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Specifications (80) ,5-T-21) 00 414/ Voelker Engineering, Inc. R A \*elu-)°aG� L4 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 2685 Heritage Crossing Lot 45 Tigard, Oregon RECEIVED NfV152016 Structural Calculations CITY OF TIGARD November 4, 2016 MIL/DING DIVISIONJN 15055.2 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 L1-19 Roof framing R1 Upper floor framing UF1-8 Main floor framing MF1 Foundations FTG1 If. ./-/C s �r ;• (.+4.444 1512i1 d9tsvp�. 1 EXP PI RES: 6/23117 I Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 2685 Structural Calculations September 14, 2016 JN 15055.2 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 L1-19 Roof framing R1 Upper floor framing UF1-8 Main floor framing MFI Foundations FTG1 0Si PR/- is / I.� 3 11 (7F2EC N r 95:49 4*25,1gc4c EMENEMIN SFSvO Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 2685 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 = '/ • [(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 1 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 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 2685 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< 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 30.1 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.56 21.95 0.55 -0.55 0.22 24.37 2 0.21 21.95 0.55 -0.55 -7.46 16.68 3 -0.43 21.95 0.55 -0.55 -21.51 2.63 4 -0.37 21.95 0.55 -0.55 -20.2 3.95 1E 0.69 21.95 0.55 -0.55 3.07 27.22 2E 0.27 21.95 0.55 -0.55 -6.15 18 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 p+ uses GCpi+ p-uses GCpi- 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 2685 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 15.41 5.28 12.25 4.23 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 15.41 5.28 12.25 4.23 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 2685 Light Wood Frame Construction? Y Mean Roof Height 25.5 ft Maximum Height 33 ft Building Width 28 ft Building Length 52 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1 xWidth 2.8 .4xHeight 10.2 .04xWidth 1.1 2.8 3.0 3.0 3.0 <--- End Zone Length= 3.0 ft End Zone Calculations-Left to right Direction .1xWidth 5.2 .4xHeight 10.2 .04xWidth 2.1 5.2 3.0 3.0 5.2 <--- End Zone Length= 5.2 ft 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 . 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 2685 Wind Analysis FRONT TO REAR DIRECTION Building Width 28 ft Zone 1 Zone 2 Zone 3 Zone 4 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 15 33.0 15 33.0 0 33.0 0 18.0 14 18.0 14 18.0 0 18.0 0 9.0 14 9.0 14 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 4.23 5.28 4.23 5.28 4.23 5.28 4.23 5.28 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 Load to roof plate Vw= 3627 lb Load to upper floor plate Vw= 3258 lb Load to main floor plate Vw= 0 lb Total= 6884 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 5788.8 lb OK 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 2685 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 52 ft Zone A Zone B Zone C Zone D 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 33.0 13 33.0 13 33.0 0 33.0 0 18.0 26 18.0 26 18.0 0 18.0 0 9.0 26 9.0 26 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 12.25 15.41 12.25 15.41 4.23 5.28 4.23 5.28 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41 Load to roof plate Vw= 8285 lb Load to upper floor plate Vw= 6029 lb Load to main floor plate Vw= 0 lb Total= 14315 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 