Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
! * " i -N't 1 6w Mts-ck Q1/4) at vw`l-- Voelker Engineering, Inc. rY\5 ii-2016 - 000 "1 0 .............. ..................... ... 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4706 MAR 7 2016 Summit Ridge Lot 151 cf` s3OF TIGARD Tigard , Oregon 3UIL -\iG DIVISION Structural Calculations January 11, 2016 JN 29076.1 Building Code: 2012 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-28 Roof framing R1 Upper floor framing UF1-4 Main floor framing MF2 Z•/(.../4, r i Acc (., i c i. ';'1,:-..,,, cc / 5 1 V/ r ' {2 .0 's' 1 - 25,\q 4(1 -x'94 FS V©',\, I EXPIRES: 6/25/ (A, Voelker Engineering, Inc. 1911 116`h Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 4706 Structural Calculations February 18, 2016 JN 29076.1 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 1Opsf Wind: 120mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-28 Roof framing R1 Upper floor framing UF1-2 Main floor framing MF1 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L1 Bellevue, WA 98004 DR Horton Plan 4706 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 V 2 qh =Velocity pressure © height(h) Where : Constant = Numerical constant 1/2 • [(Air density lb/cu ft )/( 32.2 ft/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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan 4706 Velocity Pressure Calculations, qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z = 2.01•( Z/Zg) ^(2/Alpha)for 15 ft<= Z<=Zg = 2.01 • (15/Zg) A(2/Alpha)for Z< 15ft = 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 22.5 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.54 22.56 0.55 -0.55 -0.27 24.54 2 -0.45 22.56 0.55 -0.55 -22.65 2.16 3 -0.47 22.56 0.55 -0.55 -22.94 1.87 4 -0.41 22.56 0.55 -0.55 -21.75 3.06 1E 0.77 22.56 0.55 -0.55 4.99 29.8 2E -0.72 22.56 0.55 -0.55 -28.63 -3.81 3E -0.65 22.56 0.55 -0.55 -27.03 -2.21 4E -0.6 22.56 0.55 -0.55 -25.9 -1.08 p+ uses GCpi+ p- uses GCpi- 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L3 Bellevue, WA 98004 DR Horton Plan 4706 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 18.53 2.80 12.89 1.66 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 18.53 2.80 12.89 1.66 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan 4706 Light Wood Frame Construction? Y Mean Roof Height 30 ft Maximum Height 33 ft Building Width 28 ft Building Length 40 ft Roof Plate Ht 27 ft Upper Fl Plate Ht 18 ft Main Fl Plate Ht 8 ft End Zone Calculations - Front to Rear Direction .1 xWidth 2.8 .4xHeight 12.0 .04xWidth 1.1 2.8 3.0 3.0 3.0 <--- End Zone Length = 3.0 ft End Zone Calculations - Left to right Direction .1 xWidth 4.0 .4xHeight 12.0 .04xWidth 1.6 4.0 3.0 3.0 4.0 <--- End Zone Length = 4.0 ft 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 , 1911 116th Avenue NE Page L5 Bellevue, WA 98004 DR Horton Plan 4706 Wind Analysis FRONT TO REAR DIRECTION Building Width 28 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 33.0 7 33.0 7 33.0 0 33.0 