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Structural Permit Calculations 6.11.20STRUCTURAL CALCULATIONS MAUPIN-CROUCH RESIDENCE 1141 Viewland way Edmonds, WA 98020 CODE: IBC 2015 & ASCE/SEI 7-10 .ZIP- OM,[a]W.0XIN11 DATE: March 20, 2020 D S. Engineering Consulting Structural Engineers 3121 147th Place SE Mill Creek, WA 98012 T: 425-338-4776 03/20/2020 ;GIZsr Design Analysis 34'-2• 24'-0" 2X3 LOOKOU RAFTERS Q O.C. _ I I i I I I I I I I I 1 .... f2). R 2)2XNA,p its .. 141, a � PRE-MANUF. TRUSSES (o} 4"O.C. I Im2 I I I LINIl I ' I I ; 1 1 I 22� I I I I I I I I I I . I ... ... i I ___ � I )2 X6 HOR' RATERS 2.'O.C. I I I I I: I � � I I I_ I 1 U i U U C� C� Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modulus of Elasticity Load Combination fBC2015 Fb- 1850psi Ebend-xx 1800ksi Fc -Prll 1650psi Eminbend -xx 950ksi Wood Species : DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 10.0 ft loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1650, S = 02750 , Tributary Width =1.0 it Maximum Bending Stress Ratio = 0.4641 Maximum Shear Stress Ratio = 0.230 :1 Section used for this span 5.5x7.5 Section used for this span 5-5x7.5 fb : Actual = 1,280.00psi fv : Actual = 70.07 psi FB : Allowable = 2,760.00psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.00011 Location of maximum on span = 0.000ft Span # where maximum occurs = Span it 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.179 in Ratio = 671 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.286 in Ratio = 419>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Segment Length Span # Max Stress Ratles M V Cd C FIV C i C r C m C t C L Moment Values M fb Pb V Shear Values fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 10.0 it 1 0.222 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 2160.00 0.72 26.28 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.200 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 2400.00 0.72 26.28 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.160 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 3000.00 0.72 26.28 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.464 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.50 1,280.00 2760.00 1.93 70.07 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.160 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1,00 2.06 480.00 3000.00 0.72 26.28 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 it 1 0.391 0.194 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.64 1,080.00 2760.00 1.63 59.12 304.75 }ZZ. Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C 1 Cr C m C Moment Values tb F'b Shear Values +0+0.60W+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 Length =10.0It 1 1.000 10 1.00 1.00 1.00 1.00 3840.00 0.72 26.28 +D+0.70E+H 1,000 1.00 1.00 1.00 U0 1.00 Ho 0.00 0.00 Length =10.0 ft 1 1.000 1.00 1.00 1.00 1.00 1.00 WHO 0.72 26.28 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length =10.0 ft 1 1.000 1.00 1.00 1.00 1.00 1.00 3840.00 0.72 26.28 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length =10.0 It 1 1.000 1.00 1.00 1.00 1.00 1.00 3840.00 1.63 59.12 +0+0.750L+0.750S+0.5250E+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length =10.0 ft 1 1,000 1.00 1.00 1.00 1.00 1.00 3840.00 1.63 59.12 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length =10.0 ft 1 1.000 1.00 1.00 1.00 1.00 1.00 3840.00 0.43 15.77 +0.60D+0.70E+0.60H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length =10.0 ft 1 1.000 1.00 1.00 1.00 1.00 1.00 3840.00 0.43 15.77 0.125 0.062 1.60 0.125 0.062 1.60 0.725 0.062 1.60 0.281 0939 1.60 0.281 0.139 1.60 0.075 0.037 1.60 0.075 0.037 1.60 2.06 2.06 2.06 480.00 480.00 480.00 4.64 1,080.00 4.64 1.24 1.24 1,080.00 288.00 288.00 F'v 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 0.00 424.00 Loaa Comoirumon Span Max. "" Detl Location in Span Load Combination Max. "+° Deb Location in Span +D+S+H 1 0.2861 5.036 0.0000 0.000 Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 2.200 2.200 Overall MINimum 1.375 1.375 +D+H 0.825 0,825 +D+L+H 0.825 0.825 +D+Lr+H 0.825 0.825 +D+S+H 2,200 2.200 +D+0.750Lr+0.750L+H 0,825 0.825 +D+0.750L+0.750S+H 1.856 1.856 +D+0.60W+H 0.825 0.825 +0+0.70E+H 0.825 0.825 +D+0.750Lr+0.750L+0.450W+H 0.825 0.825 +D+0.750L+0.750S+0.450W+H 1.856 1.856 +D+0.750L+0.7508+0.5250E+H 1,856 1.856 +0.60D+0.60W+0.60H 0.495 0.495 +0.60D+0.70E+0.60H 0.495 0.495 D Only 0.825 0.825 Lr Only L Only S Only 1.375 1.375 W Only E Only H Only a Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Flo + 850 psi E: Modulus of Elasticity Load Combination IBC 2015 Flo - 850psi Ebend-xx 1300ksi Fc -Prll 1300psi Eminbend -xx 470ksi Wood Species Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ✓ /T"-�/ ^T �./ Soan = 3.50 ft Service loads entered Load Factors will be applied for calculations Uniform Load: D = 0.0450, S = 0.6750 , Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.2481 Maximum Shear Stress Ratio = 0,.14� j Section used for this span 2-2x4 Section used for this span 2-2x4 fb : Actual = 360.00psi N : Actual = 25.18 psi FB : Allowable = 1,466.25psi Fv : Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.750ft Location of maximum on span = 3.219 ft Span #where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 2297>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in 'Ratio = 1436>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C In C t C L M fb F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.118 0,070 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.07 135.00 1147.50 0.07 9.44 135.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.106 0.063 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0,07 135.00 1275.00 0.07 9.44 150.00 +D+Lr+H 1,500 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Length = 3.50 ft 1 0.085 0.050 1.25 1.500 1,00 1.00 1.00 1.00 1.00 0.07 135.00 1593.75 0.07 9.44 187.50 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.246 0.146 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.18 360.00 1466.25 0.18 25.18 172.50 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0,085 0.050 1.25 1.500 1.00 1.00 1.00 1,00 1.00 0.07 135.00 1593.75 0.07 9.44 187.50 +D+0.750L+0.750S+H 1.500 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0,207 0.123 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.16 303.75 1466.25 0.15 21.25 172.50 I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.066 0.039 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.07 135.00 2040.00 0.07 9.44 240.00 +N+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 � 0.00 0.00 OAO 0.00 Length = 3.50 ft 1 0.066 0.039 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.07 135.00 2040.00 0.07 9.44 240.00 +D+0.7501-r+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.039 1.60 1.500 1 AO 1.00 1.00 1.00 1 AO 0.07 135.00 2040.00 0.07 9.44 240.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.149 0.089 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 303.75 2040.00 0.15 21.25 240.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 8 1 0.149 0.089 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 303.75 2040.00 0.15 21.25 240.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Ho Length =3.50It 1 0.040 0.024 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.04 81.00 2040.00 0.04 5.67 240.00 +0.60D+0.70E+0.60H 1.500 1.00. 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.040 0.024 1.60 1.500 �"�� 1.00 �1g.00 1.00 1.00 1.00 0.04 81.00 2040.00 0.04 5.67 240.00 Load Combination Span 16. Max. "--" Dell Location in Span Load Combination Max. W Dell Location in Span +D+8+H 1 0.0292 1.763 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.210 T210 Overall MINimum 0.131 0.131 +D+H 0.079 0.079 +D+L+H 0.079 0.079 +D+Lr+H 0.079 0.079 +D+S+H 0.210 0.210 +D+0.750Lr+0.750L+H 0.079 0.079 +D+0.750L+0.7508+H 0.177 0.177 +D+0.60W+H 0.079 0.079 +D+0.70E+H 0.079 0.079 +D+0.7501-r+0.7501-+0.450W+H 0.079 0.079 +D+0.750L+0.750S+0.450W+H 0.177 0.177 +D+0.750L+0.750S+0.5250E+H 0.177 0.177 +0.60D+0.60W+0.60H 0.047 0.047 +0.60D+0.70E+0.60H 0.047 0.047 D Only 0.079 0.079 Lr Only L Only S Only 0.131 0.131 W Only E Only H Only 21 • I I I I I I .J�.r 512•X9•GLB HDft � 1 I I m I I 't�-- • I� � I A II NORTH 0 FULL BPAH OR WITH BEAM? f9FO R T E"CM MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 11 7/8" TJI® 210 0 16" OC 0 18, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 887 @ 17' 71/2" 1460 (3.50") SHINAMININ Passed (fit%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 862 @ 17' 6 1/2" 1655 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3120 @ 9' 10 3/8" 3795 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.310 @ V 0.431 passed (L/668) -- 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.495 @ 9' 4 5/8" 0.863 Passed (L/418) -- 1.0 D + 0.75 L + 0.75 S (Al Spans) TJ-Pror" Rating 42 40 Passed - ueamuon cne:na: u twwW ano i c kw< ). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c based on loads applied, unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 10" o/c based on loads applied, unless detailed otherwise. A structural analysis of the deck has not been performed. Defection analysis Is based on composite action with a single layer of decking_233261ge that Is gluedAndNalledDown. Additional considerations for the TJ-ProTM Rating induce: None. 1- Stutl wall - HF 5.50" 4.25" S.]5" 209 q80 67 751 1 1/4" Rim Board 2 - SWd wall - HF 5.50" 4.25" IiS" 419 980 303 1197 1 1/4" Rim Board ' 12. 1-Uniform (PSf7 0 to IB' 16" 0 40.0 - Default Load �2-Point(lb) 19'6" N/A 330 assure that this calculation Is compatible with the ove ccessorles (Rim facilities are third -party cemped ro susialnable fo ndards. Weyerhaeuser E in accordance wIM applicable ASfM standards. Fo anent code evaluation repowa, + 0 System : Floor Member Type : Joist Building Use : Residential Building Code: IBC 2015 Design Methodology: Aso and published design values. Weyerhaeuser expressly disclaims any other warranties lined by the authority having Jurisdiction. The designer of record, builder or framer Is Is and Squash Blacks) are not designed by this software. products manufactured at aducts have been evaluated by ICC-ES under evaluation repors(MR-1153 and ESR-1387 ict literature and installation details refer to e product application, Input design loads, dimensions andZupport information have been provided by FarteWEB Softwan LL- RL; . ForteWES Software Operator lob notes dong shin D.S. engineering PC (42S)338-9776 snn_don@hotmall.com 37- 01' 2/16/2020 6:47:03 AM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Edmonds Page 1 / 1 WFORTEMB PASSED + A Level, Floor: Joist 2 plece(s) 11 7/8" TII@ 110 @ 16" OC 98' (A IC* TJ1 .0 1I O At I locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 2018 @ 17' 7112" 3163 (3.50") Passed (64%) 1.15 1.0 D + 0.75 L + 0.75 S (Ail Spans) Shear (Ibs) 1998 @ 1761/2" 3588 Passed (56%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 5986 @ 14' 6" 7268 Passed (82 %) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Deff. (in) 0.320 @ 9' 7 1/2" 0.431 Passed (L/647) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.519 @ 9' 8 5/16" 0.863 Passed (L/398) -- 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro^" Rating 52 40 Passed -- - • uenecoon creme: LL Iynsu7 one I L (LJZ u). • Top Edge Bracing (W): Top compression edge must be braced at 3' 2" o/c based on bads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 171011 o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based an composite action with a single layer of decking_2332Edge that Is glueomdNailedDown. • Additional considerations for the TJ-Pro'" Rating Include: None. 1-Stud wall - HF 5.50" 4.25" 1J5" 293 480 249 3022 1 1/4" Rim Board 2-Stud wall- HF 5.50" 4.25' 1J5" 820 980 1126 2426 11/4" Rim Board 1- Uniform (PSF) D to 18' 15' 12.0 4 ).0 - Default Load 2 - Point (to) 14' 6" N/A 825 - 1 1375 + 0 System : Floor Member Type : Joist Building Use: Residential Building Cade : IBC 2015 Design Methodology: ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyema ser product design criteria and pub led design values. Weyerhaeuser expressly disclaims any other wartantles related to the software. Use of this software Is not intended to cirmmvent the need fora d Ign professional as determined by a authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Accessorles m Board, Bucking Panels and Stu h Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry carolled W sustainable forestry standards. Weyerhaeuse ngineered Wmber Products hav %een evaluated by ICC-ES under evaluation reports ESR-1153 and SR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, rhaeuser product literature a Installation details refer to www.weyethaeuwnmm/woodpmducls/document-Iibmry. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator 2/16/2020 6:42:20 AM UT ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 shi2don@hobnall.com Wby rhacaaa File Name: Edmonds Page 1 / 1 ForteWE8 software operator Sob Notes dung shin D.S. Engineering PC (425) 3384776 Description : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb- 2900psi Ebend-xx 2000ksi Fc -Prll 2900psi Eminbend -xx 1016.535ksi Wood Species : True Joist Fc - Perp 625 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1�' '=y T.tS vMK4 pan = 14.50 It Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.10, L = 0.280 , Tributary Width =1.0 ft �- • Maximum Bending Stress Ratio = 0.5021 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 1,456.89psi fv : Actual = 86.36 psi FB : Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.287 in Ratio = 606>=240 �(t PSL Max Upward Transient Deflection 0.000 in Ratio = 0 <240 �t�% Max Downward Total Deflection 0.389 in Ratio = 441 >=180 • „Max Upward Total Deflection 0.000 in Ratio = 0<180 I I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span It M V Cd C FN C i Cr C m C t C L I M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 14.50 it 1 0.147 0.087 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.63 383.39 2610.00 0.63 22.73 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.502 0298 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.99 1,456.89 2900.00 2.39 86.36 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 it 1 0.106 0.063 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2,63 383.39 3625.00 0,63 22.73 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Ho Length =14.50 it 1 0.115 0,068 115 1,000 1.00 1.00 1.00 1.00 1.00 2.63 383.39 3335.00 0.63 22.73 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 it 1 0.328 0.194 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.15 1,188.52 3625.00 1.95 70.46 362.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 It 1 0.356 0.211 1.15 1,000 1.00 1.00 1.00 1.00 1.00 8.15 1,188.52 3335.00 1.95 70.46 333.50 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C in C t C L M tb Fib V IV Fv +D+O.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.083 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2,63 383.39 4640.00 0.63 22.73 464.00 +D+0.70E+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length =14.50 ft 1 0.083 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.63 383.39 4640.00 0.63 22.73 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 111:14.50 ft 1 0.256 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.15 1,188.52 4640.00 1.95 70.46 464.00 +D+0750L+0750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0.256 0.152 1.60 1,000 1.00 1.00 1.00 1.00 1.00 8.15 1,188.52 4640.00 1.95 70.46 464,00 +D+0.750L+0.7505+0.5250E+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.50 ft 1 0256 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.15 1,188.52 4640.00 1.95 70.46 464.00 +O.60D+O.60W+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 HID 0.00 0.00 Length =14.50 it 1 0.050 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 230.04 4640.00 0.38 13.64 464.00 +0.60D+0.70E+0.60H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50It 1 0.050 0.029 NFARIF 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 230.04 4640.00 0.38 13.64 464.00 Load Combination aklifi! Span Max.'