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2006, 05-25 Permit App: 06001989 Accessory Bldg Project Number: 06001989 Inv: 1 Application Date: 5/25/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 20x24 ACCESSORY BULDING Contact: TUFF SHED Address: 6206 E TRENT#2A C-S-Z: SPOKANE VALLEY,WA 99212 Setbacks: Front Left: Right: Rear: Phone: (509)535-8833 Group Name: Site Information: Project Name: Plat Key: Name: TIMBERLANE 01ST ADD District: East Parcel Number: 45253.0201 Block: Lot: SiteAddress: 2704 S TIMBERLANE DR Owner:Name: REZIN,S L&D K Address: 2704 S TIMBERLANE DR Location::CSV SPOKANE VALLEY,WA 99037-90 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 13,500 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: . .. ._.... m t. 1 . .n . . . s_ . . .. Review Building Plan Review Released By: Originally Released: 5/25/2006 By: TMELBOU Landuse/Zoning/HE Conditions Released By: Originally Released: 5/25/2006 By: cjjanssen Sewer Review Released By: Originally Released: 5/25/2006 By: amblake Permits: :.«.... r . ,.. . .. _. ., ._:. .r >= ..4 r . _4 :N },. - ... T4144, qma..fi.m., Operator: AMB Printed By: AMB Print Date: 5/25/2006 Project Number: 06001989 Inv: 1 Application Date: 5/25/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: TUFF SHED INC Firm: TUFF SHED INC Address: 17500 W VALLEY HWY STE 100 Phone: (509)535-8833 TUKWILA,WA 98188 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation GAR WOOD U-1 VB OWNER 0 $15,262.00 0 $15,262.00 Totals: 0 $15,262.00 0 $15,262.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $265.25 ACCESSORY PLANS REVIEW 1 SELECT $66.31 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $336.06 Payment Summary: s; ., - - . '�^�r: ...:u _:�r ,,'a. i"r,��." :=�.auk..':':w.�LS+�,...... .� ��.,.z � ,... ..�...� '.�� ,-a�*' � ..„Am Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $336.06 $336.06 $0.00 $336.06 $336.06 $336.06 $0.00 $336.06 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 5/25/2006 Project Number: 06001989 Inv: 1 Application Date: 5/24/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project In formation: Permit Use: 20x24 ACCESSORY BULDING Contact: TUFF SHED Address: 6206 E TRENT#2A C-S-Z: SPOKANE VALLEY,WA 99212 Setbacks:Front Left: Right: Rear: Phone: (509)535-8833 Group Name: Site Information: Project Name: Plat Key: Name: TIMBERLANE 01ST ADD District: East Parcel Number: 45253.0201 Block: Lot: SiteAddress: 2704 S TIMBERLANE DR Owner:Name: REZIN,S L&D K Address: 2704 S TIMBERLANE DR Location::CSV VERADALE,WA 99037-9017 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 13,500 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: ., a = �, r Review Building Plan Review Released By: ! ( ZSr O Landuse/Zoning/HE Conditionseleased B ', , A A'_416 Lpi 21 _} ti E-N LSE Sewer Review Released By: r u —i1 Permits: �µ=: = :- , . -;: � � .. Building Permit Contractor: TUFF SHED INC Firm: TUFF SHED INC Address: 17500 W VALLEY HWY STE 100 Phone: (509)535-8833 TUKWILA,WA 98188 Operator: AMB Printed By: AMB Print Date: 5/24/2006 Permit Center Spokane 11707 E Sprague Ave,Suite 106 '( PERMIT NUMBER: /W$ • �-.7 OVall Spokane Valley,WA 99206 MAY 2A PERMIT FEE: (509)688-0036 FAX:(509)6 F-7937 �.,, Community Development www.spokanevallev.ore 7/ Residential Construction ( I New Construction AA Accessory Bldg Permit Application nAddition/Remodel ElDeck n Other: SITE ADDRESS :7 7d`/ S. Ti.-ef5ff? 1A/t bk S,T'O'��yN .�/4. F,V 4. ,,,i `i 9U�' ASSESSORS PARCEL NO: `/ -•25✓a. e-.IO/ LEGAL DESCRIPTION: j�7,d�'x141AtF '2 Building owner; Contractor Name: r 0, E$12/4 k. R E.z/N Name: ‘j) /' .J> 'C'D , /.r c . Address: .„170`> _14. 7,2,013 `fZarfNE bp. Address: x,,;,.16' £` iile4' , i-'e , B/4 .2/9 City: ,S`,OX/fNE i c t y State: if.,/, Zip: ?5667 City:st0e,t wep/Aeet/ State: G‘.,/s) Zip:,2„?/-'2 Phone Fax: Phone:S Q2.5-:73.---: fpu'3 Fax:�',_S 3S=S ,7.5` :s-e?,.5_7-7 `335y2 Contractor Lic No: &Ep) at : �u�l-ST..� X13 n ConlactYerson -M - . City Business Lic.No: • Name: s'i`e'vc''� it2E-z:4/ Phone: J29` "4-2 -335-2 Describe the scope of work in detail: Cost of Project: $ 15)---2 .-2 ti C c i.) ,e„-ti- (,id cab ')-q **************The following 1GIUST be c mplete: (write N/A if not applicable)********************** HEIGHT TO PEAK: , DIMENSIONS: , #OF STORIES: .1 TOTAL HABITABLE �ABLE SPACE: /.Z ..-2C;--,X.2 .4 MAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: /� //9 AREA: 4/.41 FINISHED BASEMENT GARAGE . FTG: DECK/COV. TIO SQ. FTG: 30%SLOPES ON SQ. FTG: /i!� 4/4 PROPERTY: 4/ 4'E #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: N�} SEWER ORO�SEPTIC? /Y/, ‘4"e01) Fi?RMe 9 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 „;%< Date / .2.2 ..?c' 0 G' Method of Payment: 0 Cash ❑ Check ❑ Mastercard 0 VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 100°-7\,,, Sfkikane .00101Va.iley 11707 E Sprague Ave Suite 106 + Spokane valley WA 99206 509.921.1000 ♦ Fax 509.921.1008 ! cityhalt&spokanevaltey.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. o 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 r McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 1 OF 12 Saint Louis, Missouri 63131-1735 CALC. BY JSA DATE 6/26/2006 Structural Calculations for: Steven Rezin Project Location: Spokane Valley, WA Tuff Shed Project No. 310-95407 Building Code: IBC 2003 Building Dimensions: Overall Building Width: B := 20•ft+ 0•ir Overall Building Length: L:= 24•ft+ 0•ir (nb. ridge runs parallel to Length) 7•-1 . Buil.'•: Overhangs: Boyer:= 12•ir Lover= 124 `' � ' Plate Heights: Finished Floor Elevation: hfloor -5'11 r ' I n 1 ` i,,,, �� Top of Plate Elevation: hfloor2 8.1•fI hplate hfloor2 „` ,f � 4 r Roof Pitches: pitch := 12 Roof Angle: 0 := atan(pitch) 0 = 18.43 deg B•pitch x -1 '""�'� Peak Roof Height: hpeak hfloor2+ 2 hpeak= E. 11.43 ft Mean Building Height: hmean (hfloor2+ hpeak).0.5 hmean = 9.77 ft Consider Vertical Loads: Dead Loads: Roof Dead Load, DLroof: DI-roof= 10•ps' Wall Dead Load, DLwaii: D1-wall 8•ps' Live Loads: Roof Live Load Correction Factors: R1 = 1 R2= 1 Roof Live Load: LLroof= 30 Psi Snow Loads: Roof Snow Load: SLroof 40•ps' Roof Load Summary Roof End Reactions: l B Roof Support: Trusses @ 24 in.c/c Dead Load: Rroof_DL \ + BoverJ•DI-roof Truss Span(ft): 20 Roof Dead Load(psf): 10 Rroof DL= 220 lb Roof Live Load(psf): 30 /B "SLroofl\ Roof Snow Load(psf): 40.00 Total Load: Rroof_LL — + Boyer •max •rtspacing Governing Total Load(psf): 50 2 ) ��LLroof)i See Calculations to Follow Rroof LL= 880 lb P:\0 PROJECTS\12000\12900\12935 TS310 95407 • McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 2 OF 12 Saint Louis, Missouri 63131-1735 CALC.BY JSA DATE 6/26/2006 3 Foot Opening Header Beam Design Data Member: 2x6 Beam Span(ft): 3 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 S. IX 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 1300 Concentrated Load Data DL LL a dist. P Number (kips) (kips) (ft) Description a P1 0.00 0.00 7 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. .. I b I c Number (kip/ft) (kip/ft) (ft) (ft) (ft) Description w1 0.11 0.44 0.00 0.00 11.00 Roof Load 1111111111 w2 0.00 0.00 0.00 0.00 0.00 rrAr 771'n- 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 RL RR w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 r 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9976 Shears,Moments,&Deflections Maximum Shear Stress(psi) 76 Allowable Shear Stress(psi) 173 OK Reactions Maximum Bending Stress(psi) 499 DL LL TL Allowable Bending Stress(psi) 975 OK (kips) (kips) (kips) Max Dead Load Deflection(in) 0.004 8963 Left End 0.18 0.66 0.84 Max Live Load Deflection(in) 0.015 2427 Right End 0.18 0.66 0.84 Max Total Load Deflection(in) 0.019 1910 USE 2-2x6 P:\O PROJECTS\12000112900112935 TS310 95407 1 McGINNIS & ASSOCIATES JOB:TS Ranch Garacae Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 3 OF 12 Saint Louis, Missouri 63131-1735 CALC.BY JSA DATE 6/26/2006 16 Foot Door Opening Header Beam Design Data Effective Length Factor: k= 1.84 Member: 1.75x7.25LVL Beam Span(ft): 16 (Ref NDS Table 3.3.3) #of Memb: 2 Unbraced Length (ft): 16 Adjustment Factors-NDS Table 2.3.1 Le:= k•Lu Le= 29.44 ft Co CM Ct CL C; C, 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) (in) (in) (ksi) Microllam LVL N/A 1.75x7.25LVL 2 1.75 7.25 25.38 30.66 111.15 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 ' L .1 P4 0.00 0.00 0.00 R L 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. l a b I c _ Number (kip/ft) (kiplft) (ft) (ft) (ft) Description w1 0.02 0.08 0.00 0.00 2.00 Roof Load 1 i i i i i l th w2 0.00 0.00 0.00 0.00 0.00 4 L w3 0.00 0.00 0.00 0.00 0.00 4 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= 0.8892 Shears,Moments,&Deflections Maximum Shear Stress(psi) 54 Allowable Shear Stress(psi) 328 OK Reactions Maximum Bending Stress(psi) 1,429 DL LL TL Allowable Bending Stress(psi) 2,847 OK (kips) (kips) (kips) Max Dead Load Deflection(in) 0.238 806 Left End 0.27 0.64 0.91 Max Live Load Deflection(in) 0.559 344 Right End 0.27 0.64 0.91 Max Total Load Deflection(in) 0.797 241 USE 2-1.75x7.25LVL P:10 PROJECTS\12000\12900\12935 TS310 95407 r r McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 4 OF 12 • Saint Louis, Missouri 63131-1735 CALC.BY JSA DATE 6/26/2006 IBC Lateral Loads Project Location: Spokane Valley, WA Determine Wind Loads: Building Code: IBC 2003 Basic Wind Speed(3 second gust): Vwind:= 85•mpF Wind Load Importance Factor: lw:= 1.CI Exposure Category: Exposure:= "C" Height and Exposure Coefficient: X.