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City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER OWNER J JOB LOCATION 2_ T'< `f Q- Inspection of this structure has found the following violations: E n L- r U LC, 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. �vi Date ? ') 'i7 Inspector DSD Mai •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 C, (rr ction Notice PERMIT NUMBER W C OWNER --Ll�� t `( JOB LOCATION Z � c77,_ Inspection of this structure has found the following violations: 'C G You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otheTt When corrections have been made, call for inspection. Date Inspector DSD Mai Office 360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE pORT r0 CITY OF PORT TOWNSEND �D DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT V - - �WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPMjFRRIDAY. t�DATE OF INSPECTION: 19 PERMIT NUMBER: 0 SITE ADDRESS: �302 C 7 CONTACT PERSON: PHONE: TYPE OF INSPECTION: /—� 1q- 00maza"i OJS c, NLL 7:6� ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector 1 C t� T LCJ�, Date �Q Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. 9L Z-,-)d 9 Abdelouahab Abrous, Ph.D., P.E. Hi Line Homes ------ - - 11306 62„d Ave. Puyallup, WA 98373 (253) 770-2244 x 132 September 3, 2009 L_ _� TIT OF FOiT i0l'1NStPJD DSD City of Port Townsend Building Department 250 Madison Street Port Townsend, WA 98368 Re: Holdowns JOB #: 10505188 PLAN #: 1377 Owners: Craig & Mara Dotson This letter addresses the project at 302 Eddy Court Port Townsend, WA 98368. During inspection, it was noted that the Hilti KB-TZ anchors specified in the plans were substituted with Simpson 1/2-in X8-in Titen HD anchors. The Hilti KB-TZ anchors were used in conlunctlon with Simpson LTT20B straps as holdowns. Their specifications are as follows: Basic allowable static/seismic tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ stainless steel Anchor (KB-TZ) embedded a minimum of 2-in into 3,000-psi cracked concrete = 1,617-Ib/1,328-lb. The capacity of the 1/2-in X 8-in Simpson Titen HD is as follows: Basic allowable tension load for 1/2-in x 8-in long Simpson Titen HD anchors embedded a minimum of 3.9-in to 3000-psi concrete = 2,412-lb. Adjustment is 0.80 for 2.75-in edge distance, and 1.33 for wind/seismic loads. Allowable load _ (0.80)(1.33)(2, 412)=2,566-lb. The capacity of the Titen HD is greater than that of the Hilti KB-TZ and therefore, the substitution of the Hilh anchors with the Titen HD anchors is acceptable. Please contact me if you have any questions. �00AHAS'q Sincerely, �p`� o�WASb 0 Q ti C tP Abdelouahab Abrous, Ph.D., P.E. SsroSAL 1-r -Ia �e,,..a.-.,. `�' " t b� � •J �z � "w� I Abdelouahab Abrous,Ph.D., P.E. HiLine Homes 11306 62"d Ave. Puyallup, WA 98373 (253) 770-2244 x132 September 15, 2009 D City of Port Townsend S E P 3 0 2009 Development Services 250 Madison Street, Suite 3 CITY OF PORT TOWNSEND Port Townsend, WA 98368 DSD Re: Improperly Installed Holdowns in Garage NVall JOB#: 10505188; PLAN #: 1377 (120 mph Wind, Exposure C, Seismic D2) Owner: Craig & Mara Dotson This letter addresses the project at 302 Eddy Court, Port Townsend, WA 98368. It appears that concrete spallirng, occurred \vhen an attempt was made to install a Simpson Titeu HD holdown anchor in the riuht front corner of the rigbt garage portal. A replacement anchor was then installed in the middle of the wall. Also, the left anchor was improperly installed as it was hammered in, contrary to manufacturer's specifications. As it stands now, the shear wall length is too small and does not satisfy the minimum shear wall aspect ratio. The effectiveness of the hammered anchor is in question. have re-cri-Meered the plan by omitting the shear wall segment in question and relyin« on a total shear wall lenuth at the fi-ont of the house of 16 feet instead of the original 19 feet. Lateral engineering calculations show that the two shear wall seuments in the front of the house need to be nailed to the mudsill at 3-in o.c. instead of the 4-1n o.c. specified in the plans. Therefore, the spalled concrete wall shall be patched with an approved method and the two shear wall segments at the front of the house shall be nailed to the mudsill with 8d nails at 3-in o.c. There is no need to remove the holdowns that are already improperly installed in the right fi-ont corner of the garage wall. It should be noted that if the Nvind speed is brought down to 85 mph, then omitting the shear wall in question will not necessitate any change in the existing specifications in the plans. Please contact me if you have any questions. Sincerely, �p� 0*WAS c�OG Abdelouahab Abrous, Ph.D., P.E. 36110 RECEIVED SEP 17 REC'D EXPIRES �_o pORT TO CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE NSSPECgTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: •r D ( PERMIT NUMBER: SITE ADDRESS: 3 C) CONTACT PERSON: �--- ) PHONE: TYPE OF INSPECTION: 0 JC) Maw 00 OZ cj ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proce ding . Inspector - Lo(� Date 1 , 1 Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. PORrT°� CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WAS CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: 2 U9 PERMIT NUMBER: 6LL� SITE ADDRESS: 0/ CONTACT PERSON: PHONE: �,� TYP OF SPEC ION: i uLvrl/1/1�� 4 �,.� !V f�CCI 00- I k)�L)(l/ZE�, R�04/ 411� tm(m p o✓k PLAN Nor— Qo v ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector A w�L— Date �12 (� Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee inay be assessed if work is not ready for inspection. �� I o�?ORT Toy CITY OF PORT TOWNSEND ti so DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM F/RIDAY. DATE OF INSPECTION: 2 U PERMIT NUMBER: ` SITE ADDRESS: CONTACT PERSON: PHONE: TYPE OF INSPECTION: ' p .. c p A_ 4 )4 1 Ljj p Wk� A'Jt7r ATrP2_() EN /U` r- 6 PLak ._) 04vicof— t!j A V-M ?LAu Aid u 0_6L) 1:3 S tXJ P_:EC !Z61,(z ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceedi g. Inspector Ic -y Lo Date Z� Q Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. o�QORT r°`� CITY OF PORT TOWNSEND y DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT q`WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INiiSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: ( Z PERMIT NUMBER: 'G L- ' Q l ` 1I Q SITE ADDRESS: 'S O L IEVI�y E CONTACT PERSON: PHONE: TYPE OF INSPECTION: LQ 0 l02— e-- P'Vk0Vz_h ���i �2wi i I -A 81—f N SSM AT-77TM- F OF XVSPF�F/OA/ 7 o E0- ❑ APPROVED COkto WITH ❑ NOT APPROVED S Corrections will b Call for re-inspection before nspection proceeding. Inspector RVDate l�- Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. QORrTo�y� CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT =` INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:00PM FRIDAY. DATE OF INSPECTION: 15 D PERMIT NUMBER:, & �y C_ i SITE ADDRESS: a CONTACT PERSON: f)�/J PHONE: _) TYPE OF INSPECTION: �C7 C ( �� �\�l�'\ k)0C4:_ ' L L ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked � eeat next inspection proc Inspector C(` Lo Date 1 6) Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. QOaTTO�y� CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT -,_ INSPECTION REPORT °�waste CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM F`RIDAY. DATE OF INSPECTION: 7 ® PERMIT NUMBER: SITE ADDRESS: Z ��T CONTACT PERSON: PHONE: TYPE OF INSPECTION: 0 K V� l ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection pro ce ding. Inspector C 1 & ��9�,�- Date2 Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. QORTT°�y�, CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT 9� - q`WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM F 1RIDAY. DATE OF INSPECTION: z o PERMIT NUMBER: D l /I SITE ADDRESS: >o � 1� �' I , CONTACT PERSON: /PHONE: TYPE OF INSPECTION: ` 01) C K 70- APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before / checked at next inspection proceeding. 9 Inspector ( CGLG �-t Date 2� Q Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. CITY OF PORT TOWNSEN.r PERMIT ACTIVITY LOG I / PERMIT # Lb 0 9 — 11 DATE RECEIVED SCOPE OF WORK: IRTra DATE ACTION INITIALS ENTERED INTO CHET CHECKED FOR COMPLETENESS e -) �• c S, 1V V jjl I- ( I � s S1� 1 r v � �.w► — z U"-K cci - uv�t h, Zoning: C LV I 6/1 2 — Setbacks OK? s; ( Lot Size: I It Building Size: t c- _ 'S�%CX e, S evlkj Lot Coverage: FAR OK? J Height OK? Parkin OK? CN' cf ly ".." .X 22 36X, t a Critical Area? 0 . Demo? o Historic Rev? o Notice to Title? Lots of Record? irl .r ,1,E tc`+'t .►��d' __ ` __ __ __ _ _ __ -= S -_ __ � __ __ � __ __ Ct- �_� - _ - 1-j _y l c', = to _ _ _ ;,`� _fl If IV J'A t' 7 , � 1 " _ _ _- _- __/1- -_ = C�•� _ �1'J rf � to _ _ _ _ _ _ _ _ Ilk f},{jr, r E - - -- - - - - - �o�PORTro�y� BUILDING PERMIT City of Port Townsend V ; ,- Development Services Department 250 Madison Street,Suite 3,Port Townsend,NN"A 98368 (360)379-5095 Projectlnformation Permit# 131-1309-119 Permit Tvpe Residential - Single Family - New Project Name Parkview Short Plat 42 Lot 2 Site Address 302 EDDY CT Parcel# 964202012 Project Description Single Family Residence w/garage Fee hiformatiota Project Details Project Valuation S138,663.16 Dwellings—Type V Wood Frame 1,376 SQFT Plan Review Fee 787.90 Private Garages— Wood Frame 308 SQFT Encrey Code Fee -New Single 100.00 Units: Heat Type: ELECTRIC BBH Family Unit Bedrooms: 3 Construction Type: V - B Mechanical Permit Fee per Dwelling 150.00 Bathrooms: 2 Occupancy Type: R-3/U-I Unit -New Residential Plumbing Permit Fee per Dwell1112 150.00 Unit - New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 150.00 Building Permit Fee 1.212.15 State Buildirw Code Council Fee 4.50 Technolo<,av Fee for Building Permit 24.24 Record Retention Fee for Buildirw 10.00 Permit Site Address Fee 3.00 Total Fees S 2.741.79 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. 1 certify that the information pro%ided 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 o\\ner of the property or authorized went of the owner. Print Name Date Issued: 07/20/2009 Issued By: SWASSNIER Signature Date Date Expires: 01/16/2010 pORT ropy BUILDING PERMIT U ��p _ City of Port Townsend Development Services Department �wA 250 Madison Street,Suite 3,Port Townsend,NVA 98368 (360)379-5095 Project Information Permit# BLD09-1 19 Permit Type Residential - Single Family-New Project Name Parkview Short Plat 11'2 Lot 2 Site Address 302 EDDY CT Parcel# 964202012 Project Description Single Family Residence w/garage Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. This property;Lot 2 in the Parkview Addition Short Plat No.2, is subject to the Covenants and Declarations affecting all lots within this Short Plat (Section C of document recorded 1/12/07 under Jefferson County Auditor's File Number 519431): a) no high-intensity exterior lighting shall be installed. The illumination intensity shall be kept to a minimum and all lighting fixtures shall be shielded and pointed downward. b)The lot is subject to the Tree Conservation Plan (see below). c) All stormwater created by impervious surfaces shall be managed on the individual lot where it is created in accordance with the 2005 Western NVashington Stormwater Manual. 30. The applicant shall sign a Tree Conservation Affidavit Form. All trees indicated for retention on the submitted site plan shall be protected. These measures include surrounding retained trees with staked orange snow fencing at an appropriate distance from the tree base prior to: and. bark mulch dispersed both inside and outside of the snow fencing next to the trees closest to the excavation work (on bare ground at the base of retained trees up to 4" in depth; up to 6" in depth outside of the snow fencing). The applicant proposes to retain the 2 trees on the northeast portion of the property. The trees have a diameter at breast height 4-1/2 feet above the ground between 7" - 19" (2 tree units each)totalling 4 tree units . Per PTMC 19.06.120(D)(I), a minmum of 30 tree units per 40,000 square feet are required to be protected and/or planted, or 4 tree units for 5,000 square feet. Trees to be retained on the site plan equal this amount. 40. Hours of construction are limited to 7:00 a.m. to 5:30 p.m. Monday through Friday: prohibited on weekends and national holidays. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other Iaw s or rep]at ions. 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. 1 fiirther certify that l am the owner of the property or authorized agent ofthe o,,yner. Print lame Date Issued: 07/20/2009 Issued By: SWASSIMER Signature Date Date Expires: 01/16/2010 pORTTp�y CONSTRUCTION PROGRESS RECORD s�Z CITY OF PORT TOWNSEND _r :t v 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. 