-" Dell Location in Span Load Combination Max. "+" Deli Location in Span +D+L+H 1 0.3892 7.303 0.0000 0.000 W III MAN Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.030 2.030 +D+H 0.725 0.725 +D+L+H 2.755 2.755 +D+Lr+H 0.725 0.725 +D+S+H 0.725 0,725 +D+0,750Lr+0.750L+H 2.248 2248 +D+0.750L+0.750S+H 2.248 2.248 +D+0.60W+H 0.725 0.725 +D+0.70E+H 0.725 0.725 +D+0.750Lr+0.750L+O.450W+H 2.248 2.248 +D+0.750L+0.7505+0.450W+H �.248 2.248 +D+0.750L+0.750S+0.5250E+H 2.248 2.248 +0.60D+O.60W+0.60H 0.435 0.435 +0.60D+0.70E+0.60H 0.435 0.435 D Only 0.725 0.725 LrOnly L Only 2.030 2.030 S Only W Only E Only H Only 92 Description Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination I BC 2015 Fb- 2900psi Ebend-xx 2000ksi Fc -Prll 2900psi Eminbend -xx 1016.535ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Span = 17.50 ft I Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160, L = 0.05330 , Tributary Width =1.0 It Point Load : D = 0.7250, L = 2.030 k @ 4.50 ft ��p� dam Maximum Bending Stress Ratio = 0.5431 Maximum Shear Stress Ratio = 0.322 :1 Section used for this span 3.5x11.876 Section used for this span 3.5x11.875 tb : Actual = 1,637.10psi fv : Actual = 93.36 psi FB : Allowable = 3,016,00psi Fv : Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.535ft Location of maximum on span = 0.00011 Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.403 in Ratio = 521 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.540 in Ratio = 388>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Max Stress Rados - Moment Values Shear Values Segment Length Span# M V Cd CFIV CI Cr Cm C t CL M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length =17.50 It 1 0.155 0.092 0.90 1.000 1.00 1.04 1.00 1.00 1.00 2.89 421.22 2714.40 0.66 23.94 261.00 +D+L+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.543 0,322 1.00 1.000 1.00 1.04 1.00 1,00 1.00 11.22 1,637.10 3016.00 2.59 93.35 290.00 +D+Lr+H 1.000 1.00 IN 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.112 0.066 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.89 421.22 3770.00 0.66 23.94 362.50 +D+S+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.121 0.072 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.89 421.22 3468.40 0.66 23.94 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 It 1 0.354 0.210 1.25 1.000 1.00 1.04 1.00 1.00 1.00 9.14 1,333.13 3770.00 2.11 76.00 362.50 floor beam (stair) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V tv F'v +D+0.750L+0.750S+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 It 1 0.384 0.228 1.15 1.000 1.00 1.04 1.00 1.00 1.00 9.14 1,333.13 3468.40 2.11 76.00 333.50 +D+0.60W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.508 1 0.087 0.052 1.60 1,000 1.00 1.04 1.00 1.00 1.00 2.89 421.22 4826.60 0.66 23.94 464.00 +D+0.70E+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 It 1 0.087 0.052 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.89 421.22 4825,60 0.66 23.94 464.00 +D+0.750Lr+0.750L+0.450W+H 1,000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.501t 1 0,276 0,164 1.60 1.000 1.00 1.04 1.00 1.00 1.00 9.14 1,333.13 4825.60 2.11 76.00 464.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50fl 1 0.276 0.164 1,60 1.000 1.00 1.04 1.00 1.00 1.00 9.14 1,333.13 4825.60 2.11 76.00 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 HD Length =17.50 it 1 0.276 0.164 1.60 1.000 1.00 1.04 1.00 1.00 1.00 9.14 1,333.13 4825.60 2.11 76.00 464.00 +0.60D+0.60W+0.60H 1,000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =17.50 It 1 0.052 0.031 1.60 1.000 1 Z 1.04 1.00 1.00 1.00 1.73 252.73 4825.60 0.40 14.36 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.04 10 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 it 1 0.052 0.031 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.73 252.73 4825.60 0.40 14.36 464.00 Load Combination Span Max.'=" Deg Location in Span Load Combination Max. "+e Deg Location in Span Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MlNimum 1,974 0.988 +D+H 0.679 0,326 +D+L+H 2.653 1.315 +D+Lr+H 0.679 0.326 +D+S+H 0.679 0.326 +D+0750Lr+0.750L+H 2.159 1.068 +D+0.750L+0.750S+H 2.159 1.068 +D+0.60W+H 0.679 0.326 +D+0.70E+H 0.679 0.326 +D+0.750Lr+0.750L+0.450W+H 2.159 1.068 +D+0.750L+0.750S+0.450W+H 2.159 1.068 +D+0.750L+0.7505+0.5250E+H 2.159 1.068 +0.60D+0.60W+O.60H 0.407 0.196 +0.60D+0.70E+0.60H 0.407 0.196 D Only 0.679 0.326 Lr Only L Only 1.974 0.988 S Only W Only E Only H Only Description : beam Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modulus of Elasticity Load Combination f BC 2015 Fb - 1850 psi Ebend- xx 1800ksi Fc -Prll 1650psi Eminbend -xx 950ksi Wood Species :DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ,.,15- e%1"L l!yi_=r►'1"j y' Span = 15.0 ft Beam self weight calcula*and adAdto loads 4/ Uniform Load: - = 0.3450, L- 0. 0, S = 0.3450 , Tributary Point Load : D = 0.940, S =1.565 k @ 9.50 ft <- Uniform Load : D = 0.1880, S = 0.3130 klft, Extent = 9.50 => ximum Bending Stre Serltion used for this „" C7"LF 3 : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection =1.0ft ft, = u.bul: I Ivii 5.5x16.5 = 1,621.50psi = 2,745.52psi +D+0.750L+0.750S+H = 8.923ft = Span # 1 0.182 in Ratio = 0.000 in Ratio = 0.364 in Ratio= 0.000 in Ratio = loads entered. Load Factors will be applied for calculations. Vidth = �1,0 ft�F nnu��m SSh~\ear Stress Ratio = Section used for this span fv : Actual = Fv : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = 989 >=240 0 <240 494>=180 0 <180 0.426 :1 5.5x16.5 129.93 psi 304.75 psi +D+0.750L+0.750S+H 13,631 ft Span # 1 Load Combination Segment length Span If Max Stress Ratios M V Cd CFN Ci Cr Cm Ct CL Moment Values M fb Fb V Shear Values fv F-v +D+H 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.328 0.237 0.90 0.995 1.00 1.00 1.00 1.00 1.00 14.65 704.64 2148.67 3.42 56.50 238.50 +D+L+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 it 1 0.462 0.328 1.00 0.995 1.00 1.00 1.00 1.00 1.00 22.92 1,101,86 2387.41 5.26 86.91 265.00 +D+Lr+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.236 0.171 1.25 0.995 1.00 1.00 1.00 1.00 1.00 14.65 704.64 2984.26 3.42 56.50 331,25 +D+S+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 it 1 0.562 0.407 1.15 0.995 1.00 1.00 1.00 1.00 1.00 32.06 1,541.80 2745.52 7.50 124.01 304.75 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb Pb V 1V F'v +D+0.750Lr+0.750L+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 It 1 0.336 0.239 1.25 0.995 1.00 1.00 1.00 1.00 1.00 20.83 1,001.74 2984.26 4.80 79.31 331.25 +D+0.750L+0.750S+H 0,995 1.00 1.00 U0 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 It 1 0.591 0.426 1.15 0.995 1.00 1.00 t00 1.00 1,00 33.72 1,621.50 2745.52 7.86 129.93 304.75 +D+0.60W+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15A it 1 0.184 0.133 1.60 0.995 1.00 1.00 1.00 1.00 1.00 14.65 704.64 3819.85 3.42 56.50 424.00 +D+0.70E+H 0,995 1.00 1.00 100 1.00 1.00 0,00 0.00 0.00 0.00 Length =15.0ft 1 0.184 0.133 1.60 0.995 1.00 1.00 1,00 1.00 1.00 14,65 704.64 3819.85 3.42 56.50 424.00 +D+0.750Lr+0.750L+0.450W+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =15.08 1 0.262 0.187 1.60 0,995 1,00 1.00 -1.00 1.00 1.00 20.83 1,001.74 3819.85 4.80 79.31 424.00 +D+0.750L+0.7505+0.450W+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 it 1 0.424 0.306 1.60 0.995 1.00 1.00 1.00 1.00 1.00 33.72 1,621.50 3819.85 7.86 129.93 424.00 +D+0.750L+0.750S+0.5250E+H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 it 1 0.424 0.306 1.60 0.995 1.00 1.00 1,00 1.00 1.00 33.72 1,621.50 3819.85 7.86 129.93 424.00 +0.60D+0.60W+0.60H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.08 1 0.111 0.080 1.60 0,995 1.00 1,00 1.00 1.00 1.00 8.79 422.79 3819.85 2.05 33.90 424.00 +0.60D+0.70E+0.60H 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 It 1 0.111 0.080 1.60 0.995 1.00 1.00 1.00 1.00 1.00 8.79 422.79 3819.85 2.05 33.90 424.00 Load Combination Span Max. "-" _I Defl Location in Span Load Combination Max. W' Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.3638 7.719 0.0000 0.000 Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 7,564 9,601 Overall MlHimum 3.477 4.985 +D+H 3.269 4.175 +D+L+H 5.519 6.425 +D+Lr+H 3.269 4.175 +D+S+H 6.746 9.159 +D+0.750Lr+0.750L+H 4.957 5.862 +D+0.750L+0750S+H 7.564 9.601 +D+0.60W+H 3.269 4.175 +D+0.70E+H 3.269 4.175 +D+0.750Lr+0.750L+0.450W+H 4.957 5.862 +D+0.750L+0.750S+0.450W+H 7.564 9.601 +D+0.750L+0.7505+0.5250E+H 7.564 9.601 +0.60D40.60W+0.60H 1.962 2.505 +0.60D+0.70E+0.60H 1.962 2.505 D Only 3.269 4.175 Lr Only L Only 2.250 2.250 S Only 3.477 4.985 W Only E Only H Only Mi Description : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 1850 psi Ebend-xx 1800ksi Fc -Prll 1650psi Eminbend -xx 950ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend -yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing :Completely Unbraced )riCn/v ..w�. r ipar; 11.0 ft Ft� Service loads entered. Load Factors will be aoolied for calculations. Beam self weight calcuand add loads Uniform Load: D = 0.170, L = 0.30 , Tributary Width =1.0 ft ......... .... .. - .... .......... ............ ......... ■ . • Maximum Bending Stress Ratio = 0.4941 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb : Actual = 1,175.11 psi fv : Actual = 69.59 psi FB : Allowable = 2,378.88psi Fv: Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.277ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span If 1 Maximum Deflection Max Downward Transient Deflection 0.165 in Ratio = 798>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.265 in Ratio = 498>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.206 0.110 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.73 441,78 2143.15 0.86 26.16 238.50 +D+L+H 1.000 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 Length =11.0 It 1 0.494 0.263 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.27 1,175.11 2378.88 2.30 69.59 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.149 0.079 1.25 1,000 1.00 1.00 1.00 1.00 0.99 2.73 441.78 2965.67 0.86 26.16 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.162 0.086 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.73 441.78 2731.40 0.86 26.16 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.334 0.177 1.25 1,000 1.00 too 1.00 1.00 0.99 6.14 991.78 2965.67 1,94 58.74 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Description : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr C m C t C L M fb Fb V fV Fv Length =11.0 it 1 0.363 0.193 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.14 991.78 2731.40 1.94 58.74 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =11.0It 1 0.117 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.73 441.78 3780.43 0.86 26.16 424.00 +D+0.70E+H - 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.117 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.73 441.78 3780.43 0.86 26.16 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =11.0 It 1 0.262 0.139 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.14 991.78 3780.43 1.94 58.74 424.00 +D+0.750L+0.7508+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length .=11.0It 1 0.262 0.139 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.14 991.78 3780.43 1.94 58.74 424.00 +D+0.750L+0.750S+0.5250E+41 1.000 1.00 1.00 1.00 U0 0.98 0.00 0.00 0.00 0.00 Length =11.0 it 1 0.262 0.139 1.60 1.000 1.00 1.00 1.00 1.00 0.98 6.14 991.78 3780.43 1.94 58.74 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =11.0 It 1 0.070 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.64 265W 3780.43 0.52 15.70 424.00 +0.60D+0.70E+0.601-1 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =11.0 It 1 0.070 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.64 265.07 3780.43 0.52 15.70 424.00 a+ Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+^ Dell Location in Span +D+L+H 1 0.2649 5.540 0.0000 0.000 Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.7501-r+0.750L+0.450W+H +D+0.750L+0750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.650 0.994 2.644 0.994 0.994 2.232 2.232 0.994 0.994 2.232 2.232 2.232 0.596 0.596 0.994 1.650 Support notation : Far left is 91 Values in KIPS 1.650 0.994 2.644 0.994 0.994 2.232 2.232 0.994 0.994 2.232 2.232 2.232 0.596 0.596 0.994 1.650 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1850psi Ebend-xx 1800ksi Fc -Prll 1650psi Eminbend -xx 950ksi Wood Species :DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Beam self weight calculateV6nd added 141bads Uniform Load: D = 0.2260, S = 0.3750 , Tributary Width =1.0 ft aximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Segment Length Span = 15.0 ft Service loads entered. Load Factors will be applied for calculations. = 0.451: 1 Maximum Shear Stress Ratio = 0.262 :1 5.5x13.5 Section used for this span 5.5x13.5 = 1,244.63psi fv : Actual = 79.72 psi = 2,760.00psi Fv: Allowable = 304.75 psi +D+S+H toad Combination +D+S+H = 7.500ft Location of maximum on span = 13.905ft = Span # 1 Span # where maximum occurs = Span # 1 0.212 in Ratio = 850>=240 0.000 in Ratio = 0 <240 0.348 in Ratio = 517>=180 0.000 in Ratio= a 0<180 .. .......... Max amass Kellm Moment Values Span# M V Cd CFN Cl Cr Cm Ct CL M Ib Fb Length =15.0 It 1 0.225 0,131 0.90 1.000 +D+L+H 1.000 Length =15.0 It 1 0.203 0.118 1.00 1.000 +D+Lr+H 1,000 Length =15.0 ft 1 0.162 0,094 1.25 1.000 +D+S+H 1,000 Length =15.0 it 1 0.451 0.262 1.15 1.000 +D+0.75OLr+0.750L+H 1.000 Length =15.0 ft 1 0.162 0.094 1.25 1.000 +D+0.750L+0.750S+H 1.000 0.00 1.00 1.00 1.00 1.00 1.00 6.78 487.06 2160.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1,00 1.00 6.78 487.06 2400A0 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 6.78 487.06 3000.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 17.33 1,244.63 2760.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 6.78 487.06 3000.00 1.00 1.00 1.00 1.00 1.00 HO Shear Values V fv 0.00 0.00 1.54 31.20 0.00 0.00 1.54 31.20 0.00 0.00 1.54 31.20 0.00 0.00 3.95 79.72 0.00 0.00 1.54 31.20 0.00 0.00 Fv 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 OHO 331.25 0.00 i".Z Description : header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 15.0 It 1 0.382 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.69 1,055.24 2760.00 3.35 67,59 30475 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.127 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.78 487.06 3840.00 1.54 31.20 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 D.00 0.00 0.00 0.00 Length =15.0 ft 1 0.127 0.074 1.60 1,000 1.00 1.00 1.00 1,00 1.00 6,78 487.06 3840.00 1.54 31.20 424.00 +D+0,750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.127 0,074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.78 487.06 3840.00 1.54 31.20 424.00 +D+0.750L+0.750S+0.450W+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0,275 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.69 1,056.24 3840.00 3.35 67.59 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 it 1 0,275 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.69 1,055.24 3840.00 3.35 67.59 424.00 +O.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 It 1 0.076 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.07 292,23 3840.00 0.93 18.72 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0076 0.044 1.60 1,000 1.00 1.00 1.00 1.00 1.00 4,07 292.23 3840.00 0.93 18.72 424.00 Load -j'De8 Location in Max. "+• Defl +D+S+H 1 0.3478 7.555 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Overall MINimum 2.813 2.813 +D+H 1.808 1.808 +D+L+H 1.808 1.808 +D+Lr+H 1.808 1.808 +D+S+H 4.621 4.621 +D+0.750Lr+0.750L+H 1.808 1.808 +D+0.7501-+0.750S+H 3.918 3.918 +D+0.60W+H 1.808 1,808 +D+0.70E+H 1.808 1.808 +D+0,750Lr+0.750L+0.450W+H 1.808 1.808 +D+0.750L+0.750S+0.450W+H 3.918 3.918 +D+0.750L+0.750S+0.5250E+H 3.918 3,918 +0.60D+0.60W+0.60H 1,085 1.085 +0.60D+0.70E+0.60H 1.085 1.085 D Only 1.808 1308 Lr Only L Only S Only 2.813 2.813 W Only E Only H Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400psi E:Modulus ofElasticity Load Combination iBC2O15 Fb- 1850psi Ebend-xx 18OOksi Fc -PrII 1650psi Eminbend -xx 95Oksi Wood Species : DF/DF Fc -Perp 650psi Ebend-yy 16OOksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 85Oksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Beam self weight calculate Uniform Load : D = 0.1 addM4o loads S = 0.3130 , Tributary Width =1.0 ft sximum rsenoing arress Kano = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 11.O ft Service loads entered. Load Factors will be applied for calculations, 0.4531 Maximum Shear Stress Ratio = 0.243 :1 5.5x9 Section used for this span 5.5x9 1,25O.89psi fv : Actual = 74.08 psi 2,76O.00psi Fv : Allowable = 304.75 psi +D+S+H Load Combination +D+S+H 5.500ft Location of maximum on span = 10.271 ft Span # 1 Span # where maxim occu(rs��=C�(�,[ �ppan # 1 0.172 in Ratio= 765>=240 �:3� "" LF I t"�3�(J 0.000 in Ratio= 0<240Z fl c o�l 0.282 in Ratio = 468>=180 �✓ 0.000 in Ratio = 0 <180 l5 (l04+2,�) = A - Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fib Fb _ v +D+H 0.00 0.00 Length =11.0 it 1 0,225 0.121 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.01 485.78 2160.00 0.95 +D+L+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 Length =11.0 it 1 0.202 0.109 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.01 485.78 2400.00 0.95 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length = 11.0 ft 1 0.162 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1,00 3,01 485.78 3000.00 0.95 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length = 11,0 ft 1 0.453 0.243 1.15 1.000 1.00 1.00 1.00 1.00 1,00 7.74 1,250.89 2760.00 2.44 40+0.750Lr4O.