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BLD10-107
City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER _ RUD[D-l0 7 OWNER No MUSK JOBLOCATION 2ASI% Cyr st 4 Inspection of this structure has fouyd the following violations: n Tat ea roo Ple.ce— R-28 | are Wal ho e Corll Fo ReimSpect Dyvior ts Aad Ke You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date 9 [22/0 Inspector , Me ) DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | City of Port Townsend Development Services Department Correction Notice PERMITNUMBER BLOIS- \ ST OWNER JOBLOCATION ZS\9 Cvesk Aue Inspection of this structure has f the following violations: t) Fegsida natin Sc opart ok inti — Wwe A Ok rec “ 2. Pretide Ritic, nsbslakte~ R= avers | { a a eats “Eee (WS any spect @ —Swstedticn You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date {— ID -ld Inspector DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND 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. PARCELNO. 955900082 PERMIT NO. BLD10-107 ISSUED DATE _ 06/07/2010 ___ EXPIRATION DATE__ 12/04/2010 ADDRESS 2519 CREST AVENUE CONSTRUCTION TYPE _V-B OCCUPANT LOAD OWNER BOWEN MICHAEL P PROJECT DESCRIPTION New SFR CONTRACTOR OWNER BUILDER LENDER INSPECTION INSP DATE COMMENT INSPECTION _—INSP_ DATE COMMENT EROSION CONTROL GWB BA [Za /io| tear Sheonailine SETBACKS SURVEY PIN|Z4 |%//o FINAL PLANNING FOOTING Bhd mono FINAL PUBLIC WORKS | Ok pe" aley UFER DS 8d FINAL BLDG./C OFO _|(ViMl/s Hu ‘ FOUNDATIONWALL [428 |W /o) Mon : FOUNDATION DRAIN yak Vis, 1 | MISCELLANEOUS Wak Us Budi ently, Tend ploubt “>. FLOOR FRAMING j= VATS SHEARWALL & HOLDOV FRAMING MH Po/o by SS Mitny AIR SEAL mh [V6 PLUMBING MA 1%/e PLUMBING WTR PIPIN |W\\| Yo MECHANICAL wrk [79/1 J INSULATION CS ele TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION Name of Property Owner: GHA (LHAEC * ZS, Ahn) 2+. Mailing Address: SS0 EZ, Moore & St. TeeT HAPeLeEcK, Wa 96339 Telephone: JGo 774 oYv17 ae 3 Lo s3/ (608 CTEWN Vom ra ) Property is located in: Addition: Ham Cran Hoge Block(s): nse 1A Lot(s): SZ Faces/Access is from: os LP ClEST Parcel Number Gs g- FOO -OD “2— Directions to the Property (draw vicinity map on back) % If this is anew ADU, has a building permit been applied for? ___Yes___No Date: 4h Notes: Aliw (le0sé. af above address ADDRESS NUMBER ASSIGNED: _ Z 5 (TF C Z£Es7 Que. Date of Approval: S- At~ lo Sroths ate For Department Use Only: Application Fee Received ($3.00): Date: Copy to: 0 Finance O Fire Dept 0 Post Office O Sheriff O Police O GIS 0 Public Works ODSD database 0 Assessor’s Office PADS D\Fonns\Building Forms\Application-Address Number.doc ; 2/5/09 Li pL | 4S pu z z 14 3 u M L S a) Z Q IS UI 0 Z [_ aa n D m NO W N O O _] , — » ; ES ) oO oO | “5 Wy & a 61 0 2 €0 0 2 S TT =< or wo m Bs [o ) NO b = ©) aN aN 2) SH O Z 4 30 V 1 d SN 3 7 3 H _ - 1 S “1 g su a l a H ‘I g Le z in | gl L Y x = H fo ) rm } 2 SL Zz A = Im Mm a 7 ™ Oo Q ¢ vl 4 s ct Q! | + ” 4 9 3 o “I c ZL m ae m 7 0) ° “ EL E ? é = NO W W O O 8 6 L4 A S Y L S L345YLS NOWWO9 N ‘IS psemoy = L3AduLS Ja Oo es a O , vi a y d v NO W N O S . a N v3 u v NO N W O D iA 1V 1 d AO I T S H = NO L W A N V H — % L3 A S Y L S Hl GZ 3s Ms z wa t ] [e \ c a s e e T e l( o T e l e a l o l | | . -Parcel Details Page | of 2 Jefferson County wasui “Departments < Search ~Home County Info 955900082 SEARCH Parcel Number: 955900082 Printer Friendly Parcel Number: Owner Mailing Address: CHRISTOPHER ADAMS 94 ALDER DR a _ht- 0 hov KD bes PORT TOWNSEND WA983689460 apDAEer> ene _ zc 2519 egesT AVE. Site ress: soo ZS'9 2191 CREST ST —ttiele® PORT TOWNSEND 98368 Slo Section: 4 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: HAMILTON HEIGHTS Assessor's Land Use Code: 9100 - VACANT LAND Property Description: HAMILTON HEIGHTS | LOT 82] | | Click on photo for larger image. Ix’ No 'y No 2nd “Photo “Photo Available Available No Permit Data oe ae A/V, Sales Info Map Parcel Plats & Surveys Available Jefferson County . HOME | COUNTY INFO | DEPARTMENTS | SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later EE Windows - Mac httn://wrurar ea ieffercan wa uc/acceceare/narcel/narceldetail acn AN/DO1N 3 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 1 of 26 PLAN 1344-08 [30-PSF SNOW, 85 mph, Exp. C, & SDC D1] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS: Teri Nomura & Mike Bowen TAX PARCEL NUMBERISITE ADDRESS: 2519 Crest Ave Port Townsend, WA 98368 JOB NUMBER: 10505381 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB (Wahab) ABROUS, Ph.D., P.E. HiLine Homes, Inc. Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: Wabrous@Hilinehomes.com Washington Licence No: 36110 Oregon License No: 81419PE | EXPIRES | ; a7 i Note: The Above stamp applies to the structural 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. ECETV MAY 17 2010 REFERENCE ( CITY OF PORT TOWNS iY TOWNSEND 2006 International Building Code (IBC) 2006 International Residential Code (IRC) National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7 American Society for Testing Materials (ASTM) Standard A307 American Plywood Association (APA) Diaphragms and Shear Wall Design/Construction Guide, November Revised 5/12/2010 PROJECT INFORMATION AND CRITERIA Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA aot PLE COPY Printed 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 2 of 26 4. DESIGN CRITERIA GROUND SNOW LOAD (LIVE LOAD): P, = 30-psf maximum ROOF DEAD LOAD: Droot = 15-psf EXTERIOR WALL DEAD LOAD: Dyyat = 15-psf INTERIOR WALL DEAD LOAD: Dyya = 10-psf SEISMIC DESIGN CATEGORY: SDC D1 BASIC WIND SPEED: 85-mph WIND EXPOSURE FACTOR: c ALLOWABLE SOIL PRESSURE: 1,500-psf Framing Material: No. 2 Hem-Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 2,500-psi Anchor Bolts: ASTM A307 Steel MATERIAL SPECIFICATIONS: 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 10 Table C. Wind Design Criteria Page 11 Table D. Seismic Design Criteria Page 12 Table E-1.Wind Loads (House) Page 13 Table E-2.Wind Loads (Garage) Page 14 Table F-1. Minimum Wind Loads (House) Page 15 Table F-2. Minimum Wind Loads (Garage) Page 16 Table G-1 Seismic Loads (House) Page 17 Table G-2 Seismic Loads (Garage) Page 18 Table H. Controlling Shear Loads Page 19 Table |. Wind Shear Wall Loads Page 20 Table J. Seismic Shear Wall Loads Page 22 Table K. Roof Diaphragm Load Calculations Page 24 Revised PROJECT INFORMATION AND CRITERIA Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 3 of 26 DESCRIPTION This report provides engineering calculations and structural design sepcifications for HiLine Homes Plan 1344. The one-story house is 1344-sf in area plus an optional two car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral 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 Components and 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 Sheet S2 of the plans. 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 P, 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 85-mph basic wind speed and Building Height and Exposure Factor (A) C. 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 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 4 of 26 Revised 5/12/2010 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 | 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 | 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 Table 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. Table J. Seismic Shear Loads PROJECT INFORMATION AND CRITERIA Printed Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 5 of 26 Revised 5/12/2010 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 Calculations 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. PROJECT INFORMATION AND CRITERIA Printed Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 6 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with 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 (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS Maximum Applied Shear per Tables | or J (Ib) : 3,533 Wall length under maximum applied shear per Tables | or J (ft) 32.0 Minimum number of anchor bolts when installed @ 72-in 0.c. minimum 2 anchors/mudsill 6 Maximum anchor bolt Load @ 72-in 0.c. minimum 2 anchors per mudsill (Ib) 558 Basic allowable anchor bolt single shear load for 1/2-in dia. ASTM A307 bolts with minimum 944 7-in embedment and 1.5-in Hem-Fir side member = 590-lb per 2005 NDS Table 11E. Adjustment for 10-minute wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944-Ib. Install 1/2-in dia. ASTM A307 anchor bolts and washer per code @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12-in from end of mudsills with minimum 2 anchors per mudsill. Wall Line C (Garage Door Portals) Maximum overturnig tension due to wind load per Table | (Ib) 1,119 Maximum overturning tension due to seismic Load per Tables J (Ib) 496 Allowable tension load for Simpson LTT20B tension Ties is 1,750-Ib 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-Ib. 1.617 Basic allowable seismic tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ stainless steel 4.328 Anchor (KB-TZ) embedded a minimum of 2.0-in into 3,000-psi cracked concrete = 1,328-Ib. At end end of each shear wall segment, install Simpson LTT20B Tension Ties fastened to 3-in framing with 10-16d nails. Fasten LTT20B to concrete footing with 1/2-in x 7-in Hilti Kwik Bolt TZ stainless steel anchor with 2x2x3/16-in flat washers. Embed anchors minimum of 2-in into minimum 6-in concrete stem wall. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 7 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS All Exterior Wall Lines Maximum resistive unit wind shear load per Table | (Ib/ft) 192 Maximum resistive unit seismic shear load per Table J (Ib/ft) 111 Basic allowable unit shear for wind loads = 785-Ib/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 are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-Ib/ft. 365 Basic allowable unit shear for seismic loads = 560-Ib/ft per NDS Table 4.3A for 8d nails @ 6-in o.c. and framing @ 16-in o.c. per Note b. Adjustments are 0.50 for ASD, 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(560) = 260-Ib/ft. 260 Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in 0.c. on panel edges, 12-in o.c. in the field, and all edges blocked. Wall Line B (Interior GWB Shear Wall) Maximum resistive unit wind shear load per Table | (Ib/ft) 157 Maximum resistive unit seismic shear load per Table J (Ib/ft) 144 Basic allowable unit shear for wind/seismic loads with flat metal bracing = 320 Ib/ft from framing at 16-in 0.c. per Note b. Adjustment factors for ASD is 0.5. Allowable wind shear =| 320/320 (2)(0.5)((320) = 320-Ib/ft. Fasten Simpson WB106 Wall Bracing metal straps to top and bottom plates with two 16d nails and to each intersecting stud with one 8d nail. Fasten 1/2-in. GWB drywall panels to both sides of framing members with No. 6 type S or W 1-1/4-in long drywall screws @ 4-in o.c. on edges and 12-in o.c. in the field. All edges shall be blocked. 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. Wall Lines A, B & C (Gables) Maximum applied unit wind shear per Table | (Ib/ft) 110 Maximum applied unit seismic shear per Table J (Ib/ft). 101 Allowable load for 2-10d common toenails = (2)(0.83)(12/16)(1.6)(102)= 203-Ib/ft. 203 Allowable load for seismic loads = 150-Ib/ft per 2005 NDS Section 4.1.7. 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d nail @ 8- in 0.c. Wall Lines 1, 2, 3 & 4 (Eaves) Maximum applied unit wind shear per Table | (Ib/ft) 45 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 8 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum applied unit seismic shear per Table J (Ib/ft) | 34 See Roof Framing Specification for truss connections and blocking. Fasten p Roof Frami Specificatio for truss conne tions and blockin Roof Sheathing Maximum applied unit wind shear per Table I, v = Q/2b (Ib/ft) 110 Maximum applied unit seismic shear per Table J, v = Q/2b (Ib/ft) 101 Maximum allowable ground snow load (psf) 30 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) = 323/230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 24/16 with supports @ 24-in o.c. per 40 APA Table 25 = 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 32/16 with supports @ 24-in o.c. 70 per 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 0.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. Truss Connections (Lateral Loads) © Maximum applied unit shear per Tables H = Q/LRoof (Ib/ft) 119 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-lb per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-lb per truss end for Hem-Fir. Total allowable load per truss end = 271 + 110 = 381-lb per truss end = 381-Ib/ft (H2.5A ties 381 control lateral loads). Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Truss Connections (Uplift Loads) Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 9 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum net uplift on truss connection per Table K (Ib). -612 Allowable uplift for H10 Seismic & Hurricane Ties = 850-Ib for Hem-Fir framing. 850 Truss Chord Splice Nailing Maximum applied chord tension load per Tables K, C = T = M/b = vrL2/b8 (Ib) 820 Allowable chord splice tension load for 10d nails @ 6-in 0.c. per Table J (Ib) 1,306 Fasten exterior wall top plate splices together with 10d nails @ 12-in o.c. and @ 6-in o.c. at splices. Minimum splice length = 48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 10 of 26 TABLE B. BUILDING DATA Description | Value Description | Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 32.0|Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 42.0|Exterior Walls Dead Load (psf) 15 Roof Slope (6/12) 0.5|Partition Walls Dead Load (psf) 10 Length of Gable-End Roof Overhang (ft) 1.0 Length of Eave-End Roof Overhang (ft) 1.3 Maximum Truss Span (Eave-Eave) (ft) 32.0 MEAN AND MAXIMUM BUILDING HEIGHTS Wall Height (ft) 7.8 MAIN FLOOR DIMENSIONS Mean Height (ft) 11.8 Wall Height (ft) 7.8|Maximum Height (ft) 15.8 Transverse Exterior Walls Length (ft) 64.0 Longitudinal Exterior Walls Length (ft) 84.0] CALCULATION OF LENGTH OF END ZONE, 2a Transverse Partitions Length (ft) 55.0|Least horizontal Building Dimension, b (ft) | 32.0 Longitudinal Partitions Length (ft) 32.0]0.4 * Mean Building Height (ft) 4.72 0.1*b (ft) 32 GARAGE DIMENSIONS End Zone Dimension, a (ft) 3.2 Transverse Width of Garage (ft) 22.0|Adjusted End Zone Dimension, a (ft) 3:2 Longitudinal Length of Garage (ft) 22.0|Length of End Zone, 2a (ft) 6.4 Transverse Exterior Walls Length (ft) 44.0 Longitudinal Exterior Walls Length (ft) 44.0 BUILDING ENCLOSED AREA Maximum Truss Span (Eave-Eave) (ft) 22.0|Building Enclosed Area (sf) 1,344 Mean Height (ft) 10.6]Garage Enclosed Area (sf) 484 Maximum Height (ft) 13.3]Building and Garage Enclosed Area (sf) 1,828 Least horizontal Building Dimension, b (ft) | 22.0 0.4 * Mean Building Height (ft) 4.22 0.1*b (ft) 22 End Zone Dimension, a (ft) C2 Adjusted End Zone Dimension, a (ft) 3.0 Length of End Zone, 2a (ft) 6.0 SNOW DATA Maximum Ground Snow Load, p, (psf) Assumed 30.0 Exposure Factor, C, ASCE 7-05 Table 7-2, for Exposure C 1.0 Thermal Factor, C; ASCE 7-05 Table 7-3, for Residences 1:0 Snow Importance Factor, | ASCE 7-05 Table 7-4, for Category II 1.0 Slope Factor, C, ASCE 7-05 Figure 7-2a 1.0 Flat Roof Snow Load, p; (psf) ASCE 7-05 Equation 7-1, pp=0.7C,CQ,l pg 21.0 Sloped Roof Snow Load, p, (psf) Sloped Roof Snow Load (= C, p;) 21.0 Note:Width is measured perpendicular to the wind direction and length parallel to the wind direction. Revised BUILDING DATA Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 11 of 26 TABLE C. WIND DESIGN CRITERIA Description | Value Description [Value Wind Input Data TRANSVERSE Building Zone Data Basic Wind Speed V3s (mph) 85| Horizontal Wind Force Loading Wind Exposure Category C|Transverse Zones A & B Width (ft) 6.4 Simplified Method per ASCE 7 6.4 Yes|Transverse Zones C & D Width (ft) 35.6 Importance Factor - |W 1.00|Transverse Zones A & C Height (ft) 15 Exposure & Height Factor, A 1.21| Transverse Zones B & D Height (ft) 8.0 Topographical Factor, Kzt 1.00] Vertical Wind Force Loading Transverse Roof Zones E & F Width (ft) 6.4 Transverse Roof Zones G & H Width (ft) 35.6 Design Wind Pressures (psf) Transverse Roof Zones E & F Length (ft) | 16.0 A - End Zone of Wall 14.4|Transverse Roof Zones G & H Length (ft) | 16.0 B - End Zone of Roof 2.3 C - Interior Zone of Wall 10.4 LONGITUDINAL Building Zone Data D - Interior Zone of Roof 2.4|Horizontal Wind Force Loading E - End Zone of Windward Roof -6.4|Longitudinal Zone A Width (ft) 6.4 F - End Zone of Leeward Roof -8.7|Longitudinal Zone C Width (ft) 25.6 G - Interior Zone of Windward Roof -4.6|Longitudinal Zone A Height (ft) 9.4 H - Interior Zone of Leeward Roof -7.0|Longitudinal Zone C Height (ft) 12.4 Eo - End Zone of Windward OVHG Roof -11.9|Vertical Windforce Loading Go - Interior Zone of Windward OVGH Roof| -10.1|Longitudinal Roof Zones E & F Width (ft) 6.4 Longitudinal Roof Zones G & H Width (ft) | 25.6 Longitudinal Roof Zones E & G Length (ft) | 21.0 Longitudinal Roof Zones F & H Length (ft) | 21.0 OPTIONAL GARAGE ZONE DATA TRANSVERSE Garage Zone Data LONGITUDINAL Garage Zone Data Horizontal Wind Force Loading Horizontal Wind Force Loading Transverse Zones A & B Width (ft) 6.0}Longitudinal Zone A Width (ft) 6.0 Transverse Zones C & D Width (ft) 16.0|Longitudinal Zone C Width (ft) 16.0 Transverse Zones A & C Height (ft) 7.8|Longitudinal Zone A Height (ft) 9.3 Transverse Zones B & D Height (ft) 5.5|Longitudinal Zone C Height (ft) 11.0 Vertical Wind Force Loading Vertical Windforce Loading Transverse Roof Zones E & F Width (ft) 6.0|Longitudinal Roof Zones E & F Width (ft) 6.0 Transverse Roof Zones G & H Width (ft) 16.0|Longitudinal Roof Zones G & H Width (ft) | 16.0 Transverse Roof Zones E & F Length (ft) 11.0}Longitudinal Roof Zones E & G Length (ft)} 11.0 Transverse Roof Zones G & H Length (ft) 11.0|Longitudinal Roof Zones F & H Length (ft) | 11.0 Note: Width is measured perpendicular to the wind direction and length parallel to the wind direction. Printed 5/12/2010 WIND DESIGN CRITERIA Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA Revised 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 12 of 26 TABLE D. SEISMIC DESIGN CRITERIA Description | Reference/Calculation |Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Occupancy Category ASCE Standard 7, Table 1-1 ll Seismic Importance Factor, IE ASCE Standard 7, Table 11.5-1. 1.0 Default Seismic Site Classification ASCE Standard 7, Table 20.3-1 D Seismic Design Category IRC Table R301.2.2.1.1 D1 Response Modification Coefficient, R (OSB) ASCE Standard 7, Table 12.2-1 6.5 Response Modification Coefficient, R (GWB/X) |ASCE Standard 7, Table 12.2-1 4.0 Building Period Parameter: C, ASCE Standard 7, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, Sps (g) IRC Table R301.2.2.1.1, for SDC D1 0.830 Mapped MCE Long Period Acceleration, Sy; (9) ASCE Standard 7, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, Table B 21.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11.8 Building Period, T, = C,h°” (sec) ASCE Standard 7, Section 12.8.2.1 0.127 Site Long Design Period Acceleration, Sp, (g) ASCE Standard 7, 11.4.4, Sp; = 2/3Sy, 0.400 To = 0.2*Sp1/Sps (Sec) ASCE Standard 7, Section 11.4.5 0.096 T, = Sp,/Sps (sec) ASCE Standard 7, Section 11.4.5 0.482 CHECK FOR VALIDITY OF USE OF "EQUIVALENT LATERAL FORCE PROCEDURE" Is Period T, < T, < T,? ASCE Standard 7, Section 11.4.5 Yes Is Design Spectral Response, S, = Sps? 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: C, = Sps*I—E/R (OSB) ||ASCE Standard 7, Section 12.8.1.1 0.128 Seismic Design Coefficient: C, = Sps*le/R (GWB/X)|ASCE Standard 7, Section 12.8.1.1 0.208 Revised SEISMIC DESIGN CRITERIA Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 13 of 26 TABLE E-1. WIND LOADS (HOUSE) Wind Zone Zone Zone Zone | Moment amen Zone Pressure | Width | Ht./Leng.