964202012 PERMIT NO. BLD09-119 ISSUED DATE 07/20/2009 EXPIRATION DATE 01/16/2010 ADDRESS 302 EDDY CT CONSTRUCTION TYPE V - B OCCUPANT LOAD OWNER DOTSON CRAIG & MARA PROJECT DESCRIPTION Single Family Residence w/garage CONTRACTOR HILINE HOMES LENDER INSPECTION INSP )ATE COMMENT INSPECTION INSP )ATE COMMENT SETBACKS SURVEY PIN INSULATION IL 9 7 O FOOTING C ZQ Q GWB UFER FINAL PUBLIC WORK SLAB INSULATION FINAL BUILDING FOUNDATION WALL A �r FOUNDATION DRAIN SLAB MISCELLANEOUS FLOOR FRAMING �° �2 Q KqS oN s Te SHEARWALL & HOLDOVI FRAMING AIR SEAL PLUMBING PLUMBING WTR PIPIN MECHANICAL TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. Development Services of PORT 250-Madison Street, Suite,3' u s�2 Port Townsend WA 98368 Phone: 360-379.-5095. y 360 3444619, www.cityofpt.Us Tree Conservation Affidavit Form BUILDING PERMIT/SITE DEVELOPMENT PERMIT NO. II 9 THIS PERMIT AUTHORIZES��VIQ� TO BEGIN WORK IN P&& V(*t(j ��'r PI - Z �b 2- SUBDIVISION AND/OR AT THE FOLLOWING ADDRESS 3Dz ��� 64 Pie,- THE AUTHORIZED PERSON ACKNOWLEDGES THAT HE/SHE IS RESPONSIBLE FOR TAKING ADEQUATE STEPS TO: 1. Protect the tree retention areas on this lot as identified in the tree conservation plan (normally the front, rear, and or side yard areas) in accordance with the standards of Chapter 19.06 —Tree Conservation. 2. Field locate, mark, and protect all tree conservation areas on the site during construction. Marking shall consist of tape, ribbon, or tags attached to the retained trees and protective fencing secured by posts set at least 12" into the ground installed in accordance with the requirements of 19.06.150. All tree identification and fencing shall be installed prior to site development and construction and shall remain and be maintained until home construction is 100% completed. 3. Install any trees on the lot required by the approved tree conservation plan. FAILURE TO COMPLY WITH THESE REQUIREMENTS WILL RESULT IN THE ISSUANCE OF A STOP WORK ORDER OR OTHER CITATIONS. CITY OFFICIAL APPLICANTQ EFFECTIVE THIS j=61 DAY OF 20-0j NOTE: DISPLAY THIS PERMIT AT THE MAIN POINT OF ACCESS AND VISIBLE FROM THE STREET. (Ord. 2837 § 1, 2003). Page 1 of 1 A. Abrous, Ph.D., P.E. HiLine-.Homes, Inc. Pagel of 25 PLAN 1377-08 [30-PSF SNOW, 120 mph, Exp. C, & SDC D2] PROJECTS°INFORMATIOWAND:•C RITE RIA 1. PRO•JECT'INFORMATION OWNER/ADDRESS: SeeiPermit Application TAX'PARCEL,NUMBER/SITE.-ADDRESS:. See Permit-Application JOB NUMBER. See Jobb-Binder-- 2:,:.STRU.CTURAL..DESIGNER'INFORMATION ABDELOUAHAB (Wahab) ABROUS, Ph.D., P.E.. ovAHAsqa (0twoy � HiLine Homes, Inc. �o �,of WAAy/tip oG Engineering Department tiP c N 11306 62ND Ave E., Puyallup, WA 98373 d a Phone: (253) 770-2244 Ext. 132 Email: Wabrous@ 36110 HiLinehomes.com o, �c6110 S��NAL ExPIRES Washington Licence No: 36110 Note: The Above stamp applies to the structural Oregon License No: 81419PE members and assemblies described in the following calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes, Inc. 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES. EXTENT OF DESIGN Structural specifications for residence. 2006 International Building Code (IBC) 2006 International Residential Code (IRC) National Design Specification (NDS). American Society of Civil Engineers REFERENG DA.ES:AN&'ST (AS.CE).Standard 7 ANDARB ` ® E C U American-Society for Testing Materials (ASTM) Standard A307 JUN 2 5 2009 American Plywood Association (APA) Diaphragms-.and--Shear Wall CITY OF PORT TOWNSEND Design/Construction-Guide, November DSD 1 12004, Revised PROJECT INFORMATION AND CRITERIAPrinted 9/12/2008 Plan 1377.08-30-PSF'Snow;.120'mph;•Ezp,,C;.&'SDCD2 6/4/2009 T` ;y A. Abrous, Ph.D., P.E. HiLine-Homes, Inc. Page 2 of 25 4. DESIGN CRITERIA GROUND SNOW LOAD"(LIVE LOAD): t ,fr30spsfmaxmum} $ R ROOF DEAD LOAD: Droof = 15=psf EXTERIOR-'-WALL DEAD'LOAD: Dwall = 15-0sf INTERIOR WALL DEAD LOAD: Dwall = 10-psf SEISMIC DESIGN CATEGORY: BASIC WIND SPEED: �••:� €..:. a ._. .x. WIND EXPOSURE.FACTOR: C" `_ � , a ALLOWABLE SOIL PRESSURE: 1,500-psf Framing Material: No. 2 Hem=Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in MATERIAL SPECIFICATIONS: 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 2,500-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 6 Table B. Building Data Page 14 Table C. Wind Design Criteria Page 15 Table D. Seismic Design Criteria Page 16 Table E. Wind Loads Page 17 Table F. Minimum Wind Loads Page 18 Table G. Seismic Loads Page 19 Table H. Controlling Shear Loads Page 20 Table I. Wind Shear. Wall Loads Page 21 Table J. Seismic Shear Wall Loads Page 22 Table K. Roof Diaphragm Load Calculations Page 23 Revised PROJECT INFORMATION AND CRITERIA Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph,-Exp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 3 of 25 DESCRIPTION This report provides engineering calculations-and -structural design -sepcifications-for HiLine Homes Plan 1377. The one-story house is 1377=0.;in area-plusja one-car.garage: Design specifications are provided in Table A, building data -are-given7in Table°-B, and wind and seismic criteria, including calculations, are included.in Tables C and D, respectively. Laterial engineering calculations are provided in Tables. E--.through- K.: Calculations are-performed using Microsoft Excel worksheets: SPECIFICATIONS AND DESIGN CRITERIA., Structural specifications and design criteria are provided in Tables�-A,-B,-.C, and D as discussed in the following paragraphs. Table A. Specifications of.Structural:Componentspand,.Fasteners- . Specifications are provided for size and spacing of anchors bolts, shear wall hold- downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is P9 of 30-psf. Table C. Wind Design Criteria ASCE Standard 7, Section 6.4, Method 1 - Simplified Procedure, is used for determining wind loads. Wind design criteria are based on an 120-mph basic wind speed and Building Height and Exposure Factor (A) C or an equivalent 110-mph wind speed and Building Height and Exposure Factor (A) D. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class�D .soils per. ASCE Standard 7, Section 11.4.2 and Table 20.3-1 for stiff soils. The. Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information:- Revised PROJECT INFORMATION AND"CRITERIA- Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C;&SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 4 of 25 Table E. Wind Loads Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and--longitudinal. Calculated. values--are linked 'to.Table--H, Controlling Shear Loads to determine if wind, .minimum wind, or seismic loads control design of lateral restraint. Unit uplift-on the- building is also calculated-'for both the transverse and longitudinal directions.. Overturning loads due -to design base winds are calculated with a .link to Table G;. Seismic Loads where-they are compared to seismic and building restoring loads. Table F. Minimum Wind . Minimum wind loads are provided in Table -F based on horizontal pressures equal to 10-psf and vertical pressures equal:to zero per ASCE 7, Section 6.4:2.1.1. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads,.- Table G. Seismic Loads Table G provides seismic shear loads based on seismic criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7, Section 12.8. This procedure is valid for Occupancy Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. the building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads. Table H provides transverse -and longitudinal loads on the building. structure including wall length, applied unit shear, shear wall-length, resistive unit shear, unit drag load, unit dead load on-shear walls, and hold-.down-loads for the various shear wall lengths based on controlling wind shear-loads from.Jbble J. Shear wall hold= downs are calculated based on wind and dead. load combinations using- the allowable stress design method per ASCE,Standard 7,'Section.2.4.. Revised PROJECT INFORMATION AND CRITERIA Printed 9/12/2008 Plan 1377-08 30-PSF Snow; 120 mph, Ezp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes-, Inc. Page 5 of 25 Table J. Seismic Shear Loads, Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length,-resistive unit shear., unit drag load, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from-Table-H:- Shear.---wall,hold-down loads are calculated based - on -wind and dead. `load. combinations using the. allowable stress design method-per.ASCE Standard 7, Section 2.4. Table K. Roof Diaphragm--Calculationst. Table H provides roof diaphragm load-calculations for determining diaphragm shear for seismic loads and comparing these-loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE -.Standard-7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate .deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND CRITERIA Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, &SDC D2 6l4/2009 A. Abrous, Ph.D., P.E. HiLine•Homes;-Inc . Page 6 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS EXPLANATION-OF WALL LINES Shear walls and structural specifications are identified with 1 Wall.Lines-on�plan.,Sheet-.S2. Lettered Wall Lines are generally identified from the front to the rear of the building--and Numbered-Wall Lines�start at the left and continue to the right (STAND°ARD:PLAN). For reversed yplans;.-Lettered Wall Lines remain the same and the Numbered Wall Lines start'at the.-right of the�plan:(REVERSED::PLAN)., This house is laterally engineered assuming an optional;window4.and,anyoptional-, garage man door are located on Line 1 of the garage. 11 7— CD l 31i i j.. 1 PLAN-.9 377 2 lliT�. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow; 120 mph,�.Eicp:C,.'1&'SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 7 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS STRUCTURAL .SPECIFICATIO.NS': Maximum App' Ii6&Shearqper=4a,.blesd o 3,774 Wall'Jengtb unde�re.M"aximumaapplied shea-r4pe rTa( lesfil,oi Jk(ft) 14 Minimum number of:ancho'r bolts when instaiiedkat,,,72.jnko c minimum j2 anchors%mudsi'll 7 Maximum anchor bolt.Load @•72-in o.c.-.minimum.2 anchors per-mudsill.(Ib) 566 Basic allowable anchor bolt single shear-load=for-1/2-in dia..ASTM'•A307*bolts with minimum 7-in embedment and 1.5-in Hem-Fir side member = 590-lb per 2005 NDS Table 11 E. Adjustment for 10-minute wind/seismic loads = 1.6 per 2005 NDS Table--2.3.2. Allowable 944 shear-load = (1:6)(590)-=944-lb. Install 1/2-in dia.-ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12-in from end of mudsills with minimum 2 anchors per mudsill. SI Est( WA.LQ_,HOLD,-DOWN; PECIFICATIOft S�--- ._<._.L< , _ w,..'`_Li� � '1���!��` -. '.`'=`}�.ra�.• �?'...ca:zC.'�' ..��w-''��'�saS.''U.S:...�"a.p' ��»'.�y"h� '`7bs4''�L.�'cfi�s.' fiYJ.. _v. :-;'. Wall Line A (Garage Portals) Maximum overturning tension due to wind load per Table I (lb) 1,360 Maximum overturning tension due to seismic load per Table J (lb) 758 Allowable tension load for Simpson LTT20B Tension Ties is 1,750-lb. 1,750 Basic allowable static tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ stainless steel Anchor (KB-TZ) embedded a minimum of 2-in into 3,000-psi cracked concrete = 1,617-lb 1,617 Basic allowable seismic tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ Anchor (KB-TZ) embedded a minimum of 2.0-in into 3,000-psi cracked concrete = 1,328-lb 1,328 Install Simpson LTT20B Tension Ties fastened to 3-in framing with 10-16d nails. Fasten LTT20B to concrete with 1/2-in x 7-in Hilti Kwik Bolt TZ stainless steel anchor and 2x2x3/16-in flat washers. Embed anchors minimum of 2-in into minimum 6-in concrete stem wall. Wall Line A (6.5-ft Shearwall Segments) Maximum overturning tension due to wind load per Table I (lb) 1,140 Maximum overturning tension due to seismic load:.per7able:J (lb) 537 Basic allowable single shear load for 8d nails and-Hem-Fir framing = 68-lb per NDS Table 11Q. Adjustment for.1 0-minute wind/seismic loads = 1.6-per NDS Table 2.3.2. Allowable shear, load = (1.6)(68) =,109'lb/nail. Allowable!shear:wall overturning,-_load._for.6.5-ft panels 1,115 fastened with one row of-8d nails @ 4-in.o.c. = (1/2)(78/4 + 1)(68)(1.6) =1,115=1b. Fasten OSB-panels to mudsill'with 8d nails @'4-in o.c. for both 6.5-ft Shearwall Segments as shown on the.plans. Wall Line 13(4=ft Shearwall Segment) Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 8 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum overturning tension due-to wind load per Tabled (lb),- 1,184 Maximum overturning:#ensign-due to:seismic-Joadt:periTable J_(.! ) 625 Allowable tension load.for Simpson LTT20B Tension Ties is 1,750-lb. 1,750 Basic allowable•static tension load for. 1/2-in x 7-in long Hilti Kwik Bolt TZ stainless steel Anchor(KB-TZ)-embedded a minimum-of-2-in into-3,000-psi cracked concrete = 1,617-lb 1,617 Basic allowable seismic tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ Anchot(KB-TZ) 1,328 embedded a minimum of 2.0-in into 3,000-psi�cracked:concrete = 1,328=1b Install Simpson LTT20B-Tension Ties fastened to 34n framing-with 10=16d nails. Fasten LTT20B to concrete with 1/2-in x 74n -Hilti Kwik Bolt-TZ :stainless- steel anchor and 2x2x3/16-in flat washers. Embed anchors minimum-of 2-in into minimum 6-in concrete stem wall. Wall Line B (5.5-ft Shearwall Segments) Maximum overturning;tension due:to-,wirnd;I6adr06t:Table�1:(lb) : 1:089 Maximum overturning:tension due to seismic.load perTdbleJ (Ib) 531 Basic allowable single shear load for 8d nails and Hem-Fir framing = 68-lb per NDS Table 11Q. Adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.2. Allowable 1,251 shear load = (1.6)(68) = 109-lb/nail. Allowable shear wall overturning load for 5.5-ft panels fastened with one row of 8d nails @ 3-in o.c. = (1/2)(66/3 + 1)(68)(1.6) = 1,251-lb. Fasten OSB panels to mudsill with 8d nails @ 3-in o.c. for all 5.5-ft Shearwall Segments as shown on the plans. Fasten 4-ft OSB panel to mudsill with 8d nails @ 4-in o.c. a�t' shown on plan. + C��+. ��,5a"-�.'