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2014, 06-30 Permit App: BLD-2014-1527 Addition, Repair Fire DamageSfilikane ••*\Talley° Community Development Department Permit Center 11703 East Sprague Avenue, Suite 8-3 Spokane Valley,WA 99206 Tel: (509) 688-0036 Fax: (509) 688-0037 oermitcenter@sookaneva Ilev.orq t. -15,A'] Prgse Only) PERMIT "uMR'E C E I V E D PERMIT FEE: RESIDENTIAL CONSTRUCTION PERMIT AQe JUN 3 0 11)14 CSV PERMIT CENTER REV: 1I NEW CONSTRUCTION 1M, ADDITION/REMODEL 0 DECK 0 OTHER • SITE ADDRESS: / Iv iAI ; Boa St, ASSESSORS PARCEL NO.: 0 ACCESSORY BUILDING LEGAL DESCRIPTION: BUILDING OWNER NAME: NAME: J•e r rx i 7' / � qi/—.) ' u / 4% / t -.. ADDRESS: / V : CITY: 7 KGS - � /'V11e PHONE: G� CONTACT NAME: STATE: W4 ZIP: 712Z Fax: ceL e. G,2 G - 2 5141 PHONE: FAX: CELL: CONTRACTOR NAME: bfo`av/ Tyle, MAILING ADDRESS: .1 5 , • i\), Eow ‘Cjt CITY:. 5r0 „Ile_ 11A11e j f PHONE: �� - L) �' o56 % '\ �7/� / CONTRACTOR LICENSE NO.: ��;' QS'�j 37// y M qty ?Nil EXPIRES: (1 CITY BUSINESS LICENSE NO.: • 1603 3x/ 017 DESCRIBE THE SCOPE OF ,WORK IN DETAIL D/INDICATE USE & PROPOSED USE: D14,:.SfrUctt, rad hv;idivl�. ii�c7r fi 1�v;/iih� re('146- vao/2✓/G�5 lV►-3v Inr� 411 W4115, SYvIpi�e .5e0,/) plumb// -5 VVl4'G.' cam,/, 60/ t-76 jC ,alb e/(Clr C4, CaI4e;f1,(o.;rrk ;h ****YOU MUST COMPLETE THE FOLLOWING**** b•scr,.,c.,1- : STATE: Lv4 ZIP: FAX: CELL: MARK N/A IF NOT APPLICABLE Height to Peak: Dimensions: No. of Stories: Total Habitable Space: Main Floor SQ FT: Upper Floor SQ FT: Unfinished Basement SQ FT: Finished Basement SQ FT: Garage SQ FT: Deck/Covered Patio SQ FT: Impervious Surface Area: 30% Slopes on Property: No. of Bedrooms: Construction Type: Heat Source: Sewer or Septic: TOTAL COST OF PROJECT: $ 17 100 Qo c 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 be submitted and subsequently approved before this application can be processed. Signature MR .0 c Date: Ce - 36- Updated 6_ Updated 1-11-11 Page 1 of 1 http://www.spokanevalley.org/filestorage/124/938/210/948/1496/Building_Permit-_Residential_11-11-11.doc RESIDENTIAL�U ����^ CHECK UST =~""`�^~~"^~°"°~~~Place a check mark in box next to each document required for complete submittal. o SITE PLAN oProperty lines and dimensions o Direction arrow poinUng North and orFentation to streets o Proposed/existing buildings (footprint and dimensions) o Utilities, septic tank/drain field locations and distances o Setbacks to property nes O Distance between buildings o Right of way/easement locaUon & sizes o Driveway approach size and locatiori BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or comp!etely dimensioned) O Elevations (Front/Rear/Sides) with roof peak and wall height including basement: O Foundation Plan basement or slab on grade) o Footing sizes and Iocations o Perimeter concrete foundation wall sizes oCrevv|opaceventilation o Suwood cripple walls or beams o Thickened concrete pads