0 27.0 14 27.0 14 27.0 0 27.0 0 18.0 14 18.0 14 18.0 0 18.0 0 8.0 14 8.0 14 8.0 0 8.0 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 12.89 18.53 12.89 18.53 12.89 0.00 1.66 2.80 12.89 18.53 12.89 18.53 12.89 0.00 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 0.00 12.89 18.53 Load to roof plate Vw= 3062 lb Load to upper floor plate Vw= 3750 lb Load to main floor plate Vw= 3553 lb Total = 10365 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load = 6989 lb OK 29076.1 ASCE7-10 • Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 4706 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 40 ft Zone A Zone B Zone C Zone D Type 1 1 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 33.0 21 33.0 21 33.0 0 33.0 0 27.0 20 27.0 20 27.0 0 27.0 0 18.0 20 18.0 20 18.0 0 18.0 0 8.0 20 8.0 10 8.0 0 8.0 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 1.66 2.80 1.66 2.80 1.66 2.80 1.66 2.80 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 12.89 18.53 Load to roof plate Vw= 2996 lb Load to upper floor plate Vw= 5327 lb Load to main floor plate Vw= 4531 lb Total = 12853 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load = 9658 lb OK 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 • 1911 116th Avenue NE Page L7 Bellevue, WA 98004 DR Horton Plan 4706 Lateral Analysis of Seismic forces (2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ftA2 psf ft 1200 12.6 27 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 130 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 136 Upper Floor Area Weight Ave. height ftA2 psf ft 1040 10 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 50 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 130 Main Floor Area Weight Ave. height ftA2 psf ft 1040 10 8 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 40 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 130 29076.1 ASCE7-10 • Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L8 Bellevue, WA 98004 DR Horton Plan 4706 Lateral Analysis of Seismic forces (2012 IBC) Soil Class = D le = 1.00 R = 6.50 Structure Height= 30 ft Spectral Response Acceleration Coefficients Site Coefficients Ss= 1.58 Fa = 1.00 S1 = 0.55 Fv = 1.50 Sms = 1.58 Sds= 1.05 Sm1 = 0.825 Sd1 = 0.55 Sesimic Design Category= D Structure Fundamental Period = 0.26 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.330 Cs = 0.162 Ultimate Vs = 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 2645 71423.22 0.502 4006 <--- Upper floor 2811 50601.61 0.356 2838 <--- Main floor 2518 20143.78 0.142 1130 <--- Total 7974 142169 7974 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.30 Left/Right 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 • 1911 116th Avenue NE Page L9 Bellevue, WA 98004 DR Horton Plan 4706 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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan 4706 Sub-diaphragms - Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 28 ft 0 ft 0 ft 0 ft Upper 28 ft 0 ft 0 ft 0 ft