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Specifications (35) Voelker Engineering, Inc. 7�3`�`S� c S %,- d� 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan A112 Heritage Crossing Lot 61 Tigard, Oregon E � ; 'V' �. Structural Calculations NV 2 2016 October 19, 2016 O JN15033 CITY OF I(.:7 ° .) BUILDING H,9k r.. 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 L1-15 Roof framing R1 Upper floor framing UF1-4 Main floor framing MF1 Foundations FTG1 ti��•c: rr ,r. tx ,I' O::!',(; C� Vii, sr) /?4.E5 vO ti EXPIRES: 6123/, 7 I Voelker Engineering, Inc. 1911 116 'Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan A112 Structural Calculations April 4, 2015 JN 15033 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: IOpsf Wind: 120mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis L1-15 Roof framing R1 Upper floor framing UF1-4 Main floor framing MF1 Foundations FTG1 Job 15033 Voelker Engineering, Inc. 04/04/15 Page L1 1911 116th Avenue NE Bellevue,WA 98004 DR Horton Plan A112 Lateral Analysis of Wind forces(ASCE 7-10,2012 IBC) 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 : gh•[(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/cult)/(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 Ib/cu Category = II Exposure Category = B (Urban areas) Alpha = 7 Zg = 1,200.00 ft Basic Wind Speed = 120.00 mph Mean Roof Height = 25.00 ft 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan A112 Velocity Pressure Calculations, qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z = 2.01•(Z/Zg)A(2/Alpha)for 15ft<=Z<=Zg = 2.01 • (15/Zg)A(2/Alpha)for Z< 15ft = 0.7 Kzt = Topographic factor obtained from Fig. 6-4 Kzt@h = (1 + K1 • K2 • K3)2 1 Kd = Wind directionality factor obtained from Table 6-4 = 0.85 qh = 21.95 (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 21.95 0.55 -0.55 -0.01 24.14 2 -0.1 21.95 0.55 -0.55 -14.26 9.89 3 -0.45 21.95 0.55 -0.55 -21.89 2.26 4 -0.39 21.95 0.55 -0.55 -20.65 3.5 1E 0.73 21.95 0.55 -0.55 3.9 28.05 2E -0.19 21.95 0.55 -0.55 -16.27 7.88 3E -0.59 21.95 0.55 -0.55 -24.92 -0.77 4E -0.54 21.95 0.55 -0.55 -23.82 0.33 p+ uses GCpi+ p-uses GCpi- 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan A112 External Pressure Coefficient-Load Case B 1 -0.45 21.95 0.55 -0.55 -21.95 2.2 2 -0.69 21.95 0.55 -0.55 -27.22 -3.07 3 -0.37 21.95 0.55 -0.55 -20.2 3.95 4 -0.45 21.95 0.55 -0.55 -21.95 2.2 5 0.4 21.95 0.55 -0.55 -3.29 20.85 6 -0.29 21.95 0.55 -0.55 -18.44 5.71 1E -0.48 21.95 0.55 -0.55 -22.61 1.54 2E -1.07 21.95 0.55 -0.55 -35.56 -11.42 3E -0.53 21.95 0.55 -0.55 -23.71 0.44 4E -0.48 21.95 0.55 -0.55 -22.61 1.54 5E 0.61 21.95 0.55 -0.55 1.32 25.47 6E -0.43 21.95 0.55 -0.55 -21.51 2.63 Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 116.63 3.17 12.38 2.04 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 16.63 3.17 12.38 2.04 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan A112 Light Wood Frame Construction? Y Mean Roof Height 21 ft Maximum Height 24 ft Building Width 20 ft Building Length 59 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 2.0 .4xHeight 8.4 .04xWidth 0.8 2.0 3.0 3.0 3.0 <--- End Zone Length= 3.0 ft End Zone Calculations-Left to right Direction .1xWidth 5.9 .4xHeight 8.4 .04xWidth 2.4 5.9 3.0 3.0 5.9 <--- End Zone Length= 5.9 ft 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan A112 Wind Analysis FRONT TO REAR DIRECTION Building Width 20 ft Zone 4 Zone 1 Zone 2 Zone 3 Type 2 2 1 1 End Zone Y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 24.0 5 24.0 5 24.0 0 24.0 0 18.0 10 18.0 10 18.0 0 18.0 0 9.0 10 9.0 10 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 12.38 16.63 12.38 16.632.04 3.17 2.04 3.17 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 