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HomeMy WebLinkAbout09231 OF PORT TOE ysz Inspection History 0 Pagel WA Application# BLD09-231 Report run on October 13,2011 9:06 AM rg :ey;mi, 7.:.:a ..'q^ y;z' .^," '" xz- ..�.,,'. Xlns ectton M :.., In i „- P Inspection ;inspection spect on 3 -�Ins ector..; s, _ ,.. Taz/>cct# Pro ert .Address„ _,P Type Inspection Descnptio,n -:Result Date ,,, Comments .^^=r.• p y. .StatU r `"??,.�..,-A NI' .,,a 989800055 NEW COMMERCIAL BLDG Rick Taylor FOUNDATIO Foundation drainage 01/27/2010 APP IN BUSINESS PARK N DRAIN 2320 PARK AVE Rick Taylor SITE VISIT Site Visit 03/25/2010 APP Q&A ADA restroom. Rick Taylor FOUNDATIO Building -Foundation Wall 01/19/2010 APP N WALL Rick Taylor FOOTING Building-Footing Inspection 01/14/2010 APP Rick Taylor SLAB Structural Load Bearing Slabs 01/20/2010 APP Interior footing w/full cover w/ R-10 insalation w/MB Rick Taylor HOLDOWNS Holdowns only without 02/24/2010 APP Front entry slab. associated shearwalls Rick Taylor FRAMING Building- Framing Inspection 03/23/2010 APP Rick Taylor GWB Gypsum wall board nailing 04/07/2010 APP Inspection Rick Taylor SHEAR Building -Shear wall 02/18/2010 APP Interior& exterior shear wall nailing WALL w/hold downs. Rick Taylor FINAL /Certificate of Occupancy 05/25/2010 APP BLDG./C OF O Rick Taylor MISCELLANE Building-Miscellaneous 03/18/2010 APP Roof connections prior to cover OUS Inspections Fred Slota INSULATION Insulation 04/01/2010 APP Rick Taylor MISCELLANE Building-Miscellaneous 04/29/2010 APP Q&A on ADA grab bars. OUS Inspections genpmtrinspecthist QORTr CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND wAs Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY.STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 989800055 PERMIT NO. BLD09-231 ISSUED DATE 01/11/2010 EXPIRATION DATE 07/10/2010 ADDRESS 2320 PARK AVE CONSTRUCTION TYPE V- B OCCUPANT LOAD OWNER JO-AR LLC PROJECT DESCRIPTION New Commercial Building in Business Park CONTRACTOR QED BUILDERS LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP/� DATE COMMENT TESC J���2 SL�+4�S )OLIK A-7& 0, FOOTING SLAB ci 4 20 zo 10 V4A — FAi7t9 2/2-y1zs./a FRAMING {!A) C �gQgilj QrCk- /12712eil. GWB Ie Cf� � / FINAL PUBLIC WORKS r�1 �1`E I �L� �14U'1/k)(o it INSULATION � s�✓�. �oi��fl�"e-� r��l J��u� 3/Ig����d MISCELLANEOUS ,(/J�� �� SPECIAL IfLOA/X)6 •—000iq 1A) i Ecic Lt-4e FINAL BUILDINGQD41 ,G� ROOF NAILING SHEAR WALL FINAL PLANNING TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. CITY O1,' PORT TOWNSLND DE APMENT SERVICES DEPARTMEi.._ 181 Quincy Street, Suite 301A, Port Townsend WA 98368 PLUMBING CI,11TIFICATION J'RCSSURE TESL' X . °t„ r BUILDING OWNER�10 -A rL, TERMIT tt fis� ;4ADDRESS U 3-w F A DATE OF TES r 3-l!-i6 PLUMING CONTRACTOR eW nn i LICENSE # 6046 1zPc U L3 c.S {�' Cl CIROUND WORK 4 ROUGH-IN PLUMBING ❑ FINAL � kglt• ,f }�+ � •bWV. WATER SERVICE ;Y j> k"j Air PSI Air water PSI l0 _I lead Water Working Pressure zs,e, Tune 30 Minutes Time Minutes NOTE: 'TESTING REQUIREMENTS(SECTION 318 UNIFORM PLUMBING CODE)MINIMUMS: r4r y {r,a Water Test- 10 (lead- 15 Minutes 'rest at Working Presure Ak Test-5#PSI- 15-Minutes 50/1 PSI- 15 Minutes hereby certify the information provided above is the result of the Plumbing System pressure test conducted by the iitid6rsigned at the indicated address and date. Misrepresentation of this certification is a gross misdemeanor under "€ RCW.9A.72.040 subject to a two-year statute of limitation. VISUAL SYSTEM INSPECTION IS REQUIRED IIEPORE .- y: 5;.... -t COVER. �^,„ �, Signature _ Date City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER(7 / 231 OWNER JOB LOCATION Inspection of this structure has found the following violations: U R You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date Inspector �_�� DSD Main Office ( 60) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department Notice PERMIT NUMBER OWNER ���� JOB LOCATION 20 Inspection of this structure has found the following C G1 ✓5 U tz. You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been mad call for'nspection. Date 22-C/r 0 Inspector DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department � �t�c / ,(j n Notice PERMIT NUMBER I,A 09 �� r OWNER JOB LOCATION Inspection of this structure has found the following victatians WALL, r t 7- ,n You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been mad , call f inspection. 4 Date Inspector DSD Main Offi e (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Rick Taylor A 2P f From: john hodge [John@hodgeengineering.com] Sent: Wednesday, January 20, 2010 12:00 PM To: 'Brandon Davis' Cc: Rick Taylor Subject: Davis Shop Concrete Floor-2230 South Park Brandon, Duke Rhodes requested that I evaluate the use of Fibermesh and welded wire fabric (WWF) in lieu of the #4 rebar at 36" on center. Switching to Fibermesh and WWF does not adversely affect my engineering. I noted the#4 rebar in the foundation to follow what was in the design. The 6"garage slab reinforcement should be determined by what loads and equipments will be imposed on it. I have not been provided the loading information. Switching to Fibermesh and WWF does not adversely affect my engineering. They provide effective crack control for typica.floor loading. John John Hodge P.E. Hodge Engineering, Inc. 2615 Jahn Ave NW Suite E5 Gig Harbor, WA. 98335 253-857-7055 fax 857-7599 Hod e °'" engineering inc. City of Port Townsend Development Services Department o rec 'on Notice PERMIT NUMBER L OWNER JOBLOCATION 22 Z fAVZ4 Inspection of this structure has found the following violations: 4 Ll You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date Valo Inspector k1l C �` j 7 L(gp?— DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER — I OWNER JOB LOCATION 2320 Inspection of this structure has found the following violations: Aplyyza -00 �tJ You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. 9 \ / ) Date 1110010 Inspector kc� DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department orrection Notice PERMIT NUMBER 23 OWNER JOB LOCATION Inspection of this structure has found the following violations: C iLc� f You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date ZC7 C7 Inspector l�l� ► �� DSD M in Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT 181 Quincy Street, Suite 301A, Port Townsend WA 98368 PLUMBING CERTIFICATION PRESSURE TEST BUILDING OWNER_,Q- A Z (-�-C- PERMIT# ADDRESS 23 z- YEA(!-)(- NJ,-- DATE OF TEST 1 --i"1- it) PLUMBING CONTRACTOR 6bf, 6.ko-v1 •CJL-Q,,hN M 0- LICENSE# -L t_j GROUND WORK ❑ ROUGH-IN PLUMBING ❑ FINAL DWV WATER SERVICE Air PSI Air PSI Water Head Water Working Pressure Time 3 c-> Minutes Time ��Q Minutes NOTE: TESTING REQUIREMENTS(SECTION 318 UNIFORM PLUMBING CODE)MINIMUMS: Water Test- 10' Head- 15 Minutes Test at Working Presure Air Test-5#PSI- 15 Minutes 509 PSI- 15 Minutes 1 hereby certify the information provided above is the result of the Plumbing System pressure test conducted by the undersigned at the indicated address and date. Misrepresentation of this certification is a gross misdemeanor under RCW.9A.72. 1 4 subject to a two-year statute of limitation. VISUAL SYSTEM INSPECTION IS REQUIRED BEFORE COVER. Signature Date Thomas L.Aumock Consulting Fire Code Inspector East Jefferson Fire&Rescue 2303 Hendricks Street,Port Townsend,WA 98368 (360)385-3938 Email:taumock@cablespeed.com Fax:(360)643-0272 i PLAN REVIEW MEMORANDUM To: Scottie Foster,City of Port Townsend Development Services Department Fr: Thomas L. Aumock,Consulting Fire Code Inspector,East Jefferson Fire& Rescue 4���� Dt: 30 September 2009 Re: CAM09-023: Composite Parts Fabrication Facility,PT Business Park Lot 55 Cc: Fred Slota, Bldg. Official,City of Port Townsend i At your request, I have made an review of the preliminary plans for a proposed fabrication facility to be located in the Port Townsend Business Park. It is understood that the facility will create composite parts fabricated by computer-controlled, compartmentalized machines. Particulate matter is compartmentalized. I have reviewed the proposal with the International Fire Code [I.F.C.], 2006 Edition and Washington State Amendments. The following constitutes this plan examiner's findings and determinations based upon the preliminary plans submitted and does not include review of the proposal containing the application of flammable or combustible finishes. Findings&Determinations: 1. The proposal was reviewed as a one-story occupancy with a total of just over 5,000 square feet offire area with a Group F-2 occupancy with Type V-A construction classification. The building is planned to be constructed in two phases,with the first phase size of just under 3,000 square feet. 2. Key box access to or within the subject structure for emergency services delivery is required to be installed at the main entry to contain key(s)to gain necessary access to the structure in its entirety [I.F.C. 506]. The proponent would need to contact the administration office of East Jefferson Fire & Rescue to obtain the proper key-box application form. 3. Road access within the Business Park is found to be consistent with I.F.C. Section 503 and Appendix D fine apparatus access road design standards. 4. Access to the proposed 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. 5. An automatic fire suppression system (sprinklers) is not required from I.F.C. Section 903, however, should the proponent choose to install a formal system,then the following requirements shall be met: a. The automatic fine sprinkler system shall be designed, installed, and certified by a licensed technician(W.A.C. 212-80)or registered professional engineer. CADocuments and SettingsUom\My Documents\My DocumentsNy Documents\SusinesslCity ContractTlan Review&CorreVondence\CWCAM09-23 FabricationPlant.doc 9/29/09 FLE COPY �" z� } b. A permit is required from the City of Port Townsend. c. The backflow prevention duce shall be approved for installation by the City of Port Townsend prior to installation. d. The automatic sprinkler system shall be inter-tied with the installation of any automatic fire alarm system. 6. An automatic fire detection alarm system is not required for this occupancy under IFC Section 907.2.4, however, should the proponent choose to install a formal system, then the following requirements shall be met: a. The fire alarm system shall be designed, installed, and certified by a licensed alarm technician under the provisions of National Fire Code 72. b. A permit is required from the City of Port Townsend. 7. Fire extinguisher sizing and placement shall meet or exceed IFC Section 906 and NFPA Standard 10, which normally requires a 2-A:10-B:C minimum rated fire extinguisher at the exits. S. 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,and commercial areas as defined by this project: i a. Fire flow requirement based upon the, fire area determination including provision a. above, and the proposed construction classification for this proposal [Type V-A]: 1,500 gallons per minute sustainable for two[2] hours. b. The proximity and flows from existing fire hydrants in the immediate area of the PT Business Park meet the requirements of Code applicable to this project, thus, no new fire hydrant installation is required. 