= 1.21 Basic Wind Pressures: nb. intermediate roof angles are interpolated Main Windforce Resisting System Loads:p830 (IBC Table 1609.2.1(1)) Horizontal Loads(psf) Vertical Loads(psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 10.3 -2.4 Transverse -9.6 -7.2 Longitudinal 7.6 -3.5 Longitudinal -9.6 -6.1 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 12.4 10.0 Transverse -11.6 -8.7 Longitudinal 10.0 10.0 Longitudinal -11.6 -7.4 Wind Loads Transverse Direction: B = 20 ft L= 24 ft hpeak= 11.43 ft Trib_arearoof t hpeak— hfloor2 Trib_arearoof t= 3.33 ft hplate Trib_areawall_t:= 2 Trib_areawall_t= 4.05 ft Transverse wind forces: Force at roof: Fwind t:= Pwhtr•L•Trib_arearoof t+ Pwhtw•L•Trib_areawall t Fwind t= 2009.87 lb Distributed forces at roof: Fdwind_t:= PwhtrTrib_arearoof_t+ Pwhtw•Trib_areawall_t Fdwind_t= 83.74 b Wind Loads Longitudinal Direction: B = 20 ft L= 24 ft hmean = 9.77 ft hplate Trib_areawall_I:_ (hmean — hfloor) + 2 Trib_areawali_i= 5.72 ft Longitudinal wind forces: Force at roof: Fwind I:= Pwhlw•B•Trib_areawall I Fwind I= 1143.33 lb Distributed forces at roof: Fd\,\,ind_I:= Pwhlw•Trib_areawall_I Fdwind_I= 57.17 ft P:\0 PROJECTS\12000\12900\12935 TS310 95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers,Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 5 OF 12 Saint Louis,Missouri 63131-1735 CALC.BY JSA_DATE 6/26/2006 SEISMIC LOADS: Seismic Use Group: Use_Group := I Max Considered Earthquake Coefficients: Ss:= 0.33 Si := 0.09 Seismic Site Class: Site Class:= "D" Seismic Importance Factor: IE := 1.0 Site Coefficients: {tables 1615.1.2(1-2)} Fa= 1.54 Fv= 2.4 Adjusted Max considered Earthquake: Sms= 0.51 Sm1 = 0.22 Design Spectral Response Acceleration: Sds= 0.34 Sd1 = 0.14 Seismic Design Category: SDC = "C" 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 Fundamental Period: T:= .020•�hpeak\ .sec ft I T= 0.12 sec Sds Sd1 Seismic Response Coefficient: Cs:= max .044•Sds•I E,min R , ( R T Cs= 0.05 IE \IE) sec__ Determine structural dead load:Ws Floor and Roof Dead Loads: Area of Roof&Floor: Area :_ (L+ 2-Lover-)4B + 2•Bover) Area = 572 ft2 Total Roof Dead Load: Wroof Area•DLroof Wroof= 5.72 kip Wroof_shear shea = if_SP f f >30,Area•IDLroof+ SLS of/ Wroof Exterior Wall Dead Loads Wall load tributary to roof: Length of wall: Lwall:= L+ B + L+ B Lwall= 88 ft hmean Wall Dead Load: Wwall_shear DLwall Lwall Wwallshear= 3.44 kip Wwall ot:= DLwall'Lwall'hmean Wwall ot= 6.88 kip Total Structural Dead Load: Ws shear Wroof shear+ Wwall shear Ws shear= 14 kip Ws of Wroof+ Wwall of Ws of= 12.6 kip P:\O PROJECTS\12000\12900\12935 TS310 95407 r McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 6 OF 12 Saint Louis, Missouri 63131-1735 CALC.BY JSA DATE 6/26/2006 Determine Total Base Shear Forces: FEQ Cs'Ws shear FEQ FEQ FdEQt:= FdEQI:= _ L _ B Compare Seismic Forces at Roof: Wind&Seismic Forces: FEQ = 0.7 kip Fwind t= 2.0 kip Fwind I = 1.1 kip lb lb FdEQ_t= 29.75 ft Fdwind_t= 83.74 ft lb lb FdEQ_i= 35.7 ft Fdwind_I= 57.17 ft Use Maximum Forces: Froof t max(FEQ,Fwind_t) Froof I max(FEQ,Fwind_I) Fdroof t max(FdEQ_t>Fdwind_t) Fdroof j max(FdEQ_l Fdwind_I) Wind Governs Transverse Load. Wind Governs Longitudinal Load. Roof Diaphragm Design: Controlling Lateral Load: Transverse Load Governs Diaphragm Design. R R Strut Reaction, R: Rroof Fdroof t'L'2 Rroof= 1005 lb Uniform Shear in Strut,v: vd:= Rroof vd= 50 lb B ft / ` 1 2 \/ vI Chord Forces(T= C): Tchord Fdr 8•B t L Tchord = 301 lb v R o o f \ , B Dlaphracr Diaphragm and Fasteners Design Strength: Roof deck is 1/2"wood floor sheathing with 8d common nails @6"o.c. at edges. vallow:= 197.Ib Use 8d common nails @12"o.c. ft > < for interior nailing. m , m Since vallow= 197.0 lb/ft >= vd = 50.2 lb/ft OK w Consider Diaphragm Chord/Drag: chord := "Double 2x4 Hem Fir Top Plate" Area of Chord: Achord 5.25•in2 Fastener type: fastener:= "16d nails" Allowable Tension in Chord: Ft:= 400.psi Allowable shear per fastener: vfastener 89•Ib Load duration factor: CD1.6 Tchord Number of Nails Required: Nfasteners vfastener'CD Pa Ft'Achord'CD Pa= 33601b Use Double 2x4 Hem Fir Top Plate with 4- 16d nails each side of splice minimum. Consider Drag Strut: B dragspacing:= dragspacing = 21.26 in Rroof- vfastener P:\0 PROJECTS\12000112900\12935 TS310 95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 7 OF 12 Saint Louis, Missouri 63131-1735 CALC.BY JSA DATE 6/26/2006 Consider 2x Wood Studs- Member:= "2x4" No of Members: n:= 1 Selected Member Properties Commercial #of b d Area Sx lx 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- 4.5•in Unbraced Length k:= i.C1 Unbraced Length: kl:= k•ht kl= 7.72 ft Factor: Compression Parallel to Grain Non-Adjusted Design Value: Fc 800 ps 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 Lu:= 12•ir Effective Length Factor: k:= 1.84 Le:= k•Lu Le= 1.84 ft Unbraced Length: (Ref NDS Table 3.3.3) Determine the allowable axial compressive stress per NDS Section 3.6 Adjustment Factors-NDS Table 2.3.1 CM Ct 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 KcE•E' Stress used for column FcE:= FcE= 513.19 psi stability factor: ( kl \2 ddressed(id), (FcE\ - FcE\-2 FcE 1 + — 1 + — — Column stabilityFc Fc Fc Cp P:= 2•c 2•c c CP= 0.53 - Allowable axial compression design stress w/no lateral load: CD:= 1.15 Pc No Fc -CM•Ct•CF•Ci•CP F'c_No_LL= 483 ps Maximum Allowable Axial Load w/no lateral load: Pallow_No_LL A(id)•F'c_No_LL Pallow_No_LL= 2537 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= 672 psi P:\0 PROJECTS\12000\12900\12935 TS310 95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 8 OF 12 Saint Louis,Missouri 63131-1735 CALC. BY JSA DATE 6/26/2006 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 j Coefficient used for beam KbE:= 0.439 Stress value used for beam KbE•E stability factor: stability factor: FbE FbE = 15.34 ksi RB Tabulated bending design Fb material = 675 psi value from Table 4A: Tabulated bending design value multiplied by applicable Fbstar:= Fb_material•CM•Ct•Ci•CD•Cr adjustment factors: _ I FbE \ r FbE -2 FbE 1 + 1 + Beam stability factor: CL:= i Lu>0.ft, Fbstar) - Fbstari - Fbstar 1.0 CL= 1 1.9 1.9 0.95 Allowable bending stress: Fb allow Fb material.CM•Ct•Ci•CD•CL•Cr Fb_allow= 1237 psi Lateral pressure: Pwh{w= 12.45 ps Tributary width of member: twidth 16•ir Maximum moment due 2 to lateral pressure: Mmax Pwhtw•twidth•ht •0.125 Mmax= 1241bft Mmax fb= 1429 psi Maximum bending stress: fb:_ Sx(id) ■ Find the maximum compressive stress to fc\2 fb satisfy the bending and axial compression \F ci + r fc \ ` 1.0 (NDS equation 3.9-3) interaction equation. Fb allow* 1 - — FcE/ Solving for the compressive fc= 272 psi stress results in: Maximum allowable Pallow_w_LL A(id)•fc Pallow_w LL= 1430 lb axial load w/lateral load: Controlling allowable axial load: Fallow= 14301b Axial load w/lateral load governs Rroof DL+ .SRroof LL Required axial load capacity: PrequiredPrequired = 440 lb 'spacing _ twidth 4 Stud deflection @ midheight: A 5'Fwhtw•twidth•ht 0.21 in ht = 448 lateral= lateral = 384•E•Ix(id) Alateral P:\0 PROJECTS\12000\12900\12935 TS310 95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 9 OF 12 Saint Louis, Missouri 63131-1735 CALC. BY JSA DATE 6/26/2006 Shear Wall Design: Consider Wall C: Froof t= 2009.87 lb Wind Governs Transverse Load. Percentage of lateral force taken by wall C: Percent:= 100% Total Wall Length: lwall 20•fi Length of Considered Shear Wall: I 20•fi {Note: Shearwall length is lower for 9 shearwall perforated walls.) Shear Stress: v v1 Froof_t•Percent v lb Iv1 = 100.49 shearwall ft Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel" 15 Fastener spacing at edge: edge_spacing := 6•in Sheathing thickness: thickness := —•in 32 Hem-Fir Studs Used? HF_reduction:= "yes" {18% reduction if hem-fir studs are used) Sheathing Applied Directly? direct_applied := "yes" Adjustment for perforated shearwall: max_height_opening := 041 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 lb @ 6 in. edge spacing. vallow= 230 ft Since vv1 100 lb/ft <= vanow= 230 lb/ft OK Check Uplift: Overturning Moment: Mot Froof_t•Percent•hplate Mot= 16.28 kip•ft Roof Tributary Area: At:= 2•fl Resisting Moment: I 2 I 2 31 21 I 2 wall wall wall wall Mres \DLroof 2 + Pwvtl 8 + Pwvtw• 8 /.At+ DLwall• 2 •hmean Mres= 15.27 kip•ft Since Mres 15.3 k-ft < Mot = 16.3 k-ft Uplift. Check tension. Mot— Mres Tension Required: tension:= tension = 51.6 lb (wall— 6•in Since Tension 51.6 lb <= 1000.0 lb Sill Plate will Suffice. P\0 PROJECTS\12000\12900\12935 TS310 95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 10 OF 12 • Saint Louis, Missouri 63131-1735 CALC.BY JSA DATE 6/26/2006 Shear Wall Design: Consider Walls B&D: Froof t= 2009.87 lb Wind Governs Transverse Load. Lateral force taken by walls B&D(torsional resistance): Torsion Froof t ( 5'L) Torsion = 602.96 lb 2B Total Wall Length: Iwall:= 8. 