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2008, 08-06 Permit App: 08002921 Covered Deck
Project Number: 08002921 - Inv: 1 Application Date: 8/6/2008 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Zoning: R-2 SF Res Suburban District Water District: 002 ORCHARD AVENUE Area: .00 Acres Width: 0 Nbr of Bldgs: 1 Nbr of Dwellings: 0 Review Information • ... ..; w ���., Review Flood Plain Originally Released: Building Plan Review Hold: F l Depth: 0 Right Of Way (ft): 0 Released By: 8/4/2008 By: KMCLUNG Released By: Originally Released: 8/1/2008 By: tmelbourn Septic Sys Review Released By: Originally Released: Landuse/Zoning/HE Conditions Zoning, Shoreline and Site Plan are OK. Originally Released: 8/5/2008 By: LHALSEY Released By: - — --- T� 8/1/2008 By: tschmidt Operator: jmm Printed By: JD Print Date: 8/6/2008 Project Number: 08002921 - Inv: 1 Application Date: 8/6/2008 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Permits: - — Building Permit _ — Contractor: ALLURE CONSTRUCTION & Firm: ALLURE CONSTRUCTION & DESI Address: 9806 N 1 UNTINGTON RD Phone: (509) 483-6938 SPOKANE WA 99218 Description Grp Type Notes COV DECK R-3 VB Item Description RESIDENTIAL PERMIT FEE WSBC SURCHARGE SF PLNS RVW < 7999 SQ FT Total Project: Sg Ft Valuation 184 $2,760.00 184 $2,760.00 Fee Amount $83.25 $4.50 $33.30 Permit Total Fees: $121.05 Notes:E �� .....e.. �..... _ �. Payment Summary: .. .....�.�. Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $121.05 $121.05 $0.00 $121.05 $121.05 $121.05 $0.00 $121.05 Disclaimer. Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: jmm Printed By: 313 Print Date: 8/6/2008 This Application: Sg Ft Valuation 184 $2,760.00 Totals: 184 $2,760.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Total Project: Sg Ft Valuation 184 $2,760.00 184 $2,760.00 Fee Amount $83.25 $4.50 $33.30 Permit Total Fees: $121.05 Notes:E �� .....e.. �..... _ �. Payment Summary: .. .....�.�. Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $121.05 $121.05 $0.00 $121.05 $121.05 $121.05 $0.00 $121.05 Disclaimer. Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: jmm Printed By: 313 Print Date: 8/6/2008 Project Transmittal City of Spokane Valley Community Development Department 11703 E. Sprague Ave, Suite B3 Spokane Valley, WA 99206 Phone: 509.688.0036 New project Previous pre -app meeting Plan revisions El Transmittal Date: Thursday, July 31, 2008 Site Address: 8103 E SOUTH RIVER WAY Project Number: 08002921 Parcel Number: 45063.2102 Zoning: R-2 Water District: ORCHARD AVENUE Fire District: FD 01 Applicant: ALLURE CONSTRUCTION & DESIG 9806 N HUNTINGTON RD SPOKANE WA 99218 (509) 991-2986 e-mail: Contact: ALLURE CONSTRUCTION & DESIG 9806 N HUNTINGTON RD SPOKANE WA 99218 (509) 991-2986 e-mail: Owner: KINGSLEY LIVING TRUST, GENE 8103 E SOUTH RIVERWAY SPOKANE, WA 99212- e -mail: Occupant: e-mail: Contractor: ALLURE CONSTRUCTION & DESIG Arch/ Engineer: 9806 N HUNTINGTON RD SPOKANE WA 99218 (509) 483-6938 e-mail: Project COVERED CONCRETE DECK Description: Please send all plan review and project comments via e-mail to the highlighted individuals. Staff Use Only) �crr 6 ne i PERMIT NUMBER' � r Valley ' PERMIT FEE' CITY OF SPOKANE VALLEY - - Community Development Department Permit Center 11703 East Sprague Avenue, Suite B-3�, nus Spokane Valley, WA 99206 Tel: (509) 688-0036 Fax: (509) 688-0037 permitcenter@s pokanevalleyorg RESIDENTIAL CONSTRU TION PEIiMIT APPLICATION NEW CONSTRUCTION if ADDITION/ REMODEL ACCESSORY BUILDING DECK iff OTHER SITE ADDRESS: e /a 3 Z-:-, S ASSESSORS PARCEL NO.: 4,e6 BUILDING OWNER NAME: LEGAL DESC TIA(Yt. AD0 ",7T' &F fl 3- Y A3,LN 1sc4 F4- AJA y pei . aFr ft v4- PHONE: FAX: CELL: CELL: / ! ! '-- �L/ 06 CONTRACTOR NAME: MAILING/ADDDDRESS: Q CITY: ` 2 � /(%� STATE:. ZIP: // 1? -17— / PHONE' ! Vi' 7 - 0 3j 5#FAX: 1 6 7 --IV I D CELL: CONTRACTOR LICENSE NO.:L�G��/ ! 