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2007, 05-11 Permit App: 07001729 Tuff ShedProject Number: 07001729 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/11/2007 Page 1 of 2 Project Information: slonfeszsgeogroomenmr Permit Use: 12 X 28 TUFF SHED Setbacks: Front Left: Right: Rear: Site Information: Plat Key: 001625 Name: MICHIELLI PARK Contact: TUFF SHED Address: 6206 E TRENT #2A C - S - Z: SPOKANE VALLEY, WA 99212 Phone: (509) 535-8833 Group Name: Project Name: District: Nort Parcel Number: 45181.0805 Block: SiteAddress: 8622 E SINTO AVE Location:: CSV Zoning: UR -3.5 Urban Residential 3.5 Water District: 005 HUTCHINSON Area: 13,159 Sq Ft Width: 94 Depth: 140 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Lot: Owner: Name: MOORE, W T & M M Address: 8622 E SINTO AVE SPOKANE, WA 99212-2539 Hold: ❑ Review Information: Review Building Plan Review Landuse/Zoning/HE Conditions Permits: Operator: JD Printed By: JD Print Date: PaNdo 7. Project Number: 07001729 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/11/2007 Contractor: TUFF SHED INC Address: 17500 W VALLEY HWY STE 100 TUKWILA, WA 98188 Building Height 9 Building Permit Page 2 of 2 Firm: TUFF SHED INC Phone: (509) 535-8833 Building Characteristics Description Grp Type Notes GARAGE U-1 VB This Application: Total Project: Su Ft Valuation Sq Ft Valuation 336 $6,384.00 336 $6,384.00 Totals: 336 $6,384.00 336 $6,384.00 Fee Amount $139.25 $34.81 $4.50 Item Description Units Unit Desc RESIDENTIAL PERMIT FEE 1 SELECT ACCESSORY PLANS REVIEW 1 SELECT WSBC SURCHARGE 1 SELECT Notes: Payment Summary: Permit Type Building Permit Permit Total Fees: $178.56 Fee Amount Invoice Amount Amount Paid Amount Owing $178.56 $178.56 $178.56 $178.56 $0.00 $178.56 $0.00 $178.56 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: JD Printed By: JD Print Date: 5/11/2007 Tuff Shed, Inc #310 6206 E Trent Ave #2A Spokane Valley, WA 99212 509 535-8833 fax 509-535-5075 FAX COVER SHEET DATE: 0 /10/07 NUMBER • F PAGES (INCLUDING COVER): 3 TO: To Melborne FAX From: 5 eve Barber Comment MAY 10 2007 13:57 5095355075 PAGE.01 FOUNDATIONS R403.1.4.1 Frost protection. Except where otherwise protected from frost, foundation walls, piers and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods: 1. Extending below the frost line specified in Table R301.2(1); 2. Constructing in accordance with Section R403.3; 3. Constructing in accordance with ASCE 32-01; and 4. Erected on solid rock. Exceptions: 1. Freestanding accessory structures with an area of 400 square feet (37 m2) or less and an eave height of 10 feet (3048 mm) or less shall not be required to be pro- tected. 2. Decks not supported by a dwelling need not be provided with footings that extend below the frost line. Footings shall not bear on frozen soil unless such frozen condition is of a permanent character. R403.1.4.2 Seismic conditions. In Seismic Design Cat- egories D, and D2, interior footings supporting bearing or bracing walls and cast monolithically with a slab on grade shall extend to a depth of not less than 12 inches (305 mm) below the top of slab. R403.1.5 Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope ex- ceeding one unit vertical in 10 units horizontal (10 -percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will ex- ceed one unit vertical in ten units horizontal (10 -percent slope). R403.1.6 Foundation anchorage. When braced wall pan- els are supported directly on continuous foundations, the wall wood sill plate or cold -formed steel bottom track shall be anchored to the foundation in accordance with this sec- tion. The wood sole plate at exterior walls on monolithic slabs and wood sill plate shall be anchored to the foundation with anchor bolts spaced a maximum of 6 feet (1829 mm) on cen- ter. There shall be a minimum of two bolts per plate section with one bolt located not more than 12 inches (305 mm) or less than seven bolt diameters from each end of the plate section. In Seismic Design Categories D, and D2, anchor bolts shall also be spaced at 6 feet (1829 mm) on center and located within 12 inches (305 mm) from the ends of each plate section at interior braced wall lines when required by Section R602.10.9 to be supported on a continuous founda- tion. Bolts shall be at least'/2 inch (12.7 mm) in diameter and shall extend a minimum of 7 inches (178 mm) into ma- sonry or concrete. Interior bearing wall sole plates on mono- lithic slab foundations shall be positively anchored with approved fasteners. A nut and washer shall be tightened on each bolt to the plate. Sills and sole plates shall be protected against decay and termites where required by Sections R318 66 and R319. Cold -formed steel framing systems shall be fastened to the wood sill plates or anchored directly to the foundation as required in Section R505.3.1 or R603.1.1. Exception: Foundation anchor straps, spaced as re- quired to provide equivalent anchorage to'/Z inch -diam- eter (12.7 mm) anchor bolts. R403.1.6.1 Foundation anchorage in Seismic Design Categories C, D, and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light -frame structures in Seismic Design Categories D, and D2 and wood light -frame townhouses in Seismic Design Category C. 1. Plate washers conforming to Section R602.11.1 shall be used on each bolt. 2. Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) from the ends of each plate section when supported on a continuous foundation. 3. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) from the ends of each plate section when supported on a continuous foundation. 