�:�°��«..LY3j �:�-��-fr�, 4 ..,. §�',`i ��r'�t�.�-��n' .Y��'c:+tF���. 1�+a,',�,e• �xr.SG�a+`".�C ^ � �,"�.,*,i,fb'�s�¢"N+ � x"#S*s y:�-s'7.,Y,,�n�t$�a �,,.s;ti�� ��r I��A{� �'�l�,L'L�I��E�.,ET1-�If�C.SPEC8V�9CAS�T�80f�S�� � � •� ,.,�3_; s.; .c:Y�-.wF.``�7�..r�`�� .,..e�-1"xiEa'11:?.."�.�.A;c rz^., ``_r.7.ci'�.',`5.`'F�,+v�h"•"R.. '=:=f�r�S'?.v"�ixi...t,�,�?���idt'�,Y'.4�k3U>ti�^.,W���,�'��+��??-.'-h_ 4 �..s�:t. All Wall Lines Maximum resistive unit wind shear load per Table I (lb/ft) 199 Maximum resistive unit seismic shear load per Table J (lb/ft) 121 Basic allowable shear for wind loads = 785-lb/ft per NDS Table 4.3A for 8d nails @ 6-in o.c. on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per Note b. Adjustments 0.50 365 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-Ib/ft. Basic allowable shear for seismic loads = 560-lb/ft per NDS'Table 4.3A for framing @ 16-in o.c. per Note b. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable 266 shear = (0.50)(0.93)(560) = 260-Ib/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard specification. ,SN s'•i.:_F't< i S^ * *i ''•!.` r YlvV�rf ^. �+Y f: `Y.' klt .� ':ff"s4+r .cr'7., ,,� ...' lu r :;�����ii� �'"st -� r 7,1'x ti•,ti kt.: ,' ohs P-re,.�� ,z�tvax•: .._a 1 x�a,.t..si '�a ire v,�,,,��.�,^� SHEAR��TRAN:SiFER�SPE�I�ICTIO S ► _ � .,�, :�.�;��, r K_ All Wall Lines- Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum: Fasten OSB wall :sheathing,;,between shear wall segments at same fastener spacing as on shear,walls. Fasten OSB panels to mudsills with minimum-8d nails @ 6-in o.c. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Ekp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 9 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Wall Lines A-&:B:(Gables) Maximum applied,;unitswind shear:per�Tabl&zl (1 /ft) . 'I'll Maximum;applied-unitseismic shear per TableTJ.(Ib/,ftY.. .. .68 Allowable load:f6n2:z1Od common;toenails-==(0 83)'(2.,)(�1?J1;6xc1 6;)(#i4)°=2Q3=1b'/ft:y.. 203 Allowable load for:seismie loads y'150=1b/ft�per20.05}NDS Section 4.1:7:::. 150 Fasten gable-end trusses to doubletop.plateswith.2-10d.toenails.@,.l64n o.c._or.1-10d nail @ 8- in o.c. Wall Lines 1 &2 (Eaves). Maximumapplied unit wind- hear pertiTablesbl (lti)." 73 Maximum appl�edaurntseiismic shear-:per.Table J.(Ib/ft)`: 46 See Roof Framing Specification for truss connections and blocking..- Fasten per Roof Framing Specification for truss connections and-blocking. 381 _ .'t: t 1 rj'}" i"?CS.'sst;,sii'',X' ,xt'•"-..,v5 ,. ate.—''r• 7'; ry�,,,.iiy 4y��'. ' np<£7R'j., Nr .. _....`, `ra&a '�'✓°v^ -�i- -: i_ .�?,4._ 'r, `:%� •ctt°,o} `ffillk DIDRAGM-RRG SiP,�EC6Fl_CAT'90f��} PH �iAI K! Roof Sheathing Maximum applied unit wind shear per Table I (lb/ft) 111 Maximum applied unit seismic shear per Table J (lb/ft) 68 Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per NDS Table 4.2B for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted 323/230 allowable unit shear = (0.50)(645/460) = 323230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per 40 APA Table 25 = 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per 70 APA Table 25 = 70-psf Allowable snow (live) load for 19/32-in APA Span Rated 40/20 with supports @ 24-in o.c. 130 per APA Table 25 = 130-psf Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the field. Install 1/2-in panel edge clips midway between each support. See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf and up to 70 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf snow load, use 19/32-in panels. Truss Blocking &:Boundary•Nailing- Fasten 2X4 vent blocking in each truss bay with 1-10d-toenail into-truss, each side. :Fasten roof. diaphragm to blocking with 8d nails @ 6-in o.c. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp:C, &:SDC.D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 11 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS STANDARD S+yP�ECIFICATIONS.'& ALLOWABLE LOADS klh$+ .r, :�7- 2Y'.it tis .0 f+"t,�ii��.���.�X��,` . Y q, rye{1� 4 k�.. 1 ;}..� ,µ. I' .},l' �, �-a;� r., e.•� ,�, << .+ "` •y. ` t , +eV NQ'� t 1 + K r �` 1 � �t.i''' �.L�.+j{�•}F ,� �,t Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete:with 1/2-in dia: ASTM A307 bolts with minimum 6-in-embedment = 590-lb per=2005 'NDS:Jable 11 E: 944 Adjustment for 10-minute wind/seismic loads-= 1.6 per 2005 NDS Table 2.3.2. Allowable shear load =-(1.6)(590)= 944-lb. Basic allowable single shear for fastening Hem-Fir framing Jo:concrete with.1/24nX8:5-in long Simpson Wedge-All wedge anchors in-,minimum 2,500-psi concrete with 4.5-in embedment = 1,763-lb. Adjustments for no special inspection = 0.50,'for.3-in edge distance 621 = 0.53, and for wind/seismic loads = 1.33. Allowable.load = (0.50)(0:53)(1.33)(1,763):= 621 Basic allowable single shear for fastening Hem=Fir framing to concrete with 1/2-in Simpson Titen HD anchors in minimum 2,500-psi concrete with 4.25-in embedment = 2,673-lb. 1,529 Adjustments for 3-in edge distance = 0.43, and for 10-minute wind/seismic loads = 1.33. Allowable load = (0.43)(1.33)(2,673) = 1,529-lb. y trr yt Et Y f n �✓• t 5 a-,4Cr - .aws�a°'. b ',�'ra`• 't f.• '-,s z e L r nr r F •c�`,�P-- -. a ?, i ,�T � ° Y1f®aLDK�®F�11tYINS -gal r��'fi�' s c as `1 s 9 l x 4.Lti.:.. �a +7' • 'ZaR ♦.,,,-.S-+'._..�:c.i Simpson STHD8/10 Strap Ties Install Simpson STHD8 Strap Tie Holdowns in minimum 2,500-psi concrete and 6-in minimum stem wall. Fasten STHD8s to 3-in framing members with 24-16d sinkers. Allowable tension load for Simpson STHD8 Strap Ties is 2,370-lb for minimum 2,500-psi 2,370 concrete. Install Simpson STHD10 Strap Tie Holdowns in minimum 2,500-psi concrete and 6-in minimum stem wall. Fasten STHD10s to 3-in framing members with 28-16d sinkers. Allowable tension load for Simpson STHD10 Strap Ties is 3,730-lb for 2,500-psi concrete. 3,730 SimpsonTiten HD or !!hedge All Anchor With Simpson LTT20B Install Simpson LTT20B Tension Ties fastened to. 3-in framing with 10-16d nails. Fasten LTT20B to concrete with 1/2-in x 7-in Simpson Titen HD anchors and 2x2x3/16-in flat washers. Embed anchors a minimum 2-4in into minimum 6-in concrete stem wall. Allowable tension load for Simpson LTT20B Tension Ties is 1,750-lb. 1,750 Basic allowable tension load for 1/2-in x 8-in long Simpson Titen HD anchors embedded 3.9- in to concrete = 2,186-lb. Adjustments are 0.50 for no special inspection,-0.80 for 2.75-in edge distance, and 1.33 for wind/seismic loads. Allowable load = 1,163 (0.5)(0.80)(1.33)(2,186)=1,163-1 b. Basic allowable tension load for 1/2-in x 8-in long Simpson Wedge-All',anchors-embedded - 4.5-in into 2,500-psi concrete = 2,045-lb. Adjustments are -0.50 for. no special inspection; 1,088 0.80 for 2.75-in edge distance, and 1.33 for wind/seismic loads.. Allowable load .33)(2,045)=1,088-1 b. Hilti Kwik Bolt TZ Stainless:Steele Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C,'&•SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 10 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Truss Connections,(Lateral Loads) Maximum applied:unit-shears per.:Tables G-!Q/L; _(It 7ft)"_ 151 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 27.1-lb per truss end. Allowable load for H10 Seismic &-.HurricaneTies = 285-lb per.truss,end-for!Hem-Fir. Total allowable load per truss end = 271 + 285 = 556.1b _per truss send ,= 381=1b/ft (H2.5A-ties 556 control lateral:loads). TtuwConnections;(Uplift Loads). Maximum net uplift'bmtrussxconnection perJat leX-4161 -651 Allowable uplift for H10 Seismic& Hurricane Ties— 850-lb for Hem=Fir framing. 850 Fasten truss tails to top plates with 2-10 toenails and a Simpson HI Seismic &.Hurricane Tie fastened to truss and top plates per manufactures instructions:,(see-sheet S3, Roof Framing Plan). Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C = T = M/b = vrL2/b8 (Ib). 1,158 Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length = 48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120"mph, Exp-C, & SDC..D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes;-Inc Page 12 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Install Simpson LTT20B Tension Ties fastened to 3-in framing with 10-16d nails. Fasten LTT20B to concrete with 1/2-in x 7-in Hilti Kwik Bolt TZ stainless steel anchor and 2x2x3/16-in flat washers. Embed anchors minimum of 2-in into minimum 6-in concrete stem wall. Basic allowable static tension load for 1/2-in x 7-in long Hilti ,Kwik Bolt TZ stainless steel Anchor(KB-TZ) embedded a minimum of 2-in into 3,000=psi cracked'_concrete =-1,617-lb 1,617 Basic allowable seismic tension load for 1/2-in x 7-in long-Hilti Kwik Bolt,.TZ'Anchor.(KB-TZ) 1,328 embedded a minimum of 2.0-in into 3,000-psi.cracked concrete = 1,328=1b Shear Wall.Nailing-lnto,Mudsill Fasten OSB panels to mudsill with 8d nails @ 6-in o.c. Basic allowable single shear load for 8d nails and Hem-Fir framing r= 68-lb per:NDS Table 11Q. Adjustment for 10-minute wind/seismic loads = 1.6 per-.NDS Table-2.3.2. Allowable 490 shear load = (1.6)(68) = 109-lb/nail. Allowable-shear-wall overturning load for 4-ft panels fastened with one row of 8d nails @ 6-in o.c. = (1/2)(48/6 + 1)(68)(1.6) = 490-lb. Fasten OSB panels to mudsill with 8d nails @ 4-in o.c. Basic allowable single shear load for 8d nails and Hem-Fir framing = 68-lb per NDS Table 11Q. Adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.2. Allowable 707 shear load = (1.6)(68) = 109-lb/nail. Allowable shear wall overturning load for 4-ft panels fastened with one row of 8d nails @ 4-in o.c. = (1/2)(48/4 + 1)(68)(1.6) = 707-lb. Fasten OSB panels to mudsill with 8d nails @ 3-in o.c. Basic allowable single shear load for 8d nails and Hem-Fir framing = 68-lb per NDS Table 11Q. Adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.2. Allowable 925 shear load = (1.6)(68) = 109-lb/nail. Allowable shear wall overturning load for 4-ft panels fastened with one row of 8d nails @ 3-in o.c. = (1/2)(48/3+ 1)(68)(1.6) = 925-lb. Nails (Per 2005 NDS Tables 11 N and 2.3.2) Single shear for 8d common (0.131-in) with 1.5-in thickness Hem-Fir side members. Basic allowable shear for 8d common nails = 84-lb. Adjustment for 10-minute wind/seismic 134 loads = 1.6. Allowable shear load = (1.6)(84) = 134-lb. Single shear for10d common (0.148-in) with 1.5-in thickness Hem-Fir side members. Basic allowable shear for 10d common nails = 102-lb. Adjustment for 10-minute 163 wind/seismic loads = 1.6. Allowable shear load = (1.6)(102) = 163-lb. Single shear for 10d common toenails (0.148-in) with 1.5-in thickness Hem-Fir side members 135 _ (0.83)(163) = 135-lb. ttN� '�.+�- + � ',.{',:.'x "r.+H±: Sn�"'gs•:h�'�'�t ��^:y'�.crg3 fc� .-..�.vmSg V„�� ' s r,w r.. '�' , :si^'"1. a,��-ti,�"',.� r OSB Shear Wall Panels ( Per 2005. NDS Table 4.3A) Basic allowable shear for wind loads = 785-lb/ft per NDS Table,4.3A:for-Mnails.@.-6-in o.c. on edges, 12-in o.c. in the field,.&,framing @ 16=inlo.c. per.Note-b.-.Adjustments 0.50 _ 365 for ASD and 0.93 for Hem-Fir framing. Allowable-:shear.-.= (0.50)(0.93)(785) = 365-lb/ft: Basic allowable shear for wind loads = 1,205-1b/ft per, NDS Table•4.3A -for-8d nails staggered @ 4-in o.c. on edges, 12-in o.c. in-the-field,.&.framing @ :16-in-o.c. per Note,.b. Framing on panel edges is 3-in nominal: Adjustments-are=0.50-for.-AS).,and 0.93 for.Hem= 560 . Fir framing. Allowable shear= (0.50)(0.93)(1,205) = 560-Ib/ft." Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C,'& SDC D2. 6/4/2009 A. Abrous, Ph.D., P.E. HiLine,,Homes; Inc, Page 13 of 25 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Basic allowable shear for seismic loads.= 560-lb/ft per NDS.Table 4.3A for framing @ 16-in o.c. per Note b. Adjustments are 0.50 for ASD and .0.93 for•Hem=Fir framing. Allowable 260 shear= (0.50)(0.93)(560) 260-Ib/ft. Basic allowable shear for seismic loads. = 860-lb/ft per NDS Table 4.3A for 8d nails staggered @;44n'o.c.-owedges;-12-in o.c...in the field,.&.:framing,@ 16-in o.c. per Note b. 400 Framing on panel-edges is 3-in nominal. Adjustments-are -0.50-for-ASD.10.93 for Hem-Fir framing. Allowable:shear (0.50)(0.93)(860)= 4004b/ft. GWB'4Shear-.Wall Panels,( Per=200.5 NDS-Table 4:3B) Fasten 1/2-in GWB panels to-both sides of.wall.with No. 6 X 1.25-in long Type S or W drywall screws @*4-in o.c. on edges and in the field with all edges blocked. Minimum framing material is Hem-Fir with maximum spacing of studs @ 16-in o.c. Basic allowable unit shear for wind loads.