1 {Note:Walls will resist forces as a coupled force.} Length of Considered Shear Wall: Ishearwall 8 fl {Note: Shearwall length is lower for perforated walls.) Shear Stress: v Torsion v1 lb {Note:with 2 panels each resisting �_ Ishearwall vv1 = 75'37 ft torsional force,total force divided by 2} Fastener type(penny weight): nail_size:= 8 Sheathing grade: sheathing := "Wood Structural Panel" Fastener spacing at edge: edge_spacing := 6-in Sheathing thickness: thickness := 32•in Hem-Fir Studs Used? HF_reduction := "yes" {18% reduction if hem-fir studs are used} Sheathing Applied Directly? direct_applied:= "yes" Adjustment for perforated shearwall: max_height_opening := 041 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 lb @ 6 in. edge spacing. wallow= 230 ft Since v„1= 75 lb/ft <= yam,= 230 lb/ft OK Check Uplift: Overturning Moment: Mot:= Torsion•hplate Mot= 4.88 kip-ft Roof Tributary Area: At:= 1141 Resisting Moment: I wall 2 I 2 3I 21 I 2 wall wall wall Mres:= \DLroof 2 + Pwvtl• 8 + Pwvtw• 8 .At+ DLwall• 2 •hmean Mres= 2.19kip•ft Since Mres 2.2 k-ft < Mot = 4.9 k-ft Uplift. Check Tension. Mot— Mres Tension Required: tension := tension = 359.24 lb (wall— 6•in Since Tension 359.2 lb <= 1000.0 lb Sill Plate will Suffice. P:\0 PROJECTS\12000\12900\12935 TS310 95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO._12935 1110 Westmark Drive SHEET NO. 11 OF 12 • • Saint Louis,Missouri 63131-1735 CALC. BY JSA DATE 6/26/2006 Shear Wall Design: Consider Walls B&D: Froof_I = 1143.33 lb Wind Governs Longitudinal Load. Percentage of lateral force taken by walls B&D: Percent:= 25% {Note:2-8'panels each resist Total Wall Length: Iwall 84125%of lateral force=50%total} {Note: Shearwall length is lower for Length of Considered Shear Wall: Ishearwall 841 perforated walls.} Shear Stress: Froof (-Percent lb vv1vv1 = 35.73—ft ft Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel" Fastener spacing at edge: edge_spacing := 6•in Sheathing thickness: thickness := 3— 2•in Hem-Fir Studs Used? HF_reduction:= "yes" {18% reduction if hem-fir studs are used} Sheathing Applied Directly? direct_applied:= "yes" Adjustment for perforated shearwall: max_height_opening := 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 lb @ 6 in. edge spacing. vallow= 230 ft Since v„1 = 36 lb/ft <= vauow= 230 lb/ft OK Check Uplift: Overturning Moment: Mot Froof 1-Percent•hplate Mot= 2.32 kip-ft Roof Tributary Area: At:= 11.ft Resisting Moment: I 2 I 2 31 2\ I 2 wall wall wall wall Mres:= DLroof• 2 Pwvll. 8 + Pwvlw• 8 /•At+ DLwall• 2 •hplate Mres= 1.88 kip ft Since Mres 1.9 k-ft < Mot = 2.3 k-ft Uplift. Check tension. Mot– Mres Tension Required: tension := tension= 58.37 lb (wall– 6•in Since Tension 58.4 lb <= 1000.0 lb Sill Plate will Suffice. P:\O_PROJECTS\12000\12900\12935_TS310_95407 McGINNIS & ASSOCIATES JOB:TS Ranch Garage Consulting Engineers, Inc. #310-95407 NO. 12935 1110 Westmark Drive SHEET NO. 12 OF 12 Saint Louis, Missouri 63131-1735 CALC. BY JSA_DATE 6/26/2006 Overall Overturning: {1621.1} Driving Forces: 2 Overturning Moments: Mot1 PwhtrL•hp 2 k Mott = 15.69 kip•ft Mot2 FEQ•hplate Mott= 5.78 kip•ft Uplifting Moment: B2 62 Muplift –Pwvtw•L•3 - Pwvtl•L• 8 Muplift= 52.24 kip•ft Combined Driving Moment: Mdriving max(Mot1 + Muplift,Mot2) Mdriving= 67.92 kip•ft Resisting Moment: B' 2 Mres Ws_ot•2 3 Mres= 83.97 kip•ft Since Mres 84.0 >= Mdriving 67.9 OK Mdriving– Mres Tension Required: tension:= tension= –802.48 lb B Since Tension -802.5 lb <= 1000.0 lb Sill Plate will Suffice. Foundation Design: Consider Continuous Wall Footings: Maximum allowable bearing pressure: Fb:= 1000-psi Roof Tributary Width: twroof + Bove► Wall Height: hplate= 8.1 ft Maximum axial load per foot of wall: lb Pmax TLrooftwroof+ DLwall•hplate Pmax= 614.8 f— t Minimum footing width required: Pmax bfootingFb bfooting= 7.4 in Required Frost Depth: dfooting 12 it Use 8" wide x 12" deep footing minimum. P:\0 PROJECTS\12000\12900\12935 TS310 95407 MBR LEN FORCE MBR LEN FORCE NBR FORCE MBR FORCE JT PLATE HORZ VERT ANG JT PLATE HORZ VERT ANG 1- 2 5.26 -3547 5- 6 6.79 3380 2- 7 -784 3- 6 993 1 3X 8 4-14 2-1 0 4 2X 3 3-11 45 DESIGN CRITERIA - ANSI/TPI 1-2002 2- 3 4.59 -3042 6- 7 6.13 2188 3- 7 993 4- 6 -784 2 2X 3 3-11 45 5 3X 8 4-14 2-1 0 SPACING 24.0 IN 0/C REP BEND ~ 3- 4 4.59 -3042 7- 1 6.79 3380 3 4X 5 3-11 0 6 3X 4 3-8 0 PLATE : EAGLE METAL PRODUCTS-95 4- 5 5.26 -3547 7 3X 4 3-8 0 PLATE DUR INC=1.15 8- 1 .88 18 WIND LOAD: ASCE7-98 110MPH EXP_C 60' 9- 5 .88 18 JT REACT ACT BRG REG BRG CANT DESIGN LOADINGS 1P 1592. 3.50" 2.62" TOM CASI LTOP DL BOT LL BOT DL INC 1 17-H 55.0 10.0 .0 10.0 1.15 1 -891.0 LOAD CASE 2 5R 1592. 3.50" 2.62" WIND LOAD: ASCE7-98 110MPH EXP 5 -891.0 TOP LL TOP DL 80T LL BOT DL INC 55.0 6.0 .0 6.0 1.33 SECTION DIR LIVE DEAD 11-1R 5-4-14 10-0-0 14-�-2 20-0-0 11-1R 1- 3 Norm -50.5 6.0 10- 81 5-4-14 4-7-2 4-7-2 5-4-14 10-81 3 - 5 Norm -50.5 6.0 8 1 Norm 80.4 6.0 3-15 2-1-9 3-7-15 2-1-9 3-15 9- 5 Norm -50.5 6.0 LOAD CASE 3 WIND LOAD: ASCE7-98 110MPH EXP TOP LL TOP DL BOT LL BOT DL INC 55.0 6.0 .0 6.0 1.33 SECTION DIR LIVE DEAD 1- 3 Norm -50.5 6.0 3- 5 Norm -50.5 6.0 8- 1 Norm -50.5 6.0 9- 5 Norm -80.4 6.0 LUMBER SOLUTION TOP 2X4 HF-#2 TOP PANEL 4- 5 CSI= .917 BOT 2X4 HF-#2 BOT PANEL 5- 6 CSI= .964 4x5- WEB 2X4 HF-#2 T T 3 J DEFLECTION 12 y� :� Qy TOTAL LOAD DEF a PANEL 6 = .384" I 2x3\ 2x3/ L/DEF=624 L= 240.0 REC CMBR= .25" TOTAL LOAD HOR DEF = 104 rn 7 2 4 in M MAX DEF:LL= .255" DL= .153" TL= .384"' ti BRACING "' r, 3x8 3x8- to i"' NOTE:Brace bottom chord with properly 1 1 5 applied gypsum board or equal, unless 8 ., .. 9 1 I otherwise noted. 1 1 1 T • 7 6 mei T 3x4- 3x4- f. I tr . v.: -2 8 luta j 0F0 0-0 0-0 0-0 6-11-4 6-1-8 6-11-4 6-11-4 13-0-12 20-0-0 A copy of this design shall be furnished to the erection contractor.This weight of erectors until all permanent bracing is in place.Concentration of con- Job ID:91440\TO1 Oty 10 design is for an individual building component(a truss).It is based on struction loads greater than the design loads shall not be applied to the trusses specifications provided by the component manufacturer and performed in at any time.Trusses shall be handled with care prior to erection to avoid damage. DATE: 4/07/06 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19%or less at the tune of fabrication,unless No responsibility is assumed for the accuracy of informationrovided by noted olherwise(U.N.O.).Connector plates shall be manufactured by Eagle Metal SPAN: 20- 0- 0 the truss designer.Dimensions shall be verified by the manufacturer and/or Products(ICBG#4420)from 20,18 or 16 ga ASTM A653 SQ grade 40 steel, building designer prior to fabrication.The building designer shall review with 060(min.)coating.Plates shall be appliedlon both faces of truss at each 20F110C 0405524 loading and truss configuration to ensure that this design meets or exceeds joint.Plate dimensions are listed width x length.Slots(holes)in plate shall run minimum loading required by applicable local building codes.Compression parallel to the plate length.Slats in plate shall be oriented as shown on the draw- chords shall be laterally braced by the roof or floor sheathing,directly ing.The plate shall be centered on joint U.N.O.Design assumes that adequate attached,unless otherwise noted.Bottom chord bracing shall be as noted. drainage will be provided to prevent ponding,and adequate anchorage will be KEYMARK ENGINEERING Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports.The seal on this drawing indicates acceptance BOULDER-COLORADO-80301 reduce buckling length.It is not wind or lateral load bracing or overall of professional engineering responsibility solely for the truss component design building design bracing which is by others.Refer to HIB-91(TPI)for shown.The suitability and use of this component for any panicular building design KEYSmdr t 3.202 SCALE= 9/32":1, recommended truss handling and erection.Do not apply loads beyond is the responsibility of the building designer,per ANSI/TPI 1-1995 Section 2. JOB: 91440\T01 DATE 4/07/06 TIME 10 :39 PAGE 3 JOB: 91440\T01 SPAN: 20-00-00 PITCH: 4.00 TRUSS QTY: 10 LEFT OH: 0-10-08 RIGHT OH: 0-10-08 11 1R-'-. 