4. The maximum anchor bolt spacing shall be 4 feet (1219 mm) for buildings over two stories in height. 5. Stepped cripple walls shall conform to Section R602.11.3. 6. Where continuous wood foundations in accor- dance with Section R404.2 are used, the force transfer shall have a capacity equal to or greater than the connections required by Section R602.11.1 or the braced wall panel shall be con- nected to the wood foundations in accordance with the braced wall panel -to -floor fastening require- ments of Table 602.3(1). R403.1.7 Footings on or adjacent to slopes. The place- ment of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3 -per- cent slope) shall conform to Sections R403.1.7.1 through R403.1.7.4. R403.1.7.1 Building clearances from ascending slopes. In general, buildings below slopes shall be set a sufficient distance from the slope to provide protection from slope drainage, erosion and shallow failures. Ex- cept as provided in Section R403.1.7.4 and Figure R403.1.7.1, the following criteria will be assumed to pro- vide this protection. Where the existing slope is steeper than one unit vertical in one unit horizontal (100 -percent slope), the toe of the slope shall be assumed to be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees (0.79 rad) to the horizontal. Where a retaining wall is constructed at the toe of the slope, the height of the slope shall be measured from the top of the wall to the top of the slope. 2003 INTERNATIONAL RESIDENTIAL CODE® NAILING SCHEDULE CHORD SPLICE NARING. 6 NAILS EACH SIDE OF SPLICE. TRUSS BLOCKING: H). 164 (TOENAkED) SHEAR WALL SCHEDULE SHENS 11.1 LOAD SHEAR WALL SCHEDULE LOAD LOAD 0.1 MING NAILING. FRA TUO TO TOP PLATE. 2-16d END NAIL SND 10 SILL PLATE. 2-16d END NAIL OR 444 TOENAR DBL. HEADER 161 016 00 ALONG EACH EDGE STUD TO KING STUD 4414 TOENAIL OR 6-164 END NAIL UNLESS SPECIFIED HEREIN. ALL NNUNG SHALL BE PER 2603 BC TABLE 25044.1. UPLFT TRANSFER: PROVIDE SILPSON 112.5 AT EACH END OF TRUSSES. PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS PER 32.113. 204 FRAMING. SHEATHE EXTERIOR WITH 17 DURATEMP. 17-00 LONG TOTAL 1Z USED FOR SHEAR NAILING: EDGE: SO COMMON 06' OC FIELD: BO COMMON ®17 OC NO HOLDOWNS REQUIRED. 230 2X4 FRAMING. SHEATHE EXTERIOR WITH 17 DURATEMP. 20-0' LONG TOTAL 20 USED FOR SHEAR. NAILING: D EDGE SE COMMON Q6 OC FIELD: IM COMMON Q 17 OC NO HOLDOWNS REQUIRED. TOENAIL 81000)60 TO TOP PLATE: 3 OE BLOCK 230 150 UNBLOCKED 0000 DIAPHRAGM ROOF SHEATHING NAILING. BORDER: 64 COMMON 0600 EDGE: 64 COMMON 66 WOG FIELD: ed COMMON @12.00 FOUNDATION PLAN 197 204 FRAMING. SHEATHE EXTERK)R WITH 17 DURATEMP. 124F LONG TOTAL 5' USED FOR SHEAR NAILING: EDGE: 64 COMMON 9 8.00 FIELD: BP COMMON 0 17 W NO HOLDOWNS REWIRED. 230 2X4 FRAMING. SHEATHE EXTERIOR WRH 17 DURATEMP. 202-7 LONG TOTAL 10 USED FOR SHEAR NAILING: EDGE: BO COMMON 0 6 OC FIELD: BO COMMON 017 W NO HOLDOWNS REWIRED. TOENAIL BLOCKING TO TOP PLATE: 344) BLOCK 230 100 WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE AND BELOW OPENINGS ARE USED N SHEAR CALCULATNMIS. REFERENCE 2003 IBC TABLE 23033.7.2 STEEL SKED BASE ASSE•OlY FLOOR PLAN REFERENCE CALCULATION PAGE 9 AND 2001 COC. SECTION 2515.5.1 FOR USE OF TOE NILS TO TRANSFER SHEAR AT SIDE WALLS. DOUBLE TOP PL•TES - *ITIERLOCK AT CORNERS u ROOF FRAMING PLAN PRELIMINARY 5 ng m Jt,i 8F :1 tEWI RA Wila =IL) gLIP U 22.6 415 =gC HN dawn By PK Dob: 4!60.07 Checked By. Deo: Revised: TSN'. PUNS SHEAR WALL SCHFD NAILING SCHEDULE SUN'. 1 = Shea A2 L Sheet 11 3 PROJECT NOTES MATERIALS 44.41. TO INTERNED.. FNGMWG PANEL EDGE 6 NOT SUPPORTED SY SLOCIORG UNLESS NOTED. REFERENCE NAILING ROOFING SHEATHING NAILING DTL RAFTER OR TRU. - Stiop, TOENAIL WON rD IFG N.0 SHED RAFTER TOE NAILING DETAIL RI CRIPPLES REGI SPACER.. REO4 FOR OPENINGS UP TO 5-11 12' TOP LEale - CRPPLESS RECO - SPACER Of REGI 193. PLATE FOR OPENINGS 6-0. AND WIDER WADER TOMO -w OR 4-164 CONNED MEADER MP STAGGERED ERAREFERENCE TABLE 904 9.1 HEADER DETAIL MOT TOWLE •4:1,11=ING TO WELL SPA SMEAR TiannSFER NOTES I REFERENCE 5/EAR WELL SCREW. FOR .P11.3 ENO POlOOPPIREOUIPPIERNTS OUREIEENTS PaNe10 SORE PLATE PER SFEAR ,1 SHEAR TRANSFER DETAIL L TOACM 1541' COX PLYWOOD SMEATNING 'MUSSES PER M.O. SCHEDULE REFERENCE TABLE 2341.42 CE RJNG AND WALLS SMALL SE LEFT UNFINISIED ® BUILDING SECTION OS Kr SELF • WLINGSCREWS— SPACED 3/4. IPA OR TECO RATED T. -- MOOR OECKNO PRE STEEL EMITS 0 RP CC -_ et. Ur LONG. MAD SCREWS PM SCREPER .e1 . ru %oW FRONIA4 RICK MEL aATE USE FOR TALL MAN WEDS , FLAG DETAILSMAKE MOM.' POCK STEEL P.M I OPTIONAL LEVELNO ND= --'' 4END 5 IN' ENO TO PORN US 4.314-6ANDE STEEL TR.. DM MC 10-444.00E STEEL JON. ,oDMCCOATED• :ab. 1M. IDA CR TECO RATED TOW. AND GROOVE FLCOR DEC.. 24. 1,140. SPAN FAST. ROOR 04.44D TO .014T • 18/4. WM. LONG SEL4 DRUM SysOOOC. MO 4400.0 REOMED F.D3ES LTO DEMI !MOM T.: 4.41EVE . OPT.. MOLINNO �lT 4. FAsTEN sou PLATE netouall Re. marts OR TRACKS fluL CYT e.1 SCREWS a. OC. 0.41104.40.44 .s FLOOR LIVE PSF 4 USE OPTIONAL CONCRETE GC.REDT L 441.44. Gt.,,N., EK� SCREWS KOOKS µONO JOISTS ACED. vaCc 4.144UM K,r. ORM UT NA.X3`usi«TGOR TAW 40.Wm,«u WANeI MUNE MDR., OSOSED PARTS TO W... MO 44004.4 ALONG TRACK SPACED Sxec uWM.PROVIDE PROTECTION SON . ENVIR.414ENT Lome x so. PA A3071200 OR -- 40 REINFORCEMENT...R. CUTTO CEO.. AND WELDED TORO° STEEL BASE ASSEMBLY MOT TO SCALE FLAG ANCHOR DETAIL PRELIMINARY Dram By PK D ab: 4/3001 Checked By. D eb: Tine. SECTIONS DETAILS Scam: NONE 55277 A3 Sheet of 3 ACCESSORY BUILDING DRAWING INDEX AI - PROJECT NOTES. ELEVATONS 12' X 28' = 336 SQ FT A2- PLANS. SHEAR WALL SCHEDULE Al • SECTIONS. DETAILS PROJECT NOTES PRELIMINARY 1. eiCoVeltra. cm.: 2oto if. ocetrADOVCONSTRUCTION TYPEN-II GROW 2. DESIGN SCHEDULE wpm Ir. LSOTK WO TOTAL HEIGHT: ow B. 1.1.0.910 LOADS Roof LivE LOAD: NRSF ROOF DEN3 LOAD 10 ME C. DESIGN WIND S SECOND CAST. V.,: O NPH D. SEISMIC DES. CATES., MGO ZONE E UTE CLASS P. ROOF POCRDw2 3. RCOFING SCHEDULE A ROOF SNEAD.