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2008, 05-28 Permit App: 08001947 Storage Shed Project Number: 08001947 Inv: 1 Application Date: 5/28/2008 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 12 X 24 STORAGE SHED Contact: HARRIS,JANIS L&BRADLEY D Address: 1419 S WILBUR RD C-S-Z: SPOKANE VALLEY,WA 99206-5441 Setbacks:Front Left: Right: Rear: Phone: (509)475-5711 Group Name: Project Name: Site Information: Plat Key: 002694 Name: TWIN VIEW ADD District: Sout Parcel Number: 45214.1409 Block: Lot: SiteAddress: 1419 S WILBUR RI) Owner:Name: HARRIS,JANIS L&BRADLEY D Address: 1419 S WILBUR RD Location::CSV SPOKANE VALLEY,WA 99206-544 Zoning: R-3 SF Res District Water District: 007 MODEL Hold: ❑ Area: 14,305 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: �,,,,.. :. Review Building Plan Review Released By: Originally Released: 5/28/2008 By: tmelbourn Landuse/Zoning/HE Conditions Released By: Originally Released: 5/23/2008 By: mpalaniuk Permits: . :, Operator: jmm Printed By: JD Print Date: 5/28/2008 Project Number: 08001947 Inv: 1 Application Date: 5/28/2008 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: OWNER Finn: OWNER Phone: (000)000-0000 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation GARAGE U-1 VB 288 $5,472.00 288 $5,472.00 Totals: 288 $5,472.00 288 $5,472.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $125.25 ACCESSORY PLANS REVIEW 1 SELECT $31.31 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $161.06 Notes: Payment Summary: ....d: �L �_._ ; ..._,._ Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $161.06 $161.06 $0.00 $161.06 $161.06 $161.06 $0.00 $161.06 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: JD Print Date: 5/28/2008 Permit Center ' / Scm 11703 E Sprague Ave,Suite B-3 PERMIT NUMBER: _ ��K pokane Spokane Valley, _ '� PERMIT FEE: Valley. (509)688-0036 F ,:' ALLEY www.spokanecall- 9 r Community Development MAY 2 3 2006 Residential ConstructionPERMIT c:All, Construction ii Accessory Bldg Permit Application 13Y •dditton/Remodel • Deck F1 Other: SITE ADDRESS: /41 q ` ),,,_-4) V w 1 I r UA QC] i ___cp_ji.4/YLO /iWij- ASSESSORS ll,Ud- PARCEL NO: LEGAL DESCRIPTION: Building Owner: Contractor: Namesn((RU I c(J()l r\ s PoivrI`S Name: Address: jig IA i I,' � i2d Address: City: �`� State: Zi City: State: Zip: 5 ki,� (Awl bu p icx Phone: q _1 Da_ % Fax: 43/fa— Phone: Fax: Contractor Lic No: Exp Date: Contact Person City Business Lic.No: Name:))1-ad .1-- QIir(1 S Phone: --(c)i -c? 2a-`ti 0 (,) Describe Describe the scope of work in detail: Cost of Project: $ /t D 0,0 DD ,StrYY a V- Sit-ed Proposed Use: **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TOPEAK: DIIMEENSIIONSS: #OF STORIES: TOTAL HABITABLE SPACE: um e MAIN FLOOR TO SQ. , 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: FINISHED BASEMENT GARAGEZ_O O TG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: PROPERTY: #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? 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. / DATE: Sa D SIGNATU air / Method of ment:j ❑ Cash heck D Mastercard ❑ VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 2/15/07 Slid kane 11703E Sprague9.688.0036 Ave Suite 6-3♦♦ Spokane509.688.Valley0037 WA 99206 ♦50Fax: . Valleye y ❑X Completed Building and Mechanical Application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature and date. pX Three (3) sets of plans including Site Plan, elevations, floor plans, foundation plans with details, roof plan, framing plans and details. ❑X Show the height of any proposed buildings or accessory structures. EX 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. ❑X Egress windows: Provide at least one