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HomeMy WebLinkAboutBLD10-133 ECEIVE maplo-odg BLD 10-132 Lo Pp OS - O/ ¥ JUN 30 2010 City of Port Townsend Pac Oh Development Services Department = — (<a CITY OF PORT TOWNSEND > UILDING ADDRESS APPLICATION Name of Property Owner: ean Beare 4 Mulee Cer 44 lo | Mailing Address: “Vaursend Wit T1+_ 2o44 Telephone: Property is located in: Addition: [alg Vice Pah Block(s): Faces/Access is from: tas tovowel’s <1 Lot(s): dl Parcel Number Fo 51od0 14 Directions to the Property (draw vicinity map on back), \Viadn PBhud Gate. 1 Sas Os, 2) QEC If this is a new ADU, has a building permit been applied for? ___Yes Notes: ___No Date: ADDRESS NUMBER ASSIGNED: | | Z- VEST BlLvcl Date of Approval: 1 ftgtoro Lbeaucle Cue For Department Use Only: Application Fee Received ($3.00): Date: 0 Post Office Copy to: O Finance 0 Fire Dept 0 Sheriff 0 Police O GIS QO) Public Works 0 DSD database 0 Assessor’s Office P:\DSD\Fonns\Building Forms\Application-Address Number.doc ; 2/5/09 ‘e G L L ZX L 20 0 2 S 1 1 0 0 "5 oy we se ra l el & LL L LO L OL 6 L6 cO L L8 - 51 ; 91 9 ak ii QC ( LS < ra s ) S\ N \ oN bp , zg r (Z L XV SS 3 7 ) 2x 8 42 te ad . “Y r ” =a & Oz O G4 o - g 2 a ZE . 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L] Sg N 8 | JI Z y b T [C c | vw S > 8 8 ‘ 8 LO Y b e| Z ‘R a A Z N aN cn PERMIT # BLD \0O-\33 CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG DATERECEIVED (0 30O- 20(9 SCOPE OF WORK: New SPR. DATE ACTION INITIALS (0: 30 - 10 | ENTERED INTO CHET Mu. (0. 40: (0 | CHECKED FOR COMPLETENESS NS (0-30-LO | Ad daACSS ROU 30 NE WAU 4q_ilei6 Ooptess APPioved: Vz vis Bd SE 1-\0-(O Twe PUTS —™ Uold Fog C.A.P. S(— AF~ Ze ~ 1 Gi. reremms tonsideted nbandonet [SF Letiee 1 (Avge +Beoder “ $44 TS Qf _ po) 7 Z-[X¥ 1G |WR LAER ['CKEpD VF Muse (44S 4F Zoning: Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend WA 98368 (360) 344-3057 FAX (360) 344-4619 April 6, 2011 Mike Carr & Bonnie Broder P.O. Box 804 Port Townsend, WA 98368 RE: LUPO8-014, Carr/Broder Critical Area permit New single family residence on steep slope critical area Lot 14, Plat of Island Vista Dear Mr. Carr and Ms. Broder, This is to inform you that on April 1, 2011, the Development Services Director determined that the above referenced application is considered abandoned and therefore withdrawn. In my letter to you dated September 2, 2010, I requested additional information to continue processing the above referenced application. To date, this required information has not been received by the City. Pursuant to the Port Townsend Municipal Code (PTMC) Title 20.01.110, C. Incomplete Application Procedure: “If the applicant received a determination from the city that an application is not complete or that additional information is required, the applicant shall have 120 calendar days to submit the necessary information to the city.” Further, "If the applicant either refuses in writing to submit additional information or does not submit the required information within the 120- day period, the director shall make a determination that the application A NATIONAL MAIN STREET COMMUNITY WASHINGTON’S HISTORIC VICTORIAN SEAPORT has been abandoned and is therefore withdrawn, according to the type I procedure in PTMC 20.01.040.” The 120-day time period expired on January 1, 2011. The building permit application (BLD10-133) for a new single family residence on the property associated with the above referenced land use permit has also been determined to be abandoned. Pursuant to the City Building Code, Section R105.3.2 Time Limitation of application: “An application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing unless such application has been pursued in good faith or a permit has been issued...” The building permit application was