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Permit File BLD-2021-0730 3206 R Avenue (18)
Structural Engineers INC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512(V) (206)285-0618(F) STRUCTURAL CALCULATIONS for R32 TOWNHOMES 3206 R Ave Anacortes, WA 98221 08/20/2021 Z:\21137 R32 Townhomes\ENGR\Calcuations\Calc Parts\21137 COVER.doc Page 1 of 136 Design Summary The proposed project is to be multi-plex townhomes. Design parameters are as noted below: The structures are multi -story and wood framed. Roof framing is comprised of pre manufactured trusses, and floor framing is comprised of pre -manufactured wood I -joists. The foundations are conventional strip and spread. Wind design is based on the ASCE 7-16 MWFRS (Envelope Procedure) for 110 mph ultimate wind speed, exposure category B and a Kzt value of 1.00. Seismic lateral design is based on the "Equivalent Lateral Force" procedure with Ss and S1 values from ASCE 7-16 and with soil classification "D". Plywood OSB shearwalls are the primary lateral force resisting system (R=6.5). Interior units are controlled by seismic loads in the side -to -side direction. End units have been designed with a 30% reduction in wind loading in the side -to -side direction. Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2018 IBC and ASCE 7-16. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/ASCE code. Structural Engineers Z:A21137 R32 Townhomes\ENGRVCalcuationsVCalc Parts\21137 COVER.doc Page 2 of 136 Structural Engineers DESIGN MAPS Z:\21137 R32 Townhomes\ENGR\Calcuations\Calc Parts\21137 COVER.doc Page 3 of 136 4 ROOF TRUSSES ABOVE 2x LEDGER FLOOR JOISTS 99.0 (2) 2x10 HDR RAI' PLATFC FRAM +3'-0., A EE FRAM PLAN 7 SH UNIT Al FRUPPER LEVEL AMING PLAN 1/4" = 1'-0.. JACK TRUSS @ 24'. O.C. 2X LEDGER 19 59.0 -'O =Z O� O� 4X8 OST� 59.0 I/ POST 59.0 6 59.0 9 POST 59.0 ABV. I\ OPEN /I 3.5x1.875 1 VLF \ STAIR / I @RAMINQ POST B.A 10 POST \ / ABV' ABV. \ / I �I I I I I POST / \ ABV. I POST ABV. K 3.5 1.87 T LW FB I 19 I 59.a q I BA 1 90 (D 3.5 1L87 LVL FB I '(D 6.2 x11.8 6 LV FB '© O 2x LEDGER FIB.-1 2) 21101 DR _ 4 CON ENS •; x10 HD 59.0 JACK �:•"•:1.': •'.:. 18 TRUSSES /•••••. i.':: •::: 59.0 I 4x4 @ 24" O.C. F POST .A-1 G I alo P.T. 4x8 MDR �I� a I GABLE END TRUSS I 2I0 DECK JOIST. @ 16" _ __J____ __J O.C. RIP TOP%'YFOR 4x4 POST DRAINAGE UNIT Al FRMAIN LEVEL AMING PLAN 1/4" - 1'-0" Page 4 of 136 HU( F PLAT FRF +T-0' SEE FRF PLAI TRUSSES @ 24" O.C. UNIT B1 FRUPPER LEVEL AMING PLAN 174" =1._0" ROOF TRUSSES ABOVE FLOOR JOISTS— JACK TRUSS @ 24" O.C. I - dl.875 LVL FB OPEN STAIR FRAMING ; -- II Illm HUCQ412 1( I m .5x11.875 LVL FB POST ABV. WSWH18x8� WS �— 2. LEDGER 59.0 9 I I 875 1 VL F 59.0 __ II II II II I II II II II i l — 48 POST POST ABV. 59.0 J toy O x1 HD (2) 10 H R m 18 2 59.0 .S01.875 LVL FB 4x4 POST T. x8H R 4�4P SR T — --- --4x4 LEDGER POST 2x LEDGER 2x10 DECK JOIST. @ib" 2x ROOF FRAMING @ O.C. RIP TOP Y,":1' FOR 24" O.C. DRAINAGE TRUSS TAIL FROM ADJACENT Cl UNIT UNIT 131 FRMAIN LEVEL AMING PLAN 174„ = V-0" Page 5 of 136 WSW18x8 S/ a ROOF TRUSSES ABOVE FLOOR JOISTS —\ (/ 91 j c7n 4x8 POST — 6 59.0 JARUSS —� (2) 2x10 HDR 1 o I I I 59.0 I I4 I CI 59.0 (2) 2x10 HDR OI O B. -2 9 7x14 LVL (DR PPE)2") S9.0 Os LNGNG OPEKSTAI 'FRAMI 0� of \ S LVL FB I� O0 0u pm l o N 9 ryl 1 S9.0 / \ 3.1x1 .1111 VL FB FB C-3 FB 6 59.0 1 ml nl 1 v 1 0 ml �I ml UI � 00 LL 1 r 1 F .C- 0201HDR (2) 2x10 HDR a 59.0 UNIT C1 FRUPPER LEVEL AMING PLAN 114,. - V_0„ WSW1&8- JACK TRUSS @ 24" O.C. 2X LEDGERS j 6 s9.0 3.5x11 Ed rel.L:-7 i4114, TA� ME LVL F 3(DR PPE 4") 9 9 59.0 FB C-1 59. I — ---- — — — --- \ �/ .5x11875 L VL FB mi �i �1 II II II II 9 1 11 5.25 d6L LHD i 11 1 J75 LVL FB 59.0 DR BEA x10 ING 1 NALL 1 0 V POST ABV. POST ABV. 9 WR 33 F .875 .C-1 VL F B 59.0 BEARING @1 r0 �z 1 ry O� 6 59.0 Q LLp 20 S9.0 3. x11.8 5 VL FB -13 4 S9.0 I s o 2K 0 HDR 2x LEDGER I I I I I I JACK TRUSSES i•;; @ 24" O.C. •; �;•; ;:••� 4x4 POS F C_ 4 4x4 POST UC48 HDR 11 2x10 DECK JOIST. 16" O.C. GT P.T. 4x8 P. r� � T. 4x8 HDR 44 POST _ 1 GA&9.0 5 LE END i-4x4 POST I+1 DRAINAGE ________J P.T. 4x8 HDR UNIT C1 FRMAIN LEVEL AMING PLAN 114„ - 1,_0„ W Page 6 of 136 Structural Engineers VERTICAL ENGINEERING Z:\21137 R32 Townhomes\ENGR\Calcuations\Calc Parts\21137 COVER.doc Page 7 of 136 Project Title: Z Engineer: - Wut Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206.285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.11 DESCRIPTION: RB-1 CODE REFERENCES 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 ASCE 7-16 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2x10 Span =5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 20.0 ft, (Roof Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6001 Maximum Shear Stress Ratio = 0.400 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 701.24psi fv: Actual = 74.97 psi Fb: Allowable = 1,168.75psi Fv: Allowable = 187.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 2182>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.044 in Ratio = 1363 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.312 0.208 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.94 262.97 841.50 0.52 28.11 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.281 0.187 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.94 262.97 935.00 0.52 28.11 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.600 0.400 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.50 701.24 1168.75 1.39 74.97 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.245 0.163 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.94 262.97 1075.25 0.52 28.11 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.506 0.337 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.11 591.67 1168.75 1.17 63.25 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.245 0.163 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.94 262.97 1075.25 0.52 28.11 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.176 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.94 262.97 1496.00 0.52 28.11 240.00 Page 8 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: R13-1 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.396 0.264 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.176 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.105 0.070 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.176 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.176 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.105 0.070 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+Lr+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only H Only Shear Values V fv F'v 0.00 0.00 0.00 0.00 2.11 591.67 1496.00 1.17 63.25 240.00 0.00 0.00 0.00 0.00 0.94 262.97 1496.00 0.52 28.11 240.00 0.00 0.00 0.00 0.00 0.56 157.78 1496.00 0.31 16.87 240.00 0.00 0.00 0.00 0.00 0.94 262.97 1496.00 0.52 28.11 240.00 0.00 0.00 0.00 0.00 0.94 262.97 1496.00 0.52 28.11 240.00 0.00 0.00 0.00 0.00 0.56 157.78 1496.00 0.31 16.87 240.00 Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0440 2.518 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 2.000 2.000 1.250 1.250 0.750 0.750 0.750 0.750 2.000 2.000 0.750 0.750 1.688 1.688 0.750 0.750 0.750 0.750 1.688 1.688 0.750 0.750 0.450 0.450 0.750 0.750 0.750 0.750 0.450 0.450 0.750 0.750 1.250 1.250 Page 9 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: RB-2 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof Load) Point Load : D=1.526, Lr = 2.543 k @ 0.50 ft Maximum 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 0.373 1 Maximum Shear Stress Ratio = 0.299 : 1 2-2x10 Section used for this span 2-2x10 435.42psi fv: Actual = 56.00 psi 1,168.75psi Fv: Allowable = 187.50 psi +D+Lr+H Load Combination +D+Lr+H 0.504ft Location of maximum on span = 1.234 ft Span # 1 Span # where maximum occurs = Span # 1 0.002 in Ratio = 11579>=360 0.000 in Ratio = 0 <360 0.003 in Ratio = 7237>=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values N Pv +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.194 0.156 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 841.50 0.39 21.00 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.175 0.140 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 935.00 0.39 21.00 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.373 0.299 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.55 435.42 1168.75 1.04 56.00 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.152 0.122 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 1075.25 0.39 21.00 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.314 0.252 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.31 367.39 1168.75 0.87 47.25 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.152 0.122 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 1075.25 0.39 21.00 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 10 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 ME" Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: R13-2 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 Pv Length = 2.0 ft 1 0.109 0.088 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 1496.00 0.39 21.00 240.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.246 0.197 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.31 367.39 1496.00 0.87 47.25 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.109 0.088 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 1496.00 0.39 21.00 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.065 0.053 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 97.98 1496.00 0.23 12.60 240.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.109 0.088 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 1496.00 0.39 21.00 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.109 0.088 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 163.29 1496.00 0.39 21.00 240.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.065 0.053 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 97.98 1496.00 0.23 12.60 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+Lr+H 1 0.0033 0.891 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.132 1.097 Overall MINimum 1.957 0.686 +D+H 1.175 0.412 +D+L+H 1.175 0.412 +D+Lr+H 3.132 1.097 +D+S+H 1.175 0.412 +D+0.750Lr+0.750L+H 2.642 0.926 +D+0.750L+0.750S+H 1.175 0.412 +D+0.60W+H 1.175 0.412 +D+0.750Lr+0.750L+0.450W+H 2.642 0.926 +D+0.750L+0.750S+0.450W+H 1.175 0.412 +0.60D+0.60W+0.60H 0.705 0.247 +D+0.70E+0.60H 1.175 0.412 +D+0.750L+0.750S+0.5250E+H 1.175 0.412 +0.60D+0.70E+H 0.705 0.247 D Only 1.175 0.412 Lr Only 1.957 0.686 H Only Page 11 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-1 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi Load Combination ASCE 7-16 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.12) L(0.32) 2-2x10 Span = 6.0 ft E : Modulus of Elasticity Ebend- xx 1, 300.0 ksi Eminbend - xx 470.0 ksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 It, (Floor Load) Maximum Bending Stress Ratio = 0.5941 Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 555.38psi fv: Actual = 53.12 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio = 1973>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.050 in Ratio = 1435 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.180 0.107 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 841.50 0.27 14.49 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.594 0.354 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.98 555.38 935.00 0.98 53.12 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.130 0.077 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 1168.75 0.27 14.49 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.141 0.084 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 1075.25 0.27 14.49 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.389 0.232 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.62 454.40 1168.75 0.80 43.46 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.423 0.252 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.62 454.40 1075.25 0.80 43.46 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.101 0.060 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 1496.00 0.27 14.49 240.00 Page 12 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.A-1 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.304 0.181 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.304 0.181 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.061 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.101 0.060 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.304 0.181 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.061 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.62 454.40 1496.00 0.80 43.46 240.00 0.00 0.00 0.00 0.00 1.62 454.40 1496.00 0.80 43.46 240.00 0.00 0.00 0.00 0.00 0.32 90.88 1496.00 0.16 8.69 240.00 0.00 0.00 0.00 0.00 0.54 151.47 1496.00 0.27 14.49 240.00 0.00 0.00 0.00 0.00 1.62 454.40 1496.00 0.80 43.46 240.00 0.00 0.00 0.00 0.00 0.32 90.88 1496.00 0.16 8.69 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0502 3.022 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 1.320 1.320 0.960 0.960 0.360 0.360 1.320 1.320 0.360 0.360 0.360 0.360 1.080 1.080 1.080 1.080 0.360 0.360 1.080 1.080 1.080 1.080 0.216 0.216 0.360 0.360 1.080 1.080 0.216 0.216 0.360 0.360 0.960 0.960 Page 13 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-2 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2600 psi Load Combination ASCE 7-16 Fb - 2600 psi Fc - Prll 2510 psi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(02175) L(0.58) 3.5xl1.875 Span = 11.0 ft E : Modulus of Elasticity Ebend- xx 1900 ksi Eminbend - xx 965.71 ksi Density 42.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =14.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.677' 1 Maximum Shear Stress Ratio = 0.458 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,759.64psi fv: Actual = 130.57 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.036 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.207 in Ratio = 637>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.285 in Ratio = 463 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.205 0.139 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.29 479.90 2340.00 0.99 35.61 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.677 0.458 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.06 1,759.64 2600.00 3.62 130.57 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.148 0.100 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.29 479.90 3250.00 0.99 35.61 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.161 0.109 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.29 479.90 2990.00 0.99 35.61 327.75 +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 = 11.0 ft 1 0.443 0.300 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.87 1,439.70 3250.00 2.96 106.83 356.25 +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 = 11.0 ft 1 0.482 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.87 1,439.70 2990.00 2.96 106.83 327.75 +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 0.115 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.29 479.90 4160.00 0.99 35.61 456.00 Page 14 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.A-2 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.346 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.346 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.069 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.115 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.346 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.069 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 9.87 1,439.70 4160.00 2.96 106.83 456.00 0.00 0.00 0.00 0.00 9.87 1,439.70 4160.00 2.96 106.83 456.00 0.00 0.00 0.00 0.00 1.97 287.94 4160.00 0.59 21.37 456.00 0.00 0.00 0.00 0.00 3.29 479.90 4160.00 0.99 35.61 456.00 0.00 0.00 0.00 0.00 9.87 1,439.70 4160.00 2.96 106.83 456.00 0.00 0.00 0.00 0.00 1.97 287.94 4160.00 0.59 21.37 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.2848 5.540 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.386 4.386 3.190 3.190 1.196 1.196 4.386 4.386 1.196 1.196 1.196 1.196 3.589 3.589 3.589 3.589 1.196 1.196 3.589 3.589 3.589 3.589 0.718 0.718 1.196 1.196 3.589 3.589 0.718 0.718 1.196 1.196 3.190 3.190 Page 15 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 (V) See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-3 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.075) L(02) 3.5x11.875 Span = 3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 It, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0241 Maximum Shear Stress Ratio = 0.027 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 61.43psi fv: Actual = 7.61 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.516 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 41732 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.007 0.008 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.11 16.75 2340.00 0.06 2.07 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.024 0.027 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 61.43 2600.00 0.21 7.61 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.005 0.006 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.11 16.75 3250.00 0.06 2.07 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.006 0.006 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.11 16.75 2990.00 0.06 2.07 327.75 +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 = 3.50 ft 1 0.015 0.017 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.34 50.26 3250.00 0.17 6.22 356.25 +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 = 3.50 ft 1 0.017 0.019 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.34 50.26 2990.00 0.17 6.22 327.75 +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 = 3.50 ft 1 0.004 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 16.75 4160.00 0.06 2.07 456.00 Page 16 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: FB.A-3 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.012 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.012 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.002 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.004 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.012 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.002 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 0.34 50.26 4160.00 0.17 6.22 456.00 0.00 0.00 0.00 0.00 0.34 50.26 4160.00 0.17 6.22 456.00 0.00 0.00 0.00 0.00 0.07 10.05 4160.00 0.03 1.24 456.00 0.00 0.00 0.00 0.00 0.11 16.75 4160.00 0.06 2.07 456.00 0.00 0.00 0.00 0.00 0.34 50.26 4160.00 0.17 6.22 456.00 0.00 0.00 0.00 0.00 0.07 10.05 4160.00 0.03 1.24 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0010 1.763 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.481 0.481 0.350 0.350 0.131 0.131 0.481 0.481 0.131 0.131 0.131 0.131 0.394 0.394 0.394 0.394 0.131 0.131 0.394 0.394 0.394 0.394 0.079 0.079 0.131 0.131 0.394 0.394 0.079 0.079 0.131 0.131 0.350 0.350 Page 17 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-4 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.13) L(0.35) 3.5xl 1.875 Span = 14250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 It, (Floor Load) Point Load : D = 0.130, L = 0.350 k @ 4.666 ft, (FB.A-3) Maximum 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 0.226 1 3.5x11.875 587.05 psi 2,600.00 psi +D+L+H 5.721 ft Span # 1 Maximum Shear Stress Ratio = 0.126 : 1 Section used for this span 3.5x11.875 fv: Actual = 36.01 psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 0.114 in Ratio = 0.000 in Ratio = 0.156 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 1502 >=360 0 <360 1093 >=240 0 <240 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values N Pv +D+H 0.00 0.00 0.00 0.00 Length=14.250 ft 1 0.068 0.038 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.73 2340.00 0.27 9.80 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.250 ft 1 0.226 0.126 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.02 587.05 2600.00 1.00 36.01 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.250 ft 1 0.049 0.028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.73 3250.00 0.27 9.80 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.250 ft 1 0.053 0.030 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.73 2990.00 0.27 9.80 327.75 +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=14.250 ft 1 0.148 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.29 480.22 3250.00 0.82 29.46 356.25 +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=14.250 ft 1 0.161 0.090 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.29 480.22 2990.00 0.82 29.46 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 18 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 all Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: FB.A-4 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 Pv Length=14.250 ft 1 0.038 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.73 4160.00 0.27 9.80 456.00 +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=14.250 ft 1 0.115 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.29 480.22 4160.00 0.82 29.46 456.00 +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=14.250 ft 1 0.115 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.29 480.22 4160.00 0.82 29.46 456.00 +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=14.250 ft 1 0.023 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 95.84 4160.00 0.16 5.88 456.00 +D+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=14.250 ft 1 0.038 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.73 4160.00 0.27 9.80 456.00 +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=14.250 ft 1 0.115 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.29 480.22 4160.00 0.82 29.46 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.250 ft 1 0.023 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 95.84 4160.00 0.16 5.88 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.1564 6.969 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.107 0.941 Overall MINimum 0.805 0.685 +D+H 0.301 0.256 +D+L+H 1.107 0.941 +D+Lr+H 0.301 0.256 +D+S+H 0.301 0.256 +D+0.750Lr+0.750L+H 0.905 0.770 +D+0.750L+0.750S+H 0.905 0.770 +D+0.60W+H 0.301 0.256 +D+0.750Lr+0.750L+0.450W+H 0.905 0.770 +D+0.750L+0.750S+0.450W+H 0.905 0.770 +0.60D+0.60W+0.60H 0.181 0.154 +D+0.70E+0.60H 0.301 0.256 +D+0.750L+0.750S+0.5250E+H 0.905 0.770 +0.60D+0.70E+H 0.181 0.154 D Only 0.301 0.256 L Only 0.805 0.685 H Only Page 19 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-5 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(026) L(0.68) D{0.183751L10.491 1����■Ril�y Span = 14.666 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width=12.250 ft, (Floor Load) Point Load : D = 0.260, L = 0.680 k @ 3.50 ft, (FB.A-4) Maximum 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 0.741: 1 5.25x11.875 1,925.33 psi 2,600.00 psi +D+L+H 7.012ft Span # 1 Maximum Shear Stress Ratio = 0.423 :1 Section used for this span 5.25x11.875 fv: Actual = 120.47 psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 0.406 in Ratio = 0.000 in Ratio = 0.558 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 433 >=360 0 <360 315 >=240 0 <240 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values N Pv +D+H 0.00 0.00 0.00 0.00 Length=14.666 ft 1 0.225 0.128 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.41 525.74 2340.00 1.37 32.92 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.666 ft 1 0.741 0.423 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.80 1,925.33 2600.00 5.01 120.47 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.666 ft 1 0.162 0.092 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.41 525.74 3250.00 1.37 32.92 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.666 ft 1 0.176 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.41 525.74 2990.00 1.37 32.92 327.75 +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=14.666 ft 1 0.485 0.277 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,575.44 3250.00 4.10 98.59 356.25 +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=14.666 ft 1 0.527 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,575.44 2990.00 4.10 98.59 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 20 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 all Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: FB.A-5 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 Pv Length=14.666 ft 1 0.126 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.41 525.74 4160.00 1.37 32.92 456.00 +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=14.666 ft 1 0.379 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,575.44 4160.00 4.10 98.59 456.00 +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=14.666 ft 1 0.379 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,575.44 4160.00 4.10 98.59 456.00 +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=14.666 ft 1 0.076 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 315.44 4160.00 0.82 19.75 456.00 +D+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=14.666 ft 1 0.126 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.41 525.74 4160.00 1.37 32.92 456.00 +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=14.666 ft 1 0.379 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.20 1,575.44 4160.00 4.10 98.59 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.666 ft 1 0.076 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 315.44 4160.00 0.82 19.75 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.5580 7.279 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.656 5.165 Overall MINimum 4.111 3.755 +D+H 1.545 1.409 +D+L+H 5.656 5.165 +D+Lr+H 1.545 1.409 +D+S+H 1.545 1.409 +D+0.750Lr+0.750L+H 4.629 4.226 +D+0.750L+0.750S+H 4.629 4.226 +D+0.60W+H 1.545 1.409 +D+0.750Lr+0.750L+0.450W+H 4.629 4.226 +D+0.750L+0.750S+0.450W+H 4.629 4.226 +0.60D+0.60W+0.60H 0.927 0.846 +D+0.70E+0.60H 1.545 1.409 +D+0.750L+0.750S+0.5250E+H 4.629 4.226 +0.60D+0.70E+H 0.927 0.846 D Only 1.545 1.409 L Only 4.111 3.755 H Only Page 21 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-6 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1) D(0.075) L(0.2) 15 3.5x11.875 Span = 14.