window or exterior door approved for emergency escape or rescue from basement and in every room for sleeping. © Floor framing details: Joist type, size, spacing and installation details. ❑X Roof framing plan and details ❑X Furnace and hot water heater location ❑X All header locations: type, size and connections MFoundation plan ElInsulation information © Decks and Stairway details All braced wall panel types: show locations and details of installation, including engineered design Smoke detector locations 22" x 30" attic access location 18" x 24" crawl space access One-hour separation detail: between house and garage McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 1 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Structural Calculations for: Janis Harris Project Location: Spokane, WA Tuff Shed Project No. 310-555551 Building Code: 2006 IBC Building Dimensions: Overall Building Width: B := 12f1 Overall Building Length: L:= 24fi (nb. ridge runs parallel to Length) Plate Heights: Finished Floor Elevation: hfloor := 6in Top of Plate Elevation: hfloor2:= 6ft+ lir hplate1 := hfloor2 5 hfloor;:= l Oft+ 10 8 in hplate2 := hfloor;— hfloor2 Roof Pitches: pitch := 5 Roof Angle: O := atan(pitch) O = 22.62 deg 12 Peak Roof Height: hpeak:= 12ft+ 8 1 it 4 Mean Building Height: hmean := (hfloorl + hpeak)•0.5 hmean = 11.79 ft Consider Vertical Loads: ,,. hr Dead Loads: Roof Dead Load: DLroof:= lops ;_ ��o• hv,..: il Wall Dead Load: DLwall:= 8Psf • q ::;.1-1 r 1 °. '-A i• r ro !"7 ) .'f %� , , Live Loads: Roof Live Load: LLroof:= 40Ps' ,,_� �s��; ,,,.:t, n� ti Snow Loads: Roof Snow Load: SLroof:= 40ps61:104.4A4.; �., flims AUG • 810. j Roof Load Summary Roof End Reactions: Roof Support: Trusses @ 24 in.c/c B Truss Span(ft): 12 Dead Load: Rroof_DL:= 2'DIroof-rtspacing Roof Dead Load(psf): 10 Roof Live Load(psf): 40 Rroof_DL= 120 lb Roof Snow Load(psf): 40.00 riSLroofi' Governing Total Load(psf): 50 Live Load: Rroof LL:= B•max •rtspacing See Calculations to Follow 2 _ LLroof)) Rroof_LL= 480 lb P:\O PROJECTS116000116100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 2 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 3 Foot Opening Header- Wall A Beam Design Data Effective Length Factor: k = 1.84 Member: 2x4 Beam Span (ft): 3 #of Memb: 2 Unbraced Length (ft): 3 (Ref NDS Table 3.3.3) Adjustment Factors-NDS Table 2.3.1 Le:= k•Lu Le= 5.52 ft CD CM Ct CL C, Cr 1.15 1.00 1.00 See Below 1.00 1.00 Selected Member Properties Commercial #of b d Area S„ I. E Species Grade Member Size _Mem. (in) (in) (in2) (in3) (in°) (ksi) Hem-Fir No.2 2x4 2 1.5 3.5 10.50 6.13 10.72 1200 Concentrated Load Data DL LL a dist. -..--�a� Number (kips) (kips) (ft) Description P1 0.00 0.00 0.00 P2 0.00 0.00 0.00 P3 0.00 0.00 0.00 I L P4 0.00 0.00 0.00 RL RR P5 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data DL LL a dist. c dist. trib.wt. r I b _ Number (kip/ft) (kip/ft) (ft) (ft) (ft) Description W1 0.02 0.08 0.00 0.00 2.00 Roof Load 111 111111 w2 0.00 0.00 0.00 0.00 0.00 w3 0.00 0.00 0.00 0.00 0.00 I L .1 w4 0.00 0.00 0.00 0.00 0.00 RL RR w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9975 Shears,Moments,&Deflections Maximum Shear Stress(psi) 23 Reactions Allowable Shear Stress(psi) 173 OK DL LL TL Maximum Bending Stress(psi) 233 (kips) (kips) (kips) Allowable Bending Stress(psi) 1,121 OK Left End 0.04 0.12 0.16 Max Dead Load Deflection(in) 0.004 9835 Right End 0.04 0.12 0.16 Max Live Load Deflection(in) 0.011 3176 Max Total Load Deflection(in) 0.015 2401 USE 2-2x4 P:\0 PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 3 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 3 Foot Opening Headers- Wall C Beam Design Data Effective