9. Application of any flammable or combustible finishes is subject to the requirements from the International Fire Code. 10. Exhaust air from fabrication may be subject to the permit requirements of the Olympic Region Clean Air Authority. http://www.orcaa.or>�/ j I i Any other applicable or relevant sections of said Code not covered herein would nonetheless apply to this proposal. i I I i i i i i i CADocuments and Settings\Tom\My Documents\My Documents\My Documents\Business\City Contract\Plan Review&Correspondence\CAM\CAM09-23 Fabrication Plant.doc 9f29/09 je CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT# 6U) ��G�' % DATE RECEIVED SCOPE OF WORK: DATE ACTION INITIALS / ;Z6"-D% ENTERED INTO CHET CHECKED FOR COMPLETENESS IA J9 Lv Ls S Cfl -0 Q L 4--- ' c. l to - l - c ►� Sir ti S� rn Zoning: t3.S�, t l v Setbacks OK? , '5o ,-3v' ' ' ' - S C IC, A Sk4rW0 &V 3 re-er Lot Size: $q S Building Size: (D 0 Lot Coverage: 'd ci o o -o,z- . FAR OK? ec QUn �Zar^-t', 0 Er2 Fyn 5 Height OK? 3S' t_ el>,. 2 l Dp03 E Parkin OK? ulsmj e, to oG Puss A �,S �� o14e Critical Area? tjo Demo? 1.10 Historic Rev? 140 Notice to Title? Q Lots of Record? 100 � n ?oRT ropy BUILDING PERMIT City of Port Townsend Development Services Department �wA 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-231 Permit Type Commercial -New Project Name NEW COMMERCIAL BLDG IN Site Address 2320 PARK AVE Parcel# BUSINESS PARK Project Description 989800055 New Commercial Building in Business Park Names Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Jo-Ar Llc Owner Jo-Ar Llc Contractor Qed Builders Duke (360) 385-5743 CITY 000646 12/31/2010 Rhoades/Carlos Quintana Contractor Qed Builders Duke (360)385-5743 STATE QEDBUL*043I 09/14/2010 Rhoades/Carlos Quintana Fee Information Project Details Project Valuation $293,500.00 Entered Bid Valuation 293,500 DOLL PLAN REVIEW DEPOSIT 150 150.00 Units: Heat Type: PLAN REVIEW REFUND 150 -150.00 Bedrooms: Construction Type: V -B State Building Code Council Fee 4.50 Bathrooms: Occupancy Type: B/F-1 Technology Fee for Building Permit 41.60 Building Permit Fee 2,080.15 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Plan Review Fee 1,352.10 Total Fees $ 3,491.35 ***SEE A TTA CHED CONDITIONS Ca11385-2294 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 the property or uthorized agent of the owner. Print Name �` G`�` "` _j v Ilk LL 4 Date Issued: 01/11/2010 Issued By: MWAY Signature Date Date Expires: 07/10/2010 w do O�VORT BUILDING PERMIT City of Port Townsend ` P Development Services Department 250 Madison Street,Suite 3, Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-231 Permit Type Commercial -New Project Name NEW COMMERCIAL BLDG IN Site Address 2320 PARK AVE Parcel# BUSINESS PARK Project Description 989800055 New Commercial Building in Business Park Conditions 10. A revised landscaping plan that conforms to the standards found in the approveclLsiness Park PUD Agreement. At a minimum, the planting of additional conifers(the ratio required is 2/3 colder to 1/3 deciduous) is required and additions to the plan for landscaping on the east side of the building(which-is now mostly barren on the plan). The revised plan must be submitted to DSD for review and approval prior to dry wall inspection. Plantings per the approved plan must be installed or bonded for prior to granting final building occupancy, 20. A detail of the screened garbage/recycling enclosure shall be be prepared and submitted to DSD for review and approval prior to dry wall inspection. Additional landscaping around the enclosure shall be included in the revised landscaping plan to fully screen it from West Park Avenue. 3I I p GI S Za.- Jl►tee. Ca11385-2294 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 Date lssued: 0111 112010 Issued By: MWAY Signature Date Date Expires: 07/10/2010 PORT TOWNSEND BUSINESS PARK ARCHITECTURAL COMMITTEE APPLICATION/CHECKLIST LOT NUIVIBER(S): PROPOSED BUILDING: SIZE: ` 1` ) HEIGHT: PROPOSED BUILDING USE(S): Y fit; Applicant: ` k' � Contact Name: PP Address: 4�-►, -ern 1r C t, t'r - Telephone Number: \� Y �•�t �. �,x w �.{� S�3b Facsimile Number: Contractor: �� ex � Contact Name: Address: �'�� Telephone Number: 3 ,b-- r; y 43 t -" 'o.�✓� 1.�( , <� 953co Facsimile Number: Architect: Yv' 1{ Contact Name: Bmxdav1 �r��[ Address: Telephone Number: 3%S'- 107 Wr} &3oFacsimile Number: Engineer: Contact Name:11}nn " Address: ,„ 01 A N Telephone Number: 2 r �; % .r q Facsimile Number: Engineer: Contact Name: Address: Telephone Number: Facsimile Number: Note:Applicant acknowledges that any development is subject to conditions and requirements of the plat, CCRs, PUDA, City of Port Townsend requirements, and applicable building codes and ordinances. Architectural Committee approval, if and when issued, does not relieve Applicant's sole responsibility to familiarize itself with, understand, and fully comply with all such items. Application completed and submitted by the following authorized representative of Applicant: Tit le: tle: B Y��t).✓1A js 1a -r• --} � L�� y: __ . ._.,� {Print Name:V�-ay) �n I 1�1 } Date: 1� Application approved(with changes noted, if any)by Architectural Committee for Port Townsend !i bo Ir7 f hf-2� D A 1-J �464T36 2 rt TT.F c 1/rf� .�?�!� 9 Business Park; tx 4-� ? �-�° ���,�.. Title: c 1.44n 0- By: i2-/O% {Print Name: Date: Ver.:PTBPekIst0112i Page 1 Lot#(s): -pwo-lx- Lf f tA L4 vov� d Ln-2 (UO-VVIOq I-'s J - - --- -- --- ------ A� UEJ Q-J LVJ2 � -- - - -- �_ - - ---- --- �. - - - - _Qd v u --.s - --r� , ``, -- -_. � C¢ _ I. _ ._ __ r r p. PTBP LLC A O. BOX 1449 EDMONDS, WA 98020 F }_r -u November 12, 2009 Mr. Brandon Davis Ms. Shannon Davis JO-AR LLC 1915 Franklin Street Port Townsend, Washington 98368 Re: PTBP Lot 55 Dear Brandon and Shannon, Enclosed is the reviewed Port Townsend Business Park Architectural Committee Application/Checklist for Lot 55. Your Application/Checklist has been reviewed by the Architectural Committee, which had the following comments (page numbers refer to the checklist copy attached, circled comments were added by the Committee): • Page 2, PUDA Q#3: Any office or retail use included must be accessory to an primary allowed M-I use • Page 2, PUDA Q#6: No sign plans were submitted, and no sign approvals are given • Page 2, PUDA Q#7: The parking spaces shown on the east side of the property would be accessed from areas that do not include a secondary access road ("SAR"). For example, the SAR on the SE portion of the site is only +/-37' long south to north, but would need to be +/- 70' long (and extend onto the adjoining lot 53) to access the five SE parking stalls. Likewise, on the NE portion, the SAR is only +/-58' long north to south,but would need to be +/-70' long(and extend onto the adjoining lot 54), to access the two NE parking stalls. (See PUDA Exhibit#12.) The existing SE pavement past the SAR is supposed to all be on Lot 53, and the existing NE pavement past the SAR is supposed to be all on Lot 54. If they are across the property line, it would be possible to solve this problem by having the adjoining properties grant reciprocal easements, subject to City approval. Accordingly, the parking space locations are not yet approved. • Page 2, PUDA Q#30: Detailed landscape plans, prepared in accordance with Section 30 of the PUDA and Exhibits 21, 23, 25 and 25b to the PUDA, need to be submitted for review and approval; landscaping is not yet approved. La--Jf-� -,yc,-o t 3/1t h o, lu u--�- • Page 4, PUDA Q#40 and Q#42: Color samples for all exterior materials needs to be submitted l n' for review and approval. The color palette used for PTBP is the COPT 'historic' color palette on display \in the Planning Department at City Hall (John McDonagh can help you with this). Exterior colors are not I � yet approved. • Page 4, PUDA Q#43: The proposed fenced dumpster location 'intrudes' into the "streetscape" and landscaping (not to mention the buil&g setback area), ai}d needs to be moved east next to the sidewalk. 4,"t rw t-o--"'�-w- ,( 3 /4/t a- • Page 6, CCR Q#§3.4: A calculation of building area, by type of use (e.g., manufacturing, office, retail, etc.) nee to e provided for rev. w and approval. /V�.� C.t�p,�v�a� Ube_ P-W/qark � G� � Please call me at (425) 775-6000 to dtsc'uss these comments at your conven.ence, tlr cont3A/c k�at mark.zenger@firstwesterninvestments.com. We look forward to the completion of your development at PTBP. Best regards, ZMa�rkZen`ger Eric: as noted above C�,rk Q) 3 � ✓ O HC-27 AC-19I Cap L oC C O I_ HC-26 AC 20 q-- o C l i j L C � '2 0 y HC-25 AC 21 B-IN JAMIN MOOR"® BENJAIOOR'® A COLOR PREVIEW® H� COLOMR N PREVMIEW® „� 46, FOR DATE TI p,M• OF -� V PHONE I t G MESSAGE �TELEPHO D RETURNED YOUtCA 0 e tl- ,— ❑PLEASE CAWILLCALLA CAME TO SEESIGNED FS ANTSTOSE ko� C, fbM fy �, (,Vpp City of Port Townsend Meetings Update February 25, 2010 All meetings will be held in City Hall conference rooms,250 Madison Street, unless otherwise noted on the schedule Thursday,February 25 4:00 City Council Finance&Budget Committee(1st floor conference rm) 6:30 . Planning Commission(Council Chambers) Monday,March 1 1:00 Arts Commission(1 st floor conference rm) 6:30 City Council Business Meeting(Council Chambers) Tuesday,March 2 3:00 Historic Preservation Committee(3rd floor conference rm) Thursday,March 4 4:30 Non-Motorized Transportation Advisory Board(1 st floor conference rm) Monday,March 8 6:30 City Council Workshop Meeting(Council Chambers) Tuesday,March 9 1 lam Parks,Recreation&Tree Advisory Board(Mtn.View Commons, 1925 Blaine St.) 3:30 PEG Access Coordinating Committee(Gael Stuart Bldg., 1610 Blaine St.) Thursday,March 11 3:00 City Council Community Development/Land Use Committee(1st fl conf rm) 6:30 Planning Commission(Council Chambers) *Public Hearing: 2009 Amendments to the Municipal Code Monday,March 15 4:00 Library Advisory Board(Pink House, 1256 Lawrence St.) 6:30 City Council Business Meeting(Council Chambers) Tuesday,March 16 8:30am Public Development Authority(Mountain View Commons, 1925 Blaine St.) 3:00 Historic Preservation Committee(3rd floor conference rm) 4:00 City Council General Services Committee(1st floor conference rm) 7:00 East Jefferson Fire Rescue Joint Oversight Board(FS 1-5,35 Critter Lane) Wednesday,March 24 3:30 Climate Action Committee(Pope Marine Park Bldg.) Thursday,March 25 6:30 Planning Commission(Council Chambers) Thursday,April 1 4:30 Non-Motorized Transportation Advisory Board(lst floor conference rm) Friday,April 2 IOAM HUD Loan Committee(Main Street Office,211 Taylor St.) Monday,April 5 1:00 Arts Commission(1st floor conference rm) 6:30 City Council Business Meeting(Council Chambers) Tuesday,April 6 3:00 Historic Preservation Committee(3rd floor conference rm) For tip to the minute meeting updates and City Council meeting agendas,pleu�e visit our website at►vw►v.cityo/pt.us 2006 IBC LATERAL ANALYSIS AND JJahnAohn g RW. 2615JahnAue.N.W. GRAVITY LOAD ENGINEERING ftHmin WA�5 Prow(253)W--7055 FOR: JO-AR LLC I=(2W)8577W9 PLAN: DAVIS SHOP PROJECT NUMBER SITE CRITERIA 9.0344 DESIGN WIND WIND (IBC)SEISMIC SOIL OCCUPANCY ROOFSNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY DATE LOAD (MPH) CATEGORY 30 PSF 85 MPH B D D II 11-02-09 SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC MULTIPLE PER CONDITIONS REPORT PER SPECTRAL SPECTRAL SITES OWNER PER OWNER OWNER RESPONSESI RESPONSE Ss <15% NONE NONE 0.45g 1.25g NO ORIGINAL STAMP MUST BE RED TO BE VALID SITE: 5 c 2230 SOUTH PARK e - PORT TOWNSEND WA CITY OF PORT TOVvhlSFi'VD � COD TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE COPYRKaF#T©Wo -b SINGLE SITE ENGINEERING `aOT A �'""PERMIT DO NOT ACCEPT FOR PERMIT THIS ENGINEERING IS FOR LNLM AN ORIGNAL RED°SEAL THE SITE AND CONDITION&LISTED ABOVE ONLY ��� COPY DO NOT ACCEPT COPY Hodge engineering nc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks-software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual(WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY.LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2006 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and colbmn calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. 