5-4-14 __.10 0 0 10-0-0 14-7-2 10-0-0 _ 20-0-0 J11-1R 11�- 5-4-14_ 4-7-2 I 4-7-2 5-4-14 ;10 8 -}}- 3-'15 2-1-9 3-7-15 2- -9 3-15 • TC W/0 OVERHANG: 10-6-8 HEEL TO PEAK : 10-7-13 4x5- 3 12 2x3\ / 2x3/ 4 �n 12 41,---' 2 i \„�,\ M 3x8 -%-T:::-.---- �_ 3x8- N, — - M 6 �� � I ..-------L-[----T----- - /-// _---- -- 3x4- I - - - -- ---_ ��,�_� � � (3-8)' ' 1592# 3x4- 1592# 0-10 0-0p OTO 0-0 6-11-4 6 1-8 _. 6-11-4 6-11-4 12D-CD-U _ -- -- —_ 20- - 0 1 LOADS: TOP BOTTOM 1 20 GAUGE PLATES: LIVE DEAD LIVE DEAD I 40 2X3 40 3X4 55.0 10.0 .0 10.0 1 20 4X5 40 3X8 SPACING 24.0 INCREASE 1.15 'BDFT:T/C 160.0 B/C 133.3 WEB 106.7 DEF: LL= .255” DL= .153" TL= .384" CHD3-5 TS S1 OVERALL 11-06-12 11-05-09 18.41/ 11-05-09 //18.4 20 2X4 HF-#2 B/C 11-06-12 CHD5-1 BS S1 OVERALL 20-00-00 18-04-08 PRE-CUT 20-00-00 0-03-04/71.6.- \ 0-03-04\71.6 0-00-041 .0 \ 0-00-04[ .0 20-00-00 10 21(4 HF-#2 B/C 20-00-00 -WEB3-7 S1 OVERALL 4-04-00 45.0! \45.0 C 4-04-00 63.4\ /45.0 20 2X4 NF-#2 B/C 4-04-00 WEB2-7 S1 OVERALL 2-02-15 \45.0 26.6/ / 2-02-00 /45.0 20 2x4 HF-#2 B/C 2-02-14 1 - I JOB: 91440\T01 DATE 4/07/06 TIME 10 :39 PAGE 4 1 I 4-14 H I'-' ........... ------- --1:.......w. ,, Pig : _ff.,_---- - *it _ / '" ma. cv JOINT:1 3x8 Angle:Odegs JOINT:2 2x3 Angle:45degs JOINT:3 4x5 Angle:Odegs JOINT:4 2x3 Ang1e:45degs I- I 4-14 MEI IIIIIE 7-----------------T--s..._._.__ — _ I"-i — T JOINT.5 3x8 Angle:Odegs JOINT:6 3x4 Angle:Odegs JOINT:7 3x4 Angle:Odegs 1 I LUMBER SOLUTION 11-1R 10-0-0 20-0-0 11-1R TOP 2X4 HF-#2 10-81 10-0-0 10-0-0 10-8 BOT 2X4 HF-#2 I BLK 2X4 HF-#2 3-15 3-7-15 3-15 BLK SPACING 24.0 IN 0/C GABLE PLATES PLATE : EAGLE METAL PRODUCTS-95 HeeL/Splice 4-0x6-0 Blocks 3-0x5-0 Pitch Break 5-0x5-0 Note: This design assumes that the bottom chord is supported vertically continuously along its length, and that both the top and bottom chords are supported laterally. AIL members shown on this drawing are prescribed by the user and must be manually reviewed to ensure their ability to resist all applied Loads. _ Vertical blocks may require lateral support(s) to resist 5x5 applied wind loading. Ti. 41L;7' 3x5 =i 3x5 . 4 IT: 3x5 3x5 rn „sr,— 3x5 3x5 ,— N1 MM ri i 1 4x6 4x6 N+ ef:. ... ............ .........................................................� T 3x5 3x5 3x5 3x5 3x5 3x5 3x5 0i0 _ 0j0 20-0-0 0-0-0 • A copy of this design shall be furnished to the erection contractor.This weight of erectors until all permanent bracing is in place.Concentration of con- Job I0:91440XL01 Oty 10 Keylark Enterprises, Inc. designpsis for an individual building component(a truss).Il is based on stwartycnon loads greater than the design loads shall not be applied to the trusses specifications provided bythe component manufacturer and performed in at time.Trusses shall be handled with care prior to erection to avoid damage. DATE: 4/07/06 SHEET 1 of 1 accordance with the current versions of TPI and NDS design standards. Lumber moisture content shall be 19%or less at the time of fabrication,unless 2905 Wilderness Place. #202 No responsibility is assumed for the accuracy of information provided�y noted otherwise(U.N.O.).Connector plates shall be manufactured by Eagle Metal SPAN: 20— 0- 0 the truss designer.Dimensions shall be verified by the manufacturer and/or Products(ICBO#4420)from 20,18,or 16 ga ASTM A653 SQ grade 40 steel, Boulder. CO 80301 building designer prior to fabrication.The building designer shall review with G60(min.)coating.Plates shall be applied on both faces of truss at each 20F110C 0405524 loading and truss configuration to ensure that this design meets or exceeds joint.Plate dimensions are listed width x length.Slots(holes)in plate shall run Phone: 303-443-8033 minimum loading required by applicable local building codes.Compression parallel to the plate length.Slots in plate shall be oriented as shown on the draw- KEYMARK ENGINEERING chords shall be laterally,braced by the roof or floor sheathing,directly tog.The plate shall be centered on joint U.N.O.Design assumes that adequate Fax: 303-443-9054 attached,unless otherwise noted.Bottom chord bracing shall be as noted. drainage will be provided to prevent ponding,and adequate anchorage will be 2905 Wilderness Place,STE 202 Bracing shown is for lateral support of individual truss components only to provided resist uplift at supports.The seal on this drawing indicates acceptance Boulder Colorado 80301 reduce buckling length.It is not wind or lateral load bracing or overall of professional engineering responsibility solely for the truss component design r building design bracing which is by othersRefer to 1-1113-911-1113-91(TPI)for shown.The suitability and use of this component for any particular building design KEYSma r t 3.202 SCALE= 9/3211:1' . recommended truss handling and erection.Do not apply loads beyond is the responsibility of the building designer,per ANSI/rP1 1-1995 Section 2. JO13: 91440\L01 DATE 4/07/06 TIME 10 :39 PAGE 1 JOB: 91440\LO1 SPAN: 20-00-00 PITCH: 4.00 TRUSS QTY: 10 LEFT OH: 0-10-08 RIGHT OH: 0-10-08 11018 10-0-0 _ 10-0-0 ._ 10-8_R - -r 3-7-15 3-15 3-15 HEEL TO PEAK : 10-7-13 RT TC W/0 OVERHANG : 10-6-8 5x5 2 3x5 ____-17-1-:- 3x5 I 12_ 12 3x5 3x5 I rr / ,, 4F------ _ / Al 3x5 �,4 M M 3x5 _.. , r..., ., ti 43: B re,re,v+ /�/ C C `�\ 4x6 1 M 4x6 / D D 3 M J i /" 3x5 3x5 3x5 3x5 3x5 3x5 3x5 0-0 20-0-0 LOADS: TOP BOTTOM 20 GAUGE PLATES: jLIVE DEAD LIVE DEAD 260 3X5 20 5X5 i 55.0 10.0 .0 10.0 40 4X6 SPACING 24.0 INCREASE 1.15 BDFT:T/C 160.0 B/C 133.3 WEB 120.0 i :DEF: LL= .255" DL= .153" TL= .384" 1 CHD1-2 TS S1 OVERALL 11-06-12 11-05-09 18.4// 11-05-09 //18.4 20 2X4 HF-#2 B/C 11-06-12 CHD3-1 BS S1 OVERALL 20-00-00 18-04-08 PRE-CUT 20-00-00 0-03-04/71.6,, ,,,,-' -. 0-09434\71.5 0-00-041 .0 0-00-041 .0 20-00-00 10 2X4 HF-#2 B/C 20-00-00 GBLK D S1 OVERALL 1-01-13 2-05-05 18.4\ \ 2-04-12 1 .0 20 2X4 HF-#2 B/C 2-05-05 GBLK D S1 OVERALL 1-01-13 20/ 1-09-05 20/ 1-01-05 REFER TO PREVIOUS GABLE BLOCK TICKET GBLK A S1 OVERALL 3-00-13 1\18.4 .01 3-00-12 / /18.4 10 2x4 HF-#2 B/C 3-00-12 1I JOB: 91440\LO1 DATE 4/07/06 TIME 10 : 39 PAGE 2 r I 1 3-0 I 3-0 IH----- lipl. . ,-, IT' r+) N I I ra , M11111 -- I I ' JOINT:1 4x6 Angle:0degs JOINT:2 5x5 Angle:90degs JOINT:3 4x6 Angle:Odegs A I i JOB:91440\T01 SPAN: 20- 0- 0 4 . 00/12 DTRUSS4TYPE/ 20000 KEYsmart II Version:3 .202 - ANSI/TPI GRIPPING REPORT - CRITICAL TOP CHORD PANEL 4- 5 T/C AXIAL STRESS INDEX .25 T/C BENDING STRESS INDEX . 67 COMBINED STRESS INDEX . 92 CRITICAL BOTTOM CHORD PANEL 5- 6 B/C AXIAL STRESS INDEX . 75 B/C BENDING STRESS INDEX .22 COMBINED STRESS INDEX . 96 JT# MBR FORCE AREA #TEETH MBR FORCE AREA #TEETH MBR FORCE AREA #TEETH 1 1- 3 1872 5 . 91 47 1- 5 -1653 5. 10 40 2 1- 3 477 1 . 78 14 2- 7 609 1 .41 11 3 3- 5 1605 3 . 79 30 3- 1 1610 3 . 81 30 3- 7 -507 1. 15 9 3- 6 -499 1 . 13 9 4 3- 5 471 1 . 76 14 4- 6 601 1 .39 11 5 5- 3 1863 5 . 88 47 5- 1 -1643 5 . 07 40 6 5- 1 740 1 . 73 13 6- 4 601 1 .47 11 6- 3 -499 . 97 7 7 5- 1 750 1 .76 14 7- 2 609 1 .49 11 7- 3 -507 . 98 7 NOTES: 1. Plate areas above calculated for forces in members shown. 2 . All members analyzed for minimum 375 Pound force. 3 . Chord forces on interior joints represent shear from adjacent panels. 4 . Positive force is tension. Negative force is compression. 5 . Member forces are for 1 ply of multiple ply trusses. 6 . Areas and #teeth represent the minimum required per plate on each side. � - I Tuff Shed 5095355075 r. UUL r • McGINNIS&ASSOCIATES Joe TS Sancti Garane Consulting Engineers,Inc. 1310-95407 NO. 12936 1110 Westmw1c Drive SHEET NO. 3 _OF 12 • Saint Louis,Missouri 83131-1735 CALC.BY JSA DATE 6/302006 • 16 Foot Door Opening Header - - Effective Length Factor. k=1.84 Member: 2x12 Beam Span(it): 16 • (Ref NDS Table 3.3.3) #of Memb: 2 Unbraced Length(n 16 - T 3:3;1 Le'=k 1-u le=29.44 ft Co Cr C, Ct. 71 Cr 1.15 1.00 1.00 Set Below 1.00 1.00 Commerctai 0 of b d Area At ix E Species ` Grade Member Max Mem. (let) (le) 0n2) (In') (tn') (ke4 Hem-Fir No.2 2x12 2 1.5 11.25 33.75 63.28 355.96 1300 • DL LL a dist. {'- r t�Manber, skips! POO (ft) Description1 P1 0.00 OAO 0.00 P2 0.00 0.00 0.00 4 P3 0.00 0.00 0.00 _ L P4 7 0.00 ' 020 020 e'. RR P6 0.00 0.00 0.00 • P6 020 . 0.00 0.00 DL LL a dtet a cast- (Td �� c� Number (Id" NdPih) (ft) tB7 (6)� ��^ wl 0.02 0.08 0.00 0.00 2.00 -Roof Load . 11.11111111 tyeir w2 0.00 0.00 . 0.00 0.00 0.00 w3 0.00 0.00 0.00 , 0.00 0.00 I t. T w4 0.00 0.00 0.00 020 0.00 - RL RR wS 0.00 0.00 0.00 0.00 0.00 wS 0.00 0.00 0.00 ' 0.00 0.00 164"421oa/4rus#n.otfs4 r: 'i Cx= 10.9o2B .