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Specifications 26U, —Ooo2J7 , • Voelker Engineering, Inc. 6U et 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan B500 RtiCEIVED Summit Ridge Lot 160 Tigard, Oregon FEB 11 2016 CITY OFTIGARb Structural Calculations BUILDING DIVISIOI' January 11, 2016 JN 15001.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120 mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis LI-23 Roof framing R1-2 Upper floor framing UF1-4 Main floor framing MF1 Lower floor framing LFI Foundations FTGI-2 Retaining walls RWI-5 �Q,ED R flr,rp • oc =1'•' It `C 0� J'1 r 25,‘t; 1 EXPIRES: 6/25/ Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan B500 Structural Calculations March 2, 2015 JN 15001.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: IOpsf Wind: 120 mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-23 Roof framing R1-2 Upper floor framing UFI-4 Main floor framing MF1 Lower floor framing LF1 Foundations FTG 1-2 Retaining walls RWI-5 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L1 Bellevue, WA 98004 DR Horton Plan B500 Lateral Analysis of Wind forces (ASCE 7-10) Design wind pressures and forces are determined per equations given in section 28.4-1 System Type Structure Type Equation Main Wind-Force Low-Rise Buildings p : qh-[(GCpf)-(GCpi)] Resisting System Gable Roof qh : at mean roof height h GCpf : Figure 28.4-1 GCpi : Table 26.11-1 Velocity Pressure Calculations, qh Velocity pressure qh is calculated in accordance with section 28.3.2. qh = Velocity pressure © mean roof height(h) qh = Constant • Kh • Kzt Kd • V2 qh = Velocity pressure © height(h) Where : Constant = Numerical constant 1/2 • [(Airdensitylb/cuft )/( 32.2ft/s2 )] - [( mi/h )( 5280 ft/mi ) • (1 hr/3600 s )]2 0.00256 Mean Sea Level = 0.00 ft Air Density @ MSL = 0.0765 lb/cu - Category = II Exposure Category = B (Urban areas) Alpha = 7 Zg = 1,200.00 ft Basic Wind Speed = 120.00 mph Mean Roof Height = 33.00 ft 15001.1 ASCE7-10 ' Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan B500 Velocity Pressure Calculations, qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z = 2.01•( Z/Zg)A(2/Alpha)for 15 ft<= Z<=Zg = 2.01 • (15/Zg)^ (2/Alpha)for Z< 15 ft = 0.7 Kzt = Topographic factor obtained from Fig. 6-4 _ (1 + K1 - K2 - K3)2 Kzt @ h = 1 Kd = Wind directionality factor obtained from Table 6-4 = 0.85 qh = 22.56 (psf) Internal Pressure Coefficient, GCpi, TABLE 26.11-1 Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55 Roof Angle 26.4 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.55 22.56 0.55 -0.55 -0.01 24.8 2 -0.11 22.56 0.55 -0.55 -14.78 10.04 3 -0.45 22.56 0.55 -0.55 -22.5 2.31 4 -0.39 22.56 0.55 -0.55 -21.23 3.59 1E 0.73 22.56 0.55 -0.55 4.03 28.84 2E -0.2 22.56 0.55 -0.55 -16.9 7.92 3E -0.59 22.56 0.55 -0.55 -25.63 -0.81 4E -0.54 22.56 0.55 -0.55 -24.5 0.32 p+ uses GCpi+ p- uses GCpi- 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L3 Bellevue, WA 98004 DR Horton Plan B500 External Pressure Coefficient-Load Case B 1 -0.45 22.56 0.55 -0.55 -22.56 2.26 2 -0.69 22.56 0.55 -0.55 -27.97 -3.16 3 -0.37 22.56 0.55 -0.55 -20.75 4.06 4 -0.45 22.56 0.55 -0.55 -22.56 2.26 5 0.4 22.56 0.55 -0.55 -3.38 21.43 6 -0.29 22.56 0.55 -0.55 -18.95 5.87 1E -0.48 22.56 0.55 -0.55 -23.24 1.58 2E -1.07 22.56 0.55 -0.55 -36.54 -11.73 3E -0.53 22.56 0.55 -0.55 -24.36 0.45 4E -0.48 22.56 0.55 -0.55 -23.24 1.58 5E 0.61 22.56 0.55 -0.55 1.35 26.17 6E -0.43 22.56 0.55 -0.55 -22.11 2.71 Wind Pressure Zones -Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 17.12 3.25 12.73 2.06 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 17.12 3.25 12.73 2.06 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan B500 Light Wood Frame Construction? Y Mean Roof Height 32.5 ft Maximum Height 37 ft Building Width 34 ft Building Length 47 ft Roof Plate Ht 28 ft Upper Fl Plate Ht 19 ft Main Fl Plate Ht 9 ft End Zone Calculations - Front to Rear Direction .1 xWidth 3.4 .4xHeight 13.0 .04xWidth 1.4 3.4 3.0 3.0 3.4 <--- End Zone Length = 3.4 ft End Zone Calculations - Left to right Direction .1 xWidth 4.7 .4xHeight 13.0 .04xWidth 1.9 4.7 3.0 3.0 4.7 <--- End Zone Length = 4.7 ft 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L5 Bellevue, WA 98004 DR Horton Plan B500 Wind Analysis FRONT TO REAR DIRECTION Building Width 34 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 2 2 2 1 End Zone y y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 37.0 8.5 37.0 8.5 37.0 0 37.0 0 28.0 17 28.0 17 28.0 0 28.0 0 19.0 17 19.0 17 19.0 0 19.0 0 9.0 8 9.0 8 9.0 0 9.0 0 Type 1 = Transverse Type 2 = Longitudinal or Gable End Wind Pressures Zone 1 Zone 2 Zone 3 Zone 4 End Zone End Zone End Zone End Zone 12.73 17.12 12.73 17.12 12.73 0.00 2.06 3.25 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 Load to roof plate Vw= 4299 lb Load to upper floor plate Vw= 4396 lb Load to main floor plate Vw= 3364 lb Total = 12059 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load = 8362 lb OK 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan B500 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 47 ft Zone A Zone B Zone C Zone D Type 2 2 1 1 End Zone y y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 37.0 10.5 37.0 10.5 32.0 5 37.0 0 28.0 21 28.0 21 28.0 5 28.0 0 19.0 21 19.0 21 19.0 5 19.0 0 9.0 21 9.0 0 9.0 0 9.0 0 Type 1 = Transverse Type 2 = Longitudinal Wind Pressures Zone A Zone B Zone C Zone D End Zone End Zone End Zone End Zone 12.73 17.12 12.73 17.12 2.06 0.00 2.06 3.25 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12 Load to roof plate Vw= 5697 lb Load to upper floor plate Vw= 6077 lb Load to main floor plate Vw= 4494 lb Total = 16268 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 11390 lb OK 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L7 Bellevue, WA 98004 DR Horton Plan B500 Lateral Analysis of Seismic forces (2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1650 12.8 28 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 185 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 162 Upper Floor Area Weight Ave. height ft^2 psf ft 1600 10 19 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 120 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 162 Main Floor Area Weight Ave. height ft^2 psf ft 2600 10 9 Garage topping included Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 100 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 100 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L8 Bellevue, WA 98004 DR Horton Plan B500 Lateral Analysis of Seismic forces (2012 IBC) Soil Class = D le = 1.00 R = 6.50 Structure Height= 32.5 ft Spectral Response Acceleration Coefficients Site Coefficients Ss = 1.58 Fa = 1.00 51 = 0.55 Fv = 1.50 Sms = 1.58 Sds = 1.05 Sm1 = 0.825 Sd1 = 0.55 Sesimic Design Category = D Structure Fundamental Period = 0.27 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/Ie)/T 0.311 Cs = 0.162 Ultimate Vs = 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3611 101095 0.454 5703 <--- Upper floor 4092 77752.2 0.349 4386 <--- Main floor 4849 43637.1 0.196 2462 <--- Total 12551 222484 12551 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L9 Bellevue, WA 98004 DR Horton Plan B500 Allowable Shearwall Forces Typ. Walls -7/16 OSB, 8d Common Nails, 1 3/8" minimum penetration into framing. Wind Resistance (Includes 40% increase per 2306.3.1) Allow v P6 266 plf P4 490 plf P3 637 plf P2 833 plf Seismic Resistance(based on 2:1 height/width ratio) Allow v P6 242 plf P4 350 