50 (J' 01 —4 2, 6z rl 1> L z n kD r m -n L f t !� .. 1> z 1> Z Z rTi a� ;n I'M rn z 41 Ft rtt m S y �� 30 /�6, ate o 9'0-- �=o ykkEE N A z Ift �lj 6� F�o" 'm 0- �?0" EEE )B A,m �pE DE 0 nnD m Mt o A 4� G_fESr<AB �\b t ul c:) M_ -T, M -A 4P ENGINEERING RELEASE DATE BUILDING CODE 11-02-09 2006 IBC 3 OAR LLC 30 PSF John Hodge,RE \ REVISION DATE PROJECT NUMBER WIND�-SURE DO NOT SCALE 2615JahnMe.N.W. tlEC GUST AM—M-1—dit— Sufta E-6 70 =7, DAVIS SHOP S-1 8 85MPH Glg Harbor,WA 98335 9.03" AD Rvm(253)857 7055 0ge FmL C253)W77599 i IBC SEISMIC MOSOUTH PAW engineeringinc . )Dhn@hodgeengrmwMg.— PREPARED=BY DESIGN CATEGORY PORYTOWNSENDWA JG d= ICJ co -LL -4 0 Z —Z Z :FIT] --0 m i Z 1> 20 z Ix x 01 4- x Al ITT ti X) A diti mal S1 Re iforce Conc ete xO x X 12 Shop Door X -3 Flat "Ib 'J�Ldpening 5'-"�='-L Fort tin're SZ1 Door 7� al II 10,x 12'S .,Door z 1 14, J> z MaChinery WdtWery Main hop R-- W/i g 31 Fn Fri Z- U 1:3 G "n Z m m Al C) kH z m -- III fi Z felted joint I> Yin 7- Ta 0 1 02 �R I> H, c, m rul 0i Lobby is z Av L"i qJ � ®®Cl :fro ��� <�2.8 Df RAFTE •24 J ENGINEERING SHEET RELEASE DATE] BUILDING CODE =L=FCLIENT 11-02-09 2006 IBC JO-AR LLC di 30 PSF —wt—w. 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Sri'``# tc>' . Q ti x a 01 , t'S.t ••k h gol ��'=�a`ftir�4'�+� �r t�'�ttx�t`�•i`,+�q�.`�,'C�,`Q. ;� ��'��`� �*r �•„i V� T " C S- 'v-- -��• �"�• r�.{;'c . ter � 'a"��.� ��[tt ar °►`Cam` '� � �{ �µ r F � !c'�� ry U,,Mni drG.� ' a- f IV r x' Y v ✓s rsa1`�byS3tas` �n A S R4� tl Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48. 10431 Longitude = -122.803493 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 , Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period So (sec) (g) 0.2 1. 246 (Ss, Site Class B) 1.0 0.454 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48. 10431 Longitude = -122 .803493 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 , Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1. 246 (Ss, Site Class B) 1.0 0.454 (S1, Site Class B) 4of31 F-] WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lateral analysis.wsw WoodWorks®Shearwalls 8.11 Nov.2,2009 07:43:08 Level 1 of 1 77,6„ - _ 75' _- 72'6" - 26.6-77.0.7—6M.6_~82963 94.1 94:1 1. 6765 — _ - 62'6:, -60' o. _ C&C 14.1 /17.4 0.: .--55' 52 94525 C 1 �� C_2 u . �7��1 _ -o')(b A240' 27'.6:: v _ 6� 32: ' - 76" (o �26 U �' r T26' ..._. ._ .. _ _ O 5555 . . . _ . . . �p0 B 1 �� -.15' _ _ - __ 12' N ...CY) - u' 17 _ 0 7'6" 5.. 1274 2'6,: -A 1.. ---- 0, -(o �.'.: .- C&C 14.1/17.4 - :. cD _2:6" _ -7'-6„ _10' 94.1 L I ( I I ( y 1: -12 6 43.3•-.122.44—11�$5,--9'.�3^94r1 _ -1 TT - --20' - -25' 6" _ 27-30' 32'6" . : -35' _ -37'6„ '40' - '-6f1'6g2'2S2'-®m7-852 602'657'61'm2'657'@H2'@87'8>92'637'602'K7'692'657'6®2'657'602'687'882'8S7'B92'E3?ti7''®021®671 im21 6571®H21®8718H2185' Factored shearline force(Ibs) LLI1 Unfactored applied shear load(plf) 16 Factored holddown force(Ibs) Unfactored dead load(plf,lbs) •C Compression force exists C}O Uplift wind load(plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force(Ibs) Loads Shown:W; Forces:W+1.01D. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 8.11 lateral analysis Nov.2,2009 11:02:05 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering Exposure B 2601 2615 Jahn Ave NW Suite E5 Seismic Category D Gig Harbor, WA 98335 2006 IBC (253)857-7055 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7-05 All heights ASCE 7-05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F >19% >19% 4.00 - Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shearline force Seismic Materials: Include non-wood contribution Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-05 General analytic method for all bldgs ASCE 7-05 Equivalent lateral force procedure Design Wind Speed 85mph Structure Type Regular Exposure Exposure B Design Category E Enclosure Enclosed Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1: 1.250g Ss: 0.450g - - - Fundamental Period E-W N-S Site Location: - T Used 0.145s 0.145s Approximate Ta 0.145s 0.145s Maximum T 0.174s 0.174s Response Factor 6.50 6.50 Fa: 1.4 4 Fv: 1.5 0 R lateral analysis Nov. 2, 2009 11:02:05 WoodWorksO Shearwalls y Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 17.00 0.0 Level 3.00 10.0 14.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 1 1 Story N-S Ridge Location X,Y= 0.00 0.00 North Gable 90.0 1.00 Extent X,Y= 40.00 52.00 South Gable 90.0 1.00 Ridge X Location,Offset 20.00 0.00 East Side 30.0 1.00 Ridge Elevation,Height 28.50 11.50 West Side 30.0 1.00 Block 2 1 Story E-W Ridge Location X,Y= 40.00 12.00 North Side 30.0 1.00 Extent X,Y= 72.00 40.00 South Side 30.0 1.00 Ridge Y Location,Offset 32.00 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 28.00 11.50 West Joined 150.0 1.00 Woodworks® Shearwalls lateral analysis Nov. 2, 2009 11:02:05 ' MATERIALS by WALL GROUP Wall Sheathing[in] Fasteners Spcg[in] Framing Members[in] Apply Grp Surf Material Thick Orient Size Ty pe Edg Fld Blkg Species G S c Notes 1 1 Struct Shthg 7/16 Vert 8d Nail 4 6 yes Hem-Fir 0.43 24 1 2 Ext Struct Shthg 7/16 Vert 8d Nail 3 6 yes Hem-Fir 0.43 24 1,2 3 Ext Struct Shthg 7/16 Vert 8d Nail 6 6 yes Hem-Fir 0.43 24 1 Legend: Grp-Wall Design Group;Surf-Exterior or interior surface of exterior wall;Spcg-Edge or field nail spacing;Blkg-Blocked;G-Specific gravity;Spc- Wall stud spacing N otes: 1.Capacity has been reduced according to IBC specific gravity adjustment. 2.Framing at adjoining panel edges must be 3"nominal or wider with staggered nailing. WoodWorks® Shearwalls lateral analysis Nov. 2, 2009 11:02:05 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS Height Shearlines Group(s) X ft Start End ft ft ft Line 1 Level 1 Line 1, Level 1 Seg 1 0.00 0.00 52.00 52.00 9.00 14.00 Wall 1-1 Seg 1 0.00 0.00 52.00 52.00 9.00 - Opening 1 - - 4.00 47.00 43.00 - 8.00 Line 2 Level 1 Line 2, Level 1 Seg 3 40.00 0.00 52.00 52.00 29.75 14.00 Wall 2-2 Seg 3 40.00 12.00 51.75 39.75 29.75 - Opening 1 - - 33.00 43.00 10.00 - 8.00 Wall 2-1 Seg 3 40.00 0.00 12.00 12.00 0.00 - opening 1 - - 2.25 9.75 7.50 - 8.00 Line 3 Level 1 Line 3, Level 1 Seg 1 100.50 12.00 52.00 40.00 18.50 14.00 Wall 3-1 Seg 1 100.50 12.00 23.25 11.25 11.25 - Wall 3-2 Seg 1 101.00 44.50 51.75 7.25 7.25 - Line 4 Level 1 Line 4, Level 1 Seg 3 112.00 12.00 52.00 40.00 8.75 14.00 Wall 4-1 Seg 3 112.00 12.00 52.00 40.00 8.75 - opening 1 - - 15.50 17.25 1.75 - 8.00 Opening 2 - - 21.75 24.75 3.00 - 8.00 Opening 3 - - 26.50 29.25 2.75 - 8.00 Opening 4 - - 33.00 38.00 5.00 - 8.00 Opening 5 - - 42.25 45.25 3.00 - 8.00 Opening 6 - - 46.75 50.00 3.25 - 8.00 East-west Type Wall Location Extent[ft] Length FHS Height Shearlines Group(s) Y ft Start End ft ft ft Line A Level 1 Line A, Level 1 Seg 1 0.00 0.00 40.00 40.00 14.00 14.00 Wall A-1 Seg 1 0.00 0.00 40.00 40.00 14.00 - opening 1 - - 4.00 18.00 14.00 - 8.00 Opening 2 - - 22.50 34.50 12.00 - 8.00 Line B Level 1 Line B, Level 1 Seg 2 12.00 0.00 112.00 112.00 16.50 14.00 Wall B-1 Seg 2 12.00 40.00 112.00 72.00 16.50 - Opening 1 - - 45.50 55.50 10.00 - 8.00 Opening 2 - - 57.00 65.50 8.50 - 8.00 Opening 3 - - 67.75 75.50 7.75 - 8.00 Opening 4 - - 79.75 105.25 25.50 - 8.00 Line C Level 1 Line C, Level 1 Seg 2 52.00 0.00 112.00 112.00 16.50 14.00 Wall C-2 Seg 2 52.00 40.00 112.00 72.00 8.50 - Opening 1 - - 44.00 107.50 63.50 - 8.00 Wall C-1 Seg 2 52.00 0.00 40.00 40.00 8.00 - Opening 1 - - 4.00 36.00 32.00 - 8.00 Legend: Type-Seg=segmented,prf=perforated,NSW=non-shearwall;Location-dimension perp. to wall; FHS-length of full-height sheathing; Wall Group(s)-refer to Materials by Wall Group table,refer to Shear Results tables for each design case if more than one group WoodWorks® Shearwans lateral analysis Nov. 2, 2009 11:02:05 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Ld.Case V Ibs vmax V/FHS Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 Both 1 2799 311.0 311.0 456 1.00 S 456 4101 0.68 Line 2 Ln2, Levl 3 Both 1 9240 - 310.6 312 1.00 S 312 9296 0.99 Wall 2-2 3 Both 1 9240 310.6 310.6 312 1.00 312 9296 0.99 Wall 2-1 3 Both 1 - 312 1.00 312 - - Line 3 Ln3, Levl 1 Both 1 6776 - 366.3 456 1.00 S 456 8430 0.80 wall 3-1 1 Both 1 4120 366.3 366.3 456 1.00 456 5127 0.80 Wall 3-2 1 Both 1 2655 366.3 366.3 456 1.00 456 3304 0.80 Line 4 Ln4, Levl 3 Both 1 1191 136.1 136.1 312 1.00 S 312 2734 0.44 East-West W For Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Ld.Case V rlbsl vmax V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1 1274 91.0 91.0 456 1.00 S 456 6380 0.20 Line B LnB, Levl 2 Both 1 5555 336.7 336.7 586 1.00 S 586 9667 0.57 Line C LnC, Levl 2 Both 1 4525 - 274.2 586 1.00 S 586 9667 0.47 Wall C-2 2 Both 1 2331 274.2 274.2 586 1.00 586 4980 0.47 Wall C-1 2 Both 1 2194 274.2 274.2 586 1.00 586 4687 0.47 Legend: W Grp-Wall group as listed in Materials table;For Dir-Direction of wind force along shearline;Ld.case-Critical load case:ASCE 7 All heights Case f or 2, ASCE 7 low rise T= Transverse,L=Longitudinal,all other results are for this load case; V-Factored shear force applied to entire line and amount taken by each wall;vmax-Base shear V/FHS/Co=Factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-6,and IBC eqn.23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line;V/FHS*-Design shear force= factored shear force per unit full height sheathing, Int*-Unit shear capacity of interior sheathing;Ext*-Unit shear capacity of exterior sheathing Co*- Perforation factor;C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest; Total*- Combined unit shear capacity inc.perforation factor;V-Combined shear capacity of wall or total capacity of shearline;Crit Resp*-Critical response = Vapp/FHS/Vcap= design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design.Vmax shown is V/FHS divided by perforation factor Co;it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. WoodWorks® Shearwalls lateral analysis Nov. 2, 2009 11:02:05 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Tern Moist 1 1 1 17.4 20.8 0.84 17 14 68 0.26 0.21 1.00 1.00 2 1 3 17.4 20.8 0.84 1.00 1.00 4 1 3 17.4 20.8 0.84 17 14 68 0.26 0.21 1.00 1.00 East-West Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Tern