filed on June 30, 2010. It therefore expired on December 30, 2010. This also means that the public works permit (MIP10-066) for the driveway apron and utility hook-ups for the proposed single family residence is also considered abandoned as of that same date. Should you choose to pursue development of the site at a later date, the proposal would be considered a new application subject to applicable fees and development standards in effect at the time. If you have any questions, please don’t hesitate to contact me at (360) 344-3070 or via email at jmcdonagh@cityofpt.us. } enior Planner Cc: Kevin Coker, Coker design Works, LLC Fred Slota, DSD Building Official City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 385-5095 FAX (360) 344-4619 September 2, 2010 Mike Carr & Bonnie Broders PO Box 804 Pt. Townsend, WA 98368 RE: LUP08-014, Carr/Broder Critical Area permit New single-family residence on steep slope critical area Lot 14, Plat of Island Vista Dear Mike, I wanted to write and give you an update on the above referenced permit. I’ve met twice with your representative Kevin Coker recently. He has submitted portions information that has been outstanding on the above referenced permit (see attached letter from Pat Iolavera, Senior Planner dated S. I have also gone over the critical area permit and its missing information with Judy Surber, Planning Manager in our office. We’ve agreed that what is still missing from this project (and has been since Ms. Ioalavera’s time with it) is an engineered stormwater plan, together with a clearing, grading and erosion control plan. Kevin’s verbal description of what would be done (i.e. pervious concrete on the driveway and walkways; tight lined roof drains and footing drain, all stormwater being directed to the bottom of the swale with a dissipater, etc.) is a good start. However, per the city’s Critical Area code (PTMC 19.05) to process and issue this permit, you will need the services and stamp of a licensed engineer. And before the engineered stormwater plan is submitted to us it should be reviewed by your geotechnical engineer, Shannon & Wilson, to ensure they are satisfied the stormwater plan complies with their recommendations. There is a letter Kevin provided for the file from Michael Anderson, P.E.; however, it does not constitute an “engineered” plan. As I read it, Michael’s half-page letter merely provides general comments on how to deal with water coming off of the adjoining street. And likewise, Shannon & Wilson’s recent letter only addresses on-site drainage about the footing drain detail Kevin provided them. So my advice would be to get with a civil engineer (& probably your pervious concrete contractor) to work up a stormwater plan that meets our EDS (Engineering Design Standards) and the 2005 DOE stormwater manual. Once that’s done, have Shannon & Wilson write a letter saying the plan works with their recommendations. Submit that information (together with a Clearing, Grading and Erosion Control plan) and we can finish processing your critical area permit. Mike, I know this has been a long process for you and the steps haven’t always seemed clear. I also believe Kevin is working hard to complete the project. Once we have the above information, I am confident we can complete the critical area permit process and issue the permit. Please be advised that the above information is separate and distinct from any additional information that will be needed to review and issue the building permit Kevin has filed for the project (BLD10-133). Our building staff has not yet begun a through review those plans and won’t do so until a critical area permit is approved. I hope the above information is clear. Let me know about any questions. Sincerely, a McDonagh efior Planner Ce Kevin Coker, Coker