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Specifications (56) • S ral-oI 4 --v�ccc mmomimmmmmimmmmmmmmmmmmmmmmmmmumnmimmmVoelker Engineering, Inc. �S 6r� 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan A110 Heritage Crossing Lot 62 Tigard, Oregon RE vr-D Structural Calculations NO V 8 2016 October 31, 2016CM JN 15032 op `l Is, 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 L1-16 Roof framing RI Upper floor framing UF1-3 Main floor framing MF1 Foundations FTG1 Com- .4�% tig19LFS`VO` ` Voelker Engineering, Inc. 1911 116th Avenue NE,Bellevue, WA 98004 425-451-4946 DR Horton Plan A110 Structural Calculations October 7, 2016 IN 15032 Building Code: 2014 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 L1-16 Roof framing R1 Upper floor framing UF1-3 Main floor framing MF1 Foundations FTG1 Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan A110 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/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 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 15032 ASCE7-10.xIs Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan A110 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)A(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 = 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- 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan A110 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 1 16.63 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan A110 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan A110 Wind Analysis FRONT TO REAR DIRECTION Building Width 20 ft Zone 1 Zone 2 Zone 3 Zone 4 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 16.63 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= 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan A110 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 59 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 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan A110 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan A110 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/le)/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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan A110 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L10 Bellevue, WA 98004 DR Horton Plan A110 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 17 31 48 Grid 2 20 27 47 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 10.0 1915 1063 48 40 plf OK Grid 2 10.0 1915 1063 47 41 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan A110 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 13 13 13 39 Grid 2 53 53 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 10.0 3016 2292 39 77 plf OK Grid 2 10.0 3016 2292 53 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 20 6032 4584 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 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan A110 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 22 ft 30 ft 0 ft 0 ft Upper 22 ft 30 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 9.5 9.5 Grid C 3.75 3.75 7.5 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 11.0 810 918 4.75 193 plf P6 1546 Grid B 26.0 1915 2170 9.5 228 plf P6 1827 Grid C 15.0 1105 1252 7.5 167 plf P6 1335 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 4.75 810 0.21 1.00 Grid B 0 0 0.00 1.00 Grid C 3.75 553 0.14 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15032 ASCE7-10.xls Voelker Engineering, Inc. 04/03/15 Job 15032 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan A110 Force Distribution to Walls-Left/Riaht Upper Floor Plate Level Sum of Walls Total Grid A 2 2 4 Grid B 10 9 19 Grid C 3.33 3.33 6.66 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 11.0 1276 2404 4 601 plf P3 4208 NDS 4.3 P2 Grid B 26.0 3016 5683 19 299 plf P4 2692 Grid C 15.0 1740 3279 6.66 492 plf P3 4431 NDS 4.3 P3 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 52 6032 11366 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 2 638 0.11 1.00 Grid B 0 0 0.00 1.00 Grid C 3.33 870 0.14 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 15032 ASCE7-10.xls . . JOB �5' '3 �� VOELKER INC. SHEET � i l 1911 116th Avenue NE — ' OF ~,,,,~` ,,=Washington CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE - � - �-- � �' ' ��,w��^ --_��~ �4�� _� K�_ ^ , , ,f �---'----` ?