Main 28 ft 0 ft 0 ft 0 ft Force Distribution to Walls - Front/Rear Roof Plate Level Sum of Walls Total Grid 1 8 28 36 Grid 2 18 17 35 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 14.0 2003 1531 36 56 plf OK Grid 2 14.0 2003 1531 35 57 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 28 4006 3062 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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L11 Bellevue, WA 98004 DR Horton Plan 4706 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 14 9.5 23.5 Grid 2 14 19 33 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 14.0 3422 3406 23.5 146 plf P6 1311 Grid 2 14.0 3422 3406 33 104 plf P6 933 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 28 6845 6812 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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L12 Bellevue, WA 98004 DR Horton Plan 4706 Force Distribution to Walls-Front/Rear Main Floor Plate Level Sum of Walls Total Grid 1 38 38 Grid 2 32 32 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 14 3987 5182 38 136 plf P6 1091 Grid 2 14 3987 5182 32 162 plf P6 1296 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 28 7974 10365 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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L13 Bellevue, WA 98004 DR Horton Plan 4706 Sub-diaphragms - Left/Right Zone A Zone B Zone C Zone D Roof 40 ft 0 ft 0 ft 0 ft Upper 40 ft 0 ft 0 ft 0 ft Main 40 ft 0 ft 0 ft 0 ft Force Distribution to Walls - Left/Right Roof Plate Level Sum of Walls Total Grid A 20 20 Grid B 6.4 6.4 12.8 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 20.0 2604 1498 20 130 plf P6 1042 Grid B 20.0 2604 1498 12.8 203 plf P6 1628 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 5208 2996 Redundancy Check Longest wall with HIL > 1.0 L vs %Vs rho Grid A 0 0 0.00 1.00 Grid B 6.4 1302 0.25 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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 1911 116th Avenue NE Page L14 Bellevue,WA 98004 DR Horton Plan 4706 Force Distribution to Walls -Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 11 4 5.5 20.5 Grid B 6.4 6.4 12.8 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 20.0 4449 4161 20.5 217 plf P6 1953 NDS 4.3 P4 Grid B 20.0 4449 4161 12.8 348 plf P4 3128 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 8898 8322 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 5.5 1194 0.13 1.00 Grid B 6.4 2224 0.25 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 29076.1 ASCE7-10 Voelker Engineering, Inc. 02/18/16 Job 29076.1 • 608 State Street Page L15 Kirkland, Washington 98033 DR Horton Plan 4706 Force Distribution to Walls-Left/Right Main Floor Plate Level Sum of Walls Total Grid A 27.5 27.5 Grid B 17.5 Steel frame 17.5 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 20.0 5014 6426 27.5 234 plf P6 1869 Grid B 20.0 5014 6426 17.5 367 plf P4 2938 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 40 10028 12853 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 0 0 0.00 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 29076.1 ASCE7-10 • JOB 4706 /07[P VOELKER ENGINEERING, INC. SHEET NO. t` ` OF 1911 116th Avenue NE 7 12 Bellevue, Washington 98004 CALCULATED BY V _ DATE r T� _ 425-451-4946 CHECKED BY DATE SCALE 72.00r 17/dee . i. Ze4 . •L • .1 1 k/r . . • • 4.........5—• --1.