Length Factor: k = 1.84 Member: 2x6 Beam Span (ft): 3 (Ref NDS Table 3.3.3) #of Memb: 2 Unbraced Length(ft): 2 Adjustment Factors-NDS Table 2.3.1 Le:= k•Lu Le= 3.68 ft CD CM Ct CL C, Cr 1.15 1.00 1.00 See Below 1.00 1.00 Selected Member Properties Commercial #of b d Area SX lX E Species Grade Member Size Mem. (in) (in) (in2) (in3) (in4) (ksi) Hem-Fir No.2 2x6 2 1.5 5.5 16.50 15.13 41.59 1200 Concentrated Load Data DL LL a dist. P �a Number (kips) (kips) (ft) Description P1 0.00 0.00 0.00 rrAr P2 0.00 0.00 0.00 P3 0.00 0.00 0.00 I" L 1 P4 0.00 0.00 0.00 RL RR P5 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data DL LL a dist. c dist. trib.wt. . I b I c -- Number Number (kiplft) (kip/ft) (ft) (ft) (ft) Description w w1 0.06 0.24 0.00 0.00 6.00 Roof Load 1111111111 w2 0.00 0.00 0.00 0.00 0.00 w3 0.00 0.00 0.00 0.00 0.00 I L .1 w4 0.00 0.00 0.00 0.00 0.00 RL RR w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9974 Shears,Moments,&Deflections Maximum Shear Stress(psi) 42 Reactions Allowable Shear Stress(psi) 173 OK DL LL TL Maximum Bending Stress(psi) 276 (kips) (kips) (kips) Allowable Bending Stress(psi) 1,121 OK Left End 0.10 0.36 0.46 Max Dead Load Deflection(in) 0.003 14254 Right End 0.10 0.36 0.46 Max Live Load Deflection(in) 0.009 4108 Max Total Load Deflection(in) 0.011 3189 USE 2-2x6 P:\O PROJECTS\16000\16100\16130 TS130 555551 • McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 4 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 8 Foot Opening Header- Wall C Beam Design Data Member: 1.75x5.5LVL Beam Span (ft): 8 Effective Length Factor: k= 1.84 #of Memb: 2 Unbraced Length(ft): 2 (Ref NDS Table 3.3.3) Adjustment Factors-NDS Table 2.3.1 Le:= k•Lu Le= 3.68 ft CD CM Ct CL C, Cr 1.15 1.00 1.00 See Below 1.00 1.00 Selected Member Properties Commercial #of b d Area SX lX E Species Grade Member Size Mem. (in) (in) (in2) (in3) (in4) (ksi) Microllam LVL N/A 1.75x5.5LVL 2 1.75 5.5 19.25 17.65 48.53 1900 Concentrated Load Data DL LL a dist. P �a Number (kips) (kips) (ft) Description P1 0.00 0.00 0.00 P2 0.00 0.00 0.00 P3 0.00 _ 0.00 0.00 I L •I P4 0.00 0.00 0.00 RL RR P5 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data DL LL a dist. c dist. trib.wt. b c Number (kip/ft) (kip/ft) (ft) (ft) (ft) Description w1 0.06 0.24 0.00 0.00 6.00 Roof Load 111 1-l i i l w2 0.00 0.00 0.00 0.00 0.00 w3 0.00 0.00 0.00 0.00 0.00 I. L •I w4 0.00 0.00 0.00 0.00 0.00 R L R R w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9957 Shears,Moments,&Deflections Maximum Shear Stress (psi) 97 Reactions Allowable Shear Stress (psi) 328 OK DL LL TL Maximum Bending Stress(psi) 1,690 (kips) (kips) (kips) Allowable Bending Stress(psi) 3,807 OK Left End 0.28 0.96 1.24 Max Dead Load Deflection(in) 0.071 1359 Right End 0.28 0.96 1.24 Max.Live Load Deflection(in) 0.240 400 Max Total Load Deflection(in) 0.311 309 USE 2-1.75x5.5LVL P:\0 PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building_ Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 5 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Consider IBC Lateral Loads: Project Location: Spokane, WA Building Code: 2006 IBC Determine Wind Loads: Basic Wind Speed(3 second gust): Vwind 90mpt- Exposure Category: Exposure:= "C" Wind Load Importance Factor: Iw:= l.0 Height and Exposure Coefficient: 2. = 1.21 Basic Wind Pressures: nb. intermediate roof angles are interpolated Main Windforce Resisting System Loads:ps30 (IBC Table 1609.2.1(1)) Horizontal Loads(psf) Vertical Loads(psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 11.8 0.2 Transverse -6.6 -7.9 Longitudinal 8.5 -4.0 Longitudinal -10.7 -6.8 Calculated Wind Pressures: (10psf minimum wall load,Opsf minimum