10483 lb OK 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 2685 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ftA2 psf ft 2126 13.1 18 Includes loft Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 180 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 160 Upper Floor Area Weight Ave. height ftA2 psf ft 1460 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 85 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 160 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 2685 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 25.5 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 = 0.23 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.373 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 4365 78572.2 0.698 5684 <--- Upper floor 3781 34026.5 0.302 2462 <--- Main floor 0 0 0.000 0 <--- Total 8146 112599 8146 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 2685 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 15055.2 ASCE7-10 • Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 2685 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 Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 24 20 44 Grid 2 49 49 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 14.0 2842 1813 44 65 plf OK Grid 2 14.0 2842 1813 49 58 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 5684 3627 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 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 . 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 2685 Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 26 13 39 Grid 2 18 18 8 44 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 14.0 4073 3442 39 104 plf P6 940 Grid 2 14.0 4073 3442 44 93 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 8146 6884 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 8 741 0.09 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 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 2685 Sub-diaphragms-Left/Riaht Zone A Zone B Zone C Zone D Roof 52 ft 0 ft 0 ft 0 ft Upper 52 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 5.2 5.6 7 17.8 Grid B 2.5 2.5 2.5 2.5 10 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 26.0 2842 4143 17.8 233 plf P6 1862 Grid B 26.0 2842 4143 10 414 plf P4 3314 NDS 4.3 P3 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 52 5684 8285 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 7 1118 0.20 1.00 Grid B 2.5 711 0.13 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 15055.2 ASCE7-10 Voelker Engineering, Inc. 07/28/15 Job 15055.2 . 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 2685 Force Distribution to Walls-Left/Riaht Upper Floor Plate Level Sum of Walls Total Grid A 6.4 6 3.5 15.9 Grid B 17.5 17.5 Grid C 0 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 12.0 3410 5534 15.9 348 plf P4 3132 NDS 4.3 P4 Grid B 40.0 4736 8781 17.5 502 plf P3 4516 Grid C 0.0 0 0 0 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 52 8146 14315 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 6.4 1373 0.17 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 15055.2 ASCE7-10 15055.2 JOB VOELKER ENGINEERING, INC. SHEET NO. Z./ / 1911 116th Avenue NE OF Bellevue, Washington 98004 CALCULATED BY DATE 7-28-15 425-451-4946 CHECKED BY DATE SCALE :, (pffe...,..)• 1 ri,..,,„ 10':.-e 0-0-.( : T/Yu siti... , i , • 1. n ..__.L,�.......... V "" a,_�, 1-1ttT4-7 __ ,4 1. (� v. or�-r; t z 1 . • 24 • • • • 0 • .. 49 . • 20 . ........... i. ... .. —f♦tel �'y :. �i..