- :............a...... a...... — ... ....... ...... ... .•.. i. .... ...... ........ .. ....... ..... • 11/4k) :: . .L .... 4..N, : . .•.i . ..i...... ! . ',.. ....t .........,.. . .... •• • • o . i • i . .....i rlx s • MSTA49 • t : • : rcOOuCT to-,(Seale Sheets\205-t tPadOed) 4706 JOB 2v7 4 VOELKER ENGINEERING, INC. SHEET NO. L 1 7 OF 1911 116th Avenue NE7-31-12 Bellevue, Washington 98004 CALCULATED BY G� DATE- 425-451-4946 CHECKED BY DATE SCALE �%� 1� n rte : z€ ( . r • • • V. • c710‘ . r4 ! , . • . f:/- • . ., . : •, .o : .:.. :. :. . • rj • . •4. • • X p. kp • . ; 4k ; . f1' . QQ •• ;• . :P d • ... :.. ... ... ...... k a.,- :4 d c,ei.., : . ... ...:.:.,. ,: ..,:.:t.,.:. ... ,; ,.,: _,._ .:„ :,•,.. ..,.. ,.,-. i,•.;,,.• ,!. i... ;.• • Ig a... . o4. • ,� HTT5 • . ......... • • ...... . • PRODUCT 204-,(Si gis Wes)205.1 fPi0E,61 • JOB yv7 6 VGELKER ENGINEERING, INC. Lib SHEET NO. OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 7 7( -/L- 425-451-4946 CHECKED BY DATE SCALE CI a�'►• 1� x 4r/di. . • 7�J V gyred 6(.9 ' • P c Our 704 1(s.go S'ets)205.1 fs'i00e0. Voelker Engineering, Inc. 8/1/12 Job 29076.1 • 1911 116th Avenue NE Page L20 Bellevue, Wa 98004 "Page 19 deleted from analysis" Plan 4706 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 2007 36 56 plf 6.82 ft o.c. OK Vw 1933 36 54 plf 7.08 ft o.c. OK Grid 2 Vs 2007 36 56 plf 6.82 ft o.c. OK Vw 1933 36 54 plf 7.08 ft o.c. OK Left/Right Grid A Vs 2608 27 97 plf 3.93 ft o.c. OK Vw 1515 27 56 plf 6.77 ft o.c. OK Grid B Vs 2608 27 97 plf 3.93 ft o.c. OK Vw 1515 27 56 plf 6.77 ft o.c. OK Grid C Vs 0 27 0 plf #DIV/O! ft o.c. OK Vw 0 27 0 plf #DIV/0! ft o.c. OK Y 29076.1 L21 x 34.4 M2 ---- M4 34.4 ill -31.8 A.4 3 -31.8 E co 2 -2.9 im -3.53 '`• -3.82 4.57 Results for LC 5, .6D+W Member Bending Moments (k-ft) Reaction units are k and k-ft Voelker Engineering Plan 4706 Charles Voelker Aug 1, 2012 at 7:18 AM 29076.1 29076.1.r2d 29076.1 AIL. L22 x 8.1 8.1 M2 M4 8.1 2 N5 N3 -8.5 0.9 ' 1 4 -.9 4.12 4.12 Results for LC 3, D+L Member Bending Moments (k-ft) Reaction units are k and k-ft Voelker Engineering Plan 4706 Charles Voelker Aug 1, 2012 at 7:20 AM 29076.1 29076.1.r2d • Vicelker Engineering Plan 4706 Aug 1, 2012 29076.-' Global L23 Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th 'Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Design Parameters Label Shape Lengthfftl Lb-out[fftj Lb-in[ft] Lcomp topf...Lcomp bot[... K-out K-in Cm Cb Out s... In sway. 1 M1 W12X35 9 2 M2 . W12X35 8.75 2 Yes 3 M3 . W12X35 9 . 