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.375 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 5.0 ft, (Upper Floor Load) Uniform Load : D = 0.10 klft, Extent = 0.0 -->> 3.330 ft, Tributary Width =1.0 ft, (Partition Load) Maximum Bending Stress Ratio = 0.511: 1 Maximum Shear Stress Ratio = 0.334 :1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,329.38psi fv: Actual = 95.21 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.891 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio = 642>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.393 in Ratio = 450 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.169 0.122 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.70 394.55 2340.00 0.86 31.18 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.511 0.334 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.11 1,329.38 2600.00 2.64 95.21 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.121 0.088 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.70 394.55 3250.00 0.86 31.18 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.132 0.095 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.70 394.55 2990.00 0.86 31.18 327.75 +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=14.750 ft 1 0.337 0.222 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.51 1,095.51 3250.00 2.19 79.20 356.25 +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=14.750 ft 1 0.366 0.242 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.51 1,095.51 2990.00 2.19 79.20 327.75 Page 22 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB.A-6 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.095 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.263 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.750 ft 1 0.263 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 14.750 ft 1 0.057 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.095 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.263 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.057 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L+H 1 Vertical Reactions 0.3927 7.267 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.288 2.321 Overall MINimum 2.176 1.661 +D+H 1.112 0.660 +D+L+H 3.288 2.321 +D+Lr+H 1.112 0.660 +D+S+H 1.112 0.660 +D+0.750Lr+0.750L+H 2.744 1.906 +D+0.750L+0.750S+H 2.744 1.906 +D+0.60W+H 1.112 0.660 +D+0.750Lr+0.750L+0.450W+H 2.744 1.906 +D+0.750L+0.750S+0.450W+H 2.744 1.906 +0.60D+0.60W+0.60H 0.667 0.396 +D+0.70E+0.60H 1.112 0.660 +D+0.750L+0.750S+0.5250E+H 2.744 1.906 +0.60D+0.70E+H 0.667 0.396 D Only 1.112 0.660 L Only 2.176 1.661 H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 2.70 394.55 4160.00 0.86 31.18 456.00 0.00 0.00 0.00 0.00 7.51 1,095.51 4160.00 2.19 79.20 456.00 0.00 0.00 0.00 0.00 7.51 1,095.51 4160.00 2.19 79.20 456.00 0.00 0.00 0.00 0.00 1.62 236.73 4160.00 0.52 18.71 456.00 0.00 0.00 0.00 0.00 2.70 394.55 4160.00 0.86 31.18 456.00 0.00 0.00 0.00 0.00 7.51 1,095.51 4160.00 2.19 79.20 456.00 0.00 0.00 0.00 0.00 1.62 236.73 4160.00 0.52 18.71 456.00 Max. a+" Defl Location in Span 0.0000 0.000 Values in KIPS Page 23 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-7 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0825) L(0.22) D(0.1) D(0.0825) L(0.2 J0.36) L(0.96) D(0.36) L(0.96) D(0.0375) L(0.1) 5.25x11.875 Span = 14.750 it Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.50 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 3.333 -->> 6.333 ft, Tributary Width = 5.50 ft, (Upper Floor Load 1) Uniform Load : D = 0.10 kilt, Extent = 3.333 -->> 6.333 ft, Tributary Width =1.0 ft, (Partition Load 1) Point Load : D = 0.360, L = 0.960 k @ 6.333 ft, (HDR 1) Point Load : D = 0.360, L = 0.960 k @ 9.333 ft, (HDR 2) Uniform Load : D = 0.10 k/ft, Extent = 9.333 -->> 14.750 ft, Tributary Width =1.0 ft, (Partition Load 2) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 9.333 -->> 14.750 ft, Tributary Width = 5.50 ft, (Upper Floor Load 2) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.650 1 Maximum Shear Stress Ratio = 0.343 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,690.92osi fv: Actual = 97.89 psi Fb: Allowable = 2,600.00osi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.837ft Location of maximum on span = 13.781 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.323 in Ratio = 548>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.487 in Ratio = 363 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.241 0.134 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.80 564.28 2340.00 1.43 34.46 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.650 0.343 1.00 1.000 1.00 1.00 1.00 1.00 1.00 17.39 1,690.92 2600.00 4.07 97.89 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.174 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.80 564.28 3250.00 1.43 34.46 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.189 0.105 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.80 564.28 2990.00 1.43 34.46 327.75 Page 24 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-7 Project Title: Engineer: Project ID: Project Descr: Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv +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=14.750 ft 1 0.434 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.49 1,409.26 3250.00 3.41 82.03 356.25 +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=14.750 ft 1 0.471 0.250 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.49 1,409.26 2990.00 3.41 82.03 327.75 +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=14.750 ft 1 0.136 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.80 564.28 4160.00 1.43 34.46 456.00 +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=14.750 ft 1 0.339 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.49 1,409.26 4160.00 3.41 82.03 456.00 +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=14.750 ft 1 0.339 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.49 1,409.26 4160.00 3.41 82.03 456.00 +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=14.750 ft 1 0.081 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.48 338.57 4160.00 0.86 20.68 456.00 +D+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=14.750 ft 1 0.136 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.80 564.28 4160.00 1.43 34.46 456.00 +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=14.750 ft 1 0.339 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.49 1,409.26 4160.00 3.41 82.03 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.081 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.48 338.57 4160.00 0.86 20.68 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span +D+L+H 1 0.4872 7.483 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.300 2.946 +D+H 1.164 1.645 +D+L+H 3.464 4.592 +D+Lr+H 1.164 1.645 +D+S+H 1.164 1.645 +D+0.750Lr+0.750L+H 2.889 3.855 +D+0.750L+0.750S+H 2.889 3.855 +D+0.60W+H 1.164 1.645 +D+0.750Lr+0.750L+0.450W+H 2.889 3.855 +D+0.750L+0.750S+0.450W+H 2.889 3.855 +0.60D+0.60W+0.60H 0.698 0.987 +D+0.70E+0.60H 1.164 1.645 +D+0.750L+0.750S+0.5250E+H 2.889 3.855 +0.60D+0.70E+H 0.698 0.987 D Only 1.164 1.645 L Only 2.300 2.946 H Only Page 25 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-8 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi Load Combination ASCE 7-16 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.045) L(0.12) 2-2x10 Span = 8.0 ft E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.0 It, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3981 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 370.26psi fv: Actual = 28.91 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio = 2219>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.059 in Ratio = 1614>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.120 0.058 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.36 100.98 841.50 0.15 7.88 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.396 0.193 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.32 370.26 935.00 0.53 28.91 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.086 0.042 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.36 100.98 1168.75 0.15 7.88 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.094 0.046 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.36 100.98 1075.25 0.15 7.88 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.259 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.08 302.94 1168.75 0.44 23.65 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.282 0.137 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.08 302.94 1075.25 0.44 23.65 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.067 0.033 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.36 100.98 1496.00 0.15 7.88 240.00 Page 26 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: FB.A-8 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.202 0.099 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.202 0.099 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.040 0.020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.067 0.033 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.202 0.099 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.040 0.020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.08 302.94 1496.00 0.44 23.65 240.00 0.00 0.00 0.00 0.00 1.08 302.94 1496.00 0.44 23.65 240.00 0.00 0.00 0.00 0.00 0.22 60.59 1496.00 0.09 4.73 240.00 0.00 0.00 0.00 0.00 0.36 100.98 1496.00 0.15 7.88 240.00 0.00 0.00 0.00 0.00 1.08 302.94 1496.00 0.44 23.65 240.00 0.00 0.00 0.00 0.00 0.22 60.59 1496.00 0.09 4.73 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0595 4.029 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.660 0.660 0.480 0.480 0.180 0.180 0.660 0.660 0.180 0.180 0.180 0.180 0.540 0.540 0.540 0.540 0.180 0.180 0.540 0.540 0.540 0.540 0.108 0.108 0.180 0.180 0.540 0.540 0.108 0.108 0.180 0.180 0.480 0.480 Page 27 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-9 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1575) L(0.42) 525x11.875 X Span = 14.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =10.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5871 Maximum Shear Stress Ratio = 0.312 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,527.40psi fv: Actual = 89.01 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.323 in Ratio = 547>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.444 in Ratio = 398 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.178 0.095 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.28 416.56 2340.00 1.01 24.28 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.587 0.312 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.71 1,527.40 2600.00 3.70 89.01 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.128 0.068 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.28 416.56 3250.00 1.01 24.28 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.139 0.074 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.28 416.56 2990.00 1.01 24.28 327.75 +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=14.750 ft 1 0.385 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.85 1,249.69 3250.00 3.03 72.83 356.25 +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=14.750 ft 1 0.418 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.85 1,249.69 2990.00 3.03 72.83 327.75 +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=14.750 ft 1 0.100 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.28 416.56 4160.00 1.01 24.28 456.00 Page 28 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB.A-9 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.300 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.85 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.300 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.85 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.060 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.57 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.100 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.28 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.300 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.85 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.060 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.57 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1,249.69 4160.00 3.03 72.83 456.00 0.00 0.00 0.00 0.00 1,249.69 4160.00 3.03 72.83 456.00 0.00 0.00 0.00 0.00 249.94 4160.00 0.61 14.57 456.00 0.00 0.00 0.00 0.00 416.56 4160.00 1.01 24.28 456.00 0.00 0.00 0.00 0.00 1,249.69 4160.00 3.03 72.83 456.00 0.00 0.00 0.00 0.00 249.94 4160.00 0.61 14.57 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.4444 7.429 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.259 4.259 3.098 3.098 1.162 1.162 4.259 4.259 1.162 1.162 1.162 1.162 3.485 3.485 3.485 3.485 1.162 1.162 3.485 3.485 3.485 3.485 0.697 0.697 1.162 1.162 3.485 3.485 0.697 0.697 1.162 1.162 3.098 3.098 Page 29 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-10 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(021) L(0.561 3.5xl1.875 Span = 11.0 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =14.0 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6531 Maximum Shear Stress Ratio = 0.442 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,698.96psi fv: Actual = 126.07 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.036 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.200 in Ratio = 660>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.275 in Ratio = 480 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.198 0.134 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.18 463.35 2340.00 0.95 34.38 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.653 0.442 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.65 1,698.96 2600.00 3.49 126.07 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.143 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.18 463.35 3250.00 0.95 34.38 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.155 0.105 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.18 463.35 2990.00 0.95 34.38 327.75 +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 = 11.0 ft 1 0.428 0.290 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.53 1,390.06 3250.00 2.86 103.15 356.25 +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 = 11.0 ft 1 0.465 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.53 1,390.06 2990.00 2.86 103.15 327.75 +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 0.111 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 463.35 4160.00 0.95 34.38 456.00 Page 30 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-10 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: Cd CFV Ci Cr Cm C t CL +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.334 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.334 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.067 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.111 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.334 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.067 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 9.53 1,390.06 4160.00 2.86 103.15 456.00 0.00 0.00 0.00 0.00 9.53 1,390.06 4160.00 2.86 103.15 456.00 0.00 0.00 0.00 0.00 1.91 278.01 4160.00 0.57 20.63 456.00 0.00 0.00 0.00 0.00 3.18 463.35 4160.00 0.95 34.38 456.00 0.00 0.00 0.00 0.00 9.53 1,390.06 4160.00 2.86 103.15 456.00 0.00 0.00 0.00 0.00 1.91 278.01 4160.00 0.57 20.63 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.2749 5.540 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.235 4.235 3.080 3.080 1.155 1.155 4.235 4.235 1.155 1.155 1.155 1.155 3.465 3.465 3.465 3.465 1.155 1.155 3.465 3.465 3.465 3.465 0.693 0.693 1.155 1.155 3.465 3.465 0.693 0.693 1.155 1.155 3.080 3.080 Page 31 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-11 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.13125) L(0.35) 3.5x 11.875 X Span = 14.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.750 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7341 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,909.25psi fv: Actual = 111.26 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.404 in Ratio = 438>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.556 in Ratio = 318>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.223 0.118 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.57 520.70 2340.00 0.84 30.34 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.734 0.390 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.09 1,909.25 2600.00 3.08 111.26 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.160 0.085 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.57 520.70 3250.00 0.84 30.34 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.174 0.093 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.57 520.70 2990.00 0.84 30.34 327.75 +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=14.750 ft 1 0.481 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.71 1,562.11 3250.00 2.52 91.03 356.25 +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=14.750 ft 1 0.522 0.278 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.71 1,562.11 2990.00 2.52 91.03 327.75 +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=14.750 ft 1 0.125 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.57 520.70 4160.00 0.84 30.34 456.00 Page 32 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB.A-11 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.376 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.71 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.376 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.71 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.075 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.14 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.125 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.57 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.376 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.71 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.075 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.14 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1,562.11 4160.00 2.52 91.03 456.00 0.00 0.00 0.00 0.00 1,562.11 4160.00 2.52 91.03 456.00 0.00 0.00 0.00 0.00 312.42 4160.00 0.50 18.21 456.00 0.00 0.00 0.00 0.00 520.70 4160.00 0.84 30.34 456.00 0.00 0.00 0.00 0.00 1,562.11 4160.00 2.52 91.03 456.00 0.00 0.00 0.00 0.00 312.42 4160.00 0.50 18.21 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.5555 7.429 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 3.549 3.549 2.581 2.581 0.968 0.968 3.549 3.549 0.968 0.968 0.968 0.968 2.904 2.904 2.904 2.904 0.968 0.968 2.904 2.904 2.904 2.904 0.581 0.581 0.968 0.968 2.904 2.904 0.581 0.581 0.968 0.968 2.581 2.581 Page 33 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200 MA)618 (F) Wood Beam DESCRIPTION: FB.A-12 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling n D(0.015) L(0.025) D(0.045) L(0.18) b711110 iIll Span = 14.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.50 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.060 ksf, Extent = 6.250 -->> 14.750 ft, Tributary Width = 3.0 ft, (Deck Load) Uniform Load : D = 0.0150, L = 0.0250 ksf, Extent = 0.0 -->> 6.250 ft, Tributary Width =1.0 ft, (Roof) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 3.250 -->> 14.750 ft, Tributary Width = 7.50 ft, (Upper Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.62a 1 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,633.06osi fv: Actual = 101.53 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.913ft Location of maximum on span = 13.781 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.344 in Ratio = 513>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.464 in Ratio = 381 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 Pv +D+H 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.180 0.101 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.32 420.42 2340.00 1.07 25.82 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.628 0.356 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.79 1,633.06 2600.00 4.22 101.53 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.129 0.072 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.32 420.42 3250.00 1.07 25.82 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.141 0.079 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.32 420.42 2990.00 1.07 25.82 327.75 +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=14.750 ft 1 0.409 0.232 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.67 1,329.88 3250.00 3.43 82.60 356.25 +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 Page 34 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 inm� Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: FB.A-12 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 Pv Length=14.750 ft 1 0.445 0.252 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.67 1,329.88 2990.00 3.43 82.60 327.75 +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=14.750 ft 1 0.101 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.32 420.42 4160.00 1.07 25.82 456.00 +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=14.750 ft 1 0.320 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.67 1,329.88 4160.00 3.43 82.60 456.00 +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=14.750 ft 1 0.320 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.67 1,329.88 4160.00 3.43 82.60 456.00 +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=14.750 ft 1 0.061 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.59 252.25 4160.00 0.64 15.49 456.00 +D+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=14.750 ft 1 0.101 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.32 420.42 4160.00 1.07 25.82 456.00 +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=14.750 ft 1 0.320 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.67 1,329.88 4160.00 3.43 82.60 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.061 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.59 252.25 4160.00 0.64 15.49 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.4644 7.536 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Support Support 3.206 4.917 2.351 3.670 0.854 1.247 3.206 4.917 0.854 1.247 0.854 1.247 2.618 4.000 2.618 4.000 0.854 1.247 2.618 4.000 2.618 4.000 0.513 0.748 0.854 1.247 2.618 4.000 0.513 0.748 0.854 1.247 2.351 3.670 Page 35 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-13 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 900.0 psi Load Combination ASCE 7-16 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0 4x8 Span = 8.10 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 It, (Deck Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6171 Maximum Shear Stress Ratio = 0.256 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 722.19psi fv: Actual = 46.00 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.050ft Location of maximum on span = 7.509ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio = 985>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.123 in Ratio = 788 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 8.10 ft 1 0.137 0.057 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.44 1053.00 0.16 9.20 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.10 ft 1 0.617 0.256 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.85 722.19 1170.00 0.78 46.00 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.10 ft 1 0.099 0.041 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.44 1462.50 0.16 9.20 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.10 ft 1 0.107 0.044 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.44 1345.50 0.16 9.20 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.10 ft 1 0.395 0.164 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.48 577.75 1462.50 0.62 36.80 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.10 ft 1 0.429 0.178 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.48 577.75 1345.50 0.62 36.80 207.00 +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 = 8.10 ft 1 0.077 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.44 1872.00 0.16 9.20 288.00 Page 36 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.A-13 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.10 ft 1 0.309 0.128 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.10 ft 1 0.309 0.128 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.10 ft 1 0.046 0.019 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.10 ft 1 0.077 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.10 ft 1 0.309 0.128 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.10 ft 1 0.046 0.019 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L+H 1 0.1233 4.080 Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Support Support 0.911 0.911 0.729 0.729 0.182 0.182 0.911 0.911 0.182 0.182 0.182 0.182 0.729 0.729 0.729 0.729 0.182 0.182 0.729 0.729 0.729 0.729 0.109 0.109 0.182 0.182 0.729 0.729 0.109 0.109 0.182 0.182 0.729 0.729 Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.48 577.75 1872.00 0.62 36.80 288.00 0.00 0.00 0.00 0.00 1.48 577.75 1872.00 0.62 36.80 288.00 0.00 0.00 0.00 0.00 0.22 86.66 1872.00 0.09 5.52 288.00 0.00 0.00 0.00 0.00 0.37 144.44 1872.00 0.16 9.20 288.00 0.00 0.00 0.00 0.00 1.48 577.75 1872.00 0.62 36.80 288.00 0.00 0.00 0.00 0.00 0.22 86.66 1872.00 0.09 5.52 288.00 Max. a+e Defl Location in Span 0.0000 0.000 Values in KIPS Page 37 of 136 CT Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: FB.A-14 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 ASCE 7-16 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.021) L(0.084) 2x8 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width =1.40 It, (Deck Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4231 Maximum Shear Stress Ratio = 0.233 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 431.49psi fv: Actual = 34.89 psi Fb: Allowable = 1,020.