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length =11.0 it 1 0,162 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.01 485.78 3000.00 0.95 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 ME Shear Values fv Fv 0.00 0.00 28.77 238.50 0.00 0.00 28.77 265.00 0.00 0.00 28.77 331.25 0.00 0.00 74.08 304.75 0.00 0.00 28.77 331.25 0.00 0.00 NOt Description: header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length =11.0 ft 1 0.384 0,206 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6,56 1.059.61 2760.00 2.07 62.75 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =11.0 ft 1 0.127 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.01 485.78 3840.00 0.95 28.77 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.127 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1,00 3.01 485.78 3840.00 0.95 28.77 424.00 +D+075OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.127 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.01 485.78 3840.00 0.95 28.77 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Ho Length =11.0 ft 1 0.276 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.56 1,059.61 3840.00 2.07 62.75 4200 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.276 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.56 1,059.61 3840.00 2.07 62.75 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.076 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.80 291.47 3840.00 0.57 17.26 424.00 +0.60D+0.70E+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Ho 0.00 0.00 ,Length = 11.Oft 1 _. 0.076. 0,041 1.60 1.000 1.00 1.00 1.00 1.00 1,00 1.80 291.47 3840.00 0.57 17.26 424.00 Load Combination Max. "2 Defl Location in Max. W' +D+S+H 1 0.2819 5.540 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Overall MINimum 1.722 1.722 +D+H 1,093 1,093 +D+L+H 1.093 1.093 +D+Lr+H 1.093 1.093 +D+S+H 2.815 2.815 +D+0.750Lr+0.750L+H 1.093 1.093 +D+0.750L+0.750S+H 2.384 2.384 +D+0.60W+H 1.093 1.093 +D+070E+H 1.093 1,093 +D+0.750Lr-0.750L+0.450W+H 1.093 1.093 +D+0.750L+0.750S+0.450W+H 2,384 2.384 +D+0.750L+0.7508+0.5250E+H 2.384 2.384 +0.60D+0.60W+0.60H 0.656 0.656 +O.60D+0.70E+0.60H 0.656 0.656 D Only 1.093 1,093 Lr Only L Only S Only 1.722 1.722 W Only E Only H Only go Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875 psi E: Modulus of Elasticity Load Combination iBC2015 Fb- 875 psi Ebend-xx 1300ksi Fc -Prll 600psi Eminbend -xx 470ksi Wood Species :Douglas Fir- Larch Fc - Perp 625 psi Wood Grade No.2 Fv 170 psi Ft 425 psi Density 31.21 pof Beam Bracing :Completely Unbraced Span = 8.0 ft Beam self weight calculatedVadded to ` Uniform Load: D = 0.070, S = 0.1130 , Tributary Width =1.0 it loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.6521 Maximum Shear Stress Ratio = 0.171 :1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual = 656.25psi fv : Actual = 33.48 psi FB : Allowable = 1,006.25psi Fv: Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.000ft Location of maximum on span = 7.562ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.106 in Ratio = 908>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.177 in Ratio = 541 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M lb F'b V fv Fv +D+H 0.00 O.Oo 0.00 0.00 Length = 8.0 ft 1 0.337 0.088 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 787.50 0.27 13.52 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.303 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 875.00 0.27 13.52 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,242 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 1093.75 0.27 13.52 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 8 1 0.652 0.171 1.16 1.000 1.00 1.00 1.00 1.00 1.00 1.52 656.25 1006.25 0.68 33.48 195.50 +D+0.75OLr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,242 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 1093.75 0.27 13.52 212.50 +0+o750L+0750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Load Combination Segment Length Max Stress Ratios Span # M V Cd C Moment Values Shear Values Ci Cr Cm Ct CL M fb Fb V fv Fv Length = &0It 1 0.555 0.146 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.29 558.45 1006.25 0.57 28.49 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.189 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 1400.00 0.27 13.52 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.189 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 1400.00 0.27 13.52 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0It 1 0.189 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 265.04 1400.00 0.27 13.52 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0It 1 0.399 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 558.45 1400.00 0.57 28.49 27200 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.399 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 558.45 14002 0.57 28.49 272.00 +0.60NO.60W+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 10.00 Length = 8.0 It 1 0.114 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 159.03 1400.00 0.16 8.11 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0It 1 BIEN "No No low 0.114 0.030 1.60 1.000 1.00 1.00 1 1.00 1.00 1.00 0.37 159.03 1400.00 0.16 8.11 272.00 Load Combination we Span Max. "2 Dell Location in Span Load Combination Max. "+" Deg Location in Span +D+S+H 1 0.1773 4.029 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.452 0.452 +D+H 0.306 0.306 +D+L+H 0.306 0.306 +D+Lr+H 0.306 0.306 +D+S+H 0.758 0.758 +D+0750Lr+0750L+H 0.306 0.306 +D+0.750L+0.750S+H 0.645 0.645 +D+0.60W+H 0.306 0.306 +D+0.70E+H 0.306 0.306 +D+0.750Lr+0.750L+0.450W+H 0.306 0.306 +D+0.750L+0.750S+0.450W+H 0.645 0.645 +D+0.750L+0.750S+0.5250E+H 0.645 0.645 +0.60D+0.60W+0.60H 0.184 0.184 +0.60D+0.70E+0.60H 0.184 0.184 D Only 0.306 0.306 Lr Only L Only S Only 0.452 0.452 W Only E Only H Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination iBC2015 Fb- 850psi Ebend-xx 1300ksi Fc -Prll 1300psi Eminbend -xx 470ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling 525psi Density 26.84pcf Beam self weight calcbl ied and addWo load¢G Uniform Load: D = 0.180, L = 0,20, S = 0.20 , Tributary Width =1.0 ft Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Irvice loads entered. Load Factors will be applied for calculations. = 0.5031 Maximum Shear Stress Ratio = 0.386 :1 2-2x4 Section used for this span 2-2x4 = 737.69psi fv: Actual = 66.59 psi = 1,466.25psi Fv : Allowable = 172.50 psi +D+0.750L+0750S+H Load Combination +D+0.750L+0.7508+H = 1.250ft Location of maximum on span = 0.000ft = Span # 1 Span # where maximum occurs = Span # 1 0.013 in Ratio = 2364>=360 0.000 in Ratio = 0 <360 0.031 in Ratio = 981 >=180 0.000 in Ratio= 0<180 Load Combination Max Stress Ratios Segment Length Span # M v Cd C FN C i Cr C m C t C L Length =2.50 It 1 0,243 0.186 0.90 1,500 1.00 1.00 1.00 1,00 1.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.459 0.352 1.00 1.500 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0,175 0.134 1.25 1.500 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 2,60 it 1 0.399 0.306 1.15 1.500 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0750L+H 1.500 1.00 1.00 1.00 1.00 1.00 Length =2:50 It 1 0.319 0.245 1.25 1.500 1.00 1.00 1.00 1.00 1,00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 M fb Fib 0.06 0.14 278.51 1147.50 0.00 0.30 584.63 1275.00 0.00 0.14 278.51 1593.75 0.00 0.30 584.63 1466.25 0.00 0.26 508.10 1593.75 0.00 anear varues v fv Fv 0.00 0.00 0.00 0.18 25.14 135.00 0.00 0.00 0.00 0.37 52.77 150.00 0.00 0.00 0.00 0.18 25.14 187.50 0.00 0.00 0.00 0.37 52.77 172.50 0.00 0.00 0.00 0.32 45.86 187.50 0.00 0.00 0.00 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C, Cm C t C L M Po F'b V Po F'v Length = 2.50 it 1 0.503 0.386 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.38 737.69 1466.25 0.47 66.69 172.50 +0+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 It 1 0.137 0.105 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.14 278.51 2040.00 0.18 25.14 240.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 Ho 0.00 0.00 0.00 Length = 2.50 it 1 0.137 0.105 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.14 278.51 2040.00 0.18 25.14 240.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 it 1 0.249 0.191 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.26 508.10 2040.00 0.32 45.86 240.00 +D+0.750L+0.750S+0.450W+H 1,500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 it 1 0.362 0.277 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.38 737.69 2040.00 0.47 66.59 240.00 +D+0.750L+0.7505+0.5250E+H 1.500 1.00 1.00 U0 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 it 1 0.362 0.277 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.38 737.69 2040.00 047 66.59 240.00 +0.60D+O.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 it 1 0.082 0.063 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 167.10 2040.00 0.11 15.08 240.00 460D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.082 0.063 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 167.10 2040.00 0.11 15.08 240.00 Load Combination Span Max. "-" Deg Location in Span Load Combination Max. "+" De0 Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0306 1.259 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.250 0.250 +D+H 0.227 0.227 +D+L+H 0.477 0.477 +D+Lr+H 0.227 0.227 +D+S+H 0.477 0.477 +D+0.750Lr+0.750L+H 0.415 0.415 +W.750L+0.750S+H 0.602 0.602 +D+0.60W+H 0.227 0.227 +D+0.70E+H 0.227 0.227 +D+0.750Lr+0.750L+0.450W+H 0.415 0.415 +D+0.750L+0.7505+0.450W+H 0.602 0.602 +D+0.750L+0.750S+0.5250E+H 0.602 0.602 +0.600+0.60W+0.60H 0.136 0.136 +0.60D+0.70E+O.60H 0.136 0.136 D Only 0.227 0.227 Lr Only L Only 0.250 0.250 S Only 0.250 0.250 W Only E Only H Only no Description : header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400psi E: Modulus of Elasticity Load Combination iBC2015 Fb- 1850psi Ebend-xx 1800ksi Fc - Pill 1650psi Eminbend -xx 950ksi Wood Species : DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 266 psi Eminbend - yy 8501ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 t"W % Span = 16.50 ft Beam self weight calculate4ond addeWoads Uniform Load : D = 0.210, S = 0.360, Tributary Width =1.0 ft sximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.51a 1 Maximum Shear Stress Ratio = 0.274 : 1 5.5x13.5 Section used for this span 5.5x13.5 1,408.23psi fv:Actual = 83.40psi 2,760.00psi Fv: Allowable = 304.75 psi +D+S+H Load Combination +D+S+H 8.250ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs = Span # 1 0.289 in Ratio= 684>=240 0.000 in Ratio = 0 <240 0.476 in Ratio= 415>=180 0.000 in Ratio = 0 <180 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C in C +D+H Length =16.50 ft 1 0256 0.137 0.90 1.000 +D+L+H 1.000 Length =16.50 ft 1 0.230 0.124 1.00 1.000 +D+Lr+H 1.000 Length =16.50 ft 1 0.184 0.099 1.25 1.000 +D+S+H 1.000 Length =16.50 ft 1 0,510 0.274 1.15 1.000 +D+0.75OLr+0.750L+H 1.000 Length =16.50 ft 1 0.184 0.099 1.25 1.000 +D+0.750L+0750S+H 1.000 imomem vames C L M to Fb 0.00 1.00 1.00 1.00 1.00 1.00 7.69 552.67 2160.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 7.69 552.67 2400.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 10 1.00 1.00 1.00 7,69 552.67 3000.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 19.61 1,408.23 2760.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 7.69 552.67 3000.00 1.00 1.00 1.00 1.00 1.00 0.00 V fv 0.00 0.00 1.62 32.73 0.00 0.00 1.62 32.73 0.00 0.00 1.62 32.73 0.00 0.00 4.13 83.40 0.00 0.00 1.62 32.73 0.00 0.00 Fv 0.00 238.50 0.00 265.00 0.00 33125 HO 304.75 0.00 331.25 0.00 Description: header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C, C m C t C L M fb Pb V iv F'v Length = 16.50 ft 1 0.433 0.232 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.63 1,194.34 2760.00 3.50 70.73 304.75 -M.60W+H 1.000 1.00 1.00 1.00 1.00 U0 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.144 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.69 552.67 3840.00 1.62 32.73 424Z +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 It 1 0.144 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.69 552.67 3840.00 1,62 32.73 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50ft 1 0.144 0,077 1.60 1,000 1.00 1.00 1.00 1.00 1.00 7.69 552.67 3840.00 1.62 32.73 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 OA0 Length = 16.50 ft 1 0,311 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.63 1,194.34 3840.00 3.50 70.73 424.00 +D+0750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 It 1 0,311 0.167 1.60 1.000 1.00 1.00 1,00 1.00 1,00 16,63 1,194.34 3840.00 3.50 70.73 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50It 1 0.086 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.62 331.60 3840,00 0.97 19.64 424.00 46013+0.70E4601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16 50 ft 1 0.086 0.046 1.60 1,000 1.00 1.00 1.00 1.00 1.00 4.62 331.60 3840.00 0.97 19.64 424.00 Luau �omumauon span Max.'-" Deft Location in Span Load Combination Max. "+^ Deft Location in Span +D+S+H 1 0.4761 8.310 0.0000 OA00 Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 2.888 1.865 1,865 1.865 4.753 1,865 4.031 1.865 1.865 1.865 4.031 4.031 1.119 1.119 1.865 2.888 Support notation : Far left is #1 Values in KIPS 2.888 1.865 1,865 1.865 4.753 1.865 4.031 1,865 1.865 1.865 4.031 4.031 1.119 1.119 1.865 2,888 ME Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Analysis Method: Allowable Stress Design Fb+ 2400psi E: Modulus of Elasticity Load Combination I BC 2015 Fb- 1850psi Ebend-xx 1800ksi Fc -Pdl 1650psi Eminbend -xx 950ksi Wood Species :DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 19,22 Beam self weight calculat#and adc to loads Uniform Load : D = 0.30, L = O. o S = 0.3750 , dbutary Width =1.0 ft Maximum Bending Stress Ratio = ...... ..... . 0.576 1 Section used for this span 5.5x10.5 fb:Actual = 1,589.65psi FB: Allowable = 2,760.00psi Load Combination +D+0750L+0750S+H Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.328 :1 5.5x10.5 = 99.84 psi = 304.75 psi +D+0.750L+0.750S+H = 0.000 ft = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.184 in Ratio = 781 >=360 .. Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.365 in Ratio = 394>=180 Max Upward Total Deflection 0,000 in Ratio = 0 <180 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.309 0.176 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.63 667.94 2160.00 1.62 41.95 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.456 0.260 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.23 1,095.40 2400.00 2.65 68.80 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.223 0,127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.63 667.94 3000.00 1.62 41.95 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =12.0 ft 1 0.532 0.303 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.38 1,469.42 2760.00 3.55 92.29 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.330 0.187 1.25 1.000 1.00 1.00 1.00 1,00 1.00 8.33 988.53 3000.00 2.39 62.08 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ram Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fib Fb V Po Pv Length =12.0 ft 1 0.576 0.328 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.39 1,589.65 2760.00 3.84 99.84 304.75 +D+O.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0ft 1 0.174 0.099 1,60 1M00 1.00 1.00 1.00 1.00 1.00 5,63 667.94 3840.00 1.62 41.95 424.00 aD+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.174 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5,63 667.94 3840.00 1.62 41.95 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =12.0 ft 1 0.257 0,146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.33 988.53 3840.00 2.39 62.08 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Ho 0,00 0.00 0.00 Length =12.0ft 1 0.414 0.235 1.60 1.000 1.00 1.00 1.00 1.00 U0 13.39 1,589.65 3840.00 3.84 99.84 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =12.0 R 1 0.414 0.235 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13,39 1,589.65 3840.00 3.84 99.84 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.104 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 400.76 3840.00 0.97 25.17 424.00 +0.6013+0.70E4601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Ho Length =12.0 ft 1 0.104 0.059 1.60 1,000 1.00 1.00 1.00 1.00 1.00 3.38 400,76 3840.00 0.97 25.17 424.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.3655 6.044 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Overall MINimum 2.250 2.250 +D+H 1.875 1.875 +D+L+H 3.075 3.075 +D+Lr+H 1.875 1.875 +D+S+H 4.125 4.125 +D+0.750Lr+0.750L+H 2.775 2.775 +D+0.750L+0.750S+H 4.463 4.463 +D+0.60W+H 1.875 1.875 +0+0.70E+H 1.875 1,875 +D+0.750Lr+0.750L+0.450W+H 2.775 2.775 +D+0.750L+0.7508+0.450W+H 4.463 4.463 +D+0.750L+0.750S+0.5250E+H 4,463 4.463 +0.60D+0.60W+0.60H 1.125 1.125 +0.60D+0.70E+0.60H 1.125 1.125 D Only 1.875 1.875 Lr Only L Only 1.200 1,200 S Only 2.250 2.250 W Only E Only H Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination iBC2015 Fb- 850psi Ebend-xx 1300ksi Fc -Prll 1300psi Eminbend -xx 470ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 525psi Density 26.84pcf Span = 3. -flt Beam self weight calcul*and addZWjo loads Uniform Load: D = 0.470, L = 0.360, S = 0. 630 , Tributary Width =1.0 ft aximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Pered. Load Factors will be applied for calculations. 