method for surface burning characteristics of building materials. B. ASTM D 1037-test methods of evaluating properties of wood -base fiber and particle panel materials 1.3 Submittals A. Submit under provisions of section 01300. B. Product data: manufacturer's catalog data, detail sheets, and specifications. C. Quality assurance/control submittals: 1. Manufacturer's installation instructions. 1.4 Quality Assurance A. Manufacturer's qualifications: 1. Minimum 10 years experience in producing sound -deadening boards of the type specified herein. 1.5 Delivery, Storage, and Handling A. Deliver materials in manufacturer's original packages. B. Inspect the materials upon delivery to assure that specified products have been received. C. Report damaged material immediately to the delivering carrier and note such damage on the carrier's freight bill of lading. D. Store materials in a dry place, indoors, or on raised platform protected from weather damage. PART 2 PRODUCTS 2.1 Manufacturers A. Acceptable manufacturer: Homasote Company, 932 Lower Ferry Road, West Trenton, N.J. 08628. Telephone: 800-257- 9491 or 609-883-3300, Sales Department, Ext. 1500, Techical Support, Ext. 1332, Fax 609-883-3497. Web site: www.homa- sote.com. For a local Homasote Company sales rep call the Sales Department, Ext. 1500. B. Requests for substitutions will be considered in accordance with provisions of section 01600, C. Substitutions: not permitted. D. Provide all sound -deadening boards from a single manufacturer. 2.2 Materials A. Sound -deadening boards: Homasote 440 SoundBarrier®; physical properties as follows: 1. Thickness: 1/2 inch (13mm), 5/8 inch (16mm), 3/4 inch (19mm). 2. Density: 26-28 pcf (416-448 kg/cubic m). 3. Tensile strength: 450-700 psi (3,100-4, 830 kPa). 4. Hardness (Janka Ball): 230 lbs. (104 kg). 5. Water absorption by volume; ASTM D 1037: a. 2 hour immersion: 5 percent maximum. b. 24 hour immersion: 15 percent maximum. 6. Expansion, 50 to 90 percent relative humidity: 0.25 percent. 7. R-value: 1/2 inch 1.2 (0.021), 5/8 inch 1.33, 3/4 inch 1.4. ,- 8. Flame spread: Class III (or C). 9. Noise reduction coefficient: 0.20. 2.3 Accessories A. Adhesive: APA AFG-01 approved. B. Angular thread nails: length as required to penetrate a minimum of 3/4 inch (19mm) into sub -floor. C. Screws: 1. Coarse thread drywall type wood screw, length as required to penetrate 3/4 inch (19 mm) into sub -floor. PART 3 EXECUTION 3.1 Examination A. Examine substrates upon which work will be installed. B. Verify framing member spacing complies with manufacturer's requirements depending on substrates and installation methods. C. Verify environmental conditions are, and will continue to be, maintained in accordance with manufacturer's recommendations. D. Coordinate with responsible entity to perform corrective work on unsatisfactory substrates or conditions. E. Starting work by installer is acceptance of substrates and environmental conditions. 3.2 Preparation A. Follow manufacturer's instructions by separat- ing and allowing Homasote 440 SoundBarder® to be exposed to environmental temperature and humidity conditions for not less than 24 hours before start of installation. B. 440 SoundBarrier® panels must be installed in a clean, dry condition. DO NOT INSTALL WET PANELS. It is essential to make every effort to prevent water from ponding on installed panels. 440 SoundBarrier® panels must be thoroughly dry prior to closing in the structure. 3.3 Installation A. Follow manufacturer's instructions for cutting and installation of Homasote 440 SoundBarrier®. B. Over wood sub -floors: use 440 Sound Barrier®: 1. Apply 4 by 8 foot (1.219 x 2.438m) panels on approved sub -flooring. 2. Using all approved APA sub -floor adhesive meeting APA-AFG-01 specifications, apply a 3/8 inch bead of adhesive. Holding back 3/4 inch from panel edges and in an 'W pattern within the field as shown in the "nailing and adhesive pattern." i 4, C z - ... �........................ ._- p,.... 4 1 z 3. Allow 3/16 inch (4.7mm) space at panel joints, and 3/8 inch (9.5mm) space along walls and partitions. 4. Use proper length ring shank nails or screws to penetrate sub -floor material 3/4 inch minimum (19mm). Follow nailing pattern in diagram. 5. If omitting adhesive, panels must be nailed or screwed 6 inch o.c. along panel edges and 10 inch o.c. throughout the field of the board. 6. Hold back nails or screws 3/8 inch (9.5mm) from panel edges. 3.4 Adjusting and Cleaning A. Replace panels that cannot be repaired. To make sure you have the most current installation instructions visit httpJ/www.Homasote.comfinstallation to see if newer instructions are online. If online is newer, print out and use the Internet version. These instructions were printed December 21, 2005. hoilmiliasote COMPANY, 932 Lower Ferry Road, West Trenton, New Jersey 08628, Phone: (800) 257-9491 f www.homasote.com, For Technical Support call Ext. 1332 or e-mail techhelp@homasote.com;�, 2 MI-440SB-CEILING-Dec21_05 PRINTED ON RECYCLED PAPER �homasote COMPANY and N.C.F.R. Homasote® Ceiling Applications 6i111 instructiii ut Provide framing or furring at maximum 16" o.c. regardless of 440 SoundBarfier® or N.C.F.R. Homasote® panel thickness. All panel' edges must fall on framing members. The 8" side of the Homasote panel roust be installed parallel to floori'oists, /f Deft exposed 440 SoundBarder may be painted with a quality latex based primer and finish paint applied by brush and/or roller DO NOT SPRAY'PANELS. P, NE'L8". Hoinasote Installed To Ce!Hii Ii , 1) Screw Homasote panels into ceiling joists using standard drywall screws of sufficient length to penetrate a minimum of 3/4". Allow for 3/16" expansion joint at all Homasote edges. The 8' side of the Homasote panel must be installed parallel to floor joists. 2) Screw Homasote panels 4" - 6" o.c. along panel edges and 1 W-12" o.c. at intermediate supports. 3) Install resilient channels (or equal) spaced 24" o.c. over Homasote panels. Use sufficient length screws to penetrate through the panels and into ceiling joists a minimum of 3/4". 4) Install gypsum wallboard to resilient channels as per manufacturer's installation instructions. "If resilient channels are not installed, the gypsum wallboard must be installed, staggering all seams, over the Homasote panels and screwed into the ceiling joists as per gypsum wallboard manufacturer's installation instructions. Resifielimt histalled T# Ceiling Joists 1) Install resillent�hannels (or eq/pnetrate paced a maximum of 16" o.c., to ceiling joists. Use sufficient le gth screws tointo the ceiling joists a minimum of 3/4" 2) Screw Homasote pa Is usin dard' drywall screws directly into resilient channels. Allow for 3/16" e�x�pans� �i�t at all panel edges. , 3) Screw Homasote panels "X6" o.c. along panel edges and 10"-12" o.c. at intermediate supports. w 4) Gypsum wallboard ", to be installed, staggering all seams, over the Homasote panels and screwed into't�e resilient chann' as per gypsum wallboard manufacturer's installation instructions. lhamasoteCOMPANY, 932 Lower Ferry Road, West Trenton, New Jersey 08628, Phone: (800) 257-9491 www.homasote.com, For Technical Support call Ext. 1332 or e-mail techhelp@homasote.com QU I M PER UNITARIAN UNIVER$ALIST FELLOWSHIP 2333 SAN JUAN AVENUE PORT TOWNSEND, WA 98368 200,115, ISCIASCE7.0 .5 NOTE: 17'09 7-05 IS ONA5 YEAR RENEWAL CYCLE by OFFICE LOCATIONS 365 ERICKSEN AVE NE #328 BAINBRIDGE IOLAND, WA 98110 206-700-682;1 MAIL & DELIVERIES 321 HIGH SCHOOL ROAD STE. D-3 PIVIB 216 BAINBRIDGE ISL., W A 98110 0:206 - 780 6822 C: 206 - 300 2346 u F:206 780 6683 7q= 009 F 208 693 3667 . . I bart@nbse.com California idaho Washington Oregon the toc LOADING CRITERIA &PREMISES 2, D + L LOADING 1 7 ROOF FRAMING l9 FLOOR FRAMING r?., � SEISMIC DESIGN/LATERAL ANALYSIS 30 FOUNDATION DESIGN tj MISCELLANEOUS OR REFERENCE ITEMS Cp 1 EXPLANATORY NOTES 1. PLEASE NOTE THAT SEVERAL REFERENCES MAY f BE MADE TO THE 1997UBC IN THE CALCULATIONS. THIS IS BECAUSE THESE VALUES FOR THE 1997 UBC ARE MORE CONSERVATIVE THAN CURRENT IBC/CBC VALUES. IF THIS IS CONFUSING OR UNCLEAR, PLEASE CALL FOR ASSISTANCE. 2. AREAS OF THE CALCULATIONS MAY BE INCONSISTENT WITH WHAT IS SHOWN IN THE PLANS. THIS IS BECAUSE THE MINIMUM REQUIREMENTS ARE CALCULATED, AND MORE CONSERVATIVE MEMBER SIZES, ETC ARE SHOWN IN THE CALCULATIONS. IF THE VALUES DO NOT MATCH, PLEASE CHECK TO BE SURE THIS IS CRITICAL AND AFFECTS THE DESIGN. 3. FORCE LEVELS USED IN CALCULATIONS, MAY EXCEED CODE REQURRMENTS. THIS IS DONE AT THE DISCRETION OF THE STRUCTURAL ENGINEER FOR PROJECT SPECIFIC REASONS. IF THIS IS UNCLEAR, PLEASE CALL FOR ASSISTANCE. 4. IN MANY LOCATIONS THE SOFTWARE USED MAY NOT MATCH THE PRECISE BUILT OR DESIGNED CONDITION. SOFTWARE IS USED AS A TOOL OR A GUIDE TO A FINAL WORKING DRAWING SOLUTION. ITEMS MAY OR MAY NOT MATCH EXACTLY. Page 1 of 62 LOADING CRITERIA & PREMISES m Page 2 of 62 Job , rrL, IMPER UNITARIAN CHURCH nbse associates __............ Address _..— _.. JOB NO SHEET NO City, State DATE Phone CALCULATED BY _ _ .... - CHECKED BY -� DATE .... v...... _,.......... other 92ft International Building Code 2006 Live 1-ds. Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf. 12 psf Floor 100 psf Stairs & Exitways 100 psf Balcony / Deck 100 psf Mechanical N/A Partitions N/A A1gad;. Floor Roof Roof ng lwtlads. Design Roof Snow load Flat Roof Snow load Snow Exposure Factor Importance Factor Thermal Factor Ground Snow load Rain on Snow Surcharge Sloped -roof Factor Basic Wind speed Mean Roof Ht (h) Building Category Importance Factor Exposure Category Enclosure Classif. internal pressure Coef. Directionality (Kd) .ur. M. a: .- Occupancy Category: Importance Factor Mapped spectral response accelerations Site Class Spectral Response Coef. Seismic Design Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Modification Factor Analysis Procedure 25.2 psf 13.1 psf 21.0 psf Pf = 21.0 psf Ce = 1.00 I = 1.00 Ct = 1.00 Pg = 30.0 psf ••• 0.0 psf Cs = 1.00 90 mph 27.0 ft 11 1.00 B Enclosed Building +/-0.18 0.85 = II [ = 1.00 Ss = 126.70 %g Sl = 46,1T %g D Sds = 0.845 Shc = 0.473 D = Bearing lull Systenss = Light frame walls with shear panels - wood structural panels/sheet steel panels V = 0.130W Cs = 0.130 R = 6.5 = Equivalent Lateral -Force Analysis Page 3 of 62 JO►, .fLE QUIMPER UNITARIAN CHURCH nbse associ; Address City, State JOB NO. SHEET NO. .mm .Phone CALCULATED BY _.... other CHECKED BY DATE QCO!2 S1.11'wICMARY- on11t9u t1 C&C>60 feet Roof Surface Pressure (psf) Areal 10 sf, 1 100 sf 500 sf Negative Zone 1 -18.3 MS -15.8 Negative Zone 2 -22.0 -19.5 -17.0 Negative Zone 3 -38.0 -30.3 -26.9 Positive All Zones 10.0 10.0 10.0 Wall Surface Pressure (psf) Aran' 20 sf l00 sf 500 sf Negative Zone 4 43.3 -12.1 -10.9 Negative Zone 5 -24.4 -19.5 -14.6 3losikwve tm-c'.._ . 0 to 15, 13.3 11.5 10.0 20 ft 13.3 11.5 10.0 25 ft 13.3 11.5 10.0 27 ft 13.3 11.5 10.0 31 ft 13.5 11.6 10.0 Page 4 of 62 • lose associates $Ilk STRUCTURAL ENGINEERS JOB TITLE: JOB NO,, SUBJECT: ., DESIGNER SHEET NO.: .._ �......�_... DATE: J JOB TITLE: v Ci .m ._�....m�._....�._.�, JOB NO....... 1 Q SUBJECT: DESIGNER: • r� nbse associates JOB TITLE QUR&ER ih.if e J CHURCH Address...._��...........W.........._.�_.m.._.u..................... City, State JOB NO. SHEET NO. Phone CALCULATED BY ........ DATE m.. other CHECKED BY DATE Roof Design Loads Items Description Multiple psf (max) .......... psf (min) Roofing Asphalt. Shingles w/roll roofing 3,0 2.0 Deck 1/2" plywood/OSB 1.8 1.5 Framing l,VI, @ 24" 3.0 2.0 Insulation None x 2.0" 0,0 0.0 Ceiling 5/81' gypsum x 1 ply(s) 2.8 2.5 Sprinklers h4cch, & Elec. 2.0 0.0 Mcch & Elec mist. 0.5 0.0 Misc. 0 I 0.0 0.0 Actual Dead Load 13.1 8.0 Use this DL instead 0 20.0 O 9.0 Live Load 20.0 0.0 Snow Load 21.0 0.0 Wind (zone 2 - 100sf) 10.0 -17.0 AS D Isoat) in Dead + Snow Load 34.1 - Dead + 0.75(Wind + Snow) Load 36.4 - 0.6sDead + Wind Load - -12.2 LP a itt 1.21) + 1.6 S + 0.8W 57.3 - 1.2D + 1.6W + 0.5S 42.2 - 0.913+ 1.6W - -20.1 R(iof 'Live Lont1 Redu etlon Roof an l4.00 / 12 18.4 deg 0 to 200 sf 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 A. 12.0 psf 300.0 sf: 18.0 psf 400.0 sf: 16.0 psf 500.0 sf: 14.0 psf User Input: 450.0 sf: 15.0 psf Page 7 of 62 nbse ass "es JOB TITLE Q 7113R CHt)R(Jl . . .. ...... . . Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE...------- other CHECKED BY DATE . . ..... . ...... Floor Design Loads 9 Items' Description Multiple psf (max) psf (min) Flooring Carpet & pad 1,0 1.0 Topping Thin Set Tile x 4.25" 17,0 12.8 Deck/Sub-floor 3/4"plywood/OSB 2.7 2.3 Framing Wood 2x @24" 2.5 1.5 Other None x 0.75" 0.0 0.0 Ceiling None x I ply(s) 0.0 0.0 Sprinklers None 0.0 0.0 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. 0 1 0.0 0.0 Misc- None 0.0 _0.0 Actual Dead Load -7 25.2 0 17.6 Use this DL instead 2 100.0 3 50.0 Partitions 0.0 0.0 Live Load 100.0 VA 0.0 Total Live Load 100.0 _r 0.0 Total Load 125.2 17.6 FLOOR LIVE LOAD RFDIJCI'ION snot including paqjjjq_ni NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non -assembly L=Lo(0.25+15/4KL,AT) Unreduced design five load: Lo = 100 psf Floor member KLL = 2 Tributary Area AT = 300 sf Reduced live load: L = 862 psf Columns (2 or more floors) XLL = 4 Tributary Area AT= 500 sf Reduced live load: L = 58.5 psf TBC & FBC alternate nrocedu Smallest of. R=.08-/o(SF - 150) R= 23. I(I+D/L) = 28.9% R-- 40% beams; 60% columns R = 1.2.0% Reduced live load: L = 88.0 psf R = 28.0% Reduced live load: L = 72.0 psf Page 8 of 62 p« ROQE12M P'tt'l0mno MEIN ROOFING FRAMING PLYWOOD MECHANICAL INSULATION CEILING MISCELLANEOUS DEAD LOAD LIVE LOAD(SNOW) D+L MATERIAL WEIGHTS 8" CONCRETE BLOCK 2X4 016 2X6 Q 16" VfElGlfr 3.0 3.0 2.0 1.0 0.0 2.0 1.0 12.0 20.0 I PROJECT QUU UNITARIAN CHURCH nEIN ROOFING FRAMING PLYWOOD MECHANICAL INSULATION CEILING MISCELLANEOUS INTERIOR PARTITIONIWALL EXTERIOR PARTITIONWALL SEISMIC DEAD LOAD 96 PSF 5 PSF OF FLOOR AREA 8 PSF OF FLOOR AREA KVQHT 3.0 3.0 2.0 1.0 0.0 2.0 1.0 3.0 6.0 21.0 *'— Page 9 of 62 nbge as )ttes t�➢ik ; Ti. .E QUIMPER UI UNITARIAN CHURCH ..,... Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE. other CHECKED BY DATE VII. Snow Loads : 10 Roofslope = 33.7deg Horiz. cave to ridge dist (W) = 25.0 ft Roof length parallel to ridge (L) = 80.0 ft Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 30.0 psf Importance Category = Il Importance Factor 1 = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf= 0.7'Ce'Ct*l•Pg = 21.0 psf Pfmin 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = Dcsign Roof Snow Load (Ps) Building Official Minimum - 21.0 psf 0.0 psf no 0.91 Exposure Factor, Cc. Exposure of roof Terrain Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a 19.1 psf ("balanced" snow load) 19.1 psf Unbalanced Snow Loads - for 111 ,8e Gable roofs orit2 Larger of 2.38 degrees or 70AV + 0.5 = 3.3 deg Unbalanced snow loads must be applied Windward snow load= 5.7 psf = 0.3Ps Leeward snow load from ridge to 5.43' = 43.4 psf = hdy / JS + Ps Leeward snow load from 5.43' to the eave = 19.1 psf = Ps l ecurkaord atoms 11rifts - fararn arl'aa ent laa kcr„rtixad Upper roof length to = 14.0 ft Projection height h = 4.0 ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density 7 = 179 pcf Balanced snow height hb = 1.06 It be = 2.94 ft hc/hb >0.2 = 2.8 Therefore, design for drift Drift height hd = 1.66 ft Drift width w = 6.65 ft Surcharge load: pd = g•hd = 29.7 psf ttamr ]]rifle Jtpalasat w t v kG nxore thAV I5,",)mar Building roof length lu = 14.0 ft Projection height b = 4.0 ft Snow density 7 = 17.9 pcf Balanced snow height hb = 1.06 ft he = 2.94 ft hc/hb >0.2 = 2.8 Therefore, design for drift Drift height hd = L25 ft Drift width w = 4.99 ft Surcharge load: pd = g•hd = 223 psf Stidine Snow - onto luiver roof gliding snow = 0.4 Pf W = 210.0 plf Distributed over 15 fee = 14.0 psf Balanced snow load = 19.1 psf Total = 33.1 psf J NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Page 10 of 62 nbse associates JOB Th. 6 PER UNITCH.U...R.CII ...... _.. . Address JOB NO. .SHEET NO. - City, Slate- .., Phone CALCULATED BY DATE CHECKED BY .- . other DATE YL_S0qW Load . 1 j Roof slope = 26.6 deg Iioriz. eave to ridge dist (W) = 25.0 ft Roof length parallel to ridge (L) = 80.0 R Type of Roof Hip and gable w/ trussed syslrrns Ground Snow Load Pg = 30.0 psf Importance Category = 11 Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Cc = 1.0 Pf = 0.7'C.csaslsPg 21.0 psf Pfmin 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = Design Roof Snow Load (Ps)-^ Building Official Minimum =. 21.0 psf 0.0 psf no I.00 E'agao ore Factor, CC Exposure of roof Terrain Fully Parti,all Sheltered A o/a 1.1 1.3 B. 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees F 0.7 0.9 n/a 21.0 psf ("balanced" snow load) 21.0 psf Unbalmiced Snow toads - for III Gable roofs OW larger of2.38 dcgroez or 70/W +0.5 3.3 deg Unbalanced snow loads mast be applied Windward snow load = 6.3 psf = 0.3Ps Leeward snow load from ridge to 6.2T = 42.0 psf = hdy / 4S + Ps Leeward snow load from 6.2T to the eave = 21.0 psf = Ps Inward Sra � r)ftls- fr�mro( Urooflen length Io = 14.0 ft Projecli'on height h = 4.0 ft Building separation s = 0.0 R Adjacent structure factor 1.00 Snow density T = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 it hc/bh >0.2 = 2.4 Therefore, design for drift Drill height hd = 1.66 ft Drift width w = 6.65 If Surcharge load: pd = ehd = 29.7 psf WInclward 13"O ". Drifts - rnrale t b�lg Building roof leza;o Iti 14.0 ;ft Projectionheight It = 4.0 ft Snow density y = 17.9 pef Balanced snow height hb = 1.17 ft he = 2.83 ft he/hb >0.2 = 2.4 Therefore, design for drift Drift height hd = 1.25 ft Drift wig w = 4.99 ft Surcharge load: pd = g'hd = 22.3 psi 5lldlrt Snow • Ganto lower roof Sliding snow = 0.4 Pf W = 210.0 plf Distributed over 15 feet = 14.0 psf Balanced snow load = 21.0 psf Total = 35.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Page 11 of 62 nbse as �jf`t,'s. ?OTIT�EQUIMP.E..R UNITARIAN CHURCH __ ....,..,...�..�.._._. Address _ ... .em. �w City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE other DATE CHECKEDBY....... _...........w �..__ .�......� .�. W11. art 1 trad9 " Roof slope = 18.4 deg Horiz. cave to ridge dirt (W) = 25.0 ft Roof length parallel to ridge (L) = 80.0 ft Type of Roof Hip and gable w/trussed systems Ground Snow Load Pg = 30.0 psf Importance Category = 11 Importance Factor 1 = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1,0 Pf= 0.7*Ce*Ct*I*Pg 21.0 psf Pf min = 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface,(per Section 7.4) _ Sloped -roof Factor CS = Design Roof Snow Load (Ps) Building Official Minimum 21.0 psf 0.0 psf no 1.00 q t. 17 (xi;7ure Factor, Co Exposure of roof Terrain Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 1.0 Above treeline 0.7 0.9 n/a Alaska -no trees 0.7 0.8 n/a 21.0 psf ("balanced" snow load) 21.0 psf VnbgjqnLtd Snoww IAAads - for I,i & fable roofs or Larger of 2.38 degrees or 70tW + 0.5 = 3.3 deg Unbalanced snow toads must be applied Windward show load = 6.3 psf = 0.3Ps Leeward snow load from ridge to 7:68' = 38.2 psf = MY / VS + Ps Leeward snow load from 7.68' to the cave = 21.0 psf = Ps I O rd 5w1ow Drifts - kom ad'acont hugger rt Upper roof length ltm = 14.0 ft Projection height h = 4.0 ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density Y = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 ft hAb >0.2 = 2.4 'therefore, design for drift lriftheight hd = 1.66ft Drift width w = 6.65 ft Surcharge load: pd = g*hd = 29.7 psf 3W1ndwart &&wj)Uftss - A 1 .bra aA-...:.n elk rn1r .,'than 15" 1aN-19 Building roof length lu = 14.0 ft Projection height h = 4.0 ft %j Snow density Y = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 ft hcf}hb >0.2 = 2.4 Therefore, design for drift Drift height hd = 1.25 It Drift width w = 4.99 ft Surcharge load: pd = g*hd = 22.3 psf Slidin Sryug- o onto lower roof Sliding snow = 0.4 Pf W = 210.0 plf Distributed over 15 feet = 14.0 psf Balanced snow load = 21.00 Total = 3&0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with halfthe design roof snow load so as to produce the greatest possible effect - see code. C/ � Page 12 of 62 u nbse associates JOB TITLE 'ER UNITARIAN CHURCH �..�....._ Address City, Staff JOB NO ��.._ .... SHED O. Phone CALCULATED BY .. other GHECKED BY . DATE _-a �..... .............._ YII. tt9A 1-o;kd'S Roofsiope = 0.0 deg Horiz. cave to ridge dist (W) = 25.0 ft Roof length parallel to ridge (L) = 80.0 R Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 30.0 psf Importance Category = 11 Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 I„Y�tute Factor Ce Pf = 0.7*Ce*Ct*I*Pg - 21.0 psf Exposure of roof Fully Partialiy Shehered Pfmin - 20.0psf Terrain A n/a 1.1 1.3 Flat Roof Snow Load Pf = 21.0 psf B 0.9 1.0 1.2 0.9 1.0 1.1 Rain on Snow Surcharge = 0.0 pcf C D 0.8 0.9 1.0 Unobstructed Slippery Above treeline 0.7 0.8 n/a Surface (per Section 7.4) = Cs = no Lo0 Alaska-mtrees 0.7 0.8 n/a Sloped -roof Factor Design Roof Snow Load (Ps) 21.0 psf ("balanced" snow load) NOTE: Altemato spans of continuous beams and other areas shall be loaded with halfthe Building Official Minimum 21.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced ,crrtm Loadr ... f4r 11 Ott t able aoofs omn Larger of 2.38 degrees or 70/W + 0.5 = 3.3 deg Unbalanced snow loads are not required Windward snow load = 21.0 psf Leeward snow load = 21.0 psf I ra, "�RQW 1 rlflws fr rt, adta�c mt hi er tssgf Lipper mofles t lu = 14.0 ft Irojection height In = 4.0 ft Building, separation s = 0.0 ft Adjat nt structure factor 1.00 Snow density Y = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 ft he/hb >0.2 = 2.4 Therefore, design for drill Drift height hd = 1.66 ft Drift width w = 6.65 ft Surcharge load: pd = g*hd = 29.7 psf VY amdaard .*rlt010 I:irilh= , h a��Ter�cic iltore:Q�nen 15" lra6w Building moflength lu = 14.0ft Projection height In = 4.0 ft Snow density 7 = 17.9 pcf Balanced snow height hb = 1.17 ft he = 2.83 ft hc/hb >0.2 = 2.4 Therefore, design for drift Drift height hd = 1.25 R Drift wig w = 4.99 ft Surcharge load: pd = g*hd = 22.3 psf "�ilr�armp Strraw .. ortlo tot'vr^r -Lt Sliding snow = 0.4 Pf W = 0.0 plf Not required since roof slope is 1/4 in 12 or less Distributed over 15 feet = 0.0 psf Balanced snow load = 21.0 Total = 21.0 psf Page 13 of 62 Bart PROJECT.'---- PAGE Needham CLIENT DESIGN B JOB NO., ATE FbAt-E-7-71 REVIEW B Seismic Analysis Based on IBC 061CBC 07 (Equivalent Lateral -Force Procedure, ASCE 745 12.8) INPUT DATA DESIGN SUMMARY Typical floor height h = " jV"11 Total base shear jjj Typical floor weight W. = 147 k V = 0.13 W, (SD) = 119 k, (SD) Number of floors n = 1 0.09 W. (ASD) = 14 k, (ASD) Importance factor (ASCE 11.5-1) 1 = I Tab. 1604.5) Seismic design category = D Building location Zip Code 98368 �paC Latitude: 48-107 Site class (A, B, C, D. E. F) D (11 no soil report. use D) Longitude: -122.792 The coefficient (ASCE Tab 1' 2.8-2) C, = 0.02 SS = 126.698 %9, S,, = 1.267 g , F, = i,000 The coefficient(ASCE Tab. 12.2.1) R=1 6.6 S-, = 46,111 %9, Sr,; = 0710 g. F, = 1.539 SDS = 0.846 g. 0.473 g h, 25.0 ft k = 1.00 . (ASCE 12 8 3. P9 I 3D) x = 0.75 (ASCE Tab 12.8-2) W 147 k Ew,h' = 3,675 Tj, =C,(h,,)'= 0.22 Sec, (ASCE i2.8,2A) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to Poor Height Weight Lateral Lojce_@_each level Qlaphragm force No. Name Height h, W. w.h. C, F, V, O. M. !Fj W, Fr:x ft ft k k k k-ft x k k 1 Roof 25-0 — 3,67 5 1.000 119,11 19.1 147 25 19.1 Ground 478 r- - - - - - - _j Page 14 of 62 PROJECT: PAGE:. JCLIENT: DESIGN BY: OB NO. C}AT REVIEW BY: on INPUT DATA Exposure category (B, C or D) B " Importance factor, pg 77, (0,87, 1.0 or 1.15) I = 1.00 Category It Basic wind speed (IBC Tab 1609.3.1V,$) V = 90 mph Topographic factor (Sec.6.53.2, pg 26 & 45) Ka = 1 Flat v Building height to eave he = 12 It Building height to ridge hr = 39 Building length L = 75 It Building width B SOft Ift Effective area of components A = 50 fe DESIGN SUMMARY Max horizontal force normal to building length, L, face - 29.25 kips Max horizontal force normal to building length, B, face = 12,75 kips Max total horizontal torsional load - 241.28 ft-kips Max total a ward force = 377,50ks.. �.._-_....