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio = 1809>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.050 in Ratio = 1447>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.094 0.052 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.09 86.30 918.00 0.05 6.98 135.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.423 0.233 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.47 431.49 1020.00 0.25 34.89 150.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.037 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.09 86.30 1275.00 0.05 6.98 187.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.074 0.040 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.09 86.30 1173.00 0.05 6.98 172.50 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.271 0.149 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.38 345.19 1275.00 0.20 27.91 187.50 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.294 0.162 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.38 345.19 1173.00 0.20 27.91 172.50 +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 = 6.0 ft 1 0.053 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.09 86.30 1632.00 0.05 6.98 240.00 Page 38 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.A-14 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: Cd CFN Ci Cr Cm C t CL +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.212 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.212 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.032 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.053 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.212 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.032 0.017 1.60 1.200 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 0.38 345.19 1632.00 0.20 27.91 240.00 0.00 0.00 0.00 0.00 0.38 345.19 1632.00 0.20 27.91 240.00 0.00 0.00 0.00 0.00 0.06 51.78 1632.00 0.03 4.19 240.00 0.00 0.00 0.00 0.00 0.09 86.30 1632.00 0.05 6.98 240.00 0.00 0.00 0.00 0.00 0.38 345.19 1632.00 0.20 27.91 240.00 0.00 0.00 0.00 0.00 0.06 51.78 1632.00 0.03 4.19 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0497 3.022 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.315 0.315 0.252 0.252 0.063 0.063 0.315 0.315 0.063 0.063 0.063 0.063 0.252 0.252 0.252 0.252 0.063 0.063 0.252 0.252 0.252 0.252 0.038 0.038 0.063 0.063 0.252 0.252 0.038 0.038 0.063 0.063 0.252 0.252 Page 39 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-1 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2x10 Span =5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (Floor Load) Maximum Bending Stress Ratio = 0.2841 Maximum Shear Stress Ratio = 0.189 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 265.16psi fv: Actual = 28.35 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 4959>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.017 in Ratio = 3606>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.086 0.057 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.26 72.32 841.50 0.14 7.73 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.284 0.189 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.95 265.16 935.00 0.52 28.35 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.062 0.041 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.26 72.32 1168.75 0.14 7.73 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.067 0.045 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.26 72.32 1075.25 0.14 7.73 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.186 0.124 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.77 216.95 1168.75 0.43 23.19 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.202 0.134 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.77 216.95 1075.25 0.43 23.19 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.048 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.26 72.32 1496.00 0.14 7.73 240.00 Page 40 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: 1`13.13-1 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.145 0.097 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.145 0.097 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.029 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.048 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.145 0.097 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.029 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 0.77 216.95 1496.00 0.43 23.19 240.00 0.00 0.00 0.00 0.00 0.77 216.95 1496.00 0.43 23.19 240.00 0.00 0.00 0.00 0.00 0.15 43.39 1496.00 0.09 4.64 240.00 0.00 0.00 0.00 0.00 0.26 72.32 1496.00 0.14 7.73 240.00 0.00 0.00 0.00 0.00 0.77 216.95 1496.00 0.43 23.19 240.00 0.00 0.00 0.00 0.00 0.15 43.39 1496.00 0.09 4.64 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0166 2.518 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.756 0.756 0.550 0.550 0.206 0.206 0.756 0.756 0.206 0.206 0.206 0.206 0.619 0.619 0.619 0.619 0.206 0.206 0.619 0.619 0.619 0.619 0.124 0.124 0.206 0.206 0.619 0.619 0.124 0.124 0.206 0.206 0.550 0.550 Page 41 of 136 Project Title: Z Engineer: - Wut Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1, 11 DESCRIPTION: FB.B-2 CODE REFERENCES 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 + 2600 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2600 psi Ebend-xx 1900ksi Fc - Prll 2510 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(02025) L(0.54) 3.5x11.875 Span = 11.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =13.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.668 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,738.05psi fv: Actual = 126.32 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.665ft Location of maximum on span = 10.379ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio = 626>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.298 in Ratio = 455>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=11.330 ft 1 0.203 0.134 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.01 2340.00 0.95 34.45 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.330 ft 1 0.668 0.443 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.91 1,738.05 2600.00 3.50 126.32 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.330 ft 1 0.146 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.01 3250.00 0.95 34.45 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.330 ft 1 0.159 0.105 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.01 2990.00 0.95 34.45 327.75 +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=11.330 ft 1 0.438 0.290 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.75 1,422.04 3250.00 2.86 103.35 356.25 +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=11.330 ft 1 0.476 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.75 1,422.04 2990.00 2.86 103.35 327.75 +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=11.330 ft 1 0.114 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.01 4160.00 0.95 34.45 456.00 Page 42 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: 1`13.13-2 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.330 ft 1 0.342 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.330 ft 1 0.342 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.330 ft 1 0.068 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.330 ft 1 0.114 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.330 ft 1 0.342 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.330 ft 1 0.068 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 9.75 1,422.04 4160.00 2.86 103.35 456.00 0.00 0.00 0.00 0.00 9.75 1,422.04 4160.00 2.86 103.35 456.00 0.00 0.00 0.00 0.00 1.95 284.41 4160.00 0.57 20.67 456.00 0.00 0.00 0.00 0.00 3.25 474.01 4160.00 0.95 34.45 456.00 0.00 0.00 0.00 0.00 9.75 1,422.04 4160.00 2.86 103.35 456.00 0.00 0.00 0.00 0.00 1.95 284.41 4160.00 0.57 20.67 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.2984 5.706 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.206 4.206 3.059 3.059 1.147 1.147 4.206 4.206 1.147 1.147 1.147 1.147 3.441 3.441 3.441 3.441 1.147 1.147 3.441 3.441 3.441 3.441 0.688 0.688 1.147 1.147 3.441 3.441 0.688 0.688 1.147 1.147 3.059 3.059 Page 43 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-3 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.2175) L(0.58) 3.5x 11.875 Span = 11.666 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =14.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.761: 1 Maximum Shear Stress Ratio = 0.490 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,979.16psi fv: Actual = 139.70 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.833ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.262 in Ratio = 534>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.360 in Ratio = 388 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.231 0.149 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.70 539.77 2340.00 1.06 38.10 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.761 0.490 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.57 1,979.16 2600.00 3.87 139.70 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.166 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.70 539.77 3250.00 1.06 38.10 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.181 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.70 539.77 2990.00 1.06 38.10 327.75 +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=11.666 ft 1 0.498 0.321 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,619.32 3250.00 3.17 114.30 356.25 +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=11.666 ft 1 0.542 0.349 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.10 1,619.32 2990.00 3.17 114.30 327.75 +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=11.666 ft 1 0.130 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.70 539.77 4160.00 1.06 38.10 456.00 Page 44 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 1`13.13-3 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.389 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.389 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.078 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.22 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.130 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.70 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.389 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.10 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.078 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.22 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1,619.32 4160.00 3.17 114.30 456.00 0.00 0.00 0.00 0.00 1,619.32 4160.00 3.17 114.30 456.00 0.00 0.00 0.00 0.00 323.86 4160.00 0.63 22.86 456.00 0.00 0.00 0.00 0.00 539.77 4160.00 1.06 38.10 456.00 0.00 0.00 0.00 0.00 1,619.32 4160.00 3.17 114.30 456.00 0.00 0.00 0.00 0.00 323.86 4160.00 0.63 22.86 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.3602 5.876 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.652 4.652 3.383 3.383 1.269 1.269 4.652 4.652 1.269 1.269 1.269 1.269 3.806 3.806 3.806 3.806 1.269 1.269 3.806 3.806 3.806 3.806 0.761 0.761 1.269 1.269 3.806 3.806 0.761 0.761 1.269 1.269 3.383 3.383 Page 45 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-4 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 3.5x11.875 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 It, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6491 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,686.67psi fv: Actual = 94.32 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.538ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.394 in Ratio = 471 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.542 in Ratio = 343>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.197 0.100 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.15 460.00 2340.00 0.71 25.72 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.649 0.331 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.56 1,686.67 2600.00 2.61 94.32 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.142 0.072 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.15 460.00 3250.00 0.71 25.72 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.154 0.078 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.15 460.00 2990.00 0.71 25.72 327.75 +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 = 15.50 ft 1 0.425 0.217 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.46 1,380.01 3250.00 2.14 77.17 356.25 +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 = 15.50 ft 1 0.462 0.235 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.46 1,380.01 2990.00 2.14 77.17 327.75 +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 = 15.50 ft 1 0.111 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 460.00 4160.00 0.71 25.72 456.00 Page 46 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: 1`13.13-4 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.332 0.169 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.332 0.169 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.066 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.111 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.332 0.169 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.50 ft 1 0.066 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 9.46 1,380.01 4160.00 2.14 77.17 456.00 0.00 0.00 0.00 0.00 9.46 1,380.01 4160.00 2.14 77.17 456.00 0.00 0.00 0.00 0.00 1.89 276.00 4160.00 0.43 15.43 456.00 0.00 0.00 0.00 0.00 3.15 460.00 4160.00 0.71 25.72 456.00 0.00 0.00 0.00 0.00 9.46 1,380.01 4160.00 2.14 77.17 456.00 0.00 0.00 0.00 0.00 1.89 276.00 4160.00 0.43 15.43 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.5419 7.807 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 2.984 2.984 2.170 2.170 0.814 0.814 2.984 2.984 0.814 0.814 0.814 0.814 2.441 2.441 2.441 2.441 0.814 0.814 2.441 2.441 2.441 2.441 0.488 0.488 0.814 0.814 2.441 2.441 0.488 0.488 0.814 0.814 2.170 2.170 Page 47 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-5 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.015) L(0.025) D(0.0225) L(0.06) 3.5xl 1.875 Span = 15.50 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.50 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.0250 k/ft, Extent = 0.0 -->> 8.0 ft, Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.176 1 Maximum Shear Stress Ratio = 0.096 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 457.74 psi fv: Actual = 27.39 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.184ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.103 in Ratio = 1805>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.146 in Ratio = 1275>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 N Pv +D+H 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.058 0.032 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.96 2340.00 0.23 8.20 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.176 0.096 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.14 457.74 2600.00 0.76 27.39 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.042 0.023 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.96 3250.00 0.23 8.20 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.045 0.025 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.96 2990.00 0.23 8.20 327.75 +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 = 15.50 ft 1 0.116 0.063 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.58 377.04 3250.00 0.63 22.60 356.25 +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 = 15.50 ft 1 0.126 0.069 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.58 377.04 2990.00 0.63 22.60 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 48 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 all Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: F13.13-5 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 Pv Length = 15.50 ft 1 0.032 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.96 4160.00 0.23 8.20 456.00 +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 = 15.50 ft 1 0.091 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.58 377.04 4160.00 0.63 22.60 456.00 +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 = 15.50 ft 1 0.091 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.58 377.04 4160.00 0.63 22.60 456.00 +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 = 15.50 ft 1 0.019 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.56 80.97 4160.00 0.14 4.92 456.00 +D+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 = 15.50 ft 1 0.032 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.93 134.96 4160.00 0.23 8.20 456.00 +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 = 15.50 ft 1 0.091 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.58 377.04 4160.00 0.63 22.60 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.50 ft 1 0.019 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.56 80.97 4160.00 0.14 4.92 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.1458 7.637 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.877 0.722 Overall MINimum 0.613 0.517 +D+H 0.263 0.205 +D+L+H 0.877 0.722 +D+Lr+H 0.263 0.205 +D+S+H 0.263 0.205 +D+0.750Lr+0.750L+H 0.723 0.593 +D+0.750L+0.750S+H 0.723 0.593 +D+0.60W+H 0.263 0.205 +D+0.750Lr+0.750L+0.450W+H 0.723 0.593 +D+0.750L+0.750S+0.450W+H 0.723 0.593 +0.60D+0.60W+0.60H 0.158 0.123 +D+0.70E+0.60H 0.263 0.205 +D+0.750L+0.750S+0.5250E+H 0.723 0.593 +0.60D+0.70E+H 0.158 0.123 D Only 0.263 0.205 L Only 0.613 0.517 H Only Page 49 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-6 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling L(0.031 2-2x10 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.0250 ksf, Tributary Width =1.250 ft, (Roof Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.384: 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 359.04 psi fv: Actual = 28.03 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio = 2394>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.058 in Ratio = 1664>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 N Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.130 0.063 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.39 109.39 841.50 0.16 8.54 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.384 0.187 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.28 359.04 935.00 0.52 28.03 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.094 0.046 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.39 109.39 1168.75 0.16 8.54 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.102 0.050 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.39 109.39 1075.25 0.16 8.54 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.254 0.124 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.06 296.63 1168.75 0.43 23.16 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.276 0.134 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.06 296.63 1075.25 0.43 23.16 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 50 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 ME" Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: F13.13-6 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 Pv Length = 8.0 ft 1 0.073 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 109.39 1496.00 0.16 8.54 240.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.198 0.096 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.06 296.63 1496.00 0.43 23.16 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.198 0.096 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.06 296.63 1496.00 0.43 23.16 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.044 0.021 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.23 65.64 1496.00 0.09 5.12 240.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.073 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 109.39 1496.00 0.16 8.54 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.198 0.096 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.06 296.63 1496.00 0.43 23.16 240.