Load to roof plate Vw= 2125 lb Load to upper floor plate Vw= 2459 lb Load to main floor plate Vw= 0 lb Total= 4584 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 3168 lb OK 15033 ASCE7-10.xIs Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan A112 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 59 ft Zone A Zone B Zone C Type 1 1 Zone D 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 24.0 30.5 24.0 30.5 24.0 0 24.0 0 18.0 29.5 18.0 29.5 18.0 0 18.0 0 9.0 29.5 9.0 29.5 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 2.04 3.17 2.04 3.17 2.04 3.17 2.04 3.17 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63 Load to roof plate Vw= 4339 lb Load to upper floor plate Vw= 7027 lb Load to main floor plate Vw= 0 lb Total= 11366 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 9403 lb OK 15033 ASCE7-10.xls .Illl.MI...11MM.IMMI...I.Il.IMMIIIMMlMMlII.MIMlMmIImlmIlnlm'I ' ' 7-- Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan A112 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1210 12.8 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 150 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 150 Upper Floor Area Weight Ave. height ft^2 psf ft 1200 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 60 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 150 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan A112 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 21 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 = 0.20 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/Ie)/T 0.431 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 2807 50517.2 0.635 3831 <___ Upper floor 3226 29032.7 0.365 2202 <___ Main floor 0 0 0.000 0 <___ Total 6032 79550 6032 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 15033 ASCE7-10.xls • Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan A112 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 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan A112 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 20 ft 0 ft 0 ft 0 ft Upper 20 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 23 25 48 Grid 2 25 25 50 Grid 3 Grid 4 0 Grid 5 0 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 10.0 1915 1063 48 40 plf OK Grid 2 10.0 1915 1063 50 38 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 20 3831 2125 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 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan A112 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 53.5 53.5 Grid 2 13 7 4 18 42 Grid 3 00 Grid 4 0 Grid 5 Trib. Vs Vw Wall Sum v Uplift Grid 1 10.0 3016 2292 53.556 plf OK Grid 2 10.0 3016 2292 42 72 plf OK NDS 4.3 Ok Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 20 6032 4584 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 00.00 1.00 Grid 2 7 503 0.08 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 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan A112 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 32 ft 20 ft 0 ft 0 ft Upper 20 ft 34 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 4.75 4.75 Grid B 11.5 11.5 Grid C 3.17 3.17 6.34 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 16.0 1179 1335 4.75 281 plf P4 2249 Grid B 26.0 1915 2170 11.5 189 plf P6 1509 Grid C 10.0 737 834 6.34 132 plf P6 1053 NDS 4.3 P6 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 52 3831 4339 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 4.75 1179 0.31 1.00 Grid B 0 0 0.00 1.00 Grid C 3.17 368 0.10 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job 15033 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan A112 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 