supporting beams or girder trusses O Floor Flari of each tevelor unflnished) with dimensions: o Floor Joist dfrectton, size and spactng o Window and door location and sizes o Header, beam or concrete Itntel sizos 0 Window we locatfons if applicable oBrace wall panel locations 0 Room usage labels o Water heater and furnace tocations oSmoke detector locations oExhaust fan locations o Attic and crawl space access locations o Deck or concrete patio sizes and tocations 0 Fire Wall construction O Roof Plan: o Engineered truss direction and s'ng o Rafter and over frame direction, size and spacing O WWl Section Detail inctuding: Roof oSlooe roofing material/ un unt/ ice dam protection o Sheathing size and type Ceiling o Joist size and spacing Wall o Height/ top plate/ stud size and spacing/ sole pTate o Exterior sheathing size and type Floor o Joist size and spacing Foundation Wall o Concrete or Masonry unit width o Earth to wood separation distance Footing o Size Radon o Passive system with 6miI vapor barrier Miscellaneous Construction Details ODemk: o Floor plan/ side viewl dimensions o Ftoor Joist/ decking direction, size and spacing o Stalrway tread rise & run and nosing o Ridgeeave and valley lines o Beam and girdesize and focation o Truss or rafter size, spacing & connection o AttJc insulation/ air space baffle/ ventilation o Size of ceiling gypsurn wafl board o Siding/ exterior house wrap/ anchor bolts o tnsutation, vapor barrier, gypsum wall board o Sheathing or concrete floor size/ insulation o Footing bottom to finished ground fevel depth o Horizontal Qvertical reinforcement ifany o Reinforcement if any o Active system with 6 mil vapor barrier O post/ and beam siz:e and tocations O Handrail / Guard height & spacing OOFFMAN NGN�ENS July 1, 2014 Ratree Shadduck 18 N. Bowdish Road Spokane, WA 99206 Re: Repair of Fire Damaged Floor Structural Framing Structural • Mcchai ical • Etecttoer1 • Ci' Corrosion Control • PMic Dear Ratree, I have now completed the design of the required structural framing to replace the framing that was destroyed by the recent fire at your home. The attached design calculations and drawings can be used by your contractor, Matt Brosvik, to make the required repairs and for permitting purposes. Yesterday during my visit to your home I discussed these structural repairs with Matt. I and available to answer any further questions you or Matt might have. The extent of the fire damage was limited to a small area of the structure and the repairs should be relatively easy to accomplish. With be G. Craig le S.E Principal SPOKANE. A'1C+IOKA OC 10 N P„zt 9;.