plf P3 455 plf P2 595 plf Anchor Bolts (5/8" bolts, HF plates, Allow Vw= 1.6 x 860 = 13761b,Vs = 1.4 x 860 = 12041b) Allow Vw(plf) Vs(plf) P6 2x sill plates 48"o.c. 344 301 P4 2x sill plates 32"o.c. 516 452 P3 2x sill plates 16"o.c. 1032 903 P2 2x sill plates 16" o.c. 1032 903 Simpson MASAP Standard Installation,Allow Vw= 13051b, Vs = 10601b Allow Vw(plf) Vs(plf) P6 2x sill plates 48" o.c. 326 265 P4 2x sill plates 32" o.c. 489 398 P3 2x sill plates 16" o.c. 979 795 P2 2x sill plates 16"o.c. 979 795 15001.1 ASCE7-10 ' ' Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan B500 Sub-diaphragms -Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 34 ft 0 ft 0 ft 0 ft Upper 34 ft 0 ft 0 ft 0 ft Main 34 ft 0 ft 0 ft 0 ft Force Distribution to Walls- Front/Rear Roof Plate Level Sum of Walls Total Grid 1 19 18 37 Grid 2 14 22 36 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.0 2852 2149 37 77 plf OK Grid 2 17.0 2852 2149 36 79 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 34 5703 4299 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L11 Bellevue, WA 98004 DR Horton Plan B500 Force Distribution to Walls -Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 29 16 45 Grid 2 21 21 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.0 5045 4347 45 112 plf P6 1009 Grid 2 17.0 5045 4347 21 240 plf P6 2162 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 34 10090 8694 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L12 Bellevue, WA 98004 DR Horton Plan B500 Force Distribution to Walls -Front/Rear Main Floor Plate Level Sum of Walls Total Grid 1 47 47 Grid 2 40 40 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17 6276 6029 47 134 plf P6 1202 Grid 2 17 6276 6029 40 157 plf P6 1412 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 34 12551 12059 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L13 Bellevue, WA 98004 DR Horton Plan B500 Sub-diaphragms - Left/Right Zone A Zone B Zone C Zone D Roof 47 ft 0 ft 0 ft 0 ft Upper 0 ft 0 ft 0 ft 0 ft Main 22 ft 22 ft 0 ft 0 ft Force Distribution to Walls - Left/Right Roof Plate Level Sum of Walls Total Grid A 4.5 10.5 15 Grid B 2.5 2.5 6.75 4 15.75 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 23.5 2852 2849 15 190 plf P6 1521 Grid B 23.5 2852 2849 15.75 181 plf P6 1448 NDS 4.3 P4 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 47 5703 5697 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 4.5 855 0.15 1.00 Grid B 6.75 1222 0.21 1.00 Grid C 0 0 0.00 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15001.1 ASCE7-10 ' ' Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L14 Bellevue, WA 98004 DR Horton Plan B500 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 6.67 5 11.67 Grid B 17 17 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 9.0 3692 4012 11.67 344 plf P4 3094 Grid B 38.0 6398 7761 17 457 plf P3 4109 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 47 10090 11774 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 6.67 2110 0.21 1.00 Grid B 0 0 0.00 1.00 Grid C 0 0 0.00 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15001.1 ASCE7-10 Voelker Engineering, Inc. 03/02/15 Job 15001.1 608 State Street Page L15 Kirkland, Washington 98033 DR Horton Plan B500 Force Distribution to Walls -Left/Right Main Floor Plate Level Sum of Walls Total Grid A 5.33 8 4 17.33 Grid B 17 17 Grid C 34 34 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 11.0 4307 5136 17.33 296 plf P4 2667 NDS 4.3 P4 Grid B 22.0 7629 10008 17 589 plf P3 5299 Grid C 11.0 615 1124 34 33 plf OK Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 44 12551 16268 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5.33 1325 0.13 1.00 Grid B 0 0 0.00 1.00 Grid C 0 0 0.00 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15001.1 ASCE7-10 • OB J 1 c VOELKER ENGINEERING, INC. ,E� L.1 b OF 1911 116th Avenue NE ! . S S . } — Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE , oAtoi .• • mow.. '.. 1It Lt.... ,.. ........�.. ........?' x.t • <.. . P4 : • • • • , • : • . U. . . • 1 • i at . X 11 0.41-P.4 1 • • ►•. • • • •• • • a. • • u�' • 1`�c4 V N • • 4 ,� _ 1 S16 • . `P4 r. i ��� . . 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SHEET NO. e'r/7 OF 1911 116th Avenue NE �_ Bellevue, Washington 98004 CALCULATED BY DATE 1 425-451-4946 CHECKED BY DATE : • , SCALE • 1-1 . • . .• . . . . . w,� r4,c G' • •• .•• • ••. :. : .•, .•• .•. ..• .• • arrcA,. v .• . • . , . . .• . . .• . : i. . . • : t ..., •. , . • • , : • . : . . . : . . . . . : . , . , 1 • : • • . . ; : , : ,.. , .• . , . : ., • 4 . • • : • • '� rat. N N ft 11 ': Sf6Z. v ti • • 4 P3 ••• • a • y� •0 J . tt ; ..t .. :: o t ; . . - • . :.. • • t y • • . . , V : . • . • r. PRODUCT 204-1(Si*Sheet,)2Dri-1( ) JOB %S.')0 VOELKER ENGINEERING, INC. L/0 SHEET NO. OF 1911 116th Avenue NE 45— , !� Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE ri:ef, 14....],. . _et'', L f..el ,,.. . . : . : : • • .• , \ 4' .. , 1 : 1 e • (j? s3 }�11 • • • • r • • • it?. : . i H 1)a , --). . • , , , .,• .. , • • . . . .•,,. .......„,..... L..... 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L19 SHEET NO. OF 1911 116th Avenue NE L Bellevue, Washington 98004 CALCULATED BY DATE f' l7- 1 c. 425-451-4946 CHECKED BY DATE SCALE j f- fl : : • • ri : .• I _ F I 4. iv T . S.. k :...........i..............: ..... .................... ..... .. ..... ... ... .. .... r ... ! Op . b' . •. • • • • . • d.. b • / : • • • i. 4. irj 911 9 . • y . i t •• • i • PRODUCT 204.1 ISNIe Sheets)205-1(Pa00ea) Voelker Engineering, Inc. 03/02/15 Job 15001.1 1911 116th Avenue NE Page L20 Bellevue, WA 98004 Enhanced elevation DR Horton Plan B500 Force Distribution to Walls - Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 29 16 45 Grid 2 21 21 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.0 5045 4347 45 112 plf P6 1009 Grid 2 17.0 5045 4347 21 240 plf P6 2162 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 34 10090 8694 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 15001.1 ASCE7-10 Voelker Engineering, Inc. 3/2/2015 Job 15001.1 1911 116th Avenue NE Page L21 Bellevue, WA 98004 DR Horton Plan B500 Detailed Shearwall Overturning Wall at rear of garage Wall Length Ht v V OTM DL Mr Uplift ft ft plf kip k-ft plf k-ft kip Roof 3rd 17 9 457 7.769 69.9 222.0 28.9 2.41 2nd 17 7 589 2.244 140.0 145.0 47.7 5.43 15001.1 ASCE7-10 Voelker Engineering, Inc. 3/2/2015 Job 15001.1 1911 116th Avenue NE Page L22 Bellevue, WA 98004 DR Horton Plan B500 Roof Boundary Shear Simpson RBC clips allow shear 380 lb 16d @ 6"o.c.at gable end 285 lb Front/Rear Typ. Eave Typ. Gable Grid 1 Plate Len. v RBC spacing 16d @ 6" o.c. Vs 2852 42 68 plf 5.60 ft o.c. OK Vw 2149 42 51 plf 7.43 ft o.c. OK Grid 2 Vs 2852 42 68 plf 5.60 ft o.c. OK Vw 2149 42 51 plf 7.43 ft o.c. OK Left/Right Grid A Vs 2852 34 84 plf 4.53 ft o.c. OK Vw 2849 34 84 plf 4.54 ft o.c. OK Grid B Vs 2852 34 84 plf 4.53 ft o.c. OK Vw 2849 34 84 plf 4.54 ft o.c. OK 15001.1 ASCE7-10 Voelker Engineering, Inc. 3/2/2015 Job 15001.1 1911 116th Avenue NE Page L23 Bellevue, WA 98004 DR Horton Plan B500 Lateral Analysis of Wood Diaphragm in Rotation. (IBC 2305) Diaphragm Blocked?Y/N Y End Wall Length 17 (ft) Max Shear 6.500 (kips) Side Wall 1 Length 45 (ft) G= 90000 (psi) Side Wall 2 Length 36 (ft) E= 1400000 (psi) Wall Height 9 (ft) Diaphragm Width 34 (ft)-- Parallel to open side Diaphragm Length 28 (ft) Horz. Plywood 0.75 (in) Wall plywood 0.44 (in) Edge Nail Spacing 6 "oc Anchorage Slip 0.04 (in) Seasoned Lumber 