4 M4 W12X35 8.75 2 Yes Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A[in2} I (90,270)[in4] I(0,180)[in4] 1 HR1A W5X16 Wide Flange Beam A36 Typical 4.68 _ 7.51 21.3 Hot Rolled Steel Properties Label E[ksi] G_Lksil Nu Therm(11 E... Density[/ftJ Yieldjksi] 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500_42 29000 11154 .3 .65 .49 42 5 _ A500_46 29000 11154 .3 .65 .49 46 Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp IF] 1 N1 0 0 0 2 N2 0 9 0 3 N3 17.5 9 0 4 N4 17.5 0 0 5 N5 8.75 9 0 Load Combinations Description Solve PDelta SRSS BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact... 1 .6D+EQ Yes I 1 1 2 -.6 Y -.6 2 D+EQ+.75L Yes 1 1 2 -1 3 -.75 Y -1 3 D+LYes 2 -1 3 -1 Y -1 4 D+L+W ' Yes 2 -1 3 -1 4 1 5 .6D+W Yes 2 -.6 ; 4 1 Y -.6 ; ____ RISA-2D Version 6.0 [C:IRISA129076.1.r2d] Page 1 Voelker Engineering Plan 4706 Aug 1, 2012 • 29076.1 L24 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 EQ None 2 2 D None 2 3 L None 2 4 W None 2 Member Distributed Loads (BLC 1 : EQ) Member Label Direction Start Magnitude[k/ft,degj End Magnitude[k/ft,ded] Start Loca...End Locati... 1 M2 X .307 .307 0 0 2 M4 X .307 .307 0 0 Member Distributed Loads (BLC 2 : D) Member Label Direction Start Magnitude[k/ft,deq] End Magnitude[k/ft,degj Start Loca...End Locati... 1 M2 Y .08 .08 0 0 2 M4 Y .08 .08 0 0 Member Distributed Loads (BLC 3 : L) Member Label Direction Start Magnitude[k/ft,deal End Magnitudejk/ft,deg] Start Loca...End Locati... 1 M2 Y .32 .32 0 0 2 M4 Y .32 .32 0 0 Member Distributed Loads (BLC 4 : W) Member Label Direction Start Magnitude[k/ft,deg] End Magnitude[k/ft,deg] Start Loca...End Locati... 1 M2 X .42 .42 0 0 2 M4 X .42 .42 0 0 Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Design List Type Material Design Rules 1 M1 . N1 N2 , W12X35 Wide Flange Beam _ A992 Typical 2 M2 N2 N5 W12X35 Wide Flange Beam A992 Typical 3 , M3 N3 N4 W12X35 Wide Flange Beam A992 Typical 4 M4 N5 N3 W12X35 Wide Flange Beam A992 Typical Member Section Forces LC Member Label Sec Axial[k] Shear[k] Moment[k-ft] 1 1 M1 1 -1.97 2.543 0 2 2 -2.159 2.543 -22.885 3 1 M2 1 -2.543 -2.159 -22.885 4 2 .143 -2.763 -1.351 5 1 M3 1 3.367 2.83 25.468 6 2 3.556 2.83 0 7 1 M4 1 .143 -2.763 -1.351 8 2 2.83 -3.367 25.468 9 2 M1 1 .659 1.948 _ 0 10 2 .344 1.948 -17.534 11 2 M2 1 _ -1.948 .344 -17.534 12 2 .738 -2.763 -6.95 13 2 M3 1 5.87 3.424 30.818 14 2 6.185 3.424 0 15 2 M4 1 .738 -2.763 -6.95 16 2 3.424 -5.87 30.818 17 3 M1 1 4.122 -.904 0 18 2 3.807 -.904 8.138 RISA-2D Version 6.0 [C:IRISA129076.1.r2d] Page 2 • Vcdelker Engineering Plan 4706 Aug 1, 2012 29076.1 Member Section Forces (Continued) L25 LC Member Label Sec Axialik] Shear[k] Moment[k-ft] 19 3 M2 1 .904 3.807 8.138 20 2 .904 0 -8.516 21 3 M3 1 3.807 I .904 8.138 22 2 4.122 .904 0 23 3 M4 1 .904 0 -8.516 24 2 .904 -3.807 8.138 25 4 M1 1 -.28 2.844 0 26 2 -.28 2.844 -25.592 27 4 M2 1 -2.844 -.28 -25.592 28 2 .831 -3.78 -7.83 29 4 M3 1 7.28 4.506 40.558 30 2 7.28 4.506 0 31 4 M4 1 .831 -3.78 -7.83 32 2 4.506 -7.28 40.558 33 5 M1 1 -2.987 3.532 0 34 2 -3.176 3.532 -31.784 35 5 M2 1 -3.532 -3.176 -31.784 