• ;.4#47.ectione. - um Shear Stress(psi) 42 • Owabie Shear Stress(psi) 173 OK fti_ke o.no • Maximum Bending Stress(psi) 721. DL LL T1_ owabte Bending Stress(ter) 882 OK (0) (�) (!opal Dead Load Defection(In) 0.123 1555 - Left End 0.31 0.84 0.95 Live Load De%ec8on(m)' 0.255 753 Right End 0.31 0.64 0.95 Marx Total Load Detection(in) 0.378 507 USE. -2'-2x42 Pio PRO GTL112CW112900112176 TS:11:1 sslo / �.d1 5095355075 PAGE.02 JUN 30 2006 13:59 - - FIGURE 1 CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS OVER CONCRETE OR MASONRY BLOCK FOUNDATION Outside Elevation Side Elevation - Extent of header (Two braced wall segments) s Extent of header (One braced wall segment) t: P 4 9 , ,rx ; rr * rl Sheathing filler :.,:: ..,. �.:..: ... <..........:. ::....:..:..:..s.:t..x .:. .:.....,..�.....:,:..»......fit. 'Id m:,.:.:.< '..x , ..xstil fikangitifigois if needed %,9.•.:41C.7.1:44,.;1...:. 11: I1 i ° 42'to 18' (finished width) i L -A "° .................. ............... 'd' lora • 1 6d sinker 4i4< ja Fasten sheathingto header with gip# II • nails in 2 rows 11;RIi C4 1 Top plate i 11®4 101 @3" ' - 6� 1 ,#- d+ ; ;a o.c. I°I aqu 8d common nails in 3" grid continuity is ,# 1 1 °;": °" pattern as shown and 3" o.c. in re uired per •+# �4` q ; ;;: 13 I i all framing (studs and sills) typ. R602.3.2 °` 1000 lb header- 11: ar 11 li ,•,,.,.1,.:1-0.:::.::,,,.,:::m:::::*,..,,,,,:: { '(#: 1f 11.. A,e1..: Isla 4,q 1°I°: 1 1 1 ii*.i .io to-1ack-stud strap t$ 1 t 1000 lb header-to-jack-stud strap � � }+ 1: r: � : 'ei Iolp 4 t 1 1 on both sides O Q` 4.. o' .43a on both sides of opening 4;°;; I' of opening (Ref. 1f '' o LSTA24) a ei lOf4 ,8; _ (Install on backside as shown on 1 1 N . Max. ,, : 1 4 Side Elevation Ref. No. LSTA24) height .-:',40.:.:'::.:.:.::':.:'::::::.=:f''':' 4''',,,,... '` 1 ( 0,41. ,A,d 1 1 1' y 10' ,.:, #; Min. (2) 2x4 typ. , r 1 1, Braced wall 1 1 1+1. i i' If panel splice is needed it shall segment per 4;..;: i 4;°�.:: �4�e i 1:1 R602.10.5 I 1# i.v? 3/8" min I', .R0 occur within 24" of mid-height. ; ;I 4,0.: 101 thickness wood 1 1 1 4 I x:: Ial 4IP1 I°#I 41°+' Structural panel ¢�; ;' Blocking is not required. , #1 1# No. of 1 1 1 1` I . 4181 '(Rlq: I 1 I . °�� I i' sheathing }Il4a bo Min. width based on 6:1 lack studs i .................................. "' ' I height-to-width ratio: For ' 4,P, rr g per table I ' �;�, ��• °I°� aR+" example:16" min. for 8' heightR502.5(1&2) , I I 414,: (4,C 11 I I- I I .11 4I^I IR14: 1 I 1 1 i A,p, ,4#o I A 1 1. 1 : " " 11 ) I J I , i Min. 2 x2 x3/16 plate washer 1 t 1 t Anchor bolt per R403.1.6 Typ. Foundation per code Not to scale »iz Ger-size y0 0 ,haw A �5' � PLAN SPT. A PPROVE© a cc e.rsc.,y E310/V1 A --urtjai),2 62,ye.fet) NA\ mum DATE: q2S �� --� �o�«uy s sET K_ RLOM OL 30 30 /S0 e-1ci�7`�pg 2.5- > 1'6 7v4/ S Til13- '.1HC Die. c ur6 1 — — — — — _ — —J 20'-0" WALL A ELEVATION --— — — — --J 20'-0" WALL C ELEVATION GRADE GRADE RANCH GARAGE 20'X 24'= 480 SQ FT ► • w a 2% DOWNSLOPE I MINIMUM ON ALL FINISHED GRADE 2% DOWNSLOPEI MINIMUM ON ALL ! FINISHED GRADE DRAWING INDEX Al - PROJECT NOTES, LEGEND, ELEVATIONS A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS I- - - - - - - -i 24'-0" WALL B ELEVATION — —� 24'-0" 1 WAL.L_ATION OJECT NOTES P[ DESIGN REQUIREMENTS 1. GOVERNING CODES: 2003 IR: OCCUPANCY REQUIREMENT;: GROUP U CONSTRUCTION TYPE: V -B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 20'-0" LENGTH: 24'-0" SIDE WALL HEIGHT: 8'-1 1/8" TOTAL HEIGHT: 11'-9 1/8" B. BUILDING LOADS ROOF LIVE LOAD: 40 PSF ROOF DEAD LOAD: 10 PSF C. DESIGN WIND 3 SECOND GUST, Vas: 85 MPH WIND EXPOSURE: C D. SEISMIC DESIGN CATEGORY: C E. SITE CLASS: D F. ROOF PITCH: 4/12 3. ROOFING SCHEDULE A. ROOF SHEATHING SHALL BE APA RATED 15/32" THICK 4 -PLY CDX PLYWO( STAGGER LAYOUT PER APA CONDITION 1. B. PI #32!16 MIN UNBLOCKED. C. MIN G@ADE PLYWOOD AT OVERHANGS TO BE CDX OR 1X T&G SHEATHIN( D. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. E. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.). F. 15 LB. ROOFING FELT. G. TYPE 'D' METAL FLASHING AND DRIP EDGE REQUIRED ALL SIDES. H. TRUSSES SHALL BE SPACED @ 24" OC. J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. K. TRUST' CONNECTION PLATES 'EAGLE METAL PLATES' ICBO #ESR 1082. L. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS. M. TRUSS MANUFACTURER: TUFF SHED, INC. 4. WOOD FRAMING B. ALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH THE FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fv = 75 PSI Fc = 800 PSI PARALLEL TO GRAIN, E = 1,2001000 PSI. C. STUDS SHALL BE SPACED @ 16" OC. D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS PER 2308.9.3. F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE 1804.2. B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION WILL EXTEND MIN. 2'-0" BELOW GRADE. C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PL:, LIMITATIONS SET BY LOCAL CODES. SECTION 105.5. B. JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNA'l URE AT JOB SITE GENERAL NOTES I. GENERAL: A. ERECTfON PROCEDURES SHALL CONFORM TO OSHA STANDARDS. BUILD:_R SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, TREES, UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND F_R GOVERNING REGULATIONS. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWiNG SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT. D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS OF COiAMON NAILS. 2. PLYWOOD DIAPHRAGMS PRODUCT STD PS 1-95, DOUGLAS FIR -LARCH, STRUCTURAL 1 (OR CDX). MATERIAL EVALUATION REPORT IDENTIFICATION ❑❑ A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICBO ES REPORT #ESR -1082. B. DURATEMP SIDING BY STIMPSON LUMBER COMPANY IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICBG ES REPORT #ER -4856. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS P NES Rf-PORT #NER-405 ER D. LAMINATED VENEER LUMBER (LVL) PER ICBO ES REPORT #ER -4979. E. PHD PRE -DEFLECTED HOLDOWNS BY SIMPSON PER ICBO ES REPORT #ER -5328. F. SSTB ANCHOR BOLTS BY SIMPSON PER ICBG ES REPORT #ER -4935. Sheet 2 Of 3 6 Q r- X w W � M H N U U FF7lll M m C) L/� W 0 W V1 C) Z 0 C) o a LO 0 N ti LO CO c- O N O O oZZ OQ N W �of LL Z} _� w gJ Lu <" mw � � oc9 11 �'PZ 0E C,4Q0Q ZCn �QZx�oYO 0-0 oLCNfnNcn LLZ�y W O m= , W � � u) ) Lu F=-WWm�w,5w Z O W Q O== O W Qat=-OZOF-MF- Z X W Z m Z V Q W ZaJQm0U) �reov)a0Wwa W WGW v! WZ y? N O= E U)(DC w U) LL4�m LL Z = W 7¢ O D O O F -DF -DF -F -u. A bA U g ON WCL 0 m m c IL Q m W Q N 2 ZW e /� U)f0 W Z LL r^FWyll/Lu LLON W m O ti Q Drawn By: PK Date: 6/26/2006 Checked By: JSA Date: 6/26/2006 Revised: Revised: Title: PLANS SHEAR WALL SCHED NAILING SCHEDULE Scale: 1/4" = 1'-0" Sheet: A2 Sheet 2 Of 3 SEE PROJECT NOTES FOR MATERIALS NAIL TO INTERMEDIATE FRAMIN( MEMBERS - REFERENCE NAILIN( TRUSS BLOCKING 4'x8' CDX SCHEDULE/A2 SHINGLES WALL TOP PLATES '/ BOUNDARYn AFTER OR TRUSS — TRIM PANEL EDGE IS NOT SUPPORTED BY BLOCKINC UNLESS NOTED. EDGE RAFTERS AND OR TRUSSES. REFERENCE NAILING SIDING SCHEDULE/A2 ROOFING SHEATHING NAILING DTL FOR OPENINGS UP TO 5'-11 1/2" FOR OPENINGS 6-0" AND WIDER NAILING: HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL REFERENCE TABLE 2304.9.1 HEADER DETAIL NOT TO SCALE BN Bl 2X SOLID BLOCKING BETWEEN TRUSSES NAIL SHEATHING TO WALL STUD PER SHEAR WALL SCHEDULE SHEAR TRANSFER NOTES: 1. REFERENCE SHEAR WALL SCHEDULE FOR NAILING AND HOLDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING OSHEAR TRANSFER DETAIL 1 3/4" = 1, - 011 PSON H2.5 PLATE ON IDE AT EACH TRUSS RAFTER J SIDING NOT SHOWN FOR CLARITY TOENAIL AS REQUIRED L STUDS BOTH SIDES H2.5 RANCH GARAGE TRUSS ATTACHMENT DETAIL WITH BOTTOM CHORD cco o) r CEILING AND WALLS SHALL BE LEFT UNFINISHED 00 Cfl I a. I a O BUILDING SECTION ROOF SHEATHING 2X4 BLOCK W/ A34 AT EACH END AND 6-8d COMM NAILS THRU ROOF SHEATHING END WALL TRUSS 2X4 BRACE AT 6' OC ATTACH WITH (6) 16d COMMON FACE NAILS AT BLOCK AND AT ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS ATTACH END WALL TRUSS TO TOP PLATE WITH NAILS PER SHEAR WALL SCHEDULE. 2X4 FULL LENGTH OF BUILDING @ 6'.2c BOTH END WALLS. ATTACH TO TRUSS BOTTOM CHORD WITH 2-16d NAILS, NAIL ALSO AT END WALL TRUSS. MATCH DIAGONAL BRACE LOCATION. H10 ANCHOR AT EACH 2X4 BRACE THIS DETAIL IS PROVIDED IN LIEU OFA RIGID CEILING SYSTEM END WALL BRACE and O TRUSS BOTTOM CHORD BRACE 4 NOT TO SCALE ATTACH 15/32" CDX PLYWOOD SHEATHING TO TRUSSES PER NAILING SCHEDULE. REFERENCE TABLE 23-11-8-2. 