� ANALYSIS W'gfocjjy pressure qh = 0.00256 K,, KZ, Kd V21 = 12.34 psf where: qh - velocity pressure at mean roof height, h. (Eq. 6-15, page 27) K;, = velocity pressure exposure coefficient evaluated at height, h, (Tab G3, Case t.pg 79) = 0.70 K° = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 25.50 ft < 60 ft, (Satisfactory] tie i n su es foaLMAFS p = qh I(G C'pf )4G Cpf )] where: p = pressure in appropriate zone. (Eq. 6.18. page 28). G C°,. = product of gust effect factor and external pressure coefficient, see table below, (Fig. 6.10, page 53 & 54) G C°; = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) 0.18 or -0.18 a = width of edge strips. Fig 6.10, note 9, page 54, MAX[ MIN(O.1B, 0.4h), 0.04B,3) = 5.00 lit Net Pressures (psf), Basic Load Cases Roof an�ile B.. - 47.20 Root an4 e 9 0.00_ I = Surface G C Net Pressure with G Cc' Net Press �. Pressure wdh +GC° ; GC° } �+GC ---0.56 4.69 9.13 0.40 2.71 7.16 2 0.23 0.58 5-02 -0.69 -10.73 -6.29 3 -0.43 -7.49 -3.05 -0.37 -6,79 -2.34 4 -0.37 -6,79 -2.34 0.29 -5.80 -1.36 1 E 0.69 6.29 10.73 0.61 5,31 9.75 2E 0.29 1.36 5-81 ' -1.07 -15.42 -10.98 3E -0.53 -8.73 -4.29 -0.53 -8.76 -4.32 4E -0.48 -8.14 -3.70 -0.43 .7.53 -3.08 5 -0.45 -7.77 -3.33 -0.45 -7.77 -3.33 6 0.45 -7.77 3,33 -0.45 7.77 -3.33 2 ZONE 7/3 BOrN7/F+' REFERENCE kYWR •""" REFERENCE ✓v"rW'c R- ° �WMO OIRECIi0r1 ° "D DRECnUr Transverse Direction Longitudinal Direction ,Basic h,god f p)IU Net Pressures fusel. Torsional Load Cases �� Surface f2oof angla G C 9 = 47.20 ( Nei P essure wilh 1T 0.56 1,17 2.28 2T 0.23 0.15 1.26 3T -0.43 -1.87 -0.76 4T -0-37 -1.70 W- 0.59 .. Roof angle - 0 - 0 Surface Net Pressure with G C°t ( ) } IT 0.40 0.68 .. 1.79 2T -0.69 -2.68 -1.57 3T .0.37 -1.70 -0.59 4T -0.29 -1.45 -0,34- � X .4 2r 49 1C W I, 6 IT REFERENCE CORNER --'""" f REFERENCE r'AWKR na..� w.oCI Page 15 of 62 Transverse Direction Longitudinal Direction T� uignEat..lpq Cases Basic Load Cases in Transverse Direction Basic Load Cares in Lon ittadirtaf Qtreclion Area Pressure (k) vnth Area Pressure (k) with Surface '�I (n') .. (+GCD i) (-GC t ) Surface ((t�} (+GCPi) (-GC.,) 1 780 3.66 7. m.12 1 1101 2.99 7.88 2 2392 1.39 12.01 2 2208 -23.70 -13.89 3 2392 -17.91 -7.29 3 2208 -14.98 -5.18 4 780 -5.29 1.83 4 1101 -6.38 -1,49 1 E 120 0.76 1.29 1 E 174 0.92 1.70 2E 368 0.50 2.14 2E 552 -8.51 -6.06 3E 368 -3.21 -158 3E 552 -4.84 -2.38 4E 120 -0.98 -0.44 I 4E .°.- _ 174 '1.31 _ -0.54.. _ Horiz. 1LL 27.57 27.57 £ Horiz. 11.fi1 11.61 E Vert. -13.07 3.59 Vert. -35.35 -18.69 10psfmin. Horiz. 29.25 29.25 10psfmin. Horiz. 12.75 12,75 Sec.6.t,4.1 Vert. -37.50 -37.50� Sec. __. Vert. 37.50 -37.50 Torsional Load Cases in Transverse Direction n Longitudinal Direction Torsional Load Cases �......._.- _......, Area Pressure (kl wth P _ Torsion (ft-k) Area (( with (tom Surface (ftz) +G ( P+) -G ( "pY) +GC P I) ( ) -GC ( Pi) (Its) ( P� P+) (Crsion D+) as ° 1 330 1.55 " "r 3.01 25 49 1 464 1.26 3.32 9 23 2 1012 0.59 5.08 7 61 2 1656 -17- 7 -10.42 245 143 3 1012 -7.58 -3.06 90 37 3 1656 -11.24 -3.88 -155 -53 4 330 -2.24 -0.77 36 13 4 464 -2.69 -0.63 18 4 1 E 120 0.76 1.29 25 42 1 E 174 0.92 1 1.70 18 33 2E 368 0.50 2.14 12 51 2E 552 -8.51 -6.06 117 83 3E 368 -3.21 -1.58 77 38 3E 552 -4.84 -2.38 -67 -33 4E 120 -0.98 -0.44 32 14 4E 174 -1.31 -0.54 26 10 1T 450 0.53 1.03 -10 -19 1T 638 0.43 1.14 4 -12 2T 1380 0.20 1.73 -3 -24 2T 2208 -5.92 -3.47 -163 -96 1380 -2.58 -1.05 -36 -14 3T 2208 -3.75 -1.29 103 36 LAI3T T 450 -0.76 -0 2fi - 5 T 638 -0.92- _ -0.22 -.-10 _ -2 Total Hord. Torsional Load, MT y .. 2441 241 Total Horiz. Torsional Load, Mr 137.1 137.1 si tr PresstAr for ooim o nts and ,, a tg 11 .. r �..�.�• r�a tl X... p = qh[ (G Cp) - (G X-X tl 4 where, p= pressure on component. (Err. 6-22. pg 28) prai� = 10 psf (Sec. 6.1.4.2, pg 21) r X r r + G CD=external pressure coefficient. Walls" see table below. (Fig. 6.11. page 55-58) Roof a-, Roof o»' p. g Zona 1 dve Zone 3�Q.uuZo� Zone 5 - -27 13 04 xX p(p f )f a 12 4 e n PDslnve NeaD30 12 A6 x14 N14 Pos 04 S Claddin 6 12.83 12.46 15.. Page 16 of 62 D + L LOADING d-7 Page 17 of 62 ROOF FRAMING �'q Page 18 of 62 4}r'ot: KMOOM, 1, Ver 5.6.1, 25-Oct-2002 ici1083-2002 FNERCALC Eng;nLori" Software Description ran HEAL Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 3:33PM, 24 AUG 08 l� Page 1 towns end, ecw:Calcula lion s General Information � g 9 and 1997 UBC Calculations are designed to 19 97 NDS Requirements Section Name 6x6 Center Span 4.00 fl ....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ... ,Lu 0.00 ft Beam Depth 5,500 in Right Cantilever it .Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1.000.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625,0 psi E 1,700.0 ksl Full Lena �th Uniform Loads Center DL 150.00 #/ft LL 250.00 #/it Left Cantilever DL #/ft LL #!ft Right Cantilever DL #/it LL #in �Clt"'it1" 1_-, "-" -, - - ----- ---- Span= 4.00ft, Beam Width = 5.500in x Depth = 5-5in, Ends are Pin -Pin Max Stress Ratio 0.301 : 1 Maximum Moment 0.8 k-ft Allowable 2.7 k-ft Max. Positive Moment 0.80 k-ft at 2.000 R Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Maximum Shear * 1.5 Allowable Shear: @ Left Camber: Max. M allow fb 346,21 psi Fb 1,150.00 psi Deflections _Center 2.66 Reactions... fv 30.78 psi Left DL 0.30 k Fv 109.25 psi Right DL 0.30 k - Span......__.... ead Loa ver- o pt t1d Left Cantile^ Deflection -0.007 in -0.018 in Deflection ...Location 2,000 it 2.000 ft ...Length/Defl ...Length/Defl 7,202.1 2,700.78 Right Cantilever... Camber ( using 1.5D.L. Defl ) ... Deflection @ Center 0.010 In ...LengtivDefl @ Left 0.000 in @ Right 0.000 in ..... stress Calcs����_ Bending Analysis Ck 31.181 Le 0,000 ft Sxx 27.729 in3 Area Cf 1.000 Rb 0.000 CI 0.000 l' M'Moment @ Center 0.80 k-ft 8,35 in3 @ Left Support 0.00 k-ft 0.00 in3 @ Right Support 0.00 k-ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 0.93 k 0.93 k Area Required 8,524 in2 8.524 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 0.80 k Bearing Length Req'd Max. Right Reaction 0.80 k Bearing Length Req'd @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 30.250 in2 ALawableAll 1,150.00 psi 1,150.00 psi 1,150.00 psi 0,233 in 0,233 in Beam Design OK 0.9 k 3.3 k 0.80 k 0.80 k 0.000 in 0.010 in 0.000 in 0.80 k 0.80 k Total Load 0.000 in 0.0 0.000 in 0.0 Page 19 of 62 Title : Job # Dsgnr: Date: 3-32PM, 24 AUG 08 Description t sV� tl&'V1 0600'A31, Ver 5.6.1, 25-Oct-2002 tcl9983-2002 Ei EACALC Engineering Software Description 6X8 HEADER General Information Scope : General Timber Beam .... �._m... Page t.w� towns end. a cw:Cakulations Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6X8 Center Span 6,00 It .....Lu 0.00 ft 0,00 ft Beam Width 5.5W in Left Cantilever ft .....Lu ft Lu 0.00 ft Beam Depth 7.500 in Right Cantilever Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,700.0 ksi Full L n th UniformLoads �.w.�._. Center DL 150.00 #/ft LL 250.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft .tea Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in. Ends are Pin -Pin Max Stress Ratio 0.364 Maximum Moment 1.8 k-ft Allowable 4.9 k-ft Max. Positive Moment 1.80 k-ft at 3.000 ft Max. Negative Moment 0.00 k-ft at 6.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Maximum Shear* 1.5 Allowable Shear: @ Left @ Right Camber: @ Left Max. M allow 4.94 Reactions..„ fb 418.91 psi fv 34.56 psi Left DL 0.45 k Fb 1;150.00 psi Fv 109.25 psi Right DL 0.45 k Deflections Center Span... d � "fatal Lppd Left Cantilever... Deflection -0.013 in -0.035 in Deflection ...Location 3.000 ft 3.000 ft ...Length/Defl ...Length/Defl 5,411.0 2,029.13 Right Cantilever... Camber ( using 1.6D.L. Deft ) ... Deflection @ Center 0.020 In ...LengttVDefl @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.181 Le 0.000 ft Sxx 51.563 in3 Area 41.250 1n2 Cf 1.000 Rb 0.000 Cl 0.000 M t m N1" @ Center 1.80 k-ft 18.78 in3 1,150.00 psi Left Support 0.00 k-ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.43 k 1.43 k Area Required 13.049 in2 13.049 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max, Left Reaction 1.20 k Bearing Length Req'd 0.349 in Max. Right Reaction 1.20 k Bearing Length Req'd 0.349 in Beam Design OK 1.4 k 4.5 k 1.20 k 1.20 k 0.000 in 0,020 in 0.000 in 1.20 k 1.20 k 0.000 in 0.0 0.000 in 0.0 Page 20 of 62 Title : Job # Dsgnr: Date: 3:38PM, 24 AUG 08 Description: (/ Scope: S .. 11e� '°° User K'P�J'�GNI3�R.5ti1, Ver 56 1 2SOct-2002 ._. General Timber -- er Beam _ Page 1 cVec55\quu ya w:Calculations �i townsend.ec tiS40x 2op2tarC AM1 Cannr tcl oRware Description 6X10 HEADER General Information � ....��� ....... ._., Calculations are designed�to 1997 NDS_and 1997 U.B.-C_wRequirements __ .. Section Name 6x10 Center Span 8.00 ft „Lu ft 0.00 ft 0.00 ft Beam Width 5.500 in Left Cantllever ..Lu ft 0.00 It Beam Depth 9.500 in Right Cantilever , „ ,Lu Member Type Sawn Douglas Fir -Larch, No.1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,700.0 ksi Full Length Uniform Loads . .... n. Center DL 250.00 #1ft ft LL 350.00 #/ft Left Cantilever DL # LL #/ft #/ft LL #1ft Right Cantilever DL rxlrrlt'v' �� ..w_...Beam Design OK�� Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in. Ends are Pin -Pin Max Stress Ratio 0.605 : 1 Maximum Moment 4.8 k-ft Allowable 7.9 k-ft Max. Positive Moment 4.80 k-ft at 4.000 ft Max. Negative Moment 0.0ok-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: @ Left Max. M allow 7.93 Reactions.., fb 696.25 psi fv 55.67 psi Left DL 1.00 k Fb 1.150.00 psi Fv 109.25 psi Right DL 1.00 k Deflections .. Center p Demo 7c�):tj Left' Cantilever... Deflectionn... 34 in -0.083 in Deflection ...Location 4.000 ft 4.000 ft ...Length/Defl ...Length/Defl 2,783.6 1,159.82 Right Cantilever... Camber( using 1.6 * D.L. Defl ) ... Deflection @ Center 0,052 in .._Length/Defl @ Center @ Right Max Max 0.000 in 0.0 0,000 in 0.0 @ Left 0.000 in @ Right ._.. 0.000 in .......� .... _Stress -Calcs � ..-��..... Bending Analysis Ck 31.181 Le 0,000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1,000 Rb 0.000 iMax t4qrt&n1 Cl 0.000 S&L8049 Allowable. @ Center 4.80 k-ft 50.09 in3 1,150,00 psi @ Left Support 0.00 k-ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.91 k 2.91 k Area Required 26.625 in2 26.625 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 2.40 k Bearing Length Req'd 0.698 in Max. Right Reaction 2.40 k Bearing Length Req'd 0.698 in 2.9 k 5.7 k 2,40 k 2.40 k 0.000 in 0.052 in 0.000 in 2.40 k 2.40 k 0.000 in 0.0 0.000 in 0.0 Page 21 of 62 ver 5„ .1„ Description 6X8 ROOF PURLIN Title: Dsgnr: Description Scope : General Timber Beam Job # Date: 3:39PM, 24 AUG 08 22 Page 1 t kezS55gvir port Townsend ecw:Calculations Genera! Informafion to 1997 NOS and 1997 UBC g Requirements Calculations are designed- ... Section Name 6x8 Center Span 15,00ft . ...Lu 0.00 It Beam Width 5.500 in' Left Cantilever ft ... , .Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft , , „ ..Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,D00.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,700.0 ksi g orm loads Center DL 65.00 #!ft LL 80,00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 15.00ft, Beam Width = 5.500'in x Depth = 7.5in. Ends are Pin -Pin Max Stress Ratio 0.825 ; 1 Maximum Moment 4.1 k-ft Allowable 4.9 k-ft Max. Positive Moment 4.08 k-ft at 7,500 ft Max. Negative Moment 0.0o k-ft at 15.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Maximum Shear* 1.5 Allowable Shear: Camber: Max. M allow 4.94 Reactions.., lb 949.09 psi fv 36,38 psi Left DL 0.49 k Fb 12150.00 psi Fv 109.25 psi Right DL 0.49 k ....... Deflection s @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 1.5 k 4.5 k 1.09 k 1.09 k 0.000 in 0.338 in 0.000 in 1.09 k 1.09 k Center Span... d�Lo d �F, otll Lod Len �,anuiever... Luam v �=. Deflection .1 -0.225 in -0.502 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.5W ft ...Length/Defl 0.0 0.0 ...Length/Defl 799.2 358.25 Right Cantilever... Camber ( using 1.5 ` D.L. Dell ! ... Deflection 0.000 in 0.000 in @ Center 0.338 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 Stress CaIcs Bending Analysis Ck 31,181 Le 0.000 ft Sxx 51.563 in3 Area 41_250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment a egad ALloyrobte @ Center 4.08 k-ft 42.55 in3 1,150.