Moist A 1 1 17.4 20.8 0.84 17 14 68 0.26 0.21 1.00 1.00 B 1 2 17.4 20.8 0.84 17 14 68 0.26 0.21 1.00 1.00 C 1 2 17.4 20.8 0.84 17 14 68 0.26 0.21 1.00 1.00 Legend: Grp-Wall Design Group(results for all design groups for rigid,flexible design listed for each wall);Sheathing:Force-C&C end zone exterior pressures using negative(suction)coefficient in ASCE 7 Figure 6-11A added to interior pressure using coefficients from Figure 6-5;Cap-Factored out-of-plane bending capacity of exterior sheathing assuming continuous over 3 studs;Fastener Withdrawal:Force-Force tributary to each nail in end zone and interior zone;Cap-Factored withdrawal capacity of individual nail according to NDS 11.2-3. WoodWorks® Shearwalls lateral analysis Nov. 2, 2009 11:02:05 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear[Ibs] Reliability Factor p Mass Ibs s .ft E-W N-S E-W N-S Level 109405 4960 10520 10520 - - Structure 109405 - 10520 10520 1.00 1.00 Notes: Vertical Earthquake Load Ev=0.2 Sds D;Sds=0.43;Ev=0,086 D unfactored;0.060 D factored;total dead load factor:0.6-0.060=0.540 tension, 1.0 +0.060= 1.060 compression. SHEAR RESULTS North-South W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax V/FHS Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 Both 1.0 .57 1668 185.3 185.3 186 1.00 S 186 1907 1.00 Line 2 Ln2, Levl 3 Both 1.0 1.0 3212 - 108.0 223 1.00 S 223 6640 0.48 Wall 2-2 3 Both 1.0 1.0 3212 108.0 108.0 223 1.00 223 6640 0.48 Wall 2-1 3 Both 1.0 1.0 - 223 1.00 223 - - Line 3 Ln3, Levl 1 Both 1.0 1.0 1881 - 101.7 326 1.00 S 326 6022 0.31 Wall 3-1 1 Both 1.0 1.0 1144 101.7 101.7 326 1.00 326 3662 0.31 Wall 3-2 1 Both 1.0 1.0 737 101.7 101.7 326 1.00 326 2360 0.31 Line 4 Ln4, Levl 3 Both 1.0 .61 604 69.0 69.0 136 1.00 S 136 1222 0.51 East-West W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 .57 626 44.7 44.7 186 1.00 S 186 3092 0.24 Line B LnB, Levl 2 Both 1.0 .61 3370 204.2 204.2 254 1.00 S 254 5612 0.80 Line C LnC, Levl 2 Both 1.0 .57 3368 - 204.1 239 1.00 S 239 4080 0.85 Wall C-2 2 Both 1.0 .57 1735 204.1 204.1 239 1.00 239 2167 0.85 Wall C-1 2 Both 1.0 .57 1633 204.1 204.1 239 1.00 239 1913 0.85 Legend. W Grp-Wall group as listed in Materials table;For Dir-force direction,always"both";H/W factor-Factor due to shearwall height-to-width ratio for interior and exterior wall sheathing; V-Factored shear force applied to entire line and amount taken by each wall;vmax-Base shear V/FHS/Co= Factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-6,and IBC eqn.23-4. Following values marked with* means that value for shearline is the one for wall with critical design response on line; V/FHS*-Design shear force= factored shear force per unit full height sheathing, Int*-Unit shear capacity of interior sheathing;Ext*-Unit shear capacity of exterior sheathing Cc*- Perforation factor;C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest; Total*- Combined unit shear capacity inc.perforation factor and H/W factor, V-Combined shear capacity of wall or total capacity of shearline;Crit Resp*- Critical response=Vapp/FHS/Vcap=design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design.Vmax shown is V/FHS divided by perforation factor Co;it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. COMPANY PROJECT Hodge Engineering JO-AR LLC ' t,�,, ®� Gig Jahn Ave 98 Suite A-1 30 DAVIS SHOP Gig Harbor,WA 98335 30 sf snow load Lam' engineering 1riC. 253-857-7055 R1 Oct.29,2009 08:56 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00 (2.00)* psf Load2 Dead Full Area 15.00 (2.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : v. - :.✓'. aY_. iy r Wit, f �' "tr' d _ [0, 121 Dead 180 180 Live 360 360 Total 596 596 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1 1.001 1.00 in.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.35 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fV = 19 Fv' = 207 fv/Fv' = 0.09 Bending(+) fb = 291 Fb' = 1103 fb/Fb' = 0.26 Live Defl'n 0.04 = <L/999 0.40 = L/360 0.11 Total Defl'n 0.08 = <L/999 0.60 = L/240 0.14 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 13of31 COMPANY PROJECT Hodge Engineering JO-AR LLC Hod a Gig Jahn Ave 98 Suite A-1 30 VISpsf SHOP �•-, � Gig Harbor,WA 98335 30 psf snow load engineering Inc, 253-857-7055 R2 Oct.29,2009 08:59 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00(22.00)* psf Load2 Dead Full Area 15.00(22.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - ,.. .. :-.: .i•- s...:.,_s. .haw-"- 10, 101 Dead 1650 1650 Live 3300 3300 Total 5012 5012 Bearing: Load Comb #2 #2 Length 1.50 1.50 Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x10-1/2" Self-weight of 12.39 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 115 Fv' = 305 fv/Fv' = 0.38 Bending(+) fb = 1597 Fb' = 2717 fb/Fb' = 0.59 Live Defl'n 0.17 = L/719 0.33 = L/360 0.50 Total Defl'n 0.30 = L/404 0.50 = L/240 0.59 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 14of31 COMPANY PROJECT Hodge Engineering JO-AR LLC �— Hq�4g# 2601 Jahn Ave NW Suite A-1 DAVIS SHOP Gig Harbor,WA 98335 30 psf snow load .f� eng 253-857-7055 R3 Oct.29,2009 09:02 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00(22.00)* psf Load2 Dead Full Area 15.00(22.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i-♦,;y r t n . :': yet `z t t t;t c r 4 -. x "� " .xl' e s 7+' 4`.- �t ♦ x24c^s ".yi r>alnj Z Y a �' d t hr a T �Y�" �- •cam p��x 4 ♦:"��� + '1 . 10, 3{ Dead 495 495 Live 990 990 Total 1494 1494 Bearing: Load Comb #2 #2 Length 0.68 0.68 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion - Analysis Value Design Value Analysis/Design Shear fv = 53 Fv' = 207 fv/Fv' = 0.25 Bending(+) fb = 439 Fb' = 1339 fb/Fb' = 0.33 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.07 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.08 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 15of31 COMPANY PROJECT Hodge Engineering JO-AR LLC ' HS4gpGig Jahn Ave 98 Suite A-1 30 VISpsf SHOP Gig Harbor,WA 98335 30 psf snow load \ / eng 253-857-7055 R4 Oct.29,2009 09:02 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00 (2.00)* psf Load2 Dead Full Area 15.00 (2.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : -1 .r R 10, 31 Dead 45 45 Live 90 90 Total 144 144 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.001 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 5 Fv' = 207 fv/Fv' = 0.02 Bending(+) fb = 42 Fb' = 1339 fb/Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.01 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 16of31 COMPANY PROJECT Hodge Engineering JO-AR LLC `. HR4gp 2601 Jahn Ave NW Suite A-1 DAVIS SHOP ,. Gig Harbor,WA 98335 30 psf snow load eng 253-857-7055 R5 Oct.29,2009 09:54 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00(22.00)* psf Load2 Dead Full Area 15.00(22.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : •rt 10, 101 Dead 1650 1650 Live 3300 3300 Total 5012 5012 Bearing: Load Comb #2 #2 Length 1.50 1.50 Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x10-1/2" Self-weight of 12.39 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 115 Fv' = 305 fv/Fv' = 0.38 Bending(+) fb = 1597 Fb' = 2717 fb/Fb' = 0.59 Live Defl'n 0.17 = L/719 0.33 = L/360 0.50 Total Defl'n 0.30 = L/404 0.50 = L/240 0.59 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 17of31 COMPANY PROJECT Hodge Engineering JO-AR LLC H O� le Gig Jahn Ave 98 SuiteA-1 30 VISpsf SHOP � Gig Harbor,WA 98335 30 psf snow load engineering inc. 253-857-7055 R6 Oct.29,2009 09:57 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00(10.00)* psf Load2 Dead Full Area 15.00(10.00)* psf *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A - �;�^'f'sr�.• . ��� 7=7-7- IMP.'6P 10, 61 Dead 450 450 Live 900 900 Total 1371 1371 Bearing: Load Comb #2 #2 Length 1.04 1.04 Cb 1.00 1.00 LVL n-ply, 2.OE, 2950Fb, 1-314x14", 1-ply Self-weight of 7.06 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 51 Fv' = 328 fv/Fv' = 0.16 Bending(+) fb = 432 Fb' = 1743 fb/Fb' = 0.25 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.30 = L/240 0.07 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 4.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. 18of31 COMPANY PROJECT Hodge Engineering JO-AR LLC 2601 Jahn Ave NW Suite A-1 DAVIS SHOP HGig Harbor,WA 98335 30 psf snow load L" engineering 1nC. 253-857-7055 R7 Oct.29,2009 10:01 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00 (24.0)* psf Load2 Dead Full Area 15.00 (24.0)* psf *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10'6.49" r, tsc = r a r'f Ci w 1 . y 10' 10, Dead 157 157 Live 300 300 Total 475 475 Bearing: F'theta 665 1551 Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for joists is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, WO" Roof joist spaced at 24"c/c;Pitch:4.0/12;Total length: 10'-6.49";Self-weight of 3.3 plf included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion -Analysis Value Design Value Analysis/Design Shear fv = 42 Fv' = 207 fv/Fv' = 0.20 Bending(+) fb = 667 Fb' = 1309 fb/Fb' = 0.51 Live Defl'n 0.09 = <L/999 0.53 = L/240 0.18 Total Defl'n 0.18 = L/710 0.70 = L/180 0.25 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.SLOPED BEAMS:level bearing is required for all sloped beams. 19of31 COMPANY PROJECT Hodge Engineering- JO-AR LLC HO� Gig Jahn Ave 98 Suite A-1 30 VISpsf SHOP Gig Harbor,WA 98335 30 psf snow load engineering Inc. 253-857-7055 R8 Oct.29,2009 10:05 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00 (2.00)* psf Load2 Dead Full Area 15.00 (2.00)* psf R6 DEAD Dead Point 10.00 450 lbs R6 LIVE Live Point 10.00 900 lbs *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 201 Dead 525 525 Live 788 788 Total 1436 1436 Bearing: Load Comb #3 #3 Length 0.50* 0.50* Cb 1 1.001 1.00 *Min.bearing length for beams is 1/2"for exterior supports Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x10-1/2" Self-weight of 12.39 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 305 fv/Fv' = 0.12 Bending(+) fb = 1130 Fb' = 2322 fb/Fb' = 0.49 Live Defl'n 0.40 = L/599 0.67 = L/360 0.60 Total Defl'n 0.88 = L/273 1.00 = L/240 0.88 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 20of31 COMPANY PROJECT Hodge Engineering JO-AR LLC ® � 2601 Jahn Ave NW Suite A-1 DAVIS SHOP Gig Harbor,WA 98335 30 psf snow load ' engineering Inc. 253-857-7055 R9 Oct.30,2009 08:06 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Full Area 30.00 (7.00)* psf Load2 Dead Full Area 15.00 (7.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : +ra�- n.F.. a+w ar RW'�' A�,� *t. " i� F+'s �' a ".."'ya..rr r r.� ,�`.},..R..�y,r �t..'3,r *.*t, i.�..5, :k'. i� 2—y13��� t' ; ,mow x-0 .rr�.�t"`re�i`.`` 's' ? '•� �x`�"��4.,.��. » �i-; �,���3.Y '.. � ,��tb� ,3.����s." ��„�z,;y., 10' 5,-3-{ Dead 276 276 Live 551 551 Total 853 853 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1 1.001 1.00 *Min.bearing length for beams is 1/2"for exterior supports Timber-soft, D.Fir-L, No.2, 6x8" Self-weight of 9.8 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Anal sis/Design Shear fv = 24 Fv' = 195 fv/Fv' = 0.12 Bending(+) fb = 260 Fb' = 862 fb/Fb' = 0.30 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.08 Total Defl'n 0.03 = <L/999 0.26 = L/240 0.10 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 21 of 31 John Hodge P.E. Title: Column ations 2006 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: lodge Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing ,r Y\ qW253-857-7055 Project Notes �\ O n r.