`E€ 6001611276.1(6' ne VA 429' ']8 29.1 671 1.701 NCm:filil,l, ROA nR7 AYA4 1 Y A'.,=u_E, :Ea' ILL 818209255,7 2C6 E21U7I7 LASTING Project # RECEIVED JUL 0 2 2014 CSV PERMIT CENTER SUB # REV. # COFFMAN NGINEERS na by dale ybm r r 0 l coFMA NGINEERSN u"Ned 1 it 4.0 <Rn ACOFFMAN N G I N E E R S P49.84 64.A.Ce. I New foundation wall Crawl Space. new el6ctricar service & panel New foundation wall New Crawl Space ro-ropf . t4 1 VON) 4gc,c v twit. wn40,0 t‘pppc.4 Future Bedroom path (tuft FV,,,JAC-a 1• • Fiiuun kec-12 o Exercise Ro _Basement Floor Plan v," frig north 1 DRAWN JOB No,. ctIEO.YED. § E EgT: DATE: -Z-DJ I+ DF, 2._ Steel Beam , 0111301+0-0090 81:0.-1 3040, ='ac,1rS�'t�a ,1 s i'ta"P`I`l Oesr.'ipia)n . l),13i1i1I.,s Resicerce 'ear A - CODE REFERENCES Calcu ations pet Load Combination Set ASCE 7-05 Material Properties Analysis Mt.3#, , Allowable Strength Design Rears B&aclrg Bears •s Ful'9 Brer_e aganst labral-loislonal ba" nsng Sena nc.Axis : Major Axis Bending Lceo Cori nancr ASCE 7-05 3(01, 33C Fy 5!ee Y�ela E iioJulus 360lug 29 000,0 Gd + Applied Loads Unuuan Lana. D=6"5150. DESIGN SUMMARY Maximum Pending Stress Ratio = Sector. used for this span Ma Applied Mn 1 Omega Allowuo0 Logo so,nb I.dt100 Location of maximum on span Span 4 w50'e m'xlmIrl 000688 Maximum Deflection Mas Downward L+Lr+S DeSect ori Max Upward L*Lr+S Deflection Max Downward "total Deflectton Max Upward Totai Deflection _ = 3:3E0 Fitt + Span- ibutary WiOli 41 0 ft 0.305 1 W6x15 15 3776-'1 19 102 k -ft ]+L+y 0 7506 Al 0 321 91 0 000 it 0.603 in 0 000 In Maximum Forces & Stresses for Load Combinations loadCom6naoon Max ;Ir+""ss Patio: Soglne1a Le 01 Span 4 0 C pry Dsgn L - '2559 +n 6,81 Csgn I.= 13 50 11 •0.05--1 Csgn L- 13500 Csgn L= 11°011 +0+0 ,'500+(/ 7f.,00 -61i Csnn 1.= 1350 ft •U -.Ci 750'_+0 7 E0S -0 Usgo L- 135011 Csgn L= 1350 ft +0+3 '0E+9 Csgn.l= 135011 +0 «0 750Lr+0 7500.0 7 50tV+5 Ueun L- 135011 +0'0 7501+0.7500+0 750W+ -h Dsg1 L = 13009 ,8)-0 7501,0 7500+0 0253E+6 0+91. L= '350 ft +3-0 7530 .G 700 0+0 52507.8 0580 L= 12805 ✓0.906+W+N m Seance loads enle,ed 'Load Factors will he apahed for ca,culai•ons Mato -num Shear Stress Ratio = Suction used 'o- this span Va ' .Applied Vn'Ornega A9owable '_Odd f Orrbincl'0rl Lccahon of r1a'nrriim 06 span Spank shore mau,0 00) MJcu'S Ratio = Ratio = Ratio = Ratio = 501 0 '=303 !J 0 <180 0.230 1 W6x15 4556 k 19 839 k r-1 +_:r6 U00 11 Span :,ummary of Moment'i..lne' Summery ui Shear V61uus 9 579 08115 0230 c 28 18 .1 3150 1910 100 ''10 455 2975 1984 1 3376 0107 718 716 3) 13 1.410 10`.) '130 2113 2976 +974 0 370 0107 71e 7,12 3106 1916 100 1 011 213 2976 1584 0898 0199 ,333 13,33 3193 1011 1.00 100 355 975 10 E4 ' 9698 0 199 1333 1,,.5. 31:II 1910 100 110 355 /0 i 1984 a 376 0 107 7 18 7 18 31 931 19 10 100 1 ;0 29 75 19 84 1376 0 107 7 18 ' Id 31 00 19 10 100 1 90 2 13 29 70 19 84 1 J 998 0 159 13 33 13 53 31 30 10 10 1 0; 1 00 3 95 29 76 19 84 0 0'36 0 190 13 3.3 1.133 31 90 15 13 1 03 1 C0 3 95 29 76 19 84 9608 0 199 1337 '1233 31•+n 1910 100 1 3.) 