3Z6O:ZEXPIRES: /Q - 22."09CITY BUSINESS LICENSE NO.: SCOPE1ESCRIBE THE OF • PROPOSED • Effective October 28, 2007 Page 1 of 2 http://www.spokanevalley.org/uploads/Community_Development/Documents/Forms/Building/Residential Construction Permit App.l.doc ****YOU MUST COMPLETE THE FOLLOWING**** �w I a SA We u/19r AnnI W-AQI C Height to Peak: Dimensions:. No. of Stories: Total Habitable /,S- e, 23 / x Space: /V �f Main FloZ Upper Flo r SQ Unfinished B sement Finished Bas ent FT: �14 FT: N �% SQ FT: N � SQ FT: Garage So FT: Deck/Covered Patio Impervioulk SLyrface 30% Slop on Allk SQ FT: % Area: Property: No. of Construction Heat Sourc Sewer or Bedrooms: A//19 Type: (p ,,VG12157-T Septic: -� Cc/Od o r k�lqIw& ` TOTAL COST OF PROJECT: $ /D, t9OO, QD DISCLAIMER The permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to a submitted and sub eptly approved before this application can be processed. s � Signature Date: 713 I Method of payment: ❑ Cash ❑ Check /Visa ❑ Mastercard Bankcard #: EXP: VIN#: Authorized Signature: Effective October 28, 2007 Page 2 of 2 http://www.spokanevalley.org/uploads/Community_Development/Documents/Forms/Building/Residential Construction Permit App.l.doc -_.,j0 v r--,rl tv(-- — - v I — J PLANNING DEPT. AP► <4 BY: a DATE:��� s 2-7• 2`f D1 0-K 12D D M (. N //U6 tA)� -G r � / g�o3Eso� N W L- ------------- - �GiN��n_�� ANG ��- 081,425.efm 7/15/2008 12:03 .. .. < @��,. �.� .1 'x,., i 8�.�..',:t:.i�o-,�i ar_n�.�� ...�,�°N. .: ,'. i; _3�. r'A .3 .rB6� i _ gym_ -...---- - =--- _ - _ 67 f0 /P, -------- ------ ----- -- - - � C�wG,eE � Pow - Ba$ETM Single 5-1/8" x 6" BOISE GLULAMTM 24F-V4/DF Roof Beam1RBO1 BC CALC® 9.5 Design Report - US 1 span I No cantilevers 0/12 slope Wednesday, July 16, 2008 12:08 Build 91 File Name: BC CALC Project Job Name: Description: RB01 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ICBG 5745, LA - 01365 Misc: 10 1z B0, 3-1/2'• o i, )-III DL 948 lbs DL 948 lbs SL 1620 lbs SL 1620 lbs Cautions Member is not fully supported at post BO. A connector is required at this bearing. Column at Bearing BO analyzed for bearing only, column analysis has not been performed. Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow surcharge load. Notes Design meets Code minimum (U180) Total load deflection criteria Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (0.5") Maximum load deflection criteria. Member Slope = 0, consider drainage. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALICO, BC FRAMERV , AJSTM', ALLJOIST®, BC RIM BOARD-, BCI® , BOISE GLULAMTM', SIMPLE FRAMING SYSTEVS, VERSA -LAM®, VERSA -RIM PLUS®, RSA -RIM®, VERSA -STRAND®, VERSA -STUDS are trademarks of Boise Wood Products, L.L.C. Total Horizontal Product Length = 08-00-00 Load Summary Tag Description Live Load Type Ref. Start End 100% Dead 90% Snow Wind Roof Live 115% 133% 125% Trib. 1 Standard Load Unf. Area (psf) Left 00-00-00 08-00-00 17 30 13-06-00 Cautions Member is not fully supported at post BO. A connector is required at this bearing. Column at Bearing BO analyzed for bearing only, column analysis has not been performed. Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow surcharge load. Notes Design meets Code minimum (U180) Total load deflection criteria Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (0.5") Maximum load deflection criteria. Member Slope = 0, consider drainage. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALICO, BC FRAMERV , AJSTM', ALLJOIST®, BC RIM BOARD-, BCI® , BOISE GLULAMTM', SIMPLE FRAMING SYSTEVS, VERSA -LAM®, VERSA -RIM PLUS®, RSA -RIM®, VERSA -STRAND®, VERSA -STUDS are trademarks of Boise Wood Products, L.L.C. Load Controls Summary Value %Allowable Duration Case Span Location Pos. Moment 4564 ft -lbs 64.5% 115% 3 1 - Internal End Shear 2060 lbs 33.0% 115% 3 1 - Left Total Load Defl. U322 (0.281") 55.9% 3 1 Live Load Defl. U510 (0.177') 47.1% 3 1 Max Defl. 0.281" 56.3% 3 1 Span / Depth 15.1 n/a 0 1 % Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material BO Post 3-1/2" x 3-1/2" 2568 lbs n/a 32.3% Unspecified 131 Post 3-1/2" x 3-1/2" 2568 lbs n/a 32.3% Unspecified Cautions Member is not fully supported at post BO. A connector is required at this bearing. Column at Bearing BO analyzed for bearing only, column analysis has not been performed. Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow surcharge load. Notes Design meets Code minimum (U180) Total load deflection criteria Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (0.5") Maximum load deflection criteria. Member Slope = 0, consider drainage. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALICO, BC FRAMERV , AJSTM', ALLJOIST®, BC RIM BOARD-, BCI® , BOISE GLULAMTM', SIMPLE FRAMING SYSTEVS, VERSA -LAM®, VERSA -RIM PLUS®, RSA -RIM®, VERSA -STRAND®, VERSA -STUDS are trademarks of Boise Wood Products, L.L.C. -- - -- -- Job Truss ----- Truss Type - _-lQty Ply ALLURE CONST. AND DESIGN 081425 A - ----- PR0.8UILD, SPOKANE,W - - - A., TONY CARON CSI !ROOF TRUSS - -- 3 - l_ 7.050 s 1 Ma -Job Reference (optional)___ 9 y 22 2008 MiTek Industries, Inc. Wed Jul 16 12:08:04 2008 Page 1 LL--- -- - - -24-0 rW-1416-10-2- 1 _r--- ----- _--234.0 25-4-0 _24-0_ 6-144 Scale = 1:43.6 _ 2-4-0 6-1-14 6.4-2 5.4-2 4x7 4 4.0012 1.5x4 a 1.5x4 113 % W2 W3 5 12 / \ �} T2 2 W1 W4 2 6 7 rr 3x8 % 8 9 10 3x8 = 3x4-= 3x6 = 3x4 8-0-9 14.11_7 6-1043 Plate Offsets X,Y)12_0-3-14,0-1-8) [6.0-3-14,0-1-8L__________ TOP CHORD T LOADING (psf) SPACING 2-0-0 CSI F DEFL in (loc) Vdefl TCLL 30.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.14 8-10 >999 (Roof Snow --30.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.28 2-8 >960 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.08 6 n/a BCLL 0.0 BCDL _ _10.0_-_• Code IRC2006/TPI2002 - (Matrix) 2-8 = 0/2205 8-9 LUMBER = 0/1525 6-10 = 0/2205 TOP CHORD 2 X 4 HF 1800F 1.6E WEBS BOT CHORD 2 X 4 HF 1800F 1.6E 3-8 = -520/78 4-8 WEBS 2 X 4 DF Stud/Std = 0/690 LOAD CASE(S) BRACING Standard TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2 = 1249/0-5-2 6 = 1249/0-5-2 Max Horz 2 = -49(LC 8) Max Uplift 2 = -63(LC 5) 6 = -63(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/96 2-11 = -2404/0 3-11 = -2258/0 3-4 = -2077/0 4-5 = -2077/0 5-12 = -2257/0 6-12 = -2404/0 6-7 = 0/96 BOTCHORD 2-8 = 0/2205 8-9 = 0/1525 9-10 = 0/1525 6-10 = 0/2205 WEBS 3-8 = -520/78 4-8 = 0/690 4-10 = 0/690 5-10 = -520/78 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 63 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 23-0-0 8-0-9 Ud PLATES 240 MT20 180 n/a Weight: 82 lb GRIP 185/148 N 0 644 116-0 18.7-12 2344 6-4-4 8-142 6.1-12 6.44 Scale =1:36.6 4x6 = 3 84-13 3x8 3x4 = 6x6 = 3x4 = 6-10.6 8-0-13 LOADING (psi TCLL 30.0 (Roof Snow --30.0) SPACING 2-0-0 Plates Increase 1.15 CSI I TC 0.40 DEFL in (loc) I/defl Ud Vert(LL) -0.16 1-6 >999 240 PLATES GRIP MT20 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.36 1-6 >753 180 185/148 BCLDL 0.0 j Rep Stress Incr YES i WB 0.35 Horz(TL) 0.08 5 n/a n/a 1 BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weigh 961b LUMBER -, TOP CHORD 2 X 4 HF 180OF 1.6E i BOT CHORD 2 X 4 HF 1800F 1.6E i WEBS 2 X 4 DF Stud/Std OTHERS 2 X 4 DF Stud/Std I BRACING i TOP CHORD ' Structural wood sheathing directly applied or 4-0-10 oc purlins. i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1 = 1059/0-&8 5 = 1059/0-5-8 Max Horz 1 = 29(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD i 1-2 = -2618/10 2-3 = -2293/0 3-4 = -2293/0 4-5 = -2618/10 BOT CHORD 1-6 = -0/2442 6-7 = 0/1634 7-8 = 0/1634 5-8 = 0/2442 WEBS 12-6 = -572/91 3-6 = 0/795 3-8 = 0/795 4-8 = -572/91 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detair 1 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom in chord all i areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. i I LOAD CASE(S) Standard m l► CL Zi SIMPSON err StrongTie H Seismic &Hurricane Ties -These products are available with additional c on this page may also be available with this option, check with Simpson for details. Loads Uplift Load with 1 afar., - . .--.- Fasteners Model Ga To To To 1I Uplift No. Rafters/ Truss Plates Studs (133) (160) H1 18 6-8dx11h 490 585 4-8d 5-Sd 335 335 . H2 18 5-8d — 1-12A 18 5-8dx11h 2-8dx11h 5-8dx11h 575 575 H2.5 18 5-8d 5-8d 415 415600 600 H2.5A 18 5-8d 5-8d 545 545 H2.5T 18 5 Sd 5-81i 455 455 H3 18 4 Sd 4-Sd 360 360 H4 20 4 8d 4-8d 455 465 H5 18 4-8d 4-8d — H6 16 — 8-8d 8-8d 915 950 H77 i6 4-8d 2-8d 8 8d 930 985 - H8 18 5-10dx11h 5-10dx11h — 620 745 1-110 18 8-8dx11/2 8-8dx11h — 905 990 G H10A 18 9-10dx11/2 9-10dx11h — 11406 11406 H10SB9 18 8 8dx11h 8-8dx11/29 8-8d 1010 1010 H10-2 18 6-10d 6-10d — 760 760 H11Z 18 6-16dx2Y2 6-16dx21/2 — 3 06 3506 10 830 ❑ 12-8dx11/2 13 8d — H14 18 1 12-8dx11h 15-8d I — 13506 13506 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 21/2' must be used when framing anchors are installed on each side of the joist and on the same side of the plate (exception: connectors installed such that nails on opposite sides don't interfere). 