DesignWorks LLC Fred Slota, DSD Building Official ~ Kirk Boike ARCHITECT @ 4601 Mason Street @ PortTownsend WA 98368 360 385 6140 architect@surfbest.net 2008 The calculations herein comply with the requirements of the 2006 IBC (international Building Code), IRC (International Residential Code), WFCM (Wood Frame Construction Manual), AISI (American Iron and Steel Institute), COFS/PM (cold-Formed Steel Framing -Prescriptive Method for one and two family dwellings). Prescriptive nailing, construction methods and techniques shall apply unless otherwise noted and derailed. Seismic zone: D2; (see design for additional parameters) Snow load: 30psf Floor load: 50psf (10LL+40DL) Roof load: 40psf (10LL+30DL) Exterior deck load: 65psf (DL+LL) DL (hay storage, if applic.): 125psf Wind speed: 100mph, exposure “B” Wind loading: 24psf Weathering probability: Moderate Frost line depth: 18 Termite infestation prob.: Slight to Moderate Decay probability: Slight to Moderate Winter design Temp.: 20 degrees F Concrete strentgh: 2400psi U.O.N. Wood: P.T. Hem-Fir Sole plate. D. Fir # 2 all structural members (except studs) U.O.N. Air density: 1.0 Soil bearing: 1500psf vertically; 100psf/ft (bearing), 130psf (sliding) laterally Calculator: Hewlett Packard 12c with RPN data entry Sincerely, Kirk Boike, Architect #6528 expires: 30 April 2010 C O ECEIVE j)ECEIVE JUL 30 2010 JUN 30 2010 CITY OF PORT TOWNSEN D RT D CITY OF PORT TOWNSEND * Kirk Boike ARCHITECT @ 4601 Mason Street @ PortTownsend WA 98368 @ 360 385 6140 architect@surfbest.net . THE DRAWINGS AND PLANS SET FORTH ON THI ‘T AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAII PROPERTY OF KIRK BOIKE, ..XCHITECT. DOCUMENTS SHALL BE USED FOR THE CONSTRUCTIL.. OF ONE DWELLING ONLY. ADDITIONAL USES OF THESE DOCUM 1S FORBIDDEN WITH OUT THE ARCHITECTS W UTTEN APPROVAL. WRITTEN DIMENSIONS ON THIS DRAWING SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC, PERTAINING TO THE WORK BEFORE PROCEEDING. THE ARCHITECT MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED BY THIS OFFICE PRIOR TO PROCEEDING WITH THE WORK OR THE CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. NOT RESPONSIBLE FOR DAMAGES RESULTING FROM ACTS OF GOD. Or RUCTUREL ANALYSIS COKET DESIUHWORKS ~ — PBOE 61 /W x BP PA R L E SU E Te S BR S T TE A ) AN SS Se s s i . ia . SN e UPPEZ SCHEMATIC | MAIN SCHEMSTIC PAGE 2/b BASEMENT SCHEFIATIC . fe ewe en Rew & © Beeler © he g ew ee cm Foc BB dee ridin] GRY See se ee GUO LOW, FORCE SHEAR TOTAL %/LF ew HO “ (24X Me) @o1l4 BOUL 440 2 \3 (241% 2B) 4104 ATOA S02 =QO 3 B — ayayioc) .. . 1UBO.. 16B@.. 2. A i (24118) 3024 3024 1215 @ 2) 20 (c 4X 2017) 2656 2B 50 143 @G C I (24X1K1). |11G I {Te 1oT @ fe) ib (24)(1X7) {Tle \1Ie 14 i= lo (44K 1(8) DAY 2 ee OC ee lb (ALANAB) 3206 WAIL 152 BSG Y = 1 (24)(28) wore \OT92 598 3% . 3 3 (24Xay( 10) LO 3640 i180 Rey A 20 (244 X18) 2330 w4i2 340 @& v7 2) Ve (22K IT)” BEIT BAB 15, Yo - a \\ (ayay7) «i s«*I 1688 245 © 2) \lo (24X9X71) SI 26BB 16a @& i= q (2ay(aney 1128 3072 Z4L @ SHEAR-WALL SCHEDULE 15/32" C-C; C-D SHEATHING w/ 8d's @ 6" 0.C. (260) & 15/32" C-C; C-D SHEATHING wi 8d's @ 4" 0.C. (380) © 15/32" C-C; C-D SHEATHING w/ 8d's @ 3" O.C. (490) 3% 15/32" C-C; C-D SHEATHING w/ 8d's @ 2" 0.C. (640) w/ DOUBLE FRAMING @ PANEL EDGES. HOLD-DOWN SCHEDULE | SIMPSON CMST 14/16 (6490,4585) < SIMPSON HTT22, OR PHDS.SDS3, OR HDUS-SDS2.5 (5250,4685,5430) < SIKIPSON HD8A, OR PHD6-SDS3 (6465,5860) <ee SIMPSON HDQ8-SDS3, OR HDQ11-SDS2.5 (7175,11445) O la" oz V2" OW.b. W/ @d COOLER @ 4"O.C. +. TRUSSES BYOTHERS F\- FLOCZ JOISTS —+ A222 W2e7T W2l474 Me 4004 ZuIL OF £, 2 |S00Krs! Iw" O.c. [4 Bol @S0O 1.8 1" OC. 875" BEA FO 1.0 [6 Oc. 3$2- FLOOC JO\STS | anne aw oa * casi ome SSS % S=\S Y=b1 We loos M:\865 AKL DE#Z Ele" O.c. [[,87S" BCI (9000 \.1 \L"0.C, 4 E . rS- FLlocowz