20'-0" ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQUIV CLIPS. WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC. a GABLE TRUSS GABLE TRUSS BOTTOM CORD NAIL SHEATHING PER NAILING SCHEDULE NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS @ 9" O.C. BEFORE SETTING ON WALL I EDGE OF TOP ING PANEL PLATE 2 FASTEN END TRUSS - PLATE ASSEMBLY TO LOWER TOP PLATE W 16d @ 16" O.C. `-WALL STUDS--� SECTION FNnWAI I A.qCFnnRI v n1=TA II UNMLAI CU CiAKAIit JYAUt TOP PLATES #4 CONTINUOUS TOP PLATES 13�" CRIPPLES (AS REQ.) OZ CRIPPLES (IF REQ.) a SPACER (IF REQ.)SPACER in GRADE (IF REQ.) m DOUBLED HEADER ih - a DOUBLED HEADER z STUD (3) m STUD W TRIMMER Z� DOUBLE TRIMMERS ILL SOLE PLATE Gy 7r SOLE PLATE FOR OPENINGS UP TO 5'-11 1/2" FOR OPENINGS 6-0" AND WIDER NAILING: HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL REFERENCE TABLE 2304.9.1 HEADER DETAIL NOT TO SCALE BN Bl 2X SOLID BLOCKING BETWEEN TRUSSES NAIL SHEATHING TO WALL STUD PER SHEAR WALL SCHEDULE SHEAR TRANSFER NOTES: 1. REFERENCE SHEAR WALL SCHEDULE FOR NAILING AND HOLDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING OSHEAR TRANSFER DETAIL 1 3/4" = 1, - 011 PSON H2.5 PLATE ON IDE AT EACH TRUSS RAFTER J SIDING NOT SHOWN FOR CLARITY TOENAIL AS REQUIRED L STUDS BOTH SIDES H2.5 RANCH GARAGE TRUSS ATTACHMENT DETAIL WITH BOTTOM CHORD cco o) r CEILING AND WALLS SHALL BE LEFT UNFINISHED 00 Cfl I a. I a O BUILDING SECTION ROOF SHEATHING 2X4 BLOCK W/ A34 AT EACH END AND 6-8d COMM NAILS THRU ROOF SHEATHING END WALL TRUSS 2X4 BRACE AT 6' OC ATTACH WITH (6) 16d COMMON FACE NAILS AT BLOCK AND AT ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS ATTACH END WALL TRUSS TO TOP PLATE WITH NAILS PER SHEAR WALL SCHEDULE. 2X4 FULL LENGTH OF BUILDING @ 6'.2c BOTH END WALLS. ATTACH TO TRUSS BOTTOM CHORD WITH 2-16d NAILS, NAIL ALSO AT END WALL TRUSS. MATCH DIAGONAL BRACE LOCATION. H10 ANCHOR AT EACH 2X4 BRACE THIS DETAIL IS PROVIDED IN LIEU OFA RIGID CEILING SYSTEM END WALL BRACE and O TRUSS BOTTOM CHORD BRACE 4 NOT TO SCALE ATTACH 15/32" CDX PLYWOOD SHEATHING TO TRUSSES PER NAILING SCHEDULE. REFERENCE TABLE 23-11-8-2. 20'-0" ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQUIV CLIPS. WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC. a GABLE TRUSS GABLE TRUSS BOTTOM CORD NAIL SHEATHING PER NAILING SCHEDULE NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS @ 9" O.C. BEFORE SETTING ON WALL I EDGE OF TOP ING PANEL PLATE 2 FASTEN END TRUSS - PLATE ASSEMBLY TO LOWER TOP PLATE W 16d @ 16" O.C. `-WALL STUDS--� SECTION FNnWAI I A.qCFnnRI v n1=TA II UNMLAI CU CiAKAIit JYAUt 3" CLR. U TYP, THICKENED SLAB `"' 1'-0" MIN. MONOLITHIC FOUNDATION CONTINUOUS FOOTING NOTES 1. TOP OF SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL BE WWF 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB. 2. ALL FOOTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BEFORE POURING CONCRETE. 3. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR PROPERLY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRESSURE IS 1000 PSF AT 12" BELOW GRADE. 4. CONCRETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, fc = 2500 PSI. 5. REINFORCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING STEEL SHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR DIAMETERS OR 24" MINIMUM, WHICHEVER IS LARGER. 6. SEISMIC DESIGN CATEGORY: C A. ATTACH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING 1/2" DIA X 10" LONG'L' BOLTS WITH NUTS AND WASHERS. B. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 6' OC. C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1 BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF EACH PIECE. OCF-1 FOUNDATION DETAIL 3/4"= 1'-0" or 1/16 scale IRC END RAFTER ROOFSHEAI STRUCTURAI 2X4LADDER STANDARD GABLE TOP PLATE WALL STUD c)tU I IUN A I KIUGE LAY OUTRIGGERS FLAT AND "LET' INTO TOP CHORD OF ENDWALL (GABLE) TRUSS TO ! SUPPORT OVERHANG, AT 4'-0" O.C. BUTT NAIL TO FIRST STRUCTURAL TRUSS. STRUCTURALTRUSS 2X4 LADDER FRAME STANDARD GABLE BLOCKING END RAFTER CANTILEVERED LADDER FRAME OVERHANG DETAIL 9 2 Uu-1t #4 CONTINUOUS M 13�" 0 TOP & BOTTOM OZ L) FINISH a LU in GRADE CONCRETE FLOOR m W0 � ih - a iD z Z.5f (3) m o (D II 1= z W Z� U)ZqX¢NTO CL ILL 0LCN(nN(n Gy 7r "\\WWF PER NOTES o Z_ BELOW CV d � i a cd, 3" CLR. U TYP, THICKENED SLAB `"' 1'-0" MIN. MONOLITHIC FOUNDATION CONTINUOUS FOOTING NOTES 1. TOP OF SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL BE WWF 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB. 2. ALL FOOTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BEFORE POURING CONCRETE. 3. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR PROPERLY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRESSURE IS 1000 PSF AT 12" BELOW GRADE. 4. CONCRETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, fc = 2500 PSI. 5. REINFORCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING STEEL SHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR DIAMETERS OR 24" MINIMUM, WHICHEVER IS LARGER. 6. SEISMIC DESIGN CATEGORY: C A. ATTACH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING 1/2" DIA X 10" LONG'L' BOLTS WITH NUTS AND WASHERS. B. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 6' OC. C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1 BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF EACH PIECE. OCF-1 FOUNDATION DETAIL 3/4"= 1'-0" or 1/16 scale IRC END RAFTER ROOFSHEAI STRUCTURAI 2X4LADDER STANDARD GABLE TOP PLATE WALL STUD c)tU I IUN A I KIUGE LAY OUTRIGGERS FLAT AND "LET' INTO TOP CHORD OF ENDWALL (GABLE) TRUSS TO ! SUPPORT OVERHANG, AT 4'-0" O.C. BUTT NAIL TO FIRST STRUCTURAL TRUSS. STRUCTURALTRUSS 2X4 LADDER FRAME STANDARD GABLE BLOCKING END RAFTER CANTILEVERED LADDER FRAME OVERHANG DETAIL 9 2 Uu-1t M M 04 N 0) Q) OZ Q) Da Z W LU �it -LU LL Z} gJ m W0 � �LU V1 �`)a� �O (3) m o (D II 1= z W Z� U)ZqX¢NTO CL ILL 0LCN(nN(n Gy 7r o 0 w A v, d � C7 m v r�na d O a Z U c ^" O LO LO M 04 N 0) Q) OZ Q) Da Z W LU �it -LU LL Z} gJ W0 � �LU �� ..ma �`)a� > (3) m o (D II 1= z E�=Nouj Z� U)ZqX¢NTO CL ILL 0LCN(nN(n 0 Z>'NWG m W = W _1 I -V �0 =D' DLL W ZO0 CL LU am 0m aa�OZO~mlW- LLa OWa ZI=-Za' W Q�ZO uj < -1 m C7 v) = W Z Coll W d WWW a GZ=ZN=OS'e W (n— fA_ ��LL�mLLm~ C W V) LL LL�'�(9 = LU 0:3 0 Z u F -GF -C F -F -LL a2 A W F* Z N Who mmm u ¢ yy W T ¢3N D2zuim Z En LL r LL" m W 16 r■�' 1 W OCOO Drawn By: PK Date: 6/26/2006 Checked By: JSA Date: 6/26/2006 Revised: Revised: Title: SECTIONS DETAILS Scale: NONE Sheet: A3 Sheet 3 of 3 :cc m 20'-0" WALL A ELEVATION f I_ 20'-0" ISHED GRADE FINISHED GRADE RANCH GARAGE 20'X 24'= 480 SQ FT 2% DOWNSLOPE MINIMUM ON ALL FINISHED GRADE 2% DOWNSLOPEf MINIMUM ON ALL! FINISHED GRADE DRAWING INDEX Al - PROJECT NOTES, LEGEND, ELEVATIONS A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS 24'-0" WALL B ELEVATION WALL C ELEVATION WALL D ELEVATION 24'-0" PROJECT NOTES DESIGN REQUIREMENTS 1. GOVERNING CODES: 2003 IRC OCCUPANCY REQUIREMENTS: GROUP U CONSTRUCTION TYPE: V -B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 20'-0" LENGTH: 24'-0" SIDE WALL HEIGHT: 8'-1 1/8" TOTAL HEIGHT: 11'-9 1/8" B. BUILDING LOADS ROOF LIVE LOAD: 40 PSF ROOF DEAD LOAD: 10 PSF C. DESIGN WIND 3 SECOND GUST, V3,:85 MPH WIND EXPOSURE: C D. SEISMIC DESIGN CATEGORY: IBC/IRC ZONE E. SITE CLASS: D ROOF PITCH: 4/12 3. ROOFING SCHEDULE A. ROOF SHEATHING SHALL BE APA RATED 15/32" THICK 4 -PLY COX PLYWOOD. STAGGER LAYOUT PER APA CONDITION 1. B. PI #32/16 MIN UNBLOCKED. C. MIN GRADE PLYWOOD AT OVERHANGS TO BE CDX OR 1X T&G SHEATHING. D. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. E. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.). F. 15 LB. ROOFING FELT. G. TYPED' METAL FLASHING AND DRIP EDGE REQUIRED ALL SIDES. H. TRUSSES SHALL BE SPACED @ 24" OC. J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. K. TRUSS CONNECTION PLATES'EAGLE METAL PLATES' ICBO #ESR 1082. L. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS. M. TRUSS MANUFACTURER: TUFF SHED, INC. M. l(m WOkk M-rAm# RsQ.t.4t�b 4. WOOD FRAMING B. ALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH THE FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, FV = 75 PSI Fc = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI. C. STUDS SHALL BE SPACED @ 16" OC. D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE. E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS PER 2308.9.3. F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE, G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE 1804.2. B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION WILL EXTEND MIN. 2'-0" BELOW GRADE. C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER LIMITATIONS SET BY LOCAL CODES. SECTION 105.5. 6, JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE GENERAL NOTES 1. GENERAL: A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, TREES, UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND PER GOVERNING REGULATIONS. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON 'STRONG-TIE'OR EQUIVALENT. D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS OF COMMON NAILS. 2. PLYWOOD DIAPHRAGMS PRODUCT STD PS 1-95, DOUGLAS FIR -LARCH, STRUCTURAL 1 (OR CDX). 