= 320-Ib/.ft. Adjustment Factor (AF) for ASD.is = 320 0.50. Allowable shear= (2)(0.50)(320) = 320-lb/ft. Basic allowable unit shear for seismic loads without flat metal istrap bracing = 320-lb/ft for framing @ 16-in o.c.. Adjustment factors for ASD is = 0.50, and seismic response 96 modification coefficient (R=2) GWB sheathing per IBC Table 1617.7.2 = 2/6.5 = 0.30. Allowable shear = (2)(0.50)(0.30)(320) = 96-Ib/ft. Basic allowable unit shear for seismic loads with flat metal strap bracing = 320-lb/ft for framing @ 16-in o.c.. Adjustment factors for ASD is = 0.50, and seismic response 198 modification coefficient (R=4) GWB sheathing per IBC Table 1617.7.2 = 4/6.5 = 0.62. Allowable shear = (2)(0.50)(0.62)(320) = 198-Ib/ft. % ISO", 1 ; RNA SH ALTRA6�SFER��PECIFICATIIOfi�cv,� 4tC'rY+�°" c3 • ea r. :." ''i.n. 5a"'",', h Y ? �` '.i -<mrx'-e`� �f�5. ?G�+..1.�.?�4's'_`r-4 _; Nails Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-lb per NDS Table 11 N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable load = 163 (1.6)(102) = 163-lb. Basic allowable load for 8d common nails fastened to minimum 3/4-in side members = 73-lb per NDS Table 11 N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable load = 117 (1.6)(73) = 117-lb. Toenails Allowable load for 10d common toenails @ 12-in o.c. = (0.83)(1:6)(102) = 135-Ib/ft. 135 Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203- 203 lb/ft. Ladder Blocking place 2X framing laid flat on wall perpendicular-to truss bottom chords at approximately equal spacing. Fasten blocking to top plate With 4-10d nails. Fasten each end of blocking to.truss bottom chord with 2- 10d nails. allowable load per ladder block = (4)(0:93)(1.6)(102)'=607-lb. 607 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 9/12/2008 Plan 1377-08 30-PSF-Snow, 120'mph, Eicp C, &°SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 14 of 25 TABLE B. BUILDING DATA Description Value Description value BUILDING DIMENSIONS . BUILDING INERTIAL DATA Transverse Width of.Building.(ft) 34Q 1360f,DiaphragM;Q6adrL6ad (psf) 15 Lon gitudinal-,L,;ii6othibfiBOildin' r(ft)', 50'0,'Extdridr'.,Wa119,,'D,dgd,,L6adi(o V;. 15 015,IP-6fti Rb6f.Si6pe:(6/,,12-),",. fi6n-,Wa-11ssDbidiL�bad,s(pof,)' 10 Len gthfof.Gibi"-Eiid�R66f-OVerh6ng.-,,,(ft)I 1.D .Length-of E a-vi-El i'Roof OV`4rhahg�(ft)� 1"3 MEAN AND.*MAXIMUM BUILDING HEIGHTS Wall-Height(ft) 7.8 MAIN FLOOR-DIMENSIONS Mean-Height-(ft) 12.1 WaILH6ight MY 7.'8 Maximum Height(ft) 16.3 Transverse.-Exterior W,tiII6,,a6ngth,,�(fty - 68`0 LongitudinaliEj7ctedor-,-Walls�Length (ft)': 104.0 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Partitions.-Length (ft) 80:0 Least horizontal Building Dimension, b (ft) 34.0 Longitudinal Partitions Length (ft) 71.0 0.4 * Mean Building Height (ft) 4.82 0.1-b (ft) 3.4 End Zone Dimension, a (ft) 3.4 Adjusted End Zone Dimension, a (ft) 3.4 Length of End Zone, 2a (ft) 6.8 BUILDING ENCLOSED AREA Building Enclosed Area (sf) 1,377.0 SNOW DATA Maximum Ground Snow Load, pg (psf) Assumed 30.0 Exposure Factor, C, ASCE 7-05 Table 7-2, for Exposure C 1.0 Thermal Factor, Ct ASCE 7-05 Table 7-3, for Residences 1.0 Snow Importance Factor, I ASCE 7-05 Table 7-4, for Category 11 1.0 Slope Factor,-C, ASCE 7-05 Figure,7-2a 1.0 Flat Roof Snow Load, pf(psf) ASCE 7-05 Equation 7-1, pf= 0.7 Ce Ct I Pg 21.0 Sloped Roof Snow Load, p,,.(psf) Sloped Roof Snow Load (= C, pf) 21.0 Note: Width is measured perpendicular to the wind direction and length parallel to the wind direction. Revised BUILDING DATA Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Ekp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes; Inc.. Page 15 of 25 TABLE C. WIND DESIGN CRITERIA Description lValue Description IValue Wind Input Data TRANSVERSE Building Zone Data Basic Wind,Speed�V3t-(Mph) 120, Horizontal Wind Force Loading Wihd.rExOosue eiC ate6pry;., C,.T(ansverse3Z6hesA,&'B-.Width-(ft) 6.8 tifnp.lifiiid�M4t6bcii'p,prt-ASCE�7,,6.4-,., 1'Y69 tTfansversevZ6'nes--IC€&�D..Width (ft), 43.2 lfn Orbi -.fibt '---1WC:; 1"06:Transverse 26nes�,A&C-Height (ft) 7.8 9 t.vFory Tfansverse,,Zdnesiff&D.Height (ft)- 8.5,-A' T60og' 1'00, Vertical.Wind-176rce1oading, Transverse-Rdof,ZdneshE &F,Width.'(ft) . 6.8 Transverse-Roof-Zones-.G &H Width-(ft) 43.2 Design Wind Pressures (psf) Transverse f Rdof-Z6nes.E& F-Lengthjft) 17.0 A.- Ehd.Z- one-of,,WaIb.,,: 1816 jTransverseiR6of.Zones-G & H Length (ft) 17.0 B- End'-Zonet-0f;!Rbot 4.6 C - Interior Zone of Wall 2G.7 LONGITUDINAL Building Zone Data D - Interior Zone of Roof 4.7 Horizontal Wind Force Loading E - End Zone of Windward Roof -12.7 Longitudinal Zone A Width (ft) 6.8 F - End Zone of Leeward Roof -17.3 Longitudinal Zone C Width (ft) 27.2 G - Interior Zone of Windward Roof -9.2 Longitudinal Zone A Height(ft) 9.5 H - Interior Zone of Leeward Roof -13.9 Longitudinal Zone C Height(ft) 12.7 Eo - End Zone of Windward OVHG Roof -23.7 Vertical Windforce Loading Go - Interior Zone of Windward OVGH Roof -20.2 Longitudinal Roof Zones E & F Width (ft) 6.8 Longitudinal Roof Zones G & H Width (ft) 27.2 Longitudinal Roof Zones E & G Length (ft) 25.0 Longitudinal Roof Zones F & H Length (ft) 25.0 Note: Width is measured perpendicular to the wind direction and length parallel to the wind direction. Revised WIND DESIGN CRITERIA Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C,' & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 16 of 25 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation Value SEISMIC GROUND.MOTION-VALUES'AND.:SITE-SPECIFICATIONS Building,Occupancy:;Category_; ASCE Standardz7,:-Table}1=1 II Seismic;ImportanceiFact&r lE,,.. ASCE=Standard��7 TableWl .5:=1:. 1.0 DefaultSeismic,'S fe Classifies_ Lion: ASCEsStaridard 7, :Tat lewYO 3�1 D SbismiCb`Si 041Cate IRC'Table R30�1:2 2"1:;1." D2 ResponseModifcationrCoeffient;;:R !' ASCE;Standard 7,Tabie12:2-.1 fit5 Building Period Parameter Ct ASCE°Standard 7,;.TaWe 12 8=2 0`02 RedundancyxFactor:;:;p<. ASCEtStandard^7, Section 12.3.4.2. 1 000 Site Short.Period:Design:Acceleration, Soso{g);, 1RC'Table R30,1 2 2 9 1,for SDC'D2: 1:1.70 Mapped WE"'Long-Period-Acceleration,Sj jjjg), ASCEttbndard=7;"Figure,22-2' 0 600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) ICalculation, Table B 21.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 12.1 Building Period, Ta = C,h3/4 (sec) ASCE Standard 7, Section 12.8.2.1 0.129 Site Long Design Period Acceleration, SD1 (g) ASCE Standard 7, 11.4.4, SD1 = 2/3SM1 0.400 To = 0.2*SD1/SDs (sec) ASCE Standard 7, Section 11.4.5 0.068 Ts = SD1/Sps (sec) ASCE Standard 7, Section 11.4.5 0.342 CHECK FOR VALIDITY OF USE OF "EQUIVALENT LATERAL FORCE PROCEDURE" Is Period To < Ta <_ TS? ASCE Standard 7, Section 11.4.5 Yes Is Design Spectral Response, S. = SDs? ASCE Standard 7, Section 11.4.5 Yes Use of Equivalent Lateral Force Procedure? ASCE Standard 7, Section 12.8 Yes COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: Cs = SDS*IE/R JASCE Standard 7, Section 12.8.1.1 10.180 Revised SEISMIC DESIGN CRITERIA Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Eicp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 17 of 25 TABLE E. WIND LOADS Wind Zone Zone Zone Zone Moment Moment Zone Pressure Width Ht./Leng._ Area Force Arm (ft4b) (psf) (ft) (ft) (sf) (lb) (ft) '.1.cL°.�,:i.=,'°-77377-.:°.'.'�v`CP: In+r.•,s*;iF?ti.x'Ct<.777r_..sort.:7177€f✓..,.;."Y...;dl�M.;:? .'t:sf'c.R's:h.S:si.'r^rii'yFi T: •'}L:rir£'vE>a.:,,:'5-.Iz.;Yt... `. 'c'..:'ahi'x.;PYC?_ 'rn'.�i#i TRANSVERSE WIND LOADING' ..•a,�,u''�`� Y:i - S" �.._x�.1�y� "L ,"7.-.} x Y ,� � 1 `� i zg_�T�F$1'�a�s � ' r1�& �.' 'k Transverse Wall Zone A 28.6 6.8 7.8 53.0 1,836 3.9 7,158 Transverse Roof Zone B 4.6 6.8 8.5 57.'8 322 7.8 2,509 Transverse Wall Zone C 20.7 43.2 7.8 337.0 8,440 3.9 32,915 Transverse Roof Zone D 4.7 43.2 8.5 367.2 " 2,088 7.8 16,288 Lateral.Force/Moment i�, 7548 ;�'S8;872 ..'t� y`7,�3 h" NXx�. 1'i.: •, 4 � ,.� srcx s*z s-. Transverse Roof Zone E -12.7 6.8 17.0 115.E : -1,776 25.5 45,299 Transverse Roof Zone F -17.3 6.8 17.0 115.6 -2,420 8.5 20,569 Transverse Roof Zone G -9.2 43.2 17.0 734.4 -8,175 25.5 208,471 Transverse Roof Zone H -13.9 43.2 17.0 734.4 -12,352 8.5 104,991 Roof Overhang Zone E -23.7 6.8 1.3 9.0 -259 34.7 8,991 Roof Overhang Zone F -17.3 6.8 1.3 9.0 -189 -0.7 -126 Roof Overhang Zone G -20.2 43.2 1.3 57.5 -1,404 34.7 48,681 Roof Overhang Zone H -13.9 43.2 1.3 57.5 -966 -0.7 -643 Uplift Force and Overturning Moment on Building -27,543 436,233 Total Overturning Moment Due to Transverse Wind Loading 495,105 Unit Uplift on Building (psf) -20.0 LONGITUDINAL WIND LOADING Horizontal.Wind Loads , Longitudinal Wall Zone A 28.61 6.81 9.5 64.6 2,236 4.8 10,619 Longitudinal Wall Zone C 20.71 27.21 12.71 345.1 8,644 6.3 54,834 Lateral Force/Moment vb. 7,305 659452 Vefticall_Nin_dtLOdS`€ ' €w Longitudinal Roof Zone E -12.7 6.8 25.0 170.0 -2,612 37.5 97,965 Longitudinal Roof Zone F -17.3 6.8 25.0 170.0 -3,559 12.5 44,483 Longitudinal Roof Zone G -9.2 27.2 25.0 680.0 -7,570 37.5 283,866 Longitudinal Roof Zone H -13.9 27.2 25.0 680.0 -11,437 12.5 142,962 Roof Overhang Zone E -23.7 6.8 1.0 6.8 -195 50.5 91848 Roof Overhang Zone F -17.3 6.8 1.0 . 6.8 -142 -0.5 . 71 Roof Overhang Zone G -20.2 27.2 1.0 27.2 -665 50.5 33,574 Roof Overhang Zone H 1 -13.91 27.21 1.0 27'.2 -457 -0.5 . -229 Uplift Force and Overturning Moment on Building 16- 266376�12;538 Total Overturning Moment Due to Longitudinal!Win&Loads,- ;6T<7;997F Unit Uplift on Building...(psf) r` 193 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces; respectively per ASCE Standard 7. Revised WIND LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/4/2009 A.,Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 18 of 25 TABLE F. MINIMUM VIAND LOADS Wind Zone Zone Zone Zone . Moment Moment Zone Pressure Width Ht./Leng._- Area Force.- Arm Moment (psf) (ft) (ft) (sf) (lb) (ft) «. a.a.4«`e:..t3"*'r.`r"•2'fiiCrzw.sM3!#t:.:;_'�?iF...+,11x`'h'Y,.iS...:z.s.:.a-sL;:; 5�x.+.:m.d=.tt..d.'*!•,kl;rl"a.^' &':f�i'K TRANSVERSE_WIND LOADING Transverse Wall Zone A 10.0r 6.8 7.8 . 53.0 530 3.9 2,069 Transverse Roof Zone B 10.0 6.8 8.5 57:8 578 7.8 4,508 Transverse Wall Zone C 10.0 43.2 7.8 337.0 3,37.0 3.9 13,141 Transverse Roof Zone D 10.0 43.2 8.5 367.2 3,672 7.8 28,642 Lateral Force/Moment :,,'6 too 48 360` ' 4. Y r ,'.3 `t +'�r•w3 ? A r t w i a. rrs. E"' # ...L.y RWR Transverse Roof Zone E 0.0 6.8 17.0 115.6 0 25.5 . 0 Transverse Roof Zone F 0.0 6.8 17.0 115.6 0 8.5 0 Transverse Roof Zone G 0.0 43.2 17.0 734.4 0 25.5 0 Transverse Roof Zone H 0.0 43.2 17.0 734.4 0 8.5 0 Roof Overhang Zone E 0.0 6.8 1.3 9.0 0 34.7 0 Roof Overhang Zone F 0.0 6.8 1.3 9.0 0 -0.7 0 Roof Overhang Zone G 0.0 43.2 1.3 57.5 0 34.7 0 Roof Overhang Zone H 0.0 43.2 1.3 57.5 0 -0.7 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Transverse Wind Loading 48,360 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 10.0 6.81 9.5 64.6 646 4.8 3,069 Longitudinal Wall Zone C 10.01 27.21 12.71 345.1 3,451 6.3 21,892 Lateral Force/Moment ':x 2,771 24,961 Longitudinal Roof Zone E 0.0 6.8 25.0 170.0 0 37.5 0 Longitudinal Roof Zone F 0.0 6.8 25.0 170.0 0 12.5 0 Longitudinal Roof Zone G 0.0 27.2 25.0 680.0 0 37.5 0 Longitudinal Roof Zone H 0.0 27.2 25.0 680.0 0 12.5 0 Roof Overhang Zone E 0.0 6.8 1.0 6.8 0 50'5 0 Roof Overhang Zone F 0.0 6.8 1.0 6.8 0 -0.5 0 Roof Overhang Zone G 0.0 27..2 1.0 . 27.2 0 50.5 0 Roof Overhang Zone H 0.0 27.2 1.0 27.2 0 -0:5 0 Uplift Force and Overturning Moment on Building ± �^'0 Total Overturning Moment Due to Long itudinahWind,-Loads Unit U lift on Buildiri Note: Plus and minus signs signify wind pressures acting toward and away.from the surfaces, respectively per ASCE Standard 7. Revised MINIMUM WIND LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Ezp C, &.SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 19 of 25 TABLE G. SEISMIC LOADS SEISMIC SHEAR•LOADS"ON-HOUSE He, Seismic Seismic Load Length Area- BuildingZbmponente (p s f) Width O ( f)" Weight Shear (ft) ft s (lb) (lb) Roof Diaphragm-& Ceiling „ 15.0 1,377 20,655 3,718 20%=of,Flat:Rcof.Snow-Load> 30-psf• 0.0 1,377 - 0 0 Transverse.,Ezterior,Walls 15.0 7.8 68.0 ' 530 3,978 716 Longitudinal lEzteriorWalls 15.0 7.8 104.0 811 6,084 1,095 Transverse Partitions 10.01 7.8 80.0 624 3,120 562 Longitudinal Partitions 1 10.01 7.81 71.01 554 2,769 498 Total Dead Loadsfor-Restoring;Momenwl- 52z Roof Diaphragm Tributary Dead Load = 36606 Total STRENGTH LEVEL BASE SHEAR 6,589 Total ASD BASE SHEAR 4,612 OVERTURNING ANALYS•iS DUE TO TRANSVERSE LOADS Building Component Force Dist. (ft) Moment (ft (lb) Ib) Roof Diaphragm & Ceiling 3,718 7.8 29,000 Longitudinal Exterior Walls 1,095 7.8 8,542 Longitudinal Partitions 498 7.8 3,888 Total Dead Load 52,557 17.0 893,469 Total Moment Due to Transverse Seismic Forces 41,429 Total Moment Due to Transverse Wind Forces 495,105 Total Restoring Moment in Transverse Loading 893,469 6/10 of Total Restoring Moment in Transverse Loading 536,081 OVERTURNING STABILITY CHECK,--CHECK ,--2 OK OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force Dist. (ft) Moment (ft (lb) Ib) Roof Diaphragm & Ceiling 3,718 7.8 29,000 Transverse Exterior Walls' 716 : 7.8 5,585 Transverse Partitions 562 7.81 4,380 Total=Dead Load:- 1 52,557 25:0 1,313,925 Total Moment Due to Longitudinal.Seismic Forces 38,965 Total.