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.50 k 1.50 k Area Required 13,737 in2 13.737 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 1.09 k Bearing Length Req'd 0.316 in Max. Right Reaction 1.09 k Bearing Length Req'd 0.316 in Page 22 of 62 Lisrn • }dW,0606631„ Ver 5 6 1, 25-Oct-2002 Ic)19&3.201 2 A NERCALC EnjMeerino Software Description supporting pole Title : Dsgnr: Description Scope Timber Column Design Job 4 Date: 12:59PM, 24 AUG 08 23 m.....-Page ............. lownsend.ecw_Calcul ations General Information Calculations are designed to 1997 NDS and 7997 UB C Requirements - Total oqumn t Ielght 27.50 ft LI XX for Axial 27.50 f1 Circular Column Load Duration Factor 1.00 Le YY for Axial 27.50 ft Diameter 16.00 Fc 1,500.00 psi Lu XX for Bending 27.50 it Fb 1,000.00 psi Sawn E - Elastic Modulus 1,700 ksi Douglas Fir - Larch, No.1 Loads Axial Load 6,000.00lbs 1,2,000.00 Ibs .00 lbs Eccentricity 0.000in Applied Moment 95,000.00in-# 295,000.00 in-# 0.00 in-# Max. Design Moment 95,000.00!n-# 295,000.00in-# 0.00 in-# Summate ��� _.... �. �..�. Column OK Using = 16.00in round column, Total Column Ht= 27.50ft DL+LL DL+LL+ST DL+ST 39.52 si 89.52 psiI 29.84 psi Fc : Allowable psi 958.87 958.87 psi fbx : Flexural 969.85 psi 969.85 psi 236.25 psi F'bx: Allowable 1,142.88 psi 1,142.88 psi 1,142.68 psi Interaction Value 0.9172 0.9258 0.2130 �...._. ...n,. �. ...._. �.. _ Stress Details ..,.� Fc : X-X 958.87 psi For Sending Stress Cales... Fc : Y-Y 958.87 psi Max k'Lu / d 43.00 F'c : Allowable 958.87 psi Actual k'Lu/d 19.59 F'c:Allow-' Load Dur Factor 958.87 psi Min. Allow k'Lu I d 9-69 F'bx 1,142.88 psi Cf:Bending 0.969 F'bx " Load Duration Factor 1,142.88 psi Rb : (Le d / b^2)11.5 1.000 For Axial Stress Calcs... Cf : Axial 1.150 Axial X-X k Lu / d 20.63 Axial Y-Y k Lu / d 20.63 Page 23 of 62 b s e associates ilk STRUCTURAL ENGINEERS s JOB TITLE: SUBJECT: SHEET NO.: JOBNO.: .............. ._...._ ..®......._� .................. �.._ DESIGNER:.. DATE: Us -ea KW 060563 L V& 5.6.1. 25-OcF2002 (c)19632002 EN nCALC Cnginaving Softwaie Description 8 x 12 struts Title: Dsgnr: Description., Scope:. Timber Column Design Job # Date: 9:56AM. 25 AUG 08 t ell, Page ......I... townsend. ecw:Calculalions General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 8x12 Total Column Height 21.00 ft Le XX for Axial 21.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 21.00 ft Column Depth 11.50 in Fc 1,500.00 psi Lu XX for Bending 21.00 ft Width 7.50 in Fb 1,000-00 psi Sawn E - Elastic Modulus 1,700 ksi Douglas Fir- Larch, No.1 Loads Dead Load Live Load Short Term Load Axial Load 2,600.00lbs 4,700.00 Ibs 0.00 Ibs Eccentricity 0.000in Using : 8x12, Width= 7.50in, Depth= 11.50in, Total Column Ht= 21.00ft DL+LL DL+LL+ST . fc � Compression 84.64 psi 84.64 psi Fc : Allowable 419.22 psi 419.22 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 992.82 psi 992.82 psi Interaction Value 0.2019 0.2019 Stress Details _ Fc : X-X 844.50 Psi For SendingStress Calcs... Fc : Y-Y 419.22 psi Max k'Lu / d F'c : Allowable 419.22 psi Actual k'Lu/d F'c:Allbw' Load Dur Factor 419.22 psi -Min. Allow k'Lu / d F'bx 992.82 psi Cf:Bending Pbx' Load Duration Factor 992.82.psi Rb : (Le d / b"2) A 5 For Axial Stress Calcs... Cf : Axial Axial X-X k Lu ! d Axial Y-Y k Lu / d k Column OK DL + ST 30.14 psi 419.22 psi 0.00 psi 992.82 psi 0.0719 50.00 22.59 11.00 1.000 9.736 1.000 21.91 33.60 Page 25 of 62 I I r r Tide : j Dsgnr: Description Job # Date: 9:54AM, 25 AUG 08 I �,�e �® • �����w�oe��i,��,�� co Scope _General / 71' i �i.;.� I. C�2CkN2 R rd ry�irr FkOpWLCC bx�sirkp�rew,rror4� ._...�.�._...�..... Tlm. ___,_�,» TM9@ P 8 x 14 bent 1 Getteror foration _.___ _•_.-- Calculations are designed to 1997 NDS _ and 1997 U13C Re�qu�irementsSectionName 10x14 .,..... m_ ._..W..m._.�..... Beam Width Beam h 9.500 in Center Span 11 DO ft Left Cantilever Lu 0.00 ft Member 13.500 in Sawn Right Cantilever ft ft ' ' ° ` .Lu 0,00 ft Douglas Fir . Larch, No.1 ' • .Lu 0.00 ft Load Dur. Factor 1.150Fb Base Allow 1,000.0 psi Beam End Fb* Pin -Pin Fv Allow Fc Allow 95.0 Ps E 625.0 psi 1,700.0 ksi Full Eert th Uniform Loads -.�,_.�.._..... . .Center DL Left Cantilever DL 225....��..�._.�_....._�......_,._...�...�,_ LL #fft _ .....__..�.._. Right Cantilever DL #/ft`� LL #/ft Summar N_�...... #/ft LL #/ft -Bea .. �........... Span 11.00ft Beam Width 9.500in x Depth 13,5in, Ends are Pin m Design OK Max Stress Ratio -Pin q�.374 : 1 Maxifrltlt71 Moment Allowvable 10.2 k.ft Maimum Shear 27.3 k.h x * 1.5 4.s k Max. Pasilive Moment 10"21 daft Allowable 14.0 k Max. Negative Moment 0.00k-ft at 5.500 ft Shear: at 0.000 ft @Left 3.71 k Max @ Left Support 0,00 k-ft @ Right 3.71 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 27.29 @ Center 0.034 in fb 424.56 psi fv Reactions... @ Right 0.000 in Fb 1.135.05 psi Fv _ 34 74 psi Left DL 1.24 k 109.25 psi Max 3.71 k _..�A__ Def Or1S _ __. �g__ - 1.24 k Max 3.71 k Center Span,., � 00a Deflection- To � � � r:aa? f e ftCantidever,,. , -0 022 in K ,y Load Dead 'i`awMnl tl ...Location 5.500 ft -0.067 in Deflection ft ...Length/Deft 5,897.1 ...Length/Detl 1,965.72 %.72 Camber (using 1.5 • D.L. Dell 1 Right Cantilever... Center 0.034 in Deflection @ Left 0 000 in ... Length/Den m.. @ Right 0.000 in S�tress Calcs Bending Analysis. .. -•-. -- Ck 31.181 Le Cf 0.987 Rb 0.000 ft 0.000 288.563 in3 Max_ M� ClCI 0.000 S d @ Left Support 10.21 k-ft 0•00 k-ft 10��in3 @ Right Support 0.00 k-ft 0.00 in3 Shear Analysis @ Left Support4 0.00 in3 Design Shear k @ Right Support Area Required 40.778 in2 4.45 k Fv: Allowable 109.25 psi 40.778 in2 Bearing @Supports 109.25 psi Max. Left Reaction Max. Right Reaction 3.71 k Rearing Length Req'd 3.71 k Bearing Length Req'd 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Area 128.250 in2 1,135.05 psi 1,135.05 psi 1.135.05 psi 0.625 in 0.625 in Page 26 of 62 FLOOR FRAMING V? Page 7 of 62 LOAD TABLES TJI®L Towable Uniform Load (PLF) 14• 16'18' 20' 22" 24• . Depth r __ 26" 2tl' 30" swxtr w" rl usssn nsxn irxn nsxn union nsxn lrxrl usxn unsrrstsxn'nsxn nsxu rsncu nsxn nsxn usxn iwxn rsxn Span zsxll unto saxn rrxu szsxu nsxu lasso snsxu saxu urxu nsxn rrxu iaxn nsxu 'iaxn nsxu nsxn irsxu nsxn 12' 320 368 354 407 388 446 412 —474 * 479 416 479 416 479 416 479 416 479 416 479 m. 416 4l9 252 401 350 442 * 485 " 51 * _ " - " * 520 14' 169 343 238 319 311486 353 210 242 250 298 287 330 309 355 312^CO 359 1312 359 312 359 312 359 312 359 312 359 390 390 313 _22 _390 �. _"' 390 6. 153 191 198 228 22] 261 256 294 217 3i9 277 it 277 319 27T Yf!) �217 319 '211 319 76 204 109 2 20, 114 152 160 184 184 211 207 238 230 265 250 'm287 250 287 250 287 250287 * 50 2827 87 51 152 73 2 _.. 00 98 230 125 259 157 286 191 312 228 312 312 12 8S 115 126 152 15� 171 -19T �190 219 209� 241 �227 261 P27 �261 227 261 2� � �6-1 22 67 90 98 128 127147 144 165 160 L84 176 202 192 220 207 LL 238 208 239 208 234 39 115 56 165 75 190 97 214 121 238 148 262 178 284 210 284 284 _ 2 4 2 24' 00 117 22 * 60 _ 30 71 78 104 106 WW125 122 141 136 157 150 172 163m 188 177 203 190mµ218 192 221E 2b' _ 71 35 104 47 136 61 153 77 170 94 187 114 204 _ _ 240 57 84 86 108 1054^Y121 117 55 129 14� 152 1112 75 64 188 75 01 29' 57 84 38 114 49 13 62 147 77 F6i 193 176 110 221 156 237 lS mm 19 47 69 70 94 92 108 102 Lll 112 129 -122 141 132 152 142 164 152 175 47 69 94 40 115 51 128 63 141 77 mmIT 7 178 125 191 24 32' 39 57 31 78 34 101 43 112 53 123 164 135 L76 146 190 157 „104 168 39 57 34' 32 48W ..ITm65 82 79 91 87 100 95 110 103 119 111 128 119 136 92 106.99 114 t06 I22 4a 65 95 36 148 81 78 99 44 m190 85 54 l98 64 .m 1_ Y ._ 36' 3240 55 72 _ �. 40 55 72 30 69 38 946 106 55 115 65 124 75 132 7 3R �,.......47 �...�.. 62 69� 38 73 70 80 76 88 82 95 89 in 95 109 34 ' 47 62 79 32 87 39 95 41 103 55 Ill 65 119 40 53 4lP _ _40 53 68 mm 72 69 19m 74 86 80 92 86 98 6fi 79 - 34 86 1 40 93 48 100 56 107 `Indicates that total lead value controls. Load Table Instructions To size floor joists: a Check both total load (100% TL) and live load (100% LL). Total load values limit deflection to L/240. Live load values are based on a nailed floor system and the commercial deflection criteria shown on page 21. Live load (16D% LL) values may be increased with a glue -nailed floor system; use iLevel-TJ-Beam® software or contact your !Level Trus Joist® Commercial representative for assistance. To size roof joists: o Check the appropriate snow load area (115% TL) value or non -snow load area (125%TL) value to determine the maximum allowable total load. Both total load values limit joist deflection to L/180. a Consult local codes to verify deflection limits required for specific applications. General Notes Ep" a Values shown are maximum allowable load capacities based on the following assumptions: — simple span; horirontat clear distance between supports. — unrfcurnty loaded conditions with 2%x" bearing length and web slifferrers. Other capacities may be possible with differeul criteria, use TJ-0eavro software or contact your !Level Trus Joist® Commercial representative. — positive drainage in roof applications (A' per foot slope minimum). r. Camber (2,250' radius) is available for simple -span applications only. Contact your [level Trusloistm Commercial representative for availability. For span or loading conditions not cowered by these tables (such as multiple spans or concentrated loads), use TJ-B am® software or contactyour ilevel Trus Joist® Commercial representative for assistance. 100% TL (Total Load) - �—�� 115%TL (Total Load) Use this and the 100% LL to select 11 rf1 l4"' f6� `; Use this to select roof member in snow load Door member. This is the maximum allowable lrxll neon ,axn ""s "°wxm "` areas. This is the maximum allowable total total load in pounds per linear foot of joist. Span '""a 'ax" :" °" ' 11117° ° load in pounds per linear foot of joist. Values Values are limited deflection equal to 320OtT T b1 eq 07 388 44 are limited by deflection equal to L/180 at total L/240 at total load. 12 252 401 350 442 z" bad. 100% LL (Live Lead) 125%7L (Total Load) Use this and the 100% TL to select floor member. This Use this to select root member in non -snow load areas. This number is the maximum allowable live load capacity is the maximum allowable total bad in pounds par linear in pounds per linear torn of joist. Vance is based on the toot of joist, values are limited by deflection equal to L)'t80 Commercial Floor Deflection Limit Shown on page 21. at total load, !Level Trus Joist*Commerclal TJkA Joist Spec iFleYs Guide COM-2000 December 2006 6 Page 28 of 62 LOAD TABLES TJI® L90 Allowable Uniform Load (PLF) „ 11 tlt 11 7/e• 14•• 16" 13' 20' 22• 24• 26• 28' 30- wxu usxn'rnxu,iuxn usxn usxn rrxri inxu wxn usxn irxn usxu ruun cuxn rrxu usxn snxu usxn rwxu usxn Span rrxu taxn unu inxn urxu raxn rrxu nsxn unto snxn rwxu usxn unsu rwxu mxu rrsxn l r15xn raxu rwxu 275 316 291 341 320471 366 320 368 342 393 365 419 ' $ 87 445 410 410 14' 214 343 296 371 400 400 * 427 45 6 456 1 483 512 512 �412 " 512 512 240 276 260 299 280 322 280 322 299 3*9 319 R."�389IT 3B 3* 358 358 412 1 6, 151 300 212 325 276 350 r * 350 374 399 * 399. 423 448 '_ 44,8 ` 203 245 231 265 248 286 '248 285 2fi6 306 283 326 283 326 '301 346 318 366 318 366 13, 8 i38 288 182 31 1 230 311 354293 • * 376 * 398 * 398 166 3 203 20.._ 239 124 257 214 257 239 275 2• HT 255 27* 311 281 358 181 358 20' 66 207 94 260 124 280 158 280 195_ 99 236 319 * 319 3381 300 26 300 116 155 167 196 _. 3 234 211 217 250 232 267 232 267 246 283 2fi0 300 26D 326 22' 155� 223 254 123 254 250 72 185 290 220 290 307 326 * 326 91 121 13C 175 176 209 186 214 �9 199 22 _ _ 212 244 212 244 225 259 239 293 239 298 24' 40 121 57 175 76 227 97 233 121 249 148 266 176 266 207 482 * 298 . 