roof lateral load). Calculated Wind Loads Horizontal Loads(psf) Vertical Loads(psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 14.3 10.0 Transverse -8.0 -9.6 Longitudinal 10.3 10.0 Longitudinal -12.9 -8.2 Tributary Areas: Trib_arearoof t hpeak— hfloor; Trib_arearoof t= 1.8 ft Trib_arearoof I = 0.5(hpeak— hfloorl) Trib_arearoof I = 0.9 ft Trib_areawall 0.5 hfloor; Trib_areawall= 5.44 ft Wind Forces Transverse Direction: Force at Roof: Fwind_t L•(Pwhtw.Trib_areawall+ Pwhtr•Trib_arearoof_t) Fwind_t= 2296.81 lb Distributed Force: Fdwind t Pwhty •Trib_areawall+ PwhtrTrib_arearoof t Fdwind t= 95.7 01 Wind Forces Longitudinal Direction: Force at Roof: Fwind_I B.Pwhlw.(Trib_areawall+Trib_arearoof j) FwindI= 782.95 lb Distributed Force: PH wind_I Pwhlw.(Trib_areawall+ Trib_arearoof I) FdwindI = 65.25 pll P:\O PROJECTS\16000\16100116130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 6 OF 15 Saint Louis,Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Determine Seismic Loads: Seismic Use Group: Use_Group := I Max Considered Earthquake Coefficients: Ss := 0.404 Si := 0.114 Seismic Site Class: Site Class:= "D" Seismic Importance Factor: IE := 1.6 Site Coefficients: {tables 1615.1.2(1-2)} Fa= 1.48 Fv= 2.34 Adjusted Max considered Earthquake: Sms= 0.6 Smi = 0.27 Design Spectral Response Acceleration: Sds= 0.4 Sd1 = 0.18 Structural System: Basic_Structural_System := "Bearing Wall System" Seismic_Resisting_System := "Light Framed Walls w/Wood Shear Panels" Response Modification Factor: R:= 6.5 {table 1617.6} .75 hpeak' Approximate Fundamental Period: Ta:_ .020• •sec Ta= 0.13 s ft ) Ts (Sd1 _ Sds)•sec Ts = 0.45 s Seismic Response Coefficient: Cs:= if/S1 <0.6,max/0.01 , Sds 1 max/0.01, Sds 0.5•S1)), Cs = 0.06 R- 1E) R+ IE R- 1E)) Seismic Design Category: SDC = "C" Determine Structural Dead Load:Ws Area of Roof&Floor: Area := L•B Area = 288 ft2 Total Roof Dead Load: Wroof:= Area•DLroof Wroof= 2.88 kip [Si-roof Si-roof) Wroof shear if� Psf >30,Area•\DLroof+ 5 ),Wroof Exterior Wall Dead Loads Wall load tributary to roof: Length of wall: Lwall:= L+ B + L+ B Lwall= 72 ft hmean Wall Dead Load: Wwallshear�= DLwal•Lwal2 Wwall shear= 3.39 ki P Wwall of DLwall•Lwall'hmean Wwall of= 6.79 kip Total Structural Dead Load: Ws shear Wroof shear+ Wwall shear Ws shear= 9 kip Ws of Wroof+ Wwall of Ws of= 9.67 kip Determine Total Base Shear Forces: FEQ Cs•Ws shear FdEQ t FEQ - L FdEQ 1 FEQ - B P:\0 PROJECTS\16000 16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 7 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Compare Seismic Forces at Roof: Wind and Seismic Forces: FEQ = 0.5 kip Fwind t= 2.3 kip Fwind I = 0.8 kip FdEQ t= 21.87 pli Fdwind t= 95.7 plf Fdwind I= 65.25 p11 FdEQ j = 43.75 plf Use Maximum Forces: Froof_t max(FEQ,Fwind_t) Froof_t= 2296.81 lb Froof I max(FEQ,Fwind_I) Froof_I = 782.95 lb Fdroof_t max(FdEQ_t,Fdwind_t) Fdroof_t= 95.7 pI1 Fdroof I max(FdEQ_I,Fdwind_l) Fdroof I = 65.25 p11 Wind Governs Transverse Load. Wind Governs Longitudinal Load. Roof Diaphragm Design: Controlling Lateral Load: Transverse Load Governs Diaphragm Design. Strut Reaction, R: Rroof Fdroof t'0.5L Rroof= 1148 lb 2 T Fdroof_ti-- Chord Forces(T=C): Tchord := 8.6 Tchord = 574 lb Fd 0.51- ��� roof t' Diaphragm Shear,v: vroof vroof= 96 PIl B Diaphragm and Fasteners Design Strength: Roof deck is 1/2"wood floor sheathing with vr_allow 19701 > E- 8d common nails @6"o.c.at edges. Use 8d T T T T common nails @12"o.c.for interior nailing. Since vr allow vroof == 197 lb/ft >= 96 lb/ft OK P:\0 PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 8 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Consider Diaphragm Chord: chord := "Double 2x4 Hem