2 2 4 Grid B 12.2 3.9 16.1 Grid C 2.75 2.75 5.5 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 10.0 1586 2636 4 659 plf P2 4614 NDS 4.3 P2 6ft plate Grid B 27.0 3016 5683 16.1 353 plf P4 3177 NDS 4.3 P6 Grid C 17.0 1430 3047 5.5 554 plf P3 4985 NDS 4.3 P3 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 54 6032 11366 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 2 793 0.13 1.00 Grid B 3.9 731 0.12 1.00 Grid C 2.75 715 0.12 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15033 ASCE7-10.xls ' ,...,�37 JOB VOELKER ENGINEERING, INC. SHEET NO. ���� 1911 116th Avenue NE OF Bellevue, Washington 90004 DATECALCULATED BY 41^ 44 15- 425-451-4946 CHECKED BY DATE SCALE ..• ,J�. ����- ���^ a���-' "� �` ����. / , " ^ , ���/ � ^ ^ , ^ -- ^ + , , ^ __-__'____- ^ _____- ^ �� � , . , �8�°~ ^-------' -------- ���� ��� ^ ^___—_—_— ^ . i.) | ---- ~~ `� ^--� ^------'-'' ----� ------ ---'— �r— -------'---' , , ' � • | 3 / - - �^�^"°��`--9��~`�^�� r --�-� � ' ^ H M ���` �� _ �� . . � �_ _ • __- � �.�� ~__ - ^ | _� — _-___-'_'_ ^ ^__ _____ ^ , ____, ~ ~ ��-----------r-------� - --. ___ ^ __^ -- ^� , , WC, . �_-__' -.....\.. ^ ,. i 4, ^ �� �� --�--`---'----' � 14 � a. += ��� �(5) ~_�„ - -----� --------�-- «^^ 1 �' �p ' - ' --- ` V �� CI | --��--' ---~ ~---�-'' `-----------'- ^ �� �__ , x _- __' ^ , ~� "p -- ��t---'_-'__. ^_ __' ^ , ^ ____~ ^ �- .^ ^--` i -%~ ^--� ^ ______ _ . � ` Jw' / |� ^ -DV-. ` 1 -- ^--�'----'-----r---- --'--^----' - , . ' �� --' �__ _____' �_- ^ �� '01 ^_- __________ __ _� , ___ %** � m� | ' ,^�-�. ^ ^ _ ^_H_H H H ��� — _~ . ^ . -- °�°�' V°~ ~—' ---� �� ~ �--`----�--'---�---�'— t ^ ^ . e . , e- . - � _ ^ ^ 4 - ^ _'---,. ' , ^ ' ^ - _'__~ ^ __- ^ , ^ ' __' ^ - _ | ' -----~ ' ^--^-------�-- | --'-----�----��--^--��----'--__- ^ , __ ^ - . , | ^ - ^ ___ __ -- ^ ------- ^-----'------ ^ T--''-------� ^-------�-----�—'---'------'-------- Voelker Engineering, Inc. 4/4/2015 Job 15033 1911 116th Avenue NE Page L15 Bellevue, WA 98004 DR Horton Plan A112 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 1915 53 36 plf 10.51 ft o.c. OK Vw 1063 53 20 plf 18.95 ft o.c. OK Grid 2 Vs 1915 55 35 plf 10.91 ft o.c. OK Vw 1063 55 19 plf 19.67 ft o.c. OK Left/Right Grid A Vs 1179 20 59 plf 6.45 ft o.c. OK Vw 1335 20 67 plf 5.69 ft o.c. OK Grid B Vs 1915 20 96 plf 3.97 ft o.c. OK Vw 2170 20 108 plf 3.50 ft o.c. OK Grid C Vs 737 12.33 60 plf 6.36 ft o.c. OK Vw 834 12.33 68 plf 5.61 ft o.c. OK 15033 ASCE7-10.xls Voelker Engineering, Inc. 04/04/15 Job# 15033 Simple span beams Sheet R1 Typ. Side header 4x6 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL= 0.63 Load = 440 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1155 lb V @ d = 953 lb M= 1516 lb-ft fb = 1031 psi < OK 1458 TL Defl. = 0.12 in L/ 515 fv= 74 psi< OK 173 LL Defl. = 0.07 in L/ 968 Pitch = 0 /12 Support 0.8 in Porch beam 4x10 HF#1 Length = 14 ft Width = 3.500 in LL/TL= 0.63 Load = 125 plf Depth = 9.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 875 lb V @ d = 779 lb M= 3063 lb-ft fb= 736 psi< OK 1346 TL Defl. = 0.37 in L/ 454 fv = 36 psi < OK 173 LL Defl. = 0.20 in L/ 855 Support 0.6 in Voelker Engineering, Inc. 04/04/15 Job# 15033 Simple span beams Sheet UF1 Garage door 5 1/2x12 GLB Length = 16.5 ft Width = 5.500 in LL/TL= 0.80 Load = 450 plf Depth = 12.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 3713 lb V @ d = 3263 lb M= 15314 lb-ft fb = 1392 psi< OK 2400 TL Defl. = 0.58 in L/ 342 fv = 74 psi < OK 240 LL Defl. = 0.42 in L/ 470 Support 1.7 in Garage center 5 1/2x15 GLB Length = 19.75 ft Width = 5.500 in LL/TL= 0.80 Load = 500 plf Depth = 15.