0.5 (.5=Yes, 1=No) End Wall v= 382 (plf) Deflection D= 0.16 (in) Wall 1 v= 59 (plf) Deflection D= 0.09 (in) Wall 2 v= 74 (plf) Deflection D= 0.11 (in) Diaphragm v= 191 (plf) Deflection D= 0.21 (in) 15001.1 ASCE7-10 Voelker Engineering, Inc. 01/07/15 Job# 15001 Simple span beams Sheet R1 "A" side headers 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 720 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1890 lb V@ d = 1455 lb M= 2481 lb-ft fb = 971 psi < OK 1458 TL Defl. = 0.09 in L/ 720 fv = 86 psi < OK 173 LL Defl. = 0.05 in L/ 1,355 Support 1.3 in "B" rear header 4x10 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 880 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 2750 lb V @ d = 2072 lb M= 4297 lb-ft fb = 1033 psi < OK 1346 TL Defl. = 0.10 in L/ 725 fv = 96 psi < OK 173 LL Defl. = 0.05 in L/ 1,364 Support 1.9 in "B"front header 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 880 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 2310 lb V @ d = 1778 lb M= 3032 lb-ft fb = 1187 psi < OK 1458 TL Defl. = 0.11 in L/ 589 fv = 105 psi < OK 173 LL Defl. = 0.06 in L/ 1,108 Support 1.6 in Front of garage 3 112x12 GLB Length = 18 ft Width = 3.500 in LL/TL = 0.63 Load = 150 plf Depth = 12.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 1350 lb V @ d = 1200 lb M= 6075 lb-ft fb = 868 psi < OK 2760 TL Defl. = 0.46 in L/ 467 fv = 43 psi < OK 276 LL Defl. = 0.25 in L/ 878 Support 1.0 in Voelker Engineering, Inc. 01/07/15 Job# 15001 Simple span beams Sheet R2 "A"front porch 3 1/2x10 1/2 GLB Length = 15.5 ft Width = 3.500 in LL/TL = 0.63 Load = 170 plf Depth = 10.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 1318 lb V @ d = 1169 lb M= 5105 lb-ft fb = 953 psi < OK 2760 TL Defl. = 0.43 in L/ 432 fv = 48 psi < OK 276 LL Defl. = 0.23 in L/ 813 Support 0.9 in "B" front porch -garage side 3 1/2x12 GLB Length = 11 ft Width = 3.500 in LL/TL = 0.63 Load = 160 plf Depth = 12.000 in LL DUR. = 1.15 Pt load = 1350 lb E = 1800 ksi Rep = 1.00 R= 1555 lb V @ d = 1395 lb M= 6133 lb-ft fb = 876 psi < OK 2760 TL Defl. = 0.15 in L/ 861 fv = 50 psi < OK 276 LL Defl. = 0.08 in L/ 1,619 Support 1.1 in "B"front porch 4x8 HF#1 Length = 10 ft Width = 3.500 in LL/TL = 0.63 Load = 130 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 650 lb V © d = 571 lb M= 1625 lb-ft fb = 636 psi < OK 1458 TL Defl. = 0.21 in L/ 577 fv = 34 psi < OK 173 LL Defl. = 0.11 in L/ 1,086 Support 0.5 in "B"front porch 4x8 HF#1 Length = 6 ft Width = 3.500 in LL/TL = 0.63 Load = 160 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 650 lb E = 1500 ksi Rep = 1.00 R= 805 lb V @ d = 708 lb M= 1695 lb-ft fb = 663 psi < OK 1458 TL Defl. = 0.07 in L/ 1,042 fv = 42 psi < OK 173 LL Defl. = 0.04 in L/ 1,960 Support 0.6 in Voelker Engineering, Inc. 01/07/15 Job # 15001 • Simple span beams Sheet UF1 "A" Rear window headers 4x10 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.80 Load = 600 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1875 lb V @ d = 1413 lb M= 2930 lb-ft fb = 704 psi < OK 1170 TL Defl. = 0.07 in L/ 1,146 fv = 65 psi < OK 150 LL Defl. = 0.05 in L/ 1,576 Support 1.3 in "B" Rear window headers 3 112x9 GLB Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 1330 plf Depth = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 4156 lb V@ d = 3159 lb M= 6494 lb-ft fb = 1649 psi < OK 2760 TL Defl. = 0.14 in L/ 530 fv = 150 psi < OK 276 LL Defl. = 0.08 in L/ 998 Support 2.9 in "A" Rear window headers 4x6 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL = 0.80 Load = 600 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1275 lb V @ d = 1000 lb M= 1355 lb-ft fb = 921 psi < OK 1268 TL Defl. = 0.07 in L/ 766 fv = 78 psi < OK 150 LL Defl. = 0.05 in L/ 1,054 Support 0.9 in "B" Rear window headers 4x8 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL = 0.63 Load = 1330 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 2826 lb V © d = 2023 lb M= 3003 lb-ft fb = 1175 psi < OK 1458 TL Defl. = 0.07 in L/ 735 fv = 120 psi < OK 173 LL Defl. = 0.04 in L/ 1,382 Support 2.0 in Voelker Engineering, Inc. 03/02/15 Job # 15001.1 Simple span beams Sheet UF2 • . Beam at stairs 5 112x10 1/2 GLB Length = 11.5 ft Width = 5.500 in LL/TL = 0.80 Load = 775 plf Depth = 10.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 4456 lb V © d = 3778 lb M= 12812 lb-ft fb = 1521 psi < OK 2400 TL Defl. = 0.35 in L/ 393 fv = 98 psi < OK 240 LL Defl. = 0.26 in L/ 540 Support 2.0 in Garage 5 112x15 GLB Length = 18 ft Width = 5.500 in LL/TL = 0.80 Load = 525 plf Depth = 15.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 4725 lb V @ d = 4069 lb M= 21263 lb-ft fb = 1254 psi < OK 2400 TL Defl. = 0.49 in L/ 441 fv = 74 psi < OK 240 LL Defl. = 0.36 in L/ 606 Support 2.1 in Hall 4x8 HF#1 Length = 6 ft Width = 3.500 in LL/TL = 0.80 Load = 650 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1950 lb V © d = 1557 lb M= 2925 lb-ft fb = 1145 psi < OK 1268 TL Defl. = 0.13 in L/ 576 fv = 92 psi < OK 150 LL Defl. = 0.09 in L/ 792 Support 1.4 in Long joists 2x12 HF#2 (12" o.c. Length = 18.5 ft Width = 1.500 in LL/TL = 0.80 Load = 50 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep = 1.15 R= 463 lb V@d = 416 lb M= 2139 lb-ft fb = 811 psi < OK 978 TL Defl. = 0.63 in L/ 354 fv = 37 psi < OK 173 LL Defl. = 0.46 in L/ 487 Support 0.8 in 15001 UF3 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Joists over garage Date: 1/07/15 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH =2.0 Ft Conditions NDS 2012,Overhang, Repetitive Use, Uplift @ R1 Min Bearing Area R1=0.0 in2 R2=5.1 in2 (1.5)DL Defl= 0.08 in. Data Beam Span 9.0 ft Reaction 1 LL 56# Reaction 2 LL 1304# Beam Wt per ft 0 # Reaction 1 TL -11 # Reaction 2 TL 2078# Bm Wt Included 0 # Maximum V 1467# Overhang Length 2.0 ft Max Moment 2800'# Max V(Reduced) 1404# Total Beam Length 11.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/328 LL Max Defl L/360 LL Actual Defl L/<-1000 OH LL Actual Defl L/766 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 31.64 16.88 -0.08 -0.03 0.15 0.06 Critical 31.20 12.21 0.45 0.30 0.20 0.13 Status OK OK OK OK OK OK Ratio 99% 72% 19% 10% 73% 47% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1077 173 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 0.9581 Rb= 15.72 Le=4.12 Ft Loads Uniform LL: 53 Uniform TL: 67 =A (Uniform Ld on Backspan) Point LL Point TL Distance Par Unif LL Par Unif TL Start End 773 F= 1333 (OH) 2.0 53 K=67 (OH) 0 2.0 Uniform Load A K Pt loads: F 0 R1 =-11 R2 =2078 BACKSPAN=9 FT OH =2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. Voelker Engineering, Inc. 01/07/15 Job# 15001 Simple span beams Sheet UF4 Bedroom 4 window header 4x6 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.80 Load = 400 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1050 lb V © d = 867 lb M= 1378 lb-ft fb = 937 psi < OK 1268 TL Defl. = 0.10 in L/ 610 fv = 68 psi < OK 150 LL Defl. = 0.08 in L/ 838 Support 0.7 in Entry door 4x10 HF#1 Length = 4.75 ft Width = 3.500 in LL/TL = 0.63 Load = 1330 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 3159 lb V @ d = 2134 lb M= 3751 lb-ft fb = 902 psi < OK 1346 TL Defl. = 0.05 in L/ 1,093 fv = 99 psi < OK 173 LL Defl. = 0.03 in L/ 2,057 Support 2.2 in "A" garage door 5 1/2x15 GLB Length = 16.5 ft Width = 5.500 in LL/TL = 0.80 Load = 580 plf Depth = 15.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 4785 lb V © d = 4060 lb M= 19738 lb-ft fb = 1154 psi < OK 2400 TL Defl. = 0.38 in L/ 518 fv = 74 psi < OK 240 LL Defl. = 0.28 in L/ 712 Support 2.1 in "B" garage door 5 112x18 GLB Length = 16.5 ft Width = 5.500 in LL/TL = 0.63 Load = 1400 plf Depth = 18.