-Moment Dueato.'Longitudinal-!.Wind Forces 6779991 Total.Restoring•Moment in tongiitudinal�Loading 1,313,925 6/10 of.Total Restoring Moment in,Longitudinal Loading . 788,355 'i°"L ,-,- 'k�`j �,°•-'o -:3�-{f;tC.`rw.ur ate' r 3 k� -,'� t �5 � `ti �; Revised SEISMIC LOADS Printed 9/12/2008 Plan 1377-08 30-PSF Snowy 120 mph, Exp C, & SDC D2 6/4/2009 A.Abrous, Ph.D., P.E. HiLine,Homes, Inc. Page 20 of 25 TABLE H. CONTROLLING SHEAR LOADS House _ FlborALevel, Maiw loor-Level- Second,Floor Level Type Load Transverse Longitudinal Transverse• Longitudinal Wind Load (lb) 7,548 ' 7,305 N/A N/A Minimum Wind Load (lb). 6,200 2,771 N/A' N/A Controlling-WindpLoaflib) 7,548' 1 7,305 : N/A N/A Strength Level.,SeismicLoadi(lb)_ 6,589 6,589 ASD'Seismic Diaphragm Load (lb) 4,612 4,612 : N/A I N/A Revised CONTROLLING LOADS' Printed 9/12/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp..C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 21 of 25 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor-Level• Second Level Wall Identification A B Check Wall Type OSB OSB::, Total Tdbutary::Load Distance,(ft) 2526 '- • 25 0 5.e. 50 0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear(lb) 3,774 - 3,774 7,548 V1LaI1.Lerigth'(ft)' 340 340. Applied Unit Shear(lb/ft) 111 111 ShearfY,Va`II(Lengtti'(ft):: 190 20 5; ;, Shear Wall Height(ft) 7.8 7.8 Unit DL on Wall:(lb/ft) 210 210. 0.60*[Unit DL on Wall] (lb/ft) 126 126 Max. Hold-Down 3.0-ft SW (Ib) 1,360 Max. Hold-Down 4.0-ft SW (lb) 1,184 Max. Hold-Down 5.5-ft SW (Ib) 1,089 Max. Hold-Down 6.5-ft SW (Ib) 1,140 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 17.0 17.0 34.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear(lb) 3,652 3,652 7,305 Wall Length (ft) 50.0 50.0 Applied Unit Shear (lb/ft) 73 73 Shear Wall Length (ft) 39.0 32.0 .-.�}y F•�. Y u:' �L..': � � �s�T.'7't 'iy b'. �1 d" 'F`-, ^t '�S .i�t Y X^3'4^�3 f $"H L�"•,�, Y',` fees st ve Unfit Shear�tb/f . :'�f 4 ,9 4 �> R" ��.15, , � � n t ` 't. r Q .� Shear Wall Height (ft) 7.8 7.8 Unit Wall DL (lb/ft)'.. 395 395. 0.6*[Unit DL on Wall] (lb/ft) 237 237 Allax HoldiDowri5 O=ftSW>-(] 138 t 298, r MaxHoltl,Down 9 0 ft,SW (Ib)�E Max Hoid'Dpwiri13`0fttSWr Max Hold Down;.1,4 (Iti) Max -Hold Down 20 O ft S1N(Ib) 1 639 (' Revised WIND SHEAR LOADS Printed 1/8/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/4/2009 A..Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 22 of 25 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification A B Check Wall Type OSB OSB Total Tributary.Load0istance,�(ft) 2&0 251.0 50:0 Tributary Load Fraction 0:500 0400 1.0 Applied Shear(lb) 2,306 2,306 4,612 WaII1LengtW(ft) ':. 34:0 34.0 Applied Unit Shear(lb/ft) 68 68 She VNall Length My; 1910 , 20 5. b Shear Wall Height(ft) 7.8 7.8 Unit.DL'on Wall (lb/ft) 210 21.0 0.60*[Unit DL on Wall] (lb/ft) 126 126 Max. Hold-Down 3.0-ft SW (lb) 758 Max. Hold-Down 4.0-ft SW (lb) 625 Max. Hold-Down 5.5-ft SW (lb) 531 Max. Hold-Down 6.5-ft SW (lb) 537 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 17.0 17.0 34.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear(lb) 2,306 2,306 4,612 Wall Length (ft) 50.0 50.0 Applied Unit Shear(lb/ft) 46 46 Shear Wall Length (ft) 39.0 �32.0 _p+Resistrve UnittShear(lblft)�'� ;a a59 r`��` ,t %I g" "f3_tkizm.:re _.-.t�?..:x3,'Sn,,;... .-c..a.9a NUuti •.:.�' a su.;.t....'..ast✓i,2 Shear Wall Height (ft) 7.8 7.8 Unit Wall DL (lb/ft): 395 . 395 0.6*[Unit DL on Wall] (lb/ft) 237 237 (fax Hold Down.5k'0 ftrSW (1b); =131 s : 30 WOO Hold;Dnwnz 9 OItS,W(Ib)� ,r 60`5 ` NlaxsHold Dovim 13"0 ft'S1N`(Ib) '9 VFW Max -Hold Down�2t) 0 ft�51N (Ib) ;>'� 1;908 4� .�� Revised SEISMIC SHEAR LOADS Printed 1/8/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, 8r SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 23 of 25 TABLE K. ROOF DIAPHRAGM CALCULATIONS Description Reference Equation/Comment Value ROOF/FLOOR DIAPHRAGM CALCULATIONS TRANSVERSE LOADS Diaphragm Depth (ft) Table,B Dimension b 34 Fpx Story Coefficient Table D SDS'I/R 0.1800 Diaphragm Weight-wpx(lb) Table G . wpX 36,606 Diaphragm Shear- Fpx Table G : Fpx 4,612 Diaphragm Shear/Weight Ratio (Fpx/wpx) ASCE"Sect. 12.10.1 Fpx/wpx 0.1260 Lower limit coefficient(0.2 SDS IE) ASCE Sect. 12.10.1 0.2 SDS IE 0.2340 Upper limit coefficient(0.4 SDS IE) ASCE Sect. 12.10.1 0.4 SDS IE 0.4680 Adjusted Coefficient Compared to Lower Limit ASCE Sect. 12.10.1 0.2340 Adjusted Coefficient Compared to Upper Limit ASCE:Sect. 12.10.1 0.2340 Strength Level Diaphragm Shear(lb) ASCE Sect. 12.10.1 QE 8,566 Strength Level Diaphragm Unit Shear (lb/ft) Calculation 1/2 Q/b 126 Service Level Diaphragm Shear (lb) Calculation Q = 0.7QE 5,996 Service Level Diaphragm Unit Shear (lb/ft) Calculation yr= 88 SHEAR WALL DEFLECTION CALCULATIONS Cross Sectional Area of Shear Wall Chords (in 2) Design Drawings AChord = 2(1.5)(5.5) = 16.5 Shear Wall Height, h (ft) Design Drawings h = 7.8 Minimum Shear Wall Length, b (ft) Design Drawings b = 3.0 Maximum Unit Shear lb/ft Table I vASD 121 Maximum SL Seismic Unit Shear, vr (lb/ft) Table I V = 169 Shear Wall Bending Deflection, Yb (in) Calculation Yb = 8v,h3/EAb 0.0100 Shear Wall Shear Deflection, ys (in) Calculation ys = vh/Gt 0.0158 Shear Wall Nail Spacing, S (in) Specifications Sp = 6 Number of nails per foot Caculation S 2 Unit Shear Per Nail, vnaii (lb) APA Design Guide' Vnail - V/S 84.7 Nail Load Factor, of APA Design Guide' Vf= Vnaii/616 0.1375 Nail Slip Factor, en APA Design Guide' en = 1.2*(Vnaii/616)3.018 0.0030 Nail Slip Deflection, yes (in) APA Design Guide' Yns = 0.75hen 0.0176 Hold-Down Deflection, Yhd (in) APA Design Guide' Yhd = had/b 0.0858 Total Shear Wall Deflection, ysw (in) Calculation Ysw= Yb +Ys + Yns + Yhd 0.1292 Calculated Story Drift, (in) Calculation bx= Cd Ys„Il 0.52 Allowable Story Drift, ye (in) ASCE-7 Table 12-12-1 0.020h 1.87 Does calculated deflection satisfy code maximum drift, bx<_ 0.020h, perASCE7Sec. 12.8.61 YES Revised ROOF DIAPHRAGM CALCULATIONS Printed 1/8/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/4/2009 A. Ab,rous, Ph.D., P.E. HiLine Homes,Inc. Page 24 of 25 ROOF DIAPHRAGM DEFLECTION CALCULATIONS Modulus of Elasticity-Diaphragm Chordi.E.(psi)... NDS,!'Tablei4A- . No'.1-2'!Hem-Fiii., &* 11-300-000 ;-Dr - Cross Zectional-Area:of Diaphragm Chords.(in2) esigh,Drawings?. A&,d,7 2(.1. 16.5 Diaphragm Length (ft) Design Deawings L= - 50 Blocked Bending Deflection (in) APA Design-Guide.'. Yb = 5V,L3/8EAb 0.0135 Shear Moddus....0t-i 161 nY TAW A .7416 in.0,$15" 83 500 Shear Deflection of Sheathing Panel:(in) APA-Design Guide' y, = vL/4Gt 0.0189 0japhtagm',N6il�Soac,ifig,-S.'(in), 6 Number of nails per foot Calculation S 2 Unit Shear Per Nail, vnail (lb) APA Design-Guide',.-,- Vnail =V/S 63.0 Nail Load Factor, of CWculation vi=vnail/616 0.1022 Nail Slip Factor, en APA Design Guidel.- en = 1.2*(Vnaii/616)3.018 0.0012 Nail Slip Deflection, Yns (in) APA Design Guide' Yns = 0.188Len 0.0116 Chord Splice Deflection, ycr, (in) APA Report T2002-17, April 17, 2002 0.0625 Total Blocked Deflection, Yd (in) Yd = Yb +Ys + Yns + Ycs 0.1064 Factor for Unblocked Diaphragms APA Report T2002-17, April 17, 2002 2.50 Unblocked Diaphragm Deflection (in) APA Design Guide' Calculation 0.27 Check Diaph./Shear Wall Deflection Ratio>2.0 lCalculation YdlYs, ? 2.0? 2.06 Diaphragm/Shear wall deflection ratio is > 2.0 so assumption that diaphragm is flexible is okay per ASCE 7-02 Standard Section 9.5.2.3.1. (Diaphragms constructed of wood structural panels in one and two-family residential buildings are permitted to be idealized as flexible per ASCE Standard 7-05.) DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS End Wall Diaphragm Shear (lb) Report Table G VEnd = Q/2 4,283 Diaphragm Span (ft) Design Drawings b = 34 Diaphragm Length (ft) Design Drawings L = 50.0 Diaphragm Unit Shear (lb/ft) Calculation Vr = V/b = 126 Diaphragm Maximum Moment (ft-lb) Calculation M = 4 2/8 = 39,365 Allowable Nail Load (lb) NDS Table 11 N H-F & 1 Od Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (lb) Calculation F = 1.6FNail 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min = C/FA 7.1 Maximum Nail Spacing at Splices (in) Design Drawings, S :_ 6.0 Minimum Splice Length (in) Calculation I-splice = SNN-Min 36.0 -igw 4 Design Sojide Leng!h.(in) .. wingl�,4m Pes —.4 0-6si 48iO ecifidatidn,� k0_000-0041-W- P-6406,00 M0.41100", T k ;_1.70*5&- 47 Axial Chord Stess (psi) Calculation-;- Fdt=:C/A-=,T/A 70 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No.,2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) ry��PA Table 1 No. 2 Hem-Fir 500 Note 1: Diaphragms And Shear Wall-Design/Construction Guide, November 2004. Revised ROOF DIAPHRAGM CALCULATIONS Printed 1/8/2008 Plan 1377-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/4/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page ?_5 of 25 ROOF-UPLIFT`CAL'CU.LATIO NS Roof Truss--Span,,,b.,(ft). bldsjgp-:Dtawings-= 34.0 Tributary Areato.TiUss�Cbnnection-(s ,f. TF'usses,-,@`_- C-,,- . �4-�ino, ..JA 34.0 MaximumWind-Uplift Ptessure,,,85"tnph-g-C."(psf)-' Cliculated [0.5*(13.8+9.6)] x 1.21 -14.2 Maximum-Wind iUplift Pressure;A 104nph,1 D".(psf] Calculated [0.5123.1+16)] x 1.47 -28.7 Maximum Wind Uplift Pressure, I 20;mph,..0 (psf;) Calculate&.[0.5*(27.4+19a 1)] x 1.21 -28.1 Maximum--Wind-Uplift Load,.At C6nnection',(Ib)- 85Fmph,-Ekp.,,C-.' F6P = PA- -481 Maximum-Wind Uplift1oad-At Connectiona(lb), 1%mph,..Ekp..-D Fup = PA' -977 Maximum-Wind-UpI ifl:-Load•At,-Connection-:(l b)-, 120;`mph,;tEkp.-.C' Fup =PA- -957 R6of-Unit D6ad1oad,,.Wd1'(PSf`) DdsiqnCriteria.- 15.0 Revised ROOF DIAPHRAGM-CALCULATIONS Printed 1/8/2008 Plan 1377-08 30-PSF Snowj 120 mph, Exp C, & SDC D2 6/4/2009 Der ,opment Services o�Qoerr°'may 250,Madison Street;Suite 3 Port Townsend WA;98368 Phone: 360-379-5095 Fax: 360-344-4619 9��was+ www:cityofpt.us Residential Building Permit Application Project Address: , D� �/� 11 Legal Description 3 (or Tax# :,/ Office Use.Only�/ f�T• Addition: 19G1'k✓,'ea /t/d 2 n Permit#BLD09- l -1 Zoning: Block: Associated:Permits: Parcel # 9�f/�?�,z � Lot(s): Project Description: > Applications by mail must include a check for initial plan review fee of$150 for projects valued over$15,000. See Page 2 for details on plan submittal requirements. Lender Information: Property Owner/Applicant: Lender information must be provided for projects Name: Owly vt- C'�Ai Z) f3aj�-, over$5,000 in valuation per RCW 19.27.095. Address: W 1*4l / Name: City/SUZip:? d!.'r L� Q A Phone: 3a-300-/2.3y .�GD-Ste-o SYr Project Valuation: $_ _17, /Gl'� Email: �atyyQ,./nQ/Gt.�t/4X.,y. Layr Building Information (square feet)):VV / d� 1 s` floor �,3775.f. Garage:e y / � 2°d floor Deck(s): Contact/Representative: Name: �Ay�4-54-5 �l�N� 3`d floor Porch (es): Basement: is it finished? Yes No Address: Carport: Other: City/St/Zip: Manufactured Home ❑ ADU ❑ Phone: New Addition ❑ Remodel/Repair❑ Email: Heat Type: Electric_ Heat Pump Other Contractor: ❑ Same as Owner Total Lot Coverage (Building Footprint):* ��77 Name: Ze.--y " Square feet: 7 (0,7_ Address: p�ac'e- Impervious Surface:' City/St/Zip:P,,rr 751-11se u! LM W54.1r Square feet `� T_otal existing &proposed Phone: 364 -3-2-1-A400 Y n What year was the structure built? /l, Email: Or� :�G �w.m�•s.Gores If work includes demolition, see Page 2. State License#: /�1�1.ZN14*W/8/ Exp: .1 Any known wetlands on the property? Y City Business License Cd,S Any steep slopes (>15%)? Y N 1, Jy 6 4i m-c 5 ��v L 1, I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: AIV& Signaturie Date: 4a Page 1 of 2 - 5/14/2009 RES1DEiv FIAL BUILDING PERMIT API-L_ICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 4/Residential permit application. 0 Washington State Energy &Ventilation Code forms /Two(2) sets of plans with North arrow and scaled, no smaller than Y<" = 1 foot: ❑A site plan showing: 1. Legal description and parcel number(or tax number), 2. Property lines and dimensions 3. Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On-site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site 6. Street names and any easements or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting ❑ Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing ❑Wall section: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wall sheathing, weather resistant barrier, and siding material 7. Sheet rock and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive'connections 9. Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation ❑ Exterior elevations (all four) with existing slope of the land in relation to all proposed structures ❑ If architecturally designed, one set of plans must have an original signature ❑ If engineered, one set of plans must have one original signature ❑ For new dwelling construction, Street& Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 5/14/2009 must prepare a lAadwapLing and tree retention plan and show compliance with the tree conservation standards of section 19.06.120. 5. What are the "tree conservation standards" of PTMC section 19.06.120? • Tree Density Requirements. All activities that are not exempt, or must otherwise comply with the tree conservation standards, are subject to the following tree densities expressed in "tree units." Tree densities vary by zoning district. Minimum Tree Density Requirements for Vacant or Redeveloping Lots Table 19 06 120 1 ZonuiDistictRe quireTreeiliutgDe s s R-I, R-II, P/OS(B), 40 Tree Units/40,000 square feet R-III, R-IV,C-I/MU, C-IUMU 30 Tree Units/40,000 square feet ^, 7j 7 `iwd C-I, C-II, C-II(H), P-I, M-C 20 Tree Units/40,000 square feet C-III, M-II(A), M-II(B), M-1, M-III, NOS N/A • Calculating Tree Units. The total number of tree units required shall be calculated by multiplying gross site area, minus any public or private street rights-of-way, by the required tree density(in tree units per 40,000 square feet) set forth in Table 19.06.120(D). The result of the calculation will be the total number of tree units required for the project approval. The tree unit calculation shall include retained or newly planted trees within the site as well as newly planted street trees located in contiguous public rights-of-way or alleys. More tree units are granted for larger trees to encourage the retention of existing trees. Tree Unit Credits-Table 19.06.120 3 sa4 ss-�a. .r..�, .3^ ��,Z �Y4xt�Tree I7uit Credit- r . Existing Tree 1" to 6" d.b.h. 1 tree unit per tree retained Existing Tree 7" to 19"d.b.h. 2 tree units per tree retained ��• Existing Tree>20"d.b.h. 3 tree units per tree retained New or Replacement Tree, Small to Medium Species (At maturity less' .50 tree unit per tree planted than 40 feet tall) New or Replacement Tree, Large Species (At maturity more than 4( 1 tree unit per tree planted feet tall) 6. What types of projects or development activities must prepare a tree conservation plan? • Residential subdivisions (10 or more lots); Planned Unit Developments (PUDs), Short Plats (2—9 (� lots), cottage housing developments, condominium binding site plans, and commercial and industrial binding site plans; • Construction or additions to buildings subject to design review in the C-II General Commercial, R-III and R-IV Multi-family, and C-I/MU and C-LVMU Mixed Use zoning districts; • Construction of new buildings or the expansion of existing buildings by more than 10% in the C-I Neighborhood Commercial, C-II(H) Hospital Commercial, M-C Mixed Commercial/Light Manufacturing, P/OS(B) Mixed Pub lic/Infrastructure/Open Space, or P-I Public/Infrastructure zoning districts located outside the Port Townsend Historic District. 7. What about the construction of single-family residences (including duplexes, triplexes, or fourplexes) on lots exceeding 40,000 s.f. where trees will be removed as part of the construction activities? Are these permits subject to tree conservation? • Yes. Because residential sites exceeding 40,000 s.f. may be further developed, they are subject to tree conservation standards. C6_D` E REQUIREMENTS City of Port Townsend Building & Community Development Waterman&Katz Building 181 Quincy Street,Suite 301 A Port Townsend,WA 98368 (360) 379-3208 Fax: (360)385-7675 1. What are the rules for cutting trees on a residentially zoned lots (R-I, R-II, R-III, or R-IV) that are 40,000 s.f or less in size and contain a single-family residence (including duplex, triplex, or fourplex)? • Removal of any tree on private property that lies outside of environmentally sensitive areas (including wetlands and oversteepened slopes) is exempt. PTMC 19.060(2). 2. What are the rules for cutting trees on a residentially zoned lots (R-I, R-II, R-III) that are under one ownership, greater than 40,000 s.f. in size, and contain a single-family residence (including duplex, triplex, or fourplex)? • The following tree removal activities on private property are exempt: a. The removal of trees with a diameter at breast height (d.b.h.) of 8" or less. "Diameter at breast height' is defined as the trees diameter measured at 4%2 feet above the ground; b. For trees over 8"d.b.h., up to six (6) healthy trees/40,000 s.f. of lot area may be removed in any twelve month period. The removal of additional trees requires a written exemption and compliance with tree conservation standards of PTMC 19.06.120. 3. What about "hazard trees"? What are they and when can they be removed? • A "hazard tree" is defined as any tree which, in the opinion of the city of Port Townsend BCD Department or an expert approved by the city of Port Townsend (such as but not limited to a professional forester, certified arborist, or landscape architect), poses an unreasonable risk of failure and is a distance of 1 %2 tree length or less from a permanent structure or high use outdoor area. • The removal of hazardous trees, dead trees, diseased trees, or damaged trees which constitute a hazard to life or property, or adjacent trees is exempt. The removal of 4 or fewer hazardous trees from a single private property in any 12 month period does not require a written exemption. • The removal of more than 4 hazard trees in any 12 month period from a single private property shall require a written exemption from the BCD Director, unless the tree removal is determined to be otherwise exempt from the provisions of this chapter. The applicant may be required to provide documentation by an arborist, forester, or other qualified tree professional that a tree constitutes a hazard to life or property. • Emergency Situations. Hazardous trees determined to pose an imminent threat or danger to public health or safety, or to public or private property, or serious environmental degradation may be removed by the landowner prior to receiving written approval from BCD; provided that within 14 days following such action, the landowner shall submit a written report from a tree professional and a replanting plan if tree conservation is required by the provisions of this chapter. 4. What about tree removals as part of an approved building permit or other project permit approval (such as an approved subdivision, binding site plan, etc.)? • The removal of trees associated with an approved project permit is exempt, including but not limited to building permits, design review permits, binding site plans, preliminary plats, or other project permits which authorize the installation of utilities and construction of buildings; or the establishment of a permitted or conditionally permitted use per PTMC Title 17-Zoning. However, certain projects I OF PORT 7-0 � ym City of Port Townsend Development Services Department 250Madison Street,Suite 3 WASt°`- Pon Townsend, WA. 98368 OF (360)-379-5095: Fax: (360)344-469 Washington State Indoor Air Quality 2006 Residential Construction Checklist for Zone 1 This form is to be completed in addition to prescriptive compliance form or component performance compliance calculations. Please answer the following questions: VENTILATION REQUIREMENTS FOR INDOOR AIR QUALITY: What kind of ventilation will be used throughout the house: ❑ Exhaust Option ❑ HVAC Integrated Option If you chose --Exhaust Option," complete the followin : • Where is your whole house fan located (what room, etc-)? • What size is the whole house exhaust fan? See table below: Floor Bedrooms Area, ft2 2 or less 3 4 5 6 7 8 1 Min Max Min Max Min Max Min Max Min Max Min Max tin Max <500 50 75 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 70 105 85 128 100 150 115 173 130 195 145 218 1001-1500 60 90 75 113 90 135 105 158 120 180 135 203 150 225 1501-2000 65 98 80 120 95 143 110 165 125 188 l40 210 155 233 2001-2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 2501-3000 75 113 90 135 105 158 120 180 135 203 150 225 165 248 3001-3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 3501-4000 85 128 100 t50 t15 173 130 195 145 2l8 160 240 175 263 4001-5000 95 143 110 165 125 188 140 210 155 233 170 255 185 278 5001-6000 105 158 120 180 135 203 150 225 165 248 180 270 195 293 6001-7000 115 173 130 195 145 218 160 240 175 263 190 285 205 308 7001-8000 125 188 140 210 155 233 170 255 185 278 200 300 215 323 8001-9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 >9000 145 218 160 240 175 263 190 285 205 308 220 330 235 353 *For Residences that exceed 8 bedrooms, increase the minimum requirement listed for 8 bedrooms by an additional IS CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum- • Fresh Air Inlets are required for this option in each habitable room (includes all bedrooms, kitchen, etc., not bathrooms or utility rooms). What type of fresh air inlet will be installed? ❑ Window Port ❑ Wall Port See next page 1 2006 Washing_,)n State Energy Code - Prescriptive TABLE 6-1 PRESCRIPTIVE REQUIREMENTS" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 �z Wall- option a Glazing Glazin U-Factor Wall ll a Slab Option Area"'- Door v Ceilingz Vaulted Above int ext Floors on %of Floor Vertical Overhead" U-Factor Ceiling Grade Below Below Grade Grade Grade 1. 10% 0.32 0.58 0.20 R-38 R-30 R15 R-15 R-10 R-30 R-10 11.1 15% 0-35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Ill. 25% 0A0 0.58 0.20 R-38/ R-30/ R-21 / R-15 R-10 R-30/ R-10 Group R-1 U=0.031 U=0.034 U=0.057 U=0.029 and R-2 Occupancies Only W- Unlimited 0.35 0-58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupancies Onlc \'. Unlimited 0.35 0.58 0.20 R-38! R-30/ R-21 ! R-15 R-10 R-30/ R-10 Group R-I U=0.031 U=0.034 U=0A57 U=0.029 and R-2 Occupancies Only { Reference Case 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance%%ith Section 601.1. I_ Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%,it shall comply with all of the requirements of the 15%glazing option(or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3. 'Adv'denotes Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both(a)the distance between the top of the ceiling and the underside of the roof sheathing is less than 12 inches and(b)there is a minimum I-inch vented airspace above the insulation_Other single rafter or joist vaulted ceilings shall comply with the"ceiling"requirements.This option is limited to 500 square feet of ceiling area for any one dwelling unit- s. Below grade walls shall be insulated either on the exterior to a minimum level of R-10,or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use,and installed according to the manufacturer's specifications. See Section 6022_ 5. Floors over crawl spaces or exposed to ambient air conditions. 6. Required slab perimeter insulation shall be a water resistant material,manufactured for its intended use,and installed according to manufacturer's specifications. See Section 602.4. 7. Int.denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing. 9. Doors,including all fire doors, shall be assigned default U-factors from Table 10-6C. 10. Where a maximum glazing area is listed,the total glazing area(combined vertical plus overhead)as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing area limitations. 11. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5. 12. Log and solid timber walls with a minimum average thickness of 3.5"are exempt from this insulation requirement- Effective July 1. 