355 29 76 1984 3983 01900 11113 533.0 3130 1910 100 1;.1 395 2925 1984 8.lax- M:no< M+- Max 0.5 M56+0inega Cb 615 '6414a+ Ynx '3"x8:1,ega 3107 718 7,18 3190 1910 1 00 I 30 713 2P 70 X994 Steel Beam ENLIqc.i,,, 00 I443M14, ,,,,.1d 014 5 ,E.,411 '.4 5 ';' Fr, . c4rpocfL1-ct-NE,A- i JL 14 —,. ,.. _ , - ' '-' ' - ....,. - f:',:,....m[plion Slroddua P,7K.lef-A, gp,,,, A 1.,:d ,;ornhrial,an 0a, SI( ess Pnt.:s Sow, lay al Mcq•enl Value: 40441-1414 01 Sheaf 'aues SeltrentL,florl );par 4 0 1 1ln-t.1,.. - 1041 - MP - Max Mnx MnxiOrncia 44 Ro VI Ma% Vny •,/vOrr,y,e, Dsgn 4:: 14,:-,011 000 0 064 4111 431 01311 19 10 I/O 340 12659.78 19 84 .0530.0 130X4 Dsgn ._ . 11400 1 2440 0 044 42) 4,1 3)35 19 Y.: 1 3I: 1 00 '2/ 245 '944 Overall Maximum Deflect ons - Unfactored Loads Load Conti.lcn 01144 Max "•" 005 !Q.., n Span Lind 0,nbinat on I.,1, '," Dell Lcxalon in ',:,pan 5.4 1 014/1 6.83' 30000 /4)0 Vertical Reactions - Unfactored Suppo01,13,11 'dr Pt 'S r Vaoes ill K.'S Support 1 Sqvcrt Overall N1AXirr,r1 0544 4 055 0001411"ylltjurtrn 2 126 2.128 0414 2 126 2 126 L Only 244/4 2.420 D.1 4546 4 556 Wood Beam A Cescreticy Shado_k 3400109 - 9cam 3 -. CODE REFERENCES Calculations per Load Combination Set ASCE 7-05 Material Properties 05olys.s Method Allowab e Stress Design Load Conbulabo'l 430E 7-05 Wood Species Oared Grade Beam 6eicir9 F6 Temlcn Fb-Comer Fc PCI Douglas Fir - La -ch Fc Pup No 2 F0 Ft Rearn Is Fully Braced against lateral -torsion buckling ¢R'03G,-2553Ri.n. .1,605014.810'0"4141 i1 111 f i}; f _kt •11', 900 psi c MoJui c o(Elarrc9y — 900 its, Fb050.- o 1600 s 1350 p4, Emir rand-xx 580ksI 025 nsI 180 ps. 575 psi Density 32 21 prof d Applied Loads Juliann ,. _ad D is 0 1a 1, L DESIGN SUMMARY Maximum Dancing Stress Ratio Semon used `or this span ib Aclr,al 173 Allowable Load Conninauon Location 0.160011040000 span Span 0 where max''mum arca s Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L-Lr+S Deflection Mao Downward Total Deflection Mao Upward Total Deflection nbdlary'Width - 1 't 0.930 1 3.0 X 5.50 1 X793 39psi 1,170 00pst +D -t -FI 3.50011 Sown 01 o o.r -91 Sera'ce'oad0 entered LJad 609.151>m.I b, opph,d 081 o-„ .abcic Maximum Shear Stress Rata) - 0 348 1 Section, used for 1513 span 3.0 X 5.50 lo Actual _ 02 71 psi _0 Allcwable 130.00 psi Lad Somblratien Locator of n pax 11111111 spur - 0506ft Scan 01 where 011919d¢ 02014)9 - Spar 0 1 0 090 In Raba = 0 000 In Ral,0 C 184 n Salla = 0 000 In Raba = 5.7 0 o343) 457 0 0180. Maximum Forces & Stresses for Load Combinations 1.0000510)1103unil Moo 5ioor 101aa na-9 ',i,oeo Sh..l 0710411 Senment Len41n 4914 M v1, 3d 2 (,� a, ., f.. r C .., la F'o � Iv pv 0 Only 000 900 000 000 Length=7001 0076 0161 100 1 300 100 108 100 109 140 084 50025 011000 032 2920 18000 +O+L-H 1 3300 1 00 1 00 l 00 100 100 C W 0 03 3 00 0 00 L9n415 = 7 O ft 1 0 335 0 313 1 011 1 300 1 00 1 )10 100 IOP 1 x 1 38 1 093 39 1170 00 0 60 52.11 180 00 +0.4141 1300 100 100 10; 100 100 U00 003 000 3100 Length =70 ft 1 0436 0163 1.00 19103 1 0 1,110 100 100 100 004 51024 1110 00 012 29.26 18000 -C-1-0-41 1 30') 00 1 00 1 00 100 190 0 00 0 00 3,00 0 00 