JOIST |. + Penn SEE FIZ aI - - oe RNS: BEAM a= O° e2- BEAM; Ko ‘62 22° eo D= 400 PAs Mz 5000 D- A6C P= LOOO home Be 8 WS BR OR ee ee ve we ee mene Eee ee Sp er eae Se 4xIZ pF #2 ANAWECERURELEATLUSUDICUASIOLOC HOUR RORLOLESTAIES ical 62 - FLOOt BEAM. | 5222 We 1450 We SIAC B4 -FLOO BEAM aan § S227 W250 W=IlWLO _ BS- Rio Seort S= 12) W=B40 We lolco Fl FOOTING | a : Bi Ps 14420 | £21. FOOTING P=|ISqc0o0 SAME SD FI lz 4400 4D (IXA400) « (@y2000) (22) Ro a 20 = BU1B l= &’222 22 — rM=25e020'# ANS «15.0 GLS B28" 1a VL, 7" ‘* Hh BIS" VL, me: BITLS WIAXSS5 STEEL WA WEG OTIFFINERS @ 206° O... BOTH SIDES M=220L5 Bits" 15" ale B24" Kia" WL. WILAI4 STEEL JOKAx,.25 STL. M= [6300 BAILS *« 12.0° ALB ZBiS"« W.BIS ML. 2. CUS NAN YL, WO «I Ain At x fl" wi EACH WAY 5/w Kirk Boike ARCHITECT 4601 Mason St. Port Townsned, WA 360.385.6140 architect@surfbest.net Blowhole Architectural Group | Restrained Retaining Wall Design ] Description RW | Criteria Soil Data j Footing ‘Strengths & Dimensions j Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,400 psi Fy = 40,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 9.00 ft Heel Active Pressure 1d 0.0 Toe Width - 0.75 ft Toe Active Pressure = 0.0 Heel Width = 2.00 F _ Passive Pressure = 30.0 T ; F = O75 Top Support Height ~ 900n Water height over heel = 0.0 ft earl iidel _ on in Slope Benne Wal : = oa 1 Footing]||Soil Frictior = 0.300 . vadth 50D Height of Soil over Toe = .00 in Soil hei F ey = U9 In ; : ight to ignore _ : Soil Density = 110.00 pef = i Key Depth = 0.00 in {oy Passihe preseiae ail Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Cover@Top = 3.00in @Btm= 3.00 in Surcharge Loads i Uniform Lateral Load Applied to Stem Adjacent Footing Load q Surcharge Over Heel = 0.0 psf x Adjacent Footing Load = 1,000.0 Ibs >>>NOT Used To Resist Sliding & Overtum — L4lera ea = wee Footing Width ; a aRA Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist - 3.50 ft Axial Load Applied to Stem 3 Footing Type Line Load Base Above/Below Soil _ Axial Dead Load = 200.0 Ibs at Back of Wall * 0.0 ft Axial Live Load = 600.0 Ibs Axial Load Eccentricity = 0.0 in Design Summa Concrete Stem Construction Total Bearing Load = 3,151 Ibs Thickness = 8.00 in Fy = 40,000 psi ...fesultant ecc. = 1.31 in Wail Weight = 96.7 pef fo = 2,400 psi Soil Pressure @ Toe = 873 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,418 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,273 psf Stem OK Stem OK Stem OK ACI Factored@Heel = 2,068 psf Design height = 9.00 ft 0.00 ft 0.00 ft Footing Shear@Toe = 13.3 psi OK Rebar Size = #5 # 5 #5 Footing Shear @ Heel = 26.9 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 83.3 psi Rebar Fiaced at = Center Center Center Reaction at Top = 0.1 Ibs Rebar Depth ‘d' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 0.5 Ibs Design Data fo/FB + fa/Fa = 0.000 0.000 0.000 Sliding Calcs Slab Resists All Sliding ba Mu....Actual = 0.0 ft-# 0.9 ft-# 0.9 ft-# Lames ros == ‘5 Ibs Mn*Phi....Allowable = 2,657.1 ft 2,657.1 ft 2,657.1 ft Shear Force @ this height = 0.0 Ibs 0.5 Ibs Shear.....Actual = 0.00 psi 0.01 psi Shear..... Allowable = 83.28 psi 83.28 psi Footing Design Results Rebar Lap Required = 15.92 in 15.92 in ‘oe eel Rebar embedment into footing = 6.00 in Factored Pressure = = , 2,066 psf Other Acceptable Sizes & Spacings: Mu' : Upward = 378 O ft-# Toe: None Spec’d -or- Not req'd, Mu < S * Fr Mu' : Downward 7 46 1,239 ft-# Heel: None Spec'd -or- #4@ 25.00 in, #5@ 38.75 in, #6@ 48.25 in, #7@ 48 Mu: Design 7 333 1,239 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 13.25 26.93 psi Allow 1-Way Shear = 83.28 83.28 psi w/w Kirk Boike ARCHITECT / 4601 Mason St. Port Townsned, W 360.385.6140 architect@surfbest.net Blowhole Architectural Group : Restrained Retaining Wall Design . i Description