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.044 0.021 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.23 65.64 1496.00 0.09 5.12 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.0577 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.640 0.640 Overall MINimum 0.445 0.445 +D+H 0.195 0.195 +D+L+H 0.640 0.640 +D+Lr+H 0.195 0.195 +D+S+H 0.195 0.195 +D+0.750Lr+0.750L+H 0.529 0.529 +D+0.750L+0.750S+H 0.529 0.529 +D+0.60W+H 0.195 0.195 +D+0.750Lr+0.750L+0.450W+H 0.529 0.529 +D+0.750L+0.750S+0.450W+H 0.529 0.529 +0.60D+0.60W+0.60H 0.117 0.117 +D+0.70E+0.60H 0.195 0.195 +D+0.750L+0.750S+0.5250E+H 0.529 0.529 +0.60D+0.70E+H 0.117 0.117 D Only 0.195 0.195 L Only 0.445 0.445 H Only Page 51 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 (V) See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-7 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1) n(n91)L(0.55) .0975) V0.26 3.5x11.875 Span = 11.333 ft D(0.0825) L(0.22) D(0.1) D(0.21), L(0.55) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.50 ft, Tributary Width = 5.50 ft, (Upper Floor Load 1) Uniform Load : D = 0.10 k/ft, Extent = 0.0 -->> 3.50 ft, Tributary Width =1.0 ft, (Partition Load 1) Point Load : D = 0.210, L = 0.550 k @ 3.50 ft, (HDR 1) Point Load : D = 0.210, L = 0.550 k @ 8.50 ft, (HDR 2) Uniform Load : D = 0.10 k/ft, Extent = 8.50 -->> 11.333 ft, Tributary Width =1.0 ft, (Partition Load 2) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 8.50 -->> 11.333 ft, Tributary Width = 5.50 ft, (Upper Floor Load 2) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.573 1 Maximum Shear Stress Ratio = 0.424 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,488.91 psi fv: Actual = 120.97 psi Fb: Allowable = 2,600.00osi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.336ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.183 in Ratio = 742>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.266 in Ratio = 510 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.197 0.153 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.17 461.91 2340.00 1.09 39.28 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.573 0.424 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.21 1,488.91 2600.00 3.35 120.97 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.142 0.110 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 461.91 3250.00 1.09 39.28 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.154 0.120 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.17 461.91 2990.00 1.09 39.28 327.75 Page 52 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: F13.13-7 Project Title: Engineer: Project ID: Project Descr: Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv +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=11.333 ft 1 0.379 0.282 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.45 1,232.13 3250.00 2.79 100.55 356.25 +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=11.333 ft 1 0.412 0.307 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.45 1,232.13 2990.00 2.79 100.55 327.75 +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=11.333 ft 1 0.111 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 461.91 4160.00 1.09 39.28 456.00 +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=11.333 ft 1 0.296 0.220 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.45 1,232.13 4160.00 2.79 100.55 456.00 +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=11.333 ft 1 0.296 0.220 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.45 1,232.13 4160.00 2.79 100.55 456.00 +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=11.333 ft 1 0.067 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 277.15 4160.00 0.65 23.57 456.00 +D+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=11.333 ft 1 0.111 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 461.91 4160.00 1.09 39.28 456.00 +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=11.333 ft 1 0.296 0.220 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.45 1,232.13 4160.00 2.79 100.55 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.067 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 277.15 4160.00 0.65 23.57 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span +D+L+H 1 0.2664 5.667 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.720 2.720 +D+H 1.355 1.326 +D+L+H 4.075 4.046 +D+Lr+H 1.355 1.326 +D+S+H 1.355 1.326 +D+0.750Lr+0.750L+H 3.395 3.366 +D+0.750L+0.750S+H 3.395 3.366 +D+0.60W+H 1.355 1.326 +D+0.750Lr+0.750L+0.450W+H 3.395 3.366 +D+0.750L+0.750S+0.450W+H 3.395 3.366 +0.60D+0.60W+0.60H 0.813 0.796 +D+0.70E+0.60H 1.355 1.326 +D+0.750L+0.750S+0.5250E+H 3.395 3.366 +0.60D+0.70E+H 0.813 0.796 D Only 1.355 1.326 L Only 2.720 2.720 H Only Page 53 of 136 Project Title: Z Engineer: - Wut Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1, 11 DESCRIPTION: FB.B-8 CODE REFERENCES 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(02025) L(0.54) 3.5x11.875 Span = 11.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =13.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.66R 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,738.98psi fv: Actual = 126.35 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.667ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio = 626>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.299 in Ratio = 455>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.203 0.134 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.27 2340.00 0.95 34.46 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.669 0.443 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.92 1,738.98 2600.00 3.50 126.35 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.146 0.097 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.27 3250.00 0.95 34.46 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.333 ft 1 0.159 0.105 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.27 2990.00 0.95 34.46 327.75 +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=11.333 ft 1 0.438 0.290 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.75 1,422.80 3250.00 2.86 103.38 356.25 +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=11.333 ft 1 0.476 0.315 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.75 1,422.80 2990.00 2.86 103.38 327.75 +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=11.333 ft 1 0.114 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 474.27 4160.00 0.95 34.46 456.00 Page 54 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: 1`13.13-8 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.342 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.342 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.068 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.114 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.342 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.068 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 9.75 1,422.80 4160.00 2.86 103.38 456.00 0.00 0.00 0.00 0.00 9.75 1,422.80 4160.00 2.86 103.38 456.00 0.00 0.00 0.00 0.00 1.95 284.56 4160.00 0.57 20.68 456.00 0.00 0.00 0.00 0.00 3.25 474.27 4160.00 0.95 34.46 456.00 0.00 0.00 0.00 0.00 9.75 1,422.80 4160.00 2.86 103.38 456.00 0.00 0.00 0.00 0.00 1.95 284.56 4160.00 0.57 20.68 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.2987 5.708 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.207 4.207 3.060 3.060 1.147 1.147 4.207 4.207 1.147 1.147 1.147 1.147 3.442 3.442 3.442 3.442 1.147 1.147 3.442 3.442 3.442 3.442 0.688 0.688 1.147 1.147 3.442 3.442 0.688 0.688 1.147 1.147 3.060 3.060 Page 55 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-9 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225) L(0.6) 3.5x 11.875 Span = 11.666 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =15.0 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7871 Maximum Shear Stress Ratio = 0.507 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 2,047.41 psi fv: Actual = 144.52 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.833ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.271 in Ratio = 516>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.373 in Ratio = 375>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.239 0.154 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.83 558.38 2340.00 1.09 39.41 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.787 0.507 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.03 2,047.41 2600.00 4.00 144.52 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.172 0.111 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.83 558.38 3250.00 1.09 39.41 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.666 ft 1 0.187 0.120 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.83 558.38 2990.00 1.09 39.41 327.75 +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=11.666 ft 1 0.515 0.332 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.48 1,675.15 3250.00 3.28 118.24 356.25 +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=11.666 ft 1 0.560 0.361 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.48 1,675.15 2990.00 3.28 118.24 327.75 +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=11.666 ft 1 0.134 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.83 558.38 4160.00 1.09 39.41 456.00 Page 56 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: F13.13-9 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.403 0.259 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.48 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.403 0.259 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.48 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.081 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.30 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.134 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.83 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.403 0.259 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.48 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.666 ft 1 0.081 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.30 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1,675.15 4160.00 3.28 118.24 456.00 0.00 0.00 0.00 0.00 1,675.15 4160.00 3.28 118.24 456.00 0.00 0.00 0.00 0.00 335.03 4160.00 0.66 23.65 456.00 0.00 0.00 0.00 0.00 558.38 4160.00 1.09 39.41 456.00 0.00 0.00 0.00 0.00 1,675.15 4160.00 3.28 118.24 456.00 0.00 0.00 0.00 0.00 335.03 4160.00 0.66 23.65 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.3727 5.876 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.812 4.812 3.500 3.500 1.312 1.312 4.812 4.812 1.312 1.312 1.312 1.312 3.937 3.937 3.937 3.937 1.312 1.312 3.937 3.937 3.937 3.937 0.787 0.787 1.312 1.312 3.937 3.937 0.787 0.787 1.312 1.312 3.500 3.500 Page 57 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-10 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.105 L(0.28) 2-2x10 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 It, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1301 Maximum Shear Stress Ratio = 0.102 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 121.49psi fv: Actual = 15.27 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 18040>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 13120>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.039 0.031 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.12 33.13 841.50 0.08 4.16 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.130 0.102 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.43 121.49 935.00 0.28 15.27 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.028 0.022 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.12 33.13 1168.75 0.08 4.16 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.031 0.024 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.12 33.13 1075.25 0.08 4.16 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.085 0.067 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.35 99.40 1168.75 0.23 12.49 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.092 0.072 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.35 99.40 1075.25 0.23 12.49 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.022 0.017 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.12 33.13 1496.00 0.08 4.16 240.00 Page 58 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: 1`13.13-10 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.066 0.052 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.066 0.052 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.013 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.022 0.017 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.066 0.052 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.013 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 0.35 99.40 1496.00 0.23 12.49 240.00 0.00 0.00 0.00 0.00 0.35 99.40 1496.00 0.23 12.49 240.00 0.00 0.00 0.00 0.00 0.07 19.88 1496.00 0.05 2.50 240.00 0.00 0.00 0.00 0.00 0.12 33.13 1496.00 0.08 4.16 240.00 0.00 0.00 0.00 0.00 0.35 99.40 1496.00 0.23 12.49 240.00 0.00 0.00 0.00 0.00 0.07 19.88 1496.00 0.05 2.50 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0027 1.511 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.578 0.578 0.420 0.420 0.158 0.158 0.578 0.578 0.158 0.158 0.158 0.158 0.473 0.473 0.473 0.473 0.158 0.158 0.473 0.473 0.473 0.473 0.095 0.095 0.158 0.158 0.473 0.473 0.095 0.095 0.158 0.158 0.420 0.420 Page 59 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200 MA)618 (F) Wood Beam DESCRIPTION: FB.B-11 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.12) L(0.32) 3.5x11.875 Span = 7.50 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 It, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1741 Maximum Shear Stress Ratio = 0.154 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 451.32psi fv: Actual = 43.90 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.515ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 3644>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.034 in Ratio = 2650 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.053 0.047 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.84 123.09 2340.00 0.33 11.97 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.174 0.154 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.09 451.32 2600.00 1.22 43.90 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.038 0.034 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.84 123.09 3250.00 0.33 11.97 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.041 0.037 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.84 123.09 2990.00 0.33 11.97 327.75 +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 = 7.50 ft 1 0.114 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.53 369.26 3250.00 1.00 35.92 356.25 +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 = 7.50 ft 1 0.123 0.110 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.53 369.26 2990.00 1.00 35.92 327.75 +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 = 7.50 ft 1 0.030 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 123.09 4160.00 0.33 11.97 456.00 Page 60 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: 1`13.13-11 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.089 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.089 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.018 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.030 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.089 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.018 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 2.53 369.26 4160.00 1.00 35.92 456.00 0.00 0.00 0.00 0.00 2.53 369.26 4160.00 1.00 35.92 456.00 0.00 0.00 0.00 0.00 0.51 73.85 4160.00 0.20 7.18 456.00 0.00 0.00 0.00 0.00 0.84 123.09 4160.00 0.33 11.97 456.00 0.00 0.00 0.00 0.00 2.53 369.26 4160.00 1.00 35.92 456.00 0.00 0.00 0.00 0.00 0.51 73.85 4160.00 0.20 7.18 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0340 3.777 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 1.650 1.650 1.200 1.200 0.450 0.450 1.650 1.650 0.450 0.450 0.450 0.450 1.350 1.350 1.350 1.350 0.450 0.450 1.350 1.350 1.350 1.350 0.270 0.270 0.450 0.450 1.350 1.350 0.270 0.270 0.450 0.450 1.200 1.200 Page 61 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 (V) See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-12 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1) D(0.075) U0.125) 3.5xl 1.875 Span = 7.80 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.0250 ksf, Tributary Width = 5.0 ft, (Roof Load) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (Partition Load) Maximum Bending Stress Ratio = 0.1751 1 Maximum Shear Stress Ratio = 0.152 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 454.86psi fv: Actual = 43.39 psi Fb: Allowable = 2,600.00osi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.900ft Location of maximum on span = 6.832 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 5057>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.037 in Ratio = 2528 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 7.80 ft 1 0.097 0.085 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.56 227.43 2340.00 0.60 21.69 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.80 ft 1 0.175 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.12 454.86 2600.00 1.20 43.39 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.80 ft 1 0.070 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.56 227.43 3250.00 0.60 21.69 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.80 ft 1 0.076 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.56 227.43 2990.00 0.60 21.69 327.75 +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 = 7.80 ft 1 0.122 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 398.00 3250.00 1.05 37.96 356.25 +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 = 7.80 ft 1 0.133 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.73 398.00 2990.00 1.05 37.96 327.75 Page 62 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: F13.13-12 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: Cd CFV Ci Cr Cm C t CL +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.055 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.096 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.096 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.033 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.055 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.096 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.80 ft 1 0.033 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L+H 1 Vertical Reactions 0.0370 3.928 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.599 1.599 Overall MINimum 0.800 0.800 +D+H 0.800 0.800 +D+L+H 1.599 1.599 +D+Lr+H 0.800 0.800 +D+S+H 0.800 0.800 +D+0.750Lr+0.750L+H 1.399 1.399 +D+0.750L+0.750S+H 1.399 1.399 +D+0.60W+H 0.800 0.800 +D+0.750Lr+0.750L+0.450W+H 1.399 1.399 +D+0.750L+0.750S+0.450W+H 1.399 1.399 +0.60D+0.60W+0.60H 0.480 0.480 +D+0.70E+0.60H 0.800 0.800 +D+0.750L+0.750S+0.5250E+H 1.399 1.399 +0.60D+0.70E+H 0.480 0.480 D Only 0.800 0.800 L Only 0.800 0.800 H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.56 227.43 4160.00 0.60 21.69 456.00 0.00 0.00 0.00 0.00 2.73 398.00 4160.00 1.05 37.96 456.00 0.00 0.00 0.00 0.00 2.73 398.00 4160.00 1.05 37.96 456.00 0.00 0.00 0.00 0.00 0.94 136.46 4160.00 0.36 13.02 456.00 0.00 0.00 0.00 0.00 1.56 227.43 4160.00 0.60 21.69 456.00 0.00 0.00 0.00 0.00 2.73 398.00 4160.00 1.05 37.96 456.00 0.00 0.00 0.00 0.00 0.94 136.46 4160.00 0.36 13.02 456.00 Max. a+" Defl Location in Span 0.0000 0.000 Values in KIPS Page 63 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-13 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof Load) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (Partition Load) Point Load: D = 0.80, L = 0.80 k @ 1.50 ft, (FB.B-12) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0861 Maximum Shear Stress Ratio = 0.120 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 222.65osi fv: Actual = 34.26 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio = 32747>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 15943 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 Pv +D+H 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.049 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.78 113.79 2340.00 0.48 17.41 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.086 0.120 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.53 222.65 2600.00 0.95 34.26 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.035 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.78 113.79 3250.00 0.48 17.41 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.038 0.053 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.78 113.79 2990.00 0.48 17.41 327.75 +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 = 3.0 ft 1 0.060 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.34 195.43 3250.00 0.83 30.05 356.25 +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 Page 64 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 all Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: F13.13-13 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 Pv Length = 3.0 ft 1 0.065 0.092 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.34 195.43 2990.00 0.83 30.05 327.75 +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 = 3.0 ft 1 0.027 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 113.79 4160.00 0.48 17.41 456.00 +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 = 3.0 ft 1 0.047 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 195.43 4160.00 0.83 30.05 456.00 +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 = 3.0 ft 1 0.047 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 195.43 4160.00 0.83 30.05 456.00 +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 = 3.0 ft 1 0.016 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.47 68.27 4160.00 0.29 10.44 456.00 +D+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 = 3.0 ft 1 0.027 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 113.79 4160.00 0.48 17.41 456.00 +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 = 3.0 ft 1 0.047 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 195.43 4160.00 0.83 30.05 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.016 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.47 68.27 4160.00 0.29 10.44 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.0023 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Support Support 1.235 1.235 0.595 0.595 0.640 0.640 1.235 1.235 0.640 0.640 0.640 0.640 1.086 1.086 1.086 1.086 0.640 0.640 1.086 1.086 1.086 1.086 0.384 0.384 0.640 0.640 1.086 1.086 0.384 0.384 0.640 0.640 0.595 0.595 Page 65 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.B-14 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 900.0 psi Load Combination ASCE 7-16 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.64) L(0.6) 18 4x8 Span =8.0ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 It, (Deck Load) Point Load : D = 0.640, L = 0.60 k @ 0.3330 ft, (FB.B-12) Maximum Bending Stress Ratio = 0.673 1 Maximum Shear Stress Ratio = 0.269 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 787.59psi fv: Actual = 48.49 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.766ft Location of maximum on span = 7.416 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio = 944>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.133 in Ratio = 719>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 N Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.176 0.066 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.68 1053.00 0.18 10.66 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.673 0.269 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.01 787.59 1170.00 0.82 48.49 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.127 0.047 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.68 1462.50 0.18 10.66 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.138 0.052 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.68 1345.50 0.18 10.66 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.435 0.173 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.63 636.84 1462.50 0.66 39.03 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.473 0.189 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.63 636.84 1345.50 0.66 39.03 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 66 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 ME" Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: F13.13-14 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 Pv Length = 8.0 ft 1 0.099 0.037 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.68 1872.00 0.18 10.66 288.00 +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 = 8.0 ft 1 0.340 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 636.84 1872.00 0.66 39.03 288.00 +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 = 8.0 ft 1 0.340 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 636.84 1872.00 0.66 39.03 288.00 +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 = 8.0 ft 1 0.060 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 111.41 1872.00 0.11 6.40 288.00 +D+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 = 8.0 ft 1 0.099 0.037 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.68 1872.00 0.18 10.66 288.00 +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 = 8.0 ft 1 0.340 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 636.84 1872.00 0.66 39.03 288.