36 2 .143 -3.78 -1.351 37 5 M3 1 4.384 3.818 34.366 38 2 4.573 3.818 0 39 5 M4 1 .143 -3.78 -1.351 40 2 3.818 -4.384 34.366 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft]Shear..Loc[ft] Fa[ksi] Ft[ksi] Fb[ksi] Cb Cm Eq 1 1 M1 W12X35 .208 9 .034 0 20.933 30 30 1.75 .6 H2-1 2 1 M2 W12X35 .191 0 .037 8.75 28.304 30 33 1.6. - .85 H2-1 3 1 M3 W12X35 .234 0 .038 0 20.933 30 30 1.75 .6 H1-2 4 1 M4 W12X35 .233 8.75 .045 8.75 28.304 30 30 1.8... .85 H1-2 5 2 M1 W12X35 .155 9 .026 0 20.933 30 30 1.75 .6 H1-2 6 2 M2 W12X35 .147 .619 .037 8.75 28.304 30 33 1 .85 H2-1 7 2 M3 W12X35 .289 0 .046 0 20.933 30 30 1.75 .6 H1-2 8 2 M4 W12X35 .281 8.75 .078 8.75 28.304 30 30 2.0••• .85 H1-2 9 3 M1 W12X35 .084 9 .012 0 20.933 30 30 1.75 .6 H1-2 10 3 M2 W12X35 .074 0 .051 0 28.304 30 30 2.3 .85 H1-2 11 3 M3 W12X35 .084 0 .012 0 20.933 30 30 1.75 .6 H1-2 12 3 M4 W12X35 .074 .8.75 .051 8.75 2$•304 30 30 2.3 .85 H1-2 13 4 M1 W12X35 .225 9 .038 0 20.933 30 30 1.75 .6 H2-1 14 4 M2 W12X35 .213 . 0 , .050 ,8.75 28.304 30 33 1.4••• .85 H2-1 15 4 M3 W12X35 .379 0 .060 0 20.933 30 30 1.75 .6 H1-2 16 4 M4 W12X35 .370 8.75 .097 8.75 28.304 30 30 1.9••• .85 H1-2 17 5 M1 W12X35 .289 9 .047 0 20.933 30 30 1.75 .6 H2-1 18 _ 5 M2 W12X35 .265 0 .050 .8.75 28304 30 33 1.7... .85 H2-1 19 5 M3 W12X35 .316 0 .051 0 20.933 30 30 1.75 .6 H1-2 20 5 M4 W12X35 .314 8.75 .058 8.75 28.304 30 30 1.7... .85 H1-2 Joint Reactions (By Combination) LC Joint Label X[k] Y[k] MZ[k-ft] 1 1 N1 -2.543 -1.97 0 2 1 N4 -2.83 3.556 0 3 1 Totals: -5.372 1.587 4 1 COG (ft): X: 8.75 Y: 7.926 5 2 N1 -1.948 .659 0 6 2 N4 -3.424 6.185 0 7 2 Totals: -5.372 6.844 8 2 COG (ft): X: 8.75 Y: 8.585 RISA-2D Version 6.0 [C:IRISA129076.1.r2d] Page 3 Voelker Engineering Plan 4706 Aug 1, 2012 • 29076.1 Joint Reactions (By Combination) (Continued) L26 LC Joint Label X[k] Y[k] MZ[k-ft] 9 3 N1 .904 4.122 0 10 3 N4 -.904 4.122 0 11 3 Totals: 0 8.244 12 3 COG (ft): X: 8.75 Y: 8.656 13 4 N1 -2.844 -.28 0 14 4 N4 -4.506 7.28 0 15 4 Totals: -7.35 7 16 4 COG (ft): X: 8.75 Y: 9 17 5 N1 -3.532 -2.987 0 18 5 N4 -3.818 4.573 0 19 5 Totals: -7.35 1.587 20 5 COG (ft): X: 8.75 Y: 7.926 Story Drift LC Story Joint(X) X Drift in %of Ht 1 1 1 N2 .286 .264 2 2 1 N2 .286 .265 3 3 1 N2 0 0 4 4 1 N2 .391 .362 5 5 1 N2 .391 .362 RISA-2D Version 6.0 [C:IRISA129076.1.r2d] Page 4 Voelker Engineering Job# 29076.1 5'•t) ' Page L27 Eccentric Bolted Connection Design Elastic method INPUT n, No. bolts in a column = 2 b, vertical spacing = 4 in. m, No. bolts in a horizontal row= 4 d, horizontal spacing = 3 in. Px, applied load, kips= 0.0 Py, applied load, kips= 2.0 M, app. moment, k-in = 170.0 Bolt diameter= 0.75 in ASTM A307 Double Shear=2, Single shear=1 2 Fv= 10 ksi Allow bolt capacity = 8.8 kip Plate thickness,A36= 0.26 Allow plate bearing = 22.62 kip OUTPUT Polar moment of inertia of bolted group Ixx= 32.00 Iyy= 90.00 Ip = 122.00 Forces to bolts. fl x= 0.00 kip fly= 0.25 kip fym = 6.27 kip fxm = 2.79 kip Max Bolt Shear= 7.09 kip %of Allowable= 