05141)1= 7 0 9 1 1435 0 103 1 00 1 302 ' 00 1.03 100 1 00 100 0:4 510 25 110102 0 32 20 26 180 00 -13+0 0501903 750LH 1 300 100 1 00 1 0.0 1.00 1 00 0 01 n 03 0 00 0.00 19119,', - 10 R 1 J =10 17 002 ' Dl 1 303 100 1 03 1 00 1 00 10d ' 10 047 00 1173 00 0 00 51 35 180 00 .6.0770L-0 1503=5 13'.13 100 , 0)) 100 300 100 300 000 0.00 003 Lerxjrh=7111 0 3010 0302 100 1200 10,0 100 100 100 100 119 947871 1071)011 1700 3435 18000 [Wood Beam 1310A1,,01, Re,oehe, - 84500 F18- 0 Pi -17;110A-0,-71,87,-1 7141_80AL0,1101030-414, 0001614 515, V0.111146 15 0032 Co1080:8187 103,171,855 0 Om 1,1,00,11/a1007 _ Shear Values 57"gntent Lergth 0 aacl 8 71 v c, C ,-. 0, 7,. Cm C , 3, 11 61 FL 1: tv ,11,11-01 1 300 1 02 1 72 1 011, 100 00 0 27 000 0 00 060 L0151h = 7 0 8 0 406 1063 1 00 1 000 100 1 07 1 07 110 00 0.14 51625 11'000 0 12 2026 53001 .0,0 707-11 1 300 1 80 178 , 41.1 1 .0 CC 0 38 1 80 0 00 0 00 a84017 7011 1 0 430 0 163 150 1 000 1 GO 1 70 , 30 1 80 110 066 57025 11'0 7, 002 20 20 185.07 .105277,5101.0 5001,8 05006+11 5 11/0 1101 107' , 1)0 1 , 0 00 7 01 604 002 000 Lenglh , I 07 1 0 610 0 302 1 80 1.307 100 103 ' 00 100 07 t 16 947,60 11'0000 000 0135 100 00 .0.0 7501.4.0 703540 770761 " 300 106 1 00 1,00 100 00 0.70 055 500 1, 50 Length .7 7 0 q 1 05/3 7 302 1 80 1 800 100 100 /30 100 00 I/O 010 60 11)050 0 50 0400 16500 .047 75787+0 7807415200E+ 1 000 1 00 ' C0 117 1 W 05 01/0 0 07 0,08 505 L14915 = 1 0 !I 1 0 0'5 1.302 , 30 1102 100 ! 00 1 07 1 70 00 117 941 60 11, 0 1,1 06/ 04.10 55500 '5,0 1150,7170004-0 52506-91 ' 308 170 100 550 110 05 00-2 51.11 502 500 Lnyth = /10011 1 0 616 07302 1 40 " 302 1 uu /00 I 70 1 70 60 ' 19 047 60 1170 00 0.30 54 35 100 I/O '0660'20'9 '401', 105 100 100 170 00 544 01-0 0,00 000 Lenglh --- 7 t7 0 0 282 0 010 100 1030 105 550 1.40 1'J0 00 300 30505 111437 015 '750 16373 «887083 70E+4 1 300 1 00 1 00 170 1.70 00 5/4 503 7,75 MO 1_00010 - 7 0 8 1 7 252 0 008 I 00 1,200 105 504 100 1160 00 510 024)5 11/000 40 535018100 Overall Maximum Deflections • Unfactored Loads 1,8871 Cornt0nat 00 3.2an 10,7, "-1 Doi 1_00.00,11 1114010 1,00 0,81088100 5,11' "4" De8 Lo11,10.,7 In Shan C*13 . 0 1437 1556 0 0000 9 505 Vertical Reactions • Unfactored S00088 ,08,0017 1 ar1eft la V '5414')in OS . _ ,u/d 11c011,781J00 0708011 1 So65c8 0,31 M00,man '0760' 0110 (150'all M44,0800 0 360 0 358 C, Only 1365 065 L Only .0170. 0 125 "705 78.5 Wood Beam;33;'GR;9-299,9Ei.999,- 06(9,4,7 337 1983.73;9 49 14 C1;-, O '4 9 lit...jattAWIA12.2J2.029", '....L.142Li-.119'98Q1114.1,157179:11.9Li 099,^0 nor . Si 981.19.ck Reskt, - Bear-, C, CODE REFERENCES Calculations per Load Combination Set ASCE 7-05 Material Properties Anillysc Meipciii Allowable Sliess Design Fo - Tension 1000 ssi L Medr_aus 94 6Iestryly Lox: COT:A:at:9r ASCE 7-05 Fc - atiT1U 1060 DM Rend .or 'I 700 ka Fe PrIl 1500 ost Eminhend - xx 62030 Med Speaes Douglas Fir L a -ch 0, - 7075 025 psi Wood Gralz No 1 Fy 180 nal