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 11550 lb V @ d = 9450 lb M= 47644 lb-ft fb = 1971 psi < OK 2760 TL Defl. = 0.58 in L/ 344 fv = 143 psi < OK 276 LL Defl. = 0.31 in L/ 648 Support 5.2 in Voelker Engineering, Inc. 03/02/15 Job # 15001.1 • Simple span beams Sheet MF1 Rear header 5 1/2x9 GLB Length = 6.25 ft Width = 5.500 in LL/TL = 0.63 Load = 2000 plf Depth = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 6250 lb V @ d = 4750 lb M= 9766 lb-ft fb = 1578 psi < OK 2760 TL Defl. = 0.14 in L/ 554 fv = 144 psi < OK 276 LL Defl. = 0.07 in L/ 1,043 Support 2.8 in JOB VOELKER ENGINEERING, INC. 3 MF2 SHEET NO. 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PRODUCT 2041(Sinak Sheetsl 705-1(Raked) Voelker Engineering, Inc. 11/13/12 Job# - Simple span beams Sheet MF3 Garage beams 5 1/8x10 1/2 GLB Length = 10 ft Width = 5.125 in LL/TL = 0.80 Load = 800 plf Depth = 10.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 4000 lb V @ d = 3300 lb M= 10000 lb-ft fb = 1274 psi < OK 2400 TL Defl. = 0.22 in L/ 539 fv = 92 psi < OK 240 LL Defl. = 0.16 in L/ 742 Support 1.9 in Garage beams 5 1/8x10 1/2 GLB Length = 10 ft Width = 5.125 in LL/TL = 0.80 Load = 400 plf Depth = 10.500 in LL DUR. = 1.00 Pt load = 3000 lb E = 1800 ksi R= 3500 lb V@ d = 3150 lb M= 12500 lb-ft fb = 1593 psi < OK 2400 TL Defl. = 0.24 in L/ 490 fv = 88 psi < OK 240 LL Defl. = 0.18 in L/ 674 Support 1.7 in Garage Joists (2) 2x10 HF#2 Length = 7.75 ft Width = 3.000 in LL/TL = 0.80 Load = 67 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 1000 lb E = 1300 ksi R= 760 lb V@ d = 708 lb M= 2441 lb-ft fb = 685 psi < OK 935 TL Defl. = 0.09 in L/ 980 fv = 38 psi < OK 150 LL Defl. = 0.07 in L/ 1,347 Support 0.6 in Garage Joists (2) 2x10 HF#2 Length = 7.75 ft Width = 3.000 in LL/TL = 0.63 Load = 134 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1300 ksi R= 519 lb V @ d = 416 lb M= 1006 lb-ft fb = 282 psi < OK 1075 TL Defl. = 0.05 in L/ 1,856 fv = 22 psi < OK 173 LL Defl. = 0.03 in L/ 3,491 Support 0.4 in JOB VOELKER ENGINEERING, INC. . • NO.SHEETBY OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE )Z- 425-451-4946 CHECKED DATE SCALE . . : . . .: . . . .• . .• . . . • : : .• : : . . . . .- , . . .•• : . . .: • . . . : .. • '. . i •....4 . i ..-.4...........................i........... , .....4. .•t°a a t.;*a ,.v....1...................... . . . . . 1 .1 i I I 1 1 .; i . -...i ,..........i... 4. .. ..4.......!...........;......., .: ! .• • . • • . . 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PRODUCT 204.1(Sin*SO4ets1 205-1 1Padded Voelker Engineering, Inc. 03/02/15 Job# 15001.1 • Simple span beams Sheet LF1 Beam supporting one floor 4x8 HF#2 Length = 5 ft Width = 3.500 in LL/TL = 0.80 Load = 500 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep = 1.00 R= 1250 lb V @ d = 948 lb M= 1563 lb-ft fb = 612 psi < OK 1105 TL Defl. = 0.05 in L/ 1,121 fv = 56 psi < OK 150 LL Defl. = 0.04 in L/ 1,541 Support 0.9 in Beam w/2 floors 4x10 HF#1 Length = 6 ft Width = 3.500 in LL/TL = 0.80 Load = 900 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 2700 lb V @ d = 2006 lb M= 4050 lb-ft fb = 974 psi < OK 1170 TL Defl. = 0.08 in L/ 864 fv = 93 psi < OK 150 LL Defl. = 0.06 in L/ 1,187 Support 1.9 in Voelker Engineering, Inc. 03/02/15 Job # 15001.1 Simple span beams Sheet FTG1 "B" garage door header Allowable bearing 1500 psf Span = 0 ft Load w = 0 plf Load p = 11550 lb 36x36 Square footing Reaction = 11550 lb Allow P = 13500 lb "A" garage door header Span = 0 ft Load w = 0 plf Load p = 4800 lb 24x24 Square footing Reaction = 4800 lb Allow P = 6000 lb Rear crawl space footings Span = 5 ft Load w = 500 plf Load p = 0 lb 18" dia Round footing Reaction = 2500 lb Allow P = 2655 lb Front crawlspace footings Span = 6 ft Load w = 900 plf Load p = 0 lb 30" dia Round footing Reaction = 5400 lb Allow P = 7365 lb Voelker Engineering, Inc. 03/02/15 Job # 15001.1 • Simple span beams Sheet FTG2 Stair footing Allowable bearing 1500 psf Span = 4 ft Load w = 500 plf Load p = 7800 lb 36x36 Square footing Reaction = 9800 lb Allow P = 13500 lb Voelker Engineering, Inc. 6/13/2012 Job 1911 116th Avenue NE Sheet . Bellevue, WA 98004 Wall Height = 4.83 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 4.00 (ft) F'c = 2500 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Heel= 12.00 (in) EFP 40 (pcf) % Toe= 10.00 (in) Passive= 250 (pcf) MRF = 0. 00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 2.50 (ft) Coef F = 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key = 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 0.75 (k-ft) Horz Sliding Force 0.47 (kips) Resisting Moment 1.86 Resist. Friction 0.55 - Resist. Passive 0.09 - S.F.= 2.47 <--- S.F.= 1.35 <--- Soil Pressure 0.88 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 88.9 in o.c. Steel % = 0.0004 D = 6.00 (in) #5 @ 137.7 in o.c. Mu = 0.73 (k-ft) #6 © 195.5 in o.c. Req'd As 0.03 (inA2/ft) H = 2.00 (ft) #4 @ 714.2 in o.c. Steel % = 0.0000 D = 6.00 (in) #5 @ 1107.0 in o.c. Mu = 0.09 (k-ft) #6 @ 1571.2 in o.c. Req'd As 0.00 (inA2/ft) Design Moment in Heel D = 7.75 (in) #4 © 278.1 in o.c. Steel % = 0.0001 Mu = 0.30 (k-ft) #5 @ 431.0 in o.c. Req'd As 0.01 (in"2/ft) #6 @ 611.8 in o.c. #7 @ 834.2 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 188.9 in o.c. Steel % = 0.0002 Mu = 0.38 (k-ft) #5 © 292.8 in o.c. Req'd As 0.01 (inA2/ft) #6 © 415.6 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.30 in"2 1.5 #4 bars Voelker Engineering, Inc. 6/13/2012 Job RW2 . 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 5.83 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 5.00 (ft) F'c = 2500 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Heel= 16.00 (in) EFP 40 (pcf) % Toe= 12.00 (in) Passive= 250 (pcf) MRF = 0. 00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 3.00 (ft) Coef F = 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key= 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 1.32 (k-ft) Horz Sliding Force 0.68 (kips) Resisting Moment 3.17 Resist. Friction 0.77 - Resist. Passive 0.09 - S.F.= 2.40 <--- S.F.= 1.26 <--- Soil Pressure 1.04 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 45.3 in o.c. Steel % = 0.0007 D = 6.00 (in) #5 © 70.2 in o.c. Mu = 1.42 (k-ft) #6 © 99.6 in o.c. Req'd As 0.05 (in^2/ft) H = 2.00 (ft) #4 @ 211.3 in o.c. Steel % = 0.0002 D = 6.00 (in) #5 © 327.5 in o.c. Mu = 0.31 (k-ft) #6 © 464.8 in o.c. Req'd As 0.01 (in^2/ft) Design Moment in Heel D = 7.75 (in) #4 © 130.3 in o.c. Steel % = 0.0002 Mu = 0.64 (k-ft) #5 @ 202.0 in o.c. Req'd As 0.02 (in^2/ft) #6 @ 286.7 in o.c. #7 © 390.9 in o.c. Design Moment in Toe D = 6.75 (in) #4 @ 110.5 in o.c. Steel % = 0.0003 Mu = 0.66 (k-ft) #5 © 171.3 in o.c. Req'd As 0.02 (in^2/ft) #6 © 243.1 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.36 in^2 1.8 #4 bars Voelker Engineering, Inc. 6/13/2012 Job RW3 1911 116th Avenue NE Sheet . Bellevue, WA 98004 - Wall Height = 6.83 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 6.00 (ft) F'c = 2500 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Heel= 22.00 (in) EFP 40 (pcf) 0/0 Toe= 12.00 (in) Passive= 250 (pcf) MRF = 0.00 Ftg. Th= 10.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 3.50 (ft) Coef F = 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key = 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 2.13 (k-ft) Horz Sliding Force 0.93 (kips) Resisting Moment 5.12 Resist. Friction 1.09 - Resist. Passive 0.09 - S.F.