80 % OK Voelker Engineering, Inc. Job # 29076.1 1914 116th Avenue NE 7-31-12 Sheet L28 Bellevue, WA Axial Load Moment P = 3.00 kip M= 62 k-ft Footing Input Conc. f'c 2500 psi Rebar Grade Length 20.00 ft Soil Hgt 0.50 ft 40 ksi Width 2.50 ft Soil wt 125 pcf Thickness 16.00 in Column Size Ftg DL 10.00 kips Widthl = 204.0a in Soil Wgt 3.13 kips Width2 = 6.00 -in Footing Properties A= 50.0 ftA2 I= 1666.7 ft'4 S= 166.7 ftA3 Stability Sum of Dead Loads 16.13 kips Resisting Moment 161.25 k-ft S.F. = 2.60 Soil Pressure ecc= 3.84 ft <== Outside Kern P/A= 0.32 ksf OTM Pressure= 0.70 ksf Total = 0.70 ksf Punching Shear Widthl at critical section = 17.54 ft Width2 = 1.04 Factored bearing pressure = 0.48 ksf Bo= 446 in Bo x D = 5798 inA2 vu= 3 psi Allowable vu = 170 psi One-way Shear Vu® "D" = 0.98 kip vu = 2.5 psi Allow Vu= 85.0 psi Flexure Load Factor - 1.4 Direction W1 Minimum steel required Mu- 32.1 (k-in) .0018xAREA 4/3xAs Req'd As= 0.08 (inA2) 0.86 0.10 Direction W2 Minimum steel required Mu= 8.4 k-in/ft .O018xAREA 4/3xAs Req'd As= 0.02 (inA2) 6.91 0.03 OTMFTG98 Voelker Engineering, Inc. 02/18/16 Job # 29076.1 . Simple span beams Sheet R1 Roof header at rear, Plan B 4x6 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL = 0.63 Load = 800 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1700 lb V © d = 1333 lb M= 1806 lb-ft fb = 1228 psi < OK 1458 TL Defl. = 0.10 in L/ 533 fv = 104 psi < OK 173 LL Defl. = 0.05 in L/ 1,003 Support 1.2 in Roof header at front, Plan B 4x6 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL = 0.63 Load = 800 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1300 lb V@ d = 933 lb M= 1056 lb-ft fb = 718 psi < OK 1458 TL Defl. = 0.03 in L/ 1,193 fv = 73 psi < OK 173 LL Defl. = 0.02 in L/ 2,244 Support 0.9 in Side header, Plan A 4x6 HF#1 Length = 4.25 ft Width = 3.500 in LL/TL = 0.63 Load = 600 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1275 lb V @ d = 1000 lb M= 1355 lb-ft fb = 921 psi < OK 1458 TL Defl. = 0.07 in L/ 711 fv = 78 psi < OK 173 LL Defl. = 0.04 in L/ 1,338 Support 0.9 in Voelker Engineering, Inc. 02/18/16 Job # 29076.1 Simple span beams Sheet UF1 . Side header-dining room 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 680 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1785 lb V @ d = 1374 lb M= 2343 lb-ft fb = 917 psi < OK 1458 TL Defl. = 0.08 in L/ 763 fv = 81 psi < OK 173 LL Defl. = 0.04 in L/ 1,434 Support 1.3 in Rear door header 4x8 HF#1 Length = 3.5 ft Width = 3.500 in LL/TL = 0.63 Load = 1075 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 1881 lb V @ d = 1232 lb M= 1646 lb-ft fb = 644 psi < OK 1458 TL Defl. = 0.03 in L/ 1,628 fv = 73 psi < OK 173 LL Defl. = 0.01 in L/ 3,062 Support 1.3 in Rear window header 4x8 HF#1 Length = 3.75 ft Width = 3.500 in LL/TL = 0.63 Load = 1075 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi R= 2016 lb V@ d = 1366 lb M= 1890 lb-ft fb = 740 psi < OK 1458 TL Defl. = 0.03 in L/ 1,324 fv = 81 psi < OK 173 LL Defl. = 0.02 in L/ 