�...... .......... . AL 1) �J 5 �� • r7S r6 -a S 4 YL: • 2G : PRODUCT 201-1(Single Reds)205-1(Padded) 15055.2 JOB VOELKER ENGINEERING, INC. 1.4"; SHEET NO. OF 1911 116th Avenue NE 7-28-15 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE • . . . / : . : .44A i Z ' 1 -I . it, : • , . , , .• : .• . .. . . ( , . . , : .. . • .., , .,. . . . . . : . ; . . . , • . „ . • , . . . . . ,.. , . : , • : , ..• . . , , . : . : . . : . • „ _J. , , : : „ . , •! , :• , . . , . . . , .•• __ . . . 4.1EIMIIMIIIIM . . . . . . . , 40 ',. 4. '• 1 , 1: i 6 : : • • . : • . : . . : . . . : . . : .•• : • . . . ; : ; : : • : : • .•• .• ; . . . , . .• . : . : , . .•• : : . . : . : .•• . . .• :': ; . . 18 .•• ! ; . .• .•• . , , .• . .•• : . • . • , 26 i , • , . . , . . .....• ; • 156 a K . , . , , .• . .• : ; ; ! . , , . ; , . .•• : . . . . ; ; i , .•• . . , . : . . . . . ! : . : ..• i-7 I . . ; : . . ; . : : . : ;; • • , . 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Ll 4 OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 6- Z z. j 425-451-4946 CHECKED BY DATE SCALE SIuf 5, : n'�✓ ins • : gq- � ,� ,r,,,,r. ic.,, , , : : . , , ..., , ,,,,....tz , : : , , : , ; . . : , t , .,• :.... .! y'H L ).,..: 6,-- s 1 b, )6%/ , 6,,, 0,, • • . • 7 • bi. • r.-2442.4%, _.r ldt L. 4,-6 e Com` '/ ..'�..:. , L -j,�i..1. Lr _ ll�. � • r-•• c ,11t JCeJ • e : . PROOIET 204.1(S1n0k ShMs)205-1(PaGd ) Voelker Engineering, Inc. 6/22/2015 Job 15055 1911 116th Avenue NE Page L17 Bellevue,WA 98004 DR Horton Plan 2885 Lateral Analysis of Wood Diaphragm in Rotation.(IBC 2305) Diaphragm Blocked?Y/N Y End Wall Length 17 (ft) Max Shear 7.400 (kips) Side Wall 1 Length 41 (ft) G= 90000 (psi) Side Wall 2 Length 47 (ft) E= 1400000 (psi) Wall Height 9 (ft) Diaphragm Width 28 (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= 435 (plf) Deflection D= 0.21 (in) Wall 1 v= 90 (plf) Deflection D= 0.12 (in) Wall 2 v= 79 (plf) Deflection D= 0.12 (in) Diaphragm v= 264 (plf) Deflection D= 0.25 (in) 15055 ASCE7-10 Voelker Engineering, Inc. 6/22/2015 Job 15055 1911 116th Avenue NE Page L18 Bellevue,WA 98004 DR Horton Plan 2885 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 2842 52 55 plf 6.95 ft o.c. OK Vw 1813 52 35 plf 10.90 ft o.c. OK Grid 2 Vs 2842 52 55 plf 6.95 ft o.c. OK Vw 1813 52 35 plf 10.90 ft o.c. OK Left/Right Grid A Vs 2842 28 102 plf 3.74 ft o.c. OK Vw 4143 28 148 plf 2.57 ft o.c. OK Grid B Vs 2842 28 102 plf 3.74 ft o.c. OK Vw 4143 28 148 plf 2.57 ft o.c. OK 15055 ASCE7-10 . 0° �� e JOB v ��›, 9 ^ 2. • VOELKERINC. �1 ^� ENGINEERING, SHEET NO « OF 1911ll8thAvenue �� ~ ^�� Bellevue, Washington 9�OO4 BY NEC~~~ DATE =- =�~o^ 425-451-4946 CHECKED BY DATE SCALE . / t5 Go& , _ ^ , ` ^ ` ' ^ ----`-----~ , - __-__'__` , ` ^ ^ ` ' ' ^ ^ ^ , - ^ | , ^ . ^ ^ ^ | ^ ^ ^ �� | ^ ^ , . � � ^ , � ^ _----'--` ^ ` ti--,_, -� ~��' ��_��_'_- ~-^ � ��' ~ ~ • , , _ __ . • ' �� , ^ , v ^ - , �~�«—^ 4. 7-Si e . , ` "�~nm� Iv ^ ' - ^ ^ ' ' ` ^ ��a�. / � , ~�^�'��~=� ^ , ` ^ � ° � ^ . • , ^ -, ^ - , , - �� °- ` ^ _ . ~ el /LT u.6?1.c_ ^��-��xti5 | ' ^ | - ^ .. ^-- l ^ . | ^ __'__ ^ , ^ --r—� � . , - � ^ . ^ , ^ , ^ ^ ^____'__' - , _ ^ , ^ __' , , - , ....... � , ^ ^ , _______~ __-__'__' r� ,. r ^ ` - ^ T ^1, , , ^' . , ^ , . ^ ^ - ^ ' ^ - ^ , - ^ - , - , ^ - ^__- ^ ^ - , , ^ - , , ^ I ' . , ^ - , ^ , , ^ ^__, ___ ^ ^ , , __-__'__- ^ , , ^ , ^ s , 4 ' Voelker Engineering, Inc. 06/23/15 Job# 15055 Simple span beams Sheet R1 Typ. Rear header 4x6 HF#1 Length = 6.25 ft Width = 3.500 in LL/TL = 0.63 Load = 360 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 1125 lb V @ d = 960 lb M= 1758 lb-ft fb = 1195 psi< OK 1458 TL Defl. = 0.20 in L/ 373 fv = 75 psi < OK 173 LL Defl. = 0.11 in L/ 701 Pitch = 0 /12 Support 0.8 in Loft floor beam 5 1/2x22 1/2 GLB Length = 27.5 ft Width = 5.500 in LL/TL= 0.63 Load = 900 plf Depth = 22.