� j I iv e i n 11 C, fax 253 857 7599 Title Block Line 6 Printed:31 MAY 2008 ,1 File:C:Oocuments and SetdngsZhannonWlyDocumentslENERCALC Data FilesWodd post calwat ons.ec6 •Wo6d,Col u m n ENERCALC,INC.,1983-2008,6r:6.018,\`N:4 rr 2801 ,r KamLAt,.i 1 ,,_S %•��.+ti's+,,'S?, : ..,i>-i y:{ t. Y. yin u+,, kM;;}.,,,'r` _,._ tea 1- ,.4 y-� - 0 0 Y im Description: Braced x-dir-single 2x4 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations; Exact Width 1.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 p 8500 i F 1500 i 5 ^ Cf or Cv for Compression 1.150 Fb-Com r . psi . s Area 5. in 2 p p p Ix 5. 5 4 in^4 Cf or Cv for Tension 1.50 Fb-Tension 850.0 psi Ft 525.0 psi ly 0. 84 8 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 iNDS 15 .' Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No (lion qh only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included:9.0891 Ibs'Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=0,70, L=0.70 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.96901 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0007650 k Bottom along Y-Y .0007650 k Governing NDS Formla nip Mxx Myy, NDS Eq. . - Top along X-X .0076480 k Bottom along X-X .0076480 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .008 480 in at 5.2550 ft above base Applied Axial 1.40 1 k for load combination: D+Lr+L Applied Mx 7.0000E-006 k-ft Along X-X 0.48717 in at 5.2550 ft above base Applied My 6.8000E-005 k-ft for load combination:D+Lr+L Fc:Allowable 8 .515 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= .0097120: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1,500 1,150 Location of max.above base Oft Applied Design Shear 1.4568 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 5218 PASS 0.0 ft .0048560 PASS .0 ft +D+L+H 0. 6 01 PASS 8. 6 ft .00 7120 PASS .0 ft +D+Lr+H 0. 5218 PASS 0.0 ft .0048560 PASS .0 ft +D+0.750Lr+0,750L+H 0.7861 PASS 8. 6 ft .0084 80 PASS .0 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.004 -0.004 -0.000 -0.000 Lr+Lf Only -0.004 -0.004 -0.000 -0.000 D+Lr+L -0.008 -0.008 -0.001 -0.001 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.2436 in 5.255 ft 0.004 in 5.255 ft 22of31 lohn Hodge P.E. Title: Column Calculations '9C Job# .601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor,WA 98335 Project Desc.: Wood Stud Lu__,searing 253-857-7055 Project Notes L, �' e n g i -I e e i FI J:Hodg 11 C. fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File:c:lDocuments and SetdngslShannonwiy DocumentsTNERCALC Data Fileslwood post calculations.ec6 Wood Column ENERCALC,INC.1983-2008,Ver.6.0.18,NA2801 r.rt WTNKn , z,ip �,.x��. = w y ,. w o ee Description: Braced x-dir-double 2x4 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.0 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 p 3.50 in Cf or Cv for Bending 1.50 Area 10.50 in12 Cf or Cv for Compression 1.150 Fb-Compr 850.0 psi Fv 150.0 psi Ix 10.7188 inA4 Cf or Cv for Tension 1.50 Fb-Tension 850.0 psi Ft 525.0 psi ly 7.8750 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 ^'ns 15.3._' Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No (non-glb onl: Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 18.1781 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D= 1.60, L= 1.60 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.96501 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0017480 k Bottom along Y-Y .0017480 k Governing NDS Formla no Mxx Myy, NDS Eq. . - Top along X-X 0.017481 k Bottom along X-X 0.017481 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.010226 in at 5.2550 ft above base Applied Axial .2182 k for load combination: D+Lr+L Applied Mx 1.6000E-005 k-ft Along X-X 0.1 1 in at 5.2550 ft above base Applied My .0001560 k-ft for load combination:D+Lr+L Fc:Allowable 8 .515 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.011099: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base .0 ft Applied Design Shear 1.664 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.40184 PASS 0.0 ft .005550 PASS .0 ft +D+L+H 0. 6501 PASS 8. 6 ft 0.0110 PASS .0 ft +D+Lr+H 0.40184 PASS 0.0 ft .005550 PASS .0 ft +D+0.750Lr+0.750L+H 0.75585 PASS 8. 6 ft .00 7120 PASS .0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.009 -0.009 -0.001 -0.001 Lr+Lf Only -0.009 -0.009 -0.001 -0.001 D+Lr+L -0.017 -0.017 -0.002 -0.002 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0696 in 5,255 ft 0.005 in 5.255 ft 23of31 John Hodge P.E. Title: Column ations 2006 IBC Job# 2601 Jahn Ave NW Ste AlDsgnr: lodge Cr4 Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing ,�- 253-857-7055 Project Notes �*, e n g i 'lee''In _n C, fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File:c:@muments_and Setungs&annonWy DocumentstENERCALC Data FileMwood post calculations.ee6 WOO&CO Uillstl fNE.Rg4C,INC.19832008,Ver;6.0.18,.NA2801 .�:4 yw'.. 1.11 5:x r �':: a ":.xl€",�;+,`•r{x ?a ram..:K-`env' � k u • ln. w .0 .0�. Description: Braced x-dir-triple 2x4 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf, Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender ca1a11atic0s? Exact Width 4.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 ^ Cf or Cv for Compression 1.150 Fb-Com r 850.0 psi Fv 150.0 psi Area 15.781 in 2 P p p Ix 16.0781 in14 Cf or Cv for Tension 1.50 Fb-Tension 850.0 psi Ft 525.0 psi ly 26.5781 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS IS.3.2 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No;ion<ai on%I Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:27.2672 Ibs`Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=2.50, L=2.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.96062: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0027 10 k Bottom along Y-Y .0027 10 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.027 15 k Bottom along X-X 0.027 15 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.010652 in at 5.2550 ft above base Applied Axial 5.027 k for load combination: D+Lr+L Applied Mx 2.4000E-005 k-ft Along X-X 0.064440 in at 5.2550 It above base Applied My .0002440 k-ft Fc:Allowable 8 .515 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.011562: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base .0 ft Applied Design Shear 1.7 4 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.41840 PASS 0.0 ft .0057810 PASS .0 ft +D+L+H 0. 6062 PASS 8. 6 ft 0.011562 PASS .0 ft +D+Lr+H 0.41840 PASS 0.0 ft .0057810 PASS .0 ft +D+0.750Lr+0.750L+H 0.7 46 PASS 8. 6 ft D.010117 PASS .0 ft Maximum Reactions-Unfactore_d Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.014 -0.014 -0.001 -0,001 Lr+Lf Only -0.014 -0.014 -0.001 -0.001 D+Lr+L -0,027 -0.027 -0.003 -0.003 Maximum Defle'cfions'for Load Combination's Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0,0322 in 5.255 It 0.005 in 5.255 It 24 of 31 'ohn Hodge P.E. Title: Column Calculations" 'eC Job# 301 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor,WA 98335 Project Desc.: Wood Stud Lt,-_..,earing - 253-857-7055 Project Notes e n r,1 i -I e e i FI J:odg. 11 C, fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File:ODmuments and SettingslShannonwy DocumentstENERCALC Data Fileslwood post calculadons.ec6 WOOd Column ENERCALG INC.1983-2008,Ver.6.0.18,NA2801 ' 1.1 1 Description: Braced x-dir-single 2x6 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 P 5.50 in Cf or Cv for Bending 1. 0 Area 8.250 in12 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 20.7 6 in14 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly 1.546 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 3' Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No j,,on- f onk' Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft, K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 14.2828 Ibs'Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D= 1.60, L= 1.60 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.98148: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0017480 k Bottom along Y-Y .0017480 k Governing NDS Formla no Mxx Myy, NDS Eq. . - Top along X-X 0.017481 k Bottom along X-X 0.017481 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0052710 in at 5.2550 It above base Applied Axial .214 k for load combination: D+Lr+L Applied Mx 1.6000E-005 k-ft Applied My .0001560 k-ft Along X-X 0.70860 in at 5.2550 ft above base Fc:Allowable 805.01 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.014126 : 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base .0 ft Applied Design Shear 2.11 0 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.428 4 PASS 8. 6 ft .00706 0 PASS .0 ft +D+L+H 0. 8148 PASS 8. 6 ft 0.014126 PASS .0 ft +D+Lr+H 0.428 4 PASS 8. 6 ft .00706 0 PASS .0 ft +D+0.750Lr+0.750L+H 0.8 140 PASS 8. 6 ft 0.012 61 PASS .0 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.009 -0.009 -0.001 -0.001 Lr+Lf Only -0.009 -0.009 -0.001 -0.001 D+Lr+L -0.017 -0.017 -0.002 -0.002 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.3543 in 5.255 It 0.003 in 5.255 ft 25 of 31 John Hodge P.E. Title: Column r 'ations 2006 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: lodge ..#^ Am Gig Harbor,WA 98335 Project Desc.: 1Nuod Stud Load Bearing Cr4 253 857 7055 Project Notes e rt q i I rr ' j r I fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File c Documents and SetUngslShannon*ly DocumentslENERCALC Data Fileslwood post calculabons.ec6 Wood•CQlumn. " - ENERCALC INc1981:2008,Ver:6.018 .N:42801 ��.. 1.1 1 rHIf!'.�S�rr§ ,�(:`:%F .t`• .5r n9' cs ;�.�,� iFaw t-i'... �. ��•t 3�SC 0 0 B Description: Braced x-dir-double 2x6 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations> Exact width 3.0 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1. 0 Area 16.50 inA2 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 41.5 8 inA4 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly 12. 750 inA4 Cm:Wet Use Factor 1.0 Fc-PrII 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 riles 15.3. Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No ty,or,-l?2 o„rr' Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 28.5656 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=4.0, L=4.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.85951 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .004 70 k Bottom along Y-Y .004 70 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.04 704 k Bottom along X-X 0.04 704 k Location of max.above base 8. 6 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0065880 in at 5.2550 ft above base Applied Axial 8.0286 k for load combination: D+Lr+L Applied Mx OOOE-005 k-ft Applied My .000 10 k-ft Along X-X 0.22144 in at 5.2550 ft above base Fc:Allowable 805.01 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.017658: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base .0 It Applied Design Shear 2.6487 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 166 PASS 8. 6 ft .00882 0 PASS .0 ft +D+L+H 0.85 51 PASS 8. 6 ft 0.017658 PASS .0 ft +D+Lr+H 0. 