298 145 161...�. 178 1J2_ l98 18 4 211 196 226 196 226 208 239 220 253 220 2S3 26` 32 97 140 188 78 215 98 230 119 245 143 245 168 260 196 ?15 _.. ` 275 78 85 113 11��__—.m_ 164 167 7 _ 192 82TT 182 209 182 209 193 222 K# 135 205 235 23' 78 31 113 49 152 188 192 228 117 228 138 241 151 256 186 256 94 152 164 188 l4 191 184 197 226 30' 64w 93 dl 125 52 162 66 182 200 212 115 225 134 239m 155 239 W 53 www30 J7 78 164 101 132 •128 141. 141 162 153 176 l66 191 179 205 1J9 206 3Z' 104 44 135 55 44 6 75 65 146 157 169 182 195 34' 44 65 28 87 37 114 142 156 170 184 198 11 Ill 211 211 T�44 31 55m' 74 72 96 91 ll6 111 128 121 139 131 151 : 141 162 151 173W 36' 31 159 32 ,m.. 150 160 135 33 47 63 82 34 104 41 125„' 136 147 mm17t0 158 81 169 40.. __. 54., ..m...11 67 90 63 w 103 98 IT 106 122 114 131 112 140 40 29 98 36 194 „ ~153 35 4J _ 62 72W 988 88 102 96 111 161 42 35 dl _..._.,, fi2 78 31... .97,-. _� 102 45 120 -� 129 137 8 Tli® H90 Allowable Uniform Load (PLF) * Indicates total load value controls. See Load Table Instrucdeas aad BMW NOW er page & 2°1 il-evel Trus Joistm Commercial TJtr Joist Specifier's Guide COM-2000 Decernber 2006 Page 29 of 62 7 SEISMIC DESIGN/LATERAL ANALYSIS � D Page 30 of 62 nbse associates NITARiAN CHURCH Q U JOB TITLE, `_...m Address City, State JOB NO SHEET NO.� Phone CALCULATED BYDATE other CHECKED BY DATE VI, 'sari Lends: A 7- 05 Occupancy Category: 11 Importance Factor (1) : 1.00 Site Class: D Ss (0.2 sec) = 126.70 %g S 1 (1.0 sec) = 46.11 %g Fa = 1.000 Sms = 1,267 Sds = 0.845 Design Category - D Fv = 1.539 Sml = 0.710 Sd1 = 0.473 Design Category = D Seismic Design Category= D If you can read this: Number of Stories: 1 tn'k )'1uta Structure Type: Light Frame See ASCE7 Sect 12.3.3.4 Horizontal Struct Irregularities: 3) Diaphragm Discontinuity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Eight frame walls with shear panels - wood structural panels/sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) = 27.0 ft See ASCE7 Section 12.2.5.4 for exceptions and other system limitations DESI I Q?EFi+ICC tI.t9T h9D FAC"I" RS Response Modification Factor (R) = 6.5 System Over -Strength Factor (00) = 2.5 Deflection Amplification Factor (Cd) = 4 Sds = 0.845 Shc = 0.473 Q =redundancy coefficient +1- 0.25 D = P QE +/- 0.169D Seismic Load Effect (I,) = Q QE ns QE = horizontal seismic force Special Seismic Load Effect (E) = Oo QE +/- 0.2SDs D = 2.5 QE +/_ 0.169D D =dead load FERi4�I ED 1_' 'ICAL PR "Efl'IIRES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Cu = 1.40 Building period coef (CT) = 0.020 = CTh„x = 0.237 sec x� 0.75 Tmax = CuTa = 0.332 Approx fimdamental period (Ta) Use T = 0.332 User calculated fundamental period (T) = 0.368 sec Long Period Transition Period (TL) = ASCE7 map = 8 Seismic response coef. (Cs) = Sdst/R = 0.130 need not exceed Cs = SO t /RT = 0.219 but not less than Cs = 0.010 USE Cs = 0.130 " Design Base Shear V = 0.130W Model & Seismic Response Analysis - Permitted (see code for procedure) I,OWA 1- E STORY' DRIF Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Page 31 of 62 3� iLF tUll�IILR. UNIT ..- ARIAN CHURCH associates .-_._..-_.�._ Address City, State JOB NO SHEET NO. CALCULATED BY DATE „r • Phone ....� �....�._. - _ -.. CHECKED BY �. _ DATE other - - .._...... - ?j Z V1. Solsmic Loads -- eonl' ' Seismic Design Category (SDC)= D CC►� i"Il"V�"['"i"t+C?l�i or e t connect smaller trtlon df tru Lure to remainder of str cture Fp = 0.133SDswp = 0.11 wp 0.05 w Use Fp = 0.11 Wp wP =weight of smaller portion P or F - O.Swa - v Ileattt rder nr trn s connection for r istin Dori tttl lurce nrallel tra meruber Fp = no less than 0.05 times dead plus live load vertical reaction Ariclnora e f Concrete or a n GWaIIs to elements r vidin [ feral spa ort, Fp=0.8[eSdsWw = 0.676 wW . or Fp = 0 [ w;, _' 0.10 wW Use Fp == 0.6'll wW but not less than 280.0 p! f = 400Sdsle hitectural components for ridgid diaphrams) Connection force given is for flexible diaphragms (use arc grin '"all and Shear ells oft of 1skn f ree Fp = 0.40ICSosww = 0.338 w,H or Fp = 0.1w, = 0.10 wW Use Fp = 0.34 wW Fp = (Sum Fi / Sum Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpx need not exceed 0.4 SdsIeWpx + Vpx = 0.33 8 Wpx + Vpx but not less than 0.2 SdsIeWpx + Vpx = 0.169 Wpx + Vpx RCIlIt"R(:'"1CClitAl. CDMI' 19I:1 'I S SE[ Ml CDl F1 ICl -NT Architectural Component: error Importance Factor (lp) : 1.0 Component Amplification Factor (ap) = error Comp Response Modification Factor (R.) = error Fp = 0.4apSdslpWp(1+2z/h)/Rp = #VALUE! Wp not greater than Fp = 1.6SdsipWp = 1.351 Wp but not less than Fp = 0.3SdslpWp = 0.253 Wp MECH A 'D EL "C Ct NI:Pf►NENTS El I " COEFFICIENTS S h= 27.0 feet z= 50.0 feet z/h = 1.00 use Fp = #VALUE! Wp Seismic Design Category D & Ip=1.0, therefore see ASCE7 Section 13.1 A for exceptions Mech or Electrical Component: General Electrical - Distribution systems (bus ducts, conduit, cable tray) importance Factor (Ip) : 1.0 Component Amplification Factor (a,) = 2.5 h= 27.0 feet Comp Response Modification Factor (RP) = 5 z= 50.0 feet z/h = 1.00 Fp = 0.4apSdsIpWp(1+2z/h)/Rp = 0.507 Wp not greater than Fp = 1.6SdsIpWp = 1.351 Wp but not less than Fp = 0.3SdsIpWp = 0.253 Wp use Fp = 0.507 Wp Page 32 of 62 Bart wP r3F . PROJECT : DESIGN BY Needham CLIENT : JOB NO. _I 1 DATE; d REVIEW BY: Seismic Analysis Based on 1130 -GncaG 07 E ulvalent Lateral -Force Procedure„ ASCE 1-06 12.8 a -DESIGN DATA SUMMARY INPUT Typical floor height h = �. ft Total base shear V = 0.13 W, (SD) = 19 k, (SD) Typical floor weight w% = 147 k - 0.09 W. (ASD) = 14 k, (ASD) Number of floors n = 1 = D Importance factor (ASCE 11.5.1) 1 = 1 (I8CTab. 1804.5) Seismic design category Building location Zip Code 08368 Latitude: 48.107 Site class (A, B, C, D, E, F) D (If no soil report. use D) Longitude:-122.792 The coefficient (ASCE Tab 12.8-2) C, = 0.02 Ss = 126-698 °i o , Sn.. = 1267 g, F, = 1.000 The coefficient(ASCE Tab. 12.2.1) R = 6.5 S, = 46.111 %1f , Sm, = 0,710 9 , F = 1.539 SoS = 0.845 g , So, = 0,473 g hn - 25.0 ft k = 1.00 . (ASCE 12 8 3, pg 1301 X = 0.75 . (ASCE Tab 12.8-2) W - 147 k F.w,h` = 3,675 Ta = Cr (hn)" = 0.22 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight, ..4f. � orce �.a1� a tarevx 0: et urd , •f No. Name Height hx wx wxhxc C, M. cFj NA F,, ft ft k k k k-ft k k k t Roof 25.0 3,675 1.000 19.1 19.1 147 25 19.1 Ground 0.0 478 pp, �T F _ .mm. Page 33 of 62 Bart_ PROJECT, CLIENT ',y Needham JOB NO. ;- .._ DATE, p PAGES DESIGN BY t REVIEW BY:. Seismic Analysis Based on CBC 2007 Chapter A Base Shear (Derived from ASCE 7-05 Sec. 12.8 & CBC 7 Sec. 1614A.1.7) V= MAX( MIN (SD1l/(RT) , SOS I/R] , 0.03 , 0.5S,I/R)W = MAX( MIN[ 0.20W , 0.13W ] , 0.03W , 0-00W ) = 0.13 W, (SD) (for S, ? 0.6 g only) = 0.09 W, (ASD) = 3.25 kips Where SDg = 0.845 (ASCE 7-05 Sec 11.4.4) SD1 = 0.473 (ASCE 7-05 Sec 11.4.4) R = 6.5 (ASCE 7-06 Tab 12.2-1) I = 1 - (IBC 06 Tab 1604A_5 & ASCE 7-05 Tab 11.5-1) S, = 0.4611 (ASCE 7-05 Sec 11.4.1) hn = 25.0 ft Ct = 0.028 (0.028 for steel MRF, 0.016 for concrete MRF, & 0.03 steel EBF) x = 0.8 (ASCE 7-05 Tab 12.8-2) T = Ct (hn)x = 0.368 sec, (ASCE 7-05 Sec 12.8.2.1) to Calculate Vertical Distribution of Forces (ASCE 7-05, Sec 12.8.3) Level W,i h, hxk Wxhxk F, , ASD (12.8-11) Roof 35.0 25.0� _ 25.0 875 3.3 t o.os wx 1 3RD 0.0 0.0 0.0 0 0.0 #DIV10! 2ND 0.0 0.0 0,0 0 0.0 #DIVIO! 35.0 875 3.3 Where k = 1 for T - 0.5 k = 0.5T+0.75 for T @ (0.5, 2.5) k = 2 for T-2.5 to Calculate Diaphragm Forces (ASCE 7-05, Sec 12.10.1,1) Level Wx EWx Fx 11x FPx > ASD: (12.10-1) Roof 35.0 35.0 3.3 3.3 3.9 (0.11 wx ) 3RD 0.0 35_0 0.0 3.3 0.0 #DIVIO! 2ND 0.0 35.0 0.0 3.3 0.0 #DIV10! 35.0 3.3 Where Fmin= 0.2 SOS I Wx / 1.5 , ASD Fn,,=0.4SDSIWx/1.5,ASD Story Drift Determination (ASCE 7-05 Sec 12.8.6) ax = Cd axe / 1 = 4.17 in Where axe = 0.8 ] in Cd = 5.21 ,ASCE 7-05 Tab 12.2-1 Page 34 of 62 Bart PROJECT Needham CLIENT COS NO ': �. to a(o1al Reddane Fal�tot ga .d on 1132006 PAGE: DESIGN SY ; PFVIF-W 8Y'F There are big updated to calculate redundancy factor from new IBC 2006. (ASCE 7-05 Sec 12.3.4) p = 1,3 only for Seismic Design Categories D through F, and an individual element removed will be causing the remaining structural to suffer a reduction of story strength of more than 35% or creating an extreme torsional irregularity. p = 1.0 all other cases. �s Page 35 of 62 PROJECT: PAGE ppp Neeh am CLIENT : H DESIGN BY p JOB NO.: I � DATE � � � REVIEW BY espouse Spectra Analysis Based on IBC 06 ! CBC 07 PPLIT DATA ANALYSIS e.19M',pC. DESIGN PARAMETER Sc. _ 0.845 (ASCE 7-05 11.4.4) Station T (s) a/g (IBCICBC) a)g (EI Centro) :ISMIIC DESIGN PARAMETER Sc,= s 0.47E ;(ASCE 7-05 11.4.4) 0 0.00 0.34 0.40 )NG. PERIOD TRANSITION PERIOD Tr = 8' (ASCE 7-05 11.4.5) 1 0.10 0.79 0.58 2 0,13 0.85 0.63 3 0.17 0.85 0,79 4 0.18 0.85 0.94 RESPONSE SPECTRA 5 0.20 0.85 1.01 6 0.25 0.85 0.80 1.20 7 0.33 0.85 0.88 1.00 8 0.43 0.85 0.92 w,; �... 9 0.50 0.85 1.05 0.80� 10 0.67 a.71 0.64 11 1.00 0.47 0.48 a ! .. 9 0.60 * 12 1.25 0.38 0.40 13 1.50 0.32 0.32 0,40 _� _ .. 14 1.75 0.27 0.24 15 2.00 0.24 0.16 0.20 -_r.. _ ... 4- 16 2.25 0.21 0.16 17 2.50 0.19 0.15 0.00 - .•._ ------' 18 2.75 0.17 0.14 0,00 0.50 1.00 1.50 2.D0 2.50 3.00 3.50 4,00 4.50 19 3.00 0.16 0.13 Period T, Seconds 20 3.25 0.15 0.12 21 3.50 0.14 0.12 22 3.75 0.13 0-11 23 4.00 0.12 0.10 ATIC ANALYSIS PERIOD (ASCE 7-05 12,8.2) PROXIMATE FOUNDATIONAL PERIOD TB = C1(hn) sac„ (ASCE 7-05 Sec 12,8.2,1) 3STANTIATED ANALYSIS PERIOD Tb = � 0,25 sec. (may from RISA. ETABS, RAM) T = Max( T., Min( Tb , C.T. )] = 0.250 sec. where Cu = 1.480 (ASCE 7-05 Tab. 12.8-1) LE FACTOR SHEAR BY ELASTIC DYNAMIC ANALYSIS (ASCE 7-05 12.9) Vc - 24 kips SHEAR BY STATIC ANALYSIS (ASCE 7-05 12.8) Vs = 14 kips 'ONSE MODIFICATION COEFFICIENT (ASCE 7 Tab 12.2-1) R =qq 6.5 gAg SF = V / Vo = 0.496 RTANCE FACTOR I =I 1 I OSHPD PROJECT (CBC 07 Chapter A) ? _ NO V = Max( 0.85 Vs . Vc I I R) = 11.90 kips. (ASCE 7-05 12.9.2 8 12.9.4) V - Max( 1.0 Vs . Vo 1 / R) = 14.00 kips. (ASCE 7-05 12.9.2 6 CBC 07 1614A.1.9) Note: For most building structures required Modal Response Spectrum Analysis (ASCE 7-05, 12.6 8 12.9), their floor diaphragms are Seim! -Rigid (ASCE 7-05, 12.3.1). not Rigid, so will using the equation of motion based on the mass center of each floors are inadequate. The diaphragm mass should be assigned to each lateral frames or individual nodes. nbse associates JOB TITLE UNITARIAN CHURCH ER UNITRmm . ......... Address......-_.. City, Stale JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE W. Wind Loads . lVAWFRS all h Enclas dP artiallv #ncla 2_0SLQ 1_V1 a Kh (case 2) = 0.68 h = 27.0 ft GCpi = r•/-0.18 Base pressure (qbL) = 12.0 psf ridge ht = 31.2 ft G = 0.85 Roof Angle = 18.4 deg L = 80.0 ft qi = qh Roof tributary area - (h/2)* L: 1080 sf B = 50.0 ft (h/2)*B: 675 sf Rind Normal to llidge (psf) Wind Parallel to kiidge (psf) �Pressuressf) B/L = 0.63 h/L = 0.54 L/B = 160 h/1. = 0.34 Cp ghGCP w/+4 GCy w/-9eGCpi Dist * Cp gll1iCp w/-giGC,,, w'/-ghCjCt,, Windward Wall (WW) 0.80 8.1 see table below 0.80 8.1 see table below Leeward Wall (LW) -0.50 -5.1 -7.2 -2.9 -0.38 -3.9 -6.0 -1.7 Side Wall (SW) -0.70 -7.1 -9.3 -5.0 -0.70 -7.1 -9.3 -5.0 Leeward Roof (LR) -0.57' -5.8 -8.0 -3.7 Included in windward roof Windward Roof neg press. -0.52 -5.3 -74 -3. I 1 0 to h/2* -0.90 -9.2 -11.3 -7.0 Windward Roof pos press. -0.07 -0.7 -2.8 1.5 W2 to h* -0.90 -9.2 -11.3 -7.0 h to 2h* -0.50 -5.1 -7.2 -2,9 > 2h* -0.30 -3.1 -5.2 -0.9 arwaaml distance frnnn windward edge Windward'l all Pressures at' z' 0 Windward Wall Z Kz I Kzt I q�GC, w/+q af'e, 0 to 15" 0.57 1.00 6.9 psf 4.7 psf 9.0 20.0 ft 0.62 1.00 7.5 53 9.6 25.0 ft 0.67 1.00 8.0 5.8 10.1 h= 27.0 ft 0.68 1.00 8.1 6.0 10.3 ridge = 31.2 ft 0.71 1.00 8.5 63 10.6 NOTE: See figure 6-9 of ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. z Kz I Kzt t qp (psf) 0.011 0.57 1.00 0.0 Windward parapet: O.Opsf (GCpn=+1.5) Leeward parapet: 0.0 psf (CiCpn = -1.0) For monoslope roofs, entire roof surface is either windward or leeward surface. Combi ed WW +LW Normal Parallel _ LR 'r to Ridge to Ridge 12.0 psf 10.8 psf sw" 12.6 113 LW 13.1 11.8 13.2 12.0 t, 13.6 12.4 nbse asso. �Is Address City, State Phone other JOB ,QUIMPER UNITARIAN CHURCH JOB NO. SHEET NO. CALCULATED BY. �... ..