2007 2006 Edition ZOty A GENERAL CONSTRUCTION NOTES pzour:�a LATERAL DESIGN CRITERIA ?rR; 1O' DESCRIPTION VALUE 1.SUB-CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: m OCCUPANCY CATEGORY II E VERIFYING AND MEETING ALL LOCAL AND STATE CODE u E o REQUIREMENTS, REVIEWING APPROVED PLANS AND COMPLYING SEISMIC USE GROUP 1 1 w m ; WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE SEISMIC/WIND IMPORTANCE FACTOR 10 E J. BUILDING DEPARTMENT,MEETING ALL SAFETY REQUIREMENTS o AND STANDARD SAFETY PRACTICES THAT ARE RECOMMENDED (gyp �qpp(� /'► DEFAULT SITE CLASS D c AND OR REQUIRED BY STATE AND LOCAL AUTHORITIES, VERIFY REVIEWED I ElJ H G® FOR CO J L ACCURACY OF ALL DIMENSIONS.DO NOT SCALE THE DRAWINGS. O®M(� �� SEISMIC DESIGN CATEGORY (SDC) D2 IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. a SHORT PERIOD ACCELERATION 1.17 2.NO CHANGES ARE TO BE MADE TO THE PLAN WITHOUT THE DATE -D BASIC WIND SPEED MPH 120 I CONSENT OF THE DESIGNER AND BUILDING DEPARTMENT. WIND EXPOSURE FACTOR C 3.THIS STRUCTURE IS ENGINEERED LATERALLY USING THE PERM1T +�+ � MINIMUM WIND LOAD PSF 10 DESIGN CRITERIA SHOWN ON THE CS SHEET.THIS PLAN HAS BY Utit/y l MAX. GROUND SNOW LOAD (PSF) 30 BEEN DESIGNED TO CARRY ALL LOADS FROM THE ROOF TO THE FOUNDATION. ROOF DEAD LOAD PSF 15 to 4.FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE EXTERIOR WALL DEAD LOAD PSF 15 00 WALLS AND PLATES,INCLUDING:PLUMBING,ELECTRICAL,AND INTERIOR WALL DEAD LOAD (PSF) 10 Q Z} Q N MECHANICAL PENETRATIONS.FIRE BLOCK AT MIN.10 FT.O.C. Q 3: HORIZONTALLY IN WALL CAVITIES. MINIMUM / MAXIMUM ROOF SLOPE 4 / 6:12 2 Ow o 9 H? _ � 5.WHERE REQUIRED,USE A MIN.OF 3000 p.s.i.CONCRETE PER GENERAL STRUCTURAL NOTES 00- I.R.C.TABLE R402.2, INCLUDING:FOUNDATION WALLS,PORCH AND Q 0 v J M GARAGE SLABS,STEPS,AND ALL OTHER AREAS THAT ARE WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS STRUCTURE EXPOSED TO THE WEATHER.MAXIMUM STRENGTH IS AT 28 DAYS. ALLOW ADEQUATE TIME FOR FOUNDATION TO SET BEFORE BACK ARE RESISTED BY A SYSTEM OF ENGINEERED MEMBERS AND U O FILLING. FASTENERS DESIGNED TO RESIST DESIGN BASE LOADS SET FORTH a BY THE CRITERIA LISTED ABOVE.THE STRUCTURAL SYSTEM IS 6.WATER HEATER IS TO BE INSTALLED PER MANUFACTURER DESIGNED TO TRANSFER LOADS IN ACCORDANCE WITH THE 2006 SPECIFICATIONS, I.R.C.REQUIREMENTS,AND THE STATE INTERNATIONAL BUILDING CODE (IBC)TO A PRESCRIPTIVE ADAPTED PLUMBING CODE.TANK MUST BE STRAPPED AT THE FOUNDATION. STRUCTURAL MEMBERS NOT A PART OF THE UPPER AND LOWER THIRD OF THE TANK.AT THE LOWER STRAP, ENGINEERED STRUCTURAL SYSTEM SHALL BE CONSTRUCTED IN STRAP IS TO BE 4"MIN.ABOVE THE CONTROLS, PER I.R.C. OLAHAE 1�� ACCORDANCE WITH THE REQUIREMENTS OF THE CONVENTIONAL CHAPTER 13 SECTION M1307.2.WHEN INSTALLED IN A GARAGE, Q�'� OF AS/y/ LIGHT-FRAME CONSTRUCTION METHODS OF 2006 IRC. ALL APPLIANCES MUST HAVE THE SOURCE OF IGNITION A �� a MINIMUM OF 18"ABOVE THE FLOOR SLAB.MECH/PLUMBING h DESIGN ENGINEER n/ EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE. ABDELOUAHAB (Wahab)Abrous, Ph.D., P.E. LLl W 7.USE 5/8"SHEET ROCK OR 1/2"SAG RESISTANT AT THE CEILING "- " y HiLine Homes Inc. > LIJ PER I.R.C.SECTION R702.3.5 AND TABLE. �+ ,Q 361 10 O,� /y �. Engineering Department 0 = 8.FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS, s`S/O�.AL Washington State License Number: 36110 U (f) WINDOW SILLS,JAMBS,AND OTHER AREAS THAT WATER MAY Oregon State License Number: 81419PE INTRUDE.PER THE I.R.C.INSTALL WINDOW PER MANUFACTURER EZPigEs 8 I�C) (253) 770-2244 x 132 Alternate x129 INSTRUCTIONS -- -- Wabrous@hillnehomes.com 9.PROVIDE A MIN.22x30 ROUGH OPENING FOR ATTIC ACCESS W/ DRAWING INDEX TIGHT FITTING,SELF CLOSING DOOR THAT IS BACKED WITH HILINE HOMES INSULATION. ARCHITECTURAL STRUCTURAL 11306 62ND AVENUE CS COVER SHEET S1 FOUNDATION PLAN PUYALLUP WA,98373 10.NAIL ALL TOP PLATES TOGETHER W/10d NAILS @ 12"O.C.AND (253)770-2244 ext.129 AT SPLICES W/10d NAILS @ 6"O.C.LAP SPLICES A MIN.OF 48" Al FLOOR PLAN S2 SHEARWALL PLAN TYPICAL. A11-1 UPPER FLOOR PLAN S3 ROOF FRAMING PLAN PLAN: 1377R ( 11.ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A 2 STORY PLANS) S4 STRUCTURAL DETAILS DATE: 06/04/09 MIN.20" x 24"OPENING NOT LESS THAN 5.7 SQ.FT. HiL A2 SECTIONAL PLAN S5 STRUCTURAL DETAILS JOB#: 10505188 INEA3 ELEVATION PLAN (WHERE REQUIRED) 12.SEE THE E1 SHEET FOR EXHAUST FAN.SMOKE DETECTOR, H ❑ M E S A4 ARCHITECTURAL DETAILS I - AND ELECTRICAL FIXTURE LOCATIONS. A5 CABINET PLAN ELECTRICAL I LLL(1�/!II c www.HiLineHomes.com A6 TALL FOUNDATION DETAILS E1 ELECTRICAL PLAN 111 V ©copyright 2005 HiLine Homes I I ,I I I I u U1 SUN 2 CITY OF PORT TOWNSEND DSD Sol n �icUd ,Bq ya— P� S�tr" FRAMING NOTES 34'-0" a�V E 16'-6" c9 17'6" 1. SUB-CONTRACTOR IS RESPONSIBLE FOR o THE FOLLOWING:VERIFYING AND MEETING AL �{ � 1}pig(�� (Z�g To � 8'-9" 8'-9„ 3'S2" 7'-02" 6'-0" 0 W E J LOCAL AND STATE CODE REQUIREMENTS, W lTK Pd?�S'4 Ptt _ REVIEWING APPROVED PLANS AND 70 50 HS �" c COMPLYING WITH ALL APPROVED ��` TtYE W.S.V.�• t4.Q,C — :5_t REQUIREMENTS OF THE ENGINEER AND THE 40 40 HS p 3 BUILDING DEPARTMENT, MEETING ALL SAFETY S (I C�K� W EtOI REQUIREMENTS AND STANDARD SAFETY % I PRACTICES THAT ARE RECOMMENDED AND OR rFflL) �� REQUIRED BY STATE AND LOCAL _ Si=E= Pv �ptC�EED' 'f' 3 52 3 " BDRM 3 N�„ AUTHORITIES, VERIFY ACCURACY OF ALL LIVING DIMENSIONS. DO NOT SCALE THE DRAWINGS. VAULTED IF DISCREPANCIES OCCUR PLEASE CONTACT A __ A THE DESIGNER. A2 6K 24 O A 6 2. NO CHANGES ARE TO BE MADE TO THE PLAN co i'4 m WITHOUT THE CONSENT OF THE DESIGNER o Q c) AND BUILDING DEPARTMENT. ° LIN Q Z} QN q DINING =N m -Lo 1 3. FIRE BLOCKING IS REQUIRED AT ALL M C14 =o VAULTED 24 '� BAH �n G O o PENETRATIONS AT THE WALLS AND PLATES, It 42 1/4"HALF WALL 06 C)w � M INCLUDING: PLUMBING, ELECTRICAL,AND (o 7 Ur ~ _j MECHANICAL PENETRATIONS. FIRE BLOCK AT 5-612" 5'-2" 6 I3" 26 �,c, o coo MIN. 10 FT.O.C. HORIZONTALLY IN WALL Lo CAVITIES. — — OR 2'7„ to .-icy D KITCHEN 26 �VTOI BDRM 2 = U 0 4. USE 5/8"SHEET ROCK OR 1/2"SAG G P .0 a o a RESISTANT AT THE CEILING PER I.R.C. u') = RANGE W/HOOD(VTO) PJiii cn m o SECTION R702.3.5 AND TABLE. 7 FRAME AN OPEN BAY AT _ as in Lo _ cn CENTER WH 5° 5. PROVIDE A MIN.22x30 ROUGH OPENING FOR 7 REF r,ia UTIL ATTIC ACCESS W/TIGHT FITTING,SELF — — 91 CLOSING DOOR THAT IS BACKED WITH ` a 2a 28 INSULATION. p 30 8'-426. UNLESS NOTED OTHERWISE, NAIL ALL TOP ino ENTRY CRAW - SOLID CORE 13/s"MIN. -- W/WEATHER STRIP PLATES TOGETHER W/ 10d NAILS @ 12"O.C. AND AT SPLICES W/10d NAILS @ 6"O.C.LAP SPLICES A MIN.OF 48"TYPICAL, NAIL ALL 2'-511" 26 26 ACC. O BOTTOM PLATES TO FLOOR SHEATHING AND 2 WIC SURFACE WARM WALL =ice, MUDSILL W/(2) 10d NAILS EA. STUD BAY, NAIL W%2"G.W.B.ALL GARAGE "' J O_ ALL O.S.B. SHEATHING W/8d NAILS @ 6"O.C. 24 26 WALL SEPARATIONS AND N U— EDGE AND 12"O.C. FIELD, EXTERIOR STUDS q MASTER CEILING. MUST BE SPACED AT 16"O.C. SUITE BA 7. CABINET, PLUMBING FIXTURE,AND DOOR GARAGE ROUGH OPENINGS ARE CRITICAL DIMENSIONS. 'SHWR. TAKE CARE TO VERIFY THAT THESE /GLS. D DIMENSIONS ARE FRAMED ACCURATELY. 8'x7'OHD H 30662 HOMES a 70 50 HS ® 2" L (NON-INSUL. �i3os ezNo AveNue N PUYALLUP WA,98373 8. SEE THE S2 SHEET FOR ALL SHEARWALL 1 (253)770-2244ext.129 PLACEMENTS AND REQUIREMENTS. AREA SUMMARY 10'-0" 4-82" SHEARWALL DETAILS MUST BE FOLLOWED MAIN FLOOR AREA 1377 SQ. FT. 1 1" PLAN: 1377R EXACTLY. NOTIFY THE DESIGNER OF ANY TOTAL FLOOR AREA 308 SQ. FT.\ 14'-82" 5'-32 3'0" 8'-0" 3'-0" DATE: 06/04/09 DISCREPANCIES OR CONCERNS. GARAGE 10 SQ. FT! 3 S� �' 20'-0" 14'-0" JOB#: 10505188 9. REVIEW APPROVED PLANS AND DETAILS PORCH SQ. FT. 34'-0" PRIOR TO STARTING FRAMING WORK.CHECK He =HOSE BIB FOR SPECIFIC REQUIREMENTS ON NAILING, S.G. =SAFETY GLAZING ATTACHMENTS.ATHING,ANDANCHOR FLOOR PLAN Al 1/8"= V-0" to E om U E ' W 2 ROOF SHEATHING REQUIREMENTS E o= Ground snow load 2 d g C N MAX.40 psf MAX.70 psf Beyond 70 psf _ -'t 7/16"O.S.B. 15/32"O.S.B. 5/8"O.S.B. DT O Iz U -- RIDGE VENTING PROvL(� TR0SS C frtLS AT ����� nAt \iR& 0N LO MIN. ROOF MATERIALS: MFG. PRE-ENGINEERED - - 000 COMPOSITON SHINGLES ROOF TRUSSES @ 2->"O.C� Q }Olf Q o CLASS'B' 15#FELT OVER 2E O 5 o APA RATED 24/0 BATTEN BOARD-7 C.6 (n uJ �: "AIRSPACE i Z 0 ^ SHEATHING. W/1 \ �2x VENT BLOCK � O d Q o! Q c v Z) M n TYPICAL 1 �'��" U O EAVE ENDS A4 j 1 5/8"G.W.B. (OR)1/2"--- R-38 INSULATION J / SAG RESISTANT TYPICAL EXTERIOR WALL: (I.R.C., R702.3.5) "SIMPSON"HURRICANE—� 2x6 TOP PLATES OVER 2x6 TYPICAL INTERIOR WALL: CLIPS H-1 (OR)H-2.5A UP TO STUDS @ 16"O.C.OVER 2x6 (2)2x4 TOP PLATES OVER—\ 85 mph, EXPOSURE'C'.H-10 - BOTTOM PLATE OVER 2x4 STUDS @ 19.2"O.C.W/ ONLY BEYOND 85 mph. a00 STRUCTURAL RATED 3/4" n z"G.W.B. EA.SIDE OVER R-21 INSULATION W/ — SHEATHING.WRAP HOUSE W/ 2x4 BOTTOM PLATE VAPOR BARRIER PAINT _ AN APPROVED WATER OVER SHEET ROCK Z Z RESISTANT BARRIER PER 9-1/2""I"JOISTS 3/4"T&GSUB-FLOORING.- IRC, R703.2 @ 19.2"O.C. APA RATED 48/24 GLUED 8 R-30 FLOOR INSULATION NAILED Q 1 \ I I BLACK 6 MIL. POLY VISQUEEN U VAPOR BARRIER THROUGHOUT I LU ICRAWL SPACE. (n /Ir2 TYPICAL �-- S4 SECTION A-A 4 TYPICAL FOUNDATION 1/4"= 1'-0" S4 PONY WALL HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 (253)770-2244 ext.129 PLAN: 1377R DATE: 06/04/09 JOB#: 10505188 A2 FIBERGLASS COMP. SHINGLES CLASS"B"MIN. U1 E ..... � d W t�S c x_ _.. Zi .... ... NOTE: J -. - ADDRESS MUST BE LOCATED 1=D ®0 ON THE HOUSE WHERE IT IS EASILY — SEEN FROM THE MAIN ACCESS ROAD3: 2 O� (OWNER RESPONSIBILITY) R31 .5. Handrails. Handrails shall be provided on at least one side of each continuous run of treads or flight with four or LEFT ELEVATION more risers. Handrails shall not be less than LO 34"and not more than 38"measured up Q co from the toe of step. rn Oj j (V O ti co U)Z -1 ® O 12 W/61BAGEx2TR MBD. �\ �!—® 2 Ur O a 0 Au ® -- 0 v o CL a000 i aaoo 0® o000 000El 7/16"LP SOFFIT— 5/4x4 WINDOW TRIM FRONT ELEVATION z Decks shall be posi REAR ELEVATION .1 Decks, positive attachment) O z Decks tively anchored to the 1/8"= 1'-0" primary structure.The attachment shall not be accomplished by the use of toenails or Q nails, subject to withdrawal. IDGE w VENTING PROPER MATERIAL LENGTHS FLOOR �..L.� BARGE BOARD LENGTH - . _ ..... HILINE HOMES . - . _ 11306 62ND AVENUE I i PUYALLUP WA,98373 I (253)770-2244 ext.129 i PLAN: 1377R SITE ADDRESS: - �� — DATE: 06/04/09 302 EDDY COURT �06#: 10505188 PORT TOWNSEND, WA 98368 RIGHT ELEVATION A3 1/8"= V-0" =L7APROOFING PAPER OVER THE GUTTER -MUSSES @ 24"O.C. i m E 2x VENT BLOCKING W/BORED E HOLES& INSECT SCREENS. NAIL I ` , w W/8d NAILS @6"O.C. THROUGH i ` o ROOF SHEATHING.TOE-NAIL "g BLOCKING TO EACH TRUSS W/(1) i i ' INSULATION 10d NAILS EA. END OF BLOCK. CONT. BEHIND 9-1/2" FLOOR CONTINUOUS ��❑ _ I I "T"WALLS. JOISTS / 2 x 4 PLATES p i TRIMMER U.N.O. / PONYWALL I 2X4 STUD (INTERIOR'WALL) \� \ / "SIMPSON "H"CLIPS / BUILT UP J PER S3 SHEET. FILL ALL NAIL HOLES. 2x6 DRYWALL ! HEADER CD BEND TO CLEAR BACKER Q co BOTTOM CHORD. 16"±TRUSS Q } Q N (WHERE REQUIRED) TAILS 24 Z Q c') 2X6 STUDS @ MIN. O w (2)2X6 PLATES 16" O.C. FOOTING �z_ ov EXTERIOR WALLS C� O n p o END DETAIL INTERIOR WALL DETAIL(:D,�E�A�VE CRAWL ACCESS DETAIL o_ Z) M AL NTS TYPICAL NTS TYPICAL NTS U J I J ULu Q W U � Q HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 (253)770-2244 ext.129 PLAN: 1377R DATE: 06/04/09 JOB#: 10505188 A4 33'-11" 17'-5" 16'-6" 11'-21" 6'-21" 5'-31" 11'-21" FOUNDATION& to 16"x 8"SCREENED 2 2 2 2 FLOOR FRAMING NOTES E FOUNDATION STOOP BY NE ° E VENT(TYP) MAX.74'" SE, 1. ALL FOOTINGS SHALL BEAR ON STIFF,FIRM SOIL w - - - - - -_-_- -1 MIN.36"SQ ARE MEETING THE REQUIREMENTS OF DEFAULT SITE f - - 7 r (IRC,R311 4.3) CLASS"D"PER I.B.C.SECTION 1613.5.2. DESIGN IS = --- - — _ - -_- - BASED ON 1500 p.s.f. SOIL.CONTRACTOR MUST c" l JOISTS BEAR ON I I - _ _._ .__o �._-._ VERIFY W/BUILDING DEPARTMENT THAT THESE ( 'Ix4-PONYW6L-L N - 4 PYPICAI I CONDITIONS ARE MET PRIOR TO WORK. ��D SECTIONAL ,4 I CONT. FOOTING _ I rii _ _ I A 2. ALL WOOD IN CONTACT WITH CONCRETE SHALL =I O PLAN 2 _ - I I CO I I A2 BE 2x HEM-FIR#2 MIN.TREATED WITH AN APPROVED E PRESERVATIVE AND GALV.HOT-DIPPED TOP FLANGE _ I JE3IST-i•IANGER__{ {--- - I I � I I CONNECTORS(OR)STANDARD HEM-FIR ON AN .� MUDSILL FLUSH _ _ I r _ I I IMPERVIOUS MOISTURE BARRIER(I.R.C. R319.1)(OR) TO THE INSIDE-t { I I BORATE TREATED HEM-FIR#2 MINIMUM. 3. PROVIDE APPROPRIATE BLOCK-OUTS IN FOUNDATION S4 -TYPICALI v - I I )• I Ln �"V FOOTINGS OR WALLS FOR PLUMBING&ELECTRICAL QtJ€E o w • STUB-OUTS. a M 5 MIN rn VAPOR ARBIE - � I N 4. USE 3000 p.s.i. CONCRETE WHERE REQUIRED BY Q Z Q N THROUGHOUT _ -0 I THE I.R.C.TABLE 402.2. MAXIMUM COMPRESSIVE � o -----LAP-12"MIGRAWLSPNA- {. _L__._- .. _. _..---...-------{. .{._..._.. _-. _---- I TYP. STRENGTH AT 28 DAYS. (n Z O cn — 12" 5. FOUNDATION VENTS ARE TO BE INSTALLED AT CD on- o o 3 TYPICAL NP 1/300 SQ. FT. PER I.R.C., SECT. R408.2.VENTS ARE TO Q 0 J Ro I N - XSCCESS CRAWL I BE A MAX. OF 3 FT. FROM BUILDING CORNERS. a „ ( i 6. 2x MUDSILL TO BE INSTALLED FLUSH WITH THE U a n2 INSIDE FACE OF FOUNDATION WALL AT JOIST I 30" I I BEARING POINTS TO ACCEPT JOIST HANGERS. BLOCKOUT�� I _ I VERIFY THAT THE MUDSILL IS SQUARE AT ALL L b CORNERS.ATTACH THE MUDSILL TO THE STOOP BY OWNER FOR ( I FOUNDATION WITH 1/2"x10"ANCHOR BOLTS AND MAX,74-RISE, I {. I { I MANDOOR I I N 1/4"x3"x3"WASHER @ 6 FT.O.C. MIN.36"SQUARE { (IRC,R31t.4.3) I I - I INSULATED DOOR I I o�AHAB qe 7. WHERE 1/2"ANCHORS BOLTS ARE MISSED USE A z J I I W/TIGHT-FITTING I ���pF WASy Q� 1/2"x 7"HILTI KB-TZ STAINLESS STEEL ANCHOR W/ O 18"X 24"CRAWL I �� A cl N MIN.2"IMBED. I - ACCESS h c Z REBAR IS NOT REQUIRED IN INTERIOR FOOTINGS { I r UNLESS IT IS BELOW A LOAD BEARING POINT,OR AN J :_ ----- - ---- ---- -- -- --- �-4"CON. SLAB ON N 361 10 INTERIOR SHEARWALL PER IRC SECTION R403.1.3. COMPACTED FILL. ----._......... ..._._. --- .�............ ._.-- -..__.._____.._�. I w____ z SLOPE SLAB DN. I I I �sc�. �ISTER� 9.THE FOUNDATION IN THIS PLAN IS DESIGNED I: `Y . I 2"TO DOOR. I I I SS/ON� Ci PRESCRIPTIVELY, BUT THE CONNECTION FROM THE - N 0 - FOUNDATION TO THE MUDSILL IS ENGINEERED FOR O I I I I O.