° SHALL SE APA RATED Mr 1110101 -PLY COX PLYWOOD. ST...LAYOUT PER IPA CONDITION, B. P19.19 MIN UNBLOCKED. C. MN GRADE PLYWOCO AT OVERHANGS TO BE CD%OR IX TSO &EATHINO. D. SH.THINO NAANO SHALL BE PER NAL. SCHEDULE WBUGIES(CLASS N PAO.). ELT. G. TYPE IT METAL R RASH. AHO DRIP EOM REDWRED ALL SIDES. N TRUS.3 M.. BE SPACED ARATE TRW BHEETHFOR TRUSSFPNMO MO MATERIALS SS CONNECTION PLATES E AE METAL PRATES 01.E ,OR. AGENCY RESPONSIBLE FOR NPIANT NSPECTIONS IL TRUSS VANUFACTIMER: TUFF SHED. INC. SHALL BE STIR GRADE . OR BETTER NTIE C. 5 PSI ABS WALL BE SPADED O. ,OE•1,m3000 PW SOO PSI PORALLEL T0 �TC. D. FASTEN E%TERIO 1 Wu19HEATHNO TO FRAMS PER NW%SCHEWIE E PROVIDE SOLID BLOM. AT ALL HORIZONTAL ODDS OCCURRING IN INACIED WALL PANEL, PER .09.9.3 SHEAR WALL INTEN. SHALL BE AS SPECIFIED N WEAR WALL SCHEDULE C. SMAR WALL ILALND WALL BEM SPEWED IR SHEAR WALL SPEWAE A M. REWIRED SOL TYPE SN91.3 BE CU, UMW C.V. aTy CLAY. OR PRECLAYEY SET OL MI. MN aL PRESDRIPTNEALLOWABLE BOL.FAww SSURE .HEYEDWESLTABLET B. IN THE OF THE DISCOVREEA .VESOIS, FOUNDATION BE FOUNDED ON UNIMSTURIED IATURK 9011- D.THE E%GA CONDITIONS.THE SERAcm DFA SO. ERWNER INV BE REQUIRED. 4 PERM? A. PERMIT APPL.110NS, WHERE NO PERMIT 13 ISSUED. SHALL EXPIRE FIER LIMITATIONSB. JOS ONREQUIRED BY LOT CAL AV06A.S.FORSECTION 'BRNATUREATJOBSITE °FRENAL NOTES A ERECTONPRCCODURES SHALL CONFORM TO ONM STANDARDS. BUJ. 3.1.1. PROTECT ALL ADJACENT PROPER, STRUCTURM, MODES. 4SRE PO B. xETC aBNSMLE FOR SAFETY OF MUNRODURwc CONSTRUCTION. PROVOE ALL SHWENO OR BRAMOAS REWIRED ARO PER OWEN.° REOULAT.M. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCEDDRAWING OR DTINS SSE STRONG-DEEOUNALrt D. ORE.., SNEER NAILS W MDT W. THE NAILING REOIIRELENT. OF COWAN N.MLS. 2. PLYWOOD DIAPHRAGM PR CDXFD" 91D PS TEs. DOUGLAS FIRaAR N BTRUDRm i, OR 3. MATER. EVALLM.T. REPORT ICNITIF.110N. .0 ES REPORT RESR-1031. B. (31..TEMP MOND BY MIPS. LUMS. COMPANY IS APPROVED FOR USE WITHOUT UNCERLAVIAENT PER .0 . REPORT...IS. C. HARDPAN. S.NO BV JANES HARDIE BLDG PRODUCTS PER NES REPORT D. LAMINATED V➢EERUNSER (LW PER Nato ES REPORT 110J919. ICSO ES REPORT F. SSTS BOL11.-53.. S ST SOPSON PER Oro m REPORT FER-9333. pleGINNIS & ASSOCIATES CONSULTING ENOINEER9. DIC. 110 WESTMARK DRIVE SANT LONE. KESSOURI631I1 eNONE: (3111109-4.100 410226 A � Y�T-� T.s_Y �zZY-'-rYr .ii Li A VA DOMINLOPE FOR V —. wNaARMAueDFS PO No. 520430 Inv No. 285355 CUNanr. MICHELLE MOORE 0.401 80n: ACCESSORY BUILDING 1 V X 29.338 SO FT SU*Address: 882 8822 E SINTO SPOKANE VALLEY, WA 88223 N1ISIE➢DUDE MASHED GRADE A 1F. Uro ',.._ SP.R' WALL A ELEVATION WALL B ELEVATION 12 THESE DRAWINGS AND THE DESIGN ARE THE PROPERTY OF TUFF SHED. INC. THESE DRAWINGS ARE FORA BUILDING TO BE SUPPLIED AND BUILT BY TUFF SHED. ANY OTHER USE IS FORBIDDEN BY BOTH TUFF 8HE0 AND THE ENGINEER OF RECORD McGinnis ASSOCIATES. TUFF. SHED Storage Buildings & Garages FF SHED, INC. Drawn By: PK T \ \111 T R NM WINO ° /07 Data: By: Checked Data: i L IllSON 11/111111 f�. \ -.. MM. OR NJ. 1 <" Rawatl: Title: PROJECT NOTES ELEVATIONS 1/4".1. -Cr FNMED GRADE MASHED GRADE % Ura ma WALL C ELEVATION WALL D ELEVATION Scale Al L Sheet 1 W 3 qtr 117 a y i J/ A 1�l Tuff Shed • Vp I S3.`y avy Richard Weingardt Consultants Proie3si inat Engineers Project Subject Details: _ Sil 5- f 2.7---/f, W /4 vi: _ r. File Number, Page. Designed 8y: Date. Checked By. Ate_ f . sz,e�(Y) - 7 -(?2 _ ,444!� d4 . = ffi - Soo w_ �1GG ovr__ sem' Ota Avcr.: 4J.2. MAY 10 2007 13:58 [/ t e//' GF- 6'4),(45 veti vAicl A cvr- .267.4 1. �1steel* J1- s.;.‘ = ? 14` S►vas^/r.t\/ -►ii„��-�1 5095355075 PAGE.03 36' MINIMUM ►utnea 3 X 2 X 1/8" W/ 1 - 9/16" 0 HOLE - TYPICAL SHED STYLES 5 X 2 X 1/8" W 2 - 11/16" 0 HOLES - TALL BARN ONLY 3 X 2 X 1/8' W/ 4 - 1/4" 0 HOLES - ALL SHEDS W/ STEEL FNO. 30" X 5/8" 0 A307 ROD CR #5 GRADE 40 REINF 8AR 30' MINIMUM EMBEDMENT INTO UNDISTURBED NATURAL SOIL 3 X 3 X 1/8" STEEL PL CUT TO 45' AS SHO A\ICHOR PLACEMENT SCHEDULE SPACING ALONG SIDE WALLS • TYPICAL SHED$ ANCHOR SPACING FOR ANCHOR SPACING FOR EOM. WIDTH = LENGTH WIDTHS > LENGT}j,S 8' 8' 4'-0 10' 10" 5'-6 12' 12' 6'-13 14' 14' 7'-8 16' 16' 8'-8 NOTES: 1. E OLT TO 6" FOUNDATION SILLS W/ 1 - 1/2" 0 BOLTS W/ WASHERS 2. 143R SEISMIC ZONES 3 &4 USE 5/8 0 BOLTS W/ 2'x2"x 3/16 SLATE WASHERS 3. RJR S1TE1 FOUNDATIONS USE 4- 1/4" TEK SCREWS TALL ARN STYLE OILY SPACING (MAX) WD1T13 INCL. CORNERS 8'-1 D' 2' 12'-14' 3' 16' 4' NOTES: 1. BOLT TO 6" FOUNDATION SILLS W/ 2 - 5/8" 0 BOLTS W/ WASHERS 2. F©R SEISMIC ZONES 3 &4 USE 5/8" 0 BOLTS W/ 2'x2'x 3/16" PLATE WASHERS 3. FOR STEEL FOUNDATIONS USE 4- 1/4' TEK SCREWS • - ANCHOR SIZE AND PLACEMENT BASED UPON 90 MPH, EXP, C (MAXIMUNM WIND LOADING) NOTE: THERE MUST BE AN ANCHOR IN EVERY CORNER TITLE: FOUNDAT)ON DETAL TIFF SHED, NC. 1777 S HARRISON STREET SLIM OCC OENNER. CO Kato (3.13) 7S3-eDi3 wU►M10 1111 wu+aNIOT COOEW LT. Nt PO 2355 OEM 10/0/00 MAIN n RH D47[m O7: .D __ CAM F-5 MAY 10 2007 13:58 5095355075 PAGE.02 R602.10.6 Alternate braced wall panels. Alternate braced wall lines constructed in accordance with one of the follow- ing provisions shall be permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.4: 1. In one-story buildings, each panel shall have a length of not less than 2 feet, 