= 2.41 <--- S.F.= 1.26 <--- Soil Pressure 1.29 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 © 26.0 in o.c. Steel % = 0.0013 D = 6.00 (in) #5 @ 40.3 in o.c. Mu = 2.45 (k-ft) #6 @ 57.2 in o.c. Req'd As 0.09 (in^2/ft) H = 2.00 (ft) #4 © 88.9 in o.c. Steel % = 0.0004 D = 6.00 (in) #5 © 137.7 in o.c. Mu = 0.73 (k-ft) #6 © 195.5 in o.c. Req'd As 0.03 (in^2/ft) Design Moment in Heel D = 7.75 (in) #4 @ 61.2 in o.c. Steel % = 0.0004 Mu = 1.36 (k-ft) #5 @ 94.8 in o.c. Req'd As 0.04 (in^2/ft) #6 © 134.5 in o.c. #7 @ 183.5 in o.c. Design Moment in Toe D = 6.75 (in) #4 © 88.0 in o.c. Steel % = 0.0003 Mu = 0.82 (k-ft) #5 © 136.4 in o.c. Req'd As 0.03 (in^2/ft) #6 © 193.6 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.42 in^2 2.1 tt'l bars Voelker Engineering, Inc. 6/13/2012 Job RW4 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 8.00 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 7.00 (ft) F'c = 2500 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Heel= 28.00 (in) EFP 40 (pcf) % Toe= 12.00 (in) Passive= 250 (pcf) MRF = 0 . 00 Ftg. Th= 12.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 4.00 (ft) Coef F = 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key = 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 3.41 (k-ft) Horz Sliding Force 1.28 (kips) Resisting Moment 7.92 Resist. Friction 1.50 - Resist. Passive 0.13 - S.F.= 2.32 <--- S.F.= 1.27 <--- Soil Pressure 1.65 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 © 16.2 in o.c. Steel % = 0.0021 D = 6.00 (in) #5 © 25.1 in o.c. Mu = 3.89 (k-ft) #6 © 35.6 in o.c. Req'd As 0.15 (in"2/ft) H = 2.00 (ft) #4 @ 45.3 in o.c. Steel % = 0.0007 D = 6.00 (in) #5 @ 70.2 in o.c. Mu = 1.42 (k-ft) #6 @ 99.6 in o.c. Req'd As 0.05 (inA2/ft) Design Moment in Heel D = 9.75 (in) #4 @ 39.8 in o.c. Steel % = 0.0005 Mu = 2.63 (k-ft) #5 @ 61.7 in o.c. Req'd As 0.06 (in"2/ft) #6 © 87.6 in o.c. #7 @ 119.4 in o.c. Design Moment in Toe D = 8.75 (in) #4 @ 88.7 in o.c. Steel % = 0.0003 Mu = 1.06 (k-ft) #5 @ 137.5 in o.c. Req'd As 0.03 (in"2/ft) #6 © 195.2 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.58 in"2 2.9 #4 bars Voelker Engineering, Inc. 6/13/2012 Job RW5 1911 116th Avenue NE Sheet Bellevue, WA 98004 Wall Height = 9.00 ft Retaining Wall, Ver 2.0 INPUT DATA Stem H = 8.00 (ft) F'c = 2500 (psi) Stem T = 8.00 (in) Fy = 60 (ksi) Heel= 36.00 (in) EFP 40 (pcf) % Toe= 13.00 (in) Passive= 250 (pcf) MRF = 0 . 00 Ftg. Th= 12.00 (in) Surch. = 0 (psf) At 0 (ft) Ftg Width= 4.75 (ft) Coef F = 0.45 Friction H1 = 0.00 (ft) Axial P= 0.00 (kips) Key = 0.00 (in) Soil wt= 125 (pcf) OUTPUT Overturning Moment 4.86 (k-ft) Horz Sliding Force 1.62 (kips) Resisting Moment 12.58 Resist. Friction 2.03 - Resist. Passive 0.13 - S.F.= 2.59 <--- S.F.= 1.33 <--- Soil Pressure 1.75 (ksf) <--- Resultant is Inside Kern Design Moment in Stem Max % = 0.0134 H = 0.00 (ft) #4 @ 10.7 in o.c. Steel % = 0.0031 D = 6.00 (in) #5 @ 16.5 in o.c. Mu = 5.80 (k-ft) #6 © 23.5 in o.c. Req'd As 0.22 (in^2/ft) H = 2.00 (ft) #4 @ 26.0 in o.c. Steel % = 0.0013 D = 6.00 (in) #5 @ 40.3 in o.c. Mu = 2.45 (k-ft) #6 © 57.2 in o.c. Req'd As 0.09 (in^2/ft) Design Moment in Heel D = 9.75 (in) #4 © 24.9 in o.c. Steel % = 0.0008 Mu = 4.17 (k-ft) #5 @ 38.7 in o.c. Req'd As 0.10 (in^2/ft) #6 @ 54.9 in o.c. #7 @ 74.8 in o.c. Design Moment in Toe D = 8.75 (in) #4 © 70.4 in o.c. Steel % = 0.0003 Mu = 1.34 (k-ft) #5 @ 109.1 in o.c. Req'd As 0.03 (in^2/ft) #6 © 154.8 in o.c. Longitudinal Footing Reinforcement Minimum Steel Requirements .001 x Area of Footing Required As = 0.68 in^2 3.4 #4 bars FEB X 1 2 016 �;ITI'OF AGAR BUILDING DIVISION ! D.R. NORTON PLAN 2500 'A" GARAGE LEFT 34-00-00 I SPAN ___..._.- _ ____ _ 6/12 PITCH (HOUSE) 4/12 PITCH (GARAGE AND PORCH) .___._.. - 25# SNOW LOAD 6/11-0 O.H. z -- r, ARIEL TRUSS — 574-7333 (�' 1<\ DRAWN BY: _ ._..r KEVIN LENDE /,' --03 ...:(.-s„- , R/CD Irf - Ot 16-00400 SPAN $ "' le a s JACKS / ±! co CD w CS3 cn J�± JACKS (o I 1 o i I! . .v 0 10-00-00 G.E. SPAN c" 0 O n v to 7 r-. n n 0 a V c -.4 n c m H 4 G.E.,^^..__� ._._....._�� _ D.R. NORTON N r PLAN 2500 "A" i ,..is.„) GARAGE RIGHT 34-00-00 SPAN qI!" _-.-._._ -: 1._._--- __._, 6/12 PITCH (HOUSE) 4/12 PITCH (GARAGE AND PORCH) 1 ---- _ V - !. E T ... 251 SNOW LOAD 6/12 1-0 0.H. LT- ------J----- -- -- - IARIEL TRUSS 574-7333 _ �1 DRAWN BY: Inv —_ . 1 KEVIN LENDS _________42J I. , 06-00-00 SPAN 1 14/12 1 `� ' cn �R/S JAC •=3. Yi. I --ir Ea i--17.-„7 . .z i, o C-6 ! JA I 1 v/ / 0 10-00-00 SPAN G.E. ina a Fi n a a n c c m W n 0 11111 IIII lzKr0l7 HKl tW .1.1.(L LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-12) 2218 3-10=(-259) 98 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2606) 76 10-11=( 0) 1875 10- 4=( 0) -450 WEBS: 2x4 DF STAND 3- 4=1-2378) 70 11-12=( 0) 1875 4-11=1-750) 80 LOADING 4- 5=(-1645) 103 12- 8=(-12) 2218 11- 5=( -24) 1072 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1645) 103 11- 6=1-750) 80 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2378) 70 6-12=( 0) 450 TOTAL LOAD = 42.0 PSF 7- 8=(-2606) 76 12- 7=(-259) - 98 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -55/ 1542V -137/ 137H 5.50" 2.47 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -55/ 1542V 0/ OH 5.50" 2.47 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.115" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.273" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-01-09 8-10-07 8-10-07 8-01-09 load duration factor=1.6, T 6-00-09 505-11 5-05-11 5-05-11 5-05-f1 6-00-09 T Truss designed for wind loads f T T f f T in the plane of the truss only. 12 12 6.00 L- M-4x6 a 6.00 4.0" 5 .f-,( M-2.5x44 6M-2.5x4 M-3x6(S) M-3X6(S) M-1.5x4 '� .* -1.5x4 3I 1 I I I I 7 A a 1 _ 10 10.2 5" 12 _.`9 o M-3x8 M-2.5x9 M-2.5x4 M-3x8 M-5x8(S) ), y J. , ), 8-09-07 8-02-09 8-02-09 8-09-07 1-00 34-00 1-00 .,�p.E) PR0FE.o us JOB NAME: DR HORTON PLAN 2500 A - Al mac`, `iti59 /O2 Scale: 0.1856 ��// ��✓// , WARNINGS: GENERAL NOTES,unless otherwise noted: 792PE r 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'�. - DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �[/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` N 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /O '9 rfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7 4, rLQSEQ. : 6184960 P� Q design loads be applied to any component. and are for"dry condition"of use. _' V TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if FR R 10- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center AIM 11111 VIII VIII 11111 11111 11111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. Q rlFXPI RFS'12/11/7n1 inite imhrata ei7n nt Mat.in innhoe 111111111 I,Knu HKjnL lKUJJ LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(0) 2232 3-10=(-274) 102 5-17=( 0) 817 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2613) 18 10-11=(0) 1856 10- 4=( -19) 511 15-17=(-107) 0 WEBS: 2x4 DF STAND 3- 4=(-2504) 62 11-14=(0) 1474 4-11=(-582) 102 17-18=( -34) 752 LOADING 4- 5=(-2009) 87 14-16=(0) 1545 11-12=( -34) 752 18- 6=(-582) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2009) 87 16-18=10) 1474 12-13=(-107) 0 6-19=( -19) 511 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2504) 62 18-19=(0) 1856 12- 5=( 0) 617 19- 7=(-274) 102 TOTAL LOAD = 42.0 PSF 7- 8=(-2613) 18 19- 8=(0) 2232 14-13=( 0) 62 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13-15=(-218) 0 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 16-15=( 0) 62 M-2.5x4 where shown; Jts:10,12-13,15,17,19 Cs=1, Ce=1, Ct=1.1, I=1 Unbalanced live loads have been BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA considered for this design. ADDL: BC CONC LL+DL= 62.5 LBS @ 17'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 1573V -137/ 137H 5.50" 2.52 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 34'- 0.0" -37/ 1573V 0/ OH 5.50" 2.52 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.118" @ 16'- 1.3" Allowed = 1.654" MAX TL CREEP DEFL = -0.364" @ 17'- 10.