| Area Force Arm (ft-lb) (psf) (ft) (ft) (sf) (Ib) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 14.4 6.4 (ge 49.9 870 3.9 3,392 Transverse Roof Zone B 20 6.4 8.0 51.2 142 7.8 1,111 Transverse Wall Zone C 10.4 35.6 7.8 re © BF f 3,494 3.91 . 13,628 Transverse Roof Zone D 2.4 35.6 8.0 284.8 827 7.8 6,451 Lateral Force/Moment 3,152 24,583 Vertical Wind Loads Transverse Roof Zone E -6.4 6.4 16.0 102.4 -793 24.0} 19,032 Transverse Roof Zone F -8.7 6.4 16.0 102.4} -1,078 8.0 8,624 Transverse Roof Zone G -4.6 35.6 16.0 569.6 -3,170 24.0} 76,089 Transverse Roof Zone H -7.0 35.6 16.0 569.6 -4,825 8.0} 38,596 Roof Overhang Zone E -11.9 6.4 13 8.5 -123 32.7 4,004 Roof Overhang Zone F -8.7 6.4 13 8.5 -90 -0.7 -60 Roof Overhang Zone G -10.1 35.6 Be 47.3 -579 32.71 18,901 Roof Overhang Zone H -7.0 35.6 1.3 47.3 -401 -0.7 -267 Uplift Force and Overturning Moment on Building| -11,058 164,919 Total Overturning Moment Due to Transverse Wind Loading 189,502 Unit Uplift on Building (psf) -8.2 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 14.4 6.4 9.4 60.2 1,048 4.7 4,927 Longitudinal Wall Zone C 10.4 25.6 12.4 317.4 3,995 6.2] 24,767 Lateral Force/Moment 3,352 29,694 Vertical Wind Loads Longitudinal Roof Zone E -6.4 6.4 21.0 134.4] -1,041 31.5) 32,785 Longitudinal Roof Zone F -8.7 6.4 21.0 134.4) -1,415 10.5} 14,856 Longitudinal Roof Zone G -4.6 25.6 21.0 537.6 -2,992 31.5} 94,257 Longitudinal Roof Zone H -7.0 25:6 21.0 537.6 -4,553 10.5] 47,811 Roof Overhang Zone E -11.9 6.4 1.0 6.4 -92 42.5 3,917 Roof Overhang Zone F -8.7 6.4 1.0 6.4 -67 -0.5 34 Roof Overhang Zone G -10.1 25.6 1.0 25.6 -313 42.5| 13,296 Roof Overhang Zone H -7.0 25.6 1.0 25.6 -217 -0.5 -108 Uplift Force and Overturning Moment on Building| -10,691 206,847 Total Overturning Moment Due to Longitudinal Wind Loads 236,541 Unit Uplift on Building (psf) -8.0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. Revised 5/12/2010 WIND LOADS Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA Printed 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 14 of 26 TABLE E-2. WIND LOADS (GARAGE) Wind Zone Zone Zone Zone | Moment Moment Zone Pressure | Width | Ht./Leng.| Area Force Arm (ft-Ib) (psf) (ft) (ft) (sf) (Ib) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 14.4 6.0 7.8 46.8 815 3.9 3,180 Transverse Roof Zone B 2.3 6.0 5.5 33.0 92 12 716 Transverse Wall Zone C 10.4 16.0 78 124.8 1,570 3.9 6,125 Transverse Roof Zone D 2.4 16.0 55 88.0 256 7.8 1,993 Lateral Force/Moment 1,540 12,015 Vertical Wind Loads Transverse Roof Zone E -6.4 6.0 11.0 66.0 -511 16.5 8,433 Transverse Roof Zone F -8.7 6.0 11.0 66.0 -695 55 3,821 Transverse Roof Zone G -4.6 16.0 11.0 176.0 -980 16.5) 16,164 Transverse Roof Zone H -7.0 16.0 11.0 176.0 -1,491 3:0 8,199 Roof Overhang Zone E -11.9 6.0 1:3 8.0 -115 Bet 2,604 Roof Overhang Zone F -8.7 6.0 13 8.0 -84 -0.7 -56 Roof Overhang Zone G -10.1 16.0 1.3 213 -260 22.7 5,894 Roof Overhang Zone H -7.0 16.0 1.3 21.3 -180 -0.7 -120 Uplift Force and Overturning Moment on Building -4,315 44,940 Total Overturning Moment Due to Transverse Wind Loading 56,955 Unit Uplift on Building (psf) -3.2 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 14.4 6.0 9.3 55:8 972 4.7 4,521 Longitudinal Wall Zone C 10.4 16.0 11.0 176.3 2,219 551 12.2235 Lateral Force/Moment 1,998 16,744 Vertical Wind Loads Longitudinal Roof Zone E -6.4 6.0 11.0 66.0 -511 16.5 8,433 Longitudinal Roof Zone F -8.7 6.0 11.0 66.0 -695 55 3,821 Longitudinal Roof Zone G -4.6 16.0 11.0 176.0 -980 16.5] 16,164 Longitudinal Roof Zone H -7.0 16.0 11.0 176.0 -1,491 52 8,199 Roof Overhang Zone E -11.9 6.0 1.0 6.0 -86 22.0 1,944 Roof Overhang Zone F -8.7 6.0 1.0 6.0 -63 -0.5 32 Roof Overhang Zone G -10.1 16.0 1.0 16.0 -196 220 4,400 Roof Overhang Zone H -7.0 16.0 1.0 16.0 -136 -0.5 -68 Uplift Force and Overturning Moment on Building -4,157 42,924 Total Overturning Moment Due to Longitudinal Wind Loads 59,668 Unit Uplift on Building (psf) -3.1 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. Revised 5/12/2010 WIND LOADS Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA Printed 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 15 of 26 TABLE F-1. MINIMUM WIND LOADS (HOUSE) Wind Zone Zone Zone Zone | Moment arian Zone Pressure} Width | Ht./Leng.| Area Force Arm (ft-lb) (psf) (ft) (ft) (sf) (Ib) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 10.0 6.4 7.8 49.9 499 3.9 1,947 Transverse Roof Zone B 10.0 6.4 8.0 Sti2 512 7.8 3,994 Transverse Wall Zone C 10.0 35.6 7.8 21 2197 3.9} 10,830 Transverse Roof Zone D 10.0 35.6 8.0 284.8 2,848 7.8] 22,214 Lateral Force/Moment 4,998 38,984 Vertical Wind Loads Transverse Roof Zone E 0.0 6.4 16.0 102.4 0 24.0 0 Transverse Roof Zone F 0.0 6.4 16.0 102.4 0 8.0 0 Transverse Roof Zone G 0.0 35.6 16.0 569.6 0 24.0 0 Transverse Roof Zone H 0.0 35.6 16.0 569.6 0 8.0 0 Roof Overhang Zone E 0.0 6.4 13 8.5 0 32.7 0 Roof Overhang Zone F 0.0 6.4 1.3 8.5 0 -0.7 0 Roof Overhang Zone G 0.0 35.6 43 47.3 0 32 0 Roof Overhang Zone H 0.0 35.6 1:3 47.3 0 -0.7 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Transverse Wind Loading 38,984 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads . - Longitudinal Wall Zone A 10.0 6.4 9.4 60.2 602 4.7 2,828 Longitudinal Wall Zone C 10.0 25.6 12.4 317.4 3,174 6.2] 19,681 Lateral Force/Moment 2,528 22,509 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.4 21.0 134.4 0 S45 0 Longitudinal Roof Zone F 0.0 6.4 21.0 134.4 0 10.5 0 Longitudinal Roof Zone G 0.0 25.6 21.0 537.6 0 31:5 0 Longitudinal Roof Zone H 0.0 25.6 21.0 537.6 0 10.5 0 Roof Overhang Zone E 0.0 6.4 1.0 6.4 0 42.5 0 Roof Overhang Zone F 0.0 6.4 1.0 6.4 0 -0.5 0 Roof Overhang Zone G 0.0 25.6 1.0 25.6 0 42.5 0 Roof Overhang Zone H 0.0 25.6 1.0 25.6 0 -0.5 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Longitudinal Wind Loads 22,509 Unit Uplift on Building (psf) 0.0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. Printed 5/12/2010 MINIMUM WIND LOADS Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA Revised 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 16 of 26 TABLE F-2. MINIMUM WIND LOADS (GARAGE) Wind Zone Zone Zone Zone | Moment Moment Zone Pressure | Width | Ht./Leng.| Area Force Arm (ft-lb) (psf) (ft) (ft) (sf) (Ib) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 10.0 6.0 7.8 46.8 468 3.9 1,825 Transverse Roof Zone B 10.0 6.0 5.5 33.0 330 7.8 2,574 Transverse Wall Zone C 10.0 16.0 7.8 124.8 1,248 3.9 4,867 Transverse Roof Zone D 10.0 16.0 5.5 88.0 880 7.8 6,864 Lateral Force/Moment 2,068 16,130 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 11.0 66.0 0 24.0 0 Transverse Roof Zone F 0.0 6.0 11.0 66.0 0 8.0 0 Transverse Roof Zone G 0.0 16.0 11.0 176.0 0 24.0 0 Transverse Roof Zone H 0.0 16.0 11.0 176.0 0 8.0 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 32:7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 16.0 1.3 21.3 0 32.7 0 Roof Overhang Zone H 0.0 16.0 13 21.3 0 -0.7 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Transverse Wind Loading 16,130 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 10.0 6.0 9.3 55.8 558 4.7 2,595 Longitudinal Wall Zone C 10.0 16.0 11.0 176.3 1,763 5.5 9,713 Lateral Force/Moment 1,463 12,308 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.0 11.0 66.0 0 31.5 0 Longitudinal Roof Zone F 0.0 6.0 11.0 66.0 0 10.5 0 Longitudinal Roof Zone G 0.0 16.0 11.0 176.0 0 31.5 0 Longitudinal Roof Zone H 0.0 16.0 11.0 176.0 0 10.5 0 Roof Overhang Zone E 0.0 6.0 1.0 6.0 0 42.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 16.0 1.0 16.0 0 42.5 0 Roof Overhang Zone H 0.0 16.0 1.0 16.0 0 -0.5 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Longitudinal Wind Loads 12,308 Unit Uplift on Building (psf) 0.0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. Revised 5/12/2010 WIND LOADS Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA Printed 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 17 of 26 TABLE G-1. SEISMIC LOADS (HOUSE) SEISMIC SHEAR LOADS ON HOUSE Height/ Seismic | Seismic Building Component (on) Width a te Weight Shear P (ft) (Ib) (Ib) Roof Diaphragm & Ceiling 15.0 1,344 20,160 2,574 20% of P; if Roof Snow Load > 30-psf 0.0 1,344 0 0 Transverse Exterior Walls 15.0 7.8 64.0 499 3,744 478 Longitudinal Exterior Walls 15.0 7.8 84.0 655 4,914 627 Transverse Partitions 10.0 7.8 55.0 429 2,145 274 Longitudinal Partitions 10.0 7.8 32.0 250 1,248 159 Total Dead Load for Restoring Moment 44,262 Roof Diaphragm Tributary Dead Load 32,211 Total STRENGTH LEVEL BASE SHEAR 4,113 Total ASD BASE SHEAR 2,879 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS wba: Force| Dist. | Moment Building Component (Ib) (ft) (ft-lb) Roof Diaphragm & Ceiling 2,574 7.8 20,079 Longitudinal Exterior Walls 627 7.8 4,894 Longitudinal Partitions 159 7.8 1,243 Total Dead Load 44,262 16.0 708,192 Total Moment Due to Transverse Seismic Forces 26,217 Total Moment Due to Transverse Wind Forces 189,502 Total Restoring Moment in Transverse Loading 708,192 6/10 of Total Restoring Moment in Transverse Loading 424,915 OVERTURNING STABILITY OK OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component "is ei : "ey ' Roof Diaphragm & Ceiling 2,574 7.8 20,079 Transverse Exterior Walls 478 7.8 3,729 Transverse Partitions 274 7.8 2,136 Total Dead Load 44,262 21.0 929,502 Total Moment Due to Longitudinal Seismic Forces 25,945 Total Moment Due to Longitudinal Wind Forces 236,541 Total Restoring Moment in Longitudinal Loading 929,502 6/10 of Total Restoring Moment in Longitudinal Loading 557,701 OVERTURNING STABILITY OK Revised SEISMIC LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 18 of 26 TABLE G-2. SEISMIC LOADS (GARAGE) SEISMIC SHEAR LOADS ON GARAGE Height/ Seismic | Seismic Building Component ae Width ah ie Weight | Shear P (ft) (Ib) (Ib) Roof Diaphragm & Ceiling 15.0 484 7,260 927 20% of P; if Roof Snow Load > 30-psf 0.0 484 0 0 Transverse Exterior Walls 15.0 7.8 44.0 343 2,574 329 Longitudinal Exterior Walls 15.0 7.8 44.0 343 2,574 329 Transverse Partitions 10.0 7.8 