3. Allowable DF/SP uplift load for stud to bottom plate installation is 400 lbs. (1-12.5); 390 lbs. (1-12.5A); 360 lbs. (H4) and 310 lbs. (1`18). For SPF/HF values multiply these values by 0.86. 4. Allowable loads in the F1 direction are not intended to replace diaphragm boundary members or prevent cross grain bending of the truss or rafter members. Additional shear transfer elements shall be considered where there may be effects of cross grain bending or tension. F2 �o. 0 ©InstallaLlOn H1 Installation N/f (H2 similar) F1 F2- 5 165 455 — — 335 ' 130 55 — 150 150 415 110 110 480 135 145 425 Code Ref. 2, 40, 82,121,140 16 0- 40, 82,121,140 40,122 — 146 — 40, 82,121,140 2, 40,121,140 D, 165 160 3bU 235 115 200 455 265 265 100 170 265 2,40,82,121,140 — 785 820 — — — 141' — — 121,140 400 — — 800 845 345 — — 125 75 — — 530 565 75 — g 121,140 585 525 — 780 850 505 450 — 160 590 285 — 1015 11 505 285 149 545 215 550 870 870 470 185 475 g 121 140 455 395 — 655 655 390 340 — 11, 70 525 760 — 715 715 450 655 — 515 265 — 1050 1050 480 245 — 125 515 265 — 1050 1 1050 1 480 245 — 5. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable (see instructions to the installer notes on page 14). For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. 6. Southern Pine allowable uplift loads for H10A =1340 lbs. and for H14 =1465 lbs. 7. Refer to technical bulletin T-HTIEBEARING for H1, 1-110, H10S, H10-2, H1 1Z, H14 allowable bearing enhancement loads (see page 187 for details). 8. H10S can have the stud offset a maximum of 1" from rafter (center to center) for a reduced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF). 9. H10S nails to plates are optional for uplift but required for lateral loads. 10. NAILS:16dx21h = 0.162" dia. x21/2" long, lod = 0.148" dia. x T long, 10611/2 = 0.148" dia. x 11/2" long, 8d = 0.131" dia. x 21/2" long, Bdx11h = 0.131" dia.01/2" 11/2" long. See page 16-17 for other nail sizes and information. (Nails into both top plates) H2.5A Installation (Nails into both top plates) 0 H47'A Installation (H2.5 similar) (see footnote 3) H6 Stud udtIt o Top Plate ®H6 Stud to Band -Inict Installation H2.5T Installation (Nails into both top plates) use a minimum of two 8d nails this side of truss (total four Bid nails into G truss) Two 8d nails into plates. Eight Bid nails into studs ® 117Z Installation 0 D SPF/HF — Uplift Lot with Allowable Loads 8dx11/2 Lateral Nails Uplift (133/160) (133 & 133) (160) Ft F2 160) 400 400 415 140 370 230 230 — — 230 495 495 130 55 — 365 365 130 130 365 520 535 110 110 480 545 545 135 145 425 320 320105 140 290 235 140 135 235 Code Ref. 2, 40, 82,121,140 16 0- 40, 82,121,140 40,122 — 146 — 40, 82,121,140 2, 40,121,140 D, 165 160 3bU 235 115 200 455 265 265 100 170 265 2,40,82,121,140 — 785 820 — — — 141' — — 121,140 400 — — 800 845 345 — — 125 75 — — 530 565 75 — g 121,140 585 525 — 780 850 505 450 — 160 590 285 — 1015 11 505 285 149 545 215 550 870 870 470 185 475 g 121 140 455 395 — 655 655 390 340 — 11, 70 525 760 — 715 715 450 655 — 515 265 — 1050 1050 480 245 — 125 515 265 — 1050 1 1050 1 480 245 — 5. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable (see instructions to the installer notes on page 14). For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. 6. Southern Pine allowable uplift loads for H10A =1340 lbs. and for H14 =1465 lbs. 7. Refer to technical bulletin T-HTIEBEARING for H1, 1-110, H10S, H10-2, H1 1Z, H14 allowable bearing enhancement loads (see page 187 for details). 8. H10S can have the stud offset a maximum of 1" from rafter (center to center) for a reduced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF). 9. H10S nails to plates are optional for uplift but required for lateral loads. 