RW Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing orces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -0.9 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 800.0 Ibs 1.08 ft 866.7 ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 870.0 Ibs 1.08 ft 942.5 ft-# Soil Over Heel = 1,173.3 Ibs 2.08 ft 2,444.4 ft Footing Weight = 307.4 Ibs 1.38 ft 422.6 ft-# Total Vertical Force 3,150.7 Ibs Base Moment = 4,675.4 ft-# Soil Pressure Resulting Moment = -343. Tt-# Kirk Boike ARCHITECT @ 4601 Mason St @ PortTownsend WA 98368 @ 360 385 6140 architec@surfbest.net ‘ THE DRAWINGS AND PLANS SET FORTH ON T.... SHEET AS INSTRUMENTS OF SERVICE ARE, AND S....- REMAIN, THE PROPERTY OF KIRK BOIKE, ARCh.TECT. WRITTEN DIMENSIONS ON THIS DRAWING SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC, PERTAINING TO THE WORK BEFORE PROCEEDING. THE ARCHITECT MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED BY THIS OFFICE PRIOR TO PROCEEDING WITH THE WORK OR THE CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. S' REGISTERED er % oh ) Lag \ fo AA KIRKE. BOIKE STATE OF WASHINGTON i oO |e, a STO SATO BO | p | edt o] rome nescire | OL | | | | jE ni LT EL 3/16°x2" FILLET WELD BOTH SIDES UZxBxB° STEEL PLATE wi (4) 1/2" DIA. x 10° AB. (e— [—___ (4) #4's CONT. VERT. Il t} i] II it #2 @4 OC. TYP. yo mmeneen ELS Sc cvamuteutonce as 1. = B2- BEArI) K-P A acon a miscues eibeanaeasi as Oe HES in aa & STAIZWIAY BEAM 9210! = 400 Wz4000 Mz 5000 — AXxIZ DE#2 hess mas . . 4-22' = 450 P+2000 wWw=4900 | , gp ipo ae Bn 7 OS MNYAa00) «(BY200) = (22) 22 . ARUTANATCRUARTAATEUSUATUURETSLGURRSMEGMIALEOTA! = . ats W228 21 22 : M=25e820'# ANS «(5.0 GLa Bias" lan VL, 7" x 1 B7S" VL, B2- FLOOm BEAM ' ae t t aye 2,2: W=|450 We BIGV00 M=:@7TTZ5 r WIBX5S STEEL | AY WEG OTIFHHELS @ BY OC. BOTH SIDES B4 -FLOOCZ BGEAH = + S222' WD=5S0 W=llelO M=220b5 W1B%40 STEEL (ies BS- Rin Sear saa & t- S= 125 W=B850 We lolCO M= 15300 Big5'112 5 ees 2 ; Aare { git i ee E\- FOOTING t ’ af P= |\4A-440 A'x 4} Xx fi" wf #4 BALD "OC, | EACH WAY / lo PHD ; Predeflected ey, HDOS Holdown Strong-Tie A) PHD holdowns are predeflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. The unique seat design of the HDQ8 greatly minimizes deflection under load. Each holdown uses SDS screws, which install easily, reduce fastener slip, and provides a greater net section area of the post compared to bolts. SPECIAL FEATURES: ¢ Wood screws reduce slip due to overdrilled bolt holes. ¢ Smaller centerline reduces eccentricity in the stud. Pressure-treated = S | Pres ; * No stud bolts to countersink. PHD5 \ meio | re fo ¢ Fits easily in a 2x4 stud wall. (others 3 MATERIAL: See table similar) 3 FINISH: Galvanized. PHD2 and PHD5 available in hot-dip galvanized s (HDG SDS screws included) US Patent 3 INSTALLATION: ¢ Use all specified fasteners. See General Notes. 5,979,130 bs * Place the PHD or HDQ8 over the anchor bolt. 8 ¢ HDQ8: 54" of adjustability perpendicular to the wall. ih t ¢ HDQ8: Use in vertical and horizontal applications. $0 . -_ ah SDS beled ee or _ Hi provided with the ~t oldown. (Lag screws will not achieve the same load. 1 * For an improved connection, use a steel nylon locking nut or a thread on he phere late) adhesive on the anchor bolt. (No washer required.) P-W-=| , 9 SN p ¢ See SSTB Anchor Bolts, page 26-27, for anchorage options. The Designer [i ia —s may specify any alternate anchorage calculated to resist the tension load : of for a specific job. Anchorage length should take the bearing plate/washer q height into account, to ensure adequate length of threads to engage the nut. ‘ For 2-2x and 3x sill plates use SSTBL models. Hes ° * To tie multiple 2x members together, the Designer must determine the (Bolt not Ps i fasteners required to join members to act as one unit without