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8 -inch - minimum -thickness (9.5 mm) wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table R602.3(1) and blocked at all wood structural panel sheathing edges. Two an- chor bolts installed in accordance with Figure R403.1(1) shall be provided in each panel. Anchor bolts shall be placed at panel quarter points. Each panel end stud shall have a tie -down device fastened to the foundation, capable of providing an uplift ca- pacity of at least 1,800 pounds (816.5 kg). The tie -down device shall be installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. When the continu- ous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12 -inch -by -12 -inch (305 mm by 305 mm) continuous footing or turned down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 15 inches (381 mm) with the rein- forcement required in the continuous foundation lo- cated directly under the braced wall line. 2. In the first story of two-story buildings, each braced wall panel shall be in accordance with Item 1 above, except that the wood structural panel sheathing shall be provided on both faces, sheathing edge nailing spacing shall not exceed four inches on center, at least three anchor bolts shall be placed at one-fifth points, and tie -down device uplift capacity shall not be less than 3,000 pounds (1360.8 kg). R602.10.7 Panel joints. All vertical joints of panel sheath- ing shall occur over studs. Horizontal joints in braced wall panels shall occur over blocking of a minimum of 11/2 inch (38 mm) thickness. Exception: Blocking is not required behind horizontal joints in Seismic Design Categories A and B and de- tached dwellings in Seismic Design Category C when constructed in accordance with R602.10.3, Braced -wall -panel construction method 3 and Table R602.10,1, method 3, or where permitted by the manu- facturer's installation requirements for the specific sheathing material. R602.10.8 Connections. Braced wall panel sole plates shall be fastened to the floor framing and top plates shall be con- nected to the framing above in accordance with Table WALL CONSTRUCTION R602.3(1). Sills shall be fastened to the foundatio r slab in accordance with Sections R403.1.6 and R60 .11. Where joists are perpendicular to the braced wall lines above, blocking shall be provided under and in line with the braced wall panels. R602.10.9 Interior braced wall support. In one-story buildings located in Seismic Design Category D2, interior braced wall lines shall be supported on continuous founda- tions at intervals not exceeding 50 feet (15 240 mm). In two story buildings located in Seismic Design Category D,, all interior braced wall panels shall be supported on continuous foundations. Exception: Two-story buildings shall be permitted to have interior braced wall lines supported on continuous foundations at intervals not exceeding 50 feet (15 240 mm) provided that: 1. The height of cripple walls does not exceed 4 feet (1219 mm). 2. First -floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams. 3. The distance between bracing lines does not ex- ceed twice the building width measured parallel to the braced wall line. R602.10.10 Design of structural elements. Where a build- ing, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with accepted engineering practice. R602.10.11 Bracing in Seismic Design Categories D, and D2. Structures located in Seismic Design Categories D, and D2 shall be provided with exterior and interior braced wall lines. Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitu- dinal and transverse directions. Exception: In one- and two-story buildings, spacing be- tween braced wall lines shall not exceed 35 feet (10 363 mm) on center in order to accommodate one single room not exceeding 900 square feet (83.61 m2) in each dwell- ing unit. The length of wall bracing in braced wall lines spaced greater or less than 25 feet (7620 mm) apart shall be the length required by Table R602.10.1 multiplied by the appropriate adjustment factor from Table R602.10.11. Exterior braced wall lines shall have a braced wall panel located at each end of the braced wall line. Exception: For braced wall panel construction Method 3 of Section R602.10.3, the braced wall panel shall be per- mitted to begin no more than 8 feet (2438 mm) from each end of the braced wall line provided one of the following is satisfied: 1. A minimum 24 -inch -wide (610 mm) panel is ap- plied to each side of the building corner and the two 24 -inch -wide (610 mm) panels at the corner shall be attached to framing in accordance with Figure R602.10.5 or, 2003 INTERNATIONAL RESIDENTIAL CODE® 127 FOUNDATIONS R403.1.4.1 Frost protection. Except where otherwise protected from frost, foundation walls, piers and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods: 1. Extending below the frost line specified in Table R301.2(1); 2. Constructing in accordance with Section R403.3; 3. Constructing in accordance with ASCE 32-01; and 4. Erected on solid rock. Exceptions: 1. Freestanding accessory structures with an area of 400 square feet (37 m2) or less and an eave height of 10 feet (3048 mm) or less shall not be required to be pro- tected. 