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1800 ksi Rep = 1.00 R= 12375 lb V @ d = 10688 lb M= 85078 lb-ft fb= 2424 psi< OK 2760 TL Defl. = 1.46 in L/ 226 fv= 130 psi< OK 276 LL Defl. = 0.78 in L/ 425 Support 5.6 in Hall flush beam (2) 2x10 HF#2 Length = 4.5 ft Width = 3.000 in LL/TL= 0.80 Load = 500 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep= 1.00 R= 1125 lb V @ d = 740 lb M= 1266 lb-ft fb= 355 psi< OK 935 TL Defl. = 0.02 in L/ 2,737 fv= 40 psi< OK 150 LL Defl. = 0.01 in L/ 3,764 Support 0.9 in Porch beam 4x6 HF#1 Length = 10 ft Width = 3.500 in LL/TL= 0.63 Load = 100 plf Depth = 5.500 in LL DUR. = 1.15 Pt load = 0 lb E = 1500 ksi Rep= 1.00 R= 500 lb V@d = 454 lb M= 1250 lb-ft fb = 850 psi< OK 1458 TL Defl. = 0.37 in L/ 328 fv= 35 psi< OK 173 LL Defl. = 0.19 in L/ 616 Support 0.4 in 15055 UF1 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Under Loft bearing wall Date:6/23/15 Selection 4x 12 HF#1 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=5.8 in2 R2= 1.9 in2 (1.5)DL Defl= 0.08 in Data Beam Span 15.0 ft Reaction 1 LL 2021 # Reaction 2 LL 604# Beam Wt per ft 9.57# Reaction 1 TL 2359# Reaction 2 TL 784# Bm Wt Included 144# Maximum V 2359# Max Moment 5026'# Max V(Reduced) 1835# TL Max Defl L/240 TL Actual Defl L/526 LL Max Defl L/360 LL Actual Defl L/697 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 73.83 39.38 0.34 0.26 Critical 56.23 18.35 0.75 0.50 Status OK OK OK OK Ratio 76% 47% 46% 52% Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 975 150 1.5 405 Adjusted Values 1073 150 1.5 405 Adjustments CF Size Factor 1.100 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:40 Uniform TL: 50 =A Par Unif LL Par Unif TL Start End 450 H=500 0 4.5 H Uniform Load A 0 0 R1 =2359 R2=784 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 08/11/16 Job# 15055.2 Simple span beams Sheet UF2 Beam over great room 5 1/2x18 GLB Length = 21.5 ft Width = 5.500 in LL/TL= 0.80 Load = 700 plf Depth = 18.000 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 7525 lb V @ d = 6475 lb M= 40447 lb-ft fb= 1718 psi < OK 2400 TL Defl. = 0.77 in L/ 335 fv= 98 psi < OK 240 LL Defl. = 0.56 in U 461 Support 3.4 in "B"front beam over garage (3) 2x12 HF#2 Length = 11.5 ft Width = 4.500 in LL/TL = 0.80 Load = 375 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep= 1.15 R= 2156 lb V @ d = 1805 lb M= 6199 lb-ft fb= 784 psi < OK 978 TL Defl. = 0.23 in L/ 590 fv= 53 psi < OK 173 LL Defl. = 0.17 in L/ 811 Support 1.2 in 3-Car Garage 5 1/2x21 GLB Length = 18 ft Width = 5.500 in LL/TL= 0.63 Load = 100 plf Depth = 21.000 in LL DUR. = 1.15 Pt load = 16900 lb E = 1800 ksi Rep= 1.00 R= 9350 lb V @ d = 9175 lb M= 80100 lb-ft fb= 2494 psi < OK 2760 TL Defl. = 0.59 in L/ 368 fv= 119 psi < OK 276 LL Defl. = 0.31 in L/ 692 Support 4.2 in 15055 UF3 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 Side Street Elevation -Great room window Date:6/23/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.4 in2 R2= 15.9 in2 (1.5)DL Defl= 0.03 in Recom Camber=0.05 in Data Beam Span 6.25 ft Reaction 1 LL 1640# Reaction 2 LL 6560# Beam Wt per ft 14.94# Reaction 1 TL 2859# Reaction 2 TL 10359# Bm Wt Included 93# Maximum V 10359# Max Moment 12885'# Max V(Reduced) 