� .�....................... DATE CHECKED BY� DATE V, Wind Loads ,,1V4WFRS hA0" Low-rise Bulldltt s Enci sedl ells en l sed only p:,a:;>rr rr2: C irt. kk: iD i:IC+3L' Transverse Direction Kz = Kh = Base pressure (qh) _ GCpi = U. SOM122.5kr ,a s is M. ru. . 'Lm i7 *!1'ZC tEO, 6 l +:+nnl �1rC i LOir Torsional Loads are 25% of zones 1 - 4. See code for loading diagram naitudinal Direction 0.70 (case 1) Edge Strip (a) 5.0 ft 12.3 psf End Zone (2a) 10.0 R +/-0.18 Zone 2 length = 25.0 ft rrausverse Direction Longitudinal Direction Perpendicular 0 = 33 7 deg Parallel 0 = 0.0 deg;. Surface GCpf w/-GCpi w/+GCpi tlCp(' iv/-Cjcpi w)+("#C1ai 1 076 0.74 0.38 0.40 0.59 0.22 2 0.21 0.39 0.03 -0.69 -0.51 -0.87 3 -0.43 -0.25 -0.61 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0,63 6 -0.45 -0.27 -0.63 -0,45 -0.27 -0.63 l E. 0.69 0.87 0.51 0.61 0.79 0.43 2E 0.27 0.45 0.09 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.7,1 -0.53 -0.35 -0.71 4E -0.48 -0.30 -0.66 -0.43 -0.25 -0.61 Wind Surface pressures (psf) 1 9.1 4.7 7.2 2.7 2 4.8 0.4 -6.3 -M.7 3 -3.1 -7.5 -2.3 -6.8 4 -2.3 -6.8 -1.4 -5.8 5 -3.3 -7.8 -3.3 -7.8 6 -3.3 -7.8 -3.3 -7.8 I 10.7 6.3 9.8 5.3 2E 5.6 1.1 -11.0 -15.4 3E -4.3 -8.8 -4.3 -8.8 4E -3.7 -8.1 -3.1 -7.5 Windward roof overhangs: 8.4 psf (upward) add to windward roof pressure Parapet Windward parapet: 0.0 psf (GCpn =+1.5) Leeward parapet: 0.0 psf (GCpn = -1 -0) 1lorizontal MWFRS Sing )le Dia bra rri Pressures VIM I`ransverse direction (normal to L) Interior Zone: Wall 11.5 psf Roof 7.9 psf End Zone: Wall 14.4 psf Roof 9.9 psf Longitudinal direction (parallel to L) Interior Zone: Wall 9.5 psf End Zone: Wall 12.8 psf nbse associates Address City, State Phone other Cult Effect Factor h = 27.0 ft use this h : 27.0 ft B = 50.0 ft Calculated /z = 30.0 ft Use this /z : 30.0 ft Ri id Structure I/E = 0.33 1= 320ft = 30It c = 0.30 9Q, g, = 3.4 LZ = 310.0 ft Q = 0.89 lZ = 0.30 G = 0.86 use G = 0.85 JOB TITLE QUIT. R UNITARIAN CHURCH,,,,_ JOB NO. _ O, CALCULATED BY CHECKED BY DATE DATE Flexible structure if natural frequency < I Hz (T > 1 second). However, rule of thumb if building is if h/B < 4 then rigid structure. hB = 0.54 Therefore, probably rigid structure G = 0.85 Using rigid structure default Flexible or D ttatni all Sell hive Stru to Natural Frequency (nj) = 0.0 Hz Damping ratio (a) = 0 /b = 0.45 /a = 0.25 Vz = 58.0 N , = 0.00 R. = 0.000 Rh = 28.282 RB = 28.282 RL = 28.282. 9R = 0.000 R = 0.000 G = 0.000 r1= 0.000 rl = 0.000 ►1 0.000 Enclosure Classiticatton Test fgr E oI sad Buildil : A building that does not qualify as open or partially enclosed. Test f r !d en Building; All walls are at least 80% open. Ao >_ 0.8Ag h = 27.0 ft Test for Partikk jtErtclosed . Building: Input 'Pest Ao 0,0 sf Ao >_ 1.1Aoi ylaS Ag 0.0sf Ao>T/0.01Ag I�ID Aoi 0.0 sf Aoi / Agi <_ 0.20 NO Building is NOT Partially Enclosed Agi 0.0 sf Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao-1.lAoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <= 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor Tor l r e volume artialtv enclosed buildings -i If the partially enclosed building contain.% a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude ad"uatnnent to constant o.00256 : Altitude = 0 feet Average Air Density = P*Ql & dhm/W Constant = 0.00256 nbse assoc TITLE QUIT UNITARIAN CHURCH 3 JOB . ..... Address City, State JOB NO.--- SHEET NO. Phone CALCULAT90 BY DATE other CHECKED BY DATE-----.-- ME -4. 0 < 7 degrees and NlonoslopeS 3 degrees Location of Wind Pressure Zones 4 ITF kq�) --4 Monoslope roofs 30 < 0s 100 -cl (2) aj 31 w4A (2 2 D cD 1A C, > .4 -4 Monoslope roofs 100 < 0 :5 30* 0 > 7 degrees 0 > 7 degrees Page 40 of 62 JOB TITLE OUIMPER UNIT, NCHURCH nbse associates _m'_ ___ - .- --" Address City, State . .. . ...... JOB NO. SHEET NO. Phone CALCULATED BY DATE,-.-- other CHECKED BY . ..... DATE :19res* Importance Factor = 1.00 Gust Effect Factor (G) = 0-95 Wind Speed 90 mph Kzt = 1.00 Exposure 13 A. S lid Frcesta,idin ails, Solid 81, , nN L mwoj s/h = 1.00 _Qas �A& R� Dist to sign top (h) 8.0 ft B/s = 25.D0 Cr = 1.30 Height (9) 8.0 ft LrIs = 0.00 F=qzGCfAs = = 11.2 As 10,0 sf Width (B) 200.0 It Kz = 0.575 As F = 112 lbs Wall Return (Lr) 0.0 ft qz= 10.1 psf Directionality (Kd) 0.85 CaseC Percent of open area Open reduction 1.00 0.0% factorE_-0Q(e1M_Wb Horiz. dist from to gross area cwvc miusli-01AM-01 0 to s 3.29 to 2s 2.07 28.3 As 17.8 As Factor if s/h>0.8 = 0.80 s Wall return factor 2s to 3s 1.59 13.6 As for Cf at 0 to s = 1.00 3s to 4s 1.31 11.2 As 10.6 As 4s to 5s 1.23 5s to 103 .0.78 6.7 As >10s 0.44 3.8 As o'mot I Height to centroid of Af W 15.0 ft Kz = Base. pressure (qz) = 0,575 10.1 psf Width (zero if round) 2.0 fl, Either width or diameter must be zero � 0.0 Af Diameter (zero if rect) 2.0 ft D(qz)^.5 6.37 F = q, G CrAr Solid Area: Af = 10.0 sf Percent of open area G = 0.65 F = 0 lbs to gross area 35.0% Cf = 0 Directionality (Kd) 0.85 s �Tan& �Slmilgr'�Ilruturc� .,C�hne Height to centroid of Af (z) 15.0 ft Kz = Base pressure (qz) = 0.575 10.7 psf Cross -Section Square h/D = 15.00 Directionality (Kd) 0.90 Height N 15.0 ft Width (D) 1.0 ft Type of Surface N/A Cf = 1.29 Cr = 1.67 F=qzGCfAf = 11.6 Af F=q,GCfAf = 15.2 Af Af = 10.0 sf Af = 10.0 sf F = 116 lbs F = 152 lbs Height to centroid of Af (z) 15.0 ft Kz = 0.575 c: = 0.27 Base pressure (qz) = 11.9 psf Tower Cross Section square Member Shape flat Diagonal wind factor= 1.2 Directionality (Kd) 1.00 Round member factor = 1.000 Sau4reLwind 41p vier dio 0, Liajl _'_,S5qugq.,LAjnd mormKl _W NP;1 Cf = 3.24 Cf = 170 ,F=qzGCfAf = 32.8 Af F =q,. G Cf Ar = 27-3 Af Solid Area: Af = 10.0 sf Solid Area: Af = 10.0 sf F = 328 lbs F = 273Pge 41 of 62 ')tes JOB T17 )MWER UNFFARIAN CHURCH nbse as.. . ....... Address City, state JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE Drics 421- W. 180r* VA i M DIPEtnoky Y= 0. L Y= 0*. Lew TFj:6uGH %V121M %M: I rl> E'r-.EcTIoll E-7xc-noll =-CTTGII I/- V.Tll,-.,D WPJECTIUN v = 900 MAIN WIND FORCE RESISTING SYSTEM L111-9211 —1'-LQ5c 6, UP 'n >_ 101' Page 42 of 62 CQMPONENTS, AND CLADDING TITLE QiEI. nose associates JOB � fARIAN CHURCH Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE other CHECKED BY DATE 1, (� 2 �V/, d 1.Qa a rt NStir 9 nt C 7"-0 .2 h/L , I Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angles 18.4 deg Main Wind Force Resisting Systerrt Kz = Kh (case 2) = 0.68 Base pressure (qh) = 12.0 psf Roof pressures - Wind Normal to Ridge ..• Wind I1irWcriran Wind 1)ir�tciiren . Wind Load Y=Odeg T=180deg Flow Case C nor Cnl Cow Cnl Cn 1 17 1.44 1.48 l 69 .__ .._ Clear Wind A _ p. ___ ---_ 12- - s1 p -__--_14.6 s P .� _ 15.1 . ps .._ 17.2 psf Flow L. -0 14 1.98 - 0 65 .... B ._- .-n _. 213.. 7psl -----... -1.4ps _ - ___- 20.2psI fa fa sl NOTE: 1). Cow and Cnl denote combined pressures from top raid bottonr roof surfaces. 2). Cow is pressure on windward half of roof. Cnl is pressure on leeward halfof roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Ilorizontal 13istance from Windward Wind Load Edge Flow Case < }, >h < 2h > 2h Cn 0 80 0 60 0.30 Clear Wind A p - -8.1 ps 6 1 psi -3.1 psi Flow B Cp �__ _...._ . _ -. -0 - SOi ---3-_-. Ol £i- psl psi ps fascia Panel; -Horizontal ressnres qp = 0.0 psf Components & Cladding - roof resellre . Kz = Kh (case 1) = 0.70 Base pressure (qh) = 12.3 psr G = 0.85 h = 27.0 ft 2h = 54.0 ft Fascia pressures not applicable - roof angle exceeds 5 degrees. Windward fascia: 0.0 psf (GCpn=+1.5) Leeward fascia: 0.0 psf (GCpn = -1.0) ag5.0ft W=25.0sf 4W = 100.0 sf Effective Wind Area zone 3 zone 2 zone t positive negative positive negative positive nep I" e < 25 sf 3.97 -4,07 2.97 _ 3.11 98 04 CN ._.._._ ___, ___ 0 >25, < 100 sf y_ 2 47 '3 11 2 97 3 1 I 198 ..1...9..8. 2.04 _._,......,.�..--z-____,...... .. > 100 sf .....Ni--_ I.98 -,_--.--__--- -2.04 _--m 1.98 -2.04 1.98 2.04 <_ 25 sf 41.6 sf -42 8 psf 3 ] 2 psf -32 6 psf _ -20 8 da l- _ - 21.4 last' Wind ----_-- .._ >25 < 100 sf __ _ _.n-,__ 31 2 psf T__ _. 32 6 psf 31 2 wpsf -32 6 psf 0 R p'af 1-4 psf` pressure ____ _______ ____ ______ > 100 sf ___ __ 20.8 psf -21.4 psf 20.8 psf 21.4 psf w8 aS 21.4 lasf Page 43 of 62 nbse assoL �s Address City, State Phone other V, Wind Load . Coot anent & Cla Kh (case 1) = 0,70 b = Base pressure (qh) = 12.3 psf a= Roof Angle = 18.4 deg GCpi qi = qh Minimum parapet height at building perimeter Roof angle exceeds 10 de TLE QUIMPER UNITARIAN CHURCH JOB NO. SHEET NO. CALCULATED rm_DATE_ CHECKED BY DATE 4 27.0 It h<-- 60', use C&C<90 pressures 5.0 ft NUIT. If tributary area is greater than -0-0-18 700sf, MWFRS pressure May be u5cd, 12.3 psf 3.0 ft - use tables for C&C<90 GC1 71 Surface Pressure ,A User input Roof Area 10 00 sf 500 sr 10 sf 100 sf 500 sf u 5, 50 sf 250sl Zone I N/A N/A 0 ps� OPI 0 psi ., 0 psf PSI 0 0 Zone 2 N/A = N/A N/A 0- 0 pns !0 0 0 Zone 3 N/A W 1A NIP A --c psi 0 PSI 0 psi 0 -0, 6c) Surface Pressure at "if' User input- Walls Arca[f - 20 sf 100 sf 500 sf 20 sf FO 0 sf -7 - 506 sf '9psl 20 sf - 200s Negative Zone 4 -7-- - 0. 95 101 0.90 0.80 -0.70 -13.3 ps M.1 ;"sf 10 -13.3 psf -11.6 Negative Zone 5 0 -1,80 -1.40 -1.00 -24.4 psf -19.5 psf 14.6 PSI -24.4 ps f -17.4 10.7 Positive Zone 4 & 5 090 go 0.75 0.60 133 psf 11.5 psf 10-0 PSI 13.3 PSI NOTE: Negative zones 4 & 5 pressures apply to all heights. Positive Pressures vary with 1wight, see below. Wall surface pressure at 'Y' Positive zone 4 & 5 (Ps, Z Kz Kit qz (psf) sf 20 sf 100 sf f : 10 0� . f 500 sf 5 00 to 15, 0.70 1.00 12.3 113 11.5 10.0 20.0 ft 0.70 1.00 12.3 13.3 11.5 10.0 41 25.0 ft 0.70 1.00 12.3 13.3 11.5 10.0 h= 27.0 IT 0.70 1.00 12.3 13.3 11.5 10.0 A5 I" ridge = 31.2 ft 0.71 1.00 12.5 13.5 1 L6 10.0 Pars W Z 0.0 ft 0.70 1 00 0.0 psf CASE A = pressure towards building CASE B = pressure away from building Roofs Wf 9- S 10 air ell -Walls Roof angle exceeds 10 dcy ej - use ara et tables for C&C<90 Solid Varapet Pressure 10 sf 100 sf 500 sf CASE A Interior, zone: N/A N/A N/A Comer zone: N/A N/A N/A CASE B Interior zone: N/A a 44 of NA Comer zone: I N/A NN N/A nbse associates JOB TITLE QI JIMPER UNITAK4 CHURCH Address . . ..... City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE___..__ other CHECKED BY DATE V. Wind Loads - C2Mponents & Claddinn: Buildings h 60' & Al Mate d nign 6W_<h<9W Kz = Kh (case 1) = 0.70 0CPi = 14-0' 18 N01T: If tributary wca is greater than Base pressure (qh) = 123 psf 3 = 5.01t 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 3.0 ft Roof Angle = 33.7deg Type of roof = Monoslope Monoslopcd roof mustbe <-- 30 deg. Roof 0CP +/- (";c i Surface Pressure 1 Wo liser in or Area 10 sf 50 sf 100 sf 1 50 sf L 00 75 sf Negative Zone I #VALUE! -- 4VALUE! MVALUE! #VALIM itVAIAN't #VALUE! #VALLJE #VAIJJE! Negative Zone 2 #VALUE! 10VALUE! #VALUE! #VALUE! #VALUE! #VALLTE! #VALUE! #VALUE! Negative Zone 3 #VALUE! #VALUE1 fiVALUR #VALUE! 4VALUE! #VALUE! #VALUE! #VALUE! Positive All Zones #VALUE! #VALUE! #VALUF! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0.00 0.00 0.00 -10.0 ps% -10.0 PS -10.0 PS -10.0 Ps1 - 10.0 PSI 0.00 0.00 0.00 -10.0 psil -10.0 Ps -10.0ps -10.0 psf-10.0 sf Walls Gcp +/- GCPi . ...... . .. Sur -face Pressure (pst) -500 User input Area -To sf -To-osf -30-0sf 10 sf I --foo ST sf 50 sf 200 sf Negative Zone 4 -1.28 -1.16 -0.98 - 15.8 psf - 13.6 psf - 12.1 psi -14.3 p;f - 13.0 psf Negative Zone 5 -1.58 -1.23 -0.98 -19.5 Psi -15.1 ps -12.1 PSI -16.5 psf - 13.8 psf Positive Zone 4 & 51 1.18 1.00 0.88 14.6 psf 12.4 psff 10.9 PSI., 13.0 psf [ 1.7 psf Parapet qp = 0.0 psf CASE A = pressure towards building CASE B = pressure away from building Rooftop Structures & 1 ni me� Dist from mean roof height to centroid of Af = 10.0 ft Height of equipment (he) = 15.0 ft Cross -Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft Type of Surface N/A Pressure Solid Parapet Pressure 10 sf I --TOO sf CASE A : lmcriorzone ; #VALUE! #VALUN #VALUE! Comer zone : #VALUE! #VALUE! #VALUE! CASE B: interior zone: .0 Psi -10.0 psf -10.0 Psi IL Corner zone -10.0 psf . 