10. NAILS:16dx21h = 0.162" dia. x21/2" long, lod = 0.148" dia. x T long, 10611/2 = 0.148" dia. x 11/2" long, 8d = 0.131" dia. x 21/2" long, Bdx11h = 0.131" dia.01/2" 11/2" long. See page 16-17 for other nail sizes and information. (Nails into both top plates) H2.5A Installation (Nails into both top plates) 0 H47'A Installation (H2.5 similar) (see footnote 3) H6 Stud udtIt o Top Plate ®H6 Stud to Band -Inict Installation H2.5T Installation (Nails into both top plates) use a minimum of two 8d nails this side of truss (total four Bid nails into G truss) Two 8d nails into plates. Eight Bid nails into studs ® 117Z Installation 0 D 1 The Hurricane Tie series features various configurations of bpd and seismic ties for trusses and rafters. `•''The NEW H2A features an improved design and higher uplift (pads to replace the H2. The NEW H10A has a similar design as jb'e N10 but offers higher uplift capacity. ss/rafter ;The H10S provides a high capacity connection from tru to stud. A flexible nailing pattern allows installation where the stud is offset from the rafter up to 1". Suitable for wood -to -wood and WoodAo-CMU/concrete applications. The H2.57s truncated design was developed to accommodate trusses with 2x4 bottom chords. The easy to install, five nail pattern is stronger and gets better uplift loads than our popular H2.5 hurricane tie. H1, H10, H10S, H10-2, H11Z and H14 have also been rated for download to provide additional bearing capacity between the truss and wall. MATERIAL: See table. FINISH: Galvanized. H7Z and H11Z—ZMAXs finish. Some models available in stainless steel or ZMAX; see Corrosion Information, page 10-11. INSTALLATION: • Use all specified fasteners. See General Notes. • H1 can be installed with flanges facing inwards (reverse of H1 drawing number 1). • H2.5, H2.5T, H3, H4, H5 and H6 ties are only shipped in equal quantities of rights and lefts. (Rights shown.) • Hurricane Ties do not replace solid blocking. CODES: See page 12 for Code Reference Key Chart. 1318' 4%.0 35/a"314, 0 H4 H5 H2.5 3 0 H10A m 3'h' m I e I ♦ I 0 � � , 11s/a• 0.0 _ H10 t v' (MOR similar) H8 �. `� 3• y\L IrN H10S x . 3• � • 3' - H10-2\H11Z 13/6 0 0 m m +716 I✓" � 3 I u� 1 e n3/+6' 9 9 G d H2.5A J - 19I -6 o H6 H7Z 13/16" 0 c 7315 H14 Profile or t 155 MM 0 MRr.�SP. SON Mrg-Tie Girder s Pilot holes for Allowable Download DF/SP/SPF LVL/PSL m C V The BCS allows for the connection of 2-2x's to a 4x post or 3-2x's to a 6x 1 post. Double shear nailing between beam and post gives added strength! The BC series offers dual purpose post cap/base for light cap or base connections. 3 MATERIAL: 18 gauge ! FINISH: Galvanized. Some products available in ZMAX® finish; see Corrosion Information, page 10-11. INSTALLATION: • Use all specified fasteners. See General Notes. • Do not install bolts into pilot holes. • BCS: install dome nails on beam; drive nails at an angle through the beam into the post below to achieve the table loads • BC: install with 16d commons or 16dx2l/2" joist hanger nails. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top -supported installations (such as fences or unbraced carports). CODES: See page 12 for Code Reference Key Chart. - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. M 6 VJ2 BCS2-2/4 U.S. Patent 5,603,580 Pilot holes for (Do Model Installation Girder Dimensions Pilot holes for Allowable Download DF/SP/SPF LVL/PSL Fasteners (Each Side) Allowable Loads (133 & 160)' Code No. N►t Wz Li L2 Ht �H2flange Beam Post Flange Base Bottom Uplift Lateral Ref. 8-16d 4 20670 - 1345 1615 CAPS 6Y8 Quad 200/12 8-16d 31/2 15820 BC4 39/16 39/16 27/s 27/6 3 3 3-16d 3-16d - 980 1000 1615 BC46 39/16 51/2 47/a 27/8 3'/z 21/2 6-16d 3-16d - 980 1000 36/8 BC4R 4 4 4 4 3 3 6-16d 6-16d - 980 1000 4, 37, BC6 51/2 51/2 43/e 43/8 33/6 33/8 6-16d 6-16d - 1050 2000 87,121 BC6R 6 6 6 6 3 3 6-164 616d - 1050 2000 LCC7-4 BC8 71/2 71/2 71/2 71/2 4 4 6-16d 6-16d - 1800 2000 BCS2 2/4 31/8 39/,6 2�/1 2�/e 215/16 215/,6 4 101 3 10d - 780 1025 33,122 BCS2-3/6 46/a 59h6 43/8 2'/a 1 36/,s I 215/16 6-16d I 3-16d 1 800 1495 BASES BC40 39/,6 - 31/4 - 21/4 - - 3-16d 4-16d 510 735 BC40R 4 - 4 - 3 - - 3-164 416d 510 735 BC460 5'/z - 33/a - 3 - - 3-16d 4-16d 450 735 BC60 51/2 - 5'/z - 3 - - 3-16d 4-16d 450 735 170 BC60R 6 - 6 - 3 - - 3164 4 16d 450 735 BC80 7'/2 - 7Yz - 4 - - 3-16d 4-16d 450 735 BC80R 8 - 8 - 1 4 1 - I - I 3-16d 4-16d 450 735 1. Allowable loads have been increased 33% and 60% for earthquake or wind loading with no . further increase allowed; reduce where other loads govern. 2. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. Lally column caps provide adequate bearing length for larger girder reactions. MATERIAL: 12 gauge FINISH: Simpson gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • Fit the tally column cap over the lally column and attach to the girder. CODES: See page 12 for Code Reference Key Chart. \L Post Base Flanges Bottom / BC60 Half Base Lateral Typical BCS Installation Girder Lt Pilot holes for Allowable Download DF/SP/SPF LVL/PSL manufacturing • purposes (Do not install m bolts) (Typ.) Triple 2x10/12 Beam 3Yz Flanges - BC4 Cap/ 1615 Base Pilot holes for manufacturing purposes (Do not install bolts) (Typ.) BC8 Cap/ Base 3. Base allowable loads assumes nails have full penetration into supporting member. Loads do not apply to end grain post installations. 4. NAILS: 16d = 0.162" dia. x 31/2" long, 10d = 0.148" dia. x 3" long. See page 16-17 for other nail sizes and information. Model No. W Girder Nails Lally Column Outside Dia. Allowable Download DF/SP/SPF LVL/PSL Loads Fi (133) (160) Code Ref. LCC4.5-3.5 4% Triple 2x10/12 8-16d 3Yz 15820 - 1345 1615 LCC4.54 45/e Triple 2x10/12 8-16d 4 20670 - 1345 1615 LCC6-3.5 6Y8 Quad 200/12 8-16d 31/2 15820 - 1345 1615 LCC6 4 6Y8 Quad 2x10/12 8-16d 4 20670 - 1345 1615 LCC3.5-3.5 3% 3.5 LVL/PSL 8-16d 31/2- 15820 1345 1615 170 LCC3.5-4 36/8 3.5 LVL/PSL 8-16d 4 - 20670 1345 1615 LCC5.25 3.5 53/8..5.25 LVL/PSL 8-16d 3Yz - 15820 1345 1615 LCC5.25-4 53/e 5.25 LVL/PSL 8-16d 4 - 20670 1345 1615 LCC7-3.5 71/11 7 LVL/PSL 8-16d 31/2- 15820 1345 1615 LCC7-4 71/s 7 LVL/PSL 8-16d 4 - 20670 1345 1615 1. Loads may not be increased for short-term loading. 2. Allowable loads are determined using the lowest of the means other than the lally column. The splice conamon load is 6750 lbs per beam side and the tally cap must be bearing loads using Fc equal to 425 psi for SPF, 625 psi for DF and 700 for LVL/PSL, or the 8' lally column capacity. evenly loaded. 5. To achieve lateral loads, LCC pipe must be welded to the 3. Loads are for a continuous beam. column with an 1/8" fillet weld around the entire pipe. 4. Spliced conditions must be detailed by the Designer to cn trancfar trznsinn lnark hetwean ,nliced members by 6. NAILS: 16d = 0.162" dia. x 31/2' long. See page 16-17 for other nail sizes and information. LCC5.25-3.5 Typical LCC5.25-3.5 installation connecting a 3 ply LVL and a 31/21' diameter steel column ►.7j1Vncullp Community Development uepartmenu Valley Current Planning Division 11707 East Sprague Avenue, Suite 106 Spokane Valley, WP 99206 Tel: (509) 921-1000 Fax: (509) 921-1008 planning@sDokanevalley.org DATE SUBMITTED' RECCEIVED BY: v FILE No./NAME: bs 6,0 CURRENT PLANNING FEE: ENGINEERING FEE: FLOODPLAIN DEVELOPMENT APPLICATION PART I — APPLICATION INFORMATION APPLICANT INFORMATION: 1 APPLICANT: 6714�N67 e //-4,/20�: MAILING ADDRESS: o l O �_4 4-5. 15e), CITY: 5 r© /✓ jL1194ZE `7 /-ZSTATE: ZIP: (� PHONE: (HOME/WORK)p_ 7 -2- - 0 n a (FAX) (CELL) Please Circle NOTE: IF APPLICANT IS NOT THE OWNER, INCLUDE WRITTEN OWNER AUTHORIZATION FROM THE LEGAL OWNER BELOW: OWNER INFORMATION: LEGAL OWNER: ✓E MAILING ADDRESS: CITY: PHONE: (HOMEMORK) Please Circle ATE: ZIP: FAx) (CELL) PART II — SUBMITTAL REQUIREMENTS All Floodplain Permit Applications shall contain the following required information. If required and not submitted, the application will be returned to the applicant as incomplete: Three (3) to -scale (minimum scale is 1 inch = 20 feet) site plans showing the nature, location, dimensions and elevation of the property and identifying the portion of the property located within the designated floodplain, existing or proposed structures, location of proposed fill, location of storage of materials, and the location of drainage facilities. - Proposed