10244# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 123.00 61.50 0.07 0.03 Critical 56.02 55.68 0.31 0.21 Status OK OK OK OK Ratio 46% 91% 21% 17% Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments 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 Uniform TL: 100 =A Point LL Point TL Distance 8200 B= 12500 5.0 Uniform Load A Pt loads: B 0 0 R1 =2859 R2= 10359 SPAN=6.25 FT Uniform and partial uniform loads are lbs per lineal ft. ' Voelker Engineering, Inc. 07/15/16 Job# 15055.2 Simple span beams Sheet UF4 Beam over garage 5 1/2x13 1/2 GLB Length = 18 ft Width = 5.500 in LL/TL= 0.80 Load = 500 plf Depth = 13.500 in LL DUR. = 1.00 Pt load = 0 lb E = 1800 ksi Rep= 1.00 R= 4500 lb V @ d = 3938 lb M= 20250 lb-ft fb = 1460 psi < OK 2400 TL Defl. = 0.64 in L/ 338 fv= 80 psi < OK 240 LL Defl. = 0.47 in U 464 Support 2.0 in "A"front wall support (2) 2x12 HF#2 Length = 8.5 ft Width = 3.000 in LL/TL= 0.80 Load = 380 plf Depth = 11.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1300 ksi Rep= 1.00 R= 1615 lb V @ d = 1259 lb M= 3432 lb-ft fb = 651 psi< OK 850 TL Defl. = 0.11 in U 961 fv= 56 psi < OK 150 LL Defl. = 0.08 in U 1,322 Support 1.3 in Garage door header 51/2x131/2 GLB Length = 16.5 ft Width = 5.500 in LL/TL= 0.80 Load = 450 plf Depth = 13.500 in LL DUR. = 1.00 Pt load = 900 lb E = 1800 ksi Rep= 1.00 R= 4163 lb V @ d = 3656 lb M= 19027 lb-ft fb= 1367 psi < OK 2400 TL Defl. = 0.49 in L/ 408 fv= 74 psi < OK 240 LL Defl. = 0.35 in U 561 Support 1.9 in "A"side front of garage (3) 2x12 HF#2 Length = 8 ft Width = 4.500 in LL/TL= 0.63 Load = 50 plf Depth = 11.250 in LL DUR. = 1.15 Pt load = 4000 lb E = 1300 ksi Rep= 1.15 R= 2200 lb V @ d = 2153 lb M= 8400 lb-ft fb= 1062 psi < OK 1124 TL Defl. = 0.13 in U 718 fv= 64 psi < OK 198 LL Defl. = 0.07 in U 1,350 Support 1.2 in 15055 UF5 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 "A" front beam over garage Date:6/23/15 Selection (2)2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=2.3 in2 R2=5.4 in2 (1.5)DL Defl= 0.12 in Data Beam Span 8.0 ft Beam Wt per ft 8.2# Reaction 1 TL 912# Reaction 2 TL 2169# Bm Wt Included 66# Maximum V 2169# Max Moment 3538'# Max V(Reduced) 1786# TL Max Defl L/240 TL Actual Defl L/810 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 63.28 33.75 0.12 Critical 43.43 15.53 0.40 Status OK OK OK Ratio 69% 46% 30% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 173 1.3 405 Adjustments CF Size Factor 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 Uniform TL: 100 =A Point TL Distance Par Unif TL Start End B= 1615 6.0 H=300 6.0 8.0 H Uniform Load A Pt loads: B R1 =912 R2=2169 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. 15055 • UF6 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 "A" front beam Date:6/23/15 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=6.3 in2 R2=4.9 in2 (1.5)DL Defl= 0.68 in Recom Camber=1.01 in Data Beam Span 18.0 ft Beam Wt per ft 18.68# Reaction 1 TL 4090# Reaction 2 TL 3175# Bm Wt Included 336# Maximum V 4090# Max Moment 20973'# Max V(Reduced) 3592# TL Max Defl L/240 TL Actual Defl L/320 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 192.19 76.88 0.68 Critical 91.82 19.52 0.90 Status OK OK OK Ratio 48% 25% 75% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2741 276 1.8 650 Adjustments Cv Volume 0.993 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 TL Distance Par Unif TL Start End B=2169 10.0 H=380 0 10.0 I = 120 10.0 18.0 H Pt loads: B 0 0 R1 =4090 R2=3175 SPAN= 18 FT Uniform and partial uniform loads are