0.0 0 0 0 Longitudinal Partitions 10.0 7.8 0.0 0 0 0 Total Dead Load for Restoring Moment 17,556 Roof Diaphragm Tributary Dead Load 12,408 Total STRENGTH LEVEL BASE SHEAR 1,584 Total ASD BASE SHEAR 1,109 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force} Dist. |Moment (Ib) (ft) (ft-lb) Roof Diaphragm & Ceiling 927 7.8 7,231 Longitudinal Exterior Walls 329 7.8 2,564 Longitudinal Partitions 0 7.8 0 Total Dead Load 17,556 16.0 280,896 Total Moment Due to Transverse Seismic Forces 9,795 Total Moment Due to Transverse Wind Forces 56,955 Total Restoring Moment in Transverse Loading 280,896 6/10 of Total Restoring Moment in Transverse Loading 168,538 OVERTURNING STABILITY OK OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component "Tb rr : “tlb) ' Roof Diaphragm & Ceiling 927 7.8 1,23) Transverse Exterior Walls 329 io 2,564 Transverse Partitions 0 7.8 0 Total Dead Load 17,556 21.0 368,676 Total Moment Due to Longitudinal Seismic Forces 9,795 Total Moment Due to Longitudinal Wind Forces 59,668 Total Restoring Moment in Longitudinal Loading 368,676 6/10 of Total Restoring Moment in Longitudinal Loading 221,206 OVERTURNING STABILITY OK Revised SEISMIC LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 19 of 26 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse | Longitudinal | Transverse | Longitudinal Wind Load (Ib) 3,102 3,002 N/A N/A Minimum Wind Load (Ib) 4,998 2,528 N/A N/A Controlling Wind Load (Ib) 4,998 3,352 N/A N/A Strength Level Seismic Load (Ib) 4,113 4,113 ASD Seismic Diaphragm Load (Ib) 2,879 2,879 N/A N/A GARAGE Floor Level Main Floor Level Second Floor Level Type Load Transverse | Longitudinal | Transverse | Longitudinal Wind Load (Ib) 1,540 1,998 N/A N/A Minimum Wind Load (Ib) 2,068 1,463 N/A N/A Controlling Wind Load (Ib) 2,068 1,998 N/A N/A Strength Level SeismicLoad (Ib) 1,584 1,584 ASD Seismic Diaphragm Load (Ib) 1,109 1,109 N/A N/A HOUSE + GARAGE Floor Level Main Floor Level Second Floor Level Type Load Transverse | Longitudinal | Transverse | Longitudinal Wind Load (Ib) 3,152 4,892 N/A N/A Minimum Wind Load (Ib) 4,998 4,596 N/A N/A Controlling Wind Load (Ib) 4,998 4,892 N/A N/A Strength Level SeismicLoad (Ib) 5,698 5,698 ASD Seismic Diaphragm Load (Ib) 3,988 3,988 N/A N/A Revised CONTROLLING LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 20 of 26 TABLE |. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification A B Cc Check Wall Type OSB | BOTH] OSB Total Tributary Load Distance - H (ft) }| 21.0) 21.0 0.0 42.0 Tributary Load Fraction - H 0.500} 0.500} 0.000 1.0 Tributary Load Distance - G (ft) 0.0} 11.0; 11.0 22.0 Tributary Load Fraction - G 0.000} 0.500) 0.500 1.0 Applied Shear (Ib) 2,499] 3,533} 1,034 7,066 Wall Length (ft) S20! 32.0}- 22.0 Applied Unit Shear (Ib/ft) 7BE 149 47 Shear Wall Length (ft) 13.0] 22.5 6.0 Shear Wall Height (ft) 7.8 7.8 7.8 Unit Wall DL (Ib/ft) 185; 150) 150 0.6*[Unit DL on Wall] (Ib/ft) 111 90 90 Max. Hold-Down 3.0-ft SW (Ib) 1,119 Max. Hold-Down 8.0-ft SW (Ib) 865 Max. Hold-Down 13.0-ft SW (Ib)} 778 Max. Hold-Down 14.5-ft SW (Ib)| 572 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 3 4 Check Wall Type OSB | OSB | OSB | OSB Total Tributary Load Distance - H (ft) | 16.0 0.0 0.0; 16.0 32.0 Tributary Load Fraction - H 0.500} 0.000} 0.000} 0.500 1.0 Tributary Load Distance - G (ft) 0.0; 11.0) 11.0) 0.0 22.0 Tributary Load Fraction - G 0.000} 0.500} 0.500) 0.000 1.0 Applied Shear (Ib) 1,676] 999) 999] 1,676 5,349 Wall Length (ft) 42.0| 22.0] 22.0] 42.0 Applied Unit Shear (Ib/ft) 40 45 45 40 Shear Wall Length (ft) 20.5| 22.0) 17.0; 26.0 Shear Wall Height (ft) 7.8 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 380} 305; 305; 380 0.60*[Unit DL on Wall] (lb/ft) 2281. 163). 1631, .228 Max. Hold-Down 3.0-ft SW (Ib) 296 Max. Hold-Down 4.5-ft SW (Ib) -10 Max. Hold-Down 6.5-ft SW (Ib) -238 Revised WIND SHEAR LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 21 of 26 Max. Hold-Down 8.5-ft SW (Ib) -319 Max. Hold-Down 10.5-ft SW (Ib)} -694 Max. Hold-Down 14.5-ft SW (Ib)] -1,015 Max. Hold-Down 22.0-ft SW (Ib) -1,659 Revised WIND SHEAR LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 22 of 26 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification A B Cc Check Wall Type OSB |BOTH| OSB Total Tributary Load Distance - H (ft) } 21.0} 21.0 0.0 42.0 Tributary Load Fraction - H 0.500} 0.500) 0.000 1.0 Tributary Load Distance - G (ft) 0.0; 11.0} 11.0 22.0 Tributary Load Fraction - G 0.000} 0.500} 0.500 1.0 Response Modification Factor 6.500) 4.000} 6.500 Adjustment Factor for Load 1.000} 1.625) 1.000 Applied Shear (Ib) 1,440] 3,240} 555 5,235 Wall Length (ft) 32.0|, 320] 22.0 Applied Unit Shear (Ib/ft) 45; 101 25 Shear Wall Length (ft) 13.0) 22.5 6.0 Shear Wall Height (ft) 7.8 7.8 7.8 Unit Wall DL (Ib/ft) 185]... 150). 150 0.6*[Unit DL on Wall] (Ib/ft) 111 90 90 Max. Hold-Down 3.0-ft SW (Ib) 496 Max. Hold-Down 8.0-ft SW (Ib) 763 Max. Hold-Down 13.0-ft SW (Ib)} 142 Max. Hold-Down 14.5-ft SW (Ib)} 471 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 3 4 Check Wall Type OSB | OSB | OSB | OSB Total Tributary Load Distance - H (ft) 16.0 0.0 0.0; 16.0 32.0 Tributary Load Fraction - H 0.500} 0.000} 0.000) 0.500 1.0 Tributary Load Distance - G (ft) 0.0} 11.0) 11.0; 0.0 22.0 Tributary Load Fraction - G 0.000} 0.500} 0.500} 0.000 1.0 Applied Shear (Ib) 1,440] 555) 555) 1,440 3,988 Wall Length (ft) 420) 220) 22.0; 42.0 Applied Unit Shear (Ib/ft) 34 25 25 34 Shear Wall Length (ft) 20.5| 22.0) 17.0) 26.0 Shear Wall Height (ft) 7.8 7.8 7.8 7.8 Unit DL on Wall (lb/ft) S601 * 308]. GUS! SB0 0.60*[Unit DL on Wall] (b/ft) 226) 183) 1831"... 226 Max. Hold-Down 3.0-ft SW (Ib) 206 Revised SEISMIC SHEAR LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 23 of 26 Max. Hold-Down 4.5-ft SW (Ib) -81 Max. Hold-Down 6.5-ft SW (Ib) -309 Max. Hold-Down 8.5-ft SW (Ib) -523 Max. Hold-Down 10.5-ft SW (Ib)} -765 Max. Hold-Down 14.5-ft SW (Ib)] -1,105 Max. Hold-Down 22.0-ft SW (Ib)} -1,816 Revised SEISMIC SHEAR LOADS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 24 of 26 TABLE K. ROOF DIAPHRAGM CALCULATIONS Description Reference | Equation/Comment Value ROOF/FLOOR DIAPHRAGM CALCULATIONS TRANSVERSE LOADS Diaphragm Depth (ft) Table B Dimension b 32 Fpx Story Coefficient Table D SDS I/R 0.128 Diaphragm Weight - wpx (Ib) Table G Wpx 32211 Diaphragm Shear - Fpx Table G Fox 2,879 Diaphragm Shear/Weight Ratio (Fpx/wpx) ASCE Sect. 12.10.1 |Fp/Wpx 0.0894 Lower limit coefficient (0.2 SDS IE) ASCE Sect. 12.10.1 |0.2 SDS IE 0.1660 Upper limit coefficient (0.4 SDS IE) ASCE Sect. 12.10.1 {0.4 SDS IE 0.3320 Adjusted Coefficient Compared to Lower Limit ASCE Sect. 12.10.1 0.1660 Adjusted Coefficient Compared to Upper Limit ASCE Sect. 12.10.1 0.1660 Strength Level Diaphragm Shear (Ib) ASCE Sect. 12.10.1 {QE 5,347 Strength Level Diaphragm Unit Shear (lb/ft) [Calculation 1/2 Q/b 84 Service Level Diaphragm Shear (Ib) Calculation Q =0.7QE 3,743 Service Level Diaphragm Unit Shear (Ib/ft) Calculation vr = 58 SHEAR WALL DEFLECTION CALCULATIONS Cross Sectional Area of Shear Wall Chords (in?) |Design Drawings Achora = 2(1.5)(5.5) = 16.5 Shear Wall Height, h (ft) Design Drawings = 7.8 Average Shear Wall Length, b (ft) Design Drawings = 8.3 Average Unit Shear lb/ft Table J vASD 96.3 Maximum SL Seismic Unit Shear, v, (lb/ft) Table J = 134.8 Shear Wall Bending Deflection, y, (in) Calculation y, = 8vh*/EAb 0.0029 Shear Wall Shear Deflection, y, (in) Calculation y, = vh/Gt 0.0126 Shear Wall Nail Spacing, S (in) Specifications Sp = 6 Number of nails per foot Caculation S) 2 Unit Shear Per Nail, v,i (Ib) APA Design Guide’ |Vnai = W/S 67.4 Nail Load Factor, v; APA Design Guide’ _ | = Vnai/616 0.1094 Nail Slip Factor, e, APA Design Guide’ Je, = 1.2*(Vnai/616)°"* 0.0015 Nail Slip Deflection, y,, (in) APA Design Guide’ _[Yns = 0.75he, 0.0088 Hold-Down Deflection, y,,, (in) APA Design Guide’ |Yna = had/b 0.0310 Total Shear Wall Deflection, y.., (in) Calculation Ysw = Yb +¥s * Yns * Ynd 0.06 Calculated Story Drift, (in) Calculation 5, = Cy Yew 0.22 Allowable Story Drift, y, (in) ASCE 7 Table 12-12-1}0.020h 1.87 Does calculated deflection satisfy code maximum drift, 5x < 0.020h, per ASCE 7 Sec. 12.8.6 YES Revised ROOF DIAPHRAGM CALCULATIONS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 « A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 25 of 26 ROOF DIAPHRAGM DEFLECTION CALCULATIONS Modulus of Elasticity-Diaphragm Chord, E (psi) _|NDS - Table 4A No. 2 Hem-Fir, E = 1,300,000 Cross Sectional Area of Diaphragm Chords (in?) |Design Drawings Achord = 2(1.5)(5.5) = 16.5 Diaphragm Length (ft) Design Drawings L= 42 Blocked Bending Deflection (in) APA Design Guide’ |y, = 5vL°/8EAb 0.0056 Shear Modulus, Gt (Ib/in) Table A-3' 7/16-in OSB 83,500 Shear Deflection of Sheathing Panel (in) APA Design Guide’ |ys = vL/4Gt 0.0105 Diaphragm Nail Spacing, S (in) Specifications Sp = 6 Number of nails per foot Calculation = 2 Unit Shear Per Nail, V,qi) (Ib) APA Design Guide’ |Vnai = W/S 41.8 Nail Load Factor, v; Calculation Vp = Vnai/616 0.0678 Nail Slip Factor, e, APA Design Guide1 |e, = 1.2*(Vpai/616)" 0.0004 Nail Slip Deflection, y,, (in) APA Design Guide’ _|Yns = 0-188Le,, 0.0028 Chord Splice Deflection, y,, (in) APA Report T2002-17, April 17, 2002 0.0625 Total Blocked Deflection, y, (in) Ya = Yb tY¥s + Yns + Yes 0.0815 Factor for Unblocked Diaphragms APA Report T2002-17, April 17, 2002 2.50 Unblocked Diaphragm Deflection (in) APA Design Guide’ {Calculation 0.20 Check Diaph./Shear Wall Deflection Ratio>2.0 | |Calculation YalYew 2 2.07 3.68 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 Maximum Transverse Shear Load (Ib) Calculation v= 4,998 Diaphragm Span (ft) Design Drawings = 32 Diaphragm Length (ft) Design Drawings = 42.0 Diaphragm Shear per Unit Length (Ib/ft) Calculation 119 Diaphragm Maximum Moment (ft-lb) Allowable Nail Load (Ib) _ Calculation ~ INDS Table ~ |H-F & 10d Common. 