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" '( '( T MAX HORIZ. LL DEFL = 0.046" @ 33'- 6.5" 8-01-09 8-10-07 8-10-07 8-01-09 MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" 6-00-09 5-X05-11 5-05-11 5-05-11 5-05-11 6-00-09 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '' '( '( T '' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 P M-5x6 Q 6.00 Truss designed for wind loads 6.0" in the plane of the truss only. 5 4f---4' 0\ '.6 M-4x6 • M-4x6 4 6 M-3x6(3) /\IIII) 6(5) M-1.5x4 �� M-1.5x4 3 13 15 �+ i U ID U 17 , c,'' 1 .. a .. 9 4o 0 l 10 11 14 16 18 19 IM-3x8 M-4x6 M-2.5x6 M-3x8 M-2.5x6 M-4x6 M-3x6(S) y y k-71, 1 i62�.50# k-1' 1, y 6-09 1, 0-9,7;05 11-09-01,7 0-Q7y05 , 6-09 6-02-02 2-06-14 2-06-14 6-02-02 1' )' 1' 17-00 17-00 1-00 34-00 1-00 c.,���ED PROre ssi 14f JOB NAME: DR HORTON PLAN 2500 A - A2 Scale: 0.1731 I„U�N- op 'T O�� WARNINGS: GENERAL NOTES,unless otherwise noted: •��,,II�G 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Adiiiillit/ Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. `�� 4//r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / . DES. BY: L J is the responsibilityof the erector.Add'Rional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A-OREGON 4/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '9 G• "1 �� A. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / 'I V\ -� SEQ. : 6184961fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 4, P design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge a MFR R L�- fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII IIT VIII 11111 11111111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX P I R F S' 12/ 1�7n�ti Q ninife indiralo eiso n1 nla/o in inrhoc 111111111 I,KLL, HKl�L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-12) 2149 3-10=(-259) 98 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2519) 76 10-11=( 0) 1798 10- 4=( 0) -427 WEBS: 2x4 DF STAND 3- 4=(-2281) 70 11-12=( 0) 1798 4-11=(-711) 80 LOADING 4- 5=(-1613) 103 12- 8=(-12) 2149 11- 5=( -24) 1072 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1613) 103 11- 6=(-711) 80 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2281) 70 6-12=( 0) 427 TOTAL LOAD = 42.0 PSF 7- 8=(-2519) 76 12- 7=(-259) - 98 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) M-1.5.4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -55/ 1542V -137/ 137H 5.50" 2.47 DF ( 625) 34'- 0.0" -55/ 1542V 0/ OH 5.50" 2.47 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.115" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.273" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-01-09 8-10-07 8-10-07 8-01-09 load duration factor=1.6, T 6-00-09 5-05-11 5-05-11 5-05-11 5-05-fl 6-00-09 T Truss designed for wind loads in the plane of the truss only. T 4' 4' T T T T 12 12 M-2.5x4 or equal at non-structural diagonal inlets. 6.00 p M-4 x 6 Q 6.00 4.0" 5 ,f-'i 1411%;444444444444444,444444444444:-2 .5x49 M-3x6(S) M-3x6(5) M-1.5x4 �� �~ M-1.5x4 3 .A1 _r_ '• 0 \ / 1 l0 10.25" 12 9 � M-3x8 M-2.5x4 M-2.5x4 M-3x8 M-5x8(5) y y J, i, y 8-09-07 8-02-09 8-02-09 8-09-07 1-00 34-00 1-00 ,`(( 1O PRQp JOB NAME: DR HORTON PLAN 2500 A - A3 Scale: 0.1847 �4D ,w1 -i‘-t- 9 f©2 WARNINGS: GENERAL NOTES,unless otherwise noted: �2/S S P✓✓E �� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 461010.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y OREGON-40 t(/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L ,\N ,` 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. lb .41)/ 9 y 14 ZQ ty+ S E Q. : 6184962 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `_ design loads be applied to any component. and are for"dry condition"of use. e) TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supportsMc shown.Shim or wedge it `Fi R I L0- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIII"IIII II"I 11111 11111 IIII'11111 1111 III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 FX P I R FS' 12/31/7(l1 5 tlinih inelienta eisa of ninla in inehae 111111111 l,Knli MKJGL 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. considered for this design. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-00 17-00 T T T 8-01-09 8-10-07 8-10-07 8-01-09 T T 1 1 T 12 I I M-4x4 12 6.00 p 3 a 6.00 M-3x6(S) M-3x6(S) Be IiIIIi5 of M-2.5x6(S) M-2.5x4 M-2.5x4 y y -- 17-00 ), y 1-00 34-0C !�� '��\NOP r FFs �;5 � � R s�o2 JOB NAME: DR HORTON PLAN 2500 A - A4 Scale: 0.2478 (V C .9 r. WARNINGS: GENERAL NOTES,unless otherwise noted: •��„�� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss : A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `�_. �' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y OREGON 4/DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2_ ill fib` A. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '1)/ 7 y 20 A-�— SEQ. : 6184963 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment. O 1 4, �`_ and are for"dry condition"of use. t R R 1�, TRANS I D: 417372 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if F necessary. fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111 IIID IIIA I'll/IIIA(IIII IIIA IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'17/ 1 71)1�i o ninifc indinnfn a CI7n of Main in inrhc 111111111 WKCA., HKitJL 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 842 3- 8=(-255) 80 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1017) 41 8- 6=(0) 842 8- 4=( 0)-424 WEBS: 2x4 DF STAND 3- 4=( -762) 11 8- 5=(-255) 80 LOADING 4- 5=( -762) 11 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1017) 41 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 786V -56/ 56H 5.50" 1.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 0.0" -35/ 786V 0/ OH 5.50" 1.26 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.021" @ 8'- 0.0" Allowed = 0.754" MAX LL DEFL = -0.002" @ 17'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.058" @ 12'- 4.3" Allowed = 0.464" MAX HORIZ. LL DEFL = 0.010" @ 15'- 6.5" 8-00 8-00 MAX HORIZ. TL DEFL = 0.016" @ 15'- 6.5" 1 ' T Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-02-09 3-09-07 3-09-07 4-02-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T T '( load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 7" IIM-4x4 Q 6.00 in the plane of the truss only. 44.0" 2.0 M-1.5x4 M-1.5x4 3 5 , 1111111111111111116... emirs ..dillIllIllhlhi... ,r. 17 of 1MN - . 7 BgP M-2.5x4 M-3x8 M-2.5x4 J' ), y 8-00 8-00 ,1 ), ,1 ). 1-00 16-00 1-00 c'..<1 ��E� PR0FE. JOB NAME: DR HORTON PLAN 2500 A - Bl Scale: 0.3695 (L' R /2? 177 WARNINGS: GENERAL NOTES,unless otherwise noted: 2/� P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4110,%/7 Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1,_ . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .....„,".4..p._ DES. BY: 1_,J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - OREGON icy DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` 1� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /Q '9 4 ZQ A•�. SEQ. : 6184964 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , 0 _ design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if FR MIA-�� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center Inn "I111 II"I Mil En 11111 11111 illi ft TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS' 12/11/2015 Q rlinitn indir.la cisa of nlnla in inrhau 111111111 i,Kr,l7 HK1r.1_, IKUJJ LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=(0) 842 3- 8=(-255) 80 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1017) 41 8- 6=(0) 842 8- 4=( 0) 424 WEBS: 2x4 DF STAND 3- 4=( -762) 11 8- 5=(-255) 80 LOADING 4- 5=( -762) 11 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1017) 41 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5}_4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -35/ 786V -56/ 56H 5.50" 1.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 0.0" -35/ 786V 0/ OH 5.50" 1.26 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.021" @ 8'- 0.0" Allowed = 0.754" MAX LL DEFL = -0.002" @ 17'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.058" @ 12'- 4.3" Allowed = 0.464" MAX HORIZ. LL DEFL = 0.010" @ 15'- 6.5" 8-00 8-00 MAX HORIZ. TL DEFL = 0.016" @ 15'- 6.5" T T T Wind: 120 mph, h=18.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-00-10 3-11-06 3-09-07 4-02-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 'f T 'I load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 7 IIM-4x4 p 6.00 in the plane of the truss only. 44.0" M-2.5x4 or equal at non-structural diagonal inlets. ANNINI 1 iiiiii M-1.5x4 M-1.5x4 3 5 oofr,dallil ti« o 1 4, 6 M-2.5x4 M-3x8 M-2.5x4 k ), I 8-00 8-00 i I I I 1-00 16-00 1-00 (GC1'E) P R OFFs 40 onn5,9 <0, JOB NAME: DR HORTON PLAN 2500 A B2 Scale: 0.3681 (V ..9 WARNINGS: GENERAL NOTES,unless otherwise noted: • r 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / Tr us s: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. � 11_P 3.Additional temporary bracing to during construction 2.Design assumes the top and bottom chords to be laterally braced at ,..0"- II CC DES. BY: LJ is the responsibility of the erector.insure stabilityonalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P lh continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7OREGON i(/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L. A. 41,4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / 11 ��'2.0 -� SEQ. : 6184965fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 0 7 4, V`A_ _ and are for"dry condition"of use. V TRANS I D: 417372 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R R tJ LA- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11111111111111111 iliii 11111 I'll'VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'17/31/2015 ci rlinifc indirafe CI,P of nlafn in inrhne 11 I 01111 l'hLu Hh1C.,L 1.1-, LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" Wind: 120 mph, h=17.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, Truss designed for wind loads TC LATERAL SUPPORT <= 12"0C. UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Gable end truss on continuous bearing wall UON. TOTAL LOAD = 42.0 PSF M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) complete specifications. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 T T T 12 12 6.00 p Q 6.00 I I M-4x4 3 I I 2 4 1,11/- -,d. o� I Alb 5 -o M-2.5x4 M-2.5x4 y 3, 3, 3, 1-00 10-00 1-00 .\(<-9° PRQp . .� c 'j IViir/519 /4'." JOB NAME: DR HORTON PLAN 2500 A - Cl Scale: 0.6073 WARNINGS: GENERAL NOTES, unless otherwise noted: �k !92 4,11PE �1! 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual AliiilliFF .- Truss: C 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ` 410111"' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at '�. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Te Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - A_OREGON b, 40 DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ ` "� I` 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. /O -7r '4 2:3\ -� SEQ. : 6184966 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, , �p. design loads be applied to any component. and are for"dry condition"of use. c TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if `)�R �� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11110 0111 IIIAAIII IIIA IIIA IIIA IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI RFS'1W:31/71115 0 rlinG itc inrlir.to Ci7of niafo in inrhnc MIME ME I.UKc L, HKI5 L i tcu LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 404V 0/ 50H 5.50" 0.65 DF ( 625) 5'- 11.0" -32/ 163V 0/ OH 2.00" 0.26 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 104V 0/ OH 2.00" 0.17 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.054" @ 3'- 4.8" Allowed = 0.349" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.100" @ 3'- 4.8" Allowed = 0.524" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 11.0" T '1 MAX HORIZ. TL DEFL = -0.000" @ 5'- 11.0" 12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00i;- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 A. N M O N N I _ rn a1 - Icp g4 M-2.5x4 ,1 yy 5-11 0-01 J, y 1-00 !PROVIDE FULL BEARING;Jts:2,3,4! 6-00 psi O PR OFFS, C���� � � 'S' sJ02 JOB NAME: DR HORTON PLAN 2500 A - Jl Scale: 0.5903 .9 WARNINGS: GENERAL NOTES,unless otherwise noted: L,, E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Agie/ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. `�- 4051010P ------73.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /o . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Cr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON A_ (/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G �tx 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / '47)/ 9 y 2° SEQ. : 6184967fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 14, Q. design loads be applied to any component. and are for"dry conditionof use. c V TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it �`R R(j�`► necessary. fabrication,handling,shipment and instaflation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111 III1l VIII I'll/VIII VIII VIII!III 1II1 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS'12/31/21115 Q Rinkeof inelir.To Ci7P nlato in inrhoe 111111111 i,'KCL, MK.Ci lKUJJ LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 4 3-4=(-179) 38 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 0 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 402V 0/ 49H 5.50" 0.64 DF ( 625) OVERHANGS: 12.0" 0.0" 6'- 0.0" -4/ 236V 0/ OH 2.00" 0.36 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) M-1.5>:4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = -0.075" @ 3'- 1.6" Allowed = 0.341" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.111" @ 3'- 1.6" Allowed = 0.511" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.2" 6-00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 10.2" T f Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 3 -/ IIIIill CV I M O I CV Cil M 1 C � �/9 M-2.5x4 M-1.5x4 1-00 6-00 .��� ° PR°Fe6,," opiefts JOB NAME: DR HORTON PLAN 2500 A - J2 Scale: 0.6278 ,i,../'--- ..- -57 CC WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ] Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner.2.2x4 compression web bracing must be installed where shown+. p p g ,_ , 40011111P . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON 441 DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2j 1� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / '9}� 20 -!r SEQ. : 6184968fasteners are complete and at no time should any loads greater than 5.Design assumes trusses f to be used in a non-corrosive environment, Q 14, P design loads be applied to any component. and are for"dry condition"ouse. TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �C R%O- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1111111 11111 11111 VIII 11111 11111 VIII I'll IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FX PI R FS' 12/31/21115 0 rliniie inAiraio C174.of nraie in inrhec 111 11 1111 uKOu KK1C.L 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 10 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 333V 0/ 35H 5.50" 0.53 DF ( 625) 3'- 11.0" -19/ 104V 0/ OH 2.00" 0.17 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 0.0" 0/ 67V 0/ OH 2.00" 0.11 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.007" @ 2'_ 3.7Allowed = 0.209" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.013" @ 2 3.7" Allowed = 0.313 4-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.0" T 'i MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.0" 12 Wind: 120 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.001 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -1 N O N I i- CI ISIMIIIIIIMOMMEMI 01 4 of '-� 04 M-2.5x4 1, yy 3-11 0-01 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4I ��� jlO0 P R QFFrS �5 56> s/a4. JOB NAME: DR HORTON PLAN 2500 A - J3 Scale: 0.6228 (V ..37 WARNINGS: GENERAL NOTES,unless otherwise noted: !92,1/ P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. `��� e/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / . DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' OREGON �(/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L �� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / ''q r 2Q 4 SEQ. : 6184969 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q 14, P design loads be applied to any component. and are for"dry Condition"of use. /1// f3 �j � y Q� TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if y necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1 111111 11111 11111 VIII IIT 11111 1111 I'll IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI RFS' 2/�1/2(11 r1 Q rlinite inAirato ei7n of into in inrhne 111111111 UK>=.0 AKJOL J.KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 4 3-4=(-113) 20 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 0 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 331V 0/ 35H 5.50" 0.53 DF ( 625) OVERHANGS: 12.0" 0.0" 4'- 0.0" 0/ 151V 0/ OH 2.00" 0.24 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, 1=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITEDMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 10.7" Allowed = 0.200" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.014" @ 2'- 1.6" Allowed = 0.300" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" 4-00 f T Wind: 120 mph, h=16.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0017 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 3 -/ IIII N r= O .- m -1 .-1 IA M 0 agiI �/4 ME M-2.5x4 M-1.5x4 1' ), y 1-00 4-00 .��W3 PROF Es c5 �(o. o y s'q JOB NAME: DR HORTON PLAN 2500 A - J4 Scale: 0.6559 ,_ y WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual AiiiiIPPIF/ Truss: J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `- 440.11P'3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �7 OREGON ,,Cr/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /Q -7 20 -� SEQ. : 6184970fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4, iroP. TRANS ID: 417372 design loads be applied to any component. and are for"dry condition"of use. 6. M4 � `L� 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 1 n 1 1 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1111111 VIII VIII VIII 11111 11111 11111 HI 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPI R FS'12/31/2(115 Q rlinilc indirato e17o of nlafo in inrhoe MUM 1,11.(l✓l1 Ahll_'L 11.W J LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-40) 7 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 306V 0/ 28H 5.50" 0.49 DF ( 625) 2'- 11.0" -11/ 75V 0/ OH 2.00" 0.12 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" 0/ 48V 0/ OH 2.00" 0.08 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.004" @ 1'- 9.5" Allowed = 0.138" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.208" 2-11 0-01 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" I ff MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 12 Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -1 N M O N .--1 '--i,_ 1 , rn O cp M-2.5x4 y I * 1-00 3-00 PROVIDE FULL BEARING;Jts:2,3,41 S���E� PROFfis JOB NAME: DR HORTON PLAN 2500 A - J5 Scale: 0.7056 ( .9 4t r WARNINGS: GENERAL NOTES,unless otherwise noted: • 2,,r C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ailli / T rus S: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `_� �_ . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / _ DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y OREGON 4(/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L. 4 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. / '9 rZQ� 4 SEQ. : 6184971fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 0 1 4, Q. and are for"dry condition"of use. /�j 'F'? �j e TRANS I D: 417372 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if illR 1 L` fabrication,handling,shipment and installation of components. necessary. p p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 11111 11111 11111 IIT VIII VIII HI IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. FXPi R FS' 17/31/2015 Q Ilinite inAirafa eiva of plata in inehae 111111111 uKW-7 HKIr,L, 1KUJJ LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-1) 3 3-4=(-80),28 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 0 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 305V 0/ 28H 5.50" 0.49 DF ( 625) OVERHANGS: 12.0" 0.0" 3'- 0.0" -1/ 107V 0/ OH 2.00" 0.17 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0� Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.007" @ 1`- 5.2" Allowed = 0.130" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.2" Allowed = 0.195" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 2-10-04 0-01-12 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" f f f Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 3 -/7N rh O (Niill01"--""PrallPAdillill111111111111111111"111: .--r 1 /rn 01 M-2.5x4 M-1.5x4 1-00 3-00 � i��Ep P R 0 F ffn JOB NAME: DR HORTON PLAN 2500 A - J6 Scale: 0.7056 Ct, •Tirli515) ." tr WARNINGS: GENERAL NOTES,unless otherwise noted: 2157 , E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / T r us s: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `�- e' 3. 11. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / _ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAz continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7OREGON 4(/ DATE: 2/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 /. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / '9 y V\ - SEQ. : 6184972 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 4, R design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 417372 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if SFR Al Ir,' v necessary. fabrication,handling,shipment and instaNation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111 IIIA lllll 11111 11111 111111111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 rlFXPI RFS'17/11/2015 inilc indicate <ci7of ntufa in inrhne