Fir Top Plate" Area of Chord: Achord 5.25•in2 Fastener type: fastener:= "16d nails" Chord Modulus of Elasticity: Echord 1200000•psi Albwable Tension in Chord: Ft:= 400.psi Allowable shear per fastener: vfastener 89•Ib Load duration factor: CD:= 1.6 Tchord Number of Nails Required: Nfasteners Nfasteners= 4 vfastener'CD Pa Ft.Achord•CD Pa= 3360 lb Use Double 2x4 Hem Fir Top Plate with 6- 16d nails each side of splice minimum. B Consider Drag Strut: dragspacingdragspacing = 11.16 in Rroof_ vfastener 3.018 Check Diaphragm Deflection: vfastener Panel Modulus of Rigidity: Gpanel= •in 54000•psi Nail Slip Calculation: en:= 6116 ) 15 Panel Thickness: tpanel —32'in en = 0.003 in Deflection Amplification: Cd:= 4 Albwable Deflection: allow 0.025•hplatel 3 Hallow= 1.97 in 5•vroof-, vroof0.188 Deflection: A := + + •L•en 8•Echord•Achord•B 4•Gpanel'tpanel in • Amplified Deflection: Aampi Ca A Aampl= 1.25 in E Since iampl = 1.2 in. <= Lallow= 2.0 in. OK P:\0 PROJECTS\16000\16100116130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 9 OF 15 Saint Louis, Missouri 63131-1735 CALC.BY CJD DATE 5/20/2008 Consider 2x Wood Studs- Member:= "2x4" Number of Members: n:= 1 Selected Member Properties Commercial #of b d Area S,, I. E Species Grade Member Size Mem. (in) (in) (in2) (in3) (in4) (ksi) Hem-Fir Stud 2x4 1 1.5 3.5 5.25 3.06 5.36 1200 Plate Height ht:= hplate – 4.5in Unbraced Length k:= 1.01 Unbraced Length: kl:= k•ht kl= 6.21 ft 1 Factor: Compression Parallel to Grain Non-Adjusted Design Value: Fc= 800 psi Grading Adjustment Factor: KcE:= 0.3 (See NDS Section 3.7.1) Coefficient Used for Column c:= 0., (See NDS Section 3.7.1) Stability Factor: Maximum Bending Effective Length Factor: Unbraced Length: Lu:= 12in (Ref NDS Table 3.3.3) k:= 1.84 Le:= k•Lu Le= 1.84 ft Determine the allowable axial compressive stress per NDS Section 3.6 Adjustment Factors-NDS Table 2.3.1 CM C, CF Ci Cr CT 1.00 1.00 1.00 1.00 1.15 1.00 Modified Modulus of Elasticity: E':= E•CM•Ct•Ci•CT E'= 1200000 psi Stress used for column KcE•E FcE794.56 psi kl stability factor: FOE 2 = 1 ddressed(id)) 1FcE) (F 2 FcE cE 1 + — 1 + — — Column stability factor: Cp:_ Fc ) – Fc ) – Fc Cp = 0.69 2c 2c c Allowable axial compression design stress w/no lateral load: CD 1.15 F'c_No_LL Fc•CD•CM•Ct•CF•Ci•CP F'c_No_LL= 634 psi Maximum Allowable Axial Load w/no lateral load: Pallow_No_LL A(id)•F'c_No_LL Pallow_No_LL= 3326 lb Allowable axial compression design stress with lateral load: CD:= 1.6 F'c_w_LL Fc•CD-CM•Ct•CF•Ci•CP F'c_w_LL = 881 psi P:\O PROJECTS\16000\161OO\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 10 OF 15 Saint Louis, Missouri 63131-1735 CALC.BY CJD DATE 5/20/2008 Determine the allowable bending stress per NDS Section 3.3 Determine the slenderness Le•ddressed(id) ratio: RB := if Lu > 0•ft, ,1 RB = 5.86 bdressed(id)2 ) Coefficient used for beam stability factor: KbE 0.439 Stress value used for beam FbE := KbE•E FbE = 15.34 ksi stability factor: 2 RB Tabulated bending design value from Table 4A: Fb_material = 675 psi Tabulated bending design value multiplied by applicable adjustment factors: Fbstar Fb_material•CM•Ct.Ci•CD•Cr FbE FbE 1 2 FbE 1 + 1 + Beam stability factor: CL:= if Lu >0•ft, Fbstar) – Fbstar) – Fbstar 1.0 CL= 1 1.9 1.9 0.95 Allowable bending stress: Fb allow Fb material•CL•CM.Ci.CD.Ct.Cr Fb allow= 1237 psi Lateral pressure: Pwhtw= 14.27 ps' Tributary width of member: twidth 16ir Maximum moment due 2 to lateral pressure: Mmax Pwhtw.twidth•ht •0.125 Mmax = 92 Ib ft Mmax Maximum bending stress: fb:_ fb= 359 psi Sx(id) ■ Find the maximum compressive stress to ' fc l 12 fb satisfy the bending and axial compression — + <_ 1.0 ( interaction equation. (NDS