26,240 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F = 1.6F nai 163.2 Minimum Number of Nails Required At Splices |Calculation Ny-min = C/F a 5.0 Maximum Nail Spacing at Splices (in) Design Drawings S= 6.0 Minimum Splice Length (in) Calculation Lsptice = SNw-min 30.1 Design Splice Length (in) Design Drawings Design Specification 48.0 Axial Chord Stess (psi) Calculation F.,4 = CIA= TIA 50 Allowable Parallel Compressive Stress (psi) _|WWPA Table 1 No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem-Fir 500 Note 1: Diaphragms And Shear Wall - Design/Construction Guide, November 2004. Revised ROOF DIAPHRAGM CALCULATIONS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 ry € A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 26 c ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 324 Tributary Area to Truss Connection (sf) Trusses @ 24-in 0.c. |A = 2b/2 =b 32:0 Maximum Wind Uplift Pressure, 85 mph, C (psf) |Calculated [0.5*(13.8+9.6)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 110 mph, D (psf}Calculated [0.5*(23.1+16)] x 1.47 -28.7 Maximum Wind Uplift Pressure, 120 mph, C (psf) |Calculated [0.5*(27.4+19.1)] x 1.21 -28.1 Maximum Wind Uplift Load At Connection (lb) [85 mph, Exp. C Fup = pA -453 Maximum Wind Uplift Load At Connection (Ib) [110 mph, Exp. D Fup = pA -920 Maximum Wind Uplift Load At Connection (Ib) [120 mph, Exp. C Fup = pA -900 Roof Unit Dead Load, wa (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) Fp, =0.6 wa 288 Revised ROOF DIAPHRAGM CALCULATIONS Printed 5/12/2010 Plan 1344-08 30-PSF Snow, 85 mph, Exp C, & SDC D1_NOMURA 5/12/2010 11/18/2018 11:42 3686522379 QPI PAGE File lay INSULATION CERTIFICATION This is to certify that in conformance with the current Washington State Energy Code, | have reviewed the energy package and certify that it has been installed in accordance with those standards in the building located at: HiLine Homes / Nomura Residence BUILDER / JOB 2519 Crest Ave~ Port Townsend, WA ADDRESS OF PROPERTY a5/14 DESCRIPTION OF INSTALLATION Exterior Walls: Fiberglass. | Johns Manvilte 5.5* . Type of material Manufacturer . Thickness R-value Ceilings batted: Fibergiass | Jonns Manville | 12" | R38 / Type of material Manufacturer Thickness F-valus Floors: : Fiberglass | Johns Manville | 10" R30 Type of material Manufacturer Thickness Reval Other: Infiltration — All openings in exterior walls caulked or sealed ___. Slab thermal break created ___ Vapor barriers installed per code | CERTIFY UNDER PENALTY OF PERJURY UNOER THE LAWS OF THE STATE OF WASHINGTON THAT THE FORGOING IS TRUE AND CORRECT. General Contractor Contractor's Registration No. By; Title: Sub-contractor: Quality Plus Insulation, Inc Contractors Ragistration No. QUALIP] 101 QE By: __ Tring Leste Title: Admin Date and Place: 11.18.10 Marysville, WA CMP }0- 056 aan Site sch nvess copain pie ‘een ins ~ jobsite plittl Abdelouahab Abrous, Ph.D., P.E. HiLine Homes 11306 62" Ave E Puyallup, WA 98373 (253) 770-2244 x132 August 17, 2010 Fred Slota City of Port Townsend Development Services 250 Madison Street, Suite 3 Port Townsend, WA 98368 Re: Pony Wall Sheathing JOB #: 10505381 PLAN #: 1344 Owner(s): Teri Nomura & Mike Bowen This letter addresses the project at 2519 Crest Avenue Port Townsend, WA 98368. The question raised is whether the pony wall under the wall separating the kitchen and bedroom 2 should be sheathed. This subject wall has not been used as a shearwall in the engineering calculations submitted for this plan. The reference to Detail 3 on Sheet S5 was inadvertently put on the plan and it was subsequently removed because it is not applicable to this plan. Detail 4 on Sheet S4 is a generic pony wall detail that specifies sheathing at interior shearwalls only. Because the wall in question has not been used as a shear wall, pony wall sheathing is not required. Please contact me if you have any questions. Sincerely, At—A~_4A41__ Abdelouahab Abrous, Ph.D., P.E. TRANSPORTATION markings as a bikeway but is accessible to bicyclists. Requirements for Class II bikeways on arterials and collector streets are as shown on Table 6-1 and on the Standard Details. Other classes of bikeways may be required based on the Non-Motorized Plan. 26. Driveways a. Driveway access onto arterials and collectors shall be avoided wherever possible. Driveway access shall not be allowed where other lot access methods exist and/or where access onto the street is considered to be unsafe. All driveways on lots which abut any arterial or collector street within the city shall either loop within the lot and provide separate points of access and egress to the street, or shall have an adequate turnaround within the lot so that vehicular traffic onto the street from such lot may enter the street by forward rather than backward movement. Joint use at property lines is encouraged. Width | a7 i. The maximum driveway width shall be-20 feet for residential uses and 30 feet for commercial uses. A wider commercial driveway width may be approved by the Public Works Director, where a substantial percentage of oversized vehicle traffic exists. In this case, the driveway should be sized to accommodate the largest vehicles. Where intersection openings are approved, the width shall be as determined by the Public Works Director. i Maximum one-way driveway width shall be 12 feet for residential and 22 feet for commercial driveways. Parking lot circulation needs shall be met on site. The public right-of-way shall not be utilized as part of a one way parking lot flow. Surface - All driveways shall be paved within the right-of-way except when fronting on an existing gravel street, in which case paving of driveways shall be included in the no-protest agreement to a LID. Semi-pervious pavement surfaces may be considered as an alternative to paving. Conditions of Approval i. All abandoned driveway areas on the street frontage to be improved shall _ be removed and necessary drainage and walkway shall be installed. il. Left turns from and to a driveway may be restricted as a development condition, or in the future if such maneuvers are found to be unduly hazardous. iil. Driveways shall be aligned wherever possible with existing driveways on the opposite side of the street. iv. Design of access points along SR 20 within the Gateway Corridor shall be consistent with the "Detailed Access Management Plan" in the Gateway Development Plan (Dated August 2, 1992). Vv. All driveways shall be angled ninety-degrees to the street, unless designated as right turn only with the approval of the Public Works Director. Vi. In commercial areas driveways should be consolidated at the property line for adjoining businesses. City of Port Townsend 6-19 April 1997 Engineering Design Standards PERMIT #_‘SOd19 - 107] es CITY OF PORT TOWNSE..w PERMIT ACTIVITY LOG DATE RECEIVED. G~\71-\0 f — SCOPE OF WORK: Now See DATE ACTION INITIALS S-~\14.10 | ENTERED INTO CHET TS S-\>)~10 | CHECKED FOR COMPLETENESS Nw) sik plan = ~ bot Copies aut ol fhe MIVE Shilo Plan pourew completes — Rat Dian Cem ton Hewiits Pup) See ZOVIAS, Ma ott hed ce Fe) === 7-TS~10 (HN cep Fee Prep ar ChOSsilp SE Kece.or rit onck of CLE B-~_/0 APPEESS NheSioned 5s 25(9 Chles PLar WiLL need) To ve ade tk Zf- : Y Aare f Zoning: wim Hawvulyon Merch) zs Setbacks OK? ne hac S107 ROS 4 0 ” Kare pr [ach al 44 onky jo} rag, o) Lot Size: o% S.ée% "They cay haves U0 +m 2¢’ hh LeHackllb* prooley Building Size: (34Y & Yr 32 > Ubon ~ S22 = 32% Lot Coverage: Mag GVO FD). 39% Pee PUD. FAR OK? uet Height OK? Urs Parking OK? 4, Car Garage Critical Area? Demo? Le ata Hight Lect (Claded [00h 1.00) Historic Rev? | Notice to Title? iz Lots of Record? V BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-107 Permit Type Residential - Single Family - New Project Name New SFR Site Address — 2519 CREST AVENUE Parcel # 955900082 Project Description New SFR Fee Information Project Details Project Valuation $140,352.60 Decks — Residential (Covered) 32 SQFT Hamilton Heights Transportation 156.00 Dwellings ~ liye © wiiod Beanie Lae SQFT Fee Private Garages — Wood Frame 484 SQFT . . on F Hamilton Heights Recreation Fee 200.00 aes Heat Type: ELECTRIC BBH PLAN REVIEW DEPOSIT 150 150.00 ; : . Bedrooms: 2 Construction Type: V - B PLAN REVIEW REFUND 150 -150.00 Bathrooms: 2 Occupancy Type: R-3/U-1 Site Address Fee 3.00 Building Permit Fee 1,223.35 Record Retention Fee for Building 10.00 Permit Technology Fee for Building Permit 24.47 Energy Code Fee - New Single 100.00 Family Unit Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential Plan Review Fee 795.18 State Building Code Council Fee 4.50 Total Fees $ 2,816.50 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Ten Al OMU Vo Date Issued: 06/07/2010 — A! ; Issued By: MWAY Signature _{n— ov— Date G CL C Date Expires: 12/04/2010 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-107 Permit Type Residential - Single Family - New Project Name NewSFR Site Address 2519 CREST AVENUE Parcel # 955900082 Project Description New SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Bowen Michael P Owner Bowen Michael P Contractor Owner Builder Q- STATE exempt 12/31/2010 *** SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Date Issued: 06/07/2010 Issued By: MWAY Signature — __ Date Date Expires: 12/04/2010 Print Name _ BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-107 Permit Type Residential - Single Family - New Project Name New SFR Site Address 2519 CREST AVENUE Parcel # 955900082 Project Description New SFR Conditions 10. Hours of construction are limited to 7:30 a.m. to 6:00 p.m. Monday through Friday; prohibited on weekends and national holidays. Any exceptions made necessary by special and unusual circumstances must be approved in advance by the DSD Director. 