0.6501 Maximum Shear Stress Ratio 2-2x8 Section used for this span 763.00psi fv : Actual 1,173.00psi Fv: Allowable +D+0.750L+0.750S+H Load Combination 1.750ft Location of maximum on span Span # 1 Span # where maximum occurs 0.013in Ratio= 3308>=360 0.000 in Ratio = 0 <360 0.030 in Ratio = 1403>=240 0.000 in Ratio = 0 <240 Load Combination Segment Length Span# Max Stress Ratios M V Cd CFIV C1 Cr Cm Ct CL Moment Values M fib +D+H Length = 3.50 ft 1 0.361 0.278 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.73 331.44 +D+L+H 1.200 12 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.572 0.441 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.28 583.14 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 Length =3.50 ft 1 0.260 0.200 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0,73 331.44 +D+S+H 1.200 1.00 1,00 1.00 1.00 1.00 Length = 3.50 ft 1 0.559 0.431 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1,43 655.16 +D+0,750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 Length =3.508 1 0.408 0.315 1.25 1.200 1.00 1.00 1,00 1.00 1.00 1.14 520.22 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.502 : 1 2-2x8 = 86.52 psi 172.50 psi +D+0.750L+0.750S+H 2.900 ft = Span # 1 Pb V fv Fv 0.00 0.00 0.00 0.00 918.00 0.54 37.59 135.00 0.00 0.00 0.00 0.00 1020,00 0.96 66.13 150.00 0.00 0.00 0.00 0.00 1275.00 0.54 37.59 187,50 0.00 0.00 0.00 0.00 1173.00 1.08 74.29 172.50 0.00 0.00 0.00 0.00 1275.00 0.86 58.99 187.50 0.00 0.00 0.00 0.00 im Description : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C t C L M ib F'b V tv Length = 3.50 It 1 0.550 0.502 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.67 763.00 1173.00 1,25 86.52 F'v 172.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 If 1 0.203 0.157 1,60 1.200 1.00 1.00 1.00 1.00 1.00 0.73 331.44 1632.00 0.54 37.59 240.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1,00 1.00 Ho 0.00 0.00 0.00 Length = 3.50 ft 1 0.203 0,157 1.60 1.200 1.00 1.00 1,00 1.00 1.00 0,73 331.44 1632.00 0.54 37.59 240.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.319 0.246 1.60 1,200 1.00 1.00 1.00 1.00 1,00 1.14 520.22 1632.00 0.86 58.99 240.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1,00 1.00 -0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.468 0.361 1.60 1.200 1.00 1,00 1.00 1.00 1.00 1.67 763.00 1632.00 1.25 86.52 240.00 +D+0.750L+0.7508+0.5250E+H 1.200 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 3.50 ft 1 0.468 0.361 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.67 763.00 1632,00 1.25 86.52 240.00 +0.60D+0.60W+0.60H 1.200 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0,00 0.00 Length = 3.50 It 1 0.122 0.094 1,60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 198.87 1632.00 0.33 22.55 240.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.122 0.094 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 198.87 1632.00 0.33 22.55 240.00 Max. '2 Deg Max. "+° Defl --_.._..... _,_.. +D+0.750L+0.7505+0.5250E+}1 1 0.0299 1.763 0.0000 0.000 Load Combination Uveren mwumum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.810 0,830 1.460 0.830 1.640 1.302 1.910 0.830 0.830 1.302 1.910 1.910 0.498 0,498 0.830 0.630 0.810 uomomauon Support notation : Far left is #1 Values in KIPS 0.810 0.830 1,460 0.830 1.640 1,302 1.910 0.830 0.830 1.302 1.910 1.910 0.498 0.498 0.830 0.630 0.810 104 Q-C).K. Calculations per NDS 2015, IBC 2016, CHIC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination iBC2015 Fb- 850psi Ebend-xx 1300ksi Fc -Prll 1300psi Eminbend -xx 470ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Beam Bracing : Beam is Fully Braced against lateral -torsional Ft buckling 525psi Density 26.84pcf Beam self weight calcu*d and Uniform Load: D = 0.370, L Span = 3.50 ft � vw� (p/a„t �� loads 'Width = 0.3 Tributary =1.0 It aximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Factors will be = 0.8301 Maximum Shear Stress Ratio 2-2x6 Section used for this span = 1,054.60psi fv:Actual = 1,270.75psi Fv: Allowable +D+0.750L+0.750S+H Load Combination = 1.750ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.023 in Ratio = 1857>=360 0.000 in Ratio = 0 <360 0.055 in Ratio = 770>=240 0.000 in Ratio = 0 <240 Load Combination Max Stress Ratios Moment Va Segment Length Span # M V C d C FN Cl Cr CM C t C L M fib f--I-AM.;-- 0.596 : 1 2-2x6 102.82 psi 172.50 psi +D+0.750L+0.750S+H 3.053 ft = Span # 1 Length = 3.50 ft 1 0.456 0.327 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.57 453.24 0.00 994.50 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length =3.50ft 1 0.806 0.579 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1,12 890.60 1105.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.p0 0.00 Length = 3.50 ft 1 0.328 0.236 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.57 453.24 138125 +D+S+H 1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 3.50 It 1 0.643 0,462 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.03 817.70 1270.75 +0+0.750Lr+0.750L+H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 Length = 3.50 ft 1 0.566 0.406 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 781.26 1381.25 +0+0.750L+0.750S+H 1.300 1.00 1.00 1,00 1.00 1.00 0,00 Shear Values V fv Fv o.o0 0.00 0.00 0.49 44.19 135.00 0.00 0.00 0.00 0.96 86.83 150.00 0.00 0.00 0.00 0.49 44.19. 187.50 0.00 0.00 0.00 0.88 79.72 172.50 0.00 0.00 0.00 0.84 76.17 187.50 0.00 0.00 0.00 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C C i Cr C C C M FN m t L fb Fb V f f v Length = 3.50 ft 1 0.830 0.596 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.33 1,054.60 1270.75 1.13 102.82 172.50 +D+0.60W+H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.50ft 1 0.256 0,184 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.57 453.24 1768.00 0.49 44.19 240.00 +D+0.70E+H 1.300 1,00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length = 3.50 it 1 0.256 0.184 1.60 1.300 1.00 1.00 1,00 1.00 1,00 0.57 453.24 1768.00 0.49 44.19 240,00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 3.50 it 1 .0.442 0.317 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,98 781.26 1768.00 0.84 76.17 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 it 1 0.596 0.428 1.60 1,300 1.00 1.00 1.00 1.00 1.00 1.33 1,054.60 1768.00 1.13 102.82 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.596 0.428 1.60 1,300 1.00 1.00 1.00 1.00 1.00 1,33 1,054.60 1768,00 1.13 102.82 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 it 1 0.154 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 271.94 1768.00 0.29 26.51 240.00 +0.60D+0.70E+0.60H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 q 0.154 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,34 271.94 1768.00 0.29 26.51 240.00 Load Combmauun Span Max. .. Oeti Location in Span Load Combination Max. W' Deft Location in Span +D+0750L+0.7505+0.5250E+H 1 0.0545 1.763 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 1.519 1.519 Overall MINimum 0.525 0.525 +D+H. 0.653 0.653 +D+L+H 1.283 1283 +D+Lr+H 0.653 0.653 +D+S+H 1.178 1.178 +D+0.750Lr+0.750L+H 1.125 1.125 +D+0.750L+0.750S+H 1,519 1,519 +D+0.60W+H 0.653 0.653 +D+0.70E+H 0.653 0,653 +D+0.750Lr+0.750L+0.450W+H 1.125 1.125 +D+0.750L+0.750S+0.450W+H 1.519 1.519 +D+0.750L+0.750S+0.5250E+H 1,619 1.519 +0.60D+0.60W+0.60H 0.392 0.392 +0.60D+0.70E+0.60H 0.392 0.392 D Only 0,653 0.653 Lr Only L Only 0,630 0.630 S Only 0.525 0.525 W Only E Only H Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 850psi Ebend-xx 1300ksi Fc -Prll 1300psi Eminbend -xx 470ksi Wood Species :Hem Fir Fc -Perp 405psi Wood Grade : No.2 Fv 150 psi Beam Bracing ......_ Ft Beam is Fully Braced against lateral -torsional buckling ............... ......... 525.psi Density 26.84pof Repetitive Member Stress Increase Uniform Load: D = L = 0,05330 , Tributary Width =1.0 ft aximum Bending Stress Ratio Section used for this span Po : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max: Segment Length Span# M Span =10.0ft Service loads entered. Load Factors will be applied for calculations. = 0.6741 Maximum Shear Stress Ratio = 0.281 : 1 2x8 Section used for this span 2x8 = 791.06psi fv : Actual = 42.21 psi _. 1,173.00psi Fv: Allowable = 150.00psi +D+L+H Load Combination +D+L+H = 5.000ft Location of maximum on span = 0.000ft = Span # 1 Span # where maximum occurs = Span # 1 0.195 in Ratio = 616>=360 - 0.000 in Ratio= 0<360 0.253 in Ratio = 473>=180 0.000 in Ratio = 0 <180 V Cd CFN CI Cr Cm C Length = 10.0 It 1.200 1.00 1.15 1.00 1.00 +D+L+H 1.200 1.00 1.15 1.00 1.00 Length =10.0 ft 1.200 1.00 1.15 1.00 1.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 Length =10.0 ft 1.200 1.00 1.15 1.00 1.00 +D'�S+H 1.200 1.00 1.15 1.00 1.00 Length =10.0 ft 1.200 1.00 1.15 1.00 1,00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 Length =10.0 it 1 1.200 1.00 1.15 1.00 1.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 1.00 1.00 Length =10.0 ft 1 1200 1.00 1.15 1.00 1.00 1 1 1 1 0.173 0.072 0.90 0.674 0.281 1.00 0.125 0.135 0.052 1.25 0.056 1.15 0.436 0.762 1.25 0.474 0.198 1.15 CL M..._. ..... �.,..... Fb 0.00 1.00 0.20 182.64 1055.70 1.00 0.00 1.00 0.87 791.06 1173.00 1.00 0.00 1.00 0,20 182.64 1466.25 1.00 0.00 1.00 0.20 182.64 1348.95 1.00 0.00 1.00 0.70 638.95 1466.25 1.00 0.00 1.00 0.70 638.95 1348.95 V 1v Fv 0.00 0.00 0.00 0.07 9.75 135.00 0.00 0.00 0.00 0.31 42.21 150.00 0.00 0.00 0.00 0.07 9.75 187.50 0.00 0.00 0.00 0.07 9.75 172.50 0.00 0.00 0.00 0.25 34.10 187.50 0.00 0.00 0.00 0.25 34.10 172.50 al Description : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb. F'b V fv F'v +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 - 0.097 0.041 1.60 1.200 1.00 1.15 1.00 1.00 1,00 0.20 182.64 1876.80 0.07 9.75 240.00 +D+0.750Lr+0.450W+H 1.200 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.097 0.041 1.60 1,200 1.00 1.15 1.00 1.00 1.00 0.20 182.64 1876.80 0.07 9.75 240.00 +D+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0,097 0.041 1.60 1,200 1.00 1.15 1.00 1.00 1.00 0.20 182.64 1876.80 0.07 9.75 240.00 +0.60D+0.60W+0.60H , 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 It 1 0,058 0,024 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.12 109.58 1876.80 0.04 5.85 240.00 +D+0.70E+0,60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.097 0.041 1.60 1.200 1.00 1.15 1.00 1,00 1.00 0.20 182.64 1876.80 0.07 9.75 240.00 +D+0.750L+0750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.340 0.142 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.70 638.95 1876.80 0.25 34.10 240.00 +0.60D+070E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.058 0.024 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.12 109.58 1876.80 0.04 5.85 240.00 Load Combination Span Max, "-" Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.2533 5.036 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Overall MINimum 0.267 0.267 +D+H 0.080 0.080 +D+L+H 0.347 0.347 +D+Lr+H 0.080 0.080 +D+S+H 0,080 0.080 +D+0.750Lr+0.750L+H 0.280 0.280 +D+0.750L+0.750S+H 0.280 0.280 +D+0.60W+H 0.080 0.080 +D+0.750Lr+0.450W+H 0.080 0.080 +D+0.750S+0.450W+H 0.080 0.080 +0.60D+0.60W+0.60H 0.048 0.048 +D+0.70E+43.60H 0.080 0.080 +D+0.750L+0.750S+0.5250E+H 0.280 0.280 +0.60D+0.70E+H 0.048 0.048 D Only U80 0.080 Lr Only L Only 0.267 0.267 S Only W Only E Only H Only Description: ROOF (GARAGE ) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-16 Load Combination Set: IBC 2015 Material Properties Analysis Method: Load Resistance Factor D Fb + 900 psi E: Modulus of Elasticity Load Combination 1BC2015 Fb- 900psi Ebend-xx 1600ksi Fc -Prll 1350psi Eminbend -xx 580ksi Wood Species :Douglas Fir- Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pof Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase f Uniform Load : D = 0.030, S = 0.050, Tributary Width =1.0 it aximum Bending Stress Ratio = 0.68a 1 Section used for this span 2x6 Po : Actual = 2,300.83psi FB : Allowable 3,342.22psi Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span = 5.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios Segment Length Span# M V a. CFN +1.40D+1.60H Length =10.0 8 1 0.318 0.100 0.90 1.30C +1.20p+0.5OLr+1.60L+1.60H 1.30C Length =10.0 it 1 0.197 0.061 1.25 1.30C +120D+1.60L+0.50S+1.60H 1.30( Length =10.0 it 1 0.362 0,113 1.15 1.30C +1.20D+1.60Lr+0.50L+1.60H 1.30C Length =10.0 ft 1 0.197 0,061 1.25 1.30C +1.20D+1.6OLr+0.50W+1.60H 1.30C Length = 10.0 it 1 0.154 0.048 1.60 1.30C +1.20D+0.50L+1.60S+1.60H 1.30C Length =10.0 ft 1 0.688 0.215 1.15 1.300 pan=10.0 Service loads entered. Load Factors will be applied for calculations. num Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.340 in Ratio= 352>=240 0.000 in Ratio = 0 <240 0.544 in Ratio= 220>=180 0.000in Ratio= 0<180 0.215 : 1 2x6 = 96.22 psi = 447.12 psi +1.20D+0.50L+1.60S+1.60H = 0.000 ft = Span # 1 C i C r C m C t C L Mu Moment Values fb Fb Shear Values Vu fv Fv 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.53 833.06 2615.65 0.19 34.84 349.92 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.45 714.05 3632.85 0.16 29.86 486.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 OZ 1.00 1,15 1.00 1.00 1.00 0.76 1,209.92 3342.22 0.28 50.60 447.12 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.45 714.05 3632.85 0.16 29.86 486.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.45 714.05 4650.05 0.16 29.86 622.08 1.00 1.15 1.00 1.00 1.00 OAO 0.00 HO 0.00 1.00 1.15 1.00 1.00 1.00 1.45 2,300.83 3342.22 0.53 96.22 447.12 im Description : ROOF (GARAGE ) Load Combination Max Stress Ratios Segment Length Span # M V C FN C! Cr Cm C t C L +1.20D+1.605+0.50W+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 Length =10.0 It 1 0.495 0.155 1.60 1.300 1.00 1.15 1,00 1.00 1.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 Length =10.0 It 1 0.154 0.048 1.60 1.300 ' 1.00 1.15 1.00 1.00 1.00 +120D+0.50L+0.50S+W+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 10.0 it 1 0.260 0.081 1.60 1.300 1.00 1.15 1.00 1.00 1.00 +1.20D+0.50L+070S+E+1.60H 1.300 1.00 1.15 1,00 1.00 1.00 Length =10.0 It 1 0.303 0.095 1.60 1.300 1.00 1.15 1.00 1,00 1.00 +0.90D+W+0,90H 1.300 1.00 1,15 1.00 1.00 1.00 Length =10.0 It 1 0.115 0.036 1.60 1.300 1.00 1.15 1,00 1.00 1.00 +0.90D+E+0.90H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 10.0 It 1 0.115 0.036 1.60 1.300 1.00 1.15 1,00 1.00 1.00 Moment Values Shear Values fb Fib Vu fv Fv 0.00 0.00 0.00 0.00 1.45 2.300.83 4650.05 0.53 96.22 622.08 0.00 0.00 0.00 0.00 0.45 714.05 4650.05 0.16 29.86 622.08 0.00 0.00 0.00 Ho 0.76 1,209.92 4650.06 0.28 50.60 622.08 0.00 0.00 0.00 0.00 0.89 1,408.26 4660.05 0.32 58.89 622.08 0.00 0.00 0.00 0.00 0.34 535.54 4650.05 0.12 22.40 622.08 0.00 0.00 0.00 0.00 0.34 535.54 4650.05 0.12 22.40 622.08 Load Combination Span Max. - De8 Location in Span Load Combination Max. W Dell Location in Span +D+S+H 1 0.5441 5.036 0.0000 0.000 Load Comlbin!oSupport notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.250 0.250 +0"9 0.150 0.150 +D+L+H 0.150 0,150 +D+Lr+H 0.150 0.150 +D+S+H 0.400 0.400 +D+0.750Lr+0.750L+H 0.150 0.150 +D+0750L+0750S+H 0.338 0.338 +D+0.60W+H 0,150 0.150 +D+0.70E+H 0.150 0.150 +D+0.750Lr+0.750L+0.450W+H 0.150 0.150 +D+0.750L+0.7505+0.450W+H 0.338 0.338 +D+0.750L+0.750S+0.5250E+H 0.338 0.338 +0.600+0.60W+O.60H 0.090 0,090 +0.600+0.70E+0.601-1 0.090 0.090 D Only 0.150 0.150 Lr Only L Only S Only 0.250 0.250 W Only E Only H Only I �II I i I• 1 I I I I ------------------------------- I � , . I I III I j� TJI91 bO I I I I I I I � I I � I I I I ! I I I i f 1I� I I I I li I ' I I I I o I................... ----- ----. :............. ..... — — — I I 1 I I � N I I � I I I i I i I ---- ; - - - I JJ •i .. ..... :.................................................. © OMITTHISPOST AT BEAM LINE OK? SLAB ON GRADE ...... ......... I i I I I I i I I 1 I j I I i I I I I I I I I i I I i ' ' _ t I ---- 7--j--- i I l i i I I I was MEMBER REPORT Level, Floor: Joist 1 pilece(s) 11 7/8" TJI@ 110 @ 16" OC Overall Length:1 S' 75' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 507 @ 2 1/2" MEMO 1041 (2.25") Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Shear(lbs) 494 @ 3 1/2" 1560 Passed (32%) 1.00 1.0 D + 1.0 L(AII Spans) Moment (Ft-Ibs) 1801 @ 7' 5" 3160 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.179 @ 7' 5" 0.360 Passed (L/965) -- 1.0 D + 1.0 L (All Spans) Total Load DeO. (in) 0.233 @ 7' 5" 0.721 Passed (L/742) -- 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 44 40 Passed -- • Deflection criteria: LL (L/480) and TL (L/240) • Top Edge Bracing (Lu): Top compression edge must be braced at V 2" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom Compression edge must be braced at 14' 10" o/c based on loads applied, unless tlebiled otherwise. • A structural analysis of the deck has net been performed. • Defection analysis is based on comps die action with a single layer of decking_2332Edge that Is giuedAndNallednown. • Additional considerations for the TJ-Pro"' Rating Include: None. f - S[ud wall - HI 3.50 2.25" IJ5" 119 396 515 3 1/4" Rts im Boa 2 -Beam - DF 