lbs per lineal ft. 15055,, UF7 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 "B" front beam Date:6/23/15 Selection (2)2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 1.9 in2 R2=4.6 in2 (1.5)DL Defl= 0.11 in Data Beam Span 8.0 ft Beam Wt per ft 8.2# Reaction 1 TL 772# Reaction 2 TL 1850# Bm Wt Included 66# Maximum V 1850# Max Moment 3600'# Max V(Reduced) 1795# TL Max Defl L/240 TL Actual Defl L/849 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 63.28 33.75 0.11 Critical 50.82 17.95 0.40 Status OK OK OK Ratio 80% 53% 28% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 Adjustments CF Size Factor 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 TL: 50 =A Point TL Distance B=2156 6.0 Uniform Load A Pt loads: B 0 0 R1 =772 R2= 1850 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. 15055 • UF8 BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 "B" Side front beam Date:6/23/15 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.0 in2 R2=6.0 in2 (1.5)DL Defl= 0.06 in Recom Camber=0.09 in Data Beam Span 8.0 ft Reaction 1 LL 1189# Reaction 2 LL 2431 # Beam Wt per ft 13.08# Reaction 1 TL 1941 # Reaction 2 TL 3919# Bm Wt Included 105# Maximum V 3919# Max Moment 9550'# Max V(Reduced) 3908# TL Max Defl L/240 TL Actual Defl L/778 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 94.17 53.81 0.12 0.06 Critical 41.52 21.24 0.40 0.27 Status OK OK OK OK Ratio 44% 39% 31% 24% 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 Adjustments 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 1350 B=2156 6.0 2270 C=3600 5.0 Pt loads: C B R1 = 1941 R2=3919 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. Voelker Engineering, Inc. 06/23/15 Job# 15055 Simple span beams Sheet MF1 Rear beam line 4x10 HF#1 Length = 6 ft Width = 3.500 in LUTL = 0.80 Load = 600 plf Depth = 9.250 in LL DUR. = 1.00 Pt load = 0 lb E = 1500 ksi Rep = 1.00 R= 1800 lb V @ d = 1338 lb M= 2700 lb-ft fb = 649 psi< OK 1170 TL Defl. = 0.06 in L/ 1,295 fv = 62 psi < OK 150 LL Defl. = 0.04 in L/ 1,781 Support 1.3 in Front beam line 4x8 HF#1 Length = 3 ft Width = 3.500 in LL/TL= 0.80 Load = 600 plf Depth = 7.250 in LL DUR. = 1.00 Pt load = 1000 lb E = 1500 ksi Rep= 1.00 R= 1400 lb V@ d = 1038 lb M= 1425 lb-ft fb= 558 psi< OK 1268 TL Defl. = 0.01 in L/ 2,642 fv= 61 psi< OK 150 LL Defl. = 0.01 in L/ 3,632 Support 1.0 in • Voelker Engineering, Inc. 06/23/15 Job# 15055 Simple span beams Sheet FTG1 Rear beam line Allowable bearing 1500 psf Span = 6 ft Load w= 600 plf Load p = lb 24"dia Round footing Reaction = 3600 lb Allow P = 4710 lb Front beam lines Span = 3 ft Load w= 500 plf Load p= 0 lb 18"dia Round footing Reaction = 1500 lb Allow P = 2655 lb Center kitchen post Span = Oft Load w= 0 plf Load p= 10200 lb 36x36 Square footing Reaction = 10200 lb Allow P = 13500 lb Front garage corner Span = O ft Load w= 0 plf Load p= 6000 lb 24x24 Square footing Reaction = 6000 lb Allow P = 6000 lb Voelker Engineering, Inc. 05/16/16 Job# 15055 Sheet 1 Stem wall analysis - Loft beam Point Load= 16.80 kip Conc. fc 2500 psi Uniform load = 0.00 klf Rebar Fy 60 ksi Footing Input Widthl 15.00 in Allow bearing 1500 psf Thickness 6.00 in Wall Input Width = 6.00 in Depth= 18.00 in Require effective footing length 8.96 ft One-way Shear, (45 degree load distribution assumed) Length of 45 degree distribution= 6.50 ft Vu@ "D" = 3.46 kip vu = 38 psi OK Allow Vu= 85 psi Flexure Mu= 144.5 (k-in) Req'd As= 0.20 (in^2) (1)#4 OK P 4;b6.r. A&I,. 4.,,‘,...- , i N I:;4* RP IN o REQ'D LENGTH 1,94 c 3vO .'