equation 3.9-3) F'c) fc ) Fb allow' 1 – — FcE) Solving for the compressive stress results in: fc = 471 psi Maximum allowable axial load w/lateral load: Pallow_w_LL A(id)•fc Pallow_w_LL= 2474 lb Controlling allowable axial load: .allow= 2474 lb Axial load w/lateral load governs Required axial load capacity: p Rroof_DL+ 0.5Rroof LL required dspacing - twidth required = 240 lb 4 Stud deflection @ midheight: Alateral SPwhtw'twidth'ht Alateral = 0.1 in ht = 753 384E•lx(id) Alateral P:10 PROJECTS116000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 11 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Shear Wall Design: Consider Wall A: Froof t= 2296.81 lb Wind Governs Transverse Load. Percentage of lateral force taken by wall A: Percent:= 50% Total Wall Length: 'wall:= 12fi Length of Considered Shear Wall: Ishearwall:= 9? Froof t•Percent Shear Stress: vv1 := vv1 = 127.6 plf Ishearwall Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel" 15 Fastener spacing at edge: edge_spacing := 6in Sheathing thickness: thickness := —in 2 Hem-Fir Studs Used? HF_reduction := "yes" {18% reduction if hem-fir studs are used} Use wind increase? wind increase:= "no" {40%allowable increase permitted per 2306.4.1} Sheathing Applied Directly? direct_applied :_ "yes" Adjustment for perforated shearwall: max_height_opening := 2fi perforated_multiplier= 1.00 {Per IBC Table 2305.3.7.2} For 0.469 in. Wood Structural Panel applied directly to framing w/8d nails @ 6 in. edge spacing. vallow= 230 ph Since vv1 = 128 lb/ft <= yam.= 230 lb/ft OK Check Uplift: Overturning Moment: Mot Proof t•Percent-hplate1 Mot= 7.56 kip•ft Roof Tributary Area: At:= 2fi 2 2 2) 2 'wall 'wall 3•Iwall 'wall Resisting Moment: Fres:= DI-roof 2 + Pwvtl• 8 + Pwvtw• 8 )•At+ DLwall• 2 •hmean Mres= 7.02kip•ft Since Mres 7.0 k-ft < M0t = 7.6 k-ft Uplift. Check tension. Mot– Mres Tension Required: tension:= tension= 47.38 lb (wall– 6in Since Tension 47.4 lb <= 300.0 lb Sill Plate will Suffice. P:\O PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 12 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Shear Wall Design: Consider Wall C: Froof t= 2296.81 lb Wind Governs Transverse Load. Percentage of lateral force taken by wall C: Percent:= 50% Total Wall Length: 'wall:= 12fi Length of Considered Shear Wall: .shearwall 12fl Froof_t'Percent Shear Stress: vv1 := vv1 = 95.7 plf Ishearwall Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel" 15 Fastener spacing at edge: edge_spacing := 6in Sheathing thickness: thickness := 32 in Hem-Fir Studs Used? HF_reduction:= "yes" {18% reduction if hem-fir studs are used) Use wind increase? wind increase:= "no" {40%allowable increase permitted per 2306.4.1) Sheathing Applied Directly? direct_applied := "yes" Adjustment for perforated shearwall: max_height_opening := Oft perforated_multiplier= 1.00 {Per IBC Table 2305.3.7.2} For 0.469 in. Wood Structural Panel applied directly to framing w/8d nails @ 6 in. edge spacing. vallow= 230 pH Since v„1 = 96 lb/ft <= vauow= 230 lb/ft OK Check Uplift: Overturning Moment: Mot Froof_t•Percent•hplatel Mot= 7.56kip•ft Roof Tributary Area: At:= 2f� 2 ' 2 I2 'wall wall3'wall Iwall ResistingMoment: Mres DLroofPwvtl' Pwvtw' 'At+ DLwallh mean 2 8 8 ) 2 Mres= 7.02kip•ft Since Mres 7.0 k-ft < Mot = 7.6 k-ft Uplift. Check tension. Mot— Mres Tension Required: tension:= tension= 47.38 lb 'wall— 6in Since Tension 47.4 lb <= 300.0 lb Sill Plate will Suffice. P:\O PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 13 OF 15 Saint Louis, Missouri 63131-1735 CALC.BY CJD DATE 5/20/2008 Shear Wall Design: Consider Wall B: Froof j = 782.95 lb Wind Governs Longitudinal Load. Percentage of lateral force taken by