20. Contractor shall minimize dust during construction, using measures including watering of the site, backfilling as soon as possible, and sweeping impervious surfaces where soil may be tracked. No chemical dust suppressants shall be used. 30. Grading permit GRD10-006 was issued May 4, 2010 with an arborist report suggesting three large Doug Fir trees removed. Any other trees with a diameter at 4-1/2 inches above the ground which are ten feet or more from any building pad, roadway, utility or drainage will not be removed unless in the opinion of an arborist they constitute a danger. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Date Issued: 06/07/2010 Issued By: MWAY Signature _ Date ee Date Expires: 12/04/2010 Print Name GRADING construction. Silt fence, construction entrance, etc. must be maintained throughout construction. City of Port Townsend Development Services Department S 250 Madison Street, Suite 3, Port Townsend, WA 98368 ; 5 we) (360)379-5095 ; fl ics" we l \ Project Information Permit # GRD10-006 wl on Permit Type Grading Project Name Clear Lot for New SFR Site Address 2519 CREST ST Parcel # 955900082 Project Description Clear Lot for New SFR Conditions 10. Placement of fill at an off-site location may require a separate grading and/or filling permit. The applicant is responsible for ensuring that all proper permits have been obtained. 20. Temporary Erosion and Sediment Control measures shall be installed within three days e.g. hydroseeding, straw mulch, secured 6 mil black poly, etc. Fencing shall be installed to secure soil erosion and maintained during the duration of the projects. If the proposed single family residence is not built within 30days of clearing the site, the site will be required to be premanently re-vegetated per the 2005 Department of Ecology Stromwater Management Manual for Western Washington. See attached information on fencing, construction entrance, and silt fence. 30. Limits of clearing and grading shall be staked in the field; any change to approved plans requires approval prior to , ) making changes in the field. 35. Trees having a diameter at 4-1/2 feet above the ground of six inches or more and which are ten feet or more from any building pad, roadway, utility or drainage will not be removed unless, in the opinion of an arborist, they constitute a danger (Per Hamilton Heights SEPA Required Mitigation Measures.) Three trees (two 12" diameter fir 7 and one 24" diameter fir) are to be retained - see site plan. 40. Trees to be retained on-site will need to be protected with high visibility fencing as to not be damaged during construction. Trees not shown on plan to be removed shall not be topped and/or damaged at all during construction 50. Erosion and sediment control measures and construction entrance must be installed and inspected prior to } eH! Development Services CHY OF PORT TOWNSEND DSD 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619. www .cityofpt.us Residential Building Permit Application Project Address: 2514 Crest Ave. Zoning: _K-A_, (Hannon Hedshts amendments) Parcel# 955-900 - 082 Bieck: (Phase /A) Lot (s): Legal Description (or Tax#) Office Use Only Addition: Hana Hon Hels hts Permit # BLD10-_\ oS] 52 Associated Permits: Project Description: ew Single Family Residen CL 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. Property Owner/Applicant: Name: Teresa Nomura + Midhgel Bowen Address: 380 E- Moore Sf. City/StiZip: Port Had lock, WA 78334 Phone: Email: nNomurn2@ windevmere. com Contact/Representative: Name: _T7ém Nomura Phone: (3¢0) 53/-/1602 Email: Hornura@ Windermere «COM Contractor: xf Same as Owner Name: /éresa Nomura + Michael Bowen Address: 380 E- Moore SK. city/suzip: Port Had lock , WA 48339 Phone:(360) 53/-/602 Email: Nomura @ windeymere: COM State License #: Exp: City Business License #: Building Information (square feet): 1" floor /AYY Garage: a a 2" floor Carport: 3" floor Other: Basement Finished: Unfinished: Decks / Porches Covered: 32 Uncovered Heat Type: Convectair,_ Allegre , oS Electric__ _ Heat Pump Other. Total: #Bedrooms #Bathrooms Z Size of lot 2O/5 square feet Total Lot Coverage (Building Footprint):* Square feet: [$28 % 26 Impervious Surface:* Square feet: 2 AG ( *Total existing & proposed Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: First Federal Project Valuation: $ 89,941, What year was the structure built? new- 2010 If work includes demolition, see Page 2. Any known wetlands on the property? Y N Any steep slopes (>15%)? Y (N) | hereby certify that the information provided is correct, that | 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: teresa Niomuye = Signature: ke — Alan — Date: stb [10 Page 1 of 2 - 1/4/2010 -OVER- HAMILTON HEIGHTS PLAT ~ AND PLANNED UNIT DEVELOPMENT (PHASE 1A) CITY OF PORT TOWNSEND HASTINGS AVENUE IN SECTION 4, TOWNSHIP 30 NORTH, RANGE 1 WEST, W.M., JEFFERSON COUNTY, WASHINGTON aa CITY OF PORT TOWNSEND . 25TH STREET sar2eiz'w NORTH LINE HAMILTON ADOITION ECEIWVE APR 26 2010 CITY OF PORT TOWNSEND DSD fein CCK AVAl CMC: Tee Re BY. SHRe KAC samt 01 3004 - HAM _FiM-050297 $8928°05"W 5 ADDITION _| careo FOS: LA L . NO T 10 ' S E 8 ’ Pd 20°! 20 1 “9 NEI°49°SS- Ww 97.20° 1k . by fe 70 8 NES 49°55" W E 97.20° ix [8 8 & {a Ts ba] NB 49°55 W & 8 97.20° 2 : . =! 3 12 8 3 NES 49°55°W ps 97.20° ik ; toi 73 avg NET 49°55 Ww & 97.20° al 18 aK “ja 14 a4 20° 20 N8I'49°55°W )} Pug i aed i 97.207, \ A095" t RQ Fa 0 aa AVENUE Ris per BR 1 iz & Ey a ee = N «ee < 9°}20° S89 49'SS°E ON 4 J 97.20° / 4 3 675) 8 ae La) “ 8 S89'15'38"W 2 97.21 q ; a 16 \ [<x [ae 20 4 | &@ e = SOT 16:35" Ww 20TH STREET 86 4 , 5 5 " NB9°49'SS°W 10.00° LG 5 NO T 10 ° 0 5 E — HO W A R D CI T Y OF PO R T TO W N S E N D ST R E E T MO N U M E N T A T I O N PL A N BY EE AN D E R S O N 30 25 ) sn SCALE N FEET @ DENOTES SET 5/8" REBAR WITH PLASNC suRVEY CAP STAMPED “CLARK 12225". DENOTES FOUND BRASS CAP WW CASED MONUMENT DENOTES 10 FOOT VEGETATED BUFFER. NOTES: 4. THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE METHODS USING A TOPCON 5 SECOND TOTAL STATION WITH SOME DISTANCES MEASURED WITH A STEEL TAPE 2. THIS SURVEY IS BASED ON THE CITY OF PORT TOWNSEND MONUMENTATION PLAN BY E.E. ANOERSON. J. FOR ADOINONAL SECTION SUBOMISION, SEE VO 5 OF SURVEYS, PAGE 157. LINE TABLE: UNE DIRECTION DISTANCE T S8F49°55°E 20.80° 1e] S87 49°55 ~ 20.80" 7 SBT 495: 20.00" SBF 49°35 20.00" ts 406.80" CURVE PADS LENGTH DELTA 4 “3000 —} — 385 053527 J 65.22° 09°50 cy 420.00" 29.68" 10°51°59 L “O A U 39 V d C r e s t A v e , ‘ N p r e fo r K e : n b s m y e e F e e a t h e @ ~ “ e t e oi e + = Y ) T h a n k s ” . a N i S G r a n e 2 2 1 5 4 3 o F q o 2 1 3 5 a e 4 | S 2 1 2 2 = C N W T o n t Cc ) | 3 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-II R-IV MAXIMUM HOUSING 4 dwelling units (Multiple 8 dwelling units (Multiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY (units per dwelling units on a single lot | dwelling units on a single lot of lot area of lot area 40,000 square foot area) must be contained within a must be contained within a single structure, except: a single structure, except: a permitted accessory dwelling | permitted accessory dwelling unit (ADU) may be unit (ADU) may be established in a separate established in a separate building if allowed by building if allowed by 17.16.020 PTMC) 17.16.020 PTMC) (10,000 sf of lot area per unit) | (5,000 sf of lot area per unit) MINIMUM AVERAGE 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous parcels (units per 40,000 square under single ownership foot area) are 12,000 square-feet in size or greater MAXIMUM NUMBER 4 (Note: limited structures 4 (Note: limited structures No limit No limit OF DWELLING UNITS with more than 4 dwellings with more than 4 dwellings IN ANY ONE per structure may be permitted per structure may be STRUCTURE through the PUD process, see | permitted through the PUD Chapter 17.32 PTMC.) process, see Chapter 17.32 PTMC.) MINIMUM LOT SIZE 10,000 sf = single-family 5,000 sf = single-family 3,000 sq ft = single-family detached detached detached; 5,000 sf = single-family attached (duplex); 7,500 sf = single-family attached (triplex); and 10,000 sf = single-family attached (fourplex) and multi- family’ MINIMUM LOT 50’ 50° 30’ except: 100’= WIDTH multifamily MINIMUM FRONT 20’ except: 10’ except 20 feet for 20’ except: 20’ except; YARD SETBACKS 50’= barns and agricultural garages with vehicle access 10’ w/side or rear 10’ w/side or rear buildings facing a street right-of-way parking/garages; garages parking; no setback for and 50’=barns and with vehicle access facing multifamily structures agricultural buildings a street right-of-way must located within 200 feet be setback 20’; no setback | of an abutting mixed use for multifamily structures zoning district located within 200 feet of an abutting mixed use zoning district MINIMUM REAR 20’ except: 10’ except: 10’ except: 15” except: YARD SETBACKS 50’ = barns and agricultural 100’ = barns and agricultural | no setback for multifamily | 20” if directly abutting buildings, and 100’ if abutting buildings structures located within | an R-I or R-II district; no a R-II, R-III, or 200 feet of an abutting setback for multifamily R-IV zoning district mixed use zoning district | structures located within 200 feet of an abutting mixed use zoning district See Back of This Page For More ' In order to achieve the minimum density, subdivision of parcels 12,000 square feet or greater shall not allow individual lots larger than 4,000 square-feet unless said lots are reserved for multi-family dwellings. P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 1 of 2. 