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.060 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 111.41 1872.00 0.11 6.40 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.1335 3.942 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.088 0.952 Overall MINimum 1.295 0.745 +D+H 0.793 0.207 +D+L+H 2.088 0.952 +D+Lr+H 0.793 0.207 +D+S+H 0.793 0.207 +D+0.750Lr+0.750L+H 1.765 0.765 +D+0.750L+0.750S+H 1.765 0.765 +D+0.60W+H 0.793 0.207 +D+0.750Lr+0.750L+0.450W+H 1.765 0.765 +D+0.750L+0.750S+0.450W+H 1.765 0.765 +0.60D+0.60W+0.60H 0.476 0.124 +D+0.70E+0.60H 0.793 0.207 +D+0.750L+0.750S+0.5250E+H 1.765 0.765 +0.60D+0.70E+H 0.476 0.124 D Only 0.793 0.207 L Only 1.295 0.745 H Only Page 67 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 (V) See« le. WA 98109 200 MA)618 (F) Wood Beam DESCRIPTION: FB.C-2 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1875 D(0.105) L(028) D(0.0525) L(0.14) D(0.0825) L(022) 7x14 Span = 19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 » 4.0 ft, Tributary Width = 5.50 ft, (Floor Load 1) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 4.0 » 6.0 ft, Tributary Width = 3.50 ft, (Floor Load 2) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 6.0 » 9.250 ft, Tributary Width = 7.0 ft, (Floor Load 3) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 9,250 -->> 19.250 ft, Tributary Width =12.50 ft, (Floor Load 4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.504 1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this span 7x14 Section used for this span 7x14 fb: Actual = 1,288.60osi fv: Actual = 77.11 psi Fb: Allowable = 2,555.89psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.819ft Location of maximum on span = 18.126 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.383 in Ratio = 603>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.526 in Ratio = 438>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 19.250 ft 1 0.153 0.082 0.90 0.983 1.00 1.00 1.00 1.00 1.00 6.70 351.44 2300.30 1.37 21.03 256.50 +D+L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.504 0.271 1.00 0.983 1.00 1.00 1.00 1.00 1.00 24.56 1,288.60 2555.89 5.04 77.11 285.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.110 0.059 1.25 0.983 1.00 1.00 1.00 1.00 1.00 6.70 351.44 3194.86 1.37 21.03 356.25 +D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.120 0.064 1.15 0.983 1.00 1.00 1.00 1.00 1.00 6.70 351.44 2939.27 1.37 21.03 327.75 +D+0.750Lr+0.750L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.330 0.177 1.25 0.983 1.00 1.00 1.00 1.00 1.00 20.09 1,054.31 3194.86 4.12 63.09 356.25 Page 68 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB.C-2 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b +D+0.750L+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.359 0.192 1.15 0.983 1.00 1.00 1.00 1.00 1.00 20.09 +D+0.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.086 0.046 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.70 +D+0.750Lr+0.750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.258 0.138 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.09 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.258 0.138 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.09 +0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.052 0.028 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.02 +D+0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.086 0.046 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.70 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.258 0.138 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.09 +0.60D+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.052 0.028 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.02 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv Pv 0.00 0.00 0.00 0.00 1,054.31 2939.27 4.12 63.09 327.75 0.00 0.00 0.00 0.00 351.44 4089.42 1.37 21.03 456.00 0.00 0.00 0.00 0.00 1,054.31 4089.42 4.12 63.09 456.00 0.00 0.00 0.00 0.00 1,054.31 4089.42 4.12 63.09 456.00 0.00 0.00 0.00 0.00 210.86 4089.42 0.82 12.62 456.00 0.00 0.00 0.00 0.00 351.44 4089.42 1.37 21.03 456.00 0.00 0.00 0.00 0.00 1,054.31 4089.42 4.12 63.09 456.00 0.00 0.00 0.00 0.00 210.86 4089.42 0.82 12.62 456.00 Max. a+e Defl Location in Span +D+L+H 1 0.5265 9.976 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Support 1 Support 2 3.911 5.811 2.844 4.226 1.067 1.585 3.911 5.811 1.067 1.585 1.067 1.585 3.200 4.754 3.200 4.754 1.067 1.585 3.200 4.754 3.200 4.754 0.640 0.951 1.067 1.585 3.200 4.754 0.640 0.951 1.067 1.585 2.844 4.226 Page 69 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-3 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(02025) L(0.54) 3.5x11.875 Span = 11.90 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =13.50 ft, (Floor Load 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.737' 1 Maximum Shear Stress Ratio = 0.470 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,917.33psi fv: Actual = 133.84 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.950ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.264 in Ratio = 540>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.363 in Ratio = 393>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 11.90 ft 1 0.223 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.58 522.91 2340.00 1.01 36.50 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.90 ft 1 0.737 0.470 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.14 1,917.33 2600.00 3.71 133.84 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.90 ft 1 0.161 0.102 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.58 522.91 3250.00 1.01 36.50 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.90 ft 1 0.175 0.111 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.58 522.91 2990.00 1.01 36.50 327.75 +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 = 11.90 ft 1 0.483 0.307 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.75 1,568.73 3250.00 3.03 109.50 356.25 +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 = 11.90 ft 1 0.525 0.334 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.75 1,568.73 2990.00 3.03 109.50 327.75 +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 = 11.90 ft 1 0.126 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.58 522.91 4160.00 1.01 36.50 456.00 Page 70 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.C-3 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.90 ft 1 0.377 0.240 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.75 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.90 ft 1 0.377 0.240 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.75 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.90 ft 1 0.075 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.15 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.90 ft 1 0.126 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.58 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.90 ft 1 0.377 0.240 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.75 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.90 ft 1 0.075 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.15 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1,568.73 4160.00 3.03 109.50 456.00 0.00 0.00 0.00 0.00 1,568.73 4160.00 3.03 109.50 456.00 0.00 0.00 0.00 0.00 313.75 4160.00 0.61 21.90 456.00 0.00 0.00 0.00 0.00 522.91 4160.00 1.01 36.50 456.00 0.00 0.00 0.00 0.00 1,568.73 4160.00 3.03 109.50 456.00 0.00 0.00 0.00 0.00 313.75 4160.00 0.61 21.90 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.3631 5.993 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 4.418 4.418 3.213 3.213 1.205 1.205 4.418 4.418 1.205 1.205 1.205 1.205 3.615 3.615 3.615 3.615 1.205 1.205 3.615 3.615 3.615 3.615 0.723 0.723 1.205 1.205 3.615 3.615 0.723 0.723 1.205 1.205 3.213 3.213 Page 71 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-4 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi Load Combination ASCE 7-16 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0225) L(0.06) 2-2x 10 Span = 7.0 ft E : Modulus of Elasticity Ebend- xx 1, 300.0 ksi Eminbend - xx 470.0 ksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1521 Maximum Shear Stress Ratio = 0.081 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 141.74psi fv: Actual = 12.19 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 6627>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.017 in Ratio = 4819 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.046 0.025 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.14 38.66 841.50 0.06 3.32 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.152 0.081 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.51 141.74 935.00 0.23 12.19 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.033 0.018 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.14 38.66 1168.75 0.06 3.32 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.036 0.019 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.14 38.66 1075.25 0.06 3.32 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.099 0.053 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.41 115.97 1168.75 0.18 9.97 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.108 0.058 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.41 115.97 1075.25 0.18 9.97 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.026 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 38.66 1496.00 0.06 3.32 240.00 Page 72 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.C-4 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b Shear Values V fv Pv +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.078 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.41 115.97 1496.00 0.18 9.97 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.078 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.41 115.97 1496.00 0.18 9.97 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.016 0.008 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 23.19 1496.00 0.04 1.99 240.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.026 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 38.66 1496.00 0.06 3.32 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.078 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.41 115.97 1496.00 0.18 9.97 240.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.016 0.008 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 23.19 1496.00 0.04 1.99 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span +D+L+H 1 0.0174 3.526 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.289 0.289 Overall MINimum 0.210 0.210 +D+H 0.079 0.079 +D+L+H 0.289 0.289 +D+Lr+H 0.079 0.079 +D+S+H 0.079 0.079 +D+0.750Lr+0.750L+H 0.236 0.236 +D+0.750L+0.750S+H 0.236 0.236 +D+0.60W+H 0.079 0.079 +D+0.750Lr+0.750L+0.450W+H 0.236 0.236 +D+0.750L+0.750S+0.450W+H 0.236 0.236 +0.60D+0.60W+0.60H 0.047 0.047 +D+0.70E+0.60H 0.079 0.079 +D+0.750L+0.750S+0.5250E+H 0.236 0.236 +0.60D+0.70E+H 0.047 0.047 D Only 0.079 0.079 L Only 0.210 0.210 H Only Page 73 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-5 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0975) L(026) 2-2x10 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.121: 1 Maximum Shear Stress Ratio = 0.095 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 112.81 psi fv: Actual = 14.18 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 19428>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 14129>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.037 0.029 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.11 30.77 841.50 0.07 3.87 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.121 0.095 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.40 112.81 935.00 0.26 14.18 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.026 0.021 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.11 30.77 1168.75 0.07 3.87 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.029 0.022 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.11 30.77 1075.25 0.07 3.87 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.079 0.062 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.30 1168.75 0.21 11.60 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.086 0.067 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.30 1075.25 0.21 11.60 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.021 0.016 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.11 30.77 1496.00 0.07 3.87 240.00 Page 74 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.C-5 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.062 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.062 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.012 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.021 0.016 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.062 0.048 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.012 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 0.33 92.30 1496.00 0.21 11.60 240.00 0.00 0.00 0.00 0.00 0.33 92.30 1496.00 0.21 11.60 240.00 0.00 0.00 0.00 0.00 0.07 18.46 1496.00 0.04 2.32 240.00 0.00 0.00 0.00 0.00 0.11 30.77 1496.00 0.07 3.87 240.00 0.00 0.00 0.00 0.00 0.33 92.30 1496.00 0.21 11.60 240.00 0.00 0.00 0.00 0.00 0.07 18.46 1496.00 0.04 2.32 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0025 1.511 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.536 0.536 0.390 0.390 0.146 0.146 0.536 0.536 0.146 0.146 0.146 0.146 0.439 0.439 0.439 0.439 0.146 0.146 0.439 0.439 0.439 0.439 0.088 0.088 0.146 0.146 0.439 0.439 0.088 0.088 0.146 0.146 0.390 0.390 Page 75 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-6 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi Load Combination ASCE 7-16 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.12) L(0.32) 2-2x10 Span = 6.0 ft E : Modulus of Elasticity Ebend- xx 1, 300.0 ksi Eminbend - xx 470.0 ksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 It, (Floor Load) Maximum Bending Stress Ratio = 0.5941 Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 555.38psi fv: Actual = 53.12 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio = 1973>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.050 in Ratio = 1435 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.180 0.107 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 841.50 0.27 14.49 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.594 0.354 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.98 555.38 935.00 0.98 53.12 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.130 0.077 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 1168.75 0.27 14.49 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.141 0.084 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 1075.25 0.27 14.49 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.389 0.232 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.62 454.40 1168.75 0.80 43.46 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.423 0.252 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.62 454.40 1075.25 0.80 43.46 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.101 0.060 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.54 151.47 1496.00 0.27 14.49 240.00 Page 76 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.C-6 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.304 0.181 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.304 0.181 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.061 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.101 0.060 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.304 0.181 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.061 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.62 454.40 1496.00 0.80 43.46 240.00 0.00 0.00 0.00 0.00 1.62 454.40 1496.00 0.80 43.46 240.00 0.00 0.00 0.00 0.00 0.32 90.88 1496.00 0.16 8.69 240.00 0.00 0.00 0.00 0.00 0.54 151.47 1496.00 0.27 14.49 240.00 0.00 0.00 0.00 0.00 1.62 454.40 1496.00 0.80 43.46 240.00 0.00 0.00 0.00 0.00 0.32 90.88 1496.00 0.16 8.69 240.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.0502 3.022 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 1.320 1.320 0.960 0.960 0.360 0.360 1.320 1.320 0.360 0.360 0.360 0.360 1.080 1.080 1.080 1.080 0.360 0.360 1.080 1.080 1.080 1.080 0.216 0.216 0.360 0.360 1.080 1.080 0.216 0.216 0.360 0.360 0.960 0.960 Page 77 of 136 Project Title: Z Engineer: - Wut Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.11 DESCRIPTION: FB.C-7 CODE REFERENCES 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 + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 4x12 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7221 Maximum Shear Stress Ratio = 0.206 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 715.17psi fv: Actual = 37.01 psi Fb: Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.000ft Location of maximum on span = 15.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio = 860>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.307 in Ratio = 625 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.219 0.062 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.20 195.05 891.00 0.26 10.09 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.722 0.206 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.40 715.17 990.00 0.97 37.01 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.158 0.045 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.20 195.05 1237.50 0.26 10.09 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.171 0.049 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.20 195.05 1138.50 0.26 10.09 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.473 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.60 585.14 1237.50 0.79 30.28 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.514 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.60 585.14 1138.50 0.79 30.28 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.123 0.035 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.20 195.05 1584.00 0.26 10.09 288.00 Page 78 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam KW-06002997 DESCRIPTION: FB.C-7 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.369 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.369 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.074 0.021 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.123 0.035 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.369 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 1 0.074 0.021 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 3.60 585.14 1584.00 0.79 30.28 288.00 0.00 0.00 0.00 0.00 3.60 585.14 1584.00 0.79 30.28 288.00 0.00 0.00 0.00 0.00 0.72 117.03 1584.00 0.16 6.06 288.00 0.00 0.00 0.00 0.00 1.20 195.05 1584.00 0.26 10.09 288.00 0.00 0.00 0.00 0.00 3.60 585.14 1584.00 0.79 30.28 288.00 0.00 0.00 0.00 0.00 0.72 117.03 1584.00 0.16 6.06 288.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.3069 8.058 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 1.100 1.100 0.800 0.800 0.300 0.300 1.100 1.100 0.300 0.300 0.300 0.300 0.900 0.900 0.900 0.900 0.300 0.300 0.900 0.900 0.900 0.900 0.180 0.180 0.300 0.300 0.900 0.900 0.180 0.180 0.300 0.300 0.800 0.800 Page 79 of 136 Project Title: Z - Wut Engineer: Project ID: uctural EngineeFs Project Descr: Nickerson Street Suite 302 206.285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.11 DESCRIPTION: FB.C-8 CODE REFERENCES 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Wood Grade : MicroLam LVL 1.9 E Fc - Perp 750.0 psi Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1) D(0.0525) L(0.14) D(0.1125) L(0.3) 3.5x11.875 Span = 5.666 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.50 ft, (Floor Load 1) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.50 ft, (Floor Above) Uniform Load : D = 0.10 , Tributary Width =1.0 ft, (Partition Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.159 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 412.71 psi fv: Actual = 47.35 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.833ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 6147>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.018 in Ratio = 3837 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 5.666 ft 1 0.066 0.069 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.06 155.13 2340.00 0.49 17.80 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.666 ft 1 0.159 0.166 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.83 412.71 2600.00 1.31 47.35 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.666 ft 1 0.048 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.06 155.13 3250.00 0.49 17.80 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.666 ft 1 0.052 0.054 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.06 155.13 2990.00 0.49 17.80 327.75 +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 = 5.666 ft 1 0.107 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.39 348.32 3250.00 1.11 39.96 356.25 +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 = 5.666 ft 1 0.116 0.122 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.39 348.32 2990.00 1.11 39.96 327.75 Page 80 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB.C-8 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.037 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.084 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.084 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.022 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.037 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.084 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.666 ft 1 0.022 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L+H 1 Vertical Reactions 0.0177 2.854 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.997 1.997 Overall MINimum 1.247 1.247 +D+H 0.751 0.751 +D+L+H 1.997 1.997 +D+Lr+H 0.751 0.751 +D+S+H 0.751 0.751 +D+0.750Lr+0.750L+H 1.686 1.686 +D+0.750L+0.750S+H 1.686 1.686 +D+0.60W+H 0.751 0.751 +D+0.750Lr+0.750L+0.450W+H 1.686 1.686 +D+0.750L+0.750S+0.450W+H 1.686 1.686 +0.60D+0.60W+0.60H 0.450 0.450 +D+0.70E+0.60H 0.751 0.751 +D+0.750L+0.750S+0.5250E+H 1.686 1.686 +0.60D+0.70E+H 0.450 0.450 D Only 0.751 0.751 L Only 1.247 1.247 H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.06 155.13 4160.00 0.49 17.80 456.00 0.00 0.00 0.00 0.00 2.39 348.32 4160.00 1.11 39.96 456.00 0.00 0.00 0.00 0.00 2.39 348.32 4160.00 1.11 39.96 456.00 0.00 0.00 0.00 0.00 0.64 93.08 4160.00 0.30 10.68 456.00 0.00 0.00 0.00 0.00 1.06 155.13 4160.00 0.49 17.80 456.00 0.00 0.00 0.00 0.00 2.39 348.32 4160.00 1.11 39.96 456.00 0.00 0.00 0.00 0.00 0.64 93.08 4160.00 0.30 10.68 456.00 Max. a+" Defl Location in Span 0.0000 0.000 Values in KIPS Page 81 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-9 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.75)I L(1 25) D(0.1) 3.5x11.875 Span = 14.