3. MATERIAL EVALUATION REPORT IDENTIFICATI04E] A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICBO ES REPORT #ESR -1082. B. DURATEMP SIDING BY STIMPSON LUMBER COMPANY IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICBO ES REPORT #ER -4856. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER NES REPORT#NER-405 D. LAMINATED VENEER LUMBER (LVL) PER ICBO ES REPORT #ER -4979. E. PHD PRE -DEFLECTED HOLDOWNS BY SIMPSON PER ICBO ES REPORT #ER -5328. F. SSTB ANCHOR BOLTS BY SIMPSON PER ICBO ES REPORT #ER -4935. � W N 12 A zow� A Q 4 En W u U � U r - P4 '" A 00 Lo N h t[) M O N O rn ?w W� fY LL Z } —w WC w �U) Q'RT 2) Lo 0) o C7 1I � H ZZ E QUN aC6 Z N Z4X X00 V-0" W O Z W m FWLu Z W Lu a IL IL Z O Lu C3 Cfrao— L 0 LU U) ZI-Za'mLLO0 -QOL'mZ �Q ~m W(m'�Ci' W WZmzzmmrn W WLLLLLLU F-f]H�mmO� A U Z �bbb W `v � N m N W m W Q N -V ZZ W 2 cn �C/)ir Z q �� Him o N LL w y o .r r ■ _ r7 bq O Drawn By: PK Date: 5/22/2006 Checked By: Date: Revised: Revised: Title: PROJECT NOTES LEGEND ELEVATIONS Scale: 1/4" = 1'-0" Sheet: m f I_ 20'-0" ISHED GRADE FINISHED GRADE RANCH GARAGE 20'X 24'= 480 SQ FT 2% DOWNSLOPE MINIMUM ON ALL FINISHED GRADE 2% DOWNSLOPEf MINIMUM ON ALL! FINISHED GRADE DRAWING INDEX Al - PROJECT NOTES, LEGEND, ELEVATIONS A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS 24'-0" WALL B ELEVATION WALL C ELEVATION WALL D ELEVATION 24'-0" PROJECT NOTES DESIGN REQUIREMENTS 1. GOVERNING CODES: 2003 IRC OCCUPANCY REQUIREMENTS: GROUP U CONSTRUCTION TYPE: V -B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 20'-0" LENGTH: 24'-0" SIDE WALL HEIGHT: 8'-1 1/8" TOTAL HEIGHT: 11'-9 1/8" B. BUILDING LOADS ROOF LIVE LOAD: 40 PSF ROOF DEAD LOAD: 10 PSF C. DESIGN WIND 3 SECOND GUST, V3,:85 MPH WIND EXPOSURE: C D. SEISMIC DESIGN CATEGORY: IBC/IRC ZONE E. SITE CLASS: D ROOF PITCH: 4/12 3. ROOFING SCHEDULE A. ROOF SHEATHING SHALL BE APA RATED 15/32" THICK 4 -PLY COX PLYWOOD. STAGGER LAYOUT PER APA CONDITION 1. B. PI #32/16 MIN UNBLOCKED. C. MIN GRADE PLYWOOD AT OVERHANGS TO BE CDX OR 1X T&G SHEATHING. D. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. E. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.). F. 15 LB. ROOFING FELT. G. TYPED' METAL FLASHING AND DRIP EDGE REQUIRED ALL SIDES. H. TRUSSES SHALL BE SPACED @ 24" OC. J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. K. TRUSS CONNECTION PLATES'EAGLE METAL PLATES' ICBO #ESR 1082. L. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS. M. TRUSS MANUFACTURER: TUFF SHED, INC. M. l(m WOkk M-rAm# RsQ.t.4t�b 4. WOOD FRAMING B. ALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH THE FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, FV = 75 PSI Fc = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI. C. STUDS SHALL BE SPACED @ 16" OC. D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE. E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS PER 2308.9.3. F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE, G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE 1804.2. B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION WILL EXTEND MIN. 2'-0" BELOW GRADE. C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER LIMITATIONS SET BY LOCAL CODES. SECTION 105.5. 6, JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE GENERAL NOTES 1. GENERAL: A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, TREES, UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND PER GOVERNING REGULATIONS. C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON 'STRONG-TIE'OR EQUIVALENT. D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS OF COMMON NAILS. 2. PLYWOOD DIAPHRAGMS PRODUCT STD PS 1-95, DOUGLAS FIR -LARCH, STRUCTURAL 1 (OR CDX). 3. MATERIAL EVALUATION REPORT IDENTIFICATI04E] A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICBO ES REPORT #ESR -1082. B. DURATEMP SIDING BY STIMPSON LUMBER COMPANY IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICBO ES REPORT #ER -4856. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER NES REPORT#NER-405 D. LAMINATED VENEER LUMBER (LVL) PER ICBO ES REPORT #ER -4979. E. PHD PRE -DEFLECTED HOLDOWNS BY SIMPSON PER ICBO ES REPORT #ER -5328. F. SSTB ANCHOR BOLTS BY SIMPSON PER ICBO ES REPORT #ER -4935. Sheet 1 of 3 � W N A zow� A En W u U � U r - P4 '" A 00 Lo N h t[) M O N O rn ?w W� fY LL Z } —w WC w �U) Q'RT 2) Lo 0) o C7 1I � H ZZ E QUN aC6 Z N Z4X X00 dU 0ILNfnNCf) W O Z W m FWLu Z W Lu a IL IL Z O Lu C3 Cfrao— L 0 LU U) ZI-Za'mLLO0 -QOL'mZ �Q ~m W(m'�Ci' W WZmzzmmrn W WLLLLLLU F-f]H�mmO� A U Z �bbb W `v � N m N W m W Q N -V ZZ W 2 cn �C/)ir Z q �� Him o N LL w y o .r r ■ _ r7 bq O Drawn By: PK Date: 5/22/2006 Checked By: Date: Revised: Revised: Title: PROJECT NOTES LEGEND ELEVATIONS Scale: 1/4" = 1'-0" Sheet: Sheet 1 of 3 NAILING SCHEDULE CHORD SPLICE NAILING: 11 - 16d NAILS EACH SIDE OF SPLICE. TRUSS BLOCKING: (4) - 16d (TOENAILED) t- IwtRtc.apt'ttS fitsciaAmtl.� FRAMING NAILING: STUD TO TOP PLATE, 2-16d END NAIL STUD TO SILL PLATE, 2-16d END NAIL OR 4-8d TOENAIL DBL. HEADER 16d @ 16" OC ALONG EACH EDGE HEADER TO KING STUD 4-8d TOENAIL OR 4-16d END NAIL UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2003 IBC TABLE 2304.9.1. UPLIFT TRANSFER: PROVIDE SIMPSON H2.5 AT EACH END OF TRUSSES. PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS PER 320.11.3. UNBLOCKED ROOF DIAPHRAGM ROOF SHEATHING NAILING: BORDER: 8d COMMON @ 6" OC EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC X 197 SHEAR WALL SCHEDULE 2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2" DURATEMP. 20'-0" LONG TOTAL. (2' + 2') = 4' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. CALC SHEAR LOAD (Ib/ft) X ALLOW SHEAR LOAD (Ib/ft) 230 SHEAR WALL SCHEDUE 2X4 FRAMING. SHEATHE EXTERIOR WITH/2" DURATEMP. 24'-0"IONG TOTAL. 24' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. S ta.. A< P A -o CALC. SHEAR LOAD (Ib/ft) X ALLOW SHEAR LOAD (Ib/ft) 230 2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2" DURATEMP. 20'-0" LONG TOTAL. 20' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. X 230 D 2X4 FRAMING. SHEATHE EXTERIOR WITI-1/2" DURATEMP. 24'-0" LONG TOTAL. (81+ 8' + 2') = 18' USE) FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD 8d COMMON @,12" OC NO HOLDOWNS REQUIRED. t- APA, ciL_ X 230 WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. REFERENCE 2003 IBC TABLE 2305.3.7.2 FOUNDATION PLAN Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4 Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6 Min. 16, 18 or 20 in. APA Portal Frame Bracing Engineered Shear Wall Bracing B 2X4 TREATED SOLE PLATE TYPICAL ALL WALLS (U.N.O.) 1 20'-0" D 2'-0" 16'-0" 2'-0" 3'-03'-0' WALL FRAMING STUDS @ 16" OC FLOOR PLAN o�N 9 Co 0 CO 1 DOUBLE TOP PLATES INTERLOCK AT CORNERS LL END TRUSS T01 05 TO1_05 END TRUSS TRUSSES @24"OC 'rc R t oRrks &,A tN (?, 2 yf Z 16'-0" HEADER - 2 41 LbI #7OR 29A X 4 "LVL w C DOUBLED HEADER NAILING: NAIL W/ 16d @ 16" OC ALONG EACH EDGE ROOF FRAMING PLAN ce w W 0 w a M J 0 O L. 4k 1-- U_ LL LI, IX X a N N N g a� r m �o M 0 0 N to N Z N W > c W t` W co co of dE z 00 N- 0 0 rn D_co0< U- Z wO 5 L - CD U c4 1/210 o�W ..mS cQ z ooN'C 0zxNro O LCNfoNfn G7 AEU wiz x°`�,� En e VJPLOPEmicAtA Drawn By: PK Date: 5/22/2006 Checked By: Date: Revised: Revised: Title: PLANS SHEAR WALL SCHED NAILING SCHEDULE Scale: 1/4" = 1'-0" Sheet: A2 \ Sheet 2 of 3 B D 20'-0" A 0 N r1SEE FOOTING DETAIL CF -1 REFERENCE SECTION 3/A3 FOR ANCHOR BOLT SIZE, SPACING, AND ADDITIONAL REQUIREMENTS. CONCRETE TO COMPLY TO IRC TABLE 404.1.1(1) FOUNDATION WALLS - 3000 # PSI SLABS, GARAGES, CARPORTS & PORCHES - 3500 # PSI ALL FOOTINGS MUST BE CONTINUOUS eBlocking required at mid height in unfinished bearing walls L J C FOUNDATION PLAN Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4 Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6 Min. 16, 18 or 20 in. APA Portal Frame Bracing Engineered Shear Wall Bracing B 2X4 TREATED SOLE PLATE TYPICAL ALL WALLS (U.N.O.) 1 20'-0" D 2'-0" 16'-0" 2'-0" 3'-03'-0' WALL FRAMING STUDS @ 16" OC FLOOR PLAN o�N 9 Co 0 CO 1 DOUBLE TOP PLATES INTERLOCK AT CORNERS LL END TRUSS T01 05 TO1_05 END TRUSS TRUSSES @24"OC 'rc R t oRrks &,A tN (?, 2 yf Z 16'-0" HEADER - 2 41 LbI #7OR 29A X 4 "LVL w C DOUBLED HEADER NAILING: NAIL W/ 16d @ 16" OC ALONG EACH EDGE ROOF FRAMING PLAN ce w W 0 w a M J 0 O L. 4k 1-- U_ LL LI, IX X a N N N g a� r m �o M 0 0 N to N Z N W > c W t` W co co of dE z 00 N- 0 0 rn D_co0< U- Z wO 5 L - CD U c4 1/210 o�W ..mS cQ z ooN'C 0zxNro O LCNfoNfn G7 AEU wiz x°`�,� En e VJPLOPEmicAtA Drawn By: PK Date: 5/22/2006 Checked By: Date: Revised: Revised: Title: PLANS SHEAR WALL SCHED NAILING SCHEDULE Scale: 1/4" = 1'-0" Sheet: A2 \ Sheet 2 of 3 SEE 4'x8' CDX SHINGLES EDGE NAIL TO INTERMEDIATE I MEMBERS - REFERENCE SCHEDULE/A2 DIAPHRAGM BOUNDARY TRIM PANEL EDGE IS NOT SUPPORTED BY BLOCKING UNLESS NOTED. RAFTERS AND REFERENCE NAILING OR TRUSSES. SIDING SCHEDULE/A2 ROOFING SHEATHING NAILING DTL FOR OPENINGS UP TO 5'-11 1/2" FOR OPENINGS 6'-0" AND WIDER NAILING: HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL REFERENCE TABLE 2304.9.1 HEADER DETAIL NOT TO SCALE BN ICA LytutR�e"(E -r' TS 2X SOLID BLOCKING BETWEEN TRUSSES TRUSS BLOCKING WALL TOP PLATES ,FTER OR TRUSS — PSON H2.5 PLATE ON DE AT EACH TRUSS RAFTER J SIDING NOT SHOWN FOR CLARITY TOENAIL AS REQUIRED (_STUDS BOTH SIDES H2.5 RANCH GARAGE TRUSS ATTACHMENT DETAIL WITH BOTTOM CHopn 2X4 BLOCK W/ A34 AT EACH END AND I I 6-8d COMM NAILS THRU ROOF SHEATHING END WALL 2X4 BRACE AT 6' OC ATTACH WITH (6) 16d TRUSS COMMON FACE NAILS AT BLOCK AND AT ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS ATTACH END WALL TRUSS TO TOP PLATE WITH NAILS PER SHEAR WALL SCHEDULE. 