Ft 675 psi Got 745 32 21st Seam 8rsP4t3 . Seem is Fut y Braced against laterst torsion bucklira ft • Applied Loads 11,i1000 Lt.9d 9-3 0 17F,tO L 0 20 , ibtAary /WM .1 0 it DESIGN SUMMARY Maximum Bending Stress Ratio Seanon used fcr this span Ib Actual FO Allowable Load Obtrbraticn Lonation of maximum on soar, Span If where maximum occurs Max'mum Deflection Max Downward L.LN-S Ceflecton Max Uoward L9, -S Deflection Max Downwrcd Total Dot ecton Max Deward Total Deflection 0.826. 1 3.0 X 7.250 1,203 92 psi 1,300.00 psi rS1-Lat-t 3 750ft Soon 9 00,0 1,391, 993.,x, Lc9'2 WIt, ar;p1,,,i for cal;,:x1 Maximum Shear Stress Ratio Sector; used for this span Iv Actual 9 x Allowable. Lead Curnbiratton Location nt -naximm 0, span 4 where rna,Mdaloccurri 0 098 in Ratio 0 000 in Ratio 0 166 a Ratio 0 000 in Folio 1017 '0 -860 543 St <108 0 452 1 3.0 X 7.250 81 41 Psi 180 00 psi 43 es+ 13 608 0 Span fr 1 Maximum Forces & Stresses for Load Combinations Load 82oxtbratut Mao 3tress Fairs Mapert 03llI65 Shea' Values 9.390,001LeN119 ;Stan # 100 0, C 6-, :9 1 Ft V `v 5'v 0 Daly Lenge .7 90 ti 0 432 02r 1 00 300 1 ao 1 03 rCri_70 300 1 00 1 00 11093" x 7 5C ft 0 336 1402 1 00 .900 100 30 -9139L19H XX) 1(0 1 00 1_99tql, 9; 7 5( ft 035,' 0 211 ; 30) 1,0 105 203 1 00 ''13 Lent' 7 it; ft 0 12.2 0.21, 1 00 301 1.00 ' 00 9(90 75011,3 7500 01 300 100 ' OD Lari,th = 7 50 ft 0 703 ("32 1 00 7962 100 1 30 90.2991 1501.0 7505-90 303 1(4 ' 00 exqt'75050 3 0 301 0 302 '(4 20 1)'l, 1 00 '00 0 00 007 020 .o4 oo 00 1 21 1.616' 1300 00 3 55 38 00 '0001 CO , 10 104 000 0.00 0(0 0 OS 00 90 1 lit_sI 1 20, 3 100090 120 7)41 16030 '00 '00 00) 0 00 4(17 031 "i0 120 133 961 t3 16040 355 3015 600)1 C0 100 '10 418' 000 002 020 09 1.00 1.00 1 23 961.83 (30104 551. 37 on '9230 00 1(8 1 20 00 0 0e 0 00 3,83 00 1 00 I 30 2 29 1,043 40 30(01 1(2 795" 18013 1-90 1 50 t 00 500 0 00 0 20 0,' 1 70 1 37 2. 1,043 40 111100 1 32 7000 180 05 [Wood Beam Dnpror :crce 11,0 - 5,71V7)(7.46777-7775NER7,77-1 1147.177107,C, 617: '996 1,714,117767 IA 5 '5,7757E 76675 .175'..67.77.:47L551.1,4g416517744...003AL'7-7 1094 k;ornoinatIon 44 7411 Rntirls Mum.01 Values Shea, Oke, 3egment Lew Opo 0 09 v 07 1„ 0 1, fb 5 c 71 -77:709-47 1 :'70 ' 0:7 107- 1 Je 1 70 1 00 0 0,0 7 ;C 31(1 500 Length ., 7 EC ft 1 7 432 -3711 I 00 1 703 1 00 , 00 ' .6' 1 70 1 0 1 001 83 930000 0 55 37)9 14090 -.3.020700 1 770 1 00 1 00 1 20 1 00 1 91 0 00 31.3 970 00(1 Length 7 ,30 ft 1 1431' ':211 1 03 921)3 17(1- 110 1214 100 107 1 7.; 4775) 931000 0(0 37-') 10700 --93,0 7500,C 7501 -,0 150;7,4 i :7577 1 077' 1191 ,.00 1 00 1 03 000 500 0 (Al 0(10 ..a3Eith = 7 53 ft 1 0 003 0702 '70 1 Ho 13:7 1 55 1 55 1 co 107 22,, 1 04-, 43 1302011 11,7 10)7 10000 '930 0501,0 0.500- TirM44-1 1100 1.07 110 13/ 000 101 0.70 0111 0 00 700 Lergh . 