--�------^--- --'--'--^ L�_. — | Oi ��.�~ /~mx | 040 IL | -- - ^__^ 3 . i--'- ' | _ � / � �� V �� . �� -. �---� ^ ! ^ H � � ` � .-7' ....b.. . - - ^ a�� -- | / �4 _ �' ------_�__' , ' | U. �^t��p �_ -_/ __-__' __-__ , ___ ah N L_-__' 4 . . _____ ___ .4,4 ! ____ __-__'__' . ^ , - - | ' ' �� ew "�^, . � / �w�--- �-_�__�__'__~_____' 1 w�_ 1. �� _ � � � ! . __�__-__' ~�_-.�_^ -----' �� | D��. ^-------~ ,~ ^ /- ' ~ �y ^ , *+ , "16 IN �* ' �----�--'--^ ----z�� °, "- ~~ , t . -$ __-__' _____' _ - ^_ _ ~ • _ _ �_] --T- ------� --'---4--- ' ' �_-�___-__�--____^ . • vl -i_... � , �z�------~~--~�—�� le .___ . -�-� �+~° /^ � f1 H `_ �H �� ' --- <. ` ^----' -rv�� - � --'--~ r3 ^ 7 ---'--' . ^-- ---__—_ _ | - . _ , ^— - [ , ^ - ^ — ~ . - . / __-__'_____� ^ . -__ , , - ^ . ` r- ^ ^ _ 4 4 -_ ^ __. t -- ^ ' ^ , ' r----'--'----- --- __'__________�___ Voelker Engineering, Inc. 4/3/2015 Job 15032 1911 116th Avenue NE Page L15 Bellevue, WA 98004 DR Horton Plan A110 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 810 20 41 plf 9.38 ft o.c. OK Vw 918 20 46 plf 8.28 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 1105 13.5 82 plf 4.64 ft o.c. OK Vw 1252 13.5 93 plf 4.10 ft o.c. OK 15032 ASCE7-10.xls ' JOB ��^�.� 1.;'°‘ 1- VOELKER ENGINEERING, INC. �� SHEET NO. =« ^�wOF l911l18thAvenue NE Bellevue, Washington 98004 CALCULATED BY I/ DATE t 0 , 1~/4 425-451'4946 CHECKED BY DATE SCALE Ifladecti ~- . ~~-~~ --_n ^ ^ . ^ ^ . �� , , � , ^ ^ 4 ^ . ^ ^____- ^_-'-_'_----_____ ~ --'--�—' ----'-------'-~,t o-- ^ | ^--� . . . � ! ^ __-__'__'____- ' �- 6\ ' trs so ^° 1cS� � / � - 417/4„. J� ^ �------- ^ - , , i � ��^� T �� '2-6et,i �~ � "^_-__ __ ��- -� »� �� "� �� v�)«- , �-� " ^ " .~ �~ t�^ I - ^ , | __- ,' ^ . , , , �� ^ - , - ^____'__' , ^ - ^ . - ^ , ^ . _____ , , __'__' - , , , , , ^ . , . ^ ^ ~ ^ __- -_'_------'__----'---' ^-_- ___'__'__- ^ , ^ - , --'----------'-------'--~ ^ L_-__'__�__' , , . ^ ___-_-_'--'---__'-__ - Voelker Engineering, Inc. 04/03/15 Job# 15032 Simple span beams Sheet R1 Typ. Side header 4x8 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 440 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1375 lb V @ d = 1109 lb M= 2148 lb-ft fb= 841 psi< OK 1458 TL Defl. = 0.11 in L/ 699 fv= 66 psi < OK 173 LL Defl. = 0.06 in L/ 1,314 Pitch = 0 /12 Support 1.0 in Porch beam 4x8 HF#1 Length = 12.25 ft Width = 3.500 in LL/TL= 0.63 Load = 150 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 919 lb V @ d = 828 lb M= 2814 lb-ft fb= 1101 psi< OK 1458 TL Defl. = 0.54 in L/ 272 fv= 49 psi< OK 173 LL Defl. = 0.29 in L/ 512 Support 0.6 in Voelker Engineering, Inc. 04/03/15 Job# 15032 Simple span beams Sheet UF1 Garage door 5 1/2x12 GLB Length = 16.5 ft Width = 5.500 in LUTL= 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 112x15 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 LUTL= 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 1/2x16 1/2 GLB Length = 19.75 ft Width = 5.500 in LL/TL= 0.80 Load = 825 plf Depth = 16.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 8147 lb V@d = 7013 lb M= 40225 lb-ft fb = 1999 psi< OK 2400 TL Defl. = 0.84 in L/ 283 fv= 116 psi < OK 240 LL Defl. = 0.61 in L/ 389 Support 3.7 in Voelker Engineering, Inc. 04/03/15 Job# 15032 ' Simple span beams Sheet UF2 Sliding glass door header 4x8 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 500 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1563 lb V@ d = 1260 lb M= 2441 lb-ft fb= 955 psi< OK 1458 TL Defl. = 0.12 in U 615 fv= 75 psi < OK 173 LL Defl. = 0.06 in L/ 1,156 Support 1.1 in Front rim over entry 2x12 HF#2 Length = 7.5 ft Width = 1.500 in LL/TL= 0.80 Load = 250 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep = 1.00 R= 938 lb V @ d = 703 lb M= 1758 lb-ft fb = 667 psi < OK 850 TL Defl. = 0.08 in L/ 1,064 fv = 63 psi< OK 150 LL Defl. = 0.06 in L/ 1,463 Support 1.5 in Great room window header 4x8 HF#1 Length = 5.25 ft Width = 3.500 in LL/TL = 0.63 Load = 450 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 640 lb E = 1500 ksi Rep = 1.00 R= 1501 lb V @ d = 1229 lb M= 2390 lb-ft fb = 936 psi< OK 1458 TL Defl. = 0.08 in L/ 804 fv = 73 psi< OK 173 LL Defl. = 0.04 in L/ 1,512 Support 1.1 in Porch beam 4x8 HF#1 Length = 6 ft Width = 3.500 in LL/TL= 0.63 Load = 200 plf Depth = 7.250 in LL DUR. = 1.15 Pt load = 1800 lb E = 1500 ksi Rep = 1.00 R= 1500 lb V @ d = 1379 lb M= 3600 lb-ft fb = 1409 psi < OK 1458 TL Defl. = 0.14 in L/ 511 N = 82 psi< OK 173 LL Defl. = 0.07 in L/ 961 Support 1.1 in 15032 UF3 BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879 Porch side beam Date:4/03/15 Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.1 in2 R2=3.3 in2 (1.5)DL Defl= 0.18 in Recom Camber=0.28 in Data Beam Span 10.0 ft Reaction 1 LL 1339# Reaction 2 LL 1003# Beam Wt per ft 7.97# Reaction 1 TL 2660# Reaction 2 TL 2120# Bm Wt Included 80# Maximum V 2660# Max Moment 6964'# Max V(Reduced) 2215# TL Max Defl L/240 TL Actual Defl L/409 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 57.42 32.81 0.29 0.11 Critical 30.28 12.04 0.50 0.33 Status OK OK OK OK Ratio 53% 37% 59% 33% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 200 B=900 6.0 277 H=500 0 6.0 120 I=200 6.0 10.0 I H Pt loads: B 0 R1 =2660 R2=2120 SPAN= 10 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 04/03/15 Job# 15032 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 = 650 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1732 lb V@d = 1340 lb M= 2308 lb-ft fb= 903 psi< OK 1268 TL Defl. = 0.08 in L/ 821 fv = 79 psi< OK 150 LL Defl. = 0.06 in L/ 1,129 Support 1.2 in Beam at stairs 4x10 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL= 0.80 Load = 950 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 2969 lb V @ d = 2236 lb M= 4639 lb-ft fb = 1115 psi< OK 1170 TL Defl. = 0.10 in L/ 724 fv= 104 psi< OK 150 LL Defl. = 0.08 in L/ 995 Support 2.1 in Voelker Engineering, Inc. 04/03/15 Job# 15032 Simple span beams Sheet FTG1 • Footing at stair wall Allowable bearing 1500 psf Span = 5.33 ft Load w= 950 plf Load p= 0 lb 30"dia Round footing Reaction = 5064 lb Allow P = 7365 lb Footings at great room Span = 5.33 ft Load w= 650 plf Load p = 0 lb 24"dia Round footing Reaction = 3465 lb Allow P = 4710 lb BeamChek v2014 licensed to:Voelker Engineering Reg#8111-1879 Plan A110 Front Porch beam 15032 Date:2/25/16 Selection 4x 10 HF#1 Lu=0.0 Ft Lu @OH= 1.0 FtJ Conditions NDS 2012,Overhang Min Bearing Area R1=0.3 in2 R2=7.4 in2 (1.5)DL Defl= <0.01in. Data Beam Span 7.0 ft Reaction 1 LL -191# Reaction 2 LL 1526# Beam Wt per ft 7.87# Reaction 1 TL 136# Reaction 2 TL 3007# Bm Wt Included 63# Maximum V 2248# Overhang Length 1.0 ft Max Moment 2184'# Max V(Reduced) 2149# Total Beam Length 8.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/<-1000 OH LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 1 49.91 32.38 -0.01 -0.02 0.02 0.02 Critical i 19.52 18.69 0.35 0.23 0.10 0.07 Status OK OK OK OK OK OK Ratio 39% 58% 3% 9% 20% 27% Fb(psi) Fv(psi) E(psi x mil) Fcl(psi) Values Reference Values 975 150 1.5 405 Adjusted Values 1343 173 1.5 405 Adjustments CF Size Factor 1.200 Cd Duration 1.15 1.15 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 CI Stability @ OH 0.9980 Rb=4.32 Le=2.06 Ft Loads Uniform TL: 120 =A (Uniform Ld on Backspan) Point LL Point TL Distance Par Unif TL Start End 1 1335 F=2120 (OH) 1.0 K= 120 (OH) 0 1.0 ' 1 S,0.11CTUR9! riAl1QSt"laPROF;� E'��,, 44,c=. / iiili A Uniform Load A j ✓&. c Pt loads: C y.4 lr 25,199 Q' 0 R4 DoE R1 = 136 R2=3007 BACKSPAN=7 FT OH=1 FT EXPIRES: 6/25/ _ Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.