166 PASS 8. 6 ft .00882 0 PASS .0 ft +M.750Lr+0.750L+H 0.70815 PASS 8. 6 ft 0.015451 PASS .0 ft Maximum Reactions'-Unfactored Note: Only non-zero reactions are listed. XA Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.022 -0.022 -0.002 -0.002 Lr+Lf Only -0.022 -0.022 -0.002 -0.002 D+Lr+L -0.044 -0.044 -0.004 -0.004 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.1107 in 5.255 ft 0.003 in 5.255 ft 26 of 31 Chin Hodge P.E. Title: Column Calculations '9C Job# 601 Jahn Ave NW Ste AlDsgnr: John Hodge od ig Harbor,WA 98335 Project Desc.: Wood Stud L�_ wearing ,. Project Notes e n g i -I e e i r1 r;g.t253-857-7055 11 C. fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File:cADocuments and settingslShannonwy DocunientslENERCALC Data Fileslwood post calculafions.ec6 WOOCI Column ENERCALC,INC.1983-2008,Ver.6.0.18,NA2801 1 �� - - s „- �., {�`�";;� 'fib 4.^' � �;� e •e - Description: Braced x-dir-triple 2x6 9'stud braced by wall eccentricity A 67 times depth General Information Code Ref: 2006 IBC,ANSI I AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf, Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (used for non-slender calculations) Exact Width 4.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1. 0 Area 24.750 in12 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 62, 06 inA4 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly 41.7656 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 r.'nS Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No it of ? only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :42.8484 Ibs"Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=7.0, L=7.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max,Axial+Bending Stress Ratio = 0.90933: 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y .0076480 k Bottom along Y-Y .0076480 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.076481 k Bottom along X-X 0.076481 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0076860 in at 5.2550 ft above base Applied Axial 14.042 k for load combination: D+Lr+L Applied Mx 6.8000E-005 k-ft Along X-X 0.11482 in at 5.2550 ft above base Applied My .0006840 k-ft Fc:Allowable 805.01 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.020601 : 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base Oft Applied Design Shear .0 02 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 5 48 PASS 0.0 ft 0.010 01 PASS .0 ft +D+L+H 0. 0 PASS 8. 6 ft 0.020601 PASS .0 ft +D+Lr+H 0. 5 48 PASS 0.0 ft 0.010 01 PASS .0 ft +D+0.750Lr+0.750L+H 0.7 8 PASS 8. 6 ft 0.018026 PASS .0 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.038 -0.038 -0.004 -0.004 Lr+Lf Only -0.038 -0.038 -0.004 -0.004 D+Lr+L -0.076 -0.076 -0.008 -0.008 Maximum Deflections for Load Combinations-Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0574 in 5.255 ft 0.004 in 5.255 ft 27of31 John Hodge P.E. Title: Column ations 2006 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: lodge ocr4�^ Gig Harbor, 5 98335 Project Desc.: Wood Stud Load Bearing -- Gig Harbor, Project Notes O n r.1 i I i r I�__ :11 C, fax 253 857-7599 Title Block Line 6 Printed:31 MAY 2008 _ -. File:c:IDocuments and SethngslShannonWly DocumentslENERCALC Data FilesWood post calculations.ec6 , 'Wood-.Columns: , „ " ` ENERCALC;INC.1983-2008,Ver:6.0.18,NA2801 1.1 1 -i+'; �. Sn414 e'". Description: Braced x-dir-quad 2x6 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender c.-atculations? Exact Width 6.0 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1. 0 Wood Grade No.2 Area .0 in12 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 8 .1875 inA4 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly .0 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fe-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.3 2 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No i^ -I;r o-N), Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :57.1313 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D= 10.0, L= 10.0 k DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.92629: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y 0.010 26 k Bottom along Y-Y 0.010 26 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.10 26 k Bottom along X-X 0.10 26 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0082 50 in at 5.2550 ft above base Applied Axial 20.0571 k for load combination: D+Lr+L Applied Mx .8000E-005 k-ft Applied My .000 770 k-ft Along X-X 0.06 20 in at 5.2550 ft above base Fc:Allowable 805.01 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.022073: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base Oft Applied Design Shear 10 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 7858 PASS 0.0 ft 0.0110 6 PASS .0 ft +D+L+H 0. 262 PASS 8. 6 ft D.02207 PASS .0 ft +D+Lr+H 0. 7858 PASS 0.0 ft 0.0110 6 PASS .0 ft +D+0.750Lr+0.750L+H 0.7 7 8 PASS 8. 6 ft D.01 14 PASS .0 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.055 -0.055 -0.005 -0.005 Lr+Lf Only -0.055 -0.055 -0.005 -0.005 D+Lr+L -0.109 -0.109 -0.011 -0.011 Maximum Deflections for Load'Combinations. -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0346 in 5,255 It 0.004 in 5.255 ft 28of31 John Hodge P.E. Title: Column Calculations Job# .601 Jahn Ave NW Ste AlDsgnr: John Hodge 4: - rr Gig Harbor,WA 98335 Project Desc.: Wood Stud Lc__fearing r 253-857-7055 Project Notes e f l g I -I e e I f 1,rdg 1 C., fax 253-857-7599 Title Block Line 6 Printed'.31 MAY 2008 �+ File:c:lDocuments and SetfingslShannonlMy Doc_umentslENERCALC Data Fileslwood post calculafions.ec6 Wood Column ENERCALC,INC.1983-2008,Ver.6.0.18,NA2801 Description: Unbraced-single 46 9'stud DF not braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC, ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (used for non-slender calcurarror7s) Exact Width 3.50 in Allowable Stress Modification Factors Wood Species Douglas Fir- Larch (North) Exact Depth 5.50 in Cf or Cv for Bending 1. 0 Wood Grade No. 1 No. 2 ^ Cf or Cv for Compression 1.150 Fb-Compr 850.0 psi Fv 180.0 psi Area 1 .250 in 2 p Ix 48.5260 in14 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 500.0 psi ly 1 .6510 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1,400.0 psi Density 1.570 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS`^.3. Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(non-;lb oni) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Unbraced Length for X-X Axis buckling=9.0ft,K=1.0 Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included:37.9827 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=2.750, L=2.750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.92453: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .00 0050 k Bottom along Y-Y .00 0050 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.0 0046 k Bottom along X-X 0.0 0046 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .00 1540 in at 5.2550 ft above base Applied Axial 5.5 80 k for load combination: D+Lr+L Applied Mx 2.7000E-005 k-ft Along X-X 0.0778 5 in at 5,2550 ft above base Applied My .00026 0 k-ft for load combination:D+Lr+L Fc:Allowable 466.525 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= .0086710: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.150 Location of max.above base .0 ft Applied Design Shear 1.560 psi Allowable Shear psi Load Combination.Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 1045 PASS 0.0 ft .004 60 PASS .0 ft +D+L+H 0. 245 PASS 8. 6 ft .0086710 PASS .0 ft +D+Lr+H 0. 1045 PASS 0.0 ft .004 60 PASS .0 ft +D+0.750Lr+0.750L+H 0.702 5 PASS 8. 6 ft .0075870 PASS .0 ft Maximum Reactions-Onfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.015 -0.015 -0.002 -0.002 Lr+Lf Only -0.015 -0.015 -0.002 -0.002 D+Lr+L -0.030 -0,030 -0.003 -0.003 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0389 in 5.255 ft 0.002 in 5.255 ft 29of31 John Hodge P.E. Title: Column r 'ations 2006 IBC Job# 2601 Jahn Ave NW Ste Al Dsgnr: lodge Gig Harbor,WA 98335 Project Desc.: Wuod Stud Load Bearing 5 253-857-7055 - Project Notes e r1 q I I C e' i r1 _11 C, fax 253 857 7599 Title Block Line 6 Printed:31 MAY 2008 File c Documents and SethngslShannon My DocumentAENERCALC Data Fileslwood post calculations ec6 W OO d Co'*I U m n r. ENERCALC,INC.1983-2008,Ver.6.018,N:42801`' 0 os Description: Unbraced-single 6x6 9'DF stud not braced by wall-eccentricity.167 times depth General.Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (used for non-slender calculat.ons) Exact width 5.50 in Allowable Stress Modification Factors Wood Species Douglas Fir- Larch (North) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No. 1 No. 2 Area 0.250 in12 Cf or Cv for Compression 1.0 Fb-Compr 850.0 psi Fv 180.0 psi 2 Ix 76.2552 in14 Cf or Cv for Tension 1.0 Fb-Tension 850.0 psi Ft 500.0 psi ly 76.2552 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,400.0 psi Density 1.570 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 t4os/;.3, Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Unbraced Length for X-X Axis buckling=9.0ft,K=1.0 Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :59.6870 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=7.750, L=7.750 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.94786: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0084680 k Bottom along Y-Y .0084680 k Governing NDS Formla no Mxx Myy, NDS Eq. . - Top along X-X 0.084676 k Bottom along X-X 0.084676 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0056570 in at 5.2550 ft above base Applied Axial 15.55 7 k for load combination: D+Lr+L Applied Mx 7.6000E-005 k-ft Along X-X 0.056571 in at 5.2550 ft above base Applied My .0007570 k-ft for load combination:D+Lr+L Fc:Allowable 0 .1 1 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.015551 : 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base .0 It Applied Design Shear 2.7 2 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 1 12 PASS 8. 6 ft .0077760 PASS .0 ft +D+L+H 0. 4786 PASS 8. 6 ft 0.015551 PASS .0 ft +D+Lr+H 0. 1 12 PASS 8. 6 ft .0077760 PASS .0 ft +D+0.750Lr+0.750L+H 0.75042 PASS 8. 6 ft 0.01 607 PASS .0 ft Maximum'-Reactions:-Uhfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.042 -0.042 -0.004 -0.004 Lr+Lf Only -0.042 -0.042 -0.004 -0,004 D+Lr+L -0.085 -0.085 -0.008 -0.008 Maximum Deflections.for Load Combinations Unfactored Loads Load Combination Max.X-X Deflection Distance Max,Y-Y Deflection Distance D Only 0.0283 in 5.255 ft 0.003 in 5.255 ft 30 of 31 .Column Table &A%lwabl,e.:Stresses Allowable Axial Load - Combination 3 Column Grade =G 0 yza _ � uf �a5�fi� 6 y. 0 Z Column '?Length 31/8,x 6° 31/e'x 71/2" I 5,/8,x 51/8, 514„x 6„ 51/8,x 71/2„ _[ft] 100% 115% 125% 1 100% 115% 1 125% 100% 115% 125% 100% 115% 125% 100% 115% 1 125% 4 20,200 .22 160 23 340 125 260 27,710 29,180 31,380 35,530 38,170 1 I I I 5 16 940 18 150 18 850 21 180 22 690 23,570 1 29 520 133 080 35 340 1 35 890 40,450 1 43,330 6 13 890 14 650 15 090 1 17,370 18,320 18,860 27,360 1 30,300 32 110 33 760 37 640 1 39,950 I 7 11 400 11 920 12 210 14 260 14,890 15 270 24,990 1 27,300 28,690 31,060 33 850 35 520 34,870 ! 37 470 1 38,990 8 9.460 1 9,820 1 10,030 1 11,830. 