2X4 FULL LENGTH OF BUILDING @ 6' OC BOTH END WALLS. ATTACH TO TRUSS BOTTOM CHORD WITH 2-16d NAILS. NAIL ALSO AT END WALL TRUSS. MATCH DIAGONAL BRACE LOCATION. H10 ANCHOR AT EACH 2X4 BRACE THIS DETAIL IS PROVIDED IN LIEU OFA RIGID CEILING SYSTEM END WALL BRACE and OTRUSS BOTTOM CHORD BRACE 4 NOT TO SCALE GABLE TRUSS BOTTOM CORD I NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS @ 9" O.C. BEFORE SETTING ON WALL BOTTOM EDGE OF TOP NAIL TO PLATE HING 2EL� FASTEN END TRUSS - PLATE ASSEMBLY TO LOWER TOP PLATE W 16d @ 16" O.C. SECTION ENDWALL ASSEMBLY DETAIL UNHEATED GARAGE SPACE 1/8" GAP #4 CONTINUOUS BE WEEN SHFATW, jr U a 5H 134" 0 TOP 8 BOTTOM FLOO ATTACH 15/32" CDX PLYWOOD SHEATHING Cl) (DE CONCRETE� TO TRUSSES PER NAILING SCHEDULE. Z a , REFERENCE TABLE 23-11-B-2. m a d /�\ �\WWF PER NOTES o _Z a BELOW N � •a NAIL SHEATHING TO WALL STUD ea. PER SHEAR WALL SCHEDULE SHEAR TRANSFER NOTES: 1. REFERENCE SHEAR WALL SCHEDULE FOR NAILING AND HOLDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING OSHEAR TRANSFER DETAIL 1 3/4" = V - 0" eC.0 0) _ CEILING AND WALLS SHALL BE LEFT UNFINISHED r ao IF a t a 20'-0" " Minimum depth for frost protection in the City of Spokane Valley is 24 inches measured from the bottom Of the footing to finish grade. Grade slope away from building a minimum 6 inches in first 10 feet. OBUILDING SECTION ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQL/IV CLIPS. 1/4" = 1' - 0" WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC. i+] 3" MIN. THICKENED SLAB MONOLITHIC FOUNDATION CONTIIIS FOOTING NOTES 1. TO SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL BE= 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB. 2. ALDTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BE POURING CONCRETE. 3. FOGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR PR2LY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRIRE IS 1000 PSF AT 12" BELOW GRADE. 4. CCETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, Pc = 2500 PSI. 5. RERCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING STiHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR D4'ERS OR 24" MINIMUM, WHICHEVER IS LARGER. 6. SE DESIGN CATEGORY: IBC/IRC ZONE A. ,CH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING )LAX 10" LONG'L' BOLTS WITH NUTS AND WASHERS. B. AOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE SHALL BE SPACED NOT MORE THAN 6' OC. C. RE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1 - LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS N EACH END OF EACH PIECE. CCF -1 FOUNDATION DETAIL 314"= T-Oor 1/16 scale IRC END RAFTER — ROOF SHEATHING STRUCTURALTRUSS 2X4 LADDER FRAME STANDARD GABLE TOP PLATE WALL STUD SECTION AT RIDGE [AY OUTRIGGERSTL'•AT AND "LET" INTO TOP CHORD OF ENSWALL (GABLE) TRUSS TO SUPPORT OVERHANG, AT 4'-0" O.C. BUTT NAIL TO FIRST STRUCTURAL TRUSS. STRUCTURAL TRUSS 2X4 LADDER FRAME STANDARD GABLE BLOCKING END RAFTER -� CANTILEVERED LADDER FRAME OVERHANG DETAIL Lo O CN � M CV O CA Z IV Q W c Ix L~iZ .W UU ofJ ^oN of0 M< a204 0 (6 0 '=U Z� L) ZX �o0 aU o�N U) CN U) LL G O Z LU Q F LU Uj W Z Z Z O W Uj IL a a a G < W = M M a a C3 ~L�=Op Z=-ZmLLta" FiC) y OLL N _Z I W G pQ WC9C7}W W Z Z Z Z mM Z W WLLLL LU U. 1—oi--�LL mm0H A b4 CU WIZ 0 � Q:) W m m m u o � Q�N z La � �.O m o 'r V– w z I— y O 0 Drawn By: PK Date: 5/22/2006 Checked By: Date: Revised: Revised: Title: SECTIONS DETAILS Scale: NONE Sheet: A3 Sheet 3 of 3 TOP PLATES TOP PLATES CRIPPLES (AS REQ.) CRIPPLES (IF REQ.) SPACER (IF REQ.) SPACER (IF REQ.) DOUBLED HEADER DOUBLED HEADER STUD STUD TRIMMER DOUBLE TRIMMERS SOLE PLATE SOLE PLATE FOR OPENINGS UP TO 5'-11 1/2" FOR OPENINGS 6'-0" AND WIDER NAILING: HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL REFERENCE TABLE 2304.9.1 HEADER DETAIL NOT TO SCALE BN ICA LytutR�e"(E -r' TS 2X SOLID BLOCKING BETWEEN TRUSSES TRUSS BLOCKING WALL TOP PLATES ,FTER OR TRUSS — PSON H2.5 PLATE ON DE AT EACH TRUSS RAFTER J SIDING NOT SHOWN FOR CLARITY TOENAIL AS REQUIRED (_STUDS BOTH SIDES H2.5 RANCH GARAGE TRUSS ATTACHMENT DETAIL WITH BOTTOM CHopn 2X4 BLOCK W/ A34 AT EACH END AND I I 6-8d COMM NAILS THRU ROOF SHEATHING END WALL 2X4 BRACE AT 6' OC ATTACH WITH (6) 16d TRUSS COMMON FACE NAILS AT BLOCK AND AT ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS ATTACH END WALL TRUSS TO TOP PLATE WITH NAILS PER SHEAR WALL SCHEDULE. 2X4 FULL LENGTH OF BUILDING @ 6' OC BOTH END WALLS. ATTACH TO TRUSS BOTTOM CHORD WITH 2-16d NAILS. NAIL ALSO AT END WALL TRUSS. MATCH DIAGONAL BRACE LOCATION. H10 ANCHOR AT EACH 2X4 BRACE THIS DETAIL IS PROVIDED IN LIEU OFA RIGID CEILING SYSTEM END WALL BRACE and OTRUSS BOTTOM CHORD BRACE 4 NOT TO SCALE GABLE TRUSS BOTTOM CORD I NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS @ 9" O.C. BEFORE SETTING ON WALL BOTTOM EDGE OF TOP NAIL TO PLATE HING 2EL� FASTEN END TRUSS - PLATE ASSEMBLY TO LOWER TOP PLATE W 16d @ 16" O.C. SECTION ENDWALL ASSEMBLY DETAIL UNHEATED GARAGE SPACE 1/8" GAP #4 CONTINUOUS BE WEEN SHFATW, jr U a 5H 134" 0 TOP 8 BOTTOM FLOO ATTACH 15/32" CDX PLYWOOD SHEATHING Cl) (DE CONCRETE� TO TRUSSES PER NAILING SCHEDULE. Z a , REFERENCE TABLE 23-11-B-2. m a d /�\ �\WWF PER NOTES o _Z a BELOW N � •a NAIL SHEATHING TO WALL STUD ea. PER SHEAR WALL SCHEDULE SHEAR TRANSFER NOTES: 1. REFERENCE SHEAR WALL SCHEDULE FOR NAILING AND HOLDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING OSHEAR TRANSFER DETAIL 1 3/4" = V - 0" eC.0 0) _ CEILING AND WALLS SHALL BE LEFT UNFINISHED r ao IF a t a 20'-0" " Minimum depth for frost protection in the City of Spokane Valley is 24 inches measured from the bottom Of the footing to finish grade. Grade slope away from building a minimum 6 inches in first 10 feet. OBUILDING SECTION ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQL/IV CLIPS. 1/4" = 1' - 0" WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC. i+] 3" MIN. THICKENED SLAB MONOLITHIC FOUNDATION CONTIIIS FOOTING NOTES 1. TO SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL BE= 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB. 2. ALDTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BE POURING CONCRETE. 3. FOGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR PR2LY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRIRE IS 1000 PSF AT 12" BELOW GRADE. 4. CCETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, Pc = 2500 PSI. 5. RERCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING STiHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR D4'ERS OR 24" MINIMUM, WHICHEVER IS LARGER. 6. SE DESIGN CATEGORY: IBC/IRC ZONE A. ,CH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING )LAX 10" LONG'L' BOLTS WITH NUTS AND WASHERS. B. AOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE SHALL BE SPACED NOT MORE THAN 6' OC. C. RE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1 - LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS N EACH END OF EACH PIECE. CCF -1 FOUNDATION DETAIL 314"= T-Oor 1/16 scale IRC END RAFTER — ROOF SHEATHING STRUCTURALTRUSS 2X4 LADDER FRAME STANDARD GABLE TOP PLATE WALL STUD SECTION AT RIDGE [AY OUTRIGGERSTL'•AT AND "LET" INTO TOP CHORD OF ENSWALL (GABLE) TRUSS TO SUPPORT OVERHANG, AT 4'-0" O.C. BUTT NAIL TO FIRST STRUCTURAL TRUSS. STRUCTURAL TRUSS 2X4 LADDER FRAME STANDARD GABLE BLOCKING END RAFTER -� CANTILEVERED LADDER FRAME OVERHANG DETAIL Lo O CN � M CV O CA Z IV Q W c Ix L~iZ .W UU ofJ ^oN of0 M< a204 0 (6 0 '=U Z� L) ZX �o0 aU o�N U) CN U) LL G O Z LU Q F LU Uj W Z Z Z O W Uj IL a a a G < W = M M a a C3 ~L�=Op Z=-ZmLLta" FiC) y OLL N _Z I W G pQ WC9C7}W W Z Z Z Z mM Z W WLLLL LU U. 1—oi--�LL mm0H A b4 CU WIZ 0 � Q:) W m m m u o � Q�N z La � �.O m o 'r V– w z I— y O 0 Drawn By: PK Date: 5/22/2006 Checked By: Date: Revised: Revised: Title: SECTIONS DETAILS Scale: NONE Sheet: A3 Sheet 3 of 3 a i CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS k FIEVIEWR FOR GOD COM [ 7,Z1-14 PONE SPSNEVALLEY SU DING T _ .,