2,490 Support 1.4 in Front window header 4x10 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.80 Load = 500 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi R= 1563 lb V @ d = 1177 lb M= 2441 lb-ft fb = 587 psi < OK 1170 TL Defl. = 0.05 in L/ 1,375 fv = 55 psi < OK 150 LL Defl. = 0.04 in L/ 1,891 Support 1.1 in Voelker Engineering, Inc. 02/18/16 Job# 29076.1 . Simple span beams Sheet UF2 Beam over kitchen 5 1/8x13 1/2 GLB Length = 17 ft Width = 5.125 in LL/TL = 0.80 Load = 550 plf Depth = 13.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 4675 lb V @ d = 4056 lb M= 19869 lb-ft fb = 1532 psi < OK 2400 TL Defl. = 0.60 in L/ 339 fv = 88 psi < OK 240 LL Defl. = 0.44 in L/ 467 Support 2.3 in Beam over great room 5 1/8x15 GLB Length = 18.5 ft Width = 5.125 in LL/TL = 0.80 Load = 675 plf Depth = 15.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 6244 lb V @ d = 5400 lb M= 28877 lb-ft fb = 1821 psi < OK 2400 TL Defl. = 0.75 in L/ 294 fv = 105 psi < OK 240 LL Defl. = 0.55 in L/ 405 Support 3.0 in Beam over front stairs 5 1/8x9 GLB Length = 9 ft Width = 5.125 in LL/TL = 0.80 Load = 625 plf Depth = 9.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 2813 lb V @ d = 2344 lb M= 6328 lb-ft fb = 1098 psi < OK 2400 TL Defl. = 0.18 in L/ 596 fv = 76 psi < OK 240 LL Defl. = 0.13 in L/ 820 Support 1.4 in Beam at rear stairs 4x10 HF#1 Length = 12 ft Width = 3.500 in LL/TL = 0.80 Load = 50 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 1200 lb E = 1500 ksi R= 900 lb V@ d = 861 lb M= 4500 lb-ft fb = 1082 psi < OK 1170 TL Defl. = 0.31 in L/ 463 fv = 40 psi < OK 150 LL Defl. = 0.23 in L/ 636 Support 0.6 in Voelker Engineering, Inc. 02/18/16 Job # 29076.1 Simple span beams Sheet MF1 Beam over garage 5 112x15 GLB Length = 18.5 ft Width = 5.500 in LL/TL = 0.80 Load = 525 plf Depth = 15.000 in LL DUR. = 1.00 Pt load = lb E = 1800 ksi R= 4856 lb V @ d = 4200 lb M= 22460 lb-ft fb = 1329 psi < OK 2400 TL Defl. = 0.55 in L/ 406 fv = 76 psi < OK 240 LL Defl. = 0.40 in L/ 558 Support 2.2 in Beam over entry 5 1/2x9 GLB Length = 8.75 ft Width = 5.500 in LL/TL = 0.63 Load = 1200 plf Depth = 9.000 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi R= 5250 lb V @ d = 4350 lb M= 11484 lb-ft fb = 1856 psi < OK 2760 TL Defl. = 0.31 in L/ 337 fv = 132 psi < OK 276 LL Defl. = 0.17 in L/ 633 Support 2.4 in Beam at front 5 1/2x16 1/2 GLB Length = 18.5 ft Width = 5.500 in LL/TL = 0.80 Load = 780 plf Depth = 16.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi R= 7215 lb V @ d = 6143 lb M= 33369 lb-ft fb = 1647 psi < OK 2400 TL Defl. = 0.61 in L/ 364 fv = 102 psi < OK 240 LL Defl. = 0.44 in L/ 500 Support 3.2 in Joist under rear stair wall 2x10 HF#2 (a 12" o.c. Length = 12.5 ft Width = 1.500 in LL/TL = 0.80 Load = 50 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 300 lb E = 1300 ksi Rep = 1.15 R= 463 lb V © d = 424 lb M= 1914 lb-ft fb = 1074 psi < OK 1075 TL Defl. = 0.42 in L/ 361 fv = 46 psi < OK 150 LL Defl. = 0.30 in L/ 497 Support 0.8 in