12,280 12,530 1 22,530 1 24,270 25,290 1 27,870 29,960 1 31,180 30 990 1 32 950 1 34,080 9 7 940 8 210 8 360 9 930 10,260 10,450 120 110 21,440 22 210 24,780 26,340 1 27,250 27,470 28,960 29,830 10 6 750 6 950 7060 I 8 440 8,690 8,830 17,900 1 18 926 19 520 21,970 23,160 1 23,850 24 380 125 550 26 220 11 5,800 5,950 1 6,040. 1 7,250 7,440 7,550 15,94 1 16,760 17,230 19 490 20,430 1 20,970 21,700 22,640 1 23,190 12 5,030 5,150 1 5,220 1 6,290 6 440 6,530 14,240 1 14,900 15,280 17,350 18,110 1 18,530 19 400 20 160 20 600 13 4.400 4,500 4 550 5,500 5,620 . 5,698 12,770 1 13,310 13,610 15 520 16,120 116,480 17,420 1 18,050 18,410 14 I 11 500 1 11,940 12,200 13,930 14 440 1 14,720 15,720 1 16,240 1 16,540 15 I 104 1 10,770 10,980 12,570 12,980 1 13,220 14 240 14,670 1 14,930 16 I I 9,440 1 %750 9,930 1 11,380 11,740 1 11,930 12,950 1 13,320 1 13,530 17 I I 8,600 1 8,860 9,010 1 10,350 10,650 j 10,820 11,820 12,140 1 12,320 18 7,860 8,090 8,220 9,450 9,710 1 9,850 10,830 11,110 1 11,270 19 7,220 7,410 7,520 1 8.660 8 880 1 9,010 9.960 1 10,200 1 10,340 20 I I I 6,640 6,810 6,910 1 7 960 8,160 1 8,260 9,190 1 9,390 ! 9,5 21 I I I 6,136 1 6,280 6 370 1 7,340 7,510 17 6 00 8 580 1 8,780 1 8,900 22 1 1 1 23 I I I I I 24 1 1 1 1 1 ' Notes: Column t 6/4 x fi,` 6/4 x 7/ %- .1 0$3/4 X 9 1) Table assumes that the column is braced at 1 3 3 12 Length 1 100/0 115/0 125/e 100/0 115/o (-125/o - 100/o 115% 125% 1 column ends only. Effective column length is - �1 1 •------------------ ---I equal to actual column length. 0 0 0 0 0 0 0 l -- i - - -- 2) Allowable loads are based on one-piece ...._6 r.-- ---�-- ----- ----- ---1_ _ ----- __ -- column members used in dry service conditions. 8 1_- I _ - I___ E ____._ 3) Allowable loads are based on an eccentricity 35,9_20 ! 38_870 40, 620 value equal to 0.167 multiplied by the column 10 32,700 1 35,020 36,390 11 - 29 620­ 31 470 32,540 thickness or width(worst case). - 1 _ _ _- 12_ 26,820 28,310 29,180 39,870 42,340 143,790 - 4) Allowable loads are based on axial loading j_25,530 26,240 36,390 38,420_l. 39,600 _-_- _ .._-_-__ ---------_-------- columns using the design provisions of the 14 _ 22,080 1 23,100 23,680 33,240 34,920 1 35,900 - _ National Design Specification for Wood _ _ __- Construction(NDS),2001 edition. For side _-16 18,360 1 19,090 21,500 27,470 29 070 32,640 or other combined bending and axial loads, 16 18,360 ( 19,090 19,500 27,870 29,070 ( 29,760 17 16,820 1 17,440 17,800 25,620 26,650 127,230 -___- i - use BC COLUMN software to analyze such _ 18 _.. 1_15460 1 15,990 16,300 23,600 24,480 124,990 19 1 14,250 1 14,710 14,970 21,800 22,570 1_23,000 1 conditions. -- - _20 13,170 1 13,570 13,800 20,180 20,850 1 21,240 __ 1 5) See below for allowable design stresses. 21 1 12,200 1_1.2,550 12,750 18,730 19,320_j 19,650 6) Load values are not shown for short lengths 22 _�11 330.1 11,640 11,820 17,430 17,940_I_18 240 39,360 41 030_ _41,950 due to loads exceeding common connector 23 _1 10,550 1 10,820 10,980 16,250 16,710 1 16,970 36,940 38,400 39,250 capacities. Load values are not shown for 24 -1_9,840 1_1.0,090. 10,230 _15,180_ 15,590 15,820 34,710 36,020 36 760___� longer lengths if the controlling slenderness --- _--_-- _ ..._._ 25 I i- 32,660 33,830 f 34 510 _26 [ _ - 30,780 31 840 1 32 440 ratio exceeds 50(per NDS). -27 I - __--!_ 29,060 _ 30,010 _ 30,560 ...1 7) It may be possible to exceed the limitations ------------------- 28 [ i ! 27,460 1 28,330 28,830 of the table by analyzing a specific 29 26,000 ;_._ 26,780 _ 27 240-_ application with the BC COLUMN software. 224�y630�{ 25 360 )- 25 780 I �1VWU+uUI€U L�5L � d ' CAJ Bending IF iclty E[psl]' r Modulus of Elast Load Perpendicular: Load Parallel Load Perpendicular Load Parallel to Gluelines to Gluelines. to Gluelines to•Gluehnes r e s A. j 2300 2000 2100 1,900,000 1,900,000 650 1450 Equivalent specific gravity for fastener design:SG=0.5. 31 of 31 BOISE GLULAM"'Specifier Guide Feb 2009 Hodge use only ge engineering inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support s . *Company: TURN POINT DESIGN *Phone: *Contact: BRANDON DAVIS Fax: *Hodge Engineering Proj#: 9.0344 Mobile: Architect/ Plan # Email Address: *Site Address: Items with (*) are required. Description of Problem: Mailing Address: Form of Payment nCredit Card - Letter by Fax and/or Hard Copy By Mail nPick Up- C.O.D. Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2601 Jahn Ave NW Suite Al Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodgeengineering.com Page 1 of 1 John McDonagh From: Brandon Davis [brandon@turnpointdesign.com] Sent: Friday, March 05, 2010 12:48 PM To: lwestern@halcyon.com Cc: John McDonagh Subject: Landscape Design Attachments: A-7 LANDSCAPE.pdf Mark, In regard to white roofs: To change the roof now will cost between $17,000 and $25,000. All materials are on the site and installed. These roof panels are custom cut at the factory to fit the building, and come in 14 factory colors. The color we chose was the closest match to the historical color pallet possible—the color that was submitted to you. I am disturbed that this subject is being discussed at this point of construction. We submitted the colors for your review back in November.The color rendering of the building has always shown a white roof. We also had a telephone conversation with you in this regard (after your legal comment/review period was expired). In the phone conversation you stated your dislike of white because of glare, and I stated that we had chosen white because of its environmental impact and because white roofs last longer. I distinctly remember you saying that if we wanted a white roof, we could have one, but you would recommend against it. What happened since that phone call and why weren't we informed before we placed the order for the metal roof? Please read the following articles about white roofs: http.//www.msnbc.msn.com/id/35125043/ns us news-environment/ htW//hes.lbl.gov/hes/makin itg happen/no_regrets/cool roofs.htmI -- mentions that white roofs last longer http://www.coolroofcontractor.com/ ---also describes why a white roof lasts longer Sincerely, Brandon Davis 3/11/2010 D o � TL ,�N POINT DESIG, 4 CNC SHOP C- m Z 2320 SOUTH PARK AVENUE, PORT TOWNSEND, WA 98368 21) ORO CyJO� J t O�©0 .tic O OQ� O � OR SPECIES KEY C� 00 J *f'Pic-Potenella lruificosa-Cinque/dl ,(� 2 gallon container size �✓` BE-Berbens sp.-Barberry 2 gallon container sizeYA RH van Rhws pecies 1 tlrum sp.-Rhododendron 6 3 gallon container d� FI-Fellucal gaffm contains;s-native bunchgrass 1 gallon container size BULBS-Various species of Tulip R Daffotlil Bulbs to be planted fal12010 C$i AU.A s reuts 5 gall container size Ribes.Ribes sanguineum-Deciduous Shrub ' ^404 5 gallon container size ��p i y Red Callonute plicala size C'+ r. ..�.0 '•- - 5gll containersie Red Twig Dogwood- rnus elba 2 gallon container sure Oceanspray-Holodiscua discolor U O© 0 2 gallon container size . Mock Orange-Philatlelphus coronanus wr rer.Frr[o saw s rme euix 3 ganon container size sa/ar-caattnena:halbn o 1 gaom container size Oregon crape-Bonbons aqui/dium 1 gallon containerr sae REVISION DATE MARCH 3,2010 ®eve®®pment services p�pORTMadison Street-sl te�3 Towns nd VVA 9 _$ �! E k Pho a 360 3797'_5095.-- 4 - r1=axQ34446 = www'cityofpt.uS_ . ¢W Commercial Building Permit Application Project Address &Zoning District: Legal Description (or Tax#): Office UseOnly � ti Addition: Pvyf To nu- 4 fsS aAPerrnit ; l i 1C�� vq,e Block: toVV1. ` s z .� lrY fif3-F di.Y' K"A3 Parcel# a, Lot(s): As ateel Per tts Project Description: j �r x 17 ➢ Applications accepted by mail must include a check for initial plan revie ee of$150 � �` ➢ See the"Commercial Building Permit Application Checklist"for details on plan submittal requirements. Property Owner: / Lender Information: Name: rn�^ / i� ,�/F >>'C Lender information must be provided for projects Address:- over$5,000 in valuation per RCW 19.27.095. City/St/Zip: / Al/ca % '31 Name: Phone: S Project Valuation: $ ��CC) Construction Type: Contact/R re entative: Name: v+ �� v..�X C /I/ 1__J Occupancy Rating: Address: 6�0 C�. =S ��` � Building Information (square feet): 60 Restrooms: �- City/SbZip: 1�'floor '� Phone: 3 o / 2nd floor k Deck(s):. Email: f 'I 3ro floor _ Storage: �,� ���y1 c�� PAC Basement:_ Is it finished? Yes No Contractor: l ) Other: Name: f-� vt 1 `P��J� 5 !�. New❑ Addition ❑ Remodel/Repair❑ Address: 0 C154 S Change of Use ❑ City/St/Zip: Phone: ��-�a7ts�. c�5 Q Total Lot Coverage(Building Footprint): Email: Square feet:`f , % a 'I Q� D CC ; 3atjLiTn LLM# 6q Exp: 09 dOr6 Impervious Surface: 76 8�1`� ,i a` City Business #: Square feet: N dV b 2uu9 I J I hereby certify t agie information provided is correct,that I am either the owner or authorized to act on behalf of the owner and that all activi'es sociated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. CITY OF PORT TOWNSEN9 °AI Name: Signature: Date: Page 1 of 2 John McDonagh From: John McDonagh Sent: Thursday, January 07, 2010 4:29 PM To: 1western@halcyon.com Cc: Brandon Davis; dukerhoades@hotmail.com Subject: FW: Permit Hi Mark, I am forwarding an e-mail below from Brandon Davis where he cites provisions in the PTBP CC&R's that you & I spoke about earlier today (without my having any citation to give). Did you happen to call Brandon as we discussed? As you can see from the e-mail, he and his contractor0 are anxious to proceed and feel we are holding them up. As we discussed, the only issue(s)the City would still have can be easily addressed through conditions placed onto the building permit that require two things prior to occupancy: 1. A more detailed landscaping plan that conforms to the standards found in the approved Business Park PUD Agreement. Mostly,that would mean planting of additional conifers (the ratio required is 2/3 conifer to 1/3 deciduous) and a plan for landscaping on the east side of the building (which is now mostly barren on the plan), 2. We would require a detail of the screened garbage/recycling enclosure to be prepared and submitted for review and approval. Also, I would like to see some additions to the landscaping proposed around this enclosure to really screen it from West Park Avenue. Beyond these items(which again I can simply make conditions of the building permit),the City does not have any additional issues with the project. Please respond to the plans you received from Brandon as quickly as possible. Thank you, John McDonagh,Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Brandon Davis [mailto:brandon@turnpointdesign.com] Sent: Thursday, January 07, 2010 1:42 PM To: John McDonagh Subject: Permit Hi John, I was wondering about the status of our Building Permit and if there are any problems we should be made aware of. Duke has several sub-contractors, and his employees who are on hold waiting for any news. 1/7/2010 Page 2 of 2 Shannon called the planning office yesterday and heard that the Permit was held up because of discussions with the Port Townsend Business Park Architectural Review Committee (Marc Zinger). I am confused about this issue, as we have not received any correspondence from the Business Park---written or verbal as of today— January 10th 2010. We