elevation in relation to mean sea level of the lowest floor including basement of all structures Proposed elevation in relation to mean sea level for any structure that has been flood -proofed. For non-residential construction only, certification by a registered professional engineer or architect that flood -proofing methods for any non-residential structures meet the flood -proofing criteria of Section 5.06.08.2 of the City's Floodplain Ordinance. Written description if applicable describing the extent to which a watercourse will be altered or relocated as a mutt of the proposed development_ No Rise Certification. Version 2 0"5 1 PART III — PROJECT INFORMATION PARCEL NUMBER(S) OF SITE: 450(03 ' oZl L'�)' STREET ADDRESS OF SITE (if any): 6 / 3 eS S ©C —rP A21 _ SIZE OF SUBJECT PROPERTY (square feet): EXISTING ZONE CLASSIFICATION(S): LIST PREVIOUS LAND USE ACTIONS INVOLVING THIS PROPERTY: Areas of Special Concern: Pursuant to Section 5.06.13 of the Spokane Valley Floodplain Ordinance, the following areas shall not be covered by impervious surfaces or fill unless an engineering study prepared by a professional engineering licensed in the State of Washington is completed that shows no impact to the ability of the floodplain to infiltrate, store and release floodwaters. Please check the box if your property is located in one of these areas: ❑ Chester Creek (downstream of Mohawk Road) ❑ Saltese Creek (all areas of ponding and infiltration) ❑ Forker (south of the intersection of Forker Road and Progress Road) ❑ Central Park (west of Park Road) ❑ Glenrose (west of Carnahan Road and south of 8u' Avenue) DESCRIPTION OF WORK: 1. Proposed Development Descriptions (check boxes that apply): New Construction ❑ Alteration & Repair ❑ Stream Alteration ❑ Manufactured/Modular Housing ❑ Road, Culvert, Utilities . ❑ Other - Describe: 1� iX 2 % 649Y, �z2 Ly ZAW (z't 2. Types of Construction (check boxes that apply): v ,"New or Existing Residential: square feet ❑ Addition: souare feet F1Accessory Structure: square feet ❑ Renovation: ❑ Interior ❑ Exterior ❑ Temporary ❑ New Non -Residential ❑ Repair ❑ Utility Installation ❑ Other - Describe: For Alterations, Additions or Improvements to an Existing Structure: If the cost of the proposed construction equals or exceeds 50 percent of the market value substantial improvement requirements shall apply. Please answer the following questions: a_ What is the estimated market value of the existing structure?: $ b. What is the estimated cost of the proposed construction?: $ versim 2 04-05 2 • 3.Fi n & Grading [] Filling ❑ Grading (check boxes that apply): ❑ Cubic Yards to be Removed: cubic yards ,2 -,Cubic Yards to be Placed: i� cubic ards ASSOCIATED APPLICATIONS: This permit is being applied for in conjunction with one or more of the following (check boxes): .2--Residential/Commercial Building Permit ❑ Grading Permit ❑ Land Division Application ❑ Critical Areas Permit ❑ Shoreline Substantial Development Permit ❑ Other - Describe: PART IV - LEGAL OWNER SIGNATURE (Signature of legal owner or representative as authorized by legal owner) I, (,eN e--L!!�5o ley , (print name) SWEAR OR AFFIRM THAT THE ABOVE RESPONSES A MADE TRUTHFULLY AND TO THE BEST OF MY KNOWLEDGE. I FURTHER SWEAR OR AFFIRM THAT I AM THE OWNER OF RECORD OF THE AREA PROPOSED FOR THE ABOVE IDENTIFIED LAND USE ACTION, OR, IF NOT THE OWNER, ATTACHED HEREWITH IS WRITTEN PERMISSION FROM THE OWNER AUTHORIZING MY ACTIONS ON HIS/HER BEHALF. It is hereby agreed that the City of Spokane Valley, its boards, officers, employees and agents shall be saved, indemnified and held harmless from all liabilities imposed by law by reason of injury to or death o; ar;y person(s) or damage to any property, including without limitation, liability for trespass, nuisuance or inverse condemnation, which may arise out of the work covered by this permit, and does agree to defend the City, its officers, employees and agents against any claim or action asserting such liability. Accepting this permit or starting any work hereunder shall constitute acceptance and agreement to all conditions and requirements of this