05/15/09 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-II R-IV MINIMUM SIDE 5° except: 5” except: 5” except: 15’ except: YARD SETBACKS 10’= abutting a street r-o-w; 10’= abutting a street r-o-w; 10’= along a street r-o-w; 20’ if directly abutting 20 feet for garages with 20 feet for garages with 20 feet for garages with an R-1 or vehicle access facing a street | vehicle access facing a street vehicle access facing a R-II district; no setback right-of-way and 50’ barns right-of-way and 100’= street right-of-way and no for multifamily and agricultural buildings and barns and agricultural setback for multifamily structures located within 100’ if abutting a R-II, R-II, buildings structures located within 200 feet of an abutting or R-IV zoning district 200 feet of an abutting mixed use zoning district mixed use zoning district MAXIMUM 30° 30° 35° 35’ BUILDING HEIGHT MAXIMUM LOT 25% 35% except 40% where an 45% 50% COVERAGE ADU is included on the lot MAXIMUM FENCE Front=4’; Side=8’; Side Front=4’; Side=8’; Side Front=4’; Side=8’; Side Front=4’;Side=8’; HEIGHT* abutting a public right-of-way abutting a public right-of- abutting a public right-of- Side abutting a public =4’; rear=8’ way = 4’; rear=8’ way =4’; rear=8’ right-of-way =4’; rear=8’ e¢ NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 2967 > 4.2.2008; Ord. 2939 39 1,2, 2007; Ord. 2913 a 2, 2005; Ord. 2925 3 4, 2003; Ord. 2782 > 4, 2001; Ord. 2716 3 4.3, 1999; Ord. 2700 9 11, 1999; Ord. 2571 3 2, 1997). P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 2 of 2. 05/15/09 Ci We el V 17 TE R L NO M U R A +T M I K E Bo w e n No sc a u e : ! Ye i l = y co o r $1 23 + F Vi . 38 0 E. 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BOX 1601 PORT HADLOCK, WA 98339 (360) 774-0183 EMAIL: treeguy.patrick@gmail.com City OF PORT TOWNSEND BSD Teri Nomura 380 E. Moore Street Port Hadlock, WA 98339 I was contacted by Teri Nomura on 5/6/2010 in regards to three (3) Douglas fir trees she needed an evaluation and report on. Located on the corner of Crest and Rainier Street, Port Townsend, WA where she will be building her home. I met with her on 5/7/2010 and went over the trees in question, I did a thorough evaluation on said trees, and these are my findings I have also attached photographs for visual confirmation. Tree #1 Douglas fir (Pseudotsuga menziesii) 12 inches in diameter at breast height. This tree is visibly stressed it has needle cast and clorisis which are signs of stress and decline. Douglas firs are only mildly tolerant to construction damage and grade change, soil compaction. Due to the location of the driveway and the current state of the tree this is not a viable leave tree. I would remove this tree and replant with a more suitable tree that would prosper. I do not feel that erecting a tree protective zone during construction would be enough to sufficiently protect this tree for its already in decline. Tree #2 Douglas fir (Pseudotsuga menziesii) 24 inches diameter at breast height. This tree is a semi mature Douglas fir. It has needle cast and wound seepage from improper collar cuts it also appears to have two large frost cracks approximately 35 feet from grade. Due to the location of the house and the abiotic and biotic defects of this tree and these trees only being moderately tolerant to construction damage, grade change and soil compaction this is not a viable leave tree I would remove this tree and replant with a more suitable tree that would prosper. I do not feel that erecting a tree protective zone would be sufficient enough to maintain its current health. For it is already stressed. Tree #3 Douglas fir (Pseudotsuga menziesii) 12 inches in diameter at breast height. This tree has multiple defects, dogleg and spike knot at approximately 40 feet from grade these two defects are prone to failing in high winds. Especially when they are in the same location, it has a dense canopy above the defects which creates a large canopy acting as a sail. This is not a viable leave tree this tree should be removed and replaced with a more suitable tree. Considering the location of the house, and the multiple defects prone to failing in high winds. To eliminate any risk to structures or lives these trees should be considered for removal. They are all in decline or have defects prone to failing in high winds. After the clearing for the home,trees 1 and 2 will be exposed to elements they are not accustomed to dealing with that along with the defects and poor health of the trees make them even more dangerous. It is in my professional opinion that these three (3) trees should be removed and replanted with more suitable trees that will prosper after completion of the house being built, so there is no risk of them being damaged during the construction phase. Sincerely, Patrick Wakefield ] 5 r E L o VE E O C E CH 8 7 - Cl 0 8 I S I S s v o n l s 0 ST E E S S F LE L L I A S S TE B E T E . | w y F 2 E S T C B A C H S , 08 K I S S H A M E S Wo o n St E P M s e FO N M7 ) (P P A O M E V E CE U W A E C0 7 As HE L L Y TO t E OS FF DO C L A ? DE F E C T ) PO S SR / B E Kr i e r SA N E CO C B T I O N . AN G te PO N E FO Pr o i t i r i s pr ) bi l o bt r ~ s d s - May 9, 2010 D ECEIVE Chris Webb MAY 10 2010 2167 Rainier St. Port Townsend, WA 98368 CITY OF PORT TOWNSEND Parcel # 955-900-083, Lot 83 psd To Whom It May Concern: Iam Chris Webb. I own the house on Lot 83, next to Lot 82 in Hamilton Heights. Teri Nomura and Mike Bowen, who own Lot 82, have my permission to: -Remove the two fir trees that are on or near the borderline between our properties; -Remove vegetation that overlaps both properties, as needed; and -Add fill to the dip in grade between the two properties. As there is a buffer of vegetation on my property just beyond my fence, it is not necessary to have a construction fence between these two properties. fbimz (Jl FF =10-10 Chris Webb Date J) City of Port Townsend Development Services Department TERE DROT ThE | 250Madison Street, Suite 3 sD Port Townsend, WA. 98368 — (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: bX Exhaust Option O) HVAC Integrated Option If you chose “Exhaust Option,” complete the following: e Where is your whole house fan located (what room, etc.)? Hallway /Laund ru e What size is the whole house exhaust fan? See table below:_|OO Ex M Floor Bedrooms Area, ft2 | 2 or less 3 4 5 6 7 8 Min Max Min Max Min Max Min Max Min Max Min Max Min Max < 500 50. 75 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 5583 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 95 143 110 165 125 188 140 210 155 233 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 85 128 100 150 115 173 130 195 145 218 160 240 175 263 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 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. e 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? EJ Window Port 0 Wall Port See next page C:\Documents and Settings\markp\Local Settings\Temporary Internet Files\Content.Outlook\Y CF WUM82\Checklist-Indoor Air Quality .doc DE E In| =| |] | || TYPE OF HEATING: { ! ey . L - J e Electric: C ND ¥J Wall Heater Baseboard UO Electric Forced Air OO Boiler e Non-Electric: O Propane O Oil Heat O Heat Pump O Boiler VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: e Floors: I Plywood with exterior glue Poly plastic (greater than or equal to 4 millimeter thick) @M\\ mew Space OBacked batts e Walls: OPoly plastic (greater than or equal to 4 millimeter thick) OFace-stapled, backed batts ‘BlLow-perm paint © Ceilings: Not required where ventilation space averages greater than or equal to 12 inches above insulation EiFace-stapled, backed batts OPoly plastic (greater than or equal to 4 millimeter thick) (CiLow-perm paint HEAT PUMP EFFICIENCY: jJ AN As listed in the ARI directory, heat pump efficiency shall be met as follows: OSplit system, air source heat pump: HSPF greater than or equal to 6.8; COP greater than or equal to 3.0 DSingle package, air source heat pump: HSPF greater than or equal to 6.6; COP greater than or equal to 3.0 OWater source heat pump: COP greater than or equal to 3.8 OGround source heat pump: COP greater than or equal to 3.0 CENTRAL COMBUSTION HEATING SYSTEM AFUE: |\{ / A As listed in the GAMA Directory, the central combustion heating system AFUE rating shall be: OGreater than or equal to .78 (Med. Prescriptive Options & Chap 5 Calculation) OGreater than or equal to .74 (low Efficiency Options) OGreater than or equal to .88 (High Efficiency Options) OOther (as per Systems Analysis Qualification) C:\Documents and Settings\markp\Local Settings\Temporary Internet Files\Content.Outlook\YCFWUM82\Checklist-Indoor Air Quality .doc RESIDENTIAL BUILDING PERMIT APPLICATION ———- ————e CHECKLIST In\ EGE i IN| J) J This checklist is for new dwellings, additions, remodels, and garages. il \\ IJ I Xi Residential permit application. u ul = | x Washington State Energy & Ventilation Code forms — _ | }xTwo (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: CITY OF PORT TOWNSEND | 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: Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6 7 a — Occupancy separation between dwelling and garage (if applicable) . 