sent full copies of the building plans, along with an itemized response letter to Marc Zinger on November 25th, 2009. That is now 44 days without any response, and thus their time for comment is well past: Section 4.4 Port Townsend Business Park CC&R's(Vol 510 page 809), The Committee has thirty(30) days from the date of submission of any site development or construction plan, revised site development or construction plan, or any plan for the modification, rebuilding, or revision of existing structures to either approve or reject such plan: IF NO ACTION IS TAKEN WITHIN THIS PERIOD,THE PLAN WILL BE DEEMED APPROVED BY THE COMMITTEE. Please let us know what is holding up the permit process in order that we can proceed. Thanks, Brandon Davis—Managing Member JO-AR LLC 1915 Franklin St. Port Townsend,WA (360) 385-9637 1/7/2010 ✓9 15:09 FAX 4257752775 FIRST WESTERN INVESTM' U 002 PTBP LLC P. O. BOX 1449 EDMONDS, WA 98020 Ire � r:: I tl�: r-. -r=•. November 12, 2009 U �- (03`1 V Mr. Brandon Davis, Ms. Shannon Davis JJI JO-AR I.LC \3�� ^ S �3S -- CITY OF PORT TOWNSEND 1915 Franklin Street DSD Port Townsend, Washington 98368 Re: PTBP Lot 55 Dear Brandon and Shannon, Enclosed is the reviewed Port Townsend Business Park Archuerctea•al Committee Application/Checklist For Lot 55. Your Application/Checklist has been reviewed by the Architectural CIommitree, which had the following comments (page numbers refer to the checklist copy attached, circled comments were added by the Committee): • Page 2, PUDA Q#.3: Any office or retail use included must be accessory to an primary allowed M-i use • Page 2, PUDA Q#6: No sign plans Were. Submitted, wid no sign appr als are given • Page 2, PUDA Q#7: The parking spaces shown on the east side of the property would be accessed from areas that do not include a secondary access road ("SAR"). For example, the SAR on the SE portion of the site is only +/-37' long south to north, but: would need to be +/- 70' long (and extend onto the adjoining lot 53) to access the five SE parking stalls. Likewise, on the NE portion, the SAR is only +/- 58' Long north to south,but would need to be -+-/- 70' long(and extend onto the adjoining lot 54), to access the two NE parking stalls. (See PUDA Exhibit #12.) The existing SE pavement pass the SAR is supposed to al.l be on Lot 53, and the existing NE pavement past the SAR is supposed to be all on Lot 54. If they are across the property line, it would be possible to solve this problem by having the adjoining properties grant reciprocal easements, subject to C':ity approval. Accordingly, the parking space locations are not yet approved. • Page 2, PUDA Q#30: .Detailed landscape plans, prepared in accordance with Section 30 of the PUDA and Exhibits 21, 23, 25 and 25b to the PUDA, need to be submitted for review and approval: landscaping is not yet. approved, • Page 4, PUDA Q#40 and Q#42: Color samples for all exterior materials needs to be submitted for review and approval. The color palette used for PTBP is the COPT 'historic' color palette on display in the Planning Department at City Hall (John McDonagh can help you with this'). Exterior colors are not yet approved. • Page 4, PUDA Q#43:The proposed fenced dumpster location 'intrudes' into the 1.st rectscape" and landscaping (not to mention the building setback area), and needs to be moved east next to the sidewalk.. • Page 0, CCR Q#§3.4: A calculation of building area, by type of usemanufacturing, office, re(ail, etc.) needs to be provided for review artd approval. Please call me at (425) 775-6000 to discuss these comments at your convenience, or contact me al. nrrrrk.zerrQerQfl;rtwesternirmestmeitts.corrr.. We look forward to the completion of your development. at PTBP. Best regards, ZM1a,k"7-cnger Enc: aS noted above JELBrWEN Stimulus Tax Credit-Qualified Steel Doors WIN D O W S R DOORS For a8 NFRC rathCgs•mit www.jeld-amwngperfoff ncefa4ngs. 'ihe icr<'utimm m li.W is f­Rod-.W n in &d to be re.d for ref-od,.and n na-r*..rkr.air g on the-.r-M xamies and opiom CMmL Ne aaml.ling mnW ran.Cmerm n4rps fm'pacific pod- uith pow suMli,,m IFLI>WF,N sale ffe-u- Steel D.. DOM EDGE 114 12 LITE 3/4 LITE FULL LITE TYPE (Woad 01 StmO GLASS UMT Tk9CKAIESS GLAZING' uJactwu-factor SNGC ufxmr SHGC uJarinr SNGC Gear IG 0.19 0.29 0.19 CP L-E IG 0.19 027 0.16 ' Insving end Ou6iwng Wood Edge 12'Glass UM Gear IG dGdds 0.19 0.29 0.17 - CP Low-E IG vd Gdds 0.19 10,072 0.27 0.14 ..Clear IG '_ ,..0.19 - - 0.28 0.19 CP L-E IG 0.18 0.03 025 0,16 0.29 0.23 Clear lG vd Grids 0.19 0.03 0.28 0.17 CP LavE IG vd Grids 0.18 0.02 0.25 0.14 0.29 0.21 1nscMrrg and OWaavtg Wand Edge 1'GWss lAot Clear IG W Blinds rJa Ne 0.29 O.1B La-E Ph.IG vd Blinds Na rda 025 0.10 028 0.14 0.30 = 0.18 LaeeEPha1 __... -0.18- ..0.02. ..024 ..,0.t0.. 0.27 _ .0.15 0.30 - 0.18. L-E Pha w/Gn la OAS UO2 024 0.09 0.27 0.13 0.30 OAS Decorative l Gear IG 018 0.03 0.24 0.15 028 022 Ir-ng and OuW-ng Wood Edge DecoraWe pass :. D-b-/CP Low-EIG va n/' n/a Ma Na n/a 0.29 023 Im drtg and O+>-9 Woad Edge Fkeh/Emb-al Fhuh/EmCmsad 114adn=0.16 .... 11CC=000 Harmorry IlyderrW GNIes Geer vd Blinds and Grids Na IV. 023 0.15 Na Na 028 027 Inswing and Ou6'rag WaoO Edge rich BW10e(Tripe-"'"') L--E P4n WB4n05 and Grads rd. rW 072 0.13 rW Na 0.25 023 Gear IG 0.19 0.02 020 0.09 030ROM9lde4te Wd Edge 1?Glasa UNt CP LavE IG 0.79 0.01 025 0.08 0.28 030 0.14 Gea,lGfGdds 0.19 0.02 0.28 0.09 0.30CPL-6 IG vd Gdda 0-19 0.01 025 0.07 0.28 030 0.13Gear IG 0.19 0.02 0.25 0.09 0.29CP L--E tf3 0.19 001 024 008 027- 029 0.14Gear lG WGnds 0.19 002 025 0.09 029CE'Low-E IG vW Gde019 0.01 024 0.07 0.27 0.29 0.13 Sidellte Wtwd Edge 1-Gla59 UlR Clear IG W 89rrk rJa na 025 0.09 0.29 0.14 L-E PWe IG wd 8linda Wa rVa 0.24 0.05 0.27 0.07 0.29 0.09 L-E Plus 0.19 0.01 0.24 0.05 027 0.07 0.28 0.09 L-E Pk.wl Grids 0.19 0.01 0.24 0.05 0.27 0.07 028 0.08 Om:mative/Clem 1G 0.19 IT023 0.08 0.26 0.12 029 0.14 Side4te Ybod Edge =11. 1-e G 0eca4ve ICE'Lo EIG rVa Ma Ne W. rt/a rt/a 0.28 0.12 Sidalite Vjbod Edge Fhrsh!Embossed Flush I Embossed Uaactm=0.17 SHGC=0.00 Aar.B/7/09 RELIABILITY for real life' FEW Nocturne in G Major John Field Sonata in G Major Op. 14 No. 2 L. van Beethoven Nocturne in B Flat Major M. Szymanowska Gypsy Songs Anton Dvorak Intermission Songs from 'Porgy & Bess" George Gershwin Polonaise-Fantaisie Op. 61 Frederic Chopin ------NNN-----N/VIVN.V/VIV.V.VNN- V-----.VNNNN.V.VN-NNNNNN ------N-----NNNNN-N-N--�V�VNN NIV NNIV.V^I�V�V�V NIV NIV Iy.V A.�V�V IV�VN Nocturne in G Major John Field Sonata in G Major Op. 14 No. 2 L. van Beethoven Nocturne in B Flat Major M. Szymanowska Gypsy Songs Anton Dvorak Intermission Songs from "Porgy & Bess" George Gershwin Polonaise-Fantaisie Op. 61 Frederic Chopin NMIV.V IV.V IV IV NIV-----IVNIV.V IV.V~------~-IV..I---IV---------1V 1V IV.V IVNHIVN Nocturne in G Major John Field Sonata in G Major Op. 14 No. 2 L. van Beethoven Nocturne in B Flat Major M. Szymanowska Gypsy Songs Anton Dvorak Intermission Songs from "Porgy & Bess" George Gershwin Polonaise-Fantaisie Op. 61 Frederic Chopin N/V/VNN/V/VNN�V A..V NIV NIV N�V N.VNNIVNIV..INN.VNNNNIVNIV IV IV IVNNIVNNIVNNNIV.V r wan Low-E 272 State of the artRO.30 0.27 spacer* Low-E 272 Argon Intercept 0.27 State of the art 027 Low-E 272 Argon spacer* State of the art 0.16 Low-E 366 aceP Awning Low-E 366 Argon t Intercept 0.29 0.18 State of the art 0.27 0.18 Low-E 366 Argon* spacer* State of the art 0.25 0.23 Triple Glaze Low-E Argon s cer' Triple Glaze Low-E 366 Argon State of the art 0.25 0.16spacer* Low-E 366 Argon t State of the art 0.30 023 spacer* Slider Triple Glaze Low-E Argon State of the art 0.26 0.28 State of the art 0.26 0.19 Triple Glaze Low-E 366 Argon State of the art 0.29 0.23 Low-E 366 Argon spacer Single Hung Triple Glaze Low-E Argon State of the art 0.26 0.28 spacer' State of the art 0.26 0.19 Triple Glaze Low-E 366 Argon seer' Low E 366 LSta:teod-f1t:h:e art0 29 0.24 ' Low-E 366 Argon t Intercept 0.29 0.24 Slate of the art 0.27 024 Picture Low-E 366 Argon' ate. Triple Glaze Low-E Argon State of the art 0.24 0.27 __Mac-* State of the art Triple Glaze Low-E 366 Argon spacm, 0.24 0.24 Low-E 366 Argon t Intercept 0.30 0.22 Low-E 366 Argon t State of the art 0.29 0.22 Sliding Patio Door spacer (Narrow Stile) State of the an 0.28 0.25 Triple Glaze low-E Argon spacer* Triple Glaze Low-E 366 Argon State of the art 028 0.17s acer• State of the art 0 28 025 Triple Glaze Low-E Argon s acer• Sliding Patio Door (Wide Stile) Triple Glaze Low-E 386 Argon State of the art 0.28 0.17 cer• SERIES GLAZING SPACER U-VALUE SHGC Low-E 272 State of the art 0.30 0.27 spacer' Low-E 272 Argon Intercept 0.29 0.27 Low-E 272 Argon State of the art 0.28 0.27 spacer* Casement State of the art Low-E 3660.29 0.18 spacer' Low-E 366 Argon t Intercept 0.29 0.18 State of the art 0.27 0.18 Low-E 366 Argon spacer- Low-E 366 Intercept 0.30 0.21 Low-E 366 State o.the art 0.29 0.21 Stationary Casement spacer* Low-E 366 Argon t Intercept 0.28 0.21 Low-E 366 Argon State of the art 0,27 0.21 spacer' I ri �I i in i I !I: I I: I I I i I• i I I i� �',;1 TURNPOINT DESIGN window&door schedule October 23 2009 Type Size # U value NRFC SHGC Location Sq/Ft Total Pict 1'9x2'10 101 .27 yes .24 Clear story 500 Slider 3'Ox2'6 3 .30 yes .23 office 22.5 Pict 1'0x6'0 2 .27 yes .24 lobby 12 Slider 3'Ox2'6 2 .30 yes .23 lobby 15 Pict 1'9x2'6 2 .27 yes .24 bath 8.75 Grand Total 558 sq.ft. Exterior Door Schedule Door size glazing u value NFRC SHGC Location 1 3'Ox6'8 '/2 .25 yes .14 lobby entrance 2 3'Ox6'8 none .16 yes 0 rear shop S. 3 same rear shop N. 4 same west shop S. 5 same west shop N. 6 10'xl2' none default 0 west shop S. 7 12'x12' none default 0 west shop N. O�PORT rod � ys u Fo Receipt Number: 10 0028, � _"'`� a .�. � $ * g �Recetpt;Date 01/11/2010 f Cashier, MWAY Payer/Payees ame -FAA AR LLC „..,., k sk �. ,� �On malFee Amount Fee x 2 erg . u � Permit# Pa cr elm` Fee Description � a Amount , „ . Paid Bala cn Ot BLD09-231 989800055 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD09-231 989800055 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-231 989800055 Technology Fee for Building Permit $41.60 $41.60 $0.00 BLD09-231 989800055 Building Permit Fee $2,080.15 $2,080.15 $0.00 BLD09-231 989800055 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD09-231 989800055 Site Address Fee $3.00 $3.00 $0.00 BLD09-231 989800055 Plan Review Fee $1,352.10 $1,352.10 $0.00 Total: $3,341.35 �.rgytous Payment 9tstory F Recet t4# Rece ti Date Fee Descnp on q�mountaPatd Permit,# . .p --p spa, r�n': s�.xac, 09-0921 11/25/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-231 �Payrrient Check= � � f x A a x X Pam rtt Method'; Numer " '� � Amourif b CHECK 1021 $3,341.35 Total: $3,341.35 genpmtrreceipts Page 1 of 1 OQ?OFT Tpy u� Receipt Number: 09-0921 Receipt Date: 11/25/2009 Cashier: FFRANKLIN Payer/Payee Name: JO-AR LLC Original Fee Amount Fee Permit# Parcel Fee Description Amount Paid Balance BLD09-231 989800055 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 Previous Payment History Receipt# Receipt Date Fee Description Amount Paid Permit# Payment Check Payment Method Number Amount CHECK 1016 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1