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor Load 1) Uniform Load : D = 0.10 ksf, Extent = 7.0 -->> 14.333 ft, Tributary Width =1.0 ft, (Partition Load) Point Load : D = 0.750, L =1.250 k @ 7.0 ft, (FB.C-8) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.634 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,647.22psi fv: Actual = 76.26 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.010ft Location of maximum on span = 13.391 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio = 761 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.396 in Ratio = 434 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length=14.333 ft 1 0.297 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.77 695.47 2340.00 1.00 36.26 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.333 ft 1 0.634 0.268 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.29 1,647.22 2600.00 2.11 76.26 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.333 ft 1 0.214 0.102 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.77 695.47 3250.00 1.00 36.26 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.333 ft 1 0.233 0.111 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.77 695.47 2990.00 1.00 36.26 327.75 +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=14.333 ft 1 0.434 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.66 1,409.28 3250.00 1.84 66.26 356.25 +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=14.333 ft 1 0.471 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.66 1,409.28 2990.00 1.84 66.26 327.75 Page 82 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB.C-9 Load Combination Max Stress Ratios Segment Length Span # M V C d C Fv C i Cr C m C t C L +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.167 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.339 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.339 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.100 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.167 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.339 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.333 ft 1 0.100 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L+H 1 Vertical Reactions 0.3961 7.219 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.999 2.311 Overall MINimum 1.213 1.184 +D+H 0.786 1.127 +D+L+H 1.999 2.311 +D+Lr+H 0.786 1.127 +D+S+H 0.786 1.127 +D+0.750Lr+0.750L+H 1.696 2.015 +D+0.750L+0.750S+H 1.696 2.015 +D+0.60W+H 0.786 1.127 +D+0.750Lr+0.750L+0.450W+H 1.696 2.015 +D+0.750L+0.750S+0.450W+H 1.696 2.015 +0.60D+0.60W+0.60H 0.472 0.676 +D+0.70E+0.60H 0.786 1.127 +D+0.750L+0.750S+0.5250E+H 1.696 2.015 +0.60D+0.70E+H 0.472 0.676 D Only 0.786 1.127 L Only 1.213 1.184 H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 4.77 695.47 4160.00 1.00 36.26 456.00 0.00 0.00 0.00 0.00 9.66 1,409.28 4160.00 1.84 66.26 456.00 0.00 0.00 0.00 0.00 9.66 1,409.28 4160.00 1.84 66.26 456.00 0.00 0.00 0.00 0.00 2.86 417.28 4160.00 0.60 21.75 456.00 0.00 0.00 0.00 0.00 4.77 695.47 4160.00 1.00 36.26 456.00 0.00 0.00 0.00 0.00 9.66 1,409.28 4160.00 1.84 66.26 456.00 0.00 0.00 0.00 0.00 2.86 417.28 4160.00 0.60 21.75 456.00 Max. a+" Defl Location in Span 0.0000 0.000 Values in KIPS Page 83 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200 MA)618 (F) Wood Beam DESCRIPTION: FB.C-10 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2600 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2600 psi Ebend-xx 1900ksi Fc - Prll 2510 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.105) L(028) D(0.105) L(0.28) ERR L(0.75) D(0.1275) L(0.34) D(0.075) L(02) 7x16 Span = 19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 - > 5.60 ft, Tributary Width = 5.0 ft, (Floor Load 1) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 5.60 » 19.250 ft, Tributary Width = 8.50 ft, (Floor Load 2) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 5.60 » 10.10 ft, Tributary Width = 7.0 ft, (Floor Above 1) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent =15.10 -->> 19.250 ft, Tributary Width = 7.0 ft, (Floor Above 2) Point Load : D = 0.280, L = 0.750 k @ 5.60 ft, (FB.C-1) Point Load : D = 0.280, L = 0.750 k @ 10.10 ft, (FB.C-1) Point Load : D=1.130, L =1.180 k @ 5.666 ft, (FB.C-9) Maximum Bending Stress Ratio = 0.686 1 Maximum Shear Stress Ratio = 0.342 :1 Section used for this span 7xl6 Section used for this span 7x16 fb: Actual = 1,726.67psi fv: Actual = 97.49 psi Fb: Allowable = 2,518.29psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.852ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.430 in Ratio = 537>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.622 in Ratio = 371 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 Pv +D+H 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.236 0.122 0.90 0.969 1.00 1.00 1.00 1.00 1.00 13.30 534.18 2266.46 2.34 31.30 256.50 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.686 0.342 1.00 0.969 1.00 1.00 1.00 1.00 1.00 42.97 1,726.67 2518.29 7.28 97.49 285.00 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.170 0.088 1.25 0.969 1.00 1.00 1.00 1.00 1.00 13.30 534.18 3147.86 2.34 31.30 356.25 Page 84 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: FB.C-10 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 Pv +D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.184 0.095 1.15 0.969 1.00 1.00 1.00 1.00 1.00 13.30 534.18 2896.03 2.34 31.30 327.75 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.454 0.227 1.25 0.969 1.00 1.00 1.00 1.00 1.00 35.54 1,428.13 3147.86 6.04 80.94 356.25 +D+0.750L+0.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.493 0.247 1.15 0.969 1.00 1.00 1.00 1.00 1.00 35.54 1,428.13 2896.03 6.04 80.94 327.75 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.133 0.069 1.60 0.969 1.00 1.00 1.00 1.00 1.00 13.30 534.18 4029.26 2.34 31.30 456.00 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.354 0.177 1.60 0.969 1.00 1.00 1.00 1.00 1.00 35.54 1,428.13 4029.26 6.04 80.94 456.00 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.354 0.177 1.60 0.969 1.00 1.00 1.00 1.00 1.00 35.54 1,428.13 4029.26 6.04 80.94 456.00 +0.60D+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.080 0.041 1.60 0.969 1.00 1.00 1.00 1.00 1.00 7.98 320.51 4029.26 1.40 18.78 456.00 +D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.133 0.069 1.60 0.969 1.00 1.00 1.00 1.00 1.00 13.30 534.18 4029.26 2.34 31.30 456.00 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.354 0.177 1.60 0.969 1.00 1.00 1.00 1.00 1.00 35.54 1,428.13 4029.26 6.04 80.94 456.00 +0.60D+0.70E+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.080 0.041 1.60 0.969 1.00 1.00 1.00 1.00 1.00 7.98 320.51 4029.26 1.40 18.78 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.6216 9.484 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.627 7.995 Overall MINimum 5.195 5.668 +D+H 2.432 2.327 +D+L+H 7.627 7.995 +D+Lr+H 2.432 2.327 +D+S+H 2.432 2.327 +D+0.750Lr+0.750L+H 6.328 6.578 +D+0.750L+0.750S+H 6.328 6.578 +D+0.60W+H 2.432 2.327 +D+0.750Lr+0.750L+0.450W+H 6.328 6.578 +D+0.750L+0.750S+0.450W+H 6.328 6.578 +0.60D+0.60W+0.60H 1.459 1.396 +D+0.70E+0.60H 2.432 2.327 +D+0.750L+0.750S+0.5250E+H 6.328 6.578 +0.60D+0.70E+H 1.459 1.396 D Only 2.432 2.327 L Only 5.195 5.668 H Only Page 85 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-11 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,600.0 psi Ebend-xx 1,900.Oksi Fc - Prll 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.79) L(121) D(0.15) L(0.4) 525x16.0 Span = 19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 5.60 ft, Tributary Width = 5.50 ft, (Floor Load 1) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 5.60 -->> 19.250 ft, Tributary Width = 10.0 ft, (Floor Load 2) Point Load : D = 0.790, L =1.210 k @ 5.60 ft, (FB.C-9) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6231 Maximum Shear Stress Ratio = 0.322 : 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb: Actual = 1,567.88psi fv: Actual = 91.87 psi Fb: Allowable = 2,518.29psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.922ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.405 in Ratio = 570>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.576 in Ratio = 400 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 Pv +D+H 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.206 0.110 0.90 0.969 1.00 1.00 1.00 1.00 1.00 8.73 467.82 2266.46 1.58 28.15 256.50 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.623 0.322 1.00 0.969 1.00 1.00 1.00 1.00 1.00 29.27 1,567.88 2518.29 5.14 91.87 285.00 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.149 0.079 1.25 0.969 1.00 1.00 1.00 1.00 1.00 8.73 467.82 3147.86 1.58 28.15 356.25 +D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.162 0.086 1.15 0.969 1.00 1.00 1.00 1.00 1.00 8.73 467.82 2896.03 1.58 28.15 327.75 +D+0.750Lr+0.750L+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.411 0.213 1.25 0.969 1.00 1.00 1.00 1.00 1.00 24.13 1,292.65 3147.86 4.25 75.94 356.25 +D+0.750L+0.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 86 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: F&C-11 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b Length=19.250 ft 1 0.446 0.232 1.15 0.969 1.00 1.00 1.00 1.00 1.00 24.13 +D+0.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.116 0.062 1.60 0.969 1.00 1.00 1.00 1.00 1.00 8.73 +D+0.750Lr+0.750L+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.321 0.167 1.60 0.969 1.00 1.00 1.00 1.00 1.00 24.13 +D+0.750L+0.750S+0.450W+H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.321 0.167 1.60 0.969 1.00 1.00 1.00 1.00 1.00 24.13 +0.60D+0.60W+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.070 0.037 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.24 +D+0.70E+0.60H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.116 0.062 1.60 0.969 1.00 1.00 1.00 1.00 1.00 8.73 +D+0.750L+0.750S+0.5250E+H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.321 0.167 1.60 0.969 1.00 1.00 1.00 1.00 1.00 24.13 +0.60D+0.70E+H 0.969 1.00 1.00 1.00 1.00 1.00 Length=19.250 ft 1 0.070 0.037 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.24 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv Pv 1,292.65 2896.03 4.25 75.94 327.75 0.00 0.00 0.00 0.00 467.82 4029.26 1.58 28.15 456.00 0.00 0.00 0.00 0.00 1,292.65 4029.26 4.25 75.94 456.00 0.00 0.00 0.00 0.00 1,292.65 4029.26 4.25 75.94 456.00 0.00 0.00 0.00 0.00 280.69 4029.26 0.95 16.89 456.00 0.00 0.00 0.00 0.00 467.82 4029.26 1.58 28.15 456.00 0.00 0.00 0.00 0.00 1,292.65 4029.26 4.25 75.94 456.00 0.00 0.00 0.00 0.00 280.69 4029.26 0.95 16.89 456.00 Max. a+e Defl Location in Span +D+L+H 1 0.5763 9.555 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Support Support 5.528 5.674 3.847 4.055 1.681 1.619 5.528 5.674 1.681 1.619 1.681 1.619 4.566 4.660 4.566 4.660 1.681 1.619 4.566 4.660 4.566 4.660 1.009 0.971 1.681 1.619 4.566 4.660 1.009 0.971 1.681 1.619 3.847 4.055 Page 87 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-12 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.15) L(0.4) 3.5x11.875 Span = 10.0 ft E : Modulus of Elasticity Ebend- xx 1, 900.0 ksi Eminbend - xx 965.71 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =10.0 ft, (Floor Load 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3881 Maximum Shear Stress Ratio = 0.280 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,002.93psi fv: Actual = 79.69 psi Fb: Allowable = 2,600.00psi Fv: Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio = 1230>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.134 in Ratio = 894>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.117 0.085 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.88 273.53 2340.00 0.60 21.73 256.50 +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 ft 1 0.386 0.280 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.88 1,002.93 2600.00 2.21 79.69 285.00 +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 ft 1 0.084 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.88 273.53 3250.00 0.60 21.73 356.25 +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 ft 1 0.091 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.88 273.53 2990.00 0.60 21.73 327.75 +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 0.252 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.63 820.58 3250.00 1.81 65.20 356.25 +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 ft 1 0.274 0.199 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.63 820.58 2990.00 1.81 65.20 327.75 +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 = 10.0 ft 1 0.066 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.88 273.53 4160.00 0.60 21.73 456.00 Page 88 of 136 CT Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam 1.11 .. DESCRIPTION: F&C-12 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.197 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.197 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.039 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.066 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.197 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.039 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only Shear Values V fv Pv 0.00 0.00 0.00 0.00 5.63 820.58 4160.00 1.81 65.20 456.00 0.00 0.00 0.00 0.00 5.63 820.58 4160.00 1.81 65.20 456.00 0.00 0.00 0.00 0.00 1.13 164.12 4160.00 0.36 13.04 456.00 0.00 0.00 0.00 0.00 1.88 273.53 4160.00 0.60 21.73 456.00 0.00 0.00 0.00 0.00 5.63 820.58 4160.00 1.81 65.20 456.00 0.00 0.00 0.00 0.00 1.13 164.12 4160.00 0.36 13.04 456.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.1341 5.036 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 2.750 2.750 2.000 2.000 0.750 0.750 2.750 2.750 0.750 0.750 0.750 0.750 2.250 2.250 2.250 2.250 0.750 0.750 2.250 2.250 2.250 2.250 0.450 0.450 0.750 0.750 2.250 2.250 0.450 0.450 0.750 0.750 2.000 2.000 Page 89 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-13 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0375) L(0.15) 2-2xl0 Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (Floor Load) Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft, (Floor Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.736 1 Maximum Shear Stress Ratio = 0.439 :1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 687.92 psi fv: Actual = 65.80 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio = 1540>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.062 in Ratio = 1158>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 N Pv +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.202 0.121 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.61 170.40 841.50 0.30 16.30 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.736 0.439 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.45 687.92 935.00 1.22 65.80 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.146 0.087 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.61 170.40 1168.75 0.30 16.30 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.158 0.094 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.61 170.40 1075.25 0.30 16.30 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.478 0.285 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.99 558.54 1168.75 0.99 53.42 187.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.519 0.310 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.99 558.54 1075.25 0.99 53.42 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 90 of 136 Project Title: Z Engineer: Wut - Project ID: uctural EngirteeFs Project Descr: Nickerson Street Suite 302 206 285.4512 (V) WA 98109 20b,2g S.0419 (F) Wood Beam File: 21137 - R32 Townhomes - Framing.ec6 ME" Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l.11 DESCRIPTION: FB.C-13 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 Pv Length = 6.0 ft 1 0.114 0.068 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.61 170.40 1496.00 0.30 16.30 240.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.373 0.223 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.99 558.54 1496.00 0.99 53.42 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.373 0.223 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.99 558.54 1496.00 0.99 53.42 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.36 102.24 1496.00 0.18 9.78 240.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.114 0.068 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.61 170.40 1496.00 0.30 16.30 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.373 0.223 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.99 558.54 1496.00 0.99 53.42 240.00 +0.60D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.36 102.24 1496.00 0.18 9.78 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.0621 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.635 1.635 Overall MINimum 1.230 1.230 +D+H 0.405 0.405 +D+L+H 1.635 1.635 +D+Lr+H 0.405 0.405 +D+S+H 0.405 0.405 +D+0.750Lr+0.750L+H 1.328 1.328 +D+0.750L+0.750S+H 1.328 1.328 +D+0.60W+H 0.405 0.405 +D+0.750Lr+0.750L+0.450W+H 1.328 1.328 +D+0.750L+0.750S+0.450W+H 1.328 1.328 +0.60D+0.60W+0.60H 0.243 0.243 +D+0.70E+0.60H 0.405 0.405 +D+0.750L+0.750S+0.5250E+H 1.328 1.328 +0.60D+0.70E+H 0.243 0.243 D Only 0.405 0.405 L Only 1.230 1.230 H Only Page 91 of 136 j Z SI-et-1 Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: FB.C-14 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 + 900.0 psi Load Combination ASCE 7-16 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0375) L(0.1 4x8 Span = 10.0 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft, (Deck Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7841 Maximum Shear Stress Ratio = 0.272 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 917.28psi fv: Actual = 48.95 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.191 in Ratio = 628>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.239 in Ratio = 502>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 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 +D+H 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.174 0.060 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.47 183.46 1053.00 0.17 9.79 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.784 0.272 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.34 917.28 1170.00 0.83 48.95 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.125 0.044 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 183.46 1462.50 0.17 9.79 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.136 0.047 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 183.46 1345.50 0.17 9.79 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.502 0.174 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.88 733.82 1462.50 0.66 39.16 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.545 0.189 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.88 733.82 1345.50 0.66 39.16 207.00 +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 = 10.0 ft 1 0.098 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 183.46 1872.00 0.17 9.79 288.00 Page 92 of 136 j Z Structural Engineers 180 Nickerson Street Suite 302 206.285.4512 !V1 See« le. WA 98109 200,gg S.0418 (F) Wood Beam DESCRIPTION: F&C-14 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: Engineer: Project ID: Project Descr: Cd CFN Ci Cr Cm C t CL +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.392 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.392 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.059 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.098 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.392 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.059 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions 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+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only L Only H Only File: 21137 - R32 Townhomes - Framing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb F'b Shear Values V fv Pv 0.00 0.00 0.00 0.00 1.88 733.82 1872.00 0.66 39.16 288.00 0.00 0.00 0.00 0.00 1.88 733.82 1872.00 0.66 39.16 288.00 0.00 0.00 0.00 0.00 0.28 110.07 1872.00 0.10 5.87 288.00 0.00 0.00 0.00 0.00 0.47 183.46 1872.00 0.17 9.79 288.00 0.00 0.00 0.00 0.00 1.88 733.82 1872.00 0.66 39.16 288.00 0.00 0.00 0.00 0.00 0.28 110.07 1872.00 0.10 5.87 288.00 Span Max. "" Defl Location in Span Load Combination Max. a+e Defl Location in Span 1 0.2386 5.036 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support Support 0.938 0.938 0.750 0.750 0.188 0.188 0.938 0.938 0.188 0.188 0.188 0.188 0.750 0,750 0.750 0.750 0.188 0.188 0.750 0.750 0.750 0.750 0.113 0.113 0.188 0.188 0.750 0.750 0.113 0.113 0.188 0.188 0.750 0.750 Page 93 of 136 Structural Engineers LATERAL ENGINEERING Z:\21137 R32 Townhomes\ENGR\Calcuations\Calc Parts\21137 COVER.doc Page 94 of 136 7/22/2021 U.S. Seismic Design Maps R32 Townhomes 3206 R Ave, Anacortes, WA 98221, USA Latitude, Longitude: 48.496072,-122.6100466 John Storvik Playground is Funeral Chapel )n-Site Crematory Marina Inn Go gle Date Design Code Reference Document Risk Category Site Class 19 Rosario Market p a r n 19 Pizza Factory 33rd St Bob's Chowder Bar & BBQ Salmon OSHPD SUGIYO USA 19 Anacortes Marine q Group, Inc James Betts Enterprises, Inc. (Betts Boats) Stillbuilt Automotive 19 19 \ 34th 5t 34th St 7/22/2021, 3:20:46 PM ASCE7-16 11 D - Stiff Soil Type Value Description Ss 1.136 MCER ground motion. (for 0.2 second period) St 0.403 MCER ground motion. (for 1.0s period) SMs 1.188 Site -modified spectral acceleration value SMt null -See Section 11.4.8 Site -modified spectral acceleration value SDs 0.792 Numeric seismic design value at 0.2 second SA SDt null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.046 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.483 MCER peak ground acceleration FpGA 1.117 Site amplification factor at PGA PGAM 0.54 Site modified peak ground acceleration T, 16 Long -period transition period in seconds SsRT 1.136 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.249 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.403 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.453 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.909 Mapped value of the risk coefficient at short periods CRt 0.891 Mapped value of the risk coefficient at a period of 1 s Page 95 of 136 https://seismicmaps.org Map data ©2021 1/2 2018 IBC SEISMIC OVERVIEW SHEET TITLE: 2018 IBC SEISMIC OVERVIEW CT PROJECT # : 21137 - Unit Al Step # 2018 IBC ASCE 7-16 1. RISK CATEGORY TYPE = II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE = 1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss = 1.14 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1 = 0.40 Figure 1613.3.1(2) Figure 22-2 Latitude = Varies N Longitude = Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.gov/designmaps/us/application.php 6. Site Coefficient (short period) Fa = 1.05 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.90 Figure 1613.3.3(2) Table 11.4-2 SMs = Fa * Ss SMs = 1.188 EQ 16-37 EQ 11.4-1 SM1 = Fv S1 SM1 = 0.766 EQ 16-38 EQ 11.4-2 SDs = 2/3 * SMs SDs = 0.792 EQ 16-39 EQ 11.4-3 SD1 = 2/3 * SM1 SD1 = 0.510 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R = 6.5 N/A Table 12.2-1 13. Overstrength Factor Do = 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD = 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 Page 96 of 136 2018 IBC EQUIV. LAT. FORCE SHEET TITLE: 2018 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : 21137 - Unit Al SDS = 0.79 h = 27.35 (ft) SD1 = 0.51 X = 0.75 ASCE 7-16 (Table 12.8-2) R = 6.5 Ct = 0.020 ASCE 7-16 (Table 12.8-2) IE= 1.0 T = 0.239 ASCE 7-16 (EQ 12.8-7) Sj = 0.40 k = 1 ASCE 7-16 (Section 12.8.3) 1.5*TS = 0.967 ASCE 7-16 (Section 11.4.6) TL = 6 ASCE 7-16 (Section 11.4.5: Figure 22-15) CS = SDS/ (R/IE) 0.122 W ASCE 7-16 (EQ 12.8-2) CS = SD1 / (T*(R/IE)) (for T<TO 0.328 W ASCE 7-16 (EQ 12.8-3) (MAX.) CS = (SD1 * TL)/ (TZ*(R/IE)) (for T> T J 0.000 W ASCE 7-16 (EQ 12.8-4) (MAX.) CS = 0.01 0.010 W ASCE 7-16 (EQ 12.8-5) (MIN.) Cs = (0.5 Sl)/(R/IE) 0.031 W ASCE 7-16 (EQ 12.8-6) (MIN.if Sj> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.122 W DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h; (ft) (sgft) (ksf) Roof --- 27.35 27.35 598 0.022 2nd 9.14 18.22 18.22 598 0.028 1st 10.14 8.08 8.08 674 0.028 Base 8.08 0.00 SUM = E=V= 0.7*E _ 7-16 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CVX = w; w; *h;k wX *hx DESIGN SUM (kips) (kips) `''w� Vi DESIGN Vi 13.156 359.9 0.44 1.83 1.83 16.744 305.1 0.37 1.55 3.38 18.872 152.5 0.19 0.78 4.16 48.8 817.5 5.94 (LRFD) 4.16 (ASD) (EQ 12.10-1) Design FpX = DIAPHR. F; >' F; w; E w; FPX = �F; w 0.4 * SDS* IE * wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FpX Max. Roof 1.83 1.83 13.2 13.2 2.08 1.83 4.17 2nd 1.55 3.38 16.7 29.9 2.65 1.90 5.31 Base 0.00 0.00 0.0 29.9 0.00 0.00 0.00 1.00 4.16 0.2 * SDS* IE * wP FpX Min. 2.08 2.65 0.00 Page 2 Page 97 of 136 ASCE 7-16 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16 CHAPTER 28, PART 2 CT PROJECT # : 21137 - Unit Al N-S E-W F-B S-S 2018 IBC ASCE 7-16 Ridge Elevation (ft) = 37.57 37.57 ft. Roof Plate Ht. = 27.35 27.35 Roof Mean Ht. = 32.46 32.46 ft. --- --- Building Width = 15.3 39.8 ft. V ult. Wind Speed 3Sec.Gust = 110 110 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3S-Gust = 85 85 mph (EQ 16-33) Exposure = B B IW = 1.0 1.0 N/A N/A Roof Type = Gable Gable PS30 A = 24.1 24.1 psf (Ult.) Figure 28.6-1 PS30 B = 3.9 3.9 psf (Ult.) Figure 28.6-1 PS30 c = 17.4 17.4 psf (Ult.) Figure 28.6-1 PS30 D = 4.0 4.0 psf (Ult.) Figure 28.6-1 a = 1.00 1.00 Figure 28.6-1 K,, = 1.00 1.00 Section 26.8 windward/lee = 1.00 1.00 (Single Family Home) A*K,,*I: 1 1 Ps = N * Kzt' I ` Ps30 = PSA = PS B = PS c = PSD= PS A and c average = PS B and D average = 24.10 24.10 psf (Ult.) 3.90 3.90 psf (Ult.) 17.40 17.44 psf (Ult.) 4.00 4.00 psf (Ult.) 20.8 20.8 psf (Ult.) 4.0 4.0 psf (Ult.) a= 3 3 2a= 6 6 width - 2'2a = 3.333 27.75 (Eq. 28.6-1) (Eq. 28.6-1) (Eq. 28.6-1) (Eq. 28.6-1) (Eq. 28.6-1) Figure 28.6-1 MAIN WIND - ASCE 7-16 CHAPTER 28 PART 2 Areas (N-S) Areas (E-W) (N-S) (E-W) Wind (N-S) Wind (E-W) width factor roof --- > 1.00 1.00 1.00 1.00 width factor 2nd ---> 1.00 1.00 Min Wind Min Wind WIND SUM WIND SUM DIAPHR. Story Elevation Height AA As Ac AD AA AB AG AD LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) per 28.6.4 per 28.6.4 Vi (N-S) V (N-S) Vi (E-W) V (E-W) 37.57 10.2 0 123 0 34.1 0 123 0 284 Roof --- 27.35 27.35 4.6 54.8 0 15.2 0 54.8 0 127 0 2.3 5.9 2.20 2.20 5.14 5.14 2nd 9.14 18.22 18.22 9.6 116 0 32.1 0 116 0 267 0 1.5 3.8 3.35 5.55 7.45 12.59 1 st 10.14 8.08 8.08 9.1 109 0 30.4 0 109 0 253 0 1.4 3.6 0.55 6.09 1.44 14.03 Base 8.08 0.00 W W AF = 514 AF = 1333 5.1 13.3 I V (n-s)= 6.09 V (e-w)= 14.03 kips kips kips kips Min wind applies? 