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 Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation SExterior 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 Ne ) . %K 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 - 1/4/2010 -OVER- Hors. ~ ontlactUs | Language { Country Products Where to buy Wattage calculation Downloads a OSE YOUR HEATER CLOSE TO HOME Quick. EASY AND PRECISE BROCHURES AND MORE : <——eree Of PORT TOW! NSEND i ; i j i OSL Jazz ante ALLEGRO nn Allegro = “sce [2ov = KeaaIRE E]] The new generation of heating units The Allegro family weds technology and design in a high-performance natural convection heating system. The simple and intuitive digital control makes managing comfort easy and maximizes energy savings. Offered in 14-inch, 18-inch and 26-inch heights. — Programmer-compatible. Starting at: $358.00 * TECHNICAL SPECS TO KNOW MORE DOCUMENTATION INSTALLATION Quick-mounted surface installation with easy snap-on bracket that also serves as marking template. ALL ALLEGRO ALLEGRO’? ALLEGRO" Connection 240v, 60 cycles flexible cord connection, with the GO BOX MORE IMAGES technology. Can be connected with or without a 2 x3 wall box (not included). Installation height 4 in (10 cm). Clearances Front: 20 in (50 cm) Sides: 6 in (15 cm) Above: 4 in (10 cm). Note 3-conductor cable or 2-conductor cable plus a third wire should be used if unit is to be linked with the Convectair Programmer module (7392 FP). HEATING ELEMENT Total capacity (500 a 2000 W) Convection X-shaped, monoblock element made of surface-treated extruded aluminum. Thermal Protection Manual reset overheat protection. TEMPERATURE CONTROL Electronic thermostat Lockable built-in electronic proportional-action thermostat ultraprecise to 1/5°F (1/10°C ) with digital controls. Programmer Control panel designed to accept the 7392 Programmer module. CONTROL PANEL Location Located on top right hand side of the unit with lockable protective cover. LCD display with lockable digital controls. Key 1 On/Off key. Key 2 4-Operating mode selection key Comfort; Economy (setback from 6.3°F / 3.5°C from your comfort settings); Frost protection (45°F / 7°C) Program (automatic setback when connected to the Convectair Programmer — see technical specifications for catalogue number 7392). « + and - » Keys. Set the temperature and lock the controls. Heating indicator symbol. CABINET Steel construction with polyester/epoxy anti-rust powder coating. Cabinet Unique design. Louvres Front-louvered air outlet that hides the unit interior and directs heat towards the centre of the room. Color BB = White BM = Mimetic White PRICE AND DIMENSIONS - Attecro 14 Dimensions: Height: 36cm/141/8" Depth: 11cm/41/4" No product 240V ameY nisin Color Price Watts BTU/h Watts BTU/h cm in 7302-CO5BB 500 1706 =. 375 1279 48,9 191/4 White $358.00 7302-CO5BM 500 1706 375 1279 48,9 191/4 Mimetic white $358.00 7302-C07BB 750 2559 562 1917 56,9 223/8 White $375.00 7302-C07BM 750 2559 562 1917 56,9 223/8 Mimeticwhite $375.00 7302-C10BB 1000 3412 750 2559 64,9 2561/2 White $394.00 7302-C10BM 1000 3412 750 2559 64,9 251/2 Mimeticwhite $394.00 7302-C12BB 1250 4265 937 3197 84,9 33 3/8 White $412.00 7302-C12BM 1250 4265 937 3197 84,9 333/8 Mimeticwhite $412.00 7302-C15BB 1500 5118 1125 3838 84,9 333/8 White $433.00 7302-C15BM 1500 5118 1125 3838 84,9 333/8 Mimeticwhite $433.00 7302-C17BB 1750 5971 1312 4476 112,9 44 1/2 White $454.00 7302-C17BM 1750 5971 1312 4476 112,9 441/2 Mimeticwhite $454.00 7302-C20BB 2000 6824 1500 5118 112,9 44 1/2 White $475.00 7302-C20BM 2000 6824 1500 5118 112,9 441/2 Mimeticwhite $475.00 PRICE AND DIMENSIONS - AtLeGro 18 Dimensions: Height: 47cm/181/2" Depth: 11cm/41/4" 240 V 208 V Width No product . Color Price Watts BTU/h Watts BTU/h cm in 7303-CO5BB 500 1706 375 1279 48,9 191/4 White $358.00 7303-CO5BM 500 1706 375 1279 48,9 1941/4 Mimeticwhite $358.00 7303-C07BB 750 2559 562 1917 48,9 19 1/4 White $375.00 7303-CO7BM 750 2559 562 1917 48,9 191/4 Mimeticwhite $375.00 7303-C10BB 1000 3412 750 2559 56,9 22 3/8 White $394.00 7303-C10BM 1000 3412 750 2559 56,9 223/8 Mimeticwhite $394.00 7303-C12BB 1250 4265 937 3197 64,9 251/2 White $412.00 7303-C12BM 1250 4265 937 3197 64,9 251/2 Mimeticwhite $412.00 7303-C15BB 1500 5118 1125 3838 76,9 30 1/4 White $433.00 7303-C15BM 1500 5118 1125 3838 76,9 301/4 Mimeticwhite $433.00 7303-C17BB 1750 5971 1312 4476 84,9 3337/8 White $454.00 7303-C17BM 1750 5971 1312 4476 84,9 333/8 Mimeticwhite $454.00 7303-C20BB 2000 6824 1500 51:8 84,9 333/8 White $475.00 7303-C20BM 2000 6824 1500 5118 84,9 333/8 Mimeticwhite $475.00 PRICE AND DIMENSIONS - ALLEGRO 26 Te IR Dimensions: Height: 68cm/263/4" Depth: 11cm/41/4" [| | No product be 200N Width Color Price Watts BTU/h Watts BTU/h cm in 7304-CO5BB 500 1706 375 1279 32,9 13 White $358.00 7304-CO5BM 500 1706 375 1279 32,9 13 Mimetic white $358.00 7304-C07BB 750 2559 562 1917 36,9 141/2 White $375.00 7304-CO7BM 750 2559 562 1917 36,9 141/2 Mimeticwhite $375.00 7304-C10BB 1000 3412 750 2559 40,9 16 1/8 White $394.00 7304-C10BM 1000 3412 750 2559 40,9 161/8 Mimeticwhite $394.00 7304-C12BB 1250 4265 937 3197 48,9 191/4 White $412.00 7304-C12BM 1250 4265 937 3197 48,9 191/4 Mimeticwhite $412.00 7304-C15BB 1500 5118 1125 3838 56,9 22 3/8 White $433.00 7304-C15BM 1500 5118 1125 3838 56,9 223/8 Mimeticwhite $433.00 7304-C17BB 1750 5971 1312 4476 64,9 25 1/2 White $454.00 7304-C17BM 1750 5971 1312 4476 64,9 251/2 Mimeticwhite $454.00 7304-C20BB 2000 6824 1500 5118 76,9 30 1/4 White $475.00 7304-C20BM 2000 6824 1500 5118 76,9 301/4 Mimeticwhite $475.00 * Manufacturer's suggested retail price - contact your contractor or dealer. Prices are subject to change. You can also look at: =... Allegro Duo , SN Leas — Home | Coniactus | Sitemap {| About Convectair | Legai information Copyright © 2008 Convectair NMT Inc. AH rights reserved. CANADA FRANCAIS | CANADA ENGLISH | USA Programmer TOOT Jefferson County, WA CITY OF PORT TOWNSEN AMEND 22.00 CITY OF PORT TOWNSEND CITY CLERK WATERMAN & KATZ BUILDING, SUITE 201 a 181 QUINCY STREET ; PORT TOWNSEND, WA 98368 FOURTH AMENDMENT TO THE PROPERTY USE & DEVELOPMENT AGREEMENT for HAMILTON HEIGHTS PLANNED UNIT DEVELOPMENT GRANTOR/GRANTEE: City of Port Townsend; Hamilton Heights, L.L.C. REFERENCE DOCUMENTS: Hamilton Heights Property Use & Development Agreement AFN #396363 First Amendment AFN# 40905 1 Second Amendment AFN# 407913 Third Amendment AFN# 415219 JEFFERSON COUNTY TAX PARCEL NUMBERS: 955-900-001 through 955-900-015; 955-900-044 through 955-900-061; 955-900-063 through 955-900- 082; 955-900-098 through 955-900-101; 001-044-006; THIS AMENDATORY AGREEMENT is made and entered into by and between the City of Port Townsend, a municipal corporation, hereinafter referred to as "City," and Hamilton Heights, L.L.C. and its successors and assigns, hereinafter referred to as "Developer." WITNESSETH WHEREAS, the Developer owns certain real property situated in the City of Port Townsend, Jefferson County, Washington, legally described as follows: Lots 1 —15 and Lots 80-82 of Phase 1-A Hamilton Heights Plat of the City of Port Townsend, according to the plat recorded in Volume 7 of Plats, pages 70- 75, records of Jefferson County; Also, Lots 44 -79 and Lots 98-102 of Phase 1-B Hamilton Heights Plat of the City of Port Townsend, according to the plat recorded in Volume 7 of Plats, pages 87-93, records of Jefferson County; Also, that unrecorded portion of the Hamilton Heights Preliminary Plat known as Phase Il, the full legal description for which is contained in Exhibit A. All located within Section 4, Township 30 North, Range 1 West, W.M., within the City of Port Townsend, Jefferson County, Washington; WHEREAS, the City and Developer have entered into a certain Property Use and Development Agreement (PUDA) dated November 15, 1996, and recorded in Volume 564, pages 592-655, in the official records of the Jefferson County Auditor, under Auditor file number 396363; and OTA 2723+ () 2004 Jefferson County, wa CITY OF PORT TOWNGEN AMEN eae4 8 : WHEREAS, an amendment to the original Property Use and Development Agreement (PUDA) was approved by City Council on June 16, 1997. The first amendment altered the phasing of construction to allow three distinct phases where two phases were originally approved; and, WHEREAS, a second amendment to the original Property Use and Development Agreement (PUDA) was approved by City Council on January 20, 1998. The second amendment involved improvements to the intersection of Hastings Avenue and Howard Street; operation and maintenance of the sewer lift station; and clarifying how future PUDA amendments would be processed pursuant to Chapters 20.01 and 17.32 of the Port Townsend Municipal Code (PTMC); and, : WHEREAS, a third amendment to the original Property Use and Development Agreement (PUDA) was approved by the BCD Department on October 13, 1998. The third amendment allowed for all future Structures within Hamilton Heights to comply with the setback requirements of the R-II zone; and, WHEREAS, Mr. Robert G. Stewart, acting as authorized representative for Hamilton Heights, L.L.C. has WHEREAS, the Port Townsend Building & Community Development (BCD) Director granted approval to the requested amendments, as set forth in the Findings and Conclusions of Land Use Permits (LUP) 04- 050; and NOW THEREFORE, IT IS AGREED to amend the original Agreement as follows: 1, Lot coverage permi ithi amilton Heights PUD shall be limited to 39%, = 2. No other amendments or modifications to the recorded PUDA not expressly authorized by this Agreement are authorized or approved. 3 ATH IN WITNESS WHEREOF, the parties hereto have executed this Agreement this 24 day of \wé , 2004, CITY OF PORT TOWNSEND HAMILTON HEIGHTS, L.L.c. RTS: Robert G. Stewart Receipt Number: BLD10-107 955900082 Hamilton Heights Transportation Fee $156.00 $156.00 $0.00 BLD10-107 955900082 Hamilton Heights Recreation Fee $200.00 $200.00 $0.00 BLD10-107 955900082 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-107 955900082 Site Address Fee $3.00 $3.00 $0.00 BLD10-107 955900082 Building Permit Fee $1,223.35 $1,223.35 $0.00 BLD10-107 955900082 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-107 955900082 Technology Fee for Building Permit $24.47 $24.47 $0.00 BLD10-107 955900082 — Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-107 955900082 Mechanical Permit Fee per Dwelling Ui $150.00 $150.00 $0.00 BLD10-107 955900082 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD10-107 955900082 Plan Review Fee $795.18 $795.18 $0.00 BLD10-107 955900082 State Building Code Council Fee $4.50 $4.50 $0.00 Total: $2,666.50 10-0461 05/18/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-107 CHECK NIA ) $ 2,666.50 Total: $2,666.50 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-107 955900082 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK STARTER CHECK $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 City of Port Townsend Department of Finance 250 Madison St. Port Townsend, WA 98368 ETL T eit Licecretcoteceae tet tt ae teat tt st Date 04/20/2010 Time 10:50 Receipt No. 00088941 CR 620.62 9999 Misc Receipts 564.20 9999 Misc Receipts 56.42 Total 620.62 Cash 0.00 Other 620,62 Change Due 0.00 FIRST AMERICAN TITLE COMPANY OK, Customer #: 000000 Alpmo 24 / Boren Cashier: BOBBIG Station: PC4691