2. Decks not supported by a dwelling need not be provided with footings that extend below the frost line. Footings shall not bear on frozen soil unless such frozen condition is of a permanent character. R403.1.4.2 Seismic conditions. In Seismic Design Cat- egories D, and D2, interior footings supporting bearing or bracing walls and cast monolithically with a slab on grade shall extend to a depth of not less than 12 inches (305 mm) below the top of slab. R403.1.5 Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope ex- ceeding one unit vertical in 10 units horizontal (10 -percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will ex- ceed one unit vertical in ten units horizontal (10 -percent slope). R403.1.6 Foundation anchorage. When braced wall pan- els are supported directly on continuous foundations, the wall wood sill plate or cold -formed steel bottom track shall be anchored to the foundation in accordance with this sec- tion. The wood sole plate at exterior walls on monolithic slabs and wood sill plate shall be anchored to the foundation with anchor bolts spaced a maximum of 6 feet (1829 mm) on cen- ter. There shall be a minimum of two bolts per plate section with one bolt located not more than 12 inches (305 mm) or less than seven bolt diameters from each end of the plate section. In Seismic Design Categories D, and D2, anchor bolts shall also be spaced at 6 feet (1829 mm) on center and located within 12 inches (305 mm) from the ends of each plate section at interior braced wall lines when required by Section R602.10.9 to be supported on a continuous founda- tion. Bolts shall be at least'/2 inch (12.7 mm) in diameter and shall extend a minimum of 7 inches (178 mm) into ma- sonry or concrete. Interior bearing wall sole plates on mono- lithic slab foundations shall be positively anchored with approved fasteners. A nut and washer shall be tightened on each bolt to the plate. Sills and sole plates shall be protected against decay and termites where required by Sections R318 66 and R319. Cold -formed steel framing systems shall be fastened to the wood sill plates or anchored directly to the foundation as required in Section R505.3.1 or R603.1.1. Exception: Foundation anchor straps, spaced as re- quired to provide equivalent anchorage to V2 inch -diam- eter (12.7 mm) anchor bolts. R403.1.6.1 Foundation anchorage in Seismic Design Categories C, Dl and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light -frame structures in Seismic Design Categories D, and D2 and wood light -frame townhouses in Seismic Design Category C. 1. Plate washers conforming to Section R602.11.1 shall be used on each bolt. 2. Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) from the ends of each plate section when supported on a continuous foundation. 3. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet (1829 mm) on center and located within 12 inches (305 mm) from the ends of each plate section when supported on a continuous foundation. 4. The maximum anchor bolt spacing shall be 4 feet (1219 mm) for buildings over two stories in height. 5. Stepped cripple walls shall conform to Section R602.11.3. 6. Where continuous wood foundations in accor- dance with Section R404.2 are used, the force transfer shall have a capacity equal to or greater than the connections required by Section R602.11.1 or the braced wall panel shall be con- nected to the wood foundations in accordance with the braced wall panel -to -floor fastening require- ments of Table 602.3(1). R403.1.7 Footings on or adjacent to slopes. The place- ment of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3 -per- cent slope) shall conform to Sections R403.1.7.1 through R403.1.7.4. R403.1.7.1 Building clearances from ascending slopes. In general, buildings below slopes shall be set a sufficient distance from the slope to provide protection from slope drainage, erosion and shallow failures. Ex- cept as provided in Section R403.1.7.4 and Figure R403.1.7.1, the following criteria will be assumed to pro- vide this protection. Where the existing slope is steeper than one unit vertical in one unit horizontal (100 -percent slope), the toe of the slope shall be assumed io be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees (0.79 rad) to the horizontal. Where a retaining wall is constructed at the toe of the slope, the height of the slope shall be measured from the top of the wall to the top of the slope. 2003 INTERNATIONAL RESIDENTIAL CODE® MANUFACTURED HOUSING USED AS DWELLINGS SECTION AE507 OCCUPANCY, FIRE SAFETY AND ENERGY CONSERVATION STANDARDS AE507.1 General. Alterations made to a manufactured home subsequent to its initial installation shall conform to the occu- pancy, fire -safety and energy conservation requirements set forth in the Manufactured Home Standards. SECTION AE600 SPECIAL REQUIREMENTS FOR FOUNDATION SYSTEMS AE600.1 General. Section AE600 is applicable only when specifically authorized by the building official. SECTION AE601 FOOTINGS AND FOUNDATIONS AE601.1 General. The capacity of individual load-bearing piers and their footings shall be sufficient to sustain all loads specified in this code within the stress limitations specified in this code. Footings, unless otherwise approved by the building official, shall be placed level on firm, undisturbed soil or an engineered fill which is free of organic material, such as weeds and grasses. Where used, an engineered fill shall provide a minimum load-bearing capacity of not less than 1,000 psf (48 kN/m2). Continuous footings shall conform to the requirements of this code. Section AE502 of these provisions shall apply to footings and foundations constructed under the provisions of this section. SECTION AE602 PIER CONSTRUCTION AE602.1 General. Piers shall be designed and constructed to distribute loads evenly. Multiple section homes may have con- centrated roof loads which will require special consideration. Load-bearing piers may be constructed utilizing one of the methods listed below. Such piers shall be considered to resist only vertical forces acting in a downward direction. They shall not be considered as providing any resistance to horizontal loads induced by wind or earthquake forces. 