7 50 ft 1 c 1,03 0 :92 , 00 1200 (00 1 70 130 1 00 10C 735 1 ,!43 40 1,100 00 1 i2 70 55 180 GC - ,C+0 7500,0 750L -0.5290E1 -H 1200 1 00 1 00 175 100 120 203 000 000 009 Lerotl'. = 1 /0 1 1 0 073 0 .32 1 00 1 300 '57 1 CC 1 CO 1 00 130 3:0 743411', 12.07700 1 72 70 00 10000 -C-.0 7.50.0.0.750F,,e 52500.0 1)03 :01 1 CC 1,10 100 100 0 07 0 00 0.00 0.00 Len915= 7 00 5 1 0 003 0092 100 1 303 100 7)0 1 5,) t on 1 a 2:0 1:143 10 (11022 102 7090 10000 , 0 60D4W ,H 130-3 1 CO '00 110 1 00 970 0 oo 07-0 500 050 ,..49:01-. = 7 ',0 11 1 125:9 0_137 ' 00 (933 179: 130 ' 10 '00 1 cc 0 71 337 10 25200I 033 22771 09003 =0.80700 '05.1 1 300 '.00 170 '-20 ' 00 130 070 77.0 000 020 Length = 7 50 f; 1 0 259 0 1 zl' 100 107:11 ' 70 1.05 1:30 ' 00 704 71.9 33'') (30333 C 33 2271, 180 00 Overall Maximum Deflections - Unfactored Loads 1 3.1 CornbirMi Spar. Max '-' De' 17701130 in 5500 739d 7c,b.nal.N 04: 16.7 3 777 Vertical Reactions • Unfactored Super, ',taw,. 704791)', L77,776 COM01'31. 0,107070u99e72 '3-11,0017.1k;,,,,,uat 141:5' ('(05 70014111159,74:', 0715 9 953 D Only 016 357,5 L7(1)y 700 3190 DIL 1 479 1 400 Max33.11 L01131,110 70000 .1;100 Valu,,, ,700. H ‘-- 7-P /6. ' -/1- /VeR 777- 7.`15= GDGf1-re0 �% / 6 ,/7/WBf- ,i 9/2 / ` i' /Z'y /77"A/4 S 4, EV ��yE �O-of T, N #YPRAMr / 7L/ il Fgaew 5©arh' P" i°- airrex.ixcj 7/ev g/LTY tf e !�f'/ ' _.r a' Exi r/N4 //oas- Ogz 4-x/774/4 /G (PA4M-0 7 c -/A/-) aer fa. alai. • as. am.. am.. Ma.. ca ma ma, ,Mia, mCi door 34/,5 PLANNING DEPT. APPROVEL BY: , Z DATE: ?0N/Al4 = /tom//)(t i O 4 Y.. '1/2 Ji/V,47 /1I®Dg E rie/c. kb:"4-7-5/z, eafri, AL, / laegg zz az & : Project # I�L1)c11�-1,57 RECEIVED JUL 0 2 2014 CSV PERMIT CENTER SUB # REV. p/- /Z7y 4/4ieViL Z VI. /Sill /Ww ( ,) 7z/ - .'/? Project # RECEIVED JUL 0 2 2014 CSV PERMIT CENTER SUB # REV. # ADDITION oklA kf,v. Cit Living Room !helves w).1 awers bels ow' 5n c) Dining Room Bedroom Bedroom V% �1I/ shelves w/ drawers below Bedroom CIT 12-61-441i6 SIS% t� lu 4 V o9cP{ IA FoR tJew Y COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS pISrri wbu-�efN tJEW' to narfh �38� fix.; u� --cam w A Main Floor Dian. __ , . w►�,�/ v=�€. w9a5 DATE:. = 1'-0" 5 2e Mr. & Mrs. J. Shadduck 16 North Bowdish Road Spokane Valley, Wa 99206 t6ozein to •t vow erS-,c k V tu'I t- �i wit4116w NPPpc,X Gc i 1Gtt Future Bedroom SD Crawl Space . ne* electrical service & panel Anchor Bolts- Min. ''/2"x 9" with 7" concrete embedment at 6' o.c. and 12" from ends of sill plates. New Crawl Space • NON N otddli;ovl Abri Il *_f E Ngvammdation wall (FOUNDATION WALLS - 3000 # PSI ISLAM, GARAGES, CARPORTS & PORCHES - 3500 # PSI Horizontal Reinforcement for Wall Height - 8 ft: (1) #4 w/in 12" of top & (1) #4 at mid height. > 8 ft: (1) #4 w/in 12" of top & (1) #4 @ 1/3 points. Vertical Rebar for > 4 ft- See Table R404.1.2(8) vent w Future Rec Room & Exercise Room THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS • lb Crawl Space Crawl Space B _ --Basement Floor Plan y/aye = 1,_0" - north w 0 Residence of: est fg 1 z wN: JOB No:' HECKED: DATE: (h0F.: 2 - SHEET: