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B20-0378 - 26211 CALLE ASPEROFINAL06/01/21 STRUCTURAL CALCULATIONS for FRYE RESIDENCE at 26211 CALLE ASPERO SAN JUAN CAPISTRANO, CA 92675 for DAVID L. BAILEY ARCHITECT, INC. BY:KALEN A. WILSON, PE PROJECT ENGINEER PROJECT #:C22026-083-201 DATE: DESIGNED BY BKC; CHECKED BY KAW Note: The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of Vector Structural Engineering of Southern California, LLP. and David L. Bailey Architect, Inc. These calculations contain proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. April 13, 2020 Copyright © 2020 Vector Structural Engineering of Southern California, LLP 04-13-2020 PROJECT:Frye Residence PROJECT NO.:C22026-083-201 SUBJECT:CRITERIA Design Criteria: General: Code: Structural design is based upon the California Building Code, 2019 Edition (2018 IBC) Risk Category: II Wind Criteria:ASCE7-16 Analysis Procedure: ASCE 7-16, Chapter 28 - Envelope Procedure - Part 2 Basic Wind Speed - Ultimate (mph): 95 (3-sec gust) Wind Exposure: C Seismic Criteria: Analysis Procedure: ASCE 7-16, Equivalent Lateral Force Procedure Site Class: C Seismic Importance Factor, IE:1.0 Mapped Spectral Response Accelerations: SS =1.201 S1 =0.431 SDS =0.961 SD1 =0.431 Seismic Design Category: D Seismic Force Resisting System: Wood Shearwalls and Hardy Frame Panel Seismic Response Coefficient, Cs:0.148 Seismic Base Shear, V (k): 32 Live Loads: Roof Live Load (psf): 20 Floor Live Load (psf): 40 General Notes: • • • • • Structural Steel: •All structural steel code checks based on the AISC 360-10 and AISC 341-10. •All steel pipe shall be per ASTM A53 Gr B. •All steel rectangular tubes (HSS) shall be per ASTM A500 GR. B (46 KSI), U.N.O. •All steel wide flange shapes shall be per ASTM A992 (50 KSI), U.N.O. •All other structural steel shapes & plates shall be per ASTM A36, U.N.O. •All bolts for steel-to-steel connections shall be per ASTM A325N, U.N.O. •All bolted connections shall be tightened to "snug tight" condition as defined by AISC, U.N.O. • Foundation / Concrete: • •Foundation concrete shall have a minimum compressive strength of 4500 psi at 28 days. •Cement for all concrete shall be Type V with a minimum of 6% entrained air. Maximum aggregate size shall be 3/4". •Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. • This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. Copyright © 2020 Vector Structural Engineering of Southern California, LLP. Foundation design is based upon presumptive soil capacities. Vector Structural Engineering, LLC strongly recommends independent soils testing be performed by a licensed geotechnical engineer to verify soil capacites, slope stability, and any other related soil parameters. The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. These calculations are limited to the structural members shown in these calculations only. The connection of the members shown in these calculations to any existing structure shall be by others. The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. All welding shall be performed by certified welders in accordance with American Welding Society (AWS) D1.1, latest applicable edition. All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of “Building Code Requirements for Reinforced Concrete”, ACI 318, latest applicable edition. Page 1 of 76 Page 2 of 76 FOUNDATION PLAN 1/8" = 1'-0" Page 3 of 76 LOW ROOF/MAIN FLOOR FRAMING PLAN 1/8" = 1'-0" Page 4 of 76 UPPER ROOF FRAMING PLAN 1/8" = 1'-0" Page 5 of 76 MAIN LEVEL SHEAR WALL PLAN 1/8" = 1'-0" Page 6 of 76 UPPER LEVEL SHEAR WALL PLAN 1/8" = 1'-0" VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:GRAVITY LOADS ROOF Increase due to pitch Original loading ROOF PITCH/12 12 CONC TILE 13.44 1.41 9.50 1/2" PLYWOOD 2.12 1.41 1.50 FRAMING 3.00 INSULATION 2.00 1/2" GYPSUM CLG. 2.20 M, E & MISC 1.30 OTHER 1.50 DL 25.56 LL 20.00 SNOW 0.00 SNOW INCLUDED IN LATERAL 0.0 2ND FLOOR (WHERE OCCURS) FLOOR COVERING 5.00 3/4" T&G PLYWOOD 2.30 MFG TRUSSES / FRAMING 2.80 INSULATION 2.70 1/2" GYPSUM CEILING 2.20 PARTITION 1.70 M, E & MISC.1.30 OTHER 0.00 DL 18.00 LL 40.00 EXTERIOR WALLS STUCCO/SIDING (THREE COATS) 11.00 2x4 FRAMING W/3 PLATES 1.30 INSULATION 1.00 1/2" GYPSUM 2.20 1/2" PLYWOOD 1.50 OTHER 0.00 DL 17.00 OVERFILL CONC TILE 12.00 1/2" PLYWOOD 1.50 RAFTERS & MISC 3.50 OTHER 0.00 DL 17.00 LL 20.00 TYPICAL ROOF OVERBUILD MAX SPAN TABLE Grade Size Spacing (ft)Lmax (ft) Cr CD CF,V Mallow (ft-lb) Vallow (lb) Ctrl'g factor DFL#2 2X4 2 5.90 1.15 1.25 1.50 482 382 TL def DFL#2 2X6 2 9.30 1.15 1.25 1.30 1030 601 TL def DFL#2 2X8 2 12.00 1.15 1.25 1.20 1653 792 Moment DFL#2 2X10 2 14.70 1.15 1.25 1.10 2466 1011 Moment Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP. and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. Page 7 of 76 .Abbrev GRADESFbxx (psi) Fvxx (psi)Exx (psi)g (lb/ft3)DFL#2 DOUGLAS FIR LARCH #2 875 180 31.2DF1 (5x)Douglas Fir Larch #1 5x & Larger1,350 170 31.2DFL#1 DOUGLAS FIR LARCH #1 1,000 180 31.224F-V4Glue Laminated Timber 24F-V4 DF/DF2,400 265 39.9PROJECT:Frye ResidenceJOB NO.:C22026-083-201SUBJECT:BEAMS24F-V8Glue Laminated Timber 24F-V8 DF/DF2,400 265 39.9LVL (1.9) MICROLLAM LVL (1.9E) 2,600 285 41.8LVL (2.0)VERSA-LAM (2.0E)2,800 285 41.8DESIGN LOADS:Load Types:Snow*ISLive DeadLoad Combinations:LSLTIMBERSTRAND LSL (1.3E)1,700 400 41.8Roof 20 31LC 2: D+LCRITERIA (L/)DTLDLLDDLDLr/SPSL PARALLAM PSL (2.0E) 2,900 290 41.8Floor 40 21LC 3: D+(Lr or S)A(BLANK)240 360 240STL36 GRADE 36 STEEL 21,600 14,400 490Wall 20LC 4: D+.75L+.75(Lr or S)B 240 480 240STL46GRADE 46 STEEL27,700 16,500 490Add .2*SDS to dead load?Yes 0.192=.2*SDSC 600 800 240STL50GRADE 50 STEEL30,000 20,000 490LabelLength 'L' (ft)Roof Trib (ft)Floor Trib (ft)Wall Trib (ft)Add'l Live Load (plf)Add'l Lr/S Load (plf)Add'l Dead Load (plf)Point Load FromReact (A,B)Dist 'a' (ft)Point Live Load 'PLL' (lb)Point Roof Load 'PLr/S' (lb)Point Dead Load 'PDL' (lb)# PLIESGrade Size "BM/HDR" D CRITERIACrCDCF,V,CLRa (lb) Rb (lb)Mmax(ft-lb)Mallow(ft-lb)Vmax(lb)Vallow(lb)DTL (in)DTLallow (in)DLL (in)DLLallow (in)DLr/S (in)DLr/Sallow (in)1.5DL GLB Camb CheckRB1 4.8 6DFL#2 4x4 1.00 1.25 1.50 741 741 889 977 741 1838 0.184 0.240 0.160 0.072 0.240 0.91 MRB2 10.8 9DF1 (5x) 6X10 1.00 1.25 1.00 2540 2540 6857 11634 2540 7402 0.215 0.540 0.360 0.082 0.540 0.59 MRB3 12.8 3 5 RB2 6.4 972 1568 PSL 3-1/2X11-7/8 1.00 1.00 1.00 2975 2975 13582 19879 2975 8035 0.361 0.640 0.427 0.112 0.640 0.68 M1.00 1.00 1.00EB1 5 91.00 1.25 1.00 1147 1147 14340.250 0.167#N/A 0.250EB1A 5 61.00 1.25 1.00 765 765 9560.250 0.167#N/A 0.250EB2 19 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 2808 2737 16351 28080.00 DEB3 5 4.25SUM 2.5 63 1021.00 1.25 1.00 624 624 8840.250 0.167#N/A 0.250EB4 A 32 511.00 1.00 1.00EB4 A 32 511.00 1.00 1.00EB4 3.8 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 83 165 121 1650.00 DEB5 4.8 2 1 EB6 B 2.4 120 193 DFL#2 4x4 1.00 1.00 1.50 456 456 736 782 456 1470 0.137 0.240 0.160 0.048 0.240 0.94 MEB6 6 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 157 313 362 3130.00 DEB7 18.5 2SUM 9.25 1422 22651.00 1.00 1.00 2787 2787 214160.925 0.617#N/A 0.925EB1 450 6971.00 1.00 1.00RB2 972 15681.00 1.00 1.00EB8 9.8 9.51.00 1.25 1.00 2374 2374 58160.490 0.327#N/A 0.490EB9 7.5 9.51.00 1.25 1.00 1817 1817 34060.375 0.250#N/A 0.375EB10 19 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 2553 2468 18406 25530.00 DEB11 19 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 2260 2195 15706 22600.00 DEB12 17.25 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 5371 5421 30516 54210.00 DEB13 4.8 3 31.00 1.25 1.00 513 513 6160.240 0.160#N/A 0.240EB14 4.5 3.5DFL#2 4x6 1.00 1.25 1.30 411 411 462 2091 411 2888 0.022 0.225 0.150 0.008 0.225 0.22 MEB15 4.8 5.75EB11 A 1 866 13941.00 1.00 1.00 2493 1175 21280.240 0.160#N/A 0.240EB16 19.25 2SUM 9.63 1064 16491.00 1.00 1.00 2338 2338 177810.963 0.642#N/A 0.963EB17 352 5451.00 1.00 1.00EB9 713 11041.00 1.00 1.00EB17 3.8 9.251.00 1.25 1.00 896 896 8510.190 0.127#N/A 0.190EB18 4.8 41.00 1.25 1.00 490 490 5870.240 0.160#N/A 0.240EB19 19.25 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 1792 1771 11580 17920.00 DEB20 19.25 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 2366 2331 17022 23660.00 DEB21 8.5 9.251.00 1.25 1.00 2005 2005 42600.425 0.283#N/A 0.425EB22 3.5 3 21.00 1.25 1.00 339 339 2960.175 0.117#N/A 0.175EB23 8.3 7.5(3) DFL#2 2X12 1.00 1.00 1.00 1958 1958 4064 6921 1958 6075 0.059 0.415 0.037 0.277 0.415 0.59 MEB24 19 SEE ATTACHED FOR LOADING INFORMATIONDF1 (5x) 8X12 1.00 1.00 1.00 3650 3621 12074 17205 3346 9244 0.592 0.950 0.357 0.633 0.950 0.70 MEB25 ENERCALC1.00 #### 1.00 9309 11368 ########### ##### ###### ######EB26 ENERCALC1.00 #### 1.00 ###### ###### ########### ##### ###### ######EB27 ENERCALC1.00 #### 1.00 8366 7797 ########### ##### ###### ######EB28 9.3 9.51.00 1.25 1.00 2253 2253 52380.465 0.310#N/A 0.465EB29 9.8 SEE ATTACHED FOR LOADING INFORMATION1.00 1.00 1.00 597 1193 2251 11930.00 DEB30 3.8 9.51.00 1.25 1.00 920 920 8740.190 0.127#N/A 0.190EB31 5.5 SEE ATTACHED FOR LOADING INFORMATIONPSL 3-1/2X11-7/8 1.00 1.00 1.00 7129 5845 14628 19879 5914 8035 0.069 0.275 0.006 0.183 0.015 0.275 0.74 VEB31LAT5.5 SEE ATTACHED FOR LOADING INFORMATIONPSL 3-1/2X11-7/8 1.00 1.60 1.00 10726 8842 23135 31807 9511 12857 0.109 0.275 0.006 0.183 0.055 0.275 0.74 VEB32 6.8 SEE ATTACHED FOR LOADING INFORMATIONPSL 3-1/2X11-7/8 1.00 1.00 1.00 3999 7767 7479 19879 5008 8035 0.060 0.340 0.001 0.227 0.021 0.340 0.62 VEB32LAT6.8 SEE ATTACHED FOR LOADING INFORMATIONPSL 3-1/2X11-7/8 1.00 1.60 1.00 10108 8252 9642 31807 9438 12857 0.077 0.340 0.017 0.227 0.021 0.340 0.73 VEB33 8.3 5.25(2) DFL#2 2X8 1.00 1.25 1.20 1131 1131 2346 2875 1131 3263 0.191 0.415 0.277 0.074 0.415 0.82 M20000001300000170000029,000,000Copyright © 2018 Vector Structural Engineering of Southern California, LLP.This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP. and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP.1600000170000029,000,000180000019000001800000200000029,000,000Page 8 of 76 .Abbrev GRADESFbxx (psi) Fvxx (psi)Exx (psi)g (lb/ft3)DFL#2 DOUGLAS FIR LARCH #2 875 180 31.2DF1 (5x)Douglas Fir Larch #1 5x & Larger1,350 170 31.2DFL#1 DOUGLAS FIR LARCH #1 1,000 180 31.224F-V4Glue Laminated Timber 24F-V4 DF/DF2,400 265 39.9PROJECT:Frye ResidenceJOB NO.:C22026-083-201SUBJECT:BEAMS24F-V8Glue Laminated Timber 24F-V8 DF/DF2,400 265 39.9LVL (1.9) MICROLLAM LVL (1.9E) 2,600 285 41.8LVL (2.0)VERSA-LAM (2.0E)2,800 285 41.8DESIGN LOADS:Load Types:Snow*ISLive DeadLoad Combinations:LSLTIMBERSTRAND LSL (1.3E)1,700 400 41.8Roof 20 31LC 2: D+LCRITERIA (L/)DTLDLLDDLDLr/SPSL PARALLAM PSL (2.0E) 2,900 290 41.8Floor 40 21LC 3: D+(Lr or S)A(BLANK)240 360 240STL36 GRADE 36 STEEL 21,600 14,400 490Wall 20LC 4: D+.75L+.75(Lr or S)B 240 480 240STL46GRADE 46 STEEL27,700 16,500 490Add .2*SDS to dead load?Yes 0.192=.2*SDSC 600 800 240STL50GRADE 50 STEEL30,000 20,000 490LabelLength 'L' (ft)Roof Trib (ft)Floor Trib (ft)Wall Trib (ft)Add'l Live Load (plf)Add'l Lr/S Load (plf)Add'l Dead Load (plf)Point Load FromReact (A,B)Dist 'a' (ft)Point Live Load 'PLL' (lb)Point Roof Load 'PLr/S' (lb)Point Dead Load 'PDL' (lb)# PLIESGrade Size "BM/HDR" D CRITERIACrCDCF,V,CLRa (lb) Rb (lb)Mmax(ft-lb)Mallow(ft-lb)Vmax(lb)Vallow(lb)DTL (in)DTLallow (in)DLL (in)DLLallow (in)DLr/S (in)DLr/Sallow (in)1.5DL GLB Camb Check20000001300000170000029,000,000Copyright © 2018 Vector Structural Engineering of Southern California, LLP.This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP. and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP.1600000170000029,000,000180000019000001800000200000029,000,000EB34 4.8 2 7.5DFL#2 4x6 1.00 1.00 1.30 620 620 744 1673 620 2310 0.040 0.240 0.160 0.006 0.240 0.44 MEB35 3.5 2 4DFL#2 4x4 1.00 1.00 1.50 325 325 284 782 325 1470 0.031 0.175 0.117 0.007 0.175 0.36 M1.00 1.00 1.001.00 1.00 1.00FB1 17.5 9.5 2 100PSL 5-1/4X14 1.00 1.25 1.00 5655 5655 24743 51807 5655 17763 0.568 0.875 0.583 0.167 0.875 0.65 DFB2 12.8 3 4.5 100DF1 (5x) 6X10 1.00 1.00 1.00 2275 2275 7281 9307 2275 5922 0.321 0.640 0.427 0.054 0.640 0.78 MFB4 ENERCALCSTL50 W10x68 1.00 1.00 1.00 23851 21352 ###### 213250 ######97760 ##### ##### ##### ##### ###### ###### #VALUE!FB5 11 1 1.5 20DF1 (5x) 6X12 1.00 1.00 1.00 691 691 1899 13638 691 7168 0.0350.550 0.017 0.367 0.550 0.14 MFB6 17.25 6 1.5 120PSL 5-1/4X14 1.00 1.00 1.00 4662 4662 20104 41446 4662 14210 0.448 0.863 0.299 0.575 0.863 0.52 DFB7 4.8 SEE ATTACHED FOR LOADING INFORMATIONDF1 (5x) 6X12 1.00 1.00 1.00 4896 4883 8835 13638 4076 7168 0.027 0.240 0.009 0.160 0.004 0.240 0.65 MFB7LAT 4.8 SEE ATTACHED FOR LOADING INFORMATIONDF1 (5x) 6X12 1.00 1.60 1.00 7919 8169 16379 21821 7361 114690.048 0.240 0.030 0.160 0.004 0.240 0.75 MFB8 4.8 SEE ATTACHED FOR LOADING INFORMATIONDFL#2 4X12 1.00 1.00 1.10 1971 1536 2519 5922 1248 4725 0.015 0.240 0.001 0.160 0.004 0.240 0.43 MFB8LAT 4.8 SEE ATTACHED FOR LOADING INFORMATIONDFL#2 4X12 1.00 1.60 1.10 4465 4880 9351 9475 4593 7560 0.049 0.240 0.001 0.160 0.038 0.240 0.99 MFB9 7.5 1DF1 (5x) 6X6 1.00 1.25 1.00 216 216 405 3899 216 4285 0.032 0.375 0.250 0.011 0.375 0.10 MFB10 18 5.5DF1 (5x) 6X12 1.00 1.25 1.00 2648 2648 11914 17048 2648 8960 0.586 0.900 0.600 0.219 0.900 0.70 M 12.5 5.25DF1 (5x) 6X12 1.00 1.25 1.00 1759 1759 5497 17048 1759 8960 0.130 0.625 0.417 0.049 0.625 0.32 MFB12 ENERCALCDF1 (5x) 6X12 1.00 #### 1.00 -1166 8958 ###### ###### ########### ##### ##### ##### ##### ###### ###### #VALUE!FB13 15 2 FB12 B 7 3337 5621 PSL 3-1/2X18 1.00 1.00 1.00 5219 4622 35090 45675 4622 12180 0.338 0.750 0.500 0.118 0.750 0.77 MFB14 12.8 SEE ATTACHED FOR LOADING INFORMATIONDFL#2 4X10 1.00 1.00 1.20 546 1047 2609 4367 1042 3885 0.204 0.640 0.427 0.074 0.640 0.60 MFB15 18.75 SEE ATTACHED FOR LOADING INFORMATIONPSL 5-1/4X11-1/4 1.00 1.00 1.00 3494 2742 16983 26763 3402 11419 0.869 0.938 0.523 0.625 0.017 0.938 0.93 DFB16 4.8 9.5DFL#2 4x12 1.00 1.00 1.10 1422 1422 1706 5922 1422 4725 0.011 0.240 0.007 0.160 0.240 0.30 VBEAM OVERHANGING ONE SUPPORT W/ UNIFORM LOAD AND CONCENTRATED LOAD AT END OF OVERHANG (AISC COMBINED LOADING CONDITIONS 24 & 26)FB17 3 3 SUM 2 1022 606 DFL#2 4x12 1.00 1.00 1.10 -925 3518 362 5922 3518 4725 -0.001 0.150 0.002 0.100 0.150 0.74 VCantilevered end conditions Cantilevered End: B@ Support 3643 5922 @ end 0.030 0.200 0.019 0.133 0.200FB18 110 971.00 1.00 1.00FB16 912 5101.00 1.00 1.00FB18 5.5 1DF1 (5x) 6X12 1.00 1.00 1.00 207 207 284 13638 207 7168 0.001 0.275 0.001 0.183 0.275 0.03 VFB19 ENERCALCDF1 (5x) 6X12 1.00 #### 1.00 3467 2960 ###### ###### ###### ##### ##### ##### ##### ##### ###### ###### #VALUE!FB20 ENERCALCDFL#2 4x12 1.00 #### 1.10 497 1112 ###### ###### ###### ########## ##### ##### ##### ###### ###### #VALUE!FB21 ENERCALCSTL50 W12x72 1.00 1.00 1.00 22064 32505 ###### 270000 ########### ##### ##### ##### ##### ###### ###### #VALUE!FB22 4.8 SEE ATTACHED FOR LOADING INFORMATIONDF1 (5x) 6X8 1.00 1.00 1.00 1357 1256 1671 5801 1136 4675 0.021 0.240 0.001 0.160 0.003 0.240 0.29 MFB22LAT4.8 SEE ATTACHED FOR LOADING INFORMATIONDF1 (5x) 6X8 1.00 1.60 1.00 2276 4538 4658 9281 4418 7480 0.053 0.240 0.001 0.160 0.035 0.240 0.59 VFB23 5.3 3.5 2DF1 (5x) 6X6 1.00 1.25 1.00 598 598 792 3899 598 4285 0.031 0.265 0.177 0.010 0.265 0.20 MFB24 23.25 SEE ATTACHED FOR LOADING INFORMATIONPSL 5-1/4X11-1/4 1.00 1.00 1.00 1950 2290 13738 26763 2197 11419 1.055 1.163 0.004 0.775 0.369 1.163 0.91 DFB25 8.3 2EB30 4.15 361 559 DFL#2 4x10 1.00 1.00 1.20 913 913 2849 4367 913 3885 0.083 0.415 0.277 0.032 0.415 0.65 MFB26 10.5 5.25DF1 (5x) 6X8 1.00 1.25 1.00 1453 1453 3813 7251 1453 5844 0.230 0.525 0.350 0.087 0.525 0.53 MFB27 10.5 5.25DF1 (5x) 6X8 1.00 1.25 1.00 1453 1453 3813 7251 1453 5844 0.230 0.525 0.350 0.087 0.525 0.53 MFB28 3.5 5.5 4 8.5 EB16 A 1.33 917 1421 DFL#2 4x10 1.00 1.00 1.202684 2123 2788 4367 1918 3885 0.014 0.175 0.001 0.117 0.005 0.175 0.64 M1.00 1.00 1.00BEAM OVERHANGING ONE SUPPORT W/ UNIFORM LOAD AND CONCENTRATED LOAD AT END OF OVERHANG (AISC COMBINED LOADING CONDITIONS 24 & 26)3.5 21.81.00 1.25 1.00 131 409 840.175 0.117 0.175Cantilevered end conditions Cantilevered End: B@ Support 165 @ end 0.1800.1200.180RAFTER 9.3 2DFL#2 2X10 1.15 1.25 1.10 488 488 1135 2466 488 2081 0.112 0.465 0.310 0.043 0.465 0.46 MRAFTER 16.66 1.33DFL#2 2X10 1.15 1.25 1.10 590 590 2457 2466 590 2081 0.776 0.833 0.555 0.291 0.833 1.00 MRAFTER 16.66 2LVL (1.9) 1-3/4X9-1/2 1.15 1.25 1.00 890 890 3706 8198 890 3948 0.779 0.833 0.555 0.292 0.833 0.94 DJOIST 11.8 1.33 26.6DFL#2 2X10 1.15 1.00 1.10 657 657 1938 1973 657 1665 0.307 0.590 0.220 0.393 0.590 0.98 M Page 9 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB2 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB2 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 19 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 16200 DTLallow=L/ 240 Grade BM/HDR V (lb) 2773 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 1076 1697 2773 (left side) Rb 0 1049 1653 2701 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 2 0 0 40 61.992 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB4 B 0.75 0 63 102 83 165 8 EB3 A 3.25 0 244 380 624 624 9 EB1&EB1A 9.33 750 1207 10 EB3 A 15.33 0 244 380 624 624 11 EB4 B 17.75 0 63 102 83 165 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 0 5 10 15 20 MOMENT (FT-LB) -3000 -2000 -1000 0 1000 2000 3000 4000 0 5 10 15 20 SHEAR (LB) 0 500 1000 1500 2000 2500 0 5 10 15 20 LOAD Page 10 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB4 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB4 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 3.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 118.1 DTLallow=L/ 240 Grade BM/HDR V (lb) 161.5 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 32 49 81 (left side) Rb 0 63 98 161 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 0 0 0 0 0 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 2.5 0 50 77.49 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 20 40 60 80 100 120 140 0 1 2 3 4 MOMENT (FT-LB) -200 -150 -100 -50 0 50 100 0 1 2 3 4 SHEAR (LB) 0 20 40 60 80 100 120 140 0 1 2 3 4 LOAD Page 11 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB6 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB6 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 6 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 353.3 DTLallow=L/ 240 Grade BM/HDR V (lb) 306 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 60 93 153 (left side) Rb 0 120 186 306 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 0 0 0 0 0 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 3 0 60 92.99 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 50 100 150 200 250 300 350 400 0 1 2 3 4 5 6 7 MOMENT (FT-LB) -400 -300 -200 -100 0 100 200 0 1 2 3 4 5 6 7 SHEAR (LB) 0 20 40 60 80 100 120 140 160 0 1 2 3 4 5 6 7 LOAD Page 12 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB10 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB10 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 19 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 18056 DTLallow=L/ 240 Grade BM/HDR V (lb) 2504 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 978 1526 2504 (left side) Rb 0 946 1475 2420 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 2 0 7.25 0 40 61.9923 3 1 7.25 4 0 20 30.9962 4 2 11.25 7.7 0 40 61.9923 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB14 7.25 0 158 253 411 411 8 EB8 9.25 0 931 1443 2374 2374 9 EB14 11.25 0 158 253 411 411 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000 0 5 10 15 20 MOMENT (FT-LB) -3000 -2000 -1000 0 1000 2000 3000 0 5 10 15 20 SHEAR (LB) 0 500 1000 1500 2000 2500 0 5 10 15 20 LOAD Page 13 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB11 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB11 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 19 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 15417 DTLallow=L/ 240 Grade BM/HDR V (lb) 2218 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 866 1352 2218 (left side) Rb 0 841 1313 2154 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 2 0 7.25 0 40 61.9923 3 1 7.25 4 0 20 30.9962 4 2 11.25 7.75 0 40 61.9923 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB14 7.25 0 158 253 411 411 8 EB9 9.25 0 713 1104 1817 1817 9 EB14 11.25 0 158 253 411 411 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 0 5 10 15 20 MOMENT (FT-LB) -2500 -2000 -1500 -1000 -500 0 500 1000 1500 2000 2500 0 5 10 15 20 SHEAR (LB) 0 200 400 600 800 1000 1200 1400 1600 1800 2000 0 5 10 15 20 LOAD Page 14 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB12 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB12 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 17.25 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 29878 DTLallow=L/ 240 Grade BM/HDR V (lb) 5306 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 2058 3199 5257 (left side) Rb 0 2077 3229 5306 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 5.75 0 6.5 0 115 178.228 3 4.75 6.5 4.25 0 95 147.232 4 5.75 10.75 6.5 0 115 178.228 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB11 B 6.5 0 841 1313 2218 2154 8 EB1 8.5 0 450 697 1147 1147 9 EB10 B 10.75 0 946 1475 2504 2420 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 5000 10000 15000 20000 25000 30000 35000 0 5 10 15 20 MOMENT (FT-LB) -6000 -4000 -2000 0 2000 4000 6000 0 5 10 15 20 SHEAR (LB) 0 500 1000 1500 2000 2500 3000 0 5 10 15 20 LOAD Page 15 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB19 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB19 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 19.25 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 11315 DTLallow=L/ 240 Grade BM/HDR V (lb) 1751 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 687 1064 1751 (left side) Rb 0 679 1052 1731 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 2 0 7.75 0 40 61.9923 3 2 11.25 8 0 40 61.9923 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB18 7.75 0 192 298 490 490 8 EB17 9.5 0 352 545 896 896 9 EB18 11.25 0 192 298 490 490 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. -2000 0 2000 4000 6000 8000 10000 12000 0 5 10 15 20 25 MOMENT (FT-LB) -2000 -1500 -1000 -500 0 500 1000 1500 2000 0 5 10 15 20 25 SHEAR (LB) 0 100 200 300 400 500 600 700 800 900 1000 0 5 10 15 20 25 LOAD Page 16 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB20 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB20 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 19.25 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 16633 DTLallow=L/ 240 Grade BM/HDR V (lb) 2312 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 907 1405 2312 (left side) Rb 0 893 1385 2278 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 2 0 7.75 0 40 61.9923 3 2 11.25 8 0 40 61.9923 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB18 7.75 0 192 298 490 490 8 EB21 9.5 0 786 1219 2005 2005 9 EB18 11.25 0 192 298 490 490 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. -2000 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 0 5 10 15 20 25 MOMENT (FT-LB) -3000 -2000 -1000 0 1000 2000 3000 0 5 10 15 20 25 SHEAR (LB) 0 500 1000 1500 2000 2500 0 5 10 15 20 25 LOAD Page 17 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB24 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB24 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 19 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 12074 17205 0.7018 DTLallow=L/ 240 Grade DF1 (5x)BM/HDR V (lb) 3346 9244 0.3619 DLLallow=L/ 360 Size DLL (in)0.357 0.633 0.5642 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.235 1.267 0.1852 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.000 0.95 0 CF,V 1.00 DTL (in)0.592 0.95 0.623 LL (lb)Lr/S (lb)DL (lb) Total Ra 2236 0 1414 3650 (left side) Rb 2219 0 1403 3621 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 17.67 0 0 17.672 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 5 0 3 200 0 107.294 3 1.33 3 12.5 53.2 0 28.5403 4 5 15.5 3.5 200 0 107.294 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB23 3 1245 0 713 1958 1958 8 EB23 15.5 1245 0 713 1958 1958 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 8X12 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000 0 5 10 15 20 MOMENT (FT-LB) -15000 -10000 -5000 0 5000 10000 15000 0 5 10 15 20 SHEAR (LB) 0 500 1000 1500 2000 2500 0 5 10 15 20 LOAD Page 18 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB29 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB29 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 9.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 2199 DTLallow=L/ 240 Grade BM/HDR V (lb) 1166 DLLallow=L/ 360 Size DLL (in)DLr/Sallow=L/ 240 Cr 1.00 DDL (in)DDLallow=L/ 180 CD 1.00 DLr/S (in) CF,V 1.00 DTL (in) LL (lb)Lr/S (lb)DL (lb) Total Ra 0 229 354 583 (left side) Rb 0 457 709 1166 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 0 0 0 0 0 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 7 0 140 217 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 500 1000 1500 2000 2500 0 2 4 6 8 10 12 MOMENT (FT-LB) -1400 -1200 -1000 -800 -600 -400 -200 0 200 400 600 800 0 2 4 6 8 10 12 SHEAR (LB) 0 50 100 150 200 250 300 350 400 0 2 4 6 8 10 12 LOAD Page 19 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB31 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB31 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 5.5 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 14590 19879 0.7339 DTLallow=L/ 240 Grade PSL BM/HDR V (lb) 5896 8035 0.7338 DLLallow=L/ 360 Size DLL (in)0.006 0.183 0.0338 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.047 0.367 0.1283 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.015 0.275 0.0557 CF,V 1.00 DTL (in)0.069 0.275 0.2492 LL (lb)Lr/S (lb)DL (lb) Total Ra 966 1466 4668 7101 (left side) Rb 433 1383 4002 5818 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 12.07 0 0 12.067 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 9 9.5 8 0 2.67 380 180 644.959 3 8 2 2.67 2.83 0 160 288.503 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB27 A 2.67 385 1916 6065 8366 7797 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 3-1/2X11-7/8 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 5000 10000 15000 20000 25000 0 1 2 3 4 5 6 MOMENT (FT-LB) -10000 -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 10000 0 1 2 3 4 5 6 SHEAR (LB) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 0 1 2 3 4 5 6 LOAD Page 20 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB31LAT DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB31LAT Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 5.5 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 23096 31807 0.7261 DTLallow=L/ 240 Grade PSL BM/HDR V (lb) 9493 12857 0.7384 DLLallow=L/ 360 Size DLL (in)0.006 0.183 0.0338 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.047 0.367 0.1283 DDLallow=L/ 180 CD 1.60 DLr/S (in)0.055 0.275 0.2011 CF,V 1.00 DTL (in)0.109 0.275 0.3946 LL (lb)Lr/S (lb)DL (lb) Total Ra 966 5063 4668 10697 (left side) Rb 433 4380 4002 8815 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 12.07 0 0 12.067 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 9 9.5 8 0 2.67 380 180 644.959 3 8 2 2.67 2.83 0 160 288.503 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB27 A 2.67 385 1916 6065 8366 7797 8 HD 2.5 6594 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 3-1/2X11-7/8 0 5000 10000 15000 20000 25000 30000 35000 0 1 2 3 4 5 6 MOMENT (FT-LB) -15000 -10000 -5000 0 5000 10000 15000 0 1 2 3 4 5 6 SHEAR (LB) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 0 1 2 3 4 5 6 LOAD Page 21 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB32 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB32 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 6.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 8183 19879 0.4116 DTLallow=L/ 240 Grade PSL BM/HDR V (lb) 4596 8035 0.572 DLLallow=L/ 360 Size DLL (in)0.007 0.227 0.0305 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.043 0.453 0.0947 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.021 0.34 0.0613 CF,V 1.00 DTL (in)0.071 0.34 0.2077 LL (lb)Lr/S (lb)DL (lb) Total Ra 515 1174 2584 4273 (left side) Rb 611 1551 3275 5436 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 5.5 3 6.5 12.07 120 110 378.66 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 1 0 5 40 0 21.4589 3 1 5 1.8 0 20 30.9962 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB15 A 2.33 0 962 1498 2460 1166 8 EB10 A 5.67 0 978 1526 2504 2420 9 FB18 B 8 110 0 97 207 207 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 3-1/2X11-7/8 -5000 0 5000 10000 15000 20000 25000 0 2 4 6 8 MOMENT (FT-LB) -10000 -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 10000 0 1 2 3 4 5 6 7 8 SHEAR (LB) 0 500 1000 1500 2000 2500 3000 0 2 4 6 8 LOAD Page 22 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:EB32LAT DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label EB32LAT Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 6.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 10301 31807 0.3239 DTLallow=L/ 240 Grade PSL BM/HDR V (lb) 9719 12857 0.7559 DLLallow=L/ 360 Size DLL (in)0.024 0.227 0.1055 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.043 0.453 0.0947 DDLallow=L/ 180 CD 1.60 DLr/S (in)0.021 0.34 0.0613 CF,V 1.00 DTL (in)0.088 0.34 0.2577 LL (lb)Lr/S (lb)DL (lb) Total Ra 6624 1174 2584 10382 (left side) Rb 1096 1551 3275 5921 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 5.5 3 6.5 12.07 120 110 378.66 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 1 0 5 40 0 21.4589 3 1 5 1.8 0 20 30.9962 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB15 A 2.33 0 962 1498 2460 1166 8 EB10 A 5.67 0 978 1526 2504 2420 9 FB18 B 8 110 0 97 207 207 10 HD 0.5 6594 #N/A #N/A 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 3-1/2X11-7/8 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. -5000 0 5000 10000 15000 20000 25000 30000 35000 0 2 4 6 8 MOMENT (FT-LB) -15000 -10000 -5000 0 5000 10000 15000 0 1 2 3 4 5 6 7 8 SHEAR (LB) 0 1000 2000 3000 4000 5000 6000 7000 0 2 4 6 8 LOAD Page 23 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB7 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB7 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 4.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 8762 13638 0.6425 DTLallow=L/ 240 Grade DF1 (5x)BM/HDR V (lb) 4043 7168 0.5641 DLLallow=L/ 360 Size DLL (in)0.009 0.16 0.0553 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.014 0.32 0.0444 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.004 0.24 0.0147 CF,V 1.00 DTL (in)0.027 0.24 0.1108 LL (lb)Lr/S (lb)DL (lb) Total Ra 1778 561 2524 4863 (left side) Rb 1687 597 2564 4848 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 6 120 13.7 360 0 142.46 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 3 4 9 0 2.5 160 60 361.224 3 3 1 9 2.5 2.3 40 60 296.848 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 RB3 2.5 0 870 2105 2975 2975 8 EB23 2.5 1245 0 713 1958 1958 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 6X12 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 2000 4000 6000 8000 10000 12000 14000 16000 0 1 2 3 4 5 6 MOMENT (FT-LB) -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 0 1 2 3 4 5 6 SHEAR (LB) 0 1000 2000 3000 4000 5000 6000 0 1 2 3 4 5 6 LOAD Page 24 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB7LAT DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB7LAT Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 4.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 16307 21821 0.7473 DTLallow=L/ 240 Grade DF1 (5x)BM/HDR V (lb) 7329 11469 0.639 DLLallow=L/ 360 Size DLL (in)0.030 0.16 0.1874 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.014 0.32 0.0444 DDLallow=L/ 180 CD 1.60 DLr/S (in)0.004 0.24 0.0147 CF,V 1.00 DTL (in)0.048 0.24 0.1989 LL (lb)Lr/S (lb)DL (lb) Total Ra 4801 561 2524 7886 (left side) Rb 4972 597 2564 8133 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 6 120 13.7 360 0 142.46 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 3 4 9 0 2.5 160 60 361.224 3 3 1 9 2.5 2.3 40 60 296.848 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 RB3 2.5 0 870 2105 2975 2975 8 EB23 2.5 1245 0 713 1958 1958 9 HD 2.5 6308 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 6X12 0 5000 10000 15000 20000 25000 0 1 2 3 4 5 6 MOMENT (FT-LB) -15000 -10000 -5000 0 5000 10000 15000 0 1 2 3 4 5 6 SHEAR (LB) 0 2000 4000 6000 8000 10000 12000 0 1 2 3 4 5 6 LOAD Page 25 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB8 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB8 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 4.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 2475 5922 0.4179 DTLallow=L/ 240 Grade DFL#2 BM/HDR V (lb) 1227 4725 0.2597 DLLallow=L/ 360 Size DLL (in)0.001 0.16 0.0045 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.010 0.32 0.0304 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.004 0.24 0.0181 CF,V 1.10 DTL (in)0.015 0.24 0.0616 LL (lb)Lr/S (lb)DL (lb) Total Ra 96 538 1305 1939 (left side) Rb 96 440 974 1509 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 3.75 1 2 8.531 40 75 186.76 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 6 7.5 0 2.75 0 120 337.977 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 RB1 2.75 0 288 453 741 741 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 4X12 -1000 0 1000 2000 3000 4000 5000 6000 7000 0 1 2 3 4 5 6 MOMENT (FT-LB) -6000 -4000 -2000 0 2000 4000 6000 0 1 2 3 4 5 6 SHEAR (LB) 0 100 200 300 400 500 600 700 800 0 1 2 3 4 5 6 LOAD Page 26 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB8LAT DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB8LAT Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 4.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 9306 9475 0.9822 DTLallow=L/ 240 Grade DFL#2 BM/HDR V (lb) 4571 7560 0.6047 DLLallow=L/ 360 Size DLL (in)0.001 0.16 0.0045 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.010 0.32 0.0304 DDLallow=L/ 180 CD 1.60 DLr/S (in)0.038 0.24 0.1598 CF,V 1.10 DTL (in)0.049 0.24 0.2032 LL (lb)Lr/S (lb)DL (lb) Total Ra 96 3032 1305 4433 (left side) Rb 96 3784 974 4854 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 3.75 1 2 8.531 40 75 186.76 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 6 7.5 0 2.75 0 120 337.977 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 RB1 2.75 0 288 453 741 741 8 HD 2.75 5838 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 4X12 -2000 0 2000 4000 6000 8000 10000 0 1 2 3 4 5 6 MOMENT (FT-LB) -10000 -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 10000 0 1 2 3 4 5 6 SHEAR (LB) 0 1000 2000 3000 4000 5000 6000 7000 0 1 2 3 4 5 6 LOAD Page 27 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB14 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB14 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 12.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 2552 4367 0.5844 DTLallow=L/ 240 Grade DFL#2 BM/HDR V (lb) 1019 3885 0.2622 DLLallow=L/ 360 Size DLL (in)0.000 0.427 0 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.126 0.853 0.1473 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.074 0.64 0.1152 CF,V 1.20 DTL (in)0.199 0.64 0.3116 LL (lb)Lr/S (lb)DL (lb) Total Ra 0 192 342 534 (left side) Rb 0 384 640 1024 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 7.015 0 0 7.0146 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 0 0 0 0 0 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 4.5 0 90 139.5 4X10 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0 2 4 6 8 10 12 14 MOMENT (FT-LB) -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 5000 0 2 4 6 8 10 12 14 SHEAR (LB) 0 50 100 150 200 250 0 2 4 6 8 10 12 14 LOAD Page 28 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB15 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB15 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 18.75 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 16983 26763 0.6346 DTLallow=L/ 240 Grade PSL BM/HDR V (lb) 3402 11419 0.2979 DLLallow=L/ 360 Size DLL (in)0.523 0.625 0.836 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.330 1.25 0.264 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.017 0.938 0.0177 CF,V 1.00 DTL (in)0.869 0.938 0.927 LL (lb)Lr/S (lb)DL (lb) Total Ra 2085 82 1328 3494 (left side) Rb 1639 32 1071 2742 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 1.33 17.15 53.2 0 45.688 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 FB19 B 5.25 1814 114 1032 3467 2960 8 FB16 A 13 912 0 510 1422 1422 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 5-1/4X11-1/4 0 5000 10000 15000 20000 25000 30000 0 5 10 15 20 MOMENT (FT-LB) -15000 -10000 -5000 0 5000 10000 15000 0 5 10 15 20 SHEAR (LB) 0 500 1000 1500 2000 2500 3000 3500 0 5 10 15 20 LOAD Page 29 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB22 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB22 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 4.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 1658 5801 0.2858 DTLallow=L/ 240 Grade DF1 (5x)BM/HDR V (lb) 1126 4675 0.2409 DLLallow=L/ 360 Size DLL (in)0.001 0.16 0.0091 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.017 0.32 0.0525 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.003 0.24 0.0113 CF,V 1.00 DTL (in)0.021 0.24 0.0874 LL (lb)Lr/S (lb)DL (lb) Total Ra 96 160 1092 1348 (left side) Rb 96 170 980 1246 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 1 8.938 40 0 30.396 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 3 16 0 3.75 0 60 417.256 3 6 3.75 1.05 0 0 121.6 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB22 3.75 0 105 234 339 339 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 6X8 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 1000 2000 3000 4000 5000 6000 7000 0 1 2 3 4 5 6 MOMENT (FT-LB) -6000 -4000 -2000 0 2000 4000 6000 0 1 2 3 4 5 6 SHEAR (LB) 0 100 200 300 400 500 600 0 1 2 3 4 5 6 LOAD Page 30 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB22LAT DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB22LAT Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 4.8 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 4647 9281 0.5007 DTLallow=L/ 240 Grade DF1 (5x)BM/HDR V (lb) 4408 7480 0.5893 DLLallow=L/ 360 Size DLL (in)0.001 0.16 0.0091 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.017 0.32 0.0525 DDLallow=L/ 180 CD 1.60 DLr/S (in)0.035 0.24 0.1438 CF,V 1.00 DTL (in)0.053 0.24 0.2192 LL (lb)Lr/S (lb)DL (lb) Total Ra 96 1079 1092 2266 (left side) Rb 96 3451 980 4528 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 1 8.938 40 0 30.396 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 3 16 0 3.75 0 60 417.256 3 6 3.75 1.05 0 0 121.6 4 0 0 0 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 EB22 3.75 0 105 234 339 339 8 HD 3.75 4200 #N/A #N/A 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 6X8 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0 1 2 3 4 5 6 MOMENT (FT-LB) -10000 -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 10000 0 1 2 3 4 5 6 SHEAR (LB) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0 1 2 3 4 5 6 LOAD Page 31 of 76 VECTOR STRUCTURAL ENGINEERS PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FB24 DESIGN LOADS:Load Types:Snow Live Dead Live Load Factors Roof 0 20 31 Lr/S 1.00 Floor 40 21 L 1.00 Wall 20 Label FB24 Add .2*SDS to dead load?Yes 0.192 =.2*SDS Length 23.25 Actual Allow Check Deflection Criteria # Plies M (ft-lb) 13738 26763 0.5133 DTLallow=L/ 240 Grade PSL BM/HDR V (lb) 2197 11419 0.1924 DLLallow=L/ 360 Size DLL (in)0.004 0.775 0.005 DLr/Sallow=L/ 240 Cr 1.00 DDL (in)0.682 1.55 0.44 DDLallow=L/ 180 CD 1.00 DLr/S (in)0.369 1.163 0.3178 CF,V 1.00 DTL (in)1.055 1.163 0.9078 LL (lb)Lr/S (lb)DL (lb) Total Ra 4 676 1271 1950 (left side) Rb 90 751 1449 2290 (right side) INCLUDE BM SELF WEIGHT? YES SHOW ALLOWABLE LOADS ON GRAPHS? YES Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Bm wt (plf) wLL (plf) wLr/S (plf) wDL (plf) 1 17.15 0 0 17.148 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) Dist to Load 'a' (ft) Length of Load 'b' (ft) wLL (plf) wLr/S (plf)wDL (plf) 2 2 0 7.5 0 40 61.9923 3 80.5 129 7.5 14 0 80.5 129 4 1.33 21.5 1.75 53.2 0 28.5403 5 0 0 0 6 0 0 0 Cond Exact Beam Label of Origin ReactionDist 'a' (ft) Point Live Load 'PLL' (lb) Point Lr/Snow Load 'PLr/S' (lb) Point Dead Load 'PDL' (lb) FYI Total Ra (lb) FYI Total Rb (lb) 7 0 0 0 0 0 8 0 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 11 0 0 0 0 0 Cond Roof Trib (ft) Floor Trib (ft) Wall Trib (ft) Add'l Live Load (plf) Add'l Lr/Snow Load (plf) Add'l Dead Load (plf) wLL (plf) wLr/S (plf) wDL (plf) 12 0 0 0 5-1/4X11-1/4 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering of Southern California, LLP., and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. 0 5000 10000 15000 20000 25000 30000 0 5 10 15 20 25 MOMENT (FT-LB) -15000 -10000 -5000 0 5000 10000 15000 0 5 10 15 20 25 SHEAR (LB) 0 50 100 150 200 250 0 5 10 15 20 25 LOAD Page 32 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:35PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.050 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0210, L = 0.040 ksf, Tributary Width = 9.250 ft Point Load : D = 1.732, Lr = 1.076 k @ 4.50 ft, (EB2) Point Load : D = 0.30, Lr = 0.1560 k @ 4.50 ft, (EB5) Point Load : D = 1.732, Lr = 1.076 k @ 9.50 ft, (EB2) Point Load : D = 0.30, Lr = 0.1560 k @ 9.50 ft, (EB5) Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 6.50 ft, (WALL) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 0.0 -->> 11.80 ft, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.020 ksf, Extent = 4.50 -->> 9.50 ft, Tributary Width = 3.0 ft, (WALL) Uniform Load : D = 0.020 ksf, Extent = 9.50 -->> 11.80 ft, Tributary Width = 6.50 ft, (WALL) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 9.50 -->> 11.80 ft, Tributary Width = 6.0 ft, (ROOF) Varying Uniform Load : D= 0.0320->0.1280, Lr= 0.020->0.080 k/ft, Extent = 0.0 -->> 7.0 ft, Trib Width = 1.0 ft, (ROOF) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 7.0 -->> 11.80 ft, Tributary Width = 4.0 ft, (ROOF) Page 33 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:35PM Project Descr: Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : E = 8.340 k @ 9.0 ft, (HD) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.886: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.555ft 188.66 psi= = FB : Allowable 2,900.00psi Fv : Allowable 5.25x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 5.25x11.25 fb : Actual Maximum Shear Stress Ratio 0.651 : 1 10.896 ft= = 2,569.35psi fv : Actual Maximum Deflection 0<360 240 Ratio =0<180 Max Downward Transient Deflection 0.267 in 531Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.589 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 11.80 ft 1 0.719 0.543 0.90 1.000 1.00 1.00 1.00 17.31 1,875.56 2610.00 5.58 261.001.00 141.72 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.886 0.651 1.00 1.000 1.00 1.00 1.00 23.71 2,569.35 2900.00 7.43 290.001.00 188.66 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.746 0.570 1.25 1.000 1.00 1.00 1.00 24.96 2,704.78 3625.00 8.14 362.501.00 206.73 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.562 0.425 1.15 1.000 1.00 1.00 1.00 17.31 1,875.56 3335.00 5.58 333.501.00 141.72 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.832 0.623 1.25 1.000 1.00 1.00 1.00 27.84 3,016.37 3625.00 8.89 362.501.00 225.68 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.718 0.531 1.15 1.000 1.00 1.00 1.00 22.11 2,395.57 3335.00 6.97 333.501.00 176.92 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.404 0.305 1.60 1.000 1.00 1.00 1.00 17.31 1,875.56 4640.00 5.58 464.001.00 141.72 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.616 0.549 1.60 1.000 1.00 1.00 1.00 26.39 2,859.11 4640.00 10.03 464.001.00 254.80 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.650 0.486 1.60 1.000 1.00 1.00 1.00 27.84 3,016.37 4640.00 8.89 464.001.00 225.68 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.516 0.381 1.60 1.000 1.00 1.00 1.00 22.11 2,395.57 4640.00 6.97 464.001.00 176.92 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.665 0.564 1.60 1.000 1.00 1.00 1.00 28.48 3,086.20 4640.00 10.31 464.001.00 261.74 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.243 0.183 1.60 1.000 1.00 1.00 1.00 10.39 1,125.33 4640.00 3.35 464.001.00 85.03 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.80 ft 1 0.480 0.427 1.60 1.000 1.00 1.00 1.00 20.55 2,226.99 4640.00 7.80 464.001.00 198.12 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.5893 6.115 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.253 11.313 Overall MINimum 1.979 6.361 +D+H 5.085 6.336 +D+L+H 7.268 8.519 +D+Lr+H 7.126 9.186 Page 34 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:35PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S+H 5.085 6.336 +D+0.750Lr+0.750L+H 8.253 10.111 +D+0.750L+0.750S+H 6.723 7.974 +D+0.60W+H 5.085 6.336 +D+0.70E+H 6.471 10.789 +D+0.750Lr+0.750L+0.450W+H 8.253 10.111 +D+0.750L+0.750S+0.450W+H 6.723 7.974 +D+0.750L+0.750S+0.5250E+H 7.762 11.313 +0.60D+0.60W+0.60H 3.051 3.802 +0.60D+0.70E+0.60H 4.436 8.255 D Only 5.085 6.336 Lr Only 2.041 2.849 L Only 2.183 2.183 S Only W Only E Only 1.979 6.361 H Only Page 35 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB26 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 5.628, Lr = 1.784, L = 0.3850 k @ 9.250 ft, (EB27) Point Load : D = -0.7390, Lr = -0.4270 k @ 10.750 ft, (FB12) Point Load : D = 5.085, Lr = 2.041, L = 2.183 k @ 11.50 ft, (EB25) Point Load : D = 3.343, Lr = 2.077 k @ 12.50 ft, (EB12) Point Load : D = 1.072, Lr = 0.0320, L = 1.639 k @ 13.330 ft, (FB15) Varying Uniform Load : D= 0.2560->0.1760, Lr= 0.160->0.110 k/ft, Extent = 0.0 -->> 9.250 ft, Trib Width = 1.0 ft, (ROOF) Uniform Load : D = 0.020 ksf, Extent = 9.250 -->> 11.50 ft, Tributary Width = 6.50 ft, (WALL) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 9.250 -->> 11.50 ft, Tributary Width = 6.50 ft, (ROOF) Uniform Load : D = 0.0250, L = 0.040 ksf, Extent = 9.250 -->> 14.750 ft, Tributary Width = 10.50 ft, (FLOOR) Varying Uniform Load : D= 0.05775->0.0420, L= 0.110->0.080 k/ft, Extent = 14.750 -->> 18.750 ft, Trib Width = 1.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0210, L = 0.040 k/ft, Tributary Width = 1.0 ft, (FLOOR) . Page 36 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB26 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.637: 1 Load Combination +D+0.750Lr+0.750L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.475ft 16.645 k Mn / Omega : Allowable 166.168 k-ft Vn/Omega : Allowable W10x54Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.750L+H 74.740 k Section used for this span W10x54 Ma : Applied Maximum Shear Stress Ratio =0.223 : 1 18.750 ft 105.815 k-ft Va : Applied 849 >=360 325 Ratio =202 >=180 Maximum Deflection Max Downward Transient Deflection 0.165 in 1,360Ratio =>=360 Max Upward Transient Deflection -0.065 in Ratio = Max Downward Total Deflection 0.692 in Ratio =>=180 Max Upward Total Deflection -0.273 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 18.75 ft 1 0.409 0.140 67.98 -0.06 67.98 277.50 166.17 1.00 1.00 10.45 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.001 -0.06 0.06 277.50 166.17 1.00 1.00 0.05 112.11 74.74 +D+L+H Dsgn. L = 18.75 ft 1 0.562 0.200 93.42 -0.16 93.42 277.50 166.17 1.00 1.00 14.97 112.11 74.74 Dsgn. L = 2.30 ft 2 0.001 0.002 -0.16 0.16 277.50 166.17 1.00 1.00 0.14 112.11 74.74 +D+Lr+H Dsgn. L = 18.75 ft 1 0.560 0.190 92.99 -0.06 92.99 277.50 166.17 1.00 1.00 14.20 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.001 -0.06 0.06 277.50 166.17 1.00 1.00 0.05 112.11 74.74 +D+S+H Dsgn. L = 18.75 ft 1 0.409 0.140 67.98 -0.06 67.98 277.50 166.17 1.00 1.00 10.45 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.001 -0.06 0.06 277.50 166.17 1.00 1.00 0.05 112.11 74.74 +D+0.750Lr+0.750L+H Dsgn. L = 18.75 ft 1 0.637 0.223 105.81 -0.13 105.81 277.50 166.17 1.00 1.00 16.65 112.11 74.74 Dsgn. L = 2.30 