1. A prefabricated load-bearing device that is listed and la- beled for the intended use. 2. Mortar shall comply with ASTM C 270 Type M, S or N; this may consist of one part portland cement, one-half part hydrated lime and four parts sand by volume. Lime shall not be used with plastic or waterproof cement. 3. A cast -in-place concrete pier with concrete having speci- fied compressive strength at 28 days of 2,500 psi (17 225 kPa). Alternate materials and methods of construction may be used for piers which have been designed by an engineer or ar- chitect licensed by the state to practice as such. Caps and leveling spacers may be used for leveling of the manufactured home. Spacing of piers shall be as specified in the manufacturer's installation instructions, if available, or by an approved designer. APPENDIX E SECTION AE603 HEIGHT OF PIERS AE603.1 General. Piers constructed as indicated in Section AE602 may have heights as follows: 1. Except for corner piers, piers 36 inches (914 mm) or less in height may be constructed of masonry units, placed with cores or cells vertically. Piers shall be installed with their long dimension at right angles to the main frame member they support and shall have a minimum cross-sectional area of 128 square inches (82 560 mm2). Piers shall be capped with minimum 4 -inch (102 mm) solid masonry units or equivalent. 2. Piers between 36 and 80 inches (914 mm and 2032 mm) in height and all comer piers over 24 inches (610 mm) in height shall be at least 16 inches by 16 inches (406 mm by 406 mm) consisting of interlocking masonry units and shall be fully capped with minimum 4 -inch (102 mm) solid masonry units or equivalent. 3. Piers over 80 inches (2032 mm) in height may be con- structed in accordance with the provisions of Item 2 above, provided the piers shall be filled solid with grout and reinforced with four continuous No. 5 bars. One bar shall be placed in each corner cell of hollow masonry unit piers or in each corner of the grouted space of piers con- structed of solid masonry units. 4. Cast -in-place concrete piers meeting the same size and height limitations of Items 1, 2 and 3 above may be sub- stituted for piers constructed of masonry units. SECTION AE604 ANCHORAGE INSTALLATIONS AE604.1 Ground anchors. Ground anchors shall be designed and installed to transfer the anchoring loads to the ground. The load -carrying portion of the ground anchors shall be installed to the full depth called for by the manufacturer's installation di- rections and shall extend below the established frost line into undisturbed soil. Manufactured ground anchors shall be listed and installed in accordance with the terms of their listing and the anchor manu- facturer's instructions and shall include means of attachment of ties meeting the requirements of Section AE605. Ground an- chor manufacturer's installation instructions shall include the amount of preload required and load capacity in various types of soil. These instructions shall include tensioning adjustments which may be needed to prevent damage to the manufactured home, particularly damage that can be caused by frost heave. Each ground anchor shall be marked with the manufacturer's identification and listed model identification number which shall be visible after installation. Instructions shall accompany each listed ground anchor specifying the types of soil for which the anchor is suitable under the requirements of this section. Each approved ground anchor, when installed, shall be capa- ble of resisting an allowable working load at least equal to 3,150 pounds (14 kN) in the direction of the tie plus a 50 per- cent overload [4,725 pounds (21 kN) total] without failure. Failure shall be considered to have occurred when the anchor moves more than 2 inches (51 mm) at a load of 4,725 pounds 2003 INTERNATIONAL RESIDENTIAL CODE® 559 APPENDIX E (21 kN) in the direction of the tie installation. Those ground an- chors which are designed to be installed so that loads on the an- chor are other than direct withdrawal shall be designed and installed to resist an applied design load of 3,150 pounds (14 kN) at 40 to 50 degrees from vertical or within the angle limita- tions specified by the home manufacturer without displacing the tie end of the anchor more than 4 inches (102 mm) horizon- tally. Anchors designed for connection of multiple ties shall be capable of resisting the combined working load and overload consistent with the intent expressed herein. When it is proposed to use ground anchors and the building official has reason to believe that the soil characteristics at a given site are such as to render the use of ground anchors advis- able, or when there is doubt regarding the ability of the ground anchors to obtain their listed capacity, the building official may require that a representative field installation be made at the site in question and tested to demonstrate ground anchor capacity. The building official shall approve the test procedures. AE604.2 Anchoring equipment. Anchoring equipment, when installed as a permanent installation, shall be capable of resisting all loads as specified within these provisions. When the stabilizing system is designed by an engineer or architect li- censed by the state to practice as