5.50" 4.25' 1.75" 121 404 525 11/4" RE Board NMI - Unifonn (PSF) 0 to 15' 16" 12.0 40.0 1 Default Lead PASSED System : Fee, Member Type; Joist Building Use : Residential Building Cade : IBC 2015 Design Methodology; Aso Veyemaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design cmeda and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is esponsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Product; manufactured at Veyerhaeuser facilities are Nlyd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports SR-1153 and ESR-138J nd/or tested In accordance wit applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product IlteraWre and installation detalis refer to rcaw.w rhaeuser.com/woodproducts/dowment-library. he product application, Input design leads, dimensions and support information have been provided by ForteVVEB Software Operator PorteWES Saftware Operator Job Notes dong shin D.S. Engineering PC (425)338-4776 shin�donOhobnall.com 2/16/2020 9:01:07 AM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 wemlraeusar File Name: Edmonds Page 1 / 1 � wsa e MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" T3I@ 210 @ 16" OC is, All locations are measured from the outside fare of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (lbs) 617 @ 4 1/2" 1460 (3.50") Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Shear(Ibs) 592 @ 5 1/2" 1655 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) - 2S79 @ 9' 3795 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.310 @ 9' 0.431 Passed (L/668) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.403 @ 9' 0.863 Passed (L/514) -- 1.0 D + 1.0 L (All Spans) TJ-Pro"' Rating 42 40 Passed -- RUNF, PSF) - 0 to IB' 16" 12.0 40.0 Default Load PASSED 0 System : floor Member Type : lolst Building Use: Residential Building Code: IBC 2015 Design Methodology: Aso warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warmaties software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is assure that this calculation is compatible with the overall project. Aaessones (Rim Board, Blacking Panels and Squash Blade:) are not designed by this software. Products manufactured at faclliBes are third -party mitred to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports E511-1153 and ESR-13V In accordance with applicable ASTM standards. For wrrent code evaluation reports, Weyerhaeuser product literature and installation detzlls refer to ieusencom/woodproducts/document-library. ppllotion, Input design loads, dimensions and support information have been provided by For mWEB Software Operator FOMWES software ommetar Sob Notes dong shin D.S. Engineering PC (425)33B-4776 shlo,don@honnall.com 2/16/2020 9:11:08 AM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Wayemaseser File Name: Edmonds Page 1 / i w Description : @ grid I" Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc = fr= fc112 " 7.50 W Density X LtWt Factor Elastic Modulus = fy - Main Reber = E - Main Reber = 3.0 ksi 410.792 psi 145.0 pcf 1.0 $ Phi Values H Flexure : 0.90 Shear: 0.750 0.850 3,122.0ksi Fy- Stirrups 40.0ksi 60.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Tap, from 0.0 to 10.0 ft in this span Span #2 Reinforcing.... 245 at 3,50 in from Bottom, from 0.0 to 10.0 It in this span 245 at 3.50 in from Top, from 0.0 to 10.0 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 It in this span Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.160, L = 0.550, S = 0.390 k/fl, Tributary Width =1.0It Load for Span Number 2 Uniform Load: D = 0,160, L = 0.550, S = 0.390 k/ft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.160, L = 0.550, S = 0.390 k/ft, Tributary Width =1.0 ft Section used for this span Mu: Applied Mn' Phi: Allowable Location of maximum on span Span # where maximum occurs Typical Section Max Downward Transient Deflection -14.990 k-ft Max Upward Transient Deflection 36.697 k-ft Max Downward Total Deflection 0.005 in Ratio = 23533 0.000 in Ratio = 0 0.010 in Ratio = 12229 0.000 in Ratio = 0 Supp Cation :far leftdkl^ oad Combination Support Support Support3 Support4 Overall MAXimum - 4.233 .fi42 11.642 .233 Description; @grid Supportnotation : Far left is #1 .oad Combination Supports Support2 Support3 Support4 Overall MlNimum 0.848 2.332 2.332 0.848 +D+H 1.413 3.887 3.887 1.413 +D+L+H 3.613 9.937 9.937 3.613 +D+Lr+H 1.413 3.887 3.887 1.413 +D+S+H 2.973 8.177 8.177 2.973 +D+0.750Lr+0.750L+H 3.063 8.424 8.424 3.063 +O+0.750L+0.750S+H 4.233 11.642 11,642 4.233 +D+0.60W+H 1.413 3.887 3.887 1,413 +D+0.70E+H 1.413 3.887 3,887 1.413 +D+0.750Lr+0.750L+0.450W+H 3.063 8.424 8.424 3.063 +D+0.750L+0.7505+0.450W+H 4.233 11.642 11.642 4.233 +D+0.750L+0.750S+0.5250E+H 4.233 11.642 11.642 4.233 +0.60D+0.60W+0.60H 0,848 2.332 2.332 0.848 +0.60D+0.70E+0.60H 0.848 2.332 2.332 0.848 D Only 1.413 3.887 3,887 1.413 Lr Only L Only 2.200 6,050 6.050 2.200 S Only 1.560 4.290 4.290 1.560 W Only E Only H Only Between 8.33 to 10.60 ft, PhiVG2 < Vu <= PhiVc, Reqd Vs =Min 9.6.3.1, use #3 stirups spaced at 6.000 in Between 10.87 to 19,13 it, Vu < PhiVG2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0,000 in Between 19.20 to 21.67 it, PhiVG2 < Vu <= PhiVc, Reqd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6,000 in Between 21,73 to 29.93 ft, Vu < PhiVG2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Segment Span # along Beam Mu: Max Phi+Mnx Stress Ratio MAXimum BENDING Envelope Span # i Span # 2 1 10.000 -14.39 36.70 0.39 Span # 3 2 10.000 -14.99 36.70 0.41 +1.40D+1.60H 3 10.000 -14.99 36.70 0.41 Span # 1 Span # 2 1 10.000 -4.75 36.70 0.13 Span # 3 2 3 10.000 10,000 -4.95 4.95 36.70 36.70 0.13 0.13 +1.20D+0.50Lr+1.60L+1.60H Span # 1 Span # 2 1 10.000 -12.52 36.70 0.34 Span # 3 2 10.000 -13.04 36.70 0.36 +1.20D+1.60L+0.505+1.60H 3 10.000 -13.04 36.70 0.36 Span # 1 Span #2 1 10.000 -14,39 36.70 0.39 Span # 3 2 10.000 -14.99 36.70 0.41 +1.20D+1.60Lr+0.50L+1,60H 3 10.000 -14.99 36.70 0.41 Span #1 Span #2 1 10.000 -6.71 36.70 0.18 Span # 3 2 3 10,000 10.000 -6,99 -6.99 36.70 36.70 0.19 0.19 +1.20D+1.60Lr+0.50W+1.60H Span # 1 Span #2 1 10.000 4.07 - 36.70 0.11 Span # 3 2 3 10.000 10.000 -4.24 -4.24 36.70 36.70 0.12 0.12 +1.20D+0.50L+1.605+1.60H Span #1 Span # 2 1 10.000 -12.70 36.70 0.35 Span # 3 2 3 10.000 -13.23 36.70 0.36 +1.20D+1.605+0.50W+1.60H 10.000 -13.23 36.70 0.36 Span # 1 Span #2 1 10.000 -10.06 36.70 0.27 Span #3 2 3 10.000 10.000 -10.48 -10.48 36.70 36.70 0.29 0.29 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 10.000 -6.71 36.70 0.18 uescripuon : Load Combination Segment +1.20D+0.50L+0,50S+py+1.60F Span # 1 Span # 2 Span # 3 +1.20D+0.50L+0.70S+E+1.60H Span # 1 Span # 2 Span # 3 +0.90D+W+0,90H Span # 1 Span # 2 Span # 3 +0.90D+E+0.90H Span # 1 Span # 2 Span # 3 Location (ft) Bending Stress Results ( k-ft ) Span # along Beam Mu: Max Phi"Mnx Stress Ratio c IU.UUV -8.99 36.70 0.19 3 10.000 -6.99 36.70 019 1 10.000 -8.58 36.70 0.23 2 10.000 -8.94 36.70 0.24 3 10.000 -8.94 36.70 0.24 1 10.000 -9,33 36.70 0.25 2 10.000 -9.72 36.70 0.26 3 10.000 -9.72 36.70 0.26 1 10.000 -3.05 36,70 0.08 2 10.000 -3.18 36.70 0.09 3 10.000 -3,18 36.70 0.09 1 10.000 -3.05 36.70 0.08 2 10.000 -3.18 36.70 0.09 3 10.000 -3.18 36.70 0.09 Dad Combination Span Max. "-^ Deg (in) Location in Span (ft) Load Combination Max. "+^ Deb (in) Location in Span (ft) +D+0.750L+0.750S+0.5250E+H 1 0.0098 4.600 +p+0.750L+0.7505+0.5250E+H -0.0002 10.200 +D+0.750L+0.750S+0.5250E+H 2 O.0007 5.000 +D+0.750L+0.750S+0.5250E+H -0.0006 1.000 +D+.750L+0.750S+0,5250E+H 3 0,0098 5.400 0.0000 1.000 t: Description : Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc = fr=forZ*7.50 yr Density 2� LtWt Factor Elastic Modulus = fy - Main Reber = E - Main Reber = 3.0 ksi 410.792 psi 145.0 pcf 1.0 6 Phi Values a Flexure: 0.90 Shear: 0.750 0.850 3,122.0ksi Fy- Stirrups 40.0ksi 60.0 ksi E - Stirrups = 29,000.0 ksi 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 i.ovrz �.norz tO.Oft 10.Oft 10Aft 7.50 ft 7.50ft Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 24.5 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7,50 ft in this span Span #2 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 ft in this span Span #4 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 It in this span Span #5 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 ft in this span Span #6 Reinforcing.... 245 at 3,50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span Span #7 Reinforcing.... 245 at 3,50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span WIMMOMISIONNIMMEN Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.570, L = 0.340, S = 0.3250 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.570, L = 0.340, S = 0,3250 k/ t, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load: D = 0,140, L = 0.460 k/ft, Tributary Width =1.0 ft Load for Span Number 4 Uniform Load : D = 0.140, L = 0.460 klft, Tributary Width =1.0 ft Load for Span Number 5 11-18 Description WINNIMOMEMIKEEMM Service loads entered. Load Factors will be applied for calculations Uniform Load: D = 0.140, L = 0.460 klft, Tributary Width =1.0It Load for Span Number 6 Uniform Load: D = 0.570, L = 0.340, S = 0,3250 k/ft, Tributary Width =1.0 it Load for Span Number 7 Uniform Load : D = 0.570, L = 0.340, S = 0.3250 klit, Tributary Width =1.0 ft Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio = 52419 Mu: Applied -9.853 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 Mn' Phi: Allowable 36.697 k-ft Max Downward Total Deflection 0.003 in Ratio = 26011 Location of maximum on span 0.000 ItMax Upward Total Deflection 0.000 in Ratio= 0 Span # where maximum occurs Span # 2 T `� #1.1. r...- NNAINNOWNEMAHMMEMEM .......... .....__ ..... .........-.- ._ . Support notation Far left is#1 .W,, ........ `�C';7i•"'� ouppuR i auppone supports Suppon4 Supports Support Support7 Support8 Overall MAXimum 3.730 10.751 7.908 8.044 8.044 7.906 10.751 3.730 Overall MINimum 0,932 2.629 1.072 -0.066 -0.066 1.072 2.629 0.932 +D+H 2.244 6.576 4.311 3,319 3.319 4.311 6.576 2.244 +D+L+4-1 3.293 9.205 7.908 8.044 8.044 7.908 9.205 3.293 +D+Lr+H 2.244 6.576 4.311 3.319 3.319 4.311 6.576 2.244 +D+S+H 3.176 9.513 5.383 3.253 3.253 5.383 9.513 3.176 +D+0.750Lr+0.750L+H 3.031 8.548 T009 6.862 6.862 7.009 8.548 3031 +D+0.750L+0.750S+H. 3.730 10.751 7.813 6.813 6.813 7.813 10.751 3.730 +D+0.60W+H 2.244 6.576 4.311 3.319 3.319 4.311 6.576 2.244 +D+0.70E+H 2.244 6.576 4.311 3.319 3.319 4,311 6.576 2.244 +D+0.750Lr+0.750L+0.450W+H 3.031 8.548 7.009 6.862 6.862 7.009 8.548 3.031 +D+0.750L+0.750S+0.450W+H 3.730 10.751 7.813 6,813 6.813 7.813 10.751 3.730 +D+0.750L+0.7505+0.5250E+H 3.730 10.751 7.813 6.813 6.813 7.813 10.751 3.730 +0.60D+0.60W+0.60H 1.346 3.946 2.587 1,991 1.991 2.587 3.946 1.346 +0.60D+0.70E+0.60H 1.346 3.946 2.587 1.991 1.991 2.587 3.946 1.346 D Only 2.244 6.576 4.311 3.319 3.319 4.311 6.576 2.244 Lr Only L Only 1.049 2.629 3.597 4,725 4.725 3.597 2.629 1.049 S Only 0.932 2.937 1.072 -0.066 -0.066 1.072 2.937 0.932 W Only E Only H Only between 0.00 to 6.82 ft, Vu < PhiVH2, Reqd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 6.99 to 7.67 it, PhiVcl2 < Vu <= PhiVc, Reqd Vs = Min 9S.3.1, use #3 stirrups spaced at 6.000 in Between 7.84 to 52.16 ft, Vu < PhiVcl2, Reqd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 52.33 to 53.01 ft, PhiVct2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 53.18 to 59.83 ft, Vu < PhiVG2, Reqd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7,500 -8.63 36.70 0.24 Span # 2 2 7.500 -9.85 36.70 0.27 Span #3 3 10.000 -8.47 36.70 0.23 Span#4 4 10,000 -9.77 36.70 0.27 Span # 5 5 10.000 -9.77 36.70 0.27 Span # 6 6 7.500 -8.76 36.70 0.24 Span #7 7 7.500 -9.85 3670 02L 7 r"lr t� +1.40D+1.60H Span # 1 1 7,500 -5.68 36.70 V1- L' 0.15 Description Load Combination Segment Location (it) Span # along Beam Bending Stress Results ( k-ft ) Mu : Max Phi'Mnx Stress Ratio open s a 3 10.000 -4.06 36.70 0.11 Span #4 4 10.000 -3.85 36.70 0.11 Span # 5 5 10.000 - -3.85 36.70 0.11 Span # 6 6 7.500 5.78 36.70 0.16 Span # 7 7 7.500 -6.50 36.70 0.18 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 7.500 -7.18, ,. 36.70 0.20 Span#2 2 7.500 -8.28 36.70 0.23 Span # 3 3 10.000 -8.47 36.70 0.23 Span # 4 4 10.000 -9.77 36.70 0.27 Span #5 5 10.000 -9.77 36.70 0.27 Span # 6 6 7.500 -7.95 36.70 0.22 Span # 7 7 7.500 -8.28 36.70 0.23 +1.20D+1.60L+0.50S+1.60H Span # 1 1 7.500 -8.13 36.70 0.22 Span # 2 2 7.500 -9.35 36.70 0.25 Span # 3 3 10.000 -8.42 36.70 0.23 Span # 4 4 10.000 -9.72 36.70 0.26 Span # 5 5 10.000 -9.72 36.70 0.26 Span # 6 6 7.500 -8.31 36.70 0.23 Span # 7 7 7.500 -9.35 36.70 0.25 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 7,500 -5.59 36.70 0.15 Span # 2 2 7.500 -6.42 36.70 0.17 Span # 3 3 10.000 -4.88 36.70 0.13 Span #4 4 10,000 -5.32 .3670 0,15 Span # 5 5 10.000 -5.32 36.70 0.15 Span # 6 6 7.500 -5.70 36.70 0.16 Span#7 7 7,500 -6.42 36.70 017 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 7,500 -4.87 36.70 0.13 Span # 2 2 7.500 -5.57 36.70 0.15 Span#3 3 10.000 -3.48 36.70 0.09 Span#4 4 10.000 -3.30 36.70 0.09 Span # 5 5 10.000 -3.30 36.70 0.09 Span # 6 6 7.500 -4.95 36.70 0.13 Span #7 7 7,500 -5.57 36.70 0.15 +1.20D+0.50L+1.60S+1,60H Span # 1 1 7.500 -8.63 36.70 0.24 Span # 2 2 7.500 -9.85 36.70 0.27 Span # 3 3 10.000 -5.76 36.70 0.16 Span # 4 4 10,000 5.15 36.70 0.14 Span # 5 5 10,000 -5.15 36.70 0.14 Span # 6 6 7,600 -8.76 36.70 0.24 Span # 7 7 7.500 -9.85 36.70 0.27 +1.20D+1.605+0.50W+1.60H Span # 1 1 7,500 -7.90 36.70 0.22 Span # 2 2 7.500 -9.01 36.70 0.25 Span # 3 3 10.000 -4.36 36.70 0.12 Span#4 4 10.000 -3.13 36.70 0.09 Span # 5 5 10.000 -3.89 36.70 0.11 Span#6 6 7.500 -8.00 36.70 0.22 Span # 7 7 7.500 -9.01 36.70 0.25 +1.20D+0.50Lr+0.50L+W+1,60H Span #1 1 7.500 -5.59 36.70 0.15 Span # 2 2 7.500 -6.42 36.70 0.17 Span # 3 3 10.000 -4.88 36.70 0.13 Span # 4 4 10.000 5.32 36.70 0.15 Span # 5 5 M000 -5.32 36.70 0.15 Span # 6 6 7.500 -5.70 36.70 0.16 Span # 7 7 7.500 -6.42 36.70 0.17 +1.20D+0.50L+0.50S+W+1.60H Span#.1 1 7,500 -6.54 36.70 0.18 Span # 2 2 7.500 -7.49 36.70 0.20 Span #3 3 10,000 5.15 36.70 0.14 Span # 4 4 10.000 5.27 36.70 0.14 Span # 5 5 10.000 -5.27 36.70 0.14 Span # 6 6 7.500 -6.66 36.70 0.18 lc) Description: @ grid "2" Load Combination Segment Span # -_-- Location (ft) along Beam Bending Mu: Max Stress Results ( k-ft ) Phi'Mnx Stress Ratio Span #7 7 7.500 4.49 36.7 00.20 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 7.500 -6.92 36.70 0.19 Span # 2 2 7.500 -7.92 36.70 0.22 Span # 3 3 10.000 5.26 36.70 0.14 Span # 4 4 10.000 5.25 36.70 0.14 Span #5 5 10.000 -5.25 36.70 0.14 Span #6 6 7.500 -7.04 36.70 0.19 Span #7 7 7.500 -7.92 36.70 0.22 +0.90D+W+0.90H Span # 1 1 7.500 -3.65 36.70 0.10 Span # 2 2 7.500 -0.18 36.70 0.11 Span #3 3 10.000 -2.61 36.70 0.07 Span #4 4 10.000 -2.48 36.70 0.07 Span # 5 5 10.000 -2.48 36.70 0.07 Span # 6 6 7.500 -3.71 36.70 0.10 Span # 7 7 7.500 -4.18 36.70 0.11 +0.90D+E+0.90H Span #1 1 7.500 -3.65 36.70 0.10 Span # 2 2 7.500 4.18 36.70 0.11 Span # 3 3 10.000 -2.61 36.70 0.07 Span#4 4 10.000 -2.48 36.70 0.07 Span # 5 5 10.000 -2.48 36.70 0.07 Span # 6 6 7.500 3.71 36.70 0.10 Span #7 7 7.500 -4.18 36.70 0.11 )so comomaaon Span Max. "-" Deft (in) Location in Span (ft) Load Combination Max. "+^ Deb (in) Location in Span (ft) +D+0.750L+0.7508+0.5250E+H 1 0.0035 3.068 +p+L+H -0.0001 7.841 +D+S+H 2 O.0012 4.432 L Only -0.0001 1.023 +D+L+H 3 0.0034 5.000 0.0000 1.023 +D+L+H 4 0.0024 5.000 0.0000 1.023 +D+L+H 5 0.0034 5.000 0.0000 1.023 +D+S+H 6 0.0012 3.068 L Only -0.0001 6.477 +D+0.750L+0.750S+0.5250E+H 7 0.0035 4.432 0.0000 6.477 � q Description : @grid "3" Calculations per-ACi 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc 112 = * 3.0 ksi 6 Phi Values Flexure : 0.90 fr= fc 7.50 = 410.792 psi Shean: 0.750 W Density = 145.0 pof 131 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup = 2 D(4.094) L(2r25) 8(4.:52) D(4.175) L(2,25) S(4.985) 9.Oft 6.Ok B.l 6Aft 60 7 :.Oft BAR Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 9.0 ft in this span Span #2 Reinforcing.... 245 at 3,50 in from Bottom, from 0.0 to 6.0 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 6.0 ft in this span Span #4 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 6.0 ft in this span Span #5 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 6.0 ft in this span Span #6 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 6.0 ft in this span Span #7 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 6.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 9.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 6.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 6.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 6.