0.6W 0.6W yes yes V (n-s)= 3.66 V (e-w)= 8.42 Page 3 Page 98 of 136 ASCE 7-16 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16 CHAPTER 28, PART 1 CT PROJECT # : 21137 - Unit Al SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - 7-16 CHAPTER 28 PART 1 Wind (N-S) Wind (E-W) Min/Part 2 (Max.) Min/Method 1 (Max.) Wind (E-W) (LRFD) Wind (N-S) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 27.00 27.00 0.00 0.00 0.00 0.00 2.20 2.20 5.14 5.14 2nd 9.00 18.00 18.00 0.00 0.00 0.00 0.00 3.35 5.55 7.45 12.59 1 st 9.00 9.00 9.00 0.00 0.00 0.00 0.00 0.55 6.09 1.44 14.03 Base 9.00 V (n-s)= 0.00 V (e-w)= 0.00 V (n-s)= 6.09 V (e-w)= 14.03 kips kips kips(LRFD) kips(LRFD) DESIGN WIND - Min./Part 2/Part 1 ASD Wind (N-S) (LRFD) Wind (E-W) (LRFD) Wind (N-S) (ASD) Wind (E-W) (ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 27.35 27.35 2.20 2.20 5.14 5.14 1.32 1.32 3.09 3.09 2nd 9.14 18.22 18.22 3.35 5.55 7.45 12.59 2.01 3.33 4.47 7.56 1 st 10.14 8.08 8.08 0.55 6.09 1.44 14.03 0.33 3.66 0.86 8.42 Base 8.08 V (n-s)= 6.09 V (e-w)= 14.03 V (n-s)= 3.66 V (e-w)= 8.42 kips(LRFD) kips(LRFD) kips ASD kips ASD Page 4 Page 99 of 136 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT # : 21137 - Unit Al SHEATHING THICKNESS tsheathin9 = 7/16" NAIL SIZE nail size = 0.131" dia. X 2.5" long STUD SPECIES SPECIES = H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16" w/8d common V seismic V s allowable V wind V w allowable (15/32" values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsbeatbin9 = 1/2" NAIL SIZE nail size = 1 1/4" long No.6 Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1 /2" w/ 1 1 /4" screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 Page 100 of 136 3•-1•' 7'--y4 5-1033/4 I fl B2��I_�11 F B1 EGRESS II I I I I L1 I 3•-z• 8�3Yi' R1 I m T-W yya 3'-]' n m a o m N � 24 HCW = � 22"OR ATTIC ACCESS 3•-z• a•-ai�2 I H EGRESS I F1 2-0 0 SH 5-0 16 SL F2 I I I I I I I I I I I I I I I I L 15'-4' UNIT Al UPPER LEVEL PLAN 114" - 1'1 UNIT Al MAIN LEVEL PLAN 1/4" - 10. L1 B� 8-0 ]-d SOHD r go I`1 PARKING STALL x/I ------------- I I I R1 Ix I �WASTEj lI I 1 / i 3L I`I PARKING STALL o \ 9•-0•x19'-0'• / �WASTEj lI I \ / I 1 / I I I I 1 I I zFloyz / I _4'-OYz -81NSUL 2 MIN RATED D CLOSING F1 4-0I 6 SL 1 0 r----------I — 1 01 I ' 8' TVP. 2._2. 3._0. 1�_y.� q•-Dii. 4.-4�. �22 8'-5• UNIT Al LOWER LEVEL PLAN 1/4• - 10, Page 101 of 136 SHEET TITLE: LATERAL N-S (front to back - up/down) CT PROJECT # : 21137 - Unit Al LATERAL N-S (front to back - up/down) Diaph. Level: Root 0.6W 0.7E Panel Height = 8.083 ft. Design Wind N-S V;= 1.32 kips Seismic Vi= 1.83 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind N-S Vi= 1.32 kips Sum Seismic Vi= 1.83 kips Min. Lwall = 2.31 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h vj Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 299 14.0 14.0 1.00 0.15 0.66 0.66 0.92 0.92 1.00 1.00 65 P6TN P6TN 47 7.40 7.40 7.24 0.01 5.34 5.34 8.82 -0.26 0.01 Ext. R1 299 38.0 38.0 1.00 0.15 0.66 0.66 0.92 0.92 1.00 1.00 24 P6TN P6TN 17 7.40 7.40 53.37 -1.23 5.34 5.34 64.98 -1.60 -1.23 598 OK 598 52.0 1.32 1.32 1.83 1.83 s 1.32 1.32 1.83 1.83 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL N-S (front to back - up/down) Panel Height = 9.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S V;= 2.01 kips I Seismic Vi= 1.55 kips Min. Lwall = 2.60 ft. Sum Wind N-S Vi= 3.33 kips Sum Seismic Vi= 3.38 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm I 2w/h vi Type Type v OTM OTMcumm ROTM U-t OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) Of) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 299 14.0 14.0 1.00 0.25 1.00 1.66 0.78 1.69 1.00 1.00 121 P6TN P6TN 119 15.37 22.77 12.07 0.80 15.11 20.45 14.70 0.43 0.80 Ext. R1 299 38.0 38.0 1.00 0.25 1.00 1.66 0.78 1.69 1.00 1.00 45 P6TN P6TN 44 15.37 22.77 88.95 -1.77 15.11 20.45 108.30 -2.35 -1.77 598 OK 598 52.0 2.01 3.33 1.55 3.38 1.00 s 2.01 3.33 1.55 3.38 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 102 of 136 Diaph. Level: Base LATERAL N-S (front to back - up/down) Panel Height = 8.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S V;= 0.33 kips I Seismic Vi= 0.78 kips Min. Lwall = 2.31 ft. Sum Wind N-S Vi= 3.66 kips Sum Seismic Vi= 4.16 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. CO wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 299 18.8 18.8 1.00 0.35 0.16 1.83 0.39 2.08 1.00 1.00 111 P6TN P6TN 97 16.82 39.59 30.32 0.51 14.78 35.22 36.91 -0.09 0.51 Ext. R1 299 38.0 38.0 1.00 0.35 0.16 1.83 0.39 2.08 1.00 1.00 55 P6TN P6TN 48 16.82 39.59 124.53 -2.28 14.78 35.22 151.62 -3.12 -2.28 674 NG 598 56.8 0.33 3.66 0.78 4.16 1.00 s 0.33 3.66 0.78 4.16 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 103 of 136 SHEET TITLE: LATERAL E-W (side to side - leftiriaht'' CT PROJECT # : 21137 - Unit Al LATERAL E-W (side to side - left/riahV Diaph. Level: Root 0.6W 0.7E Panel Height = 8.083 ft. Design Wind E-W V;= 3.09 kips Seismic Vi= 1.83 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind E-W Vi= 3.09 kips Sum Seismic Vi= 1.83 kips Min. Lwall = 2.31 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. B1 150 3.3 4.3 1.00 0.15 0.77 0.77 0.46 0.46 1.00 0.80 175 P6 P6 237 3.70 3.70 0.67 0.85 6.24 6.24 0.81 1.51 1.51 Ext. B2' 150 5.5 11.5 0.80 0.15 0.77 0.77 0.46 0.46 1.00 1.00 104 PAN R6 175 3.70 3.70 4.89 -0.27 6.24 6.24 5.95 0.03 9.03 Ext. F1 150 3.3 4.3 1.00 0.15 0.77 0.77 0.46 0.46 1.00 0.80 175 P6 P6 237 3.70 3.70 0.67 0.85 6.24 6.24 0.81 1.51 1.51 Ext. F2 150 2.5 4.5 1.00 0.15 0.77 0.77 0.46 0.46 1.00 0.62 296 P4 P6 309 3.70 3.70 0.75 0.77 6.24 6.24 0.91 1.39 1.39 598 OK 598 14.5 3.09 3.09 1.83 1.83 s 3.09 3.09 1.83 1.83 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL E-W (side to side - leftlriaht', Panel Height = 9.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W V;= 4.47 kips I Seismic Vi= 1.55 kips Min. Lwall = 2.60 ft. Sum Wind E-W Vi= 7.56 kips Sum Seismic Vi= 3.38 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vcumm Vlevel Vcumm I 2w/h vj Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-1 Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. B1 120 3.3 4.3 1.00 0.25 0.89 1.67 0.31 0.77 1.00 0.80 294 P4 P3 512 6.98 10.68 1.11 2.67 15.13 21.37 1.35 5.58 5.58 Ext. B2' 179 5.5 11.5 0.80 0.25 1.34 2.11 0.47 0.92 1.00 1.00 210 R6 124 480 8.39 12.09 8.15 0.90 19.19 25.43 9.92 1.43 443 Ext. F1 150 3.3 4.3 1.00 0.25 1.12 1.50 0.39 0.62 1.00 0.80 236 P6 P4 463 5.61 9.31 1.11 2.29 13.65 19.89 1.35 5.17 5.17 Ext. F2 150 4.4 6.4 1.00 0.25 1.12 1.89 0.39 0.85 1.00 1.00 192 P6 P4 428 7.69 11.39 2.54 1.54 17.16 23.40 3.09 3.53 3.53 598 OK 598 16.4 4.47 7.17 1.55 3.16 1.00 s 4.47 7.56 1.55 3.38 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 104 of 136 Diaph. Level: Base LATERAL E-W (side to side - left/riaht', Panel Height = 8.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W V;= 0.86 kips Seismic Vi= 0.78 kips Min. Lwall = 2.31 ft. Sum Wind E-W Vi= 8.42 kips Sum Seismic Vi= 4.16 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. CO wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. B1 337 5.8 4.8 1.00 0.35 0.43 4.21 0.39 2.08 1.00 1.00 362 P3 P2 732 16.82 16.82 1.95 3.64 34.03 34.03 2.37 7.75 7.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. F1` 337 4.5 8.5 1.00 0.35 0.43 3.82 0.39 1.85 1.00 1.00 411 P3 2-R4 850 14.97 35.66 6.23 3.76 30.91 74.20 7.59 8.50 9.N - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 674 OK 674 10.3 0.86 8.03 0.78 3.93 1.00 s 0.86 8.42 0.78 4.16 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 105 of 136 H JOB #: 21137 - Unit Al ID: B2 V eq 920.0 pounds V w = 2110.0 pounds P Roof Level w dl = V1 eq = 418.2 pounds V1 w = 959.1 pounds SHEARWALL WITH FORCE TRANSFER 250 plf V3 eq = 501.8 pounds V3 w = 1150.9 pounds v hdr ea= 80.0 alf H head = v hdr w= 183.5 Of 1 Fdrag1 eq= 218 F2 eq= 262 600 Fdrag1 w= 0 H pier = v1 eq = 167.3 plf v3 eq = 167.3 5.0 v1 w = 383.6 plf v3 w = 383.6 feet 1262 total = 2w/h = 1 2w/h = 1 8 Fdrag3 eq= feet 600 Fdrag3 w= 500 F4 w= 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq = 80.0 plf P6TN 2.0 EQ Wind v sill w = 183.5 plf P6 feet OTM 7360 16880 R OTM 8085 9919 UPLIFT -67 643 Up above 0 0 UP sum -67 643 Ratios: L1= 2.5 L2= 6.0 L3= 3.0 = tal/L 0.70 - 9 nn H/L Hto Hpier/L1 Hpier/L3= L 1p 1.67 L total = 11.5 feet )If P6 E.Q. )If P4 WIND Page 106 of 136 H JOB #: 21137 - Unit Al ID: F1 V eq 1850.0 pounds V w = 3820.0 pounds P Roof Level w dl = V1 eq = 925.0 pounds V1 w = 1910.0 pounds SHEARWALL WITH FORCE TRANSFER 350 plf V3 eq = 925.0 pounds V3 w = 1910.0 pounds v hdr ea= 148.0 alf H head = v hdr w= 305.6 Of 1 Fdrag1 eq= 296 F2 eq= 296 611 Fdrag1 w= 1 F2 - H pier = v1 eq = 217.6 plf v3 eq = 217.6 1.5 v1 w = 449.4 plf v3 w = 449.4 feet total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= F4 e - 296 feet 611 Fdrag3 w= 611 F4 w= 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq = 148.0 plf P6TN 6.5 EQ Wind v sill w = 305.6 plf P6 feet OTM 16650 34380 R OTM 13374 16406 UPLIFT 277 1519 Up above 0 0 UP sum 277 1519 Ratios: L1= 4.3 L2= 4.0 L3= 4.3 = tal/L 0.72 - n is H/L Hto Hpier/L1 Hpier/L3= L 1p 0.35 L total = 12.5 feet )If P6 E.Q. )If P4 WIND Page 107 of 136 H JOB #: 21137 - Unit Al ID: F1 V eq 1830.0 pounds V w = 2730.0 pounds P Roof Level w dl = V1 eq = 742.7 pounds V1 w = 1108.0 pounds SHEARWALL WITH FORCE TRANSFER 250 plf V3 eq = 1087.3 pounds V3 w = 1622.0 pounds v hdr ea= 150.5 alf 0 H head = v hdr w= 224.5 Of 1 Fdrag1 eq= 366 F2 eq= 536 800 Fdrag1 w= 7 H pier = v1 eq = 297.1 plf v3 eq = 297.1 5.0 v1 w = 443.2 plf v3 w = 443.2 feet 1536 total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= feet 800 Fdrag3 w= 547 F4 w= 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq = 150.5 plf P6TN 3.0 EQ Wind v sill w = 224.5 plf P6 feet OTM 16470 24570 R OTM 9040 11090 UPLIFT 646 1173 Up above 0 0 UP sum 646 1173 Ratios: L1= 2.5 L2= 6.0 L3= 3.7 tal/L = 0.74 iq - 9 nn H/L Hto Hpier/L1 Hpier/L3= L 1p 1.37 L total = 12.2 feet )If P4 E.Q. )If P4 WIND Page 108 of 136 H JOB #: 21137 - Unit Al ID: L1 V eq 1110.0 pounds V w = 1800.0 pounds P Roof Level w dl = V1 eq = 555.0 pounds V1 w = 900.0 pounds SHEARWALL WITH FORCE TRANSFER 350 plf V3 eq = 555.0 pounds V3 w = 900.0 pounds v hdr ea= 111.0 alf H head = v hdr w= 180.0 Of 1 V Fdrag1 eq= 333 F2 eq= 333 540 Fdrag1 w= 0 F2 - H pier = v1 eq = 277.5 plf v3 eq = 277.5 4.0 v1 w = 450.0 plf v3 w = 450.0 feet total = 2w/h = 1 2w/h = 1 8 Fdrag3 eq= F4 e - 333 feet 540 Fdrag3 w= 540 F4 w= 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq = 111.0 plf P6TN 3.0 EQ Wind v sill w = 180.0 plf P6 feet OTM 8880 14400 R OTM 8559 10500 UPLIFT 34 418 Up above 0 0 UP sum 34 418 Ratios: L1= 2.0 L2= 6.0 L3= 2.0 = tal/L 0.80 - 9 nn H/L Hto Hpier/L1 Hpier/L3= L 1p 2.00 L total = 10.0 feet )If P4 E.Q. )If P4 WIND Page 109 of 136 2018 IBC SEISMIC OVERVIEW SHEET TITLE: CT PROJECT # Step # 1. RISK CATEGORY OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR 3. Site Class - Per Geo. Engr. 4. 0.2 Sec. Spectral Response 5. 1.0 Sec. Spectral Response 6. Site Coefficient (short period) 7. Site Coefficient (1.0 second) SMs = Fa " Ss SM1 = IF, * S1 SDs = 2/3 " SMs SDI = 2/3 " SM1 8. Seismic Design Category 0.2s 9. Seismic Design Category 1.0s 10. Seismic Design Category 11. Wood structural panels 12. Response Modification Coef. 13. Overstrength Factor 14. Deflection Amplification Factor 15. Plan Structural Irregularities 16. Vertical Structural Irregularities 17. Permitted Procedure 2018 IBC SEISMIC OVERVIEW 21137 - Unit 131 TYPE = II 2018 IBC ASCE 7-16 Table 1604.5 Table 1.5-1 IE = 1.00 Section 1613.1 -> ASCE Table 1.5-2 S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 Ss = 1.14 Figure 1613.3.1(1) Figure 22-1 S, = 0.40 Figure 1613.3.1(2) Figure 22-2 Latitude = Varies N Longitude = Varies W httip://earthcivake.usgs.gov/research/hazmaps/ httip://earthcivake.usgs.gov/designmaps/us/application.php Fa = 1.05 Figure 1613.3.3(1) Table 11.4-1 Fv = 1.90 Figure 1613.3.3(2) Table 11.4-2 SMs = 1.188 EQ 16-37 EQ 11.4-1 SM, = 0.766 EQ 16-38 EQ 11.4-2 SDs = 0.792 EQ 16-39 EQ 11.4-3 SDI = 0.510 EQ 16-40 EQ 11.4-4 SDCs = D Table 1613.3.5(1) Table 11.6-1 SDC, = D Table 1613.3.5(2) Table 11.6-2 SDC = D Max. Max. --- --- N/A Table 12.2-1 R = 6.5 N/A Table 12.2-1 �?o 2.5 N/A Table 12.2-1 CD = 4.0 N/A Table 12.2-1 --- No N/A Table 12.3-1 --- No N/A Table 12.3-2 Equiv. Lateral Force --- Table 12.6-1 Page 1 Page 110 of 136 2018 IBC EQUIV. LAT. FORCE SHEET TITLE: 2018 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : 21137 - Unit 131 SDS = 0.79 h = 27.35 (ft) SD1 = 0.51 x = 0.75 ASCE 7-16 (Table 12.8-2) R = 6.5 Ct = 0.020 ASCE 7-16 (Table 12.8-2) IE= 1.0 T = 0.239 ASCE 7-16 (EQ 12.8-7) Sj = 0.40 k = 1 ASCE 7-16 (Section 12.8.3) 1.5*Ts = 0.967 ASCE 7-16 (Section 11.4.6) TL = 6 ASCE 7-16 (Section 11.4.5: Figure 22-15) CS = SDS / (R/IE) 0.122 W ASCE 7-16 (EQ 12.8-2) CS = SD1 / (T*(R/IE)) (for T <T j 0.328 W ASCE 7-16 (EQ 12.8-3) (MAX.) CS = (SDS * TL)/ (TZ*(R/IE)) (for T> T j 0.000 W ASCE 7-16 (EQ 12.8-4) (MAX.) CS = 0.01 0.010 W ASCE 7-16 (EQ 12.8-5) (MIN.) Cs = (0.5 Sl)/(R/IE) 0.031 W ASCE 7-16 (EQ 12.8-6) (MIN.if S,> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.122 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-16 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CVX = DIAPHR. Story Elevation Height AREA DL w; w; *hi wX *h, DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) -'w� Vi DESIGN Vi Roof --- 27.35 27.35 598 0.022 13.156 359.9 0.44 1.83 1.83 2nd 9.14 18.22 18.22 598 0.028 16.744 305.1 0.37 1.55 3.38 1st 10.14 8.08 8.08 674 0.028 18.872 152.5 0.19 0.78 4.16 Base 8.08 0.00 SUM = 48.8 817.5 1.00 4.16 E = V = 5.94 (LRFD) 0.7*E = 4.16 (ASD) DIAPHRAGM FORCES PER ASCE 7-16 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; F; w; w; FPX = rF; * w., 0.4 * SDS* IE* Wp 0.2 * SDS* IE* Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX Min. Roof 1.83 1.83 13.2 13.2 2.08 1.83 4.17 2.08 2nd 1.55 3.38 16.7 29.9 2.65 1.90 5.31 2.65 Base 0.00 0.00 0.0 29.9 0.00 0.00 0.00 0.00 Page 2 Page 111 of 136 ASCE 7-16 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16 CHAPTER 28, PART 2 CT PROJECT # : 21137 - Unit B1 N-S E-W F-B S-S 2018 IBC ASCE 7-16 Ridge Elevation (ft) = 37.57 37.57 ft. Roof Plate Ht. = 27.35 27.35 Roof Mean Ht. = 32.46 32.46 ft. --- --- Building Width = 15.3 39.8 ft. V ult. Wind Speed 3Sec. Gust = 110 110 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sec. Gust = 85 85 mph (EQ 16-33) Exposure= B B Iw = 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A = 24.1 24.1 psf (UIt.) Figure 28.6-1 PS30 B = 3.9 3.9 psf (UIt.) Figure 28.6-1 PS30c = 17.4 17.4 psf (UIt.) Figure 28.6-1 PS30 D = 4.0 4.0 psf (UIt.) Figure 28.6-1 /\ = 1.00 1.00 Figure 28.6-1 Kr = 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 (Single Family Home) A*Kv*I 1 1 Ps = A * KZt * I * P530 = (Eq. 28.6-1) PS A = 24.10 24.10 psf (UIt.) (Eq. 28.6-1) Ps B = 3.90 3.90 psf (UIt.) (Eq. 28.6-1) Psc = 17.40 17.44 psf (UIt.) (Eq.28.6-1) Ps D = 4.00 4.00 psf (UIt.) (Eq. 28.6-1) Ps A and c average = 20.8 20.8 psf (UIt.) Ps B and D average = 4.0 4.0 psf (UIt.) a= 3 3 Figure 28.6-1 2a= 6 6 width - 2*2a = 3.333 27.75 MAIN WIND - ASCE 7-16 CHAPTER 28 PART 2 Areas (N-S) Areas (E-W) (N-S) (E-W) Wind (N-S) Wind (E-W) width factor roof ---> 1.00 1.00 1.00 1.00 width factor 2nd ---> 1.00 1.00 Min Wind Min Wind WIND SUM WIND SUM DIAPHR. Story Elevation Height AA AS Ac AD AA AS Ac AD LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) per 28.6.4 per 28.6.4 Vi N-S V N-S Vi E-W V E-W 37.57 10.2 0 122.6 0 34.06 0 122.6 0 283.6 Roof --- 27.35 27.35 4.6 54.81 0 15.22 0 54.81 0 126.8 0 2.3 5.9 2.20 2.20 5.14 5.14 2nd 9.14 18.22 18.22 9.6 115.6 0 32.11 0 115.6 0 267.4 0 1.5 3.8 3.35 5.55 7.45 12.59 1 St 10.14 8.08 8.08 9.1 109.3 0 30.36 0 109.3 0 252.8 0 1.4 3.6 0.55 6.09 1.44 14.03 Base 8.08 0.00 W W 5.1 13.3 V (n-s)= 6.09 V (e-w)= 14.03 AF = 514.1 AF = 1333 kips kips kips kips Min wind applies? 0.6W 0.6W yes yes V (n-s)= 3.66 V (e-w)= 8.42 Page 3 Page 112 of 136 ASCE 7-16 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16 CHAPTER 28, PART 1 CT PROJECT # : 21137 - Unit B1 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - 7-16 CHAPTER 28 PART 1 Wind (N-S) Wind (E-W) Min/Part 2 (Max.) Min/Method 1 (Max.) Wind (E-W) (LRFD) Wind (N-S) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 27.00 27.00 0.00 0.00 0.00 0.00 2.20 2.20 5.14 5.14 2nd 9.00 18.00 18.00 0.00 0.00 0.00 0.00 3.35 5.55 7.45 12.59 1 st 9.00 9.00 9.00 0.00 0.00 0.00 0.00 0.55 6.09 1.44 14.03 Base 9.00 V (n-s)= 0.00 V (e-w)= 0.00 V (n-s)= 6.09 V (e-w)= 14.03 kips kips kips(LRFD) kips(LRFD) DESIGN WIND - Min./Part 2/Part 1 ASD Wind (N-S) (LRFD) Wind (E-W) (LRFD) Wind (N-S) (ASD) Wind (E-W) (ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 27.35 27.35 2.20 2.20 5.14 5.14 1.32 1.32 3.09 3.09 2nd 9.14 18.22 18.22 3.35 5.55 7.45 12.59 2.01 3.33 4.47 7.56 1st 10.14 8.08 8.08 0.55 6.09 1.44 14.03 0.33 3.66 0.86 8.42 Base 8.08 V (n-s)= 6.09 V (e-w)= 14.03 V (n-s)= 3.66 V (e-w)= 8.42 ki s LRFD ki s LRFD kips (A§Dl kips ASD Page 4 Page 113 of 136 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3.4 CT PROJECT # : 21137 - Unit B1 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size = 0.131" dia. X 2.5" long STUD SPECIES SPECIES = H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16" w/8d common V seismic V s allowable V wind V w allowable (15/32" values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size = 1 1/4" long No.6 Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1 /2" w/ 1 1 /4" screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 Page 114 of 136 L 4. 0• 16'-0" 12 0• I B1 I UNIT B 1 UPPER LEVEL PLAN 1/4" = 1'-0" 16'-0- 4'-0" 12'-0' �i 6'-0' 6'-0' UNIT B1 MAIN LEVEL PLAN 114• = 1'-0" 4'-0' 16'-0" 12'-0' Ir---------------- I$B 8-0 7-0 SOHD I$BI 1T 1\ PARKING STALL 909' II I\ I\ /I I I I \\ \ II I I I I I \\ I I I I I I I I R1 L, �\ WAS/ET j1 I\ PARKING STALL II /l o I 1 / I \\ I m I 3F7)/, 2--k. I I I I I I \/ I I '/ -Y - - - -J ti o I% i$B �s N o --- T I ------- UNIT B1 LOWER LEVEL PLAN 1/4" = 1'-0" Page 115 of 136 SHEET TITLE: LATERAL N-S (front to back - up/down) CT PROJECT # : 21137 - Unit B1 LATERAL N-S (front to back - up/down) Diaph. Level: Root 0.6W 0.7E Panel Height = 8.083 ft. Design Wind N-S V;= 1.32 kips Seismic Vi= 1.83 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind N-S Vi= 1.32 kips Sum Seismic Vi= 1.83 kips Min. Lwall = 2.31 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMc_ ROTM Unet OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 299 18.3 18.3 1.00 0.15 0.66 0.66 0.92 0.92 1.00 1.00 50 P6TN P6TN 36 7.40 7.40 12.31 -0.28 5.34 5.34 14.99 -0.55 -0.28 Ext. R1 299 18.3 18.3 1.00 0.15 0.66 0.66 0.92 0.92 1.00 1.00 50 P6TN P6TN 36 7.40 7.40 12.31 -0.28 5.34 5.34 14.99 -0.55 -0.28 598 OK 598 36.5 1.32 1.32 1.83 1.83 s 1.32 1.32 1.83 1.83 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL N-S (front to back - up/down) Panel Height = 9.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S V;= 2.01 kips Seismic Vi= 1.55 kips Min. Lwall = 2.60 ft. Sum Wind N-S Vi= 3.33 kips Sum Seismic Vi= 3.38 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h I vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 299 18.3 18.3 1.00 0.25 1.00 1.66 0.78 1.69 1.00 1.00 93 P6TN P6TN 91 15.37 22.77 20.52 0.13 15.11 20.45 24.98 -0.26 0.13 Ext. R1 299 18.3 18.3 1.00 0.25 1.00 1.66 0.78 1.69 1.00 1.00 93 P6TN P6TN 91 15.37 22.77 20.52 0.13 15.11 20.45 24.98 -0.26 0.13 598 OK 598 36.5 2.01 3.33 1.55 3.38 1.00 s 2.01 3.33 1.55 3.38 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 116 of 136 Diaph. Level: Base LATERAL N-S (front to back - up/down) Panel Height = 8.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S V;= 0.33 kips I Seismic Vi= 0.78 kips Min. Lwall = 2.31 ft. Sum Wind N-S Vi= 3.66 kips Sum Seismic Vi= 4.16 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h I vj Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 299 20.3 20.3 1.00 0.35 0.16 1.83 0.39 2.08 1.00 1.00 103 P6TN P6TN 90 16.82 39.59 35.36 0.22 14.78 35.22 43.06 -0.40 0.22 Ext. R1 299 20.3 20.3 1.00 0.35 0.16 1.83 0.39 2.08 1.00 1.00 103 P6TN P6TN 90 16.82 39.59 35.36 0.22 14.78 35.22 43.06 -0.40 0.22 674 NG 598 40.5 0.33 3.66 0.78 4.16 1.00 s 0.33 3.66 0.78 4.16 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 117 of 136 SHEET TITLE: LATERAL E-W (side to side - leftiright'' CT PROJECT # : 21137 - Unit B1 LATERAL E-W (side to side - left/righV Diaph. Level: Root 0.6W 0.7E Panel Height = 8.083 ft. Design Wind E-W V;= 3.09 kips Seismic Vi= 1.83 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind E-W Vi= 3.09 kips Sum Seismic Vi= 1.83 kips Min. Lwall = 2.31 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vcumm Vlevel Vcumm I 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. B1 299 7.0 12.0 1.00 0.15 1.54 1.54 0.92 0.92 1.30 1.00 170 P6 P6 220 9.62 9.62 5.32 0.38 12.47 12.47 6.48 0.53 0.53 Ext. F1 179 3.5 4.3 1.00 0.15 0.93 0.93 0.55 0.55 1.00 0.87 236 P6 P6 265 5.77 5.77 0.67 1.43 7.48 7.48 0.81 1.86 1.86 Ext. F2 120 2.5 4.5 1.00 0.15 0.62 0.62 0.37 0.37 1.00 0.62 308 P4 P6 247 3.85 3.85 0.75 0.81 4.99 4.99 0.91 1.06 1.06 598 OK 598 13.0 3.09 3.09 1.83 1.83 s 3.09 3.09 1.83 1.83 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL E-W (side to side - left/right', Panel Height = 9.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W V;= 4.47 kips I Seismic Vi= 1.55 kips Min. Lwall = 2.60 ft. Sum Wind E-W Vi= 7.56 kips Sum Seismic Vi= 3.38 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-1 Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. 131 299 7.0 12.0 1.00 0.25 2.23 3.78 0.78 1.69 1.00 1.00 314 P4 P3 540 19.98 29.61 8.87 1.83 34.32 46.79 10.80 3.18 3.18 Ext. iSB 150 3.3 4.3 1.00 0.25 1.12 2.04 0.39 0.94 1.00 0.80 466 P2 P3 629 11.07 16.85 1.11 4.39 18.56 26.05 1.35 6.89 6.89 Ext. iSB 150 4.4 6.4 1.00 0.25 1.12 1.73 0.39 0.94 1.00 1.00 276 P4 P4 393 11.07 14.92 2.54 2.15 15.76 20.75 3.09 3.07 3.07 598 OK 598 14.7 4.47 7.56 1.55 3.57 1.00 s 4.47 7.56 1.55 3.38 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 118 of 136 Diaph. Level: Base LATERAL E-W (side to side - left/riaht', Panel Height = 8.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W V;= 0.86 kips I Seismic Vi= 0.78 kips Min. Lwall = 2.31 ft. Sum Wind E-W Vi= 8.42 kips Sum Seismic Vi= 4.16 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. CO wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. iSB 169 2.5 4.8 1.00 0.35 0.22 2.10 0.19 1.04 1.00 0.62 874 2P3 2P4 842 10.93 40.54 1.95 9.45 17.01 63.81 2.37 15.05 15.05 Ext. iSB 169 2.0 2.0 1.00 0.35 0.22 2.10 0.19 1.04 1.00 0.49 1366 N.G. 2P3 1052 10.93 10.93 0.34 7.94 17.01 17.01 0.42 12.44 12.44 Ext. iSB 169 2.0 8.7 1.00 0.35 0.22 2.26 0.19 1.13 1.00 0.49 1487 N.G. 2P3 1130 11.89 43.66 6.47 4.65 18.26 65.05 7.87 7.15 7.15 Ext. iSB 169 2.0 2.0 1.00 0.35 0.22 1.95 0.19 1.13 1.00 0.49 1487 N.G. 2P4 975 11.89 11.89 0.34 8.66 15.77 15.77 0.42 11.51 11.51 674 OK 674 8.5 0.86 8.42 0.78 4.34 1.30 s 0.86 8.42 0.78 4.16 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 119 of 136 2018 IBC SEISMIC OVERVIEW SHEET TITLE: CT PROJECT # Step # 1. RISK CATEGORY OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR 3. Site Class - Per Geo. Engr. 4. 0.2 Sec. Spectral Response 5. 