such, alternative designs may be used, providing the anchoring equipment to be used is capa- ble of withstanding a load equal to 1.5 times the calculated load. All anchoring equipment shall be listed and labeled as be- ing capable of meeting the requirements of these provisions. Anchors as specified in this code may be attached to the main frame of the manufactured home by an approved 3/16 -inch -thick (4.76 mm) slotted steel plate anchoring device. Other anchor- ing devices or methods meeting the requirements of these pro- visions may be permitted when approved by the building official. Anchoring systems shall be so installed as to be permanent. Anchoring equipment shall be so designed to prevent self -dis- connection with no hook ends used. AE604.3 Resistance to weather deterioration. All anchoring equipment, tension devices and ties shall have a resistance to deterioration as required by this code. AE604.4 Tensioning devices. Tensioning devices, such as turnbuckles or yoke -type fasteners, shall be ended with clevis or welded eyes. SECTION AE605 TIES, MATERIALS AND INSTALLATION AE605.1 General. Steel strapping, cable, chain or other ap- proved materials shall be used for ties. All ties shall be fastened to ground anchors and drawn tight with turnbuckles or other ad- justable tensioning devices or devices supplied with the ground anchor. Tie materials shall be capable of resisting an allowable working load of 3,150 pounds (14 kN) with no more than 2 per- cent elongation and shall withstand a 50 percent overload [4,750 pounds (21 kN)]. Ties shall comply with the weathering requirements of Section AE604.3. Ties shall connect the ground anchor and the main structural frame. Ties shall not connect to steel outrigger beams which fasten to and intersect the main structural frame unless specifically stated in the man - 560 MANUFACTURED HOUSING USED AS DWELLINGS ufacturer's installation instructions. Connection of cable ties to main frame members shall be 5/8 -inch (15.9 mm) closed -eye bolts affixed to the frame member in an approved manner. Ca- ble ends shall be secured with at least two U -bolt cable clamps with the "U" portion of the clamp installed on the short (dead) end of the cable to assure strength equal to that required by this section. Wood floor support systems shall be fixed to perimeter foun- dation walls in accordance with provisions of this code. The minimum number of ties required per side shall be sufficient to resist the wind load stated in this code. Ties shall be evenly spaced as practicable along the length of the manufactured home with the distance from each end of the home and the tie nearest that end not exceeding 8 feet (2438 mm). When contin- uous straps are provided as vertical ties, such ties shall be posi- tioned at rafters and studs. Where a vertical tie and diagonal tie are located at the same place, both ties may be connected to a single anchor, provided the anchor used is capable of carrying both loadings. Multisection manufactured homes require diag- onal ties only. Diagonal ties shall be installed on the exterior main frame and slope to the exterior at an angle of 40 to 50 de- grees from the vertical or within the angle limitations specified by the home manufacturer. Vertical ties which are not continu- ous over the top of the manufactured home shall be attached to the main frame. SECTION AE606 REFERENCED STANDARDS ASTMC 270-01 a Specification for Mortar for Unit Masonry AE602 NFPA 501-99 Standard on Manufactured Housing AE201 2003 INTERNATIONAL RESIDENTIAL CODE® Project Number: 07001729 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/11/2007 Page 1 of 2 Project Information: Permit Use: 12 X 28 TUFF SHED Setbacks: Front Left: Right: Rear: Site Information: Plat Key: 001625 Name: MICHIELLI PARK Contact: Address: C - S - Z: Phone: Group Name: Project Name: TUFF SHED 6206 E TRENT #2A SPOKANE VALLEY, WA 99212 (509) 535-8833 District: Nort Parcel Number: 45181.0805 Block: SiteAddress: 8622 E SINTO AVE Location:: CSV Zoning: UR -3.5 Urban Residential 3.5 Water District: 005 HUTCHINSON Area: 13,159 Sq Ft Width: 94 Depth: 140 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Lot: Owner: Name: MOORE, W T & M M Address: 8622 E SINTO AVE SPOKANE, WA 99212-2539 Hold: ❑ Review Information: Review Building Plan Review Released By: Landuse/Zoning/HE Conditions Permits: [Released B f Operator: JD Printed By: JD Print Date: 5/11/2007 Project Number: 07001729 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/11/2007 Building Permit Contractor: TUFF SHED INC Firm: TUFF SHED INC Address: 17500 W VALLEY HWY STE 100 Phone: (509) 535-8833 TUKWILA, WA 98188 Building Characteristics Building Height 9 Description Grp Type Notes GARAGE U-1 VB Page 2 of 2 This Application: Total Project: Sq Ft Valuation Sq Ft Valuation 336 $6,384.00 336 $6,384.00 Totals: 336 $6,384.00 336 $6,384.00 Item Description Units Unit Desc RESIDENTIAL PERMIT FEE 1 SELECT ACCESSORY PLANS REVIEW 1 SELECT WSBC SURCHARGE 1 SELECT Notes: Payment Summary: Permit Type Building Permit Permit Total Fees: Fee Amount $139.25 $34.81 $4.50 $178.56 Fee Amount Invoice Amount Amount Paid Amount Owing $178.56 $178.56 $0.00 $178.56 $178.56 $178.56 $0.00 $178.56 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: JD Printed By: JD Print Date: 5/11/2007 Utility Pole Tuff Shed Will be put on skids (NOT concrete); it will be a temporary shed 12' x 28' • Meter will be installed on East side of shed. Shed will have electricity provided by running a line from the utility pole on the SW corner of property. Avista already contacted to verify ability to do so. Sides of shed will be 5' from each fence Lot is 93' x 140' x 93' x 140' approximate Double Gate Garage Garage & House connected by Breezeway House 8622 E Sinto, Spokane Valley, WA 99212 Sarc\ PLANNING DEPT. APPROVED .3://q/07 DATE: 1 Utility Pole Tuff Shed Will be put on skids (NOT concrete); it will be a temporary shed 12' x 28' • Meter will be installed on East side of shed. Shed will have electricity provided by running a line from the utility pole on the SW corner of property. Avista already contacted to verify ability to do so. Sides of shed will — be 5' from each fence Lot is 93' x 140' x 93' x 140' approximate Double Gate I I Garage Garage & House connected by Breezeway House 8622 E Sinto, Spokane Valley, WA 99212 Src\ PLANNING DEPT. APPROVED BY:) / i t✓.