-Ill. I - RESISTING LATERAL LOADS AS OUTLINED IN THELL I • con 2 XP1F ES (� DESIGN CRITERIA ON THE CS SHEET. � III ( �3- - ---- 11'-2" N (- - - - - - - - I 10. UNLESS NOTED OTHERWISE,THE FOUNDATION L_ - - - - - - - - —I FOOTINGS SHALL BE A MIN. 12"WIDE BELOW HILINE HOMES 9 Y2""I"JOISTS g_3 ONE-STORY PORTIONS OF THE BUILDING AND 15" 11306 62ND AVENUE BELOW TWO-STORY PORTIONS OF THE BUILDING. PUYALLUP WA,98373 @ 19.2"O.C. '-10" ROUGH OPEN. '-10" (253)770-2244 ext.129 WHERE SOIL PRESSURE IS ADEQUATE PER THE START POINT BUILDING DEPARTMENT.SEE FOUNDATION DETAIL 2 ON SHEET S4. PLAN: 1377R 20'-0" Al 13'-11" DATE: 06/04/09 11.WHERE REQUIRED PER IRC R406.1, FOUNDATION JOB#: 10505188 WALLS SHALL BE DAMP PROOFED AROUND THE ENTIRE PERIMETER USING A METHOD THAT IS APPROVED BY THE BUILDING DEPARTMENT. FOUNDATION PLAN (si 1/8" = V-0" Y3"MUDSILL 3"MUDSILL 3"MUDSILL GENERAL LATERAL NOTES N, 1. NO CHANGES SHALL BE MADE WITHOUT THE o NAILING NAILING NAILING I CONSENT OF THE GENERAL CONTRACTOR AND BUILDING , w d DEPARTMENT. EJ 0 2. O.S.B.WALL SHEATHING 7/16"MINIMUM ONLY FOR d EXTERIOR SHEARWALLS. NAIL SHEARWALLS PER J EXTERIOR SHEARWALL DETAIL 1 ON SHEET S4 U.N.O. D =.Q 3. NAIL ALL EXTERIOR TOP PLATES TOGETHER WITH 10d i 3:1 NAILS @ 12"O.C. MIN.48"LAP AT SPLICES W/6"O.C. NAILING.ALL EXTERIOR BOTTOM PLATED WITH(2) 10d NAILS EACH STUD BAY. 4. FASTEN ALL O.S.B. SHEARWALL W/8d NAILS @ 6"O.C. EDGE AND 12"O.C. FIELD. U.N.O. 5.WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED 'A Q " TO THE MUDSILL ON THE PONY WALLS PER SHEARWALL Q00 M U DETAILS, PONYWALL MAY BE OFFET TO ONE SIDE WHEN °) o A 2x6 MUDSILL IS USED.THIS WILL ALLOW FOR THE Q Z Q � M REQUIRED MUDSILL ATTACHMENT.SEE PLANS FOR THIS O 3 c? REQUIREMENT. Z O v J 6. GARAGE OVERHEAD DOORS MAY BE LOCATED AT on- 0 o 2 ANY EXTERIOR WALL LINE OF THE GARAGE WITHOUT Q v rC°i of n REQUIRING ADDITIONAL ENGINEERING. U �--' 7.GARAGE MANDOOR MAY BE ADDED TO ANY a EXTERIOR WALL LINE OF THE GARAGE WITHOUT i�Ju i REQUIRING ADDITIONAL ENGINEERING UNLESS OVERHEAD DOOR IS ON THE SAME SIDE. PR,(UR To C.D\)E� J - J L GE-ND Q Z =SHEARWALL SEGMENT _"SIMPSON"LTT20B W/STAINLESS STEEL HILTI KB-TZ ANCHOR.SEE DETAIL Q 3 ON SHEET S4. ui C 7 U) Ao--- HILINE HOMES Ov p HAB q 4,fH 11306 62ND AVENUE e 1 PUYALLUP WA,98373 Q� OF WASh� 'QO (253)770-2244 ext.129 4"MUDSILL 4"MUDSILL Q ���� �+ � N NALING NALING ti �`� ° PLAN: 1377R DATE: 06/04/09 JOB#: 10505188 36110 S'ffR ONAL ^ ^ SHEAR WALL PLAN_ f V`1 EXPIRES �i f(b MFG. TRUSS TO CANTILEVER OVER ; ROOF FRAMING NOTES N PORCH. BLOCK AT E I.B.C.CASE 1 BEARING. i 1. ALL EXTERIOR WALL HEADERS SUPPORTING ROOF LOADS ARE TO BE 6 x 8 D.F.#2 U.N.O.ALL 9 e ROOF SHEATHING j I EXTERIOR WALL HEADERS SUPPORTING ROOF AND FLOOR LOADS ARE TO BE 6 x10 D.F.#2 U.N.O. W d LAYOUT j -- 2 x 4 LOOK- W/BOTTOM OF TOP PLATES CUT OUT AND HEADER INSET AND FLUSH TO TOP OF TOP PLATES. o OUTS @ 48" STRAP PLATES AT INSET CUT. "g 6x 0 D.F. 2 € O.C. w _ - SUPPORTED BY POSTING DOWN TO FLAT BLOCKING THAT SPANS A MIN.OF TWO TRUSSES. 3 2 UNLESS NOTED OTHERWISE,JOISTS AND RAFTER A � D 3 O p mQ - F 3. TRUSSES SHALL CARRY MANUFACTURER STAMP AND HAVE ENGINEERING DRAWINGS ON SITE I 0 (D REQUIREMENTS MUST BE INSTALLED PER TRUSS J ,-" FOR INSPECTION.ALL TRUSS BRACING REQUI S U p Q ;` --.-..--.-.-..-.--....--...........-....-......-..........-- - - ----....----- ---------- DRAWINGS.DO NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR APPROVAL FROM THE ENGINEER a a C9 U AND BUILDING DEPARTMENT. IF A TRUSS IS DAMAGED DO NOT INSTALL IT.CONTACT THE BUILDER z - = A _.._.._..._... _.._..---_D_._...._ __ . _. --------......._._._.._.................._._—........._........ A IMMEDIATELY FOR A REPLACEMENT TRUSS. "v N = A2 6x2 A2 4. FRAMING CONNECTIONS SHALL BE"SIMPSON STRONG TIE"(OR)AN APPROVED EQUIVALENT. z Lo w K > 5. PROVIDE ATTIC VENTILATION PER I.R.C.806.2. THE NET FREE VENTILATED AREA SHALL BE 1/300 Q M U) w _ SQ. FT. 50%OF THE REQUIRED VENTILATION AREA SHALL BE A MINIMUM OF 3 FT.ABOVE EAVE rn ...._ _..._ to .- -._...-- - --- _........._....... p o VENTS.THE BALANCE OF REQUIRED VENTILATION SHALL BE PROVIDED AT THE EAVES. Q Z Q < N � O 0 o C p �� ; 2x2 4 O 6. PROVIDE A MIN. ROUGH OPENING 22"x30"ATTIC ACCESS PANEL WITH A TIGHT-FITTING/SELF- � (n w ? M c U CLOSING DOOR. DOOR SHALL BE BACKED WITH INSULATION IF LOCATED ABOVE HEATED SPACE. �z O X 5:12 ® VERIFY ACCESS LOCATION WITH OWNER AND PLANS. O w_ 0 0 U _ J v ___.... a 7. SHEATH ROOF PER IBC CASE 1 (STAGGERED PANELS UNBLOCKED)FASTEN PANELS W/8d NAILS H DROP BOTTOM— - - CHORD @ BDRMS, @ 6"O.C. EDGE AND 12"O.C. FIELD.DO NOT STAPLE. (� O BATH,LAUNDRY— a &HALLWAY © 8. TOE-NAIL ALL GABLE END TRUSSES WITH (2) 10d NAILS @ 16"O.C. INTO TOP PLATES. 9. TOE-NAIL EACH END OF TRUSS AT BEARING WALLS W/(2)10d NAILS AND FASTEN WITH TRUSS CLIPS . 1_00 v_ _ LEGEND Z /i 2x2 7 SK 0 =CUT OUT FOR VENTING. KITCHEN=8"x8"FOR � L MFG.TRUSSES TO HOOD VENT. BATHROOMS=4"x4",AND UTILITY Q CANTIILEVER OVER ROOM=6"x6"FOR WHOLE HOUSE FAN. J DR-0P BOTTOM 14.5"- CUT OUT 14.5" ROUND HOLE FOR MECH.VENTIL. PORCH. BLOCK AT _ LL BEARING. ______CHORD @.BDRM,_ ._____. _._____-____ _.__.. _____..........._.._— _..__ ® PLACE VENT 2 FT. FROM THE RIDGE. LL �O a _..._.................._...___. - - . ................ ......_....... _.-- _.. ......... ._.....__ ......... • = GUTTER DOWNSPOUT LOCATION O "SIMPSON"HURRICANE = FULL HEIGHT WALL FOR SHEET ROCK ATTACHMENT. O CLIPS H-1 (OR)H-2.5A UP TO w ATTACH WALL STUDS TO TRUSS BOTTOM CHORD W/ 85 mph, EXPOSURE'C'. H-10 ____._.................._._...._. .........._..._._ ..__.._...... ..._....._ �O (2) 10d NAILS AT EA. FRAMED UP STUD. ONLY BEYOND 85 mph. a vAHAB 61(�b HILINE HOMES 98373 x H ��O�F WA$�e� 11306 62ND AVENUE '� O PUYALLUP 44 ext. 12 (253)770 2244 ext.129 4x10 D F.#2 BEAM LEGEND(USE D.F.#2) 'P HOLD ROOF SHEATHING BACK—� 6 x 8 6 x 10 4 x 10 ti 1- °� PLAN: 1377R 1"FROM PEAK BOTH ginF� 14'=A,e 14'=c,D 10'=H DATE: 06/04/09 16'=E,F,G 10'=I ,P�61 110o JOB#: 10505188 O 6pl�EO �ss70A1AL�" ROOF FRAMING PLAN EKP;RES (o _ S3 1/8"= 1'-01, NAIL TOP PLATES TOGETHER W/10d NAILS 12"O.C. 2x STUDS 16" O.C. FLOOR SYSTEM: BIRD BLOCKING.(OR) T (2) 10d NAILS EA. STUD BAY \ 3/4" MIN. T&G SUBFLOOR GLUED AND to CONT. BLOCKING. / NAILED TO JOIST w/8d @ 6"O.C. EDGE& 0 E NAIL THROUGH ROOF ATTACHMENT PER -- 12 O.C. FIELD. FLOOR JOISTS PER PLAN1@ W SHEATH.W/8d NAILS SHEARWALL DETAILS 19.2 O.C. STACKED OVER MUDSILL W/9-2 E @ 6"O.C. i �\ RIMBOARD AT PERIMETER. BLOCK JOISTS o NAIL MIN.7/16"WALL , / REBAR i AT INTERMEDIATE SUPPORTS.SHEATHING W/8d REQUIREMENTS(1)#4 HORIZ. GRADE T ■=o = COMMON NAILS @6" BAR \ SLOPE 6" ;,i 2x BORATE TREATED MUDSILL I 88 O.C. EDGE AND 12" \ ;;i (OR)2X PRESSURE TREATED O.C. FIELD WITHIN 12"OF TOP IN 10'-0" �\- OF STEMWALL AND 2x STUDS — I WHEN A CONSTR. __ _-- ; ENGINEERED CONNECTION- @ 16"O.C. \ JOINT EXISTS PER z r ATTACH MUDSILL W/ 1/2"x10" IRC,403.1.3 USE ANCHOR BOLT W! 1/4"x3"x3" BOTTOM PLATE -- (1)#4 VERT. REBAR N O.S.B. ! I l= I I i. PLATE WASHER. EMBED. BOLT 2x MUDSILL STOOD @ 48"W/STANDARD =; CO A MINIMUM OF 7 INCHES ( HOOK. 14" MINIMUM I I I -1 I ; \ (DO NOT COUNTER SINK.) to (2)10d NAILS \� UPRIGHT PENETRATION. = I I= I _ Q 00 EACH STUD BAY \ \ \� (OR) C° 6 MIL POLY VAPOR BARRIER. PLACE °' o \ BLOCKED I .. Ili— — O Q 3 M ENGINEERED � DRAINAGE SYSTEM I THROUGHOUT CRAWL SPACE. LAP �- 1 , 6" , I — SEAMS 12" MIN. WHERE REQUIRED, LLl o CONNECTION _ WHERE REQUIRED I °� Z O co PER IRC, R406.1, DAMP PROOF FROM MUDSILL TO �, PER LOCAL CODES. \ 12. EXTERIOR FOUNDATION WALLS. (D Q CL O o FOUNDATION.SEE PRESCRIPTIVE - FOUNDATION �; (OWNER %NOTE: INSTALL REBAR IN A WAY THAT IT Q -i ��'" CONNECTION RESPONSIBILITY) � DETAILS ON S4 IS NOT WET SET U.N.O. BY DESIGNER. U O EXTERIOR SHEARWALL REBAR CONT. FOUNDATION DETAIL REBAR � OVER PRESCRIPTIVE FOUNDATION WALL NTS IN FOOTING 2 MAX. 4'-6"WALL, MAX. 4'-0" BACKFILL NTS PRESCRIPTIVE FOUNDATION J Q u) `\ SOLID BLOCKING AT BEARING NOT Q REQUIRED WHEN JOISTS ARE U III \ HUNG TO THE MUDSILL U.N.O. :D w I �\ DOUBLE TOP PLATES FLOOR JOIST 2x MUDSILL TO VAHAq 6 '//0 W/A MINIMUM 48" LAP HANG OVER FOUND. �p -I& ti 2x STUDS AT SPLICES. APPROXIMATELY 1/2". �� pF WASy� QO @ 16"O.C. \0 S.B. ATTACH SHEATHING TO ��`O N BOTTOM PLATE �\ STOOD 2X4 WALL @ 19.2" ATTACH JOISTS TO MUDSILL W/8d NAILS @ 6" II ti 2x MUDSILL UPRIGHT STUDS DIRECLTY TOP PLATES W/(2) O.C. U.N.O. ON THE S2 z (2) 10d NAILS EA. B�ocKEo BELOW JOISTS TYP. 1Od NAILS AT EA. SHEET. I, �t q Q H LINE30662 HOMES � 11306 62ND AVENUE LLU WA,98373 STUD BAY SHEATH PONY AlzL—s BEARING POINT TYP. + 36110 (253)770-2244 ext.129 8d NAILS @ 4"O.C. AT INTERIOR ,— 2x TREATED PLATE BOTTOM PLATE AND ONLY (OR)2x PLATE OVER R sJONgL ' PLAN: 1377R SHEARWALLS O ATTACH MUDSILL S MUDSILL _� PRESCRIPTIVE W/1/2"x10"ANCHO \ FOUNDATION 12"x6"CONTIN. \ / VAPOR BARRIER BOLT AND 3"xl/4" ? _ DATE: 06/04/09 ATTACH(1)z"x 7"STAINLESS FOOTING. NO REBAR WASHER @ 6 FT. — = _ FxPIRES C/�rl p JOB#: 10505188 1/2"ANCHOR BOLTS @ O.C. U.N.O. ON STEEL HILTI KB-TZ W/2"WASHER PER I.R.C. SECTION j 6'O.C. W/3"x3"x1/4" AND"SIMPSON"LTT20B AT EA. R403.1.3 U.N.O. ON i. THE S2 SHEET. 6 — END OF WALL SEGMENT. THE S1 SHEET. c' WASHER U.N.O. ol EXTERIOR SHEARWALL PONY WALL DETAIL CONNEC. A S4 3 HILTI KB-TZ ANCHOR ATTACHMENT NTS (44�TYPICAL NTS HUNG JOIST NTS E 0o WP _ w y x Eo c ELECTRICAL NOTES x ° 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY J T PADDLE FAN VAULTS BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE D g LINE RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE T O ROUGH-IN — \ SYSTEM IS REQUIRED. i I ` ; / 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF 6x2 KY PANEL AND METER WITH CONTRACTOR. 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT-LOSS CALCULATIONS(OR)FOLLOW THE PRESCRIPTIVE PATH WHOLE GF REQUIREMENTS FOR SIZING HEATING EQUIPMENT. Q— HOUSE FAN� Oo\ X2 /_ Q i° W/TIMER I 1 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND rn 1 SWITCH STATE CODES. < Z < o \ I Oo 5. EXACT PLACEMENT OF OUTLETS MAY VARY DEPENDING ON u °6uj CONSTRUCTION VARIABLES. z O v I ICI LD I u__iu � — � 6.1"WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE Q �,� � M VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST AIR FROM REENTERING THE CRAWL SPACE. U O 7. HARD WIRE MECHANICAL ROOF VENT IN ATTIC SPACE. REFER TO ROOF FRAMING PLAN FOR LOCATION. INSTALL TIMER SWITCH FOR -- MECHANICAL ROOF VENT IN SAME LOCATION AS WHOLE HOUSE FAN / TIMER SWITCH WHERE REQUIRED. 110v0 Q CLG 1 OUTLET ELECTRIC SYMBOLS C) z / F� $ LIGHT SWITCH {} SURFACE MNT. LIGHT LL Q O� 110 V. DUPLEX OUTLET $ RECESSED DOWNLIGHT w 0 —{ ( _ —1 220 V. OUTLET ® 100 C.F.M. EXHAUST FAN.VTOS w WP�-}D WEATHERPROOF OUTLET ® EQUIPMENT CONNECTION GFI(D GROUND FAULT INTERRUPTER '2( SMOKE DETECTOR w ® RECESSED CAN LIGHTS ® HEATER/FAN COMBO.VTOS WP TELEPHONE JACK M7 ZONED ELEC. HEATER �] TELEVISION OUTLET HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 NOTE (253)770-2244 ext.129 EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES,OUTLETS, LIGHTS,OPTIONS, ETC. MAY VARY PER BUILD AREA AND ELECTRICAL PLAN: 1377R CONTRACTOR. DATE: 06/04/09 JOB#: 10505188 ELECTRICAL PLAN El 1/8"= V-0" i L �o�rLvoC Gam% 9e,j�� zocur�U R� 3 6 o - 3o a - 1a,3.4/ S�oEs S' /cX IJ� l4e// 36� - S3/- - REAR: Io' o s yam- Ceo (f/e e VIA - - i Scat i Pe. Ab 911, D PORT TOwNSEND 2 0. 0 0 - ----- o N 88'33 ' 45 " w1 2 50,,� . 00 �1 ° ' 50. 1 1 -- - rn 20 20 ' n, 82. 43 to CN c � I 00 UJ 0 ciJ O) 00 .- 0 ! v 0 � n cD 6 • N i Lo 5 40.00 ° z l c 20 ' 20 ' a 50. 00 1 ° r «, 6 0 : a- N - N 8 7• 52 �q'`t 1 °' w GRAVEL DRIVE N 87' 52 ' 41 W c 4 N 0.00 0 SCALE: 1"-20' °- Cr) N 8752 ' 41 " w ( � 90RT TOY O y Receipt Number f39 05fi1.. 34 WASs' Receipt Date QT120/2009 sk Cashier, SWASSMER� PayedPayee Name DOTSON CRAIG 8 MARA ;.. t � �r Y�"�k"��,^,�-s��'�_�y*.`;'4L�:_��:-'-5�..���: •_: __ • "�""��.: �; 'L�'` '�°ia�a��..___ ;. a`-s. t _ f -s-'-:: x 1.._....L.__...�',°{'s�'_'?,-._. '., .F.`°r. .`fir ���' k i3T� .,� xk� ,�...�r.�, .,,�. "4` �.¢' .v+s- - a L »3� f '�"{Y 3°'p .v5Y ' a R zg x Ongmal,Fee Amount Fees RA 4 Permtt# g Parcel, Fee:Descnptton H Amounts Paid Baland BLD09-119 964202012 Plan Review Fee $787.90 $787.90 $0.00 BLD09-119 964202012 Energy Code Fee-New Single Family $100.00 $100.00 $0.00 BLD09-119 964202012 Mechanical Permit Fee per Dwelling U $150.00 $150.00 $0.00 BLD09-119 964202012 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD09-119 964202012 PLAN REVIEW REFUND 150 $150.00 $150.00 $0.00 BLD09-119 964202012 Building Permit Fee $1,212.15 $1,212.15 $0.00 BLD09-119 964202012 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-119 964202012 Technology Fee for Building Permit $24.24 $24.24 $0.00 BLD09-119 964202012 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD09-119 964202012 Site Address Fee $3.00 $3.00 $0.00 Total: $2,591.79 r' ' e s x ;fig Previous PaymentrHistory � �� Recet t# ReIlecet t Date x Fee Descn ton _ 7 p .., _ .P.. ... x.. .. .._._R .x_ P ' s r.f Amount Paid Permit# .... 09-0495 06/25/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-119 Payment Check � � � Paymenti CHECK 3082 $2,591.79 Total: $2,591.79 genpmtrreceipts Page 1 of 1 OF PORT TOE 1 10o Receipt Number: 09-0495 y� Receipt Date25/2009 � Cashier FFRANKLIN Pa r/Payee=Plame DOTSON CRAIG&�MARA k r PON r � Ong�nal Feeiou urn k �. '���'' Pald � '� "'Balance s.{ennrt# Pace1 � FeeDescnption Y Amount BLD09-119 964202012 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 Recet # Recet t Dated �� { Fee Descnptson = yy___..__ Amount,Pa�d3��Permit#' Payment kFCheck 5 Payment CHECK 1596 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1