1.0 Sec. Spectral Response 6. Site Coefficient (short period) 7. Site Coefficient (1.0 second) SMs = Fa " Ss SM1 = IF, * S1 SDs = 2/3 " SMs SDI = 2/3 " SM1 8. Seismic Design Category 0.2s 9. Seismic Design Category 1.0s 10. Seismic Design Category 11. Wood structural panels 12. Response Modification Coef. 13. Overstrength Factor 14. Deflection Amplification Factor 15. Plan Structural Irregularities 16. Vertical Structural Irregularities 17. Permitted Procedure 2018 IBC SEISMIC OVERVIEW 21137 - Unit C1 TYPE = II 2018 IBC ASCE 7-16 Table 1604.5 Table 1.5-1 IE = 1.00 Section 1613.1 -> ASCE Table 1.5-2 S.C. = D Section 1613.3.5 Section 11.4.2 / Ch. 20 Table 1613.3.3(2) Table 20.3-1 Ss = 1.14 Figure 1613.3.1(1) Figure 22-1 S, = 0.40 Figure 1613.3.1(2) Figure 22-2 Latitude = Varies N Longitude = Varies W httip://earthcivake.usgs.gov/research/hazmaps/ httip://earthcivake.usgs.gov/designmaps/us/application.php Fa = 1.05 Figure 1613.3.3(1) Table 11.4-1 Fv = 1.90 Figure 1613.3.3(2) Table 11.4-2 SMs = 1.188 EQ 16-37 EQ 11.4-1 SM, = 0.766 EQ 16-38 EQ 11.4-2 SDs = 0.792 EQ 16-39 EQ 11.4-3 SDI = 0.510 EQ 16-40 EQ 11.4-4 SDCs = D Table 1613.3.5(1) Table 11.6-1 SDC, = D Table 1613.3.5(2) Table 11.6-2 SDC = D Max. Max. --- --- N/A Table 12.2-1 R = 6.5 N/A Table 12.2-1 �?o 2.5 N/A Table 12.2-1 CD = 4.0 N/A Table 12.2-1 --- No N/A Table 12.3-1 --- No N/A Table 12.3-2 Equiv. Lateral Force --- Table 12.6-1 Page 1 Page 120 of 136 2018 IBC EQUIV. LAT. FORCE SHEET TITLE: 2018 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : 21137 - Unit C1 SDS = 0.79 h = 27.35 (ft) SD1 = 0.51 x = 0.75 ASCE 7-16 (Table 12.8-2) R = 6.5 Ct = 0.020 ASCE 7-16 (Table 12.8-2) IE= 1.0 T = 0.239 ASCE 7-16 (EQ 12.8-7) Sj = 0.40 k = 1 ASCE 7-16 (Section 12.8.3) 1.5*Ts = 0.967 ASCE 7-16 (Section 11.4.6) TL = 6 ASCE 7-16 (Section 11.4.5: Figure 22-15) CS = SDS / (R/IE) 0.122 W ASCE 7-16 (EQ 12.8-2) CS = SD1 / (T*(R/IE)) (for T <T j 0.328 W ASCE 7-16 (EQ 12.8-3) (MAX.) CS = (SDS * TL)/ (TZ*(R/IE)) (for T> T j 0.000 W ASCE 7-16 (EQ 12.8-4) (MAX.) CS = 0.01 0.010 W ASCE 7-16 (EQ 12.8-5) (MIN.) Cs = (0.5 Sl)/(R/IE) 0.031 W ASCE 7-16 (EQ 12.8-6) (MIN.if S,> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.122 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-16 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CVX = DIAPHR. Story Elevation Height AREA DL w; w; *hi wX *h, DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) -'w� Vi DESIGN Vi Roof --- 27.35 27.35 646 0.022 14.212 388.8 0.43 1.99 1.99 2nd 9.14 18.22 18.22 678 0.028 18.984 345.9 0.38 1.77 3.76 1st 10.14 8.08 8.08 752 0.028 21.056 170.2 0.19 0.87 4.63 Base 8.08 0.00 SUM = 54.3 904.8 1.00 4.63 E = V = 6.61 (LRFD) 0.7*E = 4.63 (ASD) DIAPHRAGM FORCES PER ASCE 7-16 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; F; w; w; FPX = rF; * w., 0.4 * SDS* IE* Wp 0.2 * SDS* IE* Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX Min. Roof 1.99 1.99 14.2 14.2 2.25 1.99 4.50 2.25 2nd 1.77 3.76 19.0 33.2 3.01 2.15 6.02 3.01 Base 0.00 0.00 0.0 33.2 0.00 0.00 0.00 0.00 Page 2 Page 121 of 136 ASCE 7-16 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16 CHAPTER 28, PART 2 CT PROJECT # : 21137 - Unit C1 N-S E-W F-B SS 2018 IBC ASCE 7-16 Ridge Elevation (ft) = 37.57 37.57 ft. Roof Plate Ht. = 27.35 27.35 Roof Mean Ht. = 32.46 32.46 ft. --- --- Building Width = 20.0 41.0 ft. V ult. Wind Speed 3Sec. Gust = 110 110 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sec. Gust = 85 85 mph (EQ 16-33) Exposure= B B Iw = 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A = 24.1 24.1 psf (Ult.) Figure 28.6-1 PS30 B = 3.9 3.9 psf (Ult.) Figure 28.6-1 PS30C = 17.4 17.4 psf (Ult.) Figure 28.6-1 PS30 D = 4.0 4.0 psf (Ult.) Figure 28.6-1 /\ = 1.00 1.00 Figure 28.6-1 Kr = 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 (Single Family Home) A*Kv*I 1 1 Ps = A * KZt * I * P530 = (Eq. 28.6-1) PSA = 24.10 24.10 psf (Ult.) (Eq.28.6-1) PS B = 3.90 3.90 psf (Ult.) (Eq. 28.6-1) Psc = 17.40 17.44 psf (Ult.) (Eq.28.6-1) PS D = 4.00 4.00 psf (Ult.) (Eq. 28.6-1) PS A and c average = 20.8 20.8 psf (Ult.) PS B and D average = 4.0 4.0 psf (Ult.) a= 3 3 Figure 28.6-1 2a= 6 6 width - 2*2a = 8 29 MAIN WIND - ASCE 7-16 CHAPTER 28 PART 2 Areas (N-S) Areas (E-W) (N-S) (E-W) Wind (N-S) Wind (E-W) width factor roof ---> 1.00 1.00 1.00 1.00 width factor 2nd ---> 1.00 1.00 Min Wind Min Wind WIND SUM WIND SUM DIAPHR. Story Elevation Height AA AS Ac AD AA AS Ac AD LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) per 28.6.4 per 28.6.4 Vi N-S V N-S Vi E-W V E-W 37.57 10.2 0 122.6 0 81.75 0 122.6 0 296.3 Roof --- 27.35 27.35 4.6 54.81 0 36.54 0 54.81 0 132.5 0 3.0 6.1 2.76 2.76 5.29 5.29 2nd 9.14 18.22 18.22 9.6 115.6 0 77.08 0 115.6 0 279.4 0 1.9 4.0 4.13 6.89 7.66 12.95 1 St 10.14 8.08 8.08 9.1 109.3 0 72.88 0 109.3 0 264.2 0 1.8 3.7 0.72 7.61 1.48 14.44 Base 8.08 0.00 W W 6.7 13.7 V (n-s)= 7.61 V (e-w)= 14.44 AF= 670.6 AF= 1375 kips kips kips kips Min wind applies? 0.6W 0.6W yes yes V (n-s)= 4.56 V e-w)= 8.66 Page 3 Page 122 of 136 ASCE 7-16 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16 CHAPTER 28, PART 1 CT PROJECT # : 21137 - Unit C1 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - 7-16 CHAPTER 28 PART 1 Wind (N-S) Wind (E-W) Min/Part 2 (Max.) Min/Method 1 (Max.) Wind (E-W) (LRFD) Wind (N-S) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 27.00 27.00 0.00 0.00 0.00 0.00 2.76 2.76 5.29 5.29 2nd 9.00 18.00 18.00 0.00 0.00 0.00 0.00 4.13 6.89 7.66 12.95 1 st 9.00 9.00 9.00 0.00 0.00 0.00 0.00 0.72 7.61 1.48 14.44 Base 9.00 V (n-s)= 0.00 V (e-w)= 0.00 V (n-s)= 7.61 V (e-w)= 14.44 kips kips kips(LRFD) kips(LRFD) DESIGN WIND - Min./Part 2/Part 1 ASD Wind (N-S) (LRFD) Wind (E-W) (LRFD) Wind (N-S) (ASD) Wind (E-W) (ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 27.35 27.35 2.76 2.76 5.29 5.29 1.66 1.66 3.18 3.18 2nd 9.14 18.22 18.22 4.13 6.89 7.66 12.95 2.48 4.13 4.60 7.77 1st 10.14 8.08 8.08 0.72 7.61 1.48 14.44 0.43 4.56 0.89 8.66 Base 8.08 V (n-s)= 7.61 V (e-w)= 14.44 V (n-s)= 4.56 V (e-w)= 8.66 ki s LRFD ki s LRFD kips (A§Dl kips ASD Page 4 Page 123 of 136 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3.4 CT PROJECT # : 21137 - Unit C1 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size = 0.131" dia. X 2.5" long STUD SPECIES SPECIES = H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16" w/8d common V seismic V s allowable V wind V w allowable (15/32" values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size = 1 1/4" long No.6 Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1 /2" w/ 1 1 /4" screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 Page 124 of 136 UNIT Cl UPPER LEVEL PLAN „4„ 1 � UNIT Cl MAIN LEVEL PLAN 1,4" - -' Ise 6- SOHb ss7 1— \ PARKING STALL\\ PARKING STALL 9'49'-p. I I\ ll1 /l 11 l l\ I I \ l l \ I I \ I I \ I I I \ I I \ I I I \ I I \ I I \ I \ I I \ I I \ I I I \ I I \ I I L1 a• �'�' i i fi'-RY' vV i fi-3. i h L — L I I� I I I I MID1 Y______J L rv�V- 2-4HCW I m 2' RY2. 1 R' 1Yz I EGRESS fi-0 qq 0 SL I F1I I I I I I I UNIT C1 LOWER LEVEL PLAN R1 i i Page 125 of 136 SHEET TITLE: LATERAL N-S (front to back - up/down) CT PROJECT # : 21137 - Unit C1 LATERAL N-S (front to back - up/down) Diaph. Level: Root 0.6W 0.7E Panel Height = 8.083 ft. Design Wind N-S V;= 1.66 kips Seismic Vi= 1.99 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind N-S Vi= 1.66 kips Sum Seismic Vi= 1.99 kips Min. Lwall = 2.31 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMc_ ROTM Unet OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 323 10.5 10.5 1.00 0.15 0.83 0.83 0.99 0.99 1.00 1.00 95 P6TN P6TN 79 8.04 8.04 4.07 0.40 6.70 6.70 4.96 0.18 0.40 Ext. R1` 323 12.8 16.8 0.80 0.15 0.83 0.83 0.99 0.99 1.00 1.00 97 P6TN P6TN 81 8.04 8.04 10.37 -0.23 6.70 6.70 12.63 -0.37 -0.23 646 OK 646 23.3 1.66 1.66 1.99 1.99 s 1.66 1.66 1.99 1.99 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL N-S (front to back - up/down) Panel Height = 9.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S V;= 2.48 kips Seismic Vi= 1.77 kips Min. Lwall = 2.60 ft. Sum Wind N-S Vi= 4.13 kips Sum Seismic Vi= 3.76 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm I 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 339 10.5 10.5 1.00 0.25 1.24 2.07 0.88 1.88 1.00 1.00 179 P6 P6 197 17.07 25.10 6.79 1.86 18.77 25.47 8.27 1.75 1.86 Ext. R1 170 10.3 12.3 1.00 0.25 0.62 1.03 0.44 0.94 1.00 1.00 92 P6TN P6TN 101 8.53 12.55 9.24 0.29 9.39 12.74 11.25 0.13 0.29 Ext. R2 170 6.5 8.5 1.00 0.25 0.62 1.03 0.44 0.94 1.00 1.00 145 P6TN P6 159 8.53 12.55 4.45 1.03 9.39 12.74 5.42 0.93 1.03 678 OK 678 27.3 2.48 4.13 1.77 3.76 1.00 s 2.48 4.13 1.77 3.76 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 126 of 136 Diaph. Level: Base LATERAL N-S (front to back - up/down) Panel Height = 8.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind N-S V;= 0.43 kips I Seismic Vi= 0.87 kips Min. Lwall = 2.31 ft. Sum Wind N-S Vi= 4.56 kips Sum Seismic Vi= 4.63 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h I vj Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. L1 376 20.0 20.0 1.00 0.35 0.22 2.28 0.44 2.31 1.00 1.00 116 P6TN P6TN 114 18.71 43.81 34.50 0.48 18.45 43.92 42.00 0.10 0.48 Ext. R1 376 23.3 23.3 1.00 0.35 0.22 1.25 0.44 1.37 1.00 1.00 59 P6TN P6TN 54 11.11 23.66 46.62 -1.02 10.09 22.83 56.76 -1.50 -1.02 752 OK 752 43.3 0.43 3.53 0.87 3.69 1.00 s 0.43 4.56 0.87 4.63 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 127 of 136 SHEET TITLE: LATERAL E-W (side to side - leftiright'' CT PROJECT # : 21137 - Unit C1 LATERAL E-W (side to side - left/righV Diaph. Level: Root 0.6W 0.7E Panel Height = 8.083 ft. Design Wind E-W V;= 2.22 kips Seismic Vi= 1.99 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Wind E-W Vi= 2.22 kips Sum Seismic Vi= 1.99 kips Min. Lwall = 2.31 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vcumm Vlevel Vcumm I 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. B1' 323 7.5 12.5 0.80 0.15 1.11 1.11 0.99 0.99 1.30 1.00 215 P6 P6 185 10.45 10.45 5.78 0.78 8.99 8.99 7.03 0.17 0.78 Ext. F1 162 5.0 6.0 1.00 0.15 0.56 0.56 0.50 0.50 1.00 1.00 129 P6TN P6TN 111 5.22 5.22 1.33 0.73 4.49 4.49 1.62 0.54 0.73 Ext. F2` 162 5.0 11.0 0.80 0.15 0.56 0.56 0.50 0.50 1.00 1.00 162 P6 P6TN 139 5.22 5.22 4.47 0.19 4.49 4.49 5.45 -0.09 0.19 646 OK 646 17.5 2.22 2.22 1.99 1.99 s 2.22 2.22 1.99 1.99 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Diaph. Level: 2nd LATERAL E-W (side to side - left/right', Panel Height = 9.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W V;= 3.22 kips I Seismic Vi= 1.77 kips Min. Lwall = 2.60 ft. Sum Wind E-W Vi= 5.44 kips Sum Seismic Vi= 3.76 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 wdl Vlevel Vcumm Vlevel Vcumm 2w/h I vi Type Type vi OTM OTMcumm ROTM Unet OTM OTMcumm ROTM Unet Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Of) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. B1' 339 9.0 14.0 0.80 0.25 1.61 2.72 0.88 1.88 1.00 1.00 339 P4 P4 378 22.19 32.63 12.07 2.86 24.71 33.70 14.70 1.42 2.86 Ext. F1` 339 5.0 11.0 0.80 0.25 1.61 2.72 0.88 1.88 1.00 1.00 611 2-P4 R2 680 22.19 27.41 7.45 4.99 24.71 29.20 9.08 1.95 4-.N 678 OK 678 14.0 3.22 5.44 1.77 3.76 1.00 s 3.22 5.44 1.77 3.76 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 128 of 136 Diaph. Level: Base LATERAL E-W (side to side - left/riaht', Panel Height = 8.083 ft. 0.6W 0.7E Max. aspect = 3.5 SDPWS Table 4.3.4 Design Wind E-W V;= 1.59 kips I Seismic Vi= 0.87 kips Min. Lwall = 2.31 ft. Sum Wind E-W Vi= 7.03 kips Sum Seismic Vi= 4.63 kips (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D+0.6W perSDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. CO wdl Vlevel Vcumm Vlevel Vcumm 2w/h vi Type Type vi OTM OTMcumm ROTM U-t OTM OTMcumm ROTM U-t Usu. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip-ft) (kip) (kip-ft) (kip-ft) (kip-ft) (kip) (kip) Ext. iSB 94 2.0 2.0 1.00 0.35 0.20 1.56 0.11 1.05 1.00 0.49 1377 NG-. R2 779 11.02 43.65 0.34 32.48 12.60 46.30 0.42 34.41 34 44 Ext. iSB 94 2.0 2.0 1.00 0.35 0.20 1.56 0.11 1.05 1.00 0.49 1377 NG-. R2 779 11.02 11.02 0.34 8.00 12.60 12.60 0.42 9.14 9-.0 Int. Mid1 376 5.0 11.0 1.00 0.35 0.79 0.79 0.44 0.44 1.00 1.00 113 P6TN P6 159 4.57 31.98 10.44 2.09 6.43 35.63 12.71 2.22 2.22 Ext. F1` 188 5.0 11.0 1.00 0.35 0.40 3.12 0.22 2.10 1.00 1.00 545 R2 R3 624 22.03 22.03 10.44 1.12 25.20 25.20 12.71 1.21 444 752 OK 752 14.0 1.59 7.03 0.87 4.63 1.00 s 1.59 7.03 0.87 4.63 Notes: denotes with shear transfer denotes perferated shear wa iSB denotes iSB Shear Pane Page 129 of 136 H JOB #: 21137 - Unit C1 ID: F1 V eq 1880.0 pounds V w = 2720.0 pounds P Roof Level w dl = V1 eq = 940.0 pounds V1 w = 1360.0 pounds SHEARWALL WITH FORCE TRANSFER 250 plf V3 eq = 940.0 pounds V3 w = 1360.0 pounds v hdr ea= 170.9 alf H head = v hdr w= 247.3 Of 1 Fdrag1 eq= 513 F2 eq= 513 Fdrag1 w= F2 - 742 H pier = v1 eq = 376.0 plf v3 eq = 376.0 5.0 v1 w = 544.0 plf v3 w = 544.0 feet total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= F4 e - 513 feet 742 Fdrag3 w= 742 F4 w= 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq = 170.9 plf P6 3.0 EQ Wind v sill w = 247.3 plf P6 feet OTM 16920 24480 R OTM 7398 9075 UPLIFT 922 1491 Up above 0 0 UP sum 922 1491 Ratios: L1= 2.5 L2= 6.0 L3= 2.5 tal/L = 0.82 - 9 nn H/L Hto Hpier/L1 Hpier/L3= L 1p 2.00 L total = 11.0 feet )If P3 E.Q. )If P3 WIND Page 130 of 136 H JOB #: 21137 - Unit C1 ID: B1 V eq 2100.0 pounds V w = 3120.0 pounds P Roof Level w dl = V1 eq = 1050.0 pounds V1 w = 1560.0 pounds SHEARWALL WITH FORCE TRANSFER 350 plf V3 eq = 1050.0 pounds V3 w = 1560.0 pounds v hdr ea= 190.9 alf H head = v hdr w= 283.6 Of 1 Fdrag1 eq= 573 F2 eq= 573 851 Fdrag1 w= 1 F2 - H pier = v1 eq = 420.0 plf v3 eq = 420.0 5.0 v1 w = 624.0 plf v3 w = 624.0 feet total = 2w/h = 1 2w/h = 1 8 Fdrag3 eq= F4 e - 573 feet 851 Fdrag3 w= 851 F4 w= 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq = 190.9 plf P6 2.0 EQ Wind v sill w = 283.6 plf P6 feet OTM 16800 24960 R OTM 10357 12705 UPLIFT 624 1186 Up above 0 0 UP sum 624 1186 Ratios: L1= 2.5 L2= 6.0 L3= 2.5 tal/L = 0.73 - 9 nn H/L Hto Hpier/L1 Hpier/L3= L 1p 2.00 L total = 11.0 feet )If P3 E.Q. )If P3 WIND Page 131 of 136 Strong -Wall° WSWH Second -Story Walls Second- Story Wall Models Panel Evaluation Height, H. (in.) Seismicz Wind Allowable ASD Shear, V (lb.) Drift at Allowable Shear, A (in.) Allowable ASD Shear, V (lb.) Drift at Allowable Shear, A (in.) WSWH12x7 78 600 0.34 765 0.43 WSWH18x7 78 1,495 0.34 1,895 0.43 WSWH24x7 78 2,780 0.31 3,635 0.43 WSWH12x8 93% 490 0.42 620 0.53 WSWH18x8 93% 1,215 0.42 1,545 0.53 WSWH24x8 93'/. 2,365 0.42 3,000 0.53 WSWH12x9 105% 410 0.46 525 0.59 WSWH18x9 105% 1095 0.44 1420 0.57 WSWH24x9 105% 2,045 0.43 2,665 0.56 WSWH12x10 117% 360 0.53 455 0.67 WSWH18x10 117'/. 895 0.53 1,135 0.67 WSWH24x10 117% 1,735 0.53 2,205 0.67 WSWH12x11 129% 315 0.56 400 0.73 WSWH18x11 129% 790 0.57 1,005 0.73 WSWH24x11 129% 1,540 0.57 1,955 0.73 WSWH12x12 144 260 0.61 335 0.79 WSWH18x12 144 665 0.63 845 0.80 WSWH24x12 144 1,295 0.63 1,645 0.80 WSWH18x13 156 605 0.68 770 0.87 WSWH24x13 156 1,175 0.68 1,495 0.87 WSWH18x14 168 545 0.74 690 0.93 WSWH24x14 168 1,055 0.74 1,345 0.93 1. Allowable base moment and anchor tension are applicable to installation on concrete foundations with minimum f'c = 2,500 psi using the ASD basic (Section 1605.3.1) or the alternative basic (Section 1605.3.2) load combinations. Load values include evaluation of anchor rod compression at second story and bearing stresses at foundation. 2. For seismic design based on IBC using R = 6.5. For other codes, use the seismic coefficients corresponding to light -frame bearing walls with wood structural panels or sheet steel panels. 3. Allowable shear, drift, and base moment values may be interpolated for intermediate heights. 4. Two-story stacked -wall installations may consist of any height -combination of equal width wall models listed in these tables. 5. Loads are based on a 2,000 lb. maximum uniformly distributed total axial load acting on the second -story panel and a 4,000 lb. maximum uniformly distributed total axial load acting on the first -story panel in combination with the tabulated shear load and base moment. 6. The allowable second -story shear loads assume a maximum floorjoist depth of 18". 7. A two-story stacked connection kit (TSS) is required to attach the second -story panel to first -story panel. 8. The designer must verify that the cumulative overturning moment at the base of the first -story Strong -Wall High Strength Wood Shearwall does not exceed the allowable base moment capacity. 9. High -strength anchor bolts are required at the second -story wall unless a lower strength grade is justified by the registered design professional. See C-L-SW21 for WSWH-AB anchor bolt information and anchorage solutions. 10. High -strength anchor bolts are required at the first -story wall for anchor tension forces exceeding the allowable load for standard -strength bolts tabulated on C-L-SW21. See C-L-SW21 for WSWH-AB anchor bolt information and anchorage solutions. Strong -Wall WSWH First -Story Walls on Concrete Foundations First -Story Wall Models Panel Evaluation Height, He (in.) Seismicz Wind Allowable ASD Base Moment (lb.- ft.) Drift at Allowable Base Moment (in.) Anchor Tension at Allowable Base Moment (lb.) Allowable ASD Base Moment (lb.- ft.) Drift at Allowable Base Moment (in.) Anchor Tension at Allowable Base Moment (lb.) WSWH12x7 78 8,450 0.32 13,300 10,855 0.43 17,085 WSWH18x7 78 24,670 0.32 23,685 28,375 0.38 27,240 WSWH24x7 78 48,425 0.30 33,205 49,175 0.33 33,720 WSWH12x8 93% 8,005 0.40 12,600 10,295 0.53 16,200 WSWH18x8 93% 23,780 0.39 22,830 28,365 0.49 27,230 WSWH24x8 93% 48,490 0.37 33,250 49,190 0.41 33,730 WSWH12x9 105Y.. 7,455 0.45 11,730 9,605 0.60 15,115 WSWH18x9 105% 22,585 0.45 21,680 28,375 0.58 27,240 WSWH24x9 105% 45,170 0.43 30,975 49,160 0.50 33,710 WSWH12x10 117% 6,840 0.50 10,765 8,795 0.67 13,840 WSWH18x10 117% 20,910 0.50 20,075 26,920 0.67 25,845 WSWH24x10 117% 39,180 0.48 26,865 49,145 0.64 33,700 WSWH12x11 129% 6,410 0.56 10,090 8,240 0.73 12,970 WSWH18x11 129'/. 21,110 0.55 20,265 27,145 0.73 26,060 WSWH24x11 129'/. 43,085 0.54 29,545 49,170 0.64 33,715 WSWH12x12 144 6,060 0.61 9,535 7,740 0.80 12,180 WSWH18x12 144 20,460 0.61 19,640 26,340 0.80 25,285 WSWH24x12 144 42,300 0.60 29,005 49,200 0.72 33,735 WSWH18x13 156 19,370 0.66 18,595 24,830 0.87 23,835 WSWH24x13 156 40,430 0.65 27,725 49,140 0.81 33,695 W5WH18x14 168 16,520 0.72 15,860 21,210 0.93 20,360 W5WH24x14 168 36,680 0.71 25,150 47,110 0.93 32,305 The information in this letter is valid until 12/31/2022 when it will be re-evaluated by Simpson Strong -Tie. Please visit strongtie.com for additional pertinent information. If you have questions or need further assistance regarding this matter, please contact the Simpson Strong -Tie engineering department at 800.999.5099. Sincerely, SIMPSON STRONG -TIE COMPANY INC. Page 3 of 3 Page 132 of 136 L-L-WSWHTSS21 Strong-WallO High -Strength Wood Shearwalls Standard and Balloon Framing on Concrete Foundations Strong -Wall High - Strength Wood Shearwall Model No. WSWH12x7 WSWH18x7 WSWH24x7 WSWH12x8 Panel Allow Evaluation Vertical Height, Load, p Allowable (lb.) 6 (lb.)' ASD Shear Load,V (lb.) 1,000 1,300 78 4,000 1,300 7,500 1,300 1,000 3,795 78 4,000 3,795 7,500 3,795 1,000 7,450 4,000 7,450 78 7,500 7,115 1,000 1,030 1,030 93.25 4,000 1,030 7,500 2,500 psi Concrete Seismic3 Drift at Anchor Allowable Allowable Tension at ASD Shear, A Allowable Shear Shear,Load,V (lb.)" (lb.) 0.32 13,295 1,670 0.32 13,295 1,670 0.32 13,295 1,670 0.32 23,680 4,470 0.32 23,680 4,365 0.32 23,680 4,050 0.30 33,210 7,795 0.30 33,210 7,565 0.28 31,715 7,115 0.40 12,580 1,325 0.40 12,580 1,325 12,580 1,325 0.40 Wind Drift at Anchor Allowable Tension at ASD Allowable Shear, A Allowable Shear (in.)' Shear, Load,V (lb.)"T 0.43 17,075 1,300 0.43 17,075 1,300 0.43 17,075 1,300 0.39 27,890 3,795 0.38 27,245 3,795 0.36 25,285 3,795 0.34 34,755 7,450 0.33 33,715 7,450 0.31 31,715 7,450 0.53 16,195 1,030 0.53 16,195 1,030 0.53 16,195 1,030 3,000 psi Concrete Seismic, Wind Drift at Anchor Allowable Drift at Anchor Allowable Tension at ASD Allowable Tension at Shear,A Allowable Shear Shear,A Allowabl (in.)' Shear, T Load, V 7 Shear, T� (lb.)„ 0.32 13,295 1,670 0.43 17,075 0.32 13,295 1,670 0.43 17,075 0.32 13,295 1,670 0.43 17,075 0.32 23,680 4,470 0.39 27,890 0.32 23,680 4,470 0.39 27,890 0.32 23,680 4,470 0.39 27,890 0.30 33,210 7,795 0.34 34,755 0.30 33,210 7,795 0.34 34,755 0.30 33,210 7,795 0.34 34,755 0.40 12,580 1,325 0.53 16,195 0.40 12,580 1,325 0.53 16,195 0.40 12,580 1,325 0.53 16,195 1,000 WSWH18x8 93.25 4,000 7,500 1,000 WSWH24x8 93.25 4,000 7,500 3,060 0.39 0.39 22,835 22,835 3,880 3,650 3,390 0.52 0.49 0.46 0.43 0.41 1 0.38 28,925 27,245 25,285 35,430 3,060 0.39 22,835 3,955 0.53 29,490 0.39 22,835 3,955 0.53 29,490 0.39 22,835 3,955 0.53 29,490 0.37 33,240 6,910 0.45 36,815 0.37 33,240 6,910 0.45 36,815 1 0.37 33,240 6,910 0.45 36,815 3,060 3,060 3,060 0.39 22,835 3,060 6,240 6,240 1 5,950 0.37 0.37 1 0.35 33,240 6,650 6,240 33,240 1 31,715 6,330 33,715 6,240 1 5,950 1 31,715 1 6,240 WSWH12x9 105.25 1,000 4,000 850 0.45 11,750 1,095 0.60 15,145 850 0.45 11,750 1,095 850 0.45 11,750 1,095 0.60 15,145 850 0.45 11,750 1,095 7,500 850 0.45 11,750 1,095 0.60 15,145 850 0.45 11,750 1,095 1,000 2,575 0.45 21,680 3,325 0.60 27,975 2,575 0.45 21,680 3,325 WSWH18x9 105.25 4,000 2,575 0.45 21,680 3,235 0.58 27,245 2,575 0.45 21,680 3,325 7,500 2,575 0.45 21,680 3,005 0.54 25,285 2,575 0.45 21,680 3,325 1,000 5,150 0.43 30,975 5,890 0.52 35,430 5,150 0.43 30,975 6,120 WSWH24x9 105.25 4,000 5,150 0.43 30,975 5,605 0.50 33,715 5,150 0.43 30,975 6,120 7,500 5,150 0.43 30,975 5,275 0.47 31,715 5,150 0.43 30,975 6,120 1,000 700 0.50 10,750 900 0.67 13,855 700 0.50 10,750 900 WSWH12x10 117.25 WSWH18x10 117.25 WSWH24x10 117.25 WSWH12x11 129.25 4,000 7,500 1,000 4,000 7,500 700 0.50 0.50 0.50 0.50 0.50 0.48 10,750 10,750 20,055 20,055 20,055 900 0.67 13,855 13,855 700 700 0.50 10,750 900 10,750 900 20,055 2,755 20,055 2,755 20,055 2,755 26,860 5,215 26,860 5,215 26,860 5,215 700 I 2,140 I 2,140 2,140 900 0.67 0.67 0.67 0.65 0.67 0.64 0.50 0.50 2,755 2,755 2,695 5,215 5,030 25,840 25,840 25,285 34,935 2,140 2,140 0.50 2,140 4,010 4,010 4,010 0.50 1,000 4,010 26,860 0.48 4,000 4,010 0.48 26,860 33,715 0.48 0.48 7,500 1,000 4,000 7,500 4,010 0.48 26,860 4,735 0.61 31,715 595 0.56 10,055 765 0.73 12,930 595 0.56 10,055 765 595 0.56 10,055 765 0.73 12,930 595 0.56 10,055 765 595 0.56 10,055 765 0.73 12,930 595 0.56 10,055 765 1,000 1,960 0.55 20,240 2,520 0.73 26,060 1,960 0.55 20,240 2,520 WSWH18x11 129.25 4,000 1,960 0.55 20,240 2,520 0.73 26,060 1,960 0.55 20,240 2,520 WSWH24x11 7,500 1,000 4,000 7,500 1,960 0.55 20,240 2,445 0.71 25,285 1,960 0.55 20,240 1 2,520 129.25 4,000 0.54 29,550 4,795 0.68 35,430 4,000 0.54 29,550 4,985 4,000 0.54 29,550 4,565 0.64 33,715 4,000 0.54 29,550 4,985 4,000 0.54 29,550 4,295 0.60 31,715 4,000 0.54 29,550 4,985 See foonotes on p. 15 0.60 0.60 0.60 0.60 0.60 0.60 0.54 0.54 0.54 0.67 n F7 u.nr 0.67 0.67 0.67 0.67 0.67 0.67 0.73 0.73 0.73 0.73 0.73 0.73 0.70 0.70 0.70 15,145 15,145 15,145 27,975 27,975 27,975 36,815 36,815 36,815 13,855 13,855 13,855 25,840 25,840 25,840 34,935 34,935 34,935 12,930 12,930 12,930 26,060 26,060 26,060 36,815 36,815 36,815 Page 133 of 136 Structural Engineers FOUNDATIONS Z:\21137 R32 Townhomes\ENGR\Calcuations\Calc Parts\21137 COVER.doc Title : Job # Dsgnr: Date: 7:36AM, 18 AUG 21 Description Scope : Rev: 580000 User: KW-0602997, Ver 5.8.0, 1 -Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 21137 - r32 townhomes ftg.ecw:Calculations Description FTG-1 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 0.790 k Footing Dimension 1.500 ft Live Load 1.300 k Thickness 10.00 in Short Term Load 0.000 k # of Bars 2 Seismic Zone 2 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL & ST Act Se aratel Fy 60,000.0 psi p Y Load Duration Factor 1.330 Column Dimension 3.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0001 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % 1.50ft square x 10.Oin thick with 2- #4 bars Max. Static Soil Pressure 1,053.89 psf Allow Static Soil Pressure 1,500.00 psf Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu :Actual Mn ` Phi : Capacity 476.11 psf 1,995.00 psf Footing OK Vu : Actual One -Way 1.32 psi Vn `Phi : Allow One -Way 85.00 psi Vu : Actual Two -Way 9.86 psi Vn'Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... 0.30 k-ft / ft 2 # 4's 2 # 5's 1 # 6's 7.42 k-ft / ft 1 # 7's 1 # 8's 1 # 9's 1 # 10's Page 135 of 136 m JETN JGJIJNJEJEYRJIJNrG', Client: Date: Page Number: Hol D��P ?_c�� W I Q 3 s —cc) R.1C—S kp -- - \L Z�'�z�9 4.1S� + 3oq I9go 0 lSo 0 v 5 �- beG'-►,n 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4S12 FAX: (206)285-0618 �+ts) �I-) ( 20 }- 10 0 1SGo F16 �� z�C ►soot = _> 1jSG MtN 1G"" LJIDE TCO TYP �110✓0��1� Structural Engineers