splitting the required) ; wood. See page 20 for SDS values. . x i H « SDS screws install best with a low speed high torque drill with a 96" hex head driver. s eal p * Refer to technical bulletin T-ANCHORSPEC for post-installed anchorage bine barrier aay be solutions (see page 187 for details). with J required. eres CODES: See page 12 for Code Reference Key Chart. on . - a Hanger not shown for clarity ff 0 x a ye HDQS8 Verticat ol 7 Installation Horizontal Gh YB Hoag ug. Palais Installation 6.006 pes aa Fear hdidwne 000,20 , per ASTM test standards, anchor 6,327,831 bolt nut should be finger-tight plus %4 to % turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over-torque the nut. These products are available with additional corrosion protection. Additional products Impact wrenches should not be used. on this page may also be available with this option, check with Simpson for details. : : ; Dimensions Fasteners Minimum Allowable Tension Loads (Ibs.) (in.) Wood (133/160)' Model Ga Member Code No. Anchor sps ths J i Deflection at Ref. WwW H B ¢ SO | Bolt Dia. s ickness”™ DF/SP SPF/HF | Allowable Load®* (in.) ens (in.) (in.) GBP) PHD2-SDS3 | 14 | 2% | 9%e | 2% | 1% | 1% % 10-SDS 4'x3" 3 3080 2220 0.075 7 | PHos-soss | 14 | 2% | 11%. | 2% | 1% | 1% | % | 14-SDSwxo" 3 4545 3270 0.090 oe PHD6-SDS3 12 | 2'%6 | 13%6| 2% 1% 1% % 18-SDS "x3" 3% 5210 3750 9.094 Dimensions Fasteners Minimum Allowable Tension Loads (Ibs.) (in.) Wood (133/160)' Model Ga Membe Code No. Anchor SDs Th uy Deflection at Ref. w | H | B | & | SO | BoltDia. ickness‘ | F/SP SPF/HF | Allowable Load** (in.) Screws (in.) (in.) . 20-SDS %'x3" 3 §715 4115 0.064 57.111 HDQ8-SDS3 7 2% 14 2% 1% 23 y Lon * | % [oospsvx3" 4% 9230 6645 0.095 126 1. Allowable loads have been increased for earthquake or wind load durations 6. Deflection at Highest Allowable Tension Load includes fastener slip, holdown with no further increase allowed; reduce where other load durations govern. elongation, and anchor bolt elongation (L = 5"). Additional elongation of anchor @ 2. The Designer must specify anchor bolt type, length and embedment. bolts longer than 5° shall be added to holdown deflection. 4 See SB and SSTB Anchor Bolts (page 25-27). 7. Tabulated toads may be doubled when the PHD or HDQ8 is installed on opposite sides 3. Structural composite lumber columns have sides that show either the of the wood member provided either the post is large enough to prevent opposing wide face or the edges of the lumber strands/veneers. Values in the holdown screw interference or the holdowns are offset to eliminate screw interferences. tables reflect installation into the wide face. 8. HDOS8 holdowns installed horizontally can achieve compression loads with the addition of a 4. Post design by Specifier. Allowable load values are based ona standard nut and square washer (BP’4-2) below the holdawn. Refer to ESR 2330 for design minimum wood member thickness in the direction of the fastener values. Design of anchorage rods for the compression force shall be per the Designer. penetration. Posts may consist of multiple 2x members provided they §. Allowable Joads are based on criteria in ICC-ES AC155. Therefore, they are the lower of the are designed i act as one unit independently of the holdawn fasteners. strength determined from the test value on a wood jig divided by 3.0, the load at the AC155 Holdowns shall be installed centered along the width of the attached post. deflection limit, and the fastener calculation based on the 2005 NDS. 5. Tension values are valid for holdowns flush and raised off of sill plate. 10. Allowable loads are based on 342" wide post minimum. 