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 6.0 it in this span 245 at 3.50 in from Top, from 0.0 to 6.0 ft in this span 245 at 3.50 in Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.170, L = 0.540 Wit, Tributary Width =1.0 ft Point Load : D = 4.094, L = 2.250, S = 4.852 k @ 0.0 ft Load for Span Number 2 Uniform Load : D = 0.170, L= 0.540 k/ft, Tributary Width =1.0 ft Point Load : D = 4.175, L = 2.250, S = 4.985 k @ 6.0 ft Load for Span Number 3 /�' a ;ao ry► Top, from 0.0 to 6.0 red. Load Factors for calculations. fPL (--.;L Description Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0,790, L=1.020, S = 0.550 k/ft, Tributary Width =1.0 ft Load for Span Number 4 Uniform Load : D = 0.790, L=1.020, S = 0.550 k/ft, Tributary Width =1.0 ft Load for Span Number 5 Uniform Load: D = 0,790, L=1.020, S = 0.550 kit, Tributary Width =1.0 ft Load for Span Number 6 Uniform Load: D = 0.730, L=1.020, S = 0.450 kit, Tributary Width =1.0 It Load for Span Number 7 Uniform Load : D = 0.730, L=1.020, S = 0.450 kit, Tributary Width =1.0 ft _Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 30723 Mu: Applied -11.212 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 Mn * Phi: Allowable 36.697 k-ft Max Downward Total Deflection 0.006 in Ratio = 18178 Location of maximum on span 0.00ft Max Upward Total Deflection 0.000 in Ratio = 0 #0� P Span #where maximum occurs 7 Span # 7 �`N p` Support notation: Far left is #1 uau uomDinaaon SupportI support2 Suppoit3 Support4 Supports Support6 Support7 Supports Overall MAXimum 72.281 8.032 17.430 13.738 12.917 12.181 13.718 4.8 44 Overall MINimum 3.267 -0.180 4.658 3.507 3.306 2.918 3.020 1.072 +D+H 5,445 3.172 7.763 6.251 5,878 5.547 6.253 2.189 +D+L+H 9.690 8,032 14,029 12.726 11.957 11.474 13.186 4.604 +D+Lr+H 5.445 3,172 7.763 6.251 5.878 5.547 6.253 2.189 +D+S+H 10.315 2.993 14.386 9.758 9.184 8.466 9.274 3.261 +D+0.750Lr+0.750L+H 8.629 6.817 12,462 11.108 10.438 9.992 11.453 4.000 +D+0.750L+0.750S+H 12.281 6.682 17.430 13.738 12.917 12.181 13.718 4.804 +D+0.60W+H 5,445 3.172 7.763 6.251 5.878 5.547 6.253 2.189 +D+0.70E+H 5.445 3.172 7.763 6.251 5.878 5.547 6.253 2.189 +D+0.750Lr+0.750L+0.450W+H 8.629 6.817 12.462 11.108 10.438 9,992 11.453 4.000 +D+0.750L+0.760S+0,450W+H 12.281 6.682 17.430 13.738 12.917 12.181 13,718 4.804 +D+0.750L+0.750S+0.5250E+H - 12.281 6.682 17.430 13.738 12,917 12.181 13718 4.804 +0.60D+0.60W+0.60H 3.267 1.903 4.658 3.750 3.527 3.328 3.752 1.314 +0.60D+0.70E-,0.60H - 3.267 1.903 4.658 3.750 3.527 3.328 3.752 ' 1.314 D Only 5.445 3.172 7.763 6.251 5.878 5.547 6,253 2.189 Lr Only L Only 4.244 4.859 6.267 6.476 6,079 5.927 6.933 2.414 S Only 4.869 -0,180 6.624 3.507 3.306 2.918 3.020 1.072 W Only E Only H Only uetween u.uu to u.uu it, t'nivc < vu, Req'd Vs = 3.578, use #3 stirrups spaced at 6.000 in Between 0.20 to 8.59 it, Vu < PhiVrJ2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 8.80 to 8.80 it, PhlVc/2 < Vu <= Phn/c, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 9,00 to 14.86 ft, Vu < PhiVcl2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 15.00 to 15.55 it, PhiVG2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use 93 stirrups spaced at 6,000 in Between 15.68 to 19.77It, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0,000 in Between 19.91 to 21.95 8, PhiVcJ2 < Vu <= PhIVO Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 22.09 to 26.05 It, Vu < PhiVG2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 26.18 to 27.82 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 27.95 to 32.05 It, Vu < PhIVrd2, Req'd Vs = Not Regd 9.6.3.1, use #3 s8nups spaced at 0.000 in 1 Between 32.18 to 33.55 It, PhiVG2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Description: @ grid "3" Between 38.05 to 40.36 ft, PhiVd2 <Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 40.50 to 44.73 ft, Vu < Ph!Vcl2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 44.86 to 44.86 It, PhiVc(2 <Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Segment San # P along Beam Mu: Max V Phi'Mnx Stress Ratio MAXimum BENDING Envelope - Span # 1 1 9,000 8.95 36.70 " 0.24 Span # 2 2 6.000 -9.33 36.70 0.25 Span #3 3 6.000 -9.00 36.70 0.25 Span #4 4 6.000 -10.35 36.70 0.28 Span # 5 5 6,000 -9.17 36.70 0.25 Span # 6 6 6.000 -9.97 36.70 0.27 Span # 7 7 6.000 -11.21 36.70 0.31 +1.40D+1.60H Span # 1 1 9,000 3.52 36.70 0.10 Span # 2 2 6.000 -3.57 36.70 0.10 Span # 3 3 6,000 4.02 36.70 0.11 Span #4 4 6.000 4.62 36.70 0.13 Span #5 5 6.000 4.10 36.70 0.11 Span # 6 6 6.000 -4.33 36.70 0.12 Span # 7 7 6,000 -4.88 36.70 0.13 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 9.000 8.92 36.70 0.24 Span # 2 2 6.000 -9.33 36.70 0.25 Span#3 3 6.000 -8.19 36.70 0.22 Span 94 4 6.000 -9.43 36.70 0.26 Span # 5 5 6.000 -8.34 36.70 0.23 Span #6 6 6.000 -9.22 36.70 0.25 Span # 7 7 6.000 -10.38 36.70 0.28 +1.20D+1.60L+0.50S+1.60H Span # 1 1 9.000 8.95 36.70 0.24 Span # 2 2 6.000 -9.25 36.70 0.25 Span #3 3 6.000 -9.00 36.70 0.25 Span#4 4 6.000 -10.35 36.70 0.28 Span # 5 5 6.000 -9.17 36,70 0.25 Span # 6 6 6.000 -9.97 36.70 0.27 Span # 7 7 6.000 -11.21 36.70 0.31 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 9,000 4.86 36.70 0.13 Span #2 2 6.000 -5.02 36.70 0.14 Span#3 3 6,000 d.93 36.70 0.13 Span #4 4 6.000 5.67 36.70 0.15 Span # 5 5 6.000 5.02 36.70 0.14 Span # 6 6 6.000 -5.44 36.70 0.15 Span # 7 7 6.000 -6.12 36.70 0.17 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 9.000 3.02 36.70 0.08 Span # 2 2 6.000 -3.06 36.70 0.08 Span#3 3 6.000 -3.44 36.70 0.09 Span # 4 4 6.000 J.96 36.70 0.11 Span # 5 5 6.000 -3.51 36.70 0.10 Span # 6 6 6.000 -3.72 36.70 0.10 Span # 7 7 6.000 4.18 .. 36.70 0.11 +1.20D+0.50L+1.60S+1.60H Span # 1 1 9.000 4.97 36.70 0.14 Span # 2 2 6.000 -4.76 36.70 0.13 Span # 3 3 6.000 -7.51 36.70 0.20 Span #4 4 6,000 -8.64 36.70 0.24 Span # 5 5 6.000 -7.67 36.70 0.21 Span # 6 6 6.000 -L81 36.70 0.21 Span # 7 7 6.000 -8.79 36.70 0.24 +120D+1.60S+0.50W+1.60H Span # 1 1 9.000 3.13 36.70 0.09 Span # 2 2 6.000 -2.99 36.70 0.08 Span # 3 3 6.000 -6.02 36.70 0.16 Span # 4 4 6.000 -6.93 36.70 0.19 l� Span #5 5 6.000 -6.16 36.70 0.17 Description : @ gdd T Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam MU: Max Phi'Mnx Stress Ratio Span #6 6 6.000 -6.09 36.70 0.17 Span # 7 7 6.000 -6.85 36.70 0.19 +1.20D450Lr+0.50L+W+1.60H Span # 1 1 9.000 4.86 36.70 0.13 Span # 2 2 6,000 5.02 36.70 0.14 Span # 3 3 6.000 -4.93 36.70 0.13 Span # 4 4 6.000 5.67 36.70 0.15 Span # 5 5 6,000 -5.02 36.70 0.14 Span # 6 6 6.000 -5.44 36.70 0.15 Span # 7 7 6,000 -6.12 36.70 0.17 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 9,000 4.90 36.70 0.13 Span # 2 2 6A00 -4.94 36.70 0.13 Span # 3 3 6.000 -5.73 36.70 0.16 Span # 4 4 6,000 -6.60 36.70 0.18 Span # 5 5 6.000 5.85 36.70 0.16 Span #6 6 6,000 -6.18 36.70 0.17 Span # 7 7 6.000 -6.95 36.70 0.19 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 - 9.000 4.91 36.70 0.13 Span # 2 2 6.000 -4.91 36.70 0.13 Span # 3 3 6.000 -6.06 36.70 0.17 Span #4 4 6.000 -6.97 36.70 0.19 Span # 5 5 6,000 -6.18 36.70 0.17 Span # 6 6 6.000 5.48 36.70 0.18 Span # 7 7 6,000 -7.29 36.70 0.20 +0.90D+W+0.90H Span # 1 1 9.000 2.26 36.70 0.06 Span # 2 2 6.000 -2.29 36.70 0.06 Span # 3 3 6,000 -2.58 36.70 0.07 Span # 4 4 6.000 -2.97 36.70 0.08 Span #5 5 6,000 -2,64 36.70 0.07 Span # 6 6 6,000 -2:79 36.70 0.08 Span # 7 7 6.000 -3.13 36.70 0.09 +0.90D+E+0.90H Span # 1 1 9.000 2.26 36.70 0.06 Span #2 2 6.000 -2.29 36.70 0.06 Span # 3 3 6,000 -2.58 36.70 0.07 Span # 4 4 6.000 -2.97 36.70 0.08 Span # 5 5 6.000 -2.64 36.70 0.07 Span #6 6 6.000 -2.79 36.70 0.08 Span #7 7 6.000 -3.13 36.70 0,09 Load Combination Loaa comomaaon +D+L+H 1 0.0059 4.500 +D+L+H -0.0002 9.273 +D+0.750L+0.750S+0.5250E+H 2 O.0002 6.273 +D+0750L+0.750S+0.5250E+H -0.0009 2.455 +0+0.750L+0.7508+0.5250E+H 3 0.0017 3.000 0.0000 2.455 +D+0.750L+0.7505+0.5250E+H 4 0.0008 3.000 0.0000 2.455 +D+0.750L+0.7508+0.5250E+H 5 0.0012 3.000 0.0000 2.455 +D+L+H 6 0.0005 3.000 +D+0.750L+0,750S+0.5250E+H -0.0000 5.727 +D+0.750L+0.750S+0.5250E+H 7 0.0023 3.545 0.0000 5.727 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc 112 = 3.0 ksi fr= fc * 7.50 = 410.792 psi ty Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 145.0 pcf 1.0 3,122.0 ksi � Phi Values am Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = =16.0 in Flexure : 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 3 Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span Span #2 Reinforcing.... 246 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,370, L�= 0.540, S = 0,340 Will, Tributary Width =1.0 ft Point Load: D =1.30, S = 0.40 k @ 1.0_ft�—� C • — � ) `o/� Load for Span Number 2 Uniform Load : D = 0.370, L = 0.540, S = 0.340 k/ft, Tributary Width =1.0 ft Section used for this span Typical Section Max Downward Transient Deflection 0.001 in Ratio = 72090>=360.1 Mu: Applied -12.456 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360.Cli Mn * Phi: Allowable 36.697 k-ft Max Downward Total Deflection 0.003 in Ratio = 26349>=180.1! Location of maximum on span 0.000 ft Max Upward Total Deflection 0.000 in Ratio = 0 <180.Ci i Span # where maximum occurs _....... Span # 2 . _ (�t ..... Support no Far left is #1 oad Combination Supp6rt1 Support2 Support3 Overall MAXImum J75 11.767 3.388 Overall MINimum 1.290 3.267 0.925 2.187 /J -D+L +D+L++i 4.187 0540 10.602 3.542 3.061 061 Load Combination +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 port 1 support z support 3 2.668 5.54 11.542 3.958 8.807 2.485 3.808 9.337 2.681 4.775 11,787 3.388 2,668 5.540 1,542 2.668 5.540 1.542 3.808 9.337 2.681 4.775 11.787 3.388 4.775 11.787 3.388 1.601 3.324 0.925 1.601 3.324 0.925 2.668 5.540 1.542 1.519 5,062 1.519 1.290 3.267 0.943 oemeeuu.uua,o.yuu, vu.rnrvrrx, Keg0v5=n0[rcegou.a.s.t, use sa stirrups spaced at 0.000in Between 6.43 to 8.45 ft, PhiVG2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 drrups spaced at 6.000 in Between 8.48 to 14.97 ft, Vu < PhiVcl2, Req'd Vs = Not Regd 9.6.3.1, use #3 stirrups spaced at 0.000 in Segment Span# along Beam Mu: Max y Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.500 -12.20 36.70 0.33 Span # 2 2 7.500 -12.46 36.70 0.34 +1.40D+1.60H Span # 1 1 7.500 -5.87 36.70 0.16 Span # 2 2 7.500 -5.99 3670 0.16 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 7,500 -10.98 36.70 0.30 Span # 2 2 7.500 -11.21 36.70 0.31 +1.20D+1.60L+0.50S+1.60H Span # 1 1 7.500 -12.20 36.70 0.33 Span # 2 2 7.500 -12.46 36.70 0.34 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 7.500 -6.89 36.70 0.19 Span # 2 2 7.500 -7.03 36.70 0.19 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 7.500 5.03 36.70 0.14 Span #2 2 7.500 5.14 36.70 0.14 +1.20D+0.50L+1.608+1.60H Span # 1 1 7.500 -10.79 36.70 0.29 Span 9 2 2 7.500 -11.02 36.70 0.30 +1.20D+1.60S+0.50W+1.60H Span # 1 1 7.500 -8.93 36.70 0.24 Span # 2 2 7.500 -9.12 36.70 0.25 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 7.500 -6.89 36.70 0.19 Span # 2 2 7.500 -7.03 36.70 0.19 +1.20D+0,50L+0.50S+W+1.60H Span # 1 1 7.500 -8.11 36.70 0.22 Span #2 2 7.500 -8.28 36.70 0.23 +1.20D+0.50L+0.70S+E+1,60H Span # 1 1 7.500 -8.60 36.70 0,23 Span # 2 2 7.500 -8.78 36.70 0.24 +0.90D+W+0.90H Span # 1 1 7.500 -3.77 36.70 0.10 Span # 2 2 7.500 -3.85 36.70 0.10 +0.90D+E+0.90H Span # 1 1 7.500 -3,77 36.70 0.10 Span # 2 2 7.500 -3.85 36.70 0.10 �� )ad Combination Span Max. "-" Dell (in) Location in Span (ft) Load Combination Max. "+" Defi (in) Location in Span (ft) +D+0.750L+0.750S+0.5250E+H 1 0.0034 3.107 0.0000 0.000 +D+0.750L+0.750S+0.5250E+H 2 O.0027 4.393 0.0000 0.000 Description t. Calculations per AC1318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc 112 = 3.0 ksi Phi Values fr = fc ' 7.50 = 410.792 psi W Density = 145.0 pcf O l X LtWt Factor = 1.0 Flexure : 0.90 Shear: 0.750 0.850 Elastic Modulus = 3,122.0ksi Fy- Stirrups 40.0ksi IY - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 8.330 ft I 8.330 In l 8.330 ft Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.330 ft in this span 245 at 3.50 in from Top, from 0.0 to 8.330 ft in this span Span 92 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.330 ft in this span 245 at 3,50 in from Top, from 0.0 to 8.330 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.330 ft in this span 245 at 3,50 in from Top, from 0.0 to 8.330 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0,40, L = 0.20, S = 0.20 k/ft, Tributary Width =1.0 it Load for Span Number 2 Uniform Load: D = 0,40, L = 0.20, S = 0.20 k/ft, Tributary Width =1.0 it Load for Span Number 3 Uniform Load : D = 0.40, L = 0.20, S = 0.20 k/ft, Tributary Width =1.0 ft Section used for this span Mu: Applied Mn' Phi: Allowable Location of maximum on span Span # where maximum occurs Typical Section -7.855 k-ft 36.697 k-ft 0,000 It Span #y' Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 0.000 in Ratio = 0 0.004 in Ratio = 25066 0.000 in Ratio = 0 j qk PlIA.- Support1 Description : @ grid "4" +D+H +D+L+H +D+Lr+H +D+S+H +D+0750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0750S+0.450W+H +D+0.750L+0.7508+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation: Far left is #1 2 1.977 5.437 5.437 1.977 2.643 7.269 7.269 2.643 1.977 5.437 5.437 1.977 2.643 7269 7.269 2.643 2.477 6.811 6.811 2.477 2.977 8.186 8.186 2.977 1.977 5.437 5.437 1.977 1.977 5.437 5.437 1.977 2.477 6.811 6.811 2.477 2.977 8.186 8.186 2.977 2.977 8.186 8.186 2.977 1.186 3.262 3.262 1.186 1.186 3.262 3.262 1.186 1.977 5.437 5.437 1.977 0.666 1.833 1.833 0.666 0.666 1.833 1.833 0.666 Segment Span # along Beam Mu: Max Phi•Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 Span # 2 1 8.330 -7.54 36.70 0.21 Span # 3 2 3 8.330 -7.85 36.70 0.21 +1.40D+1.60H 8.330 -7.85 36.70 0.21 Span # 1 1 8.330 -5.53 36.70 0.15 Span # 2 2 8.330 -6.76 36.70 0.16 Span # 3 3 8.330 -5.76 36.70 0.16 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.330 -6.88 36.70 0.19 Span # 2 2 8.330 -7.16 36.70 0.20 Span # 3 - 3 8.330 -7.16 36.70 0.20 +1.20D+1.60L+0.50S+1.60H Span # 1 1 8.330 -7.54 36.70 0.21 Span # 2 2 8.330 -7.85 3670 0.21 Span # 3 3 8.330 -7.85 36.70 0.21 +1.20D+1.60Lr+0.50L+1.60H Span # 1 - 1 8.330 -5.41 36.70 0.15 Span # 2 2 8.330 -5.63 36.70 0.15 Span # 3 3 8.330 5.63 36.70 0.15 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.330 -4.74 36.70 0.13 Span # 2 2 8.330 -4.94 36.70 0.13 Span # 3 3 8.330 -4.94 36.70 0.13 +1.20D+0.50L+1.605+1.60H Span # 1 1 8.330 -7.54 36.70 0.21 Span #2 2 8.330 -7.85 36.70 0.21 Span # 3 3 8.330 -7.85 36.70 0.21 +1.20D+1.605+0.50W+1.60H Span # 1 1 8.330 -6.88 36.70 0.19 Span #2 2 8.330 -7.16 36.70 0.20 Span # 3 3 8.330 -7.16 36.70 0.20 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 8.330 5.41 36.70 0.15 Span # 2 2 8.330 -5.63 36.70 0.15 Span # 3 3 8.330 -5.63 36.70 0.15 +1.20D+0.50L+0.505+W+1.60H Span # 1 1 8.330 -6.08 36.70 0.17 Load Combination Segment Span # Location (ft) along Beam Bending Stress Results ( k-ft) Mu: Max Phi"Mnx Stress Ratio Span # 2 2 8.330 -6.33 36.70 0.17 Span # 3 3 8.330 -6.33 36.70 0.17 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 8.330 -6.34 36.70 0.17 Span # 2 2 8.330 -6.61 36.70 0.18 Span # 3 3 8.330 -6.61 36.70 0.18 +0.90D+W+0.90H Span # 1 1 8.330 -3.56 36.70 0.10 Span #2 2 8.330 3.71 36.70 0.10 Span # 3 3 8.330 -3.71 36.70 0.10 +0.90D+E+0.90H Span # 1 1 8.330 3.56 36.70 0.10 Span # 2 2 8.330 3.71 36.70 0.10 Span # 3 3 8.330 -3.71 36.70 0.10 Dad combmation Span Max. %" De8 (in) Location in Span (ft) Load Combination Max. "+" Deb (in) Location in Span (it) +D+0.750L+0.750S+0.5250E+H 1 0.0040 3.832 +D+0.750L+0.750S+0.5250E+H -0.0001 8.497 +D+0.750L+0.750S+0.5250E+H 2 O.0003 4.165 +D+0.750L+0.750S+0.5250E+H -0.0002 0.833 +D+0.750L+0.750S+0.5250E+H 3 0.0040 4.498 0.0000 0.833 0 Description : @ gild "52' @W Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc n = .7.50 3.0 ksf Phi Values fr=fc = 410.792psi Y Density = 145.0 pcf R = k LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy- Stirrups fy, - Main Reber = 60.0 ksi E - Stirrups = Stirrup Bar Size # E - Main Reber = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Flexure: 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 3 Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 It in this span Span #2 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7,50 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 7.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span Span #4 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 7,50 ft in this span 245 at 3.50 in from Top, from 0.0 to 7.50 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.620, L = 0.360, S = 0.30 klft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.620, L = 0.360, S = 0.30 kilt, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load: D = 0,620, L = 0.360, S = 0.30 k/ft, Tributary Width =1.0 ft Load for Span Number 4 Uniform Load: D = 0.620, L = 0.360, S = 0.30 k/ft, Tributary Width =1.0 It Description: @ grid "5.2" Maximum Bending Stress Ratio = 0 280 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio = Mu: Applied - -10.258 k-ft Max Upward Transient Deflection 0.000 in Ratio = Mn " Phi: Allowable 36.697 k-ft Max Downward Total Deflection 0.004 in Ratio = Location of maximum on span 0.000 ft Max Upward Total Deflection 0.000 in Ratio = Span # where maximum occurs Span # 4 Far left is #1 red combination SupportI Support2 Suppod3 Support4 Support5 Overall MAXimum 3.855 11.2 4 9. 