permit and the ordinance and specifications authorizing issuance of such permit. r� (S' ature) (Date) NOTARY 7 ' 3 (For Part IV above) STATE OF WASHINGTON ) ss: COUNTY OF SPOKANE ) SUBSCRIBED AND SWORN to before me this day of , 20 NOTARY SEAL v aaap !v~y 10.0 0 _r .9,09- 11111110F W '111111'OFWy ` ut". Nota'r&ublic in and for`hhe State of Washington Residing atX�C�' My appointment expires: PART V — CONDITIONS OF APPROVAL FOR INTERNAL USE ONLY - TO BE COMPLETED BY THE CITY OF SPOKANE VALLEY Number: 530-342 -Community Panel Number CQ Flood Zone: 744 Flood Zone Depth No.: Base Flood Elevation at Site: Top of the Bottom Floor Elevation: /o -Required Top of the Next Higher Floor Elevation: `T /4 -Required If the structure is to be floodproofed, the required floodproofing elevation or method is: Elevation to which all attendant utilities including heating, ductwork, plumbing ventilation, electrical equipment and other service facilities will be installed or ,,vate roofed: Elevation Certificate Required: ❑ Yes No Conditions of Approval: In addition to those listed above and below, please refer to attached conditions of approval if applicable. ) P, 1. Required Elevation of the "top of the next higher floor" shall be (AE) feet M.S.L. 2. Required Elevation of the "top of the next higher floor" shall be (AO) feet M.S.L 3. Required elevation of flood resistant materials, utilities, etc. or floodproofing construction for non- resdiential structures (the flood protected elevation) shall be feet M.S.L. 4. A "Building Under Construction" elevation certificate ❑ shall ❑ shall not be completed and submitted to the City for review and approval prior to any vertical construction. A "Finished r-► ConstruG�:ti , iy cic vauui i czitr ,caia 6..1 S tali C si;aii not be compieted and submitted to the City ror review and approval prior to human occupancy or final inspection of on-site building(s), whichever comes first. NO HUMAN OCCUPANCY OR FINAL INSPECTION SHALL BE GRANTED PRIOR TO THE SUBMITTAL AND APPROVAL OF THE `FINISHED CONSTRUCTIOM CERTIFICATION. c 1 Vasion 2 04-05 4 PART VI — DEPARTMENT SIGN -OFF & APPROVAL The following City Departments have reviewed and approved the floodplain permit application and 'nave determined that conformance to applicable conditions of approval have occurred as required through the issuance of the permit: City of Spokane Valley Community Development Department: As the Floodplain Administrator or designee for the City of Spokane Valley, I certify the following has b en reviewed and approved by me: 'IPThe "No Rise" Certificate submitted to support the proposed floodplain development is approved. T e "Building Under Construction" elevation certificate has been reviewed and approved: Structure elevated BFE + 1 foot 1-14 Structure built with waterproofed materials to the flood protected elevation or more Floodplain Admiiistrator or Construction" elevation certificate dated: reviewed and: ❑ Returned for mor information on ❑ Approved on , 20 ; Date 20 . It has been '_�/ �;) 20_; Floodplain Administrator or Designee Date ❑ unnumbered A Zones the Spokane Valley Building Inspector will verify that the first floor and all related chanical and elect 'cal equipment is two feet above adjoining flood area. 1-flp Floodplain Administrator d Designee Date PLEASE NOTE: THIS PERMIT SHALL EXPIRE VWTH THE ISSUED BUILDING PERMIT OR IF THERE IS NO BUILDING PERMIT WITHIN TWELVE MONTHS OF THE DATE OF ISSUANCE IF ACTIONS AUTHORIZED UNDER THE PERMIT ARE NOT SUBSTANTIALLY IN -PROGRESS. EXTENSIONS OF APPROVAL MAY BE SOUGHT IF SUBSTANTIAL PROGESS HAS TAKEN PLACE_ Version 2 04-05 5 S Z -6- C7iq<T % fl O� EA e,T SIPE- . 4mc tie, CON C.m -re- PA b e - o 1::�' ` wo /935 5,. 1,, GQH S5 / 70 SHelu ®M &,te° of 19'2 H0I-o eq t:?gF1V-r TD WAL L 6D vE� SPaKi)�/� K GRASS SHRUB /97 � -A . /9 tv?q L t� GRA, Ss I I 6 tt Pet s J � • �i YI . n,v ...,�.:it� ....yam. Z` - � _. ...✓� __...,..�..._a, ...�.>.,. ..bx_ v.F~ .'�''r:3�,.. _..--...«.,'�.�1_�L .. .... ._7. r�st�.J I. .. .-.. ... .<.�... .. .�..--,,...,., .. t:ay..,,t., .. �w ..._.. ... _ _. .,.. _ ... _. �-t IVA, �a�a �i Kms.. �� 0 3 � �'�a�'✓� �'``