wall B: Percent:= 25% {Note:2-8'perforated panels each resist 25%of lateral force =50%total} Total Wall Length: lwall:= 8fl Length of Considered Shear Wall: Ishearwall 5f1 Froof 1.Percent Shear Stress: vv1vv1 = 39.15 plf lshearwall Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel" 15 Fastener spacing at edge: edge_spacing := 6in Sheathing thickness: thickness := —in Hem-Fir Studs Used? HF_reduction := "yes" {18% reduction if hem-fir studs are used) Use wind increase? wind jncrease:= "no" {40%allowable increase permitted per 2306.4.1} Sheathing Applied Directly? direct_applied := "yes" Adjustment for perforated shearwall: max_height_opening := 2fi perforated_multiplier= 1.00 {Per IBC Table 2305.3.7.2) For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. vallow= 230 Pli Since vv1 = 39 lb/ft <= vonow= 230 lb/ft OK Check Uplift: Overturning Moment: Mot:— Froof l.Percent hplatet Mot= 1.29kip-ft Roof Tributary Area: At:= 6f1 I2 2 21 wall wall 3•Iwall wall ResistingMoment: res DLroof + Pwvtl• + Pwvtw• At+ DLwal2� h mean 2 8 8 j 2 Mres= 3.32kip•ft Since Mres 3.3 k-ft >= Mot = 1.3 k-ft OK P:\O PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 14 OF 15 Saint Louis, Missouri 63131-1735 CALC.BY CJD DATE 5/20/2008 Shear Wall Design: Consider Wall D: Froof I = 782.95 lb Wind Governs Longitudinal Load. Percentage of lateral force taken by wall D: Percent:= 50% Total Wall Length: (wall 2411 Length of Considered Shear Wall: shearwall 24ft Froof •Percent Shear Stress: vv1 := — vv1 = 16.31 plf Ishearwall Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel" 15 Fastener spacing at edge: edge_spacing := 6in Sheathing thickness: thickness := 32 in Hem-Fir Studs Used? HF_reduction := "yes" {18%reduction if hem-fir studs are used} Use wind increase? wind increase:= "no" {40%allowable increase permitted per 2306.4.1} Sheathing Applied Directly? direct_applied := "yes" Adjustment for perforated shearwall: max_height_opening := 211 perforated_multiplier= 1.00 {Per IBC Table 2305.3.7.2} For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. vallow= 230 PH Since v,,, = 16 lb/ft <= Vail.= 230 lb/ft OK Check Uplift: Overturning Moment: Mot Froof I•Percent•hplater Mot= 2.58 kip-ft Roof Tributary Area: At:= 611 ( 2 ( 2 ( 2) (w2all 2 wall 3 wall ResistingMoment: Mres DLroof Pwvtl Pwvtw• •At+ DLwal •h mean 2 8 8j Mres= 29.87 kip•ft Since Mres 29.9 k-ft >= Mot = 2.6 k-ft OK P:\O PROJECTS\16000\16100\16130 TS130 555551 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #310-555551 NO. 16130 1110 Westmark Drive SHEET NO. 15 OF 15 Saint Louis, Missouri 63131-1735 CALC. BY CJD DATE 5/20/2008 Overall Overturning: {1621.1} Driving Forces: Overturning Moments: Mot1 L•(Pwhtw•Trib_areawall•hfloor2+ PwhtrTrib_arearoof _t• Mot1 Mot1 = 16.98 kip•fi Mot2:= 0.5FEQ•(hfloor2+ hfloor3) Mot2= 4.59 kip 4fi 2 2 Uplifting Moment: Muplift Pwytw L 3 - Pwvtl.L" 8 Muplift= 14.56 kip•Y Combined Driving Moment: Mdriving max(Mot1 + Muplift,Mot2) Mdriving= 31.54 kip•fi Resisting Moment: 131 Mres= Ws_ot 2 ,•0.6 Mres= 34.81 kip•fi Since Mres 34.8 >= Mdriving 31.5 OK P10 PROJECTS\16000116100\16130 TS130 555551 CITY c •Project New project, revious pre-app meeting❑ pokane Transmittal Plan revisions City of Spokane Valley Transmittal Date: 4000°ValleY Community Development Friday,May 23,2008 Department 11703 E. Sprague Ave,Suite B3 Spokane Valley,WA 99206 Phone: 509.688.0036 Site Address: 1419 S WILBUR RD Project Number: 08001947 Parcel Number: 45214.1409 Zoning: UR 3.5 Water District: MODEL Fire District: FD 01 Applicant: HARRIS, JANIS L & BRADLEY D Owner: HARRIS, JANIS L & BRADLEY D 1419 S WILBUR RD 1419 S WILBUR RD SPOKANE VALLEY, WA 99206-544 SPOKANE VALLEY, WA 99206-544 (509) 475-5711 e-mail: e-mail: Contact: HARRIS, JANIS L & BRADLEY D Occupant: 1419 S WILBUR RD e-mail: SPOKANE VALLEY, WA 99206-544 (509) 475-5711 e-mail: Contractor: OWNER Arch/Engineer: E_,: it F-: 1 \'�'i () - 0 -1 MAY 2 ' a e-mail: "" Project 12 X 24 STORAGE SHED Description: Building Landuse Engineer Utilities Health Fire Dist Assessor APPLICATION, k CONSTRUCTION PLANS fol.