2 11.21 3.855 Overall MINimum 0.884 2.571 2.089 2.571 0.884 +D+L+H 3.457 10.057 64 8.671 6.971 10.057 2.396 3.457 P` IJ Imo' +D+Lr+H 2.396 6.971 5.664 6.971 2.396 +D+S+H 3.192 9.286 7.545 9.286 3.280 +D+0.750Lr+0.750L+H 3.192 9.266 7.545 9.286 192 3.192 �••• +D+0.750L+0.750S+H 3.855 11.214 9.112 11.214 3.855 +D+0.60W+H 2.396 6.971 5.664 6.971 2.396 +D+0.70E+H 2.396 6.971 5.664 6.971 2.396 +D+0.750Lr+0,750L+0.450W+H 3.192 9.286 7.545 9,286 3.192 +0+0.750L+0.750S+0.450W+H 3.855 11.214 9.112 11.214 3.855 +D+0.750L+0.750S+0.5250E+H 3,855 11,214 9.112 11.214 3.855 +0.60D+0.60W+0.60H 1.438 4.183 3.399 4.183 1.438 +0.60D+0.70E+0.60H 1.438 4.183 3.399 4.183 1.438 D Only 2.396 6.971 5.664 6.971 2.396 Lr Only L Only 1.061 3.086 2.507 3.086 1.061 S Only 0.884 2.571 2.089 2.571 0.884 W Only E Only H Only between umu to b.n tt, Vu < F mVrr2, Req'd Vs = Not Regd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 6.79 to 7.74 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 7.82 to 22.18 it, Vu < PhiVc/2, Req'd Vs = Not Regd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 22.26 to 23.21 ft, PhiVG2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 23.29 to 29.92 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Segment Span # along Beam Mu: Max Phi•Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.500 -9.65 36.70 0.26 Span # 2 2 7.500 -10.26 36.70 0.28 Span # 3 3 7,500 -9.72 36.70 0.26 Span # 4 4 7,500 -10.26 36.70 0.28 +1.40D+1.60H Span # 1 1 7.500 -6.46 36.70 0,18 Span # 2 2 7.500 -6.86 36.70 0.19 Span # 3 3 7.500 -6.50 36.70 0.18 Span # 4 4 7.500 -6.86 36.70 0.19 +1.20D+0.50Lr+1.60L+1,60H Span # 1 1 7.500 -8.80 36.70 0.24 Span # 2 2 7.500 -9.35 36.70 0.25 Span # 3 3 7,500 -8.87 36.70 0.24 Span # 4 4 7.500 -9.35 36.70 0.25 +1.20D+1.60L+0.50S+1.60H Span # 1 1 7.500 -9.65 36.70 0.26 Span # 2 2 7.500 -10.26 36.70 0.28 Span # 3 3 7.500 -9.72 36.70 0.26 Span # 4 4 7.500 -10.26 36.70 0.28 +1.20D+1.60Lr-450L+1.60H Span # 1 1 7.500 -6.55 36.70 0.18 Description : @ grid "5.2" Load Combination Segment open x < Span # 3 Span # 4 +1.20D+1.60Lr+0.50W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +1.20D+0.50L+1,60S+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +1.20D+1,60S+0.50W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +1.20D+0.50L+0.50S+W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +1.20D+0.50L-470S+E+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +0.90D+W+0.90H Span # 1 Span # 2 Span # 3 Span # 4 +0.90D+E+0.90H Span # 1 Span # 2 Span # 3 Span # 4 Span # c 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 Location (ft) Bending Stress Results ( k-ft) along Beam Mu: Max Phi'Mnx Stress Ratio 7.500 -6.97 36.70 0.19 7.500 -6.60 36.70 0.18 7.500 -6.97 36.70 0.19 7.500 -5.53 36.70 0.15 7.500 5.88 36.70 0.16 7.500 5.58 36.70 0.15 7.500 5.88 36.70 0.16 7,500 -9.28 36.70 0.25 T500 -9.86 36.70 0.27 7.500 -9.35 36.70 0.25 7.500 -9.86 36.70 0.27 7,500 -8.26 36.70 0.22 7.500 -8.77 36.70 0.24 7.500 -8.32 36.70 0.23 7.500 -8.77 36.70 0.24 7.500 -6.55 36.70 0.18 7.500 -6.97 36.70 0.19 7.500 -6.60 36.70 0.18 7,500 -6.97 36.70 0.19 7.500 -7.41 36.70 0.20 7.500 -7.87 36.70 0.21 7.500 -7.46 36.70 0.20 7.500 -7.87 36.70 0.21 7.500 -7.75 36.70 0.21 7.500 -8.23 36.70 0.22 7.500 -7.80 36.70 0.21 7,500 -8.23 36.70 0.22 7.500 -4.15 36.70 0.11 7.500 4.41 36.70 0.12 7.500 4.18 36.70 0.11 7,500 -0.41 36.70 0.12 7.500 4.15 36.70 - 0.11 7.500 -4.41 36.70 0.12 7.500 4.18 36.70 0.11 7.500 4.41 36.70 0.12 oad Combination Span Max. -" Dell (in) Location in Span (ft) Load Combination Max. "+" Deb (in) Location in Span (ft) +D+0.750L+0.750S+0.5250E+H 1 0.0036 3.355 +D+0.750L+0.750S+0.5250E+H -0.0000 7.697 +D+0.750L+0.7505+0.5250E+H 2 O.0010 4.145 +D+0.750L+0.750S+0.5250E+H -0.0001 0.592 +D+0.750L+0.750S+0.5250E+41 3 0.0010 3.355 +D+0.750L+0,750S+0.5250E+H -0.0001 6.908 +D+0.750L+0.750S+0.5250E+H 4 0,0036 4.145 0.0000 6,908 ® /1 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc rz = 3.0 ksi Phi Values Flexure: 0.90 fr=fc `7.50 = 410.792psi Shear: 0.750 W Density = 145.0 pcf (3 = 0.850 k LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy- Stirrups 40.0ksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 ft in this span Span #2 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 It in this span Span #3 Reinforcing.... 245 at 3,50 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 10.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0280, S = 0.120 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.280, S = 0.120 k/ft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load: D = 0.280, S = 0.120 k/ft, Tributary Width =1.0 ft Section used for this span Mu : Applied MinPhi : Allowable Location of maximum on span Span # where maximum occurs Typical Section Max Downward Transient Deflection 0.001 in Ratio = 107861 -7.60 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 36.697 k-ft Max Downward Total Deflection 0.006 in Ratio = 21814 0.000 It Max Upward Total Deflection 0.000 in Ratio = 0 Span #2 I `1`CCYJ; rfb it 4!d?IMME M$r' Su�pp rt notation: Far left is #1 Description: @ grid "6° Support notation : Far left is #1 Load Combination Support Support Support3 Support4 Overall MINimum 0.480 1.320 .320 0.480 +D+H 1.893 5.207 5.207 1.893 +D+L+H 1.893 5.207 5.207 1.893 +D+Lr+H 1.893 5.207 5.207 1.893 +D+S+H 2.373 6.527 6.527 2.373 +D+0.750Lr+0,750L+H 1.893 5.207 5.207 1.893 +D+0.750L+0.7505+41 2.253 6.197 6.197 2.253 +D+0.60W+H 1,893 5.207 5.207 1.893 +D+0.70E+1­1 1.893 5.207 5,207 1,893 +D+0.750Lr+0.750L+0.450W+H 1.893 5.207 5.207 1,893 +D+0.750L+0.750S+0.450W+H 2.253 6.197 6.197 2,253 +D+0.750L+0.750S+0.5250E+H 2.253 6.197 6.197 2.253 +0.60D+O.60W+0.60H 1.136 3.124 3.124 1.136 +0.60D+0.70E+0.60H 1.136 3.124 3.124 1.136 D Only 1,893 5.207 5.207 1.893 Lr Only L Only S Only 0.480 1.320 1.320 0.480 W Only E Only H Only Entire Beam Span Length: Vu < PhiVol2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Segment Span # along Beam Mu: Max Phi"Mnx Stress Ratio MAXimum BENDING Envelope Span 9 1 1 10.000 -7.30 36.70 0.20 Span # 2 2 10.000 -7.60 36.70 0.21 Span # 3 3 10.000 -7.60 36.70 0.21 +1.40D+1.60H Span # 1 1 10.000 -6.36 36.70 0.17 Span #2. 2 10.000 -6.63 36.70 0.18 Span #3 3 10.000 -6.63 36.70 0.18 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 10.000 -5.45 36.70 0.15 Span # 2 2 10.000 -5.68 36.70 0.15 Span #3 3 10.000 -5.68 36.70 0.15 +1.20D+1.60LiO.50S+1.60H Span # 1 1 10.000 -6.03 36.70 0.16 Span # 2 2 10.000 -6.28 36.70 0.17 Span #3 3 10.000 -6.28 36.70 0.17 +1.200+1.60Lr+0.501-+1.60H Span#1 1 10.000 5.45 36.70 0.15 Span # 2 2 10.000 -5.68 36.70 0.15 Span # 3 3 10.000 -5.68 36.70 0.15 +1.20D+1.60Lr4O.50W+1.60H Span # 1 1 10.000 5.45 36.70 0.15 Span # 2 2 10.000 -5.68 36.70 0.15 Span #3 3 10.000 -5.68 36.70 0.15 +1.20D-450L+1.605+1.60H Span # 1 1 10.000 -7.30 36.70 0.20 Span #2 2 10,000 -7.60 36.70 0.21 Span #3 3 10.000 -7.60 36.70 0.21 +1.20D+1.605+0.50W+1.60H Span # 1 1 10,090 -7.30 36.70 0.20 Span # 2 2 10.000 -7.60 36.70 0.21 Span # 3 3 10.000 -7.60 36.70 0.21 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 10.000 -5.45 36.70 0.15 Span # 2 2 10.000 -5.68 36.70 0.15 Span #3 3 10.000 5.68 36.70 0.15�/� +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 10.000 -6.03 36.70 0.16 Description: @ grid T' Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Span # along Beam Mu: Max Phi"Mnx Stress Ratio Span # 2 2 10.000 -6.28 36.70 0.17 Span # 3 3 10.000 -6.28 36.70 0.17 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 10.000 -6.26 36.70 0.17 Span # 2 2 10.000 -6.52 36.70 0.18 Span # 3 3 10.000 -6.52 36.70 0.18 +0.900+W+0.90H Span # 1 1 10.000 -4.09 36.70 0.11 Span # 2 2 10.000 -0.26 36.70 0.12 Span # 3 3 10.000 4.26 36.70 0.12 +0.90D+E+0.90H Span # 1 1 10.000 4.09 36.70 0.11 Span # 2 2 10.000 4.26 36.70 0.12 Span # 3 3 10.000 -4.26 36.70 0.12 and Combination Span Max. "-" Deg (in) Location in Span (ft) Load Combination Max. "+° DO (in) Location in Span (ft) +D+S+H 1 0.0055 4.600 +D+S+H -0.0001 10.200 +D+S+H 2 0.0004 5.000 +D+S+H -0.0003 1.000 +D+S+H 3 0.0055 5.400 0.0000 1.000 0 Description : 1". w Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc 112 = ' 3.0 ksi Phi Values Flexure : 0.90 fr= fc 7.50 = 410.792 psi Shear: 0.750 tir Density = 145.0 pcf p 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksl Fy- Stirrups 40.Oksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 B.Oft B.Ott B.Ott B.Oft 8.Oft B.Oft a_0ft Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.0 It in this span 245 at 3.50 in from Top, from 0.0 to 8.0 ft in this span Span #2 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 8.0 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 8.0 ft in this span Span #4 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.0 ft in this span 245 at 3,50 in from Top, from 0.0 to 8.0 ft in this span Span #5 Reinforcing.... 245 at 3,50 in from Bottom, from 0.0 to 8.0 It in this span 245 at 3,50 in from Top, from 0.0 to 8.0 It in this span Span #6 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 8.0 ft in this span Span #7 Reinforcing,... 245 at 3.50 in from Bottom, from 0.0 to 8.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 8.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.40, L = 0.20, S = 0.20 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.40, L = 0.20, S = 0.20 k/ft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.40, L = 020, S = 0.20 k/ft, Tributary Width =1.0 ft Load for Span Number 4 Uniform Load: D = 0.40, L = 0.0530, S = 0.10 k/ft, Tributary Width =1.0 ft Load for Span Number 5 Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.40, L = 0.0530, S = 0.10 klft, TributaryWidth =1.0 ft Load for Span Number 6 Uniform Load: D = 0.40, L = 0.0530, S = 0.10 k/ft, Tributary Width =1.0 ft Load for Span Number 7 Uniform Load: D = 0.40, L = 0.0530, S = 0.10 k/ft, Tributary Width =1.0 ft Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Ln0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only :Vu< Typical Section Max Downward Transient Deflection 0.000 in Ratio = 0 -7.612 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 36.697 k-ft Max Downward Total Deflection 0.003 in Ratio = 30044 0.000 ft Max Upward Total Deflection 0.000 in Ratio = 0 Span #2 Support notation: Far left is #1 rpport3 . Support4 Sup Support 8 0.633 1.795 1.596 1.026 0.345 0,431 0.475 0.168 1.872 5.382 4.580 4.780 4.780 4.580 5.382 1.872 2.506 7.176 6.201 5.806 5.125 5.010 5.857 2.040 1.872 5.382 4.580 4.780 4.780 4.580 5.382 1.872 2.505 7.183 6.176 5.993 5,530 5.366 6.285 2.188 2.348 6.728 5.795 5,550 5.039 4.903 5.738 1.998 2.822 8.078 6.993 6.460 5.601 5.493 6.416 2.235 1.872 5.382 4.580 4.780 4.780 4.580 5,382 1.872 1.872 5.382 4.580 4.780 4.780 4.580 5.382 1.872 2.348 6.728 5.795 5.550 5.039 4.903 5.738 1.998 2.822 8.078 6.993 6.460 5.601 5.493 6,416 2.235 2.822 8.078 6.993 6.460 5.601 5.493 6.416 2.235 1.123 3.229 2.748 2,868 2.868 2.748 3.229 1.123 1,123 3.229 2.748 2.868 2.868 2.748 3.229 1.123 1.872 5.382 4.580 4.780 4.780 4.580 6,382 1.872 0.634 1,795 1.621 1.026 0.345 0.431 0.475 0,168 0.633 1.801 1.596 1.213 0,750 0.787 0.903 0.316 Segment Span Pa along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8,000 -6.63 36.70 0.18 Span # 2 2 8.000 -7.61 36.70 0.21 Span #3 3 8.000 5.81 36.70 0.16 Span #4 4 8,000 -5.51 36.70 0.15 Span # 5 5 8.000 4.69 36.70 0.13 Span # 6 6 8.000 5.39 36.70 0.15 Span # 7 7 8.000 -6.06 36.70 0.17 +1.40D+1.60H Span # 1 1 8.000 4.90 36.70 0.13 Span # 2 2 8.000 -5.62 36.70 0.15 Span # 3 3 8.000 -4. 36.70 0.11 Span # 4 4 8.000 A.49 49 36.70 0.12 Span # 5 5 8.000 4.49 36.70 0.12 Description : Load Combination Segment +120D+0.50Lr+1.60L+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +1.20D+1.60L+0.50S+1.60H Span # i Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +1.20D+1,60Lr+0.50L+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +120D+1.60Lr+0.50W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +1.20D+0.50L+1.60S+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +1.20D+1.60S+0.50W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +120D+0.50L+0.50S+W+1.60H Span # 1 Span # 2 Span # 3 Span # 4 Span # 5 Span # 6 Span # 7 +1.20D+0.50L+0.70S+E+1.60H Span # 1 Span # 2 Span # 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 2 Location (ft) Bending Stress Results (k-ft ) along Beam MU: Max Phi'Mnx Stress Ratio 8.000 -4.99 36.70 0.14 8.000 5.62 36.70 0.15 8.000 -6.04 36.70 0.16 8.000 -6.94 36.70 0.19 8.000 -5.28 36.70 0.14 8.000 -4.96 36.70 0.14 8,000 -4.13 36.70 0.11 8.000 -4.78 36.70 0.13 8.000 -5.38 36.70 0.15 8.000 -6.63 36.70 0.18 8.000 -7.60 36.70 0.21 8.000 -5.81 36.70 0.16 8.000 5.37 36.70 0.15 8.000 -4.37 36.70 0.12 8.000 5.08 36.70 0.14 8.000 -5.71 36.70 0.16 8,000 -4.78 36.70 0.13 8.000 -5.48 36.70 0.15 8.000 -4.08 36.70 0.11 8.000 -4.20 36.70 0.11 8.000 -3.94 36.70 0.11 8.000 -4.43 36.70 0.12 8.000 -4.99 36.70 0.14 8.000 4.20 36.70 0.11 8.000 -4.81 36.70 0.13 8.000 -3.53 36.70 0.10 8.000 3.85 36.70 0.10 8,000 3.85 36.70 0.10 8.000 4.28 36.70 0.12 8.000 4.81 36.70 0.13 8.000 -6.63 36.70 0.18 8.000 -7.61 36.70. 0.21 8.000 -5.78 36.70 0.16 8.000 -5.51 36.70 0.15 8.000 4.69 36.70 0.13 8.000 5.39 36.70 0.15 8.000 -6.06 36.70 0.17 8,000 -6.06 36.70 0.17 8.000 -6.95 36.70 0.19 8.000 5.23 36.70 0.14 8.000 -5.16 36.70 0.14 8.000 4.60 36.70 0.13 8.000 5.23 36.70 0.14 8,000 -5.89 36.70 0.16 8.000 4.78 36.70 0.13 8.000 -5.48 36.70 0.15 8000 -4.08 36.70 0.11 8.000 -4.20 36.70 0.11 8.000 -3.94 36.70 0.11 8.000 -4.43 36.70 0.12 8,000 -4.99 36.70 0.14 8.000 -5.36 36.70 0.15 8.000 -6.14 36.70 0.17 8.000 -4.61 36.70 0.13 8.000 -4.61 36.70 0.13 8.000 4A7 36.70 0.11 8.000 -4.73 36.70 0.13 8.000 5.32 36.70 0.15 8.000 -5.59 36.70 0.15 8.000 -6.41 36.70 0.17 Description : @ grid "A" Load Combination Segment Span # Location (ft) along Beam Bending Mid: Max Stress Results ( k-ft ) Phi'Mnx Stress Ratio Span # 3 3 8.000 -4.82 36.70 0.13 Span #4 4 8.000 -4.77 36.70 0.13 Span # 5 5 8.000 -4.27 36.70 0.12 Span # 6 6 8.000 4.85 36.70 0.13 Span # 7 7 8.000 5.46 36.70 0.15 +0.90D+W+0.90H Span # 1 1 8.000 -3.15 36.70 0.09 Span # 2 2 8.000 -3.61' 36.70 0.10 Span # 3 3 8.000 -2.65 36.70 0.07 Span # 4 4 8.000 -2.89 36.70 0.08 Span # 5 5 8.000 -2.89 36.70 0.08 Span # 6 6 8.000 -3.21 36.70 0.09 Span # 7 7 8.000 -3.61 36.70 0.10 +0.90D+E+0.90H Span # 1 1 8.000 -3.15 36.70 0.09 Span # 2 2 8.000 -3.61 36.70 0.10 Span # 3 3 8.000 -2.65 36.70 0.07 Span #4 4 8.000 -2.89 36.70 0.08 Span # 5 5 8.000 -2.89 36.70 0.08 Span # 6 6 8.000 -3.21 36.70 0.09 Span # 7 7 8.000 -3.61 36.70 0.10 Load Combination Span Max. "-" Deft (in) Location In Span (ft) Load Combination Max. "+" Dell (in) Location in Span (ft) +D+0.750L+0.750S+0.5250E4+i 1 0.0032 3.273 +D+0.750L+0.750S+0.5250E+H -0.0001 8.364 +D+0,750L-0.750S+0.5250E+H 2 O.0007 4.000 +D+0.750L+0.750S+0.5250E+H -0.0000 1.091 +D+0.750L+0.7505+0.5250E+H 3 0.0016 4.000 0.0000 1.091 +D+S+H 4 0.0008 4.000 0.0000 1.091 +D+0.750L-4750M.5250E+H 5 0.0012 4.000 0.0000 1.091 +D+0.750L+0.7508+0.5250E+H 6 0.0006 4.000 +D+0.750L+0.750S+0.5250E+H -0.0000 7.636 +D+0.750L+0750S+0.5250E+H 7 0.0025 4.727 - 0.0000 7.636 pa( Description : k=e Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Pc 112 = ' 3.0 ksi Phi Values Flexure : 0.90 fr= fc 7.50 = 410.792 psi Shear: 0.750 Y Density = 145.0 pcf p = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy- Stirrups 40.Oksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Width =12.0 Span#1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 9.0 ft in this span 245 at 3.50 in from Top, from 0.0 to 9.0 ft in this span Span #2 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 9.0 it in this span 245 at 3.50 in from Top, from 0.0 to 9.0 ft in this span Span #3 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 9.0 it in this span 245 at 3.50 in from Top, from 0.0 to 9.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.420, S = 0.340 k/ft, Tributary Width =1.0 ft Point Load : D=1.865, S = 2.888 k @ 4.0 ft tom' l Load for Span Number 2 Uniform Load : D = 0,420, S = 0.340 kht, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.420, S = 0,340 k/tt, Tributary Width =1.0 ft Point Load: D=1.865, S = 2.888 k @ 2.0 ft Description : @ grid "C" Section used for this span Typical Section Max Downward Transient Deflection 0.007 in Ratio = 16396>=360. Mu: Applied 21.305 k-ft Max Upward Transient Deflection -0.002 in Ratio = 49051 >=360. Mn * Phi: Allowable 36.697 k-ft Max Downward Total Deflection 0.013 in Ratio = 8159>=180. Location of maximum on span 4.020 ft Max Upward Total Deflection -0.003 in Ratio = 31322>=180. Span # where maximum occurs Span # 1 Support notation: Far left is #1 Overall MAXimum 5.716 11.983 13.333 212 Overall MINimum 1.863 4.242 4.560 1.508 +D+H 3,105 7.071 T600 2.514 +D+L+H 3.105 7.071 7.600 2.514 +D+Lr+H 3.105 7.071 7.600 2.514 +D+S+H 5.718 11.983 13.333 4.212 +D+0.750Lr+0.750L+H 3.105 7.071 7,600 2.514 +D+0.750L+0.750S+H 5.065 10.755 11.900 3.787 +D+0.60W+H 3.105 7.071 7.600 2.514 +D+0.70E+H 3.105 7.071 7.600 2.514 +D+0.750Lr+0.750L+0.450W+H 3.105 7.071 7.600 2.514 +D+0.750L+0.750S+0.450W+H 5.065 10.755 11,900 3.787 +D+0.750L+0.750S+0.5250E+H 5.065 10.755 11.900 3.787 +0.60D+0.60W+0.60H 1.863 4.242 4.560 1.508 +0.60D+0.70E+0.60H 1.863 4.242 4.560 1.508 D Only 3.105 7.071 7.600 2.514 Lr Only L Only S Only 2.613 4.913 5.733 1.698 W Only E Only H Only vemeen u.uu to i zo n, YnivGZ <Vu <=Yiuvc, Heq'd Vs = Min 9.5.3.1, use #3 stirrups spaced at 6.000 in Between 1.32 to 5.58 It, Vu < PhiVc/2, Req'd Vs = Not Reqd 9,6.3.1, use #3 stirrups spaced at 0.000 in Between 5.64 to 8.94 ft, PhiVcA2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 9.00 to 17.94 ft, Vu < PhiVcl2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 18.00 to 19.