10.0 Psi - --- :!1y0.00 psf aqgarcjwigcl a10 diagga3°11 Cf = 1.01 Af = 10.0 sf Adjustment Factor (Adj) = i 1.90 F = qz G Cf Af Adj= 11.9 Af F= 119 lbs Gust Effect Factor (G) = 0.85 Base pressure (qz) = 15.4 Kd psf h/D = 1.50 Square. Zvi nd nom)ql to face) Cr = 1.31 Af = 10.0 sf Adjustment Factor (Adj) = 1.900 F = qz 6 Cf Ar Adi= 15.4 Af F = 154 lbs Page 45 of 62 ...... PROJECT„ T. PAGE: CLIENT : DESIGN BY JOB N1J.:DATE " REVIEWBY dints. Based on ASCE 7-061 IBC 2006 INPUT DATA Exposure category (B, C or D) Importance factor, pg 77, (0.87, 1.0 or 1.15) Basic wind speed (IBC Tab 1609.3.1V,$) Topographic factor (Sec.6.5.7.2, pg 26 & 45) Building height to save Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length. B, face Max total horizontal torsional load Max total uoward force B - 1.00 Category II V = 90 mph Kr m 1 Flat he = 12 ft hr = 39 ft L = 75 ft B = 50 ft A - 50 ftz t ANALYSIS Velocity 2ressure qh = 0.00256 Kn Kn Kd V2 ] = 12.34 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h. (Tab. 6-3, Case 1,pg 79) Kd = wind directionality factor. (Tab. 6-4, for building, page 80) h = mean roof height B 29.25 kips 12-75 kips 241,28 ft-kips 0.70 = 25.50 ft < 60 ft, [Satisfactory] Pggigin pressures to S Vff p = qh I(G Cpf )4G Cpt )l where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G C, f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10. page 53 & 54) G C,; = product of gust effect factor and internal pressure coef iicient.(Fig. 6-5. Enclosed Building. page 47) 0.18 or -0.18 a = width of edge strips, Fig 6-10. note 9, page 54, MAX[ MIN(0.1B. 0.4h), 0.046,31 = 5.00 ft Net Pressures (psf)„ Basic Load Cases Surface _Roof angle G C, 0 = Net Pressure 47.20 with Roof angle G C, f 0 Net (+GC 0.0 ssure with (-GC,;) ( +GC,; GC,;) 1 0.56 4.69 9-13 0.40 2.71 7.16 2 0.23 0,58 5.02 -0.69 -10.73 •6.29 3 -0.43 -7.49 -3.05 -0.37 -6-79 -2.34 4 -0.37 -6.79 -2.34 -0.29 -5.80 -1.36 1 E 0.69 6-29 10.73 0.61 5.31 9.75 2E 0.29 1.36 5.81 -1.07 -15,42 -10.98 3E •0.53 -8.73 A.29 •0.53 •8.76 1 -4.32 4E -DAS -8.14 •3.70 -0.43 -7.53 -3.08 5 -0.45 -7.77 -3.33 -0.45 -7.77 -3.33 6 -0.45 -7.77 -3,33 0.45 -7.77 j .3.33 Net Pressures 1ps_q, Torsional Load Ca Surface Roof angle GC,, 6 = Net Pressure 47.20 with" _- GC-t) 1? 0.56 1.17 2.28 2T 0.23 0,15 1.26 3T -0.43 -1-87 -0.76 4T -0.37 1 -1.70 -0-59 Roof angle 0 = 0.00 Surface NetPressurewith (-GC, r ) .. IT 0.40 0 .68 2T -0.69 -2.68 -1.57 3T -0.37 -1.70 -0.59 47 -0.29 -1.45 -0,34 ses 3 2 3 PE '� 3 ZONE 2/3 9017 "W 31 3 11 � y '2E MG n 6 J9..... AE ^.NREECREmcE gAxdIw� REFERENCE fCrOHWwS RCFMNCE CTa - NFEREWE €ONN ,. g o'. WMI onEC7110N WNlD OFEcna+ �+Mo prYCikM bWrlO pRECION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction w(1gsic 1_orrd ass orsttyrw„a711 ivr�d 'rse Page 46 of Basic Load Surface Cases in Area (u/7 Transverse Direction Pressure (k) with I (+GCPq) (-GCpi) Basic Load Surface Cases In Area (re) Loo tt Pressure no Dlr ti-on (k) with +GC ( pi) -GCPi ( ) 1 780 3.66 7.12 1 1101 2.99 7.88 2 2392 1.39 12.01 2 2208 -23.70 -13.89 3 2392 -17.91 -7.29 3 2208 1A.98 -5.18 4 780 -5.29 -1.83 4 1 1101 -6.38, -1.49 1 E 120 0.76 1-29 1 E 174 0.92 1.70 2E 360 0.50 2.14 2E 552 -8.51 -6.06 3E 368 1 -3.21 -1.58 3E 552 4_84 -2.38 4£E -0,98 -0.A4 4E 174 -1.31 -0.54 Ho120 nz. 27.57 27. 5 £ Horiz. 11.61 11.61 Vert. -13.07 3.59 Vert. -35.35 -18.69 id psf min. Horiz. 29.25 29.25 fo 5 12.. 5 Sec.6.1.4.1 Vert. -37.50 -37.50 . 6.1-4 Sec. 6.1_A.1 Ver-Hot. Vert. m 37. 3T.50 -37.50 Torsional Load Cases in Transverse Direction Area Pressure (k) with Torsion ( -k Surface t8'1 _ (+GCpI) (-GCpl) I+� (-GC.,) 1 330 1.55 3.01 25 49 2 1012 0.59 5.08 7 61 3 1012 -7.58 -3.08 90 37 4 330 -2.24 -0.77 36 13 1 E 120 0.78 1.29 25 42 2E 368 0.50 2.14 12 51 3E 368 -3.21 -1.58 77 1 36 4E 120 -0.98 -0." 32 14 1T 450 0.53 1.03 -10 -19 2T 1380 ' 0.20 1.73 -3 -24 3T 1380 -2.58 -1.05 -36 -14 450 -0.76 -0.26 I -14 µ -5 �4T Total Horiz. Torsional Load, Mr 1 2A1 241 .w� 1 1 a a q Y p= qh[ (G Cp) - (G CPi)) where: p = pressure on component. (Eq. 6-22, pg 28) pr un = 10 pst (Sec. 6.1-4.2, p9 21) 1 9 q 0i: G C, =external pressure coeMcient. Walls Roof +• �- Roof s» see table below, (Fig. 6.11, page 55-58) fE.ve Zone1 �Zqne 2 Zone 3 ZoneP) GC OC. G n vaa 1 06 0.83 1.06 0,8E1 Zone3 Zone Pressuradln9e.b&h ► ne wl Ise Paa omvaZone w+mrw sf) �212.46 12,83 12.46 15.30 12.46 15.30 13 04vne tk14rwgrww p 1 27 1304� iP - Page 47 of 62 c pe -1 Z9 JO 8J7 9 V 0 0 N . ......... .. IR OEM �iM' .41, 2 af Ma 14 <D C 11 7 M z 3� T-t J rig ion CM I SHEAR WALL DESIGN-WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #9 F=1bs•680CI �i 200PLF UNIFORM LOADS h= 20 Mot = 136000 Mnet 114000 #-FT I -,uplift = -2280 #'s L= 50 VE T R ME Mot = 136000 Mmot TO" 136000 #-FT Vtotal = 6800 v unit = 136 plf DETERMINE RESI TI MOMEN Mres= 250000 F� USE: 0.50 SHEATHING NAILING: EDGE: 10d C 6" FIELD: 10d@1 12 ILL PLATE BOLT NG 1 st Floor v= 136 plf sill plate nailing 4� 13OUNDARY IwtENMBER A 2x4 5.25 B 04 12.26 C 06 19.25 D 2x6 8.25 E 6x6 30.25 Boundary Member A Area= 5.25 5/8" dia ab spacing= 70.41176 3/4" die ab spacing= 84.52941 USE: 518" DIA. ANCHOR BOLTS @ 32" 16d ® 16" NO HOLDOWNS ARE REQUIRED SH F WALL DEELECTIgNS D= 8vh/EAb + vh1Gt + .75he + (h/b)d 8vtVEAb= 0.000052 y = 136 shear in wall A= 5.25 area of boundary me (APPROXIMATE) vh/Gt- 0.060444 h= 20 height of wall in feet b= 50 length of wall .75he= 0.09 E= 2E+06 modulus of elasticlty G= 90000 shear modulus (h/b)d= 0,032 t= 0.50 effective thickness of plywood e= 0.006 nail deformation in inches total deflection= 0.18 f-" d- 0.08 anchorage deformation QETE BAINE SHEAR PER NAIL: v = 68 68 nails per foot = 2.67 2 load per nail = 25.4682 34 Page 49 of 62 SHEAR WALL DESIGN-WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #8 F=Ibs 6800n ITm. 350 PL h= 10 &Wet = 68000 Mnet= uplift = L= 16 Vd G't tLG NIMMENT B Mot = 68000 F UNIFORM LOADS 23200 #-FT Mmot TO 68000 #-FT �— Vtotal = 6800 v unit = 425 plf DETERMINE RESTS k Mres= 44800 USE: 0.50 SHEATHING NAILING: EDGE: 10d @ 4" FIELD: 10d® 12 ILL F?LATE3OL�T' N 1st Floor v= 425 pif sill plate nailing - 1 11 1450 Vs 5-D BOUNDARY MEMBER A 2x4 5.25 B 4x4 12.25 C 4x6 19.25 D 2x6 8.25 E 6x6 30.25 Boundary Member A Area= 5.25 5/8" dia ab spacing= 22.53176 314" dia ab spacing= 27.04941 r USE: 518" DIA. ANCHOR BOLTS Q 16" 16d @ 16" NO HD IS REQUIRED D= 8vh/EAb + vh/GI. + .75he + (h/b)d 8vh/EAb= 0.000253 v = 425 shear in wall A= 5.25 area of boundary me (APPROXIMATE) vh/Gt= 0,094444 h= 10 height of wall in feet b= 16 length of wall .75he= 0.045 E= 2E+06 modulus of elasticity G= 90000 shear modulus (h/b)d- 0.05 l= 0.50 effective thickness of plywood e= 0.006 nail deformation in inches total deflection= 0.19 f— d- 0.08 anchorage deformation DETQ AINE ZHtR PI L; v 212.5 212.5 nails per foot = 2.67 2 load per nail = 79.588 106.25 Page 50 of 62 SHEAR WALL DESIGN WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #7 F=1bs 7300 --777 200 PL h= 9 Mot = 65700 Mnet= uplift L= 13.5 �" EI T RNI MOMENT � BAMot = 65700 F UNIFORM LOADS 47475 #-FT 3516.667 #'s Mmot TO 65700 #-FT f Vtotal = 7300 v unit = 540.741 plf DETERMINE RESI MENT: Mres= 18225 USE: 0.50 SHEATHING NAILING: EDGE: 10d @ 3" FIELD: 10d@ 12 L PL, E 1st Floor v= 540.741 pit sill plate nailing = A 2x4 5.25 B 04 12.25 C 4x6 19.25 D 2x6 8.25 E 6x6 30.25 Boundary Member A Area= 5.25 f- 5/8" dia ab spacing= 17.70904 N 314" dia ab spacing= 21.25973 h USE: 518" DIA_ ANCHOR BOLTS @ 16" 16d ®16" USE HDU-8 EA END HEAR WALL DEFLECTIONS: D= 8vh/E4b + vh/Gt + .75he + (h/b)d Bvh/EAb= 0.000343 v = 540.74 shear in wall A= 5.25 area of boundary me (APPROXIMATE) vh/Gt= 0.108148 h= 9 height of wall In feet b- 13.5 length of wall .75he= 0.0405 E= 2E+06 modulus of elasticity G- 90000 shear modulus (h/b)d= 0.053333 t= 0.50 effective thickness of plywood e- 0.006 nail deformation in inches fatal deflection= 0.20 �-- d= 0.08 anchorage deformaton Page 51 of 62 v = 270.37 270.3704 nails per foot = 2.67 2 load per nail = 101.262 135.1852 SHEAR WALL DESIGN-WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #8 F=1bs 1900 200 PLF UNIFORM LOADS h= 9 Mat = 17100 M'net= -15300 #-FT uplift -850 Vs OVRTtJRNNNC, IME,N tip tA;E: Mot 17100 MmotTO 17100 #-FT Vtotal 1900 v unit = 105.556 pIf E'I E' " IN RESISTING MQMENT: Mres= 32400 F� USE: 0.50 SHEATHING NAILING: EDGE: 10d @ 6" FIELD: 10d® 12 SILL PLATE BOLTING 1st Floor v= 105.556 plf sill plate nailing D= 8vh/EAb + vh/Gt + .75he + (h/b)d 5� A 20 5.25 B 4X4 12.25 C 46 19.25 D 2X6 8.25 E 6X6 30.25 Boundary Member A Area= 5.25 f-- 5/8" dia ob` spacing= 90.72 3/4" dia ab spacing= 108.9095' r USE: 5/8" DIA. ANCHOR BOLTS @ 48" 16d @16" NO HOLDOWNS ARE REQUIRED 8vh/EAb= 0.000050 �b v = 105.56 shear in wall A= 5.25 area of boundary me (APPROXIMATE) vh/Gt= 0.021111 h= 9 height of wall In feet b- 18 length of wall .75he= 0.0405 E= 2E+06 modulus of elasticity l G= 90000 shear modulus (hlb)d= O.D4 t= 0.50 effective thickness of plywood e= 0.006 nail deformation in inches total deflectlonz 0.1a �-- d= 0.08 anchorage deformation PETER NE aHEAfx PER NAML; v 52.7778 52.77778 , nails per foot = 2.67 2 Toed per nail - 19.707 26.38889 p Page 52 of 62 6"'; SHEAR WALL DESIGN-WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #5 F=1bs 4000 �,�� 200 PLF h= 9 Mot = 36000 Mnel= uplift = L= 18 RTURNING M EhIT E: Mot = 36000 UNIFORM LOADS 3600 #-FT Mmot TO 36000 #-FT Vtolal = 4000 v unit = 222.222 pif DETERMINE RESISTING M E Mres= 32400 USE: 0.50 SHEATHING NAILING: EDGE: 10d @ 6 FIELD: 10d@ V aqA. PLATE B TNN 1 st Floor v= 222.222 plf sill plate nailing 200 Vs BOUNPARV tM EM f— A 2x4 5.25 B 4x4 12.25 C 06 19.25 D 2x6 8.25 E 6x6 30.25 Boundary Member A Area= 5.25 4-- 518" dia ab spacing= 43.092 314" dia ab spacing= 51.732 USE: 5/8" DIA. ANCHOR BOLTS @ 48" 16d @16" NO HOLDOWNS ARE REQUIRED HEAR WALL OF- ILECT1 N D= 8vh/EAb + vh/Gt + .75he + (h!b)d BvhlF..Ab= 0.000106 v = 222.22 shear in wall A= 5.25 area of boundary mt (APPROXIMATE) vh/Gt= 0.044444 h= 9 height of wall in feet b= 18 length of wall .75he= 0.0405 E= 2E+06 modulus of elasticity G= 90000 shear modulus (h/b)d= 0.04 t= 0.50 effective thickness of plywood e= 0.006 nail deformation in inches total deflection= 0.13 4-- d= 0.08 anchorage deformation "t IN , S REAR-: v 111.111 111.1111 nails perfoot = 2.67 2 load per nail = 41.6146 55.55556 Page 53 of 62 SHEAR WALL DESIGN{-WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #4 F=1bs 1900 200 PLF h= 9 Mot = 17100 Mnet= _ uplift = L= 9 —t OVERTVENINGMQMgNjQg6SE Mot = 17100 UNIFORM LOADS 9000 #-FT Mmot TO 17100 #-FT �— Vtotal = 1900 v unit - 211.111 plf 1000 #'s 5� BOUNDARY KMBE A 2x4 5.25 B 04 12.25 C 4x6 19.26 D 2x6 8.25 E 6x6 30.25 MT�FI�If�IINE R�'I"�ING MOMENT:, Mres= 8100 Boundary Member A USE: 0.50 SHEATHING Area= 5.25 NAILING: EDGE: 10d @ 6" FIELD: 10d@ 12 it PAM 9 LTIN!I^ 1st Floor v= 211.111 plf 4— 5/8"dia ab spacing= 45.36 3/4" dia ab spacing= 54.45474 USE: 5/8" DIA. ANCHOR BOLTS ® 16" sill plate nailing16d ®16" HDU 5 MIN. FA. END SHFAR "MALL DEFLECTIONS 6 q D= 8vh/EAb + vh/Gt + _75he + (h/b)d I 8vh/EAb- 0.000201 4 v = 211.11 shear in wall A= 5.25 area of boundary me (APPROXIMATE) vh/Gt- 0,042222 ha 9 height of wall in feel b= 9 length of wall 75he= 0.0405 E= 2E+06 modulus of elasticity G- 90000 shear modulus (h/b)d= 0.08 t= 0.50 effective thickness of plywood l e- 0.006 nall deformation in inches total deflection= 0.16 �-- d- 0.08 anchorage deformation DETERMINE SHEAR PER NFL;. v = 105.556 105.5556 nails per foot T 2.67 2 load per nall = 39.5339 52.77778 Page 54 of 62 SHEAR WALL DESIGN"WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #3 F=1bs 1900_ _r 200 PLF h= 9 Mot = 17100 Mnet= ?uplift = L= 9 I OVERTURNINGM MENT Q BASE; Mot = 17100 UNIFORM LOADS 900D #-FT Mmot TO 17100 #-FT ♦""' Vtotal = 1900 v unit = 211.111 plf E NE ESIS l ME Mres= 8100 F— USE: 0.50 SHEATHING NAILING: EDGE: 10d ® 6" FIELD: 10d@ 12 PL LTING 1st Floor v= 211.111 plf sill plate nailing 1000 WS c• w z A 2x4 5.25 B 4x4 12.25 C 4x6 19.25 D 2x6 8.25 E 6x6 30.25 Boundary Member A Area= 5.25 5/8" dia ab spacing= 45.36 4-- 314" dia ab spacing= 54.45474 4— USE: 518' DIA. ANCHOR BOLTS ® 48' 16d ® 16" NO HD IS REQUIRED 7-IF.AR VV&L DEF E D= 8vh/EAb + vh/Gl. + .75he + (h1b)d 8vh1EAb= 0,000201 v = A= 211.11 5.25 shear in wall area of boundary me (APPROXIMATE) vh/Gt= 0.042222 h= 9 height of wall in feet b= 9 length of wall .75he= 0.0405 E= 2E+06 modulus of elasticity G= 90000 shear modulus (h/b)d= 0.08 t= 0.50 effective thickness of plywood e= 0.006 nail deformation in inches total detiectlon= 0.16 f d= 0.08 anchorage deformation QEMRMJNH AIL: v =` 105.556 106.5556 nails per toot 2.67 2 load per nail = 39.5339 52,77778 Page 55 of 62 SHEAR WALL DESIGN-WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #2 F=1bs 1000 200 PLF h= 9 Mot = 9000 Mnet= .iuplift = L= 10 R' R IN O E T BA Mot UNIFORM LOADS -1000 #-FT Mmot TO 9000 #-FT Vtotal = 1000 v unit = 100 plf DETER AINE RESISTING MOMENT: Mres= 10000 41— USE: 0.50 SHEATHING NAILING: EDGE: 10d @ 6" FIELD: 10d@ 12 ILL PLATE80LJlNg 1st Floor v= 100 plf sill plate nailing R WALL DEFLECT —ION -100 Vs 6(o r—a .=5 A 2x4 5.25 B 4x4 12.25 C 4x6 19.25 D 2x6 8.25 E 6x6 30.25 Boundary Member A Area= 5.25 f- 5/8" dia ab spacing= 95.76 �*- 3/4" dia ab spacing= 114.96 -4-- USE: 5/8" DIA. ANCHOR BOLTS (d 48" 16d ® 16" NO HD REQUIRED D= 8vh/EAb + vh/Gt+ .75he + (h/b)d Bvh/EAb= 0.000086 v = 100 shear in wall A= 5.25 area of boundary mt (APPROXIMATE) vh/Gt= 0.02 h= 9 height of wall in feet b= 10 length of wall .75he= 0.0405 E= 2E+06 modulus of elasticity G= 90000 shear modulus (h/b)d= 0.072 t= 0.50 effective thickness of plywood e= 0.006 nail deformation in inches total deflection= 0.13 f-- d= 0.08 anchorage deformation QgTERMINE HFz6R PER NAIL' v = 50 50 nails per foot = 2.67 2 load per nail = 16.7266 25 Page 56 of 62 SHEAR WALL DESIGN WORKSHEET FOR PLYWOOD SHEARWALLS WALL LOCATION: SHEAR WALL #1 F=lbs 2000 200 PLF UNIFORM LOADS h= 9 ►vttot = 18000 Mnet= -18100 #-FT uplift _-952,6316 Vs �.. L= 19 'RTUR'NIN."CY �, IlL Mot = 18" Mmot TO 1 WW #-FT Vtotal = 2000 v unit = 105.263 plf p f2MINE SfS�-NT: �— Mres= 36100 USE: 0.50 SHEATHING NAILING: EDGE: 10d @ 6" FIELD: 10d@ 12 POUNDAM M A 2x4 5.25 B 4x4 12.25 C 4x6 19.25 D 2x6 8.25 E 6X6 30.25 Boundary Member A Area= 5.25 fL LATE.. L G 1st Floor v= 105.263 plf 51W dia ab spacing= 90.9722 4— 3W dia ab spacing= 109.212 4— USE: 5/8" DIA. ANCHOR BOLTS @' 48" sill plate nailing 16d @ 19' no holdowns are required AR WALL F O S D= 8vh/EAb + vh/Gt + .75he + (h/b)d 8vtVEAb= 0.000047 v = 105.26 shear in wall area of boundary me (APPROXIMATE) vh/Gt= 0.021053 A--5.25 h= 9 height of wall in feet 0.0405 b= 19 length of wall .75he= E= 2E+06 modulus of elasticity (h/b)d= 0.037895 G= 90000 shear modulus t= 0.50 effective thickness of plywood total deflection= 0.10 4— 0,006 nail deformation In inches e= d= 0,08 anchorage deformation —RMIN fI PER f�AB�,: v = 52,6316 52,6316 nails per foot = 2.67 2 load per nail 19.7122 26.3158 Page 57 of 62 FOUNDATION DESIGN 5S Page 58 of 62 rate ; Job # Dsgnr: Date- 2:06PM. 24 AUG 08 Description Scope' ! Rev, 500100 raye user. K.p1,Her56,,25-o�t_2�2 General Footing Analysis Design t townsend ecw:Cakulatons t�l!t 3.2 2 ENERCALC En�ph sting Software e.1d 5ti�ua Description pole footing General Information Allowable Soil Bearing 17500.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 3.000 R Seismic Zone 4 Length along Y-Y Axis 15.000 It Footing Thickness 8.00 in Live & Short Term Combined Col Dim. Along X-X Axis 16.00 in rc 2,500.0 psi Col Dim. Along Y-Y Axis 16.00 in Fy 60,000_0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads _ -m Applied Vertical Load.... Dead Load 6.000 k ...ecc along X-X Axis 0,000 in Live Load 12.000 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Createp Rotation about Y-Y Axes Applied Moments... (pressures @ left & right) Dead Load k-ft Live Load k-R Short Term k-ft ere tes tt7tatutsut Yxis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates of ut ion kt .X-X AAJ (pressures @ top & bot) k-ft k-ft k-ft Creation as abo- t; XX A (pressures @ top & bot) k k k Footing Design OK 3 OOft x 15.00ft Footing, 8.Oin Thick, wl Column Support 16.00 x 16.001n x O.Oin high DL+LL DL+LL+ST Actual Allowa l Max Soil Pressure 496.7 496.7 psi Max Mu 14.941 k-ft per ft Allowable 1.500.0 1,995.0 psf Required Steel Area 999.990 in2 per ft ' X' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu. Vn,', Phi "Y' Ecc. of Resultant 0.000 in 0.000 in 1-Way 76.116 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 72.739 170.000 psi Y-Y Min. Stability Ratio No Overturning Shear Forces ACI 9-1 ACI 2 C19-3 Vn " Phi Two -Way Shear 72.74psi 63.65 psi 13.64 psi 170.00 psi One -Way Shears... Vu @ Left 5.00 psi 4.37 psi 0.90 psi 85.00 psi Vu Right 5.00 psi 4.37 psi 0.90 psi 85.00 psi Vu Top 76.120 66.59 psi 14,24 psi 85.000 Vu @ Bottom 76.12 psi 66.59 psi 14.24 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9 Rut Phi s Re " Mu @ Left 0.22 k-ft 0.19 k-ft 0.04 k-ft 12.2 psi 999.99 ln2 per ft Mu @ Right 0.22 k-ft 0.19 k-ft 0.04 k-ft 12.2 psi 0.08 in2 per ft Mu @ Top 14.94 k-ft 13.07 k-ft 2.80 k-ft 819.8 psi 0.00 in2 per It Mu @ Bottom 14.94 k-ft 13.07 k-ft 2.80 k-ft 819.8 psi 999.99 in2 per ft Page 59 of 62 Title : Job # Osgnr: Date: 2:06PM, 24 AUG O6 Description Scope: �,O ; 0 3+ vers6, r Coca-:: )� ¢ General Footing Analysis & Design c4 h uu ow eew.cegusto �S 1 d� �/ (] r"NFR�CAI f S'mn4 w wim Sa�W 7 y nd, Description pole footing Soil .S .. Pressure Summary _....�...� _ .._..s..�... _... �...._..�...Y..____�_...._..�....____.._.� Service Load Soil Pressures Left Right Top Bottom DL + LL 496.67 496.67 496.67 496.67 psf DL + LL + ST 496.67 496.67 496.67 496.67 psf Factored Load Soil Pressures ACI Eq. 9-1 775.33 775.33 775.33 775.33 psf ACI Eq. 9-2 695.33 695.33 695.33 695.33 psf ACI Eq. 9-3 207.00 207.00 207.00 207.00 psf ACI Factors (per ACI, applied internally to entered loads) "..:ACI 9-1 & 9-2 DL 1.," ACI 9.2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 5T 1.700 ACI M Short Term Factor 1.300 ....seismic = ST' ; 1.100 Page 60 of 62 MISCELLANEOUS OR REFERENCE ITEMS �l Page 61 of 62 SOILS AND FOUNDATIONS • • C7 4. 'Pest methods for determining the acceptance of the CLSM in the field. 5. Number and frequency of field tests required to deter- mine cunipliancc will[ Itent 4. SECTION 1804 ALLOWABLE LOAD -BEARING VALUES OF SOILS 1804.1 Design. The presumptive load -bearing values provided in Table 1804.2 shall be used with the allowable stress design load combinations specified in Section 1605.3. 1804.2 Presumptive load -bearing values. The maximum allow- able foundation pressure. lateral pressure or lateral sliding -resis- tance values for supporting soils near the surface shalt not exceed the values specified in Table 1804.2 unless data to substantiate the use of a higher value are submitted and approved. Presumptive load -bearing values shall apply to materials with similar physical characteristics and dispositions. Mud, organic silt, organic clays, peat or unprepared fill shall not be assumed to have a presumptive load -bearing capacity unless data to substantiate the use of such a value aresubmitted. Exception: A presumptive load -bearing capacity is permit- ted to be used where the building official deems the load -bearing capacity of mud, organic silt or unprepared fill is adequate for the support of lightweight and temporary structures. 1804.3 Lateral sliding resistance. The resistance of structural walls to lateral sliding shall be calculated by combining the val- ues derived from the lateral beating and the lateral sliding resis- tance shown -in Table 1804.2 unless data to substantiate the use of higher values are submitted for approval. -For clay, sandy clay, silty clay and clayey silt, in no case shall the lateral sliding resistance exceed one-half the dead load. 1804.3.1 Increases in allowable lateral sliding resistance. The resistance value's derived from the [able are permitted to CLASS OF MIATERIAL'$ be increased by the tabular value for each adds o , toot (305 mm) of depth to a maximum of 15 times the tabular value. Isolated poles for uses such as 11a9pules ur signs and poles used to support buildings that are not adversely affected by a 0.5 inch (12.7 mm) motion at the ground sur- face due to short -terns lateral loads are permitted to be designed using lateral -bearing values equal to two times the tabular values. SECTION 1805 FOOTINGS AND FOUNDATIONS 1805.1 General. Footings and foundations shall be designed and constructed in accordance with Sections 1805.1 through 1805.9. Footings and foundations shall be built on undisturbed soil, compacted fill material orCLSM. Compacted fill material shall be placed in accordance with Section 1803.5. CLSM shall be placed in accordance with Section 1803.6. The top surface of footings shall be level. The bottom sur- face of footings is permitted to have a slope not exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or whcie the suifacc of flit gtuund slopes more than one unit vertical in 10 units horizontal (10-percent slope). 1805.2 Depth of footings. The minimum depth of footings below the undisturbed ground surface shall be 12 inches (305 mm). Where applicable, the depth of footings shall also con- form to Sections 1805.2.1 through 1805-2.3. 1805.2.1 Frost protection. Except where otherwise pro- tected front frost, foundation walls, piers and other perma- nent supports of buildings and structures shall be protected - — -- bv one or more of the following methods: 1. Extending below the frost line of the locality; 2. Constructing in accordance with ASCE 32; or TABLE i804.2 ALLOWABLE FOUNDATION AND LATERAL PRESSURE 1. Crystalline bedrock 2. Sedimentary and foliated rock^- 3. Sandy gravel and/or gravel (GW and GP) 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 5. Clay, sandy clay, silty clay, clayev silt. silt and sandy silt (CL, ML. MH and CH) LATERAL ALLOWABLEPRESSURE UPC'ION LATERAL BEARING 0hntlt Wow natural wado)d �ol�frlc NonaSLIDING(PSI)bCe Fri 3L a pound per square foot = 0.0479 kPa. 1 pound per square a. Cocflioient to be multiplied by the dead load. b. Lateral sliding resistance value to be multiplied by the contact ai c. Where the buildiagofficial determines that in -place soils with an; bcatiu� cnpdcity shalt be determtneo by a soils Investigation. d. An increase of one-third is permitted when using the alternate It 2007 CALIFORNIA BUILDING CODE 12.000 1.200 0.70 — 4,000 400 0.35 -- 3.000 200 0.35 — 1,500° 100 — 130 rh.ilU. I S'I kf'alm. e° as limited by Section 18043. wtbcbearing capaciyoflessthan 13�0psfamlikely toGb lcsto ste,tlPi1.-0 counbinnsicnit IW531p;karit t ivaQblie� of 62 ' p f 129 Receipt Number: 08-1037 Receipt Date, 1111912008 Cashier: SWASSMER PayeriPayee Naime, QIAMPER UNITAPJAN UNVERSALIST Original fee Amount Fee Permit # Parcel Fee Description Amiou,nt Paid Balance BLD08-197 958502301 Building Permit Fee $2,987-35 $2,987.35 $0.00 BLD08.197 958502301 Plan Review Fee $1,941.78 $1,791.78 $0.00 BLD08-197 958502301 State Building Code Council Fee $4.50 $4.50 $0.00 BLD08-197 958502301 Technology Fee for Building Permit $59.75 $59.75 $0.00 BLD08-197 958502301 Record Retention Fee for Building P $10.00 $10.00 $0.00 Total., $4,853.38 Previous Payment History Receipt # Receipt Date Fee Description Amount Paid Permit`# 08-0824 09/05/2008 Plan Review Fee $150.00 BLD08-197 Payment Check Method Number CHECK 1521 Payment Amount $4,853.38 Total $4,853.38 genpnitrreceipts Fbge 1 of 1 Receipt Date: 09/0512008 Cashier: SFOSTER Permit # Parcel Fee IDescription BLD08-197 958502301 Plan Review Fee Re ce 1p't # Re celpt Date Fee Description Payment Check Payment Method Number Amount CHECK 1261 $150.00 Total $150.00 Receipt Number 08-0824 PayerlPayee Name. QUIMPER UNITARIAN UNIVERSALIST, Original Fee Arnotint Fee, Amount Paid Balance, $1,941.78 $150.00 $1,791.78 Total: $150.00 Arnount Paid Permit # genprrtrreceipts Page 1 of 1