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 4938 lb V @ d = 4313 lb M= 24379 lb-ft fb = 1452 psi< OK 2400 TL Defl. = 0.68 in L/ 350 fv= 78 psi < OK 240 LL Defl. = 0.49 in L/ 482 Support 2.2 in Garage man-door header 4x6 HF#1 Length = 3.25 ft Width = 3.500 in LL/TL= 0.80 Load = 700 plf Depth = 5.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1138 lb V@d = 817 lb M= 924 lb-ft fb= 629 psi< OK 1268 TL Defl. = 0.03 in L/ 1,469 fv= 64 psi< OK 150 LL Defl. = 0.02 in L/ 2,019 Support 0.8 in Beam over great room 5 1/2x12 GLB Length = 14 ft Width = 5.500 in LL/TL= 0.80 Load = 525 plf Depth = 12.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 3675 lb V @ d = 3150 lb M= 12863 lb-ft fb = 1169 psi< OK 2400 TL Defl. = 0.35 in L/ 480 fv= 72 psi < OK 240 LL Defl. = 0.25 in L/ 660 Support 1.6 in Voelker Engineering, Inc. 08/18/15 Job# 15033 Simple span beams Sheet UF2 ' Beam over dining (2) 51/4x11 1/4 PSL Length = 19.75 ft Width = 10.500 in LL/TL= 0.80 Load = 500 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 2000 ksi Rep= 1.00 R= 4938 lb V @ d = 4469 lb M= 24379 lb-ft fb= 1321 psi< OK 2900 TL Defl. = 0.76 in L/ 314 fv= 57 psi< OK 290 LL Defl. = 0.55 in L/ 431 Support 1.2 in 15033 UF3 BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879 Sliding glass door header Date:4/04/15 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=8.5 in2 R2=4.4 in2 (1.5)DL Defl= 0.04 in Recom Camber=0.06 in Data Beam Span 6.25 ft Reaction 1 LL 3982# Reaction 2 LL 1850# Beam Wt per ft 11.21 # Reaction 1 TL 5550# Reaction 2 TL 2846# Bm Wt Included 70# Maximum V 5550# Max Moment 7764'# Max V(Reduced) 5166# TL Max Defl L/240 TL Actual Defl L/724 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.10 0.06 Critical 38.82 32.29 0.31 0.21 Status OK OK OK OK Ratio 56% 70% 33% 30% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 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 Loads Uniform LL:277 Uniform TL: 500 =A Point LL Point TL Distance 4100 B=5200 1.5 Uniform Load A Pt loads: B R1 =5550 2846 SPAN=6.25 FT Uniform and partial uniform loads are lbs per lineal ft. 15033 UF4 BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879 Great room wndow header Date:4/04/15 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.0 in2 R2=4.5 in2 (1.5)DL Defl= 0.12 in Recom Camber=0.19 in Data Beam Span 9.25 ft Reaction 1 LL 1081 # Reaction 2 LL 1820# Beam Wt per ft 11.21 # Reaction 1 TL 1946# Reaction 2 TL 2953# Bm Wt Included 104# Maximum V 2953# Max Moment 7626'# Max V(Reduced) 2525# TL Max Defl L/240 TL Actual Defl L/468 LL Max Defl L/360 LL Actual Defl L/987 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.24 0.11 Critical 38.13 15.78 0.46 0.31 Status OK OK OK OK Ratio 55% 34% 51% 36% Fb(psi) Fv(psi) E(psi x mil) Fci_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 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 Loads Uniform LL: 38 Uniform TL: 60 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 800 B= 1740 4.25 350 H =500 4.25 9.25 H Uniform Load A Pt loads: B R1 = 1946 R2=2953 SPAN=9.25 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 04/04/15 Job# 15033 • Simple span beams Sheet MF1 Typ crawl space beam 4x8 HF#1 Length = 5.33 ft Width = 3.500 in LL/TL= 0.80 Load = 600 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1599 lb V @ d = 1237 lb M= 2131 lb-ft fb= 834 psi < OK 1268 TL Defl. = 0.07 in L/ 890 fv = 73 psi < OK 150 LL Defl. = 0.05 in L/ 1,223 Support 1.1 in Voelker Engineering, Inc. 04/04/15 Job# 15033 Simple span beams Sheet FTG1 • Typ footings Allowable bearing 1500 psf Span = 5.33 ft Load w= 600 plf Load p= 0 lb 24"dia Round footing Reaction = 3198 lb Allow P = 4710 lb Footing at dining room post Span = 2 ft Load w= 300 plf Load p = 4700 lb 30"dia Round footing Reaction = 5300 lb Allow P= 7365 lb