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 20.04 to 26.94 ft, Vu < PhiVct2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.000 21.30 36.70 0.58 Span # 2 2 9.000 -14.97 36.70 0.41 Span # 3 3 9.000 -13.96 36.70 0.38 +1.40D+1.60H Span # 1 1 9,000 10.48 36.70 0.29 Span # 2 2 9.000 -8.71 36.70 0.24 Span #3 3 9.000 -8.32 36.70 0.23 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 9.000 8.99 36.70 0.24 Span # 2 2 9.000 -7.46 36.70 0.20 Span # 3 3 9,000 -7.13 36,70 0.19 +1.20D+1.60L+0.50S+1.60H Span # 1 1 9.000 12.84 36.70 0.35 Span # 2 2 9.000 -9.81 36.70 0.27 Span # 3 3 9.000 -9.27 36.70 0.25 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 9.000 8.99 36.70 0.24 Span # 2 2 9.000 -7.46 36.70 0.20 Span # 3 3 9.000 -7.13 36.70 0.19 +1.20D+1.60Lr+0.50W+1.60H Description : Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio Span #1 1 9.000 8.99 36.70 0.24 Span # 2 2 9.000 -7.46 36.70 - 0.20 Span # 3 3 9.000 -7.13 36.70 0.19 +1.20D+0.50L+1.60S+1.60H Span # 1 1 9.000 21.30 36.70 0.58 Span # 2 2 9.000 -14.97 36.70 0.41 Span # 3 3 9.000 -13.96 36.70 0.38 +1.200+1.60S+0.50W+1.60H Span # 1 1 9.000 21.30 36.70 0.58 Span #2 2 9,000 -14.97 36.70 0.41 Span # 3 3 9.000 -13.96 36.70 0.38 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 9.000 8.99 36.70 0.24 Span # 2 2 9.000 -7.46 36.70 0.20 Span # 3 3 9.000 -7.13 36.70 0.19 +1.20D+0.50L+0.50S+W+1,60H Span # 1 1 9.000 12.84 36.70 0.35 Span # 2 2 9.000 -9.81 36.70 0.27 Span #3 3 9.000 -9.27 36.70 0.25 +1.20D+0.50L+0.70S+E+1.60H Span#1 1 9.000 14.38 36.70 0.39 Span # 2 2 9.000 -10.75 36.70 0.29 Span # 3 3 9.000 -10.12 36.70 0.28 +0.90D+W+0.90H Span # 1 1 9.000 6.74 36.70 0.18 Span # 2 2 9.000 5.60 36.70 0.15 Span # 3 3 9.000 -5.35 36.70 0.15 +0.90D+E+0.90H Span # 1 1 9.000 6.74 36.70 0.18 Span # 2 2 9.000 -5.60 36.70 0.15 Span # 3 3 9,000 -5.35 36.70 0.15 oac �,ommnaaon Span Max. -" Den (in) Location in Span (ft) Load Combination Max. "+" Deft (in) Location in Span (ft) +D+S+H 1 0.0132 4.140 +D+S+H -0.0004 9,180 +D+S+H 2 O.0006 9.180 +D+S+H -H034 4.140 +D+S+H 3 0.0101 4.500 0.0000 4.140 Description : Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 fc 112 = 3.0 ksi Phi Values Flexure : 0.90 fr= fc * 7.50 = 410.792psi Shear: 0.750 tV Density = 145.0 pcf 131 = 0.850 % LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksl Fy- Stirrups 40.0ksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Rectangular Section, Width =12.0 in, Height =16.0 in Span#1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.50 It in this span 245 at 3.50 in from Top, from 0.0 to 8.50 ft in this span Span #2 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 8.50 ft in this span 245 at 3.50 in from Top, from 0.0 to 8,50 ft in this span Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.40, L = 0.0530, S = 0.10 klft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.40, L = 0.0530, S = 0.10 klft, Tributary Width =1.0 ft Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio = 0 <; Mu: Applied -8.115 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <; Mn * Phi: Allowable 36.697 k-ft Max Downward Total Deflection 0.003 in Ratio = 37767>= Location of maximum on span 0.000 ft Max Upward Total Deflection 0.000 in Ratio = 0 <1 Span # where maximum occurs Span # 2 Support notation: For left is #1 .oaa comoinauon Support1 Support2 Support3 - Overall MAXimum 2.257 7.523 2.257 Overall MINimum 0.169 0.563 0.169 +D+H 1.891 6.304 1.891 +D+L+H 2.060 6.867 2.060 +D+Lr+H 1.891 6.304 1,891 +D+S+H 2,210 7.367 2.210 1 Description: Support notation : Far left is #1 +D+0.750Lr+0.750L+H 2.018 6.727 2.018 +D+0.750L+0.750S+H 2.257 7.523 2.257 +D+O.60W+H 1,891 6.304 1.891 +D+0.70E+H 1.891 6.304 1.891 +D+0.750Lr+0.750L+0.450W+H 2.018 6.727 2.018 +D+0.750L+0.750S+0.450W+H 2.257 7.523 2.257 +D+0.750L+0.750S+0.5250E+H 2.257 7.523 2.257 +0.60D+0.60W+0.60H 1.135 3.782 1.135 +0.60D+070E+0.60H 1.135 3.782 1.135 D Only 1.891 6.304 1.891 Lr Only L Only 0.169 0.563 0.169 S Only 0,319 1.062 0.319 W Only E Only H Only Entire Beam Span Length: Vu < PhiVc12, Req'd Vs = Not Reqd 9.6.3.1, use #3 stinups spaced at 0.000 in Segment Span # along Beam MU: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.500 -7.95 36.70 0.22 Span # 2 2 8.500 -8.11 36.70 0.22 +1.40D+1.60H Span # 1 1 8.500 -7.35 36.70 0.20 Span # 2 2 8.500 -7.50 36.70 0.20 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.500 -7.05 36.70 0.19 Span # 2 2 8.500 -7.20 36.70 0.20 +1.20D+1.60L+O,50S+1.60H Span # 1 1 8.500 -7.49 36.70 0.20 Span # 2 2 8.500 -7.65 36.70 0.21 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 8.500 -6.53 36.70 0.18 Span # 2 2 8.500 -6.67 36.70 0.18 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.500 -6.30 36.70 0.17 Span # 2 2 8.500 -6.43 36.70 0.18 +1.20D+0.50L+1.605+1.60H Span # 1 1 8.500 -7.95 36.70 0.22 Span # 2 2 8.500 -8.11 36.70 0.22 +1.20D+1.60S+0.50W+1.60H Span #1 1 8,500 -7.72 36.70 0.21 Span # 2 2 8.500 -7.88 36.70 0.21 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 8.500 -6.53 36.70 0.18 Span #2 2 8,500 -6.67 36.70 0.18 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 8.500 -6.98 36.70 0.19 Span # 2 2 8.500 -7.12 36.70 0.19 +1.20D+0.50L+0.708+E+1.60H Span # 1 1 8.500 -7.15 36.70 0.19 Span # 2 2 8.500 -7.30 36.70 0.20 +0.900+W+0.90H Span # 1 1 8.500 A,72 36.70 0.13 Span # 2 2 8.500 ` A.82 36.70 0.13 +0.90D+E+0.90H Span # 1 1 8.500 -4.72 36.70 0.13 Span #2 2 8,500 A.82 36.70 0.13 3aa comomauon Span Max. - Deg (in) Location in Span (ft) Load Combination Max. "-O'Dell (in) Location in Span (ft) +0+0.7501-+0.750S+0.5250E+H 1 0.0027 3.521 0.0000 0,000 Description Load Combination Span Max.'2 Deft (in) Location in Span (ft)- Load Combination Max. W Deft (in) Location in Span (ft) +D+0,750L+0.750S+Ob250E+H 2 0.0027 4.979 0,0000 0.000 IT, T 1 tt� DIC-PlE 6 u � WALL_ IA-- ti _8.1_ . s�Tti� tx ort c4z IOATmtz Qt L I o' C� O O to 140 Pis Pjw Hazards by Location Search Information Address: 1141 Viewland Way, Edmonds, WA 98020 01-31 Basic Parameters Name Value Ss 1.278 St 0.501 SMS 1.278 SMt 0.751 SOS 0.852 SDI 0.501 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Silt -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at i.Os SA -Additional Information ':. Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s CRS 0.979 Coefficient of risk (0.2s) CR1 0.946 Coefficient of risk(1.0s) PGA 0.52 MCED peak ground acceleration ''. FpGA 1 Site amplification factor at PGA ''. PGAM 0.62 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.278 Probabilistic risk -targeted ground motion (0.2s) ''. SsUH 1.305 Factored uniform -hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.643 Factored deterministic acceleration value (0.2s) '.. S1RT 0.501 Probabilistic risk -targeted ground motion(1.0s) ''. S1UH 0.529 Factored uniform -hazard spectral acceleration (2% probability of - exceedance In 50 years) SiD 0.657 Factored deterministic acceleration value (1.0s) PGAd 0.632 Factored deterministic acceleration value (PGA) 85 Mfi�+ C.�sn) � ° kak,­­ (-00 o Design Lateral Seismic Load per "IBC 2015' & 'ASCE/SEI 7-10": The total design lateral seiamic force is determined from: V = Cg x W = 0.0918 x W = 3567 lb. : ASD From: Se = St = Fa = F = SMS — SM1 = SDS - SDi = Ct = hn = le = R= Cs = W= 1.278 g (=0.2 sec response) Seismic Design Category: D 0.501 g (=1.0 sec response) Occupancy Category : II 1.000 (=site Coefficients: site classification'D') Seismic Use Group: I 1.500 (=site Coefficients: site classification'D') 1.278 (=FaxSO 0.752 (= F, x SI) 0.852 (= Sms x (2/3)] 0.501 (= Sml x (2/3)] 0.020 19.00 ft.(=Mean Height of Roof) T = 0.18 sec. 1.00 6.50 0.0918 (=SDs/(R/Ie)x0.7) : ASD 38880 lb. (=Included Exterior & Interior Partition Wall) ASCE/SEI 7-10' Section 12.8.1 has a requirement that V be not less than 0.01 W BUT not more than {(SDtx I)/(RxT)]x W Check: (0.01) x W < V < {(SDtx Ie)/(RxT))x W 272 lb.< V < 11525 lb.: O. K. Ditribution of Base Shear (ASD): Level I W;(lb) hi(ft) (W;)(h;) (Wihi)/Sum(W;h;) Fx Sum(F.) Roof 17820 19.00 338580 0.629 2242 2242 2nd Floor 21060 9.50 200070 0.371 1325 3567 38880 From Roof (r.-k7( , AAA JJJ/ll��T'�� 2nd Floor : 02 0- t tit_ u,4}�4s Diaphraem Load (ASM 538650 1.000. X IUXT,t7 X« X47i l Level I Fi(lb) sum:Fil Wil sum:F;/sum:Wi Adjust I F a Roof 1 22421 22421 178201 0.126 0.126 2245 2nd Floor 1 13251 35671 210601 0.092 1 0.1191 2506 MINN J F.(max)= 0.4 SDs Ie Wpx (0.7) = 0.239 F,(min)= 0.2 SDs Ie Wr> (0.7 0.119 ,b Lai) 6; C lb. lb. �15-F44x,�x o.Di(8 4 L2 1609.6 Alternate all -heights method, (<_ 76 ft) Building Mean roof height, h = 20 FT Roof Pitch = 0.5 : 12 0 = 2.4 Degrees Building & Structure Risk Category = II, standard IBC T-1604.5 Basic Wind Speed = 85 MPH Fig. 26.5-1A, MRI = 700 yrs 1). Main wind force -resisting frames and systems Pnet= 0.00256V2KiCnetK:t IBC (16-35) Cnet = Kd[(GCP)-(GCPJ] IBC T-1609.6.2 Pnet= 18.5 KiCnetl(v Kz = Velocity pressure exposure coefficient, ASCE 6.5.6.6 For windward side shall be based on height z For leeward, sidewalls and roof shall be based on height h Topography factor Kzt = 1 26.8, Figure 26.8-1 Exposure = B Enclosed Building ASCE T-6-1 C � Factor From Table 1609.6.2 Description Enclosed Building Kz Pnet in PSF Walls: +Internal pressure -Internal pressure +Internal pressure I -Internal pressure Windward wall 0.43 0.73 see calculation below Leeward wall -0.51 -0.21 0.62 -5.89 -2.42 Sidewall -0.66 -0.35 -7.62 -4.04 Parapet wall, windward 1.28 14.77 14.77 Parapet wall, leeward -0.85 -9.81 -9.81 Roof Wind perpendicular to ridge Leeward roof or flat roof 1 -0.66 -0.35 -7.62 -4.04 Windward roof slopes: Slope = 2.4 Condition 1 1.09 0.79 -12.58 -9.12 Condition 2 -0.281 0.02 1 -3.231 0.23 Wind parallel to ridge and flat roofs 1 -1.09 -0.79 1 -12.58 -9.12 Height z (ft) Kz Windward wall Leeward wall Total Horizontal pressure 0.00256V2KzCnetK t 0.00256VZKiCnetKzt with +Internal Pressure with -Internal Pressure with +Internal Pressure withh+Internal -Internal Pressure with -Internal Pressure 0'-16 0.57 4.57 7.76 -5.89 -2.4210.18 sf 20.0 0.62 4.96 8.42 -5.89 -2.42 10.85 psf -12.58psf or -7.621 sf d s OR 0. 9 for flat roof eewerd• ssure ' 4.96psf +Interne ressure ps 8.42psf -Internal Pressure -GCPI 4.57psf ' ©-5.89psf 7.76psfrUkL- I ., signify pressure acting toward the surface 20.0' - Sign signify pressure acting away from the surface 0' - 15' + -2.42psf -2.42psf 26.8 Topographic Effects x = 3745 Lh = 3900 Figure 26.8-1 H = 400 Height above local ground z = 20 ft Hill Shape 2-dimensional escarpmentsIV i Direction upwind of Crest V Exposure B Height of hill, H= 400 ft Distance upwind of crest to where the difference in ground elevation is half the height of hill, Lh = 3900 ft H/Ln = 0.10 < 0.2, Topographic Effects shall not be included calculate K, by using H/Lh = 0.10 Distance from the crest to the building, x = 3745 ft x/Lh = 0.96 Figure 6-4, K,/(H/Lh) = 0.75 K, = 0.08 calculate K2, K3 by using Lh = 3900 K2 = 1 - x/pLh to = 1.5 K2 = 0.36 Ka- eyY z�Lh 2.5 - K3 = 0.99 Kzt= (1 +K,K2K3]2 (26.8-1) Kn = 1.00 OEM --- oil WG a - W011-6 = 61) .10 6 Z -1 01 ---I o 110-11 = no/ I VA3-13 ISV3 i1mowNLI rm-1�—wwo�w! WAL vQ*%,W) ioO Y td x446 = tDK� l t ®.5Xtk ey-46 t -v 416 ©e �� Folsol JV-BEIN - WEST ELEVATe co wale ice+4 � -2� (M.3I 16) T- o**N 16*x tm- 3tX 1� = t94-21 ` NORTH ELEVATION 1 /8" = P-on • �®sue = � -CAD ®: q*+ 3 — IW. -Mg)M = t58ew r• SOUTH ELEVATION 1 /88 = P-on W WtND( • uJ�N : 7.`i6 67 v : sus 32-01• ,6WL 26•-0• a'-6' 3'd 6•-1p• - I I O(//\//��/\y/�/ ❑ III w — �II aeeaasm ❑ , j — IPA II I I II 3�y 2 II SwELNxG II. II II II &EB89BN� I. e e I j 9 �w000 ae. i-- 26 26 it 11 I Heated space: 700 SF 2ND FLOOI I= 0 2 4 8 T$' 15-T 11'E• 3'S• le'-e' (Gill O O O O- - d )F i eWrtiCAL o- - 00 1 t � INz a II • R 10+ Reliability/Redundancy Factor: SEISMIC Use R.F. _, 1.00 SDS = 0.852 UCam. Y;" pcfwonb VYN M 6 UQ G. !�m/=LAC 1-e� .94w, 0.613 + W (Eq. 16-14) 0.61) + 0.7E (Eq.16-15) & E = QE - 0.2 Sus D -----> OA8 D + 0.7 OE Tt� SEISMIC: WIND: @ Grid 'A' : V = 1121 # @ Grid 'A': F = 1264 # L= 3.33'+3.33' L= 3.33'+3.33' Vmof= 561 lb. Ff= 627 lb. Vmd = 561 ib(=FwaIIxR/F) L = 3.33 ft. Le: 3.33 ft. H = 9.00 ft. He: 9.00 ft. V shear = 188 #/ft V shear = 168 #/ft �`[`� T=C= 1832 lb. SEISMIC: `� I �J WIND: @ Grid 'A' : V = 3023 # @Grid '/►' : F = 3716 # L= 7'+9'+3.5'+3.5';,C9 L= T+9'+3.5'+3.5 Vbwrwf&fir= 920 lb. Vmmof&8r= 460 lb. C (, �►� �F�owd&fir = 1131 lb. Flow rt&flr= 566 lb. V,ow,f&fl; = 920 Ib(=FwaIIxR/F) vl.,f&fir = 460 Ib(=FwaIIxR/F) f, L= 7.00 ft. L= 3.60 ft. L= 7.00 ft. L= 3.50 ft. f, H = 12.00 ft. H = 12.00 ft. H = 12.00 ft. H = 12.00 ft.— O W"�V shear = 162 #/ft <VftP V shear = 162 Wit V shear = 131 #/ft V shear = 131 #/ft<FfF T=C= 2011 lb. T=C= 2090 lb. T=C= 1636 lb. T=C= 1698 lb. SEISMIC: WIND: @Grid'B': V= 210 # # (���,�)2 ��� @Grid 'B':F= 718# SEISMIC: @ Grid 'C' : V = 648 # L= 4'+4' Vroof= 324 Ib. Vr„ = 324 Ib(=FWaIIXR/F) L = 4.00 ft. H = 11.00 ft. v shear = 81 #/ft<-"? T=C= 950 Ib. SEISMIC: @ Grid 'D':V= 1121 # L = 7.5' Vroof= 1121 Ib. Vm.f = - 1121 Ib(=FwaIIxR/F) L = 7.50 ft. H = 9.00 ft. shear = 149 #/ft T=C= 1392392 Ib. SEISMIC: @ Grid V: V = 2940 # L= 4.33'+4.33' Vlow roof &Flr= 1470 Ib. Vt. rfsnr = 1470 Ib(=FwaIIxR/F) L = 4.33 ft. H = 8.50 ft. `/ shear = 339 #/ft T=C= 3063 Ib. y WIND: @ Grid V: F = 695 # L= 4'+4' Fro. = 348 Ib. L = 4.00 ft. H = 11.00 ft. 1 ` shear = 87 1b. Q T=C= 1021 Ib. IwQt UP` bay ,itu, WIND: @ Grid 'D' : F = 1254 # L = 7.5' FPoof = 1254 Ib. L= 7.50 ft. H = 9.00 ft. V shear = 167 #/ft� T=C= 1557 Ib. WIND: @ Grid D' : F = 4202 # L= 4.33'+4.33' Flow rf&fir = 2101 Ib. L = 4.33 ft. H = 8.50 ft. v shear = 485 #/ft < - T=C= 4377 Ib. SEISMIC: WIND: @ Grid 'E' : V = 355 # @ Grid V: F = 486 # L = 4.5' + 5.5' L = 4.5' + 5.5' Vreef= 160 lb. V,Oef= 195 lb. F..f = 219 lb. F..f = V..f, = 160 Ib(=FWaIIXR/F) V.. = 195 Ib(=FWaIIXR/F) L = 4.50 ft. L = L = 4.50 ft. L = 5.50 ft. H = 12.00 ft. H = H = 12.00 ft. H = 9.50 ft. V shear = 49 #/ft 4M V shear = V shear = 35 #/ft <T-tp V shear = 35 #/ft T=C= 618 lb. T=C= T=C= 451 lb. T=C= 353 lb. Copt SEISMIC: [ }� WIND: @ Grid '1' : V = 210 # # CV y/j. o) �� @ Grid '1' : F = 718 # SEISMIC: @ Grid '2' : V = 800 # L= 3.5'+3.5'+3.5' Vro.f= 267 lb. V, Of = 267 Ib(=FWaIIXR/F) L = 3.50 ft. H = 11.00 ft. V shear = 76 #/ft <Tflr T=C= 904 lb. �/I !itj /U� WIND: @ Grid '2' : F = 1068 # L= 3.5' + 3.5' + 3.5' F..f = 356 lb. L = 3.50 ft. H = 11.00 ft. V shear = 102 #/ft T— = 1205 lb. 267 lb. 5.50 ft. 9.50 ft. 49 #/ft 483 lb. SEISMIC: WIND: @ Grid '3' : V = 1045 # @ Grid '3' : F = 770 # L= 6'+4' L= 5'+4' Vroof= 580 lb. Vmof= 465 lb. Froof = 428 lb. Fmof = Vroof = 580 Ib(=FwaIIxR/F) Vroot = 465 Ib(=FWaIIXR/F) L = 5.00 ft. L = L = 5.00 ft. L = 4.00 ft. H = 9.00 ft. H = H = 9.00 ft. H = 9.00 ft. V shear = 86 #/ft <�-T V shear = V shear = 116 #/ft <" - V shear = 116 #/ft �' T=C= 811 lb. T=C= T=C= 1099 lb. T=C= 1116 lb. SEISMIC: 2 . y�� ( � WIND: @ Grid '3' : V = 2375 # / @ Grid '3' : F = 1730 # L= 10' L= 10' Viow,da v,= 2375 lb. Fimrfanr= 1730 lb. Vto ,f&fir' = 2375 Ib(=FWaIIXR/F) L= 10.00 ft. L = 10.00 ft. H = 8.50 ft. H = 8.50 ft. V shear = 173 #/ft { Vshear = 238 #/ft T=C= 1508 lb. T=C= 2071 lb. SEISMIC: WIND: @ Grid W : V 355 # @ Grid W : F = 646 # L _ 4' L = 4' Vroof= 355 lb. Foof= 646 lb. Vmof = 355 Ib(=FWaIIXR/F) L = 4.00 ft. L = 4.00 ft. H = 9.00 ft. H = 9.00 ft. V shear = 162 #/ft Vshear= 89 #/ftT=C= 1550 lb. T=C= 852 lb. sr 342 lb. 4.00 ft. 9.00 ft. 86 #/ft 821 lb. SEISMIC: @ Grid '5' : V = 1121 # L= 5'+7.5' Vroof= 448 lb. Vroof= 673 lb. Vroof = 448 Ib(=FwaIIxR/F) Vroof = 673 Ib(=FWaIIXR/F) L = 5.00 ft. L = 7.50 ft. H = 9.50 ft. r DTT&' H = 9.50 ft. V shear = 90 #/ft LT �/ shear= 90 #/ft <hT T=C= 896 lb. _ , 7 �> T=C= 882 lb. VVINU' @GridW:F= 435# L= 5'+7.5' Foof= 174 lb. Fro. 261 lb. L = 5.00 ft. L = 7.50 ft. H = 9.50 ft. H = 9.50 ft. V shear = 35 #/ft <T-tj> V shear = 35 #/ft.("f p 348 lb. T=C= 342 lb. pT=C= .84 L = 20.5' L = 20.5' V9oor= 2433 lb. Ffloor= 2101 lb. Vnoo; = 2433 Ib(=FwaIIxR/F) L = 20.50 ft. L = 20.50 ft. H = 8.50 ft. H = 8.50 ft. V shear = 102 #/ft Vshear = 119 #/ft T=C= 882 lb. T=C= 1021 lb. � ; C� C�t✓�'��•S)"rt��`,8/� `t'(/`\] C��7/�X6.�' ��� } (ate. � No upufT SEISMIC: WIND: @ Grid W : V = 648 # @ Grid V: F = 858 # L = 23' L = 23' Vroof= 648 lb. Fmof= 858 lb. Vroof = 648 Ib(=FwaIIxR/F) L = 23.00 ft. L = 23.00 ft. H = 11.50 ft. H = 11.50 ft. V shear = 37 #/ft V shear = 28 #/ft T=C= 434 lb. T=C= 328 lb. AA 2)]C3,)xo.41e=6(t5 �b u zlr-r