% L / DATE: 7 G Project Number: 07001729 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/11/2007 Page 1 of 2 Project Information: Permit Use: 12 X 28 TUFF SHED Setbacks: Front Left: Right: Rear: Site Information: Plat Key: 001625 Name: MICHIELLI PARK Contact: TUFF SHED Address: 6206 E TRENT #2A C - S - Z: SPOKANE VALLEY, WA 99212 Phone: (509) 535-8833 Group Name: Project Name: District: Nort Parcel Number: 45181.0805 SiteAddress: 8622 E SINTO AVE Location:: CSV Zoning: UR -3.5 Block: Urban Residential 3.5 Water District: 005 HUTCHINSON Lot: Owner: Name: MOORE, W T & M M Address: 8622 E SINTO AVE SPOKANE, WA 99212-2539 Hold: ❑ Area: 13,159 Sq Ft Width: 94 Depth: 140 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Review Information: Review Building Plan Review Released By:. Landuse/Zoning/HE Conditions Permits: Released By: Operator: JD Printed By: JD Print Date: 5/11/2007 Project Number: 07001729 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 5/11/2007 Page 2 of 2 Contractor: TUFF SHED INC Address: 17500 W VALLEY HWY STE 100 TUKWILA, WA 98188 Building Height 9 Building Permit Firm: TUFF SHED INC Phone: (509) 535-8833 Building Characteristics Description Grp Type Notes GARAGE U-1 VB Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes: Payment Summary: Permit Type Building Permit This Application: Total Project: Su Ft Valuation Sq Ft Valuation 336 $6,384.00 336 $6,384.00 Totals: 336 $6,384.00 336 $6,384.00 Units 1 1 Unit Desc SELECT SELECT SELECT Permit Total Fees: Fee Amount Invoice Amount $178.56 $178.56 $178.56 $178.56 Fee Amount $139.25 $34.81 $4.50 Amount Paid $0.00 $178.56 Amount Owing $178.56 $0.00 $178.56 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: JD Printed By: JD Print Date: 5/11/2007 Spokane _Valley Community Development Residential Construction Permit Application lAY 0 ' 2007 rermn uenter 11703 E Sprague Ave, Suite B-3 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevalley.org PERMIT NUMBER: PERMIT FEE: New Construction Addition/Remodel Other: Accessory Bldg Deck SITE ADDRESS: g Ln a s E 'neo , S ipo Kane v , 99 a ASSESSORS PARCEL NO: LEGAL DESCRIPTION: ,/,(3/- 2 Block 2 M /c h l' i i i lark /sr , dc/ /,on Building Owner: \ c.h�1v, AoV {..e DIMENSIONS: 0. I x a' l Name: �.\1 6.,\02k1e moO r� TOTAL HABITABLE SPACE: /u rs Address: a-� S, rk o 2Nu FLOOR SQ. FTG: City: S 9c ):(.7t-. e \)cjA State: \, A Zip: c) q a 10 Phone: (50c,- G1ct5_ 30c, 3 Fax: GARAGE SQ. FTG: 1�-f ( Contact Person Name: Phone: Describe the scope of work in detail: Contractor: S A_ ,) eiy, 0, r \o e - R 5C DIMENSIONS: 0. I x a' l Name: v,.F�r S \-, e c� C TOTAL HABITABLE SPACE: /u rs Address: .oaGb E Trevi_ ,Ro #.) 2Nu FLOOR SQ. FTG: City: j paG--r, e U0LAA ---1 State: w A Zip:C to i ) Phone: (5Cici) 6 35 •_gg3'3 Fax: GARAGE SQ. FTG: 1�-f ( Contractor Lic No: Exp Date: 30% SLOPES ON P _ERTY: City Business Lic. No: CONSTRUCTION TYPE: Cost of Project: $ 5.Y (/ 7 TT\ 13 x a8' i aFF Shea cr\ \oacg_ proper -4), Proposed Use: 51-cira9e o% -K p (cAar&) **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: q. l. f+- DIMENSIONS: 0. I x a' l # OF STORIES: i TOTAL HABITABLE SPACE: /u rs MAIN FLOOR TO SQ. FTG: 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: FINISHED BASEMENT SQ. FTG: N 033f GARAGE SQ. FTG: 1�-f ( DECK/COV. PATIO SQ. FTG: N d7 30% SLOPES ON P _ERTY: # OF BEDROOMS: II-) A- CONSTRUCTION TYPE: HEAT SOURCE: �\ee-ir;c No3,e� `SEWER_ R SEPTIC? � .._ pa The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of 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) This 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 be submitted, and subsequently approved before this application can be processed. SIGNATURE: •M . N(Ni'le Method of Payment: 0 Cash Bankcard #: Authorized Signature: REVISED 2/15/07 0 Check DATE: 5/7/67 ❑ Mastercard ❑ VISA Expires: VIN#: *Wane 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ cityhall@spokanevalley.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22" X 30" attic access location ❑ 18" X 24" crawl space access: ❑ One-hour separation detail: between house and garage ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. ❑ All header locations: type, size, and connections ❑ Foundation plan ❑ Insulation information Utility Pole Tuff Shed Will be put on skids (NOT concrete); it will be a temporary shed 12' x 28' Meter will be installed on East side of shed. • Shed will have electricity provided by running a line from the utility pole on the SW corner of property. Avista already contacted to verify ability to do so. Sides of shed will — be 5' from each fence Lot is 93' x 140' x 93' x 140' approximate Double Gate I I Garage Garage & House connected by Breezeway House 8622 E Sinto, Spokane Valley, WA 99212