37 > Deve. opment Services 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: Legal ona ies (or Tax #); Office Use Only . Vieta Bik (vk _.._|. Addition: Permit Zoning: Block: #BLD 10 =| 33 Parcel # 96370 Co of Lot(s): a EL Peri Project Description: ‘ ‘ MALPLO ee Sunule fencl, voy. Qa. co we) > Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Lender Information: Lender information must be provided for projects Property Owner/Applicant: over $5,000 in valuation per RCW 19.27.095. Name: \ v Address: 4He( OW Gav&ruy KA a City/SUZip: Part Te —_ od b/ A. Project Valuation: $ 380, 600 Phone: ihe 2G dd Building Information (square feet): Email: 1" floor _8tto Garage:__ 235 2™ floor 7&0 Deck(s):__ 250 tie enna —G | me 3% floor __—-§- “O_ Porch(es): Address: & awhe Basement:_3O sit finished? Yes No City/StZip: : ; c “a Q Wt Carport: Other: Phone:_@Z{_ 75%] Manufactured Home (1 ADU DO Email: New Addition = Remodel/Repair 0) Contractor: A)Same as Owner Total Lot Coverage (Building Footprint):* Name: Square feet: % 2g Address: impervious Surface:* City/St/Zip: Square feet: 7,7 “Ss *Total existing & proposed Phone: ee . . Email: a) E ( What year was tructure built? State License #: Exp: 5 If work includ olition, see Page 2. City Business License #: JUN Aadyiknown w s onthe property? Y gv Any steep slopes (>15%)? o N . . . . . CITY OF PORT TOWNSEND | hereby certify that the information provided is correct, that | am either thegwner or authorized to act on behalf of the owner and that all activities associated with this permit will be i Port Townsend Municipal Code. b) Print Name: Mecha LZ GRR Signature: “ Date:_ } -.7-1© Page 1 of 2 7/31/2008 RESIDENTIAL BUILDING PERMIT APPLICATION ~ CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. The purpose is to show what you intend to build, where it will be located on your lot, and how it will be constructed. 0 Residential permit application. 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: OA site plan showing: > 2. 10. Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location Delineated critical areas boundaries and buffers 0 Foundation plan: 1. 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting 0 Floor plan: 1. 2. . 3. 4. 5 6. 7 Footings and foundation walls Room use and dimensions Braced wall panel locations Smoke detector locations Attic access Plumbing and mechanical fixtures Occupancy separation between dwelling and garage (if applicable) Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: 1 2 3 4. 5. 6 7 8 . Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation O Exterior elevations (all four) with existing slope of the land in relation to all proposed structures O If architecturally designed, one set of plans must have an original signature O If engineered, one set of plans must have one original signature O 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: $30.00 for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 7/31/2008 c} CITY OF PORT TOWNSEND DSD City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION Name of Property Owner: Bang Breda 4 Mulee Cape FH lo | Mailing Address: \ auungend Wh old ee a Pai ; ae Telephone: Property is located in: 774+ 2044 Lot(s): Addition: a AVR! Vibe Faces/Access is from: tas {Pet Block(s): E Parcel Number Fo S1o00\ tonowel’s str ‘ Directions to the Property (draw vicinity map on back), on tet Vietn Bhd On tO at Sma Oss QEC If this is anew ADU, has a building permit been applied for? Notes: __Yes__No Date: ADDRESS NUMBER ASSIGNED: Date of Approval: For Department Use Only: Copy to: Oj Finance 0 Sheriff 1) Public Works Application Fee Received ($3.00): C) Fire Dept 0 Police 1) DSD database Date: 0 Post Office O GIS 0 Assessor’s Office P:\DSD\Forms\Building Forms\Application-Address Number.doc ; 2/5/09 y deren Receipt Number: BLD10-133 963700014 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 1154 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1