— )-t ) SITE PLANS TDS Please send all plan review and project comments via e-mail to the highlighted individuals. .. 1 see+ -gym F ( . (--, 4.44.2, de-----> L.2_,_.....,.....,iy 24/sheA r 4„....„33.&,.......- ifb . i 1 , to i +0 VI 1 ©i--- 1 •)30s 1 s ' X _2.0 ' -e t-- i=` �, pppROvED ' NINA►pEp / , �,i 15-0 2aa� ilk V f - c,u[4Se - _ v lc ' . ' / 0 1 - -----1 1 ,, .atet c ' r .ate Fines pate- kv 449 /Dv. oittsc 3it 4 \TJA, 4.......166 442 40 0 eilS) i4i9 5. V\ lb,v "-Ibetti . For City Use O 1 , PLUS Project Number /Li, /S � CITY OF po kane Project Address (?-774/7 alle ° y 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevalley.org As part of our on-going commitment to customer service during the review process of your project application, we are providing you with a TARGET DATE for the initial technical application review. If for any reason we cannot meet this date, we will contact you with a revised target date. Your application review TARGET DATE is I � The TARGET DATE is the date we estimate your project application will have had its initial technical review. It is not the date for approval or permit issuance. Tips for a Smoother Project Application Review ➢ Submit complete, accurate plans and documents. Extra time may be required for re-submittals as project application reviewers work on multiple applications and it may be several days before they can look at your new or revised information. ➢ Designate a specific contact person to communicate with the City. While the person designated as the applicant's contact person with the City can be changed, one individual with the expertise for dealing with reviewer comments would be the best choice for the entire review process. ➢ Call staff regarding the status of your project only after the target date shown at the top of the page. Although you should be contacted on or by the target date,please feel free to contact us if you haven't heard from us by your target date. Staff may contact you before the target date if the initial review is complete. By following this procedure,you will save time and allow the reviewers to complete the work more expeditiously. Steps in the Permit Process 1. Counter Complete. Your application has been accepted as counter complete. This means all of the required documents, as indicated on your Pre-Application Checklist have been submitted or have been approved for deferred submittal. This does not prevent technical staff from requesting additional information as a result of their technical review. 2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free from substantive flaws that would prevent technical staff from completing the technical review once it is started. When this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it comes up for review. 3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete. 4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re- submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections of the application are received, a Permit Specialist will process the application and contact the person specified on your application for permit pick-up. Information regarding fees and pre-construction meetings (if required) will be provided by the Permit Specialist at that time. WHITE—APPLICANT PINK—BUILDING FILE REV 9/07