ft 2 0.001 0.002 -0.13 0.13 277.50 166.17 1.00 1.00 0.12 112.11 74.74 +D+0.750L+0.750S+H Dsgn. L = 18.75 ft 1 0.524 0.185 87.06 -0.13 87.06 277.50 166.17 1.00 1.00 13.84 112.11 74.74 Dsgn. L = 2.30 ft 2 0.001 0.002 -0.13 0.13 277.50 166.17 1.00 1.00 0.12 112.11 74.74 +D+0.60W+H Dsgn. L = 18.75 ft 1 0.409 0.140 67.98 -0.06 67.98 277.50 166.17 1.00 1.00 10.45 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.001 -0.06 0.06 277.50 166.17 1.00 1.00 0.05 112.11 74.74 +D+0.70E+H Dsgn. L = 18.75 ft 1 0.409 0.140 67.98 -0.06 67.98 277.50 166.17 1.00 1.00 10.45 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.001 -0.06 0.06 277.50 166.17 1.00 1.00 0.05 112.11 74.74 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 18.75 ft 1 0.637 0.223 105.81 -0.13 105.81 277.50 166.17 1.00 1.00 16.65 112.11 74.74 Dsgn. L = 2.30 ft 2 0.001 0.002 -0.13 0.13 277.50 166.17 1.00 1.00 0.12 112.11 74.74 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.75 ft 1 0.524 0.185 87.06 -0.13 87.06 277.50 166.17 1.00 1.00 13.84 112.11 74.74 Dsgn. L = 2.30 ft 2 0.001 0.002 -0.13 0.13 277.50 166.17 1.00 1.00 0.12 112.11 74.74 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 18.75 ft 1 0.524 0.185 87.06 -0.13 87.06 277.50 166.17 1.00 1.00 13.84 112.11 74.74 Dsgn. L = 2.30 ft 2 0.001 0.002 -0.13 0.13 277.50 166.17 1.00 1.00 0.12 112.11 74.74 +0.60D+0.60W+0.60H Dsgn. L = 18.75 ft 1 0.245 0.084 40.79 -0.03 40.79 277.50 166.17 1.00 1.00 6.27 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.000 -0.03 0.03 277.50 166.17 1.00 1.00 0.03 112.11 74.74 +0.60D+0.70E+0.60H Dsgn. L = 18.75 ft 1 0.245 0.084 40.79 -0.03 40.79 277.50 166.17 1.00 1.00 6.27 112.11 74.74 Dsgn. L = 2.30 ft 2 0.000 0.000 -0.03 0.03 277.50 166.17 1.00 1.00 0.03 112.11 74.74 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 0.6918 9.750 0.0000 0.000 +D+0.750Lr+0.750L+0.450W+H2 0.0000 9.750 -0.2728 2.300 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 12.604 16.763 Overall MINimum 2.382 3.745 +D+H 8.341 10.498 +D+L+H 10.723 15.105 Page 37 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB26 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+Lr+H 11.644 14.243 +D+S+H 8.341 10.498 +D+0.750Lr+0.750L+H 12.604 16.763 +D+0.750L+0.750S+H 10.127 13.954 +D+0.60W+H 8.341 10.498 +D+0.70E+H 8.341 10.498 +D+0.750Lr+0.750L+0.450W+H 12.604 16.763 +D+0.750L+0.750S+0.450W+H 10.127 13.954 +D+0.750L+0.750S+0.5250E+H 10.127 13.954 +0.60D+0.60W+0.60H 5.005 6.299 +0.60D+0.70E+0.60H 5.005 6.299 D Only 8.341 10.498 Lr Only 3.303 3.745 L Only 2.382 4.607 S Only W Only E Only H Only Page 38 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB27 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.050 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0210, L = 0.040 k/ft Point Load : D = 0.3780, Lr = 0.1440 k @ 0.50 ft, (EB13) Point Load : D = 0.3780, Lr = 0.1440 k @ 4.750 ft, (EB13) Point Load : D = 1.498, Lr = 0.9310 k @ 9.250 ft, (EB8) Point Load : D = 1.422, Lr = 0.8840 k @ 9.330 ft, (EB28) Point Load : D = 0.6630, Lr = 0.3840 k @ 9.0 ft, (FB14) Point Load : D = 0.3780, Lr = 0.1440 k @ 13.750 ft, (EB13) Point Load : D = 0.3780, Lr = 0.1440 k @ 18.0 ft, (EB13) Uniform Load : D = 0.0320, Lr = 0.020 , Tributary Width = 1.0 ft, (ROOF) Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 4.750 ft, Tributary Width = 11.250 ft, (WALL) Uniform Load : D = 0.020 ksf, Extent = 4.750 -->> 13.750 ft, Tributary Width = 15.250 ft, (WALL) Uniform Load : D = 0.020 ksf, Extent = 15.250 -->> 19.250 ft, Tributary Width = 11.250 ft, (WALL) Page 39 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB27 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 4.750 -->> 13.750 ft, Tributary Width = 3.0 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.773: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 9.274ft 68.99 psi= = FB : Allowable 2,610.00psi Fv : Allowable 10.50 X 11.250Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 261.00 psi== Section used for this span 10.50 X 11.250 fb : Actual Maximum Shear Stress Ratio 0.264 : 1 0.000 ft= = 2,017.91psi fv : Actual Maximum Deflection 0<360 186 Ratio =0<180 Max Downward Transient Deflection 0.328 in 703Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.237 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 19.250 ft 1 0.773 0.264 0.90 1.000 1.00 1.00 1.00 37.24 2,017.91 2610.00 5.43 261.001.00 68.99 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.730 0.253 1.00 1.000 1.00 1.00 1.00 39.09 2,118.16 2900.00 5.78 290.001.00 73.41 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.770 0.252 1.25 1.000 1.00 1.00 1.00 51.50 2,790.05 3625.00 7.19 362.501.00 91.26 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.605 0.207 1.15 1.000 1.00 1.00 1.00 37.24 2,017.91 3335.00 5.43 333.501.00 68.99 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.737 0.246 1.25 1.000 1.00 1.00 1.00 49.32 2,672.20 3625.00 7.01 362.501.00 89.01 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.628 0.217 1.15 1.000 1.00 1.00 1.00 38.63 2,093.09 3335.00 5.69 333.501.00 72.31 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.435 0.149 1.60 1.000 1.00 1.00 1.00 37.24 2,017.91 4640.00 5.43 464.001.00 68.99 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.435 0.149 1.60 1.000 1.00 1.00 1.00 37.24 2,017.91 4640.00 5.43 464.001.00 68.99 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.576 0.192 1.60 1.000 1.00 1.00 1.00 49.32 2,672.20 4640.00 7.01 464.001.00 89.01 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.451 0.156 1.60 1.000 1.00 1.00 1.00 38.63 2,093.09 4640.00 5.69 464.001.00 72.31 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.451 0.156 1.60 1.000 1.00 1.00 1.00 38.63 2,093.09 4640.00 5.69 464.001.00 72.31 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.261 0.089 1.60 1.000 1.00 1.00 1.00 22.35 1,210.74 4640.00 3.26 464.001.00 41.39 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.261 0.089 1.60 1.000 1.00 1.00 1.00 22.35 1,210.74 4640.00 3.26 464.001.00 41.39 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 1.2371 9.555 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.981 7.412 Overall MINimum 0.385 0.385 +D+H 6.065 5.628 +D+L+H 6.450 6.013 +D+Lr+H 7.981 7.412 Page 40 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :EB27 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S+H 6.065 5.628 +D+0.750Lr+0.750L+H 7.790 7.255 +D+0.750L+0.750S+H 6.354 5.917 +D+0.60W+H 6.065 5.628 +D+0.70E+H 6.065 5.628 +D+0.750Lr+0.750L+0.450W+H 7.790 7.255 +D+0.750L+0.750S+0.450W+H 6.354 5.917 +D+0.750L+0.750S+0.5250E+H 6.354 5.917 +0.60D+0.60W+0.60H 3.639 3.377 +0.60D+0.70E+0.60H 3.639 3.377 D Only 6.065 5.628 Lr Only 1.916 1.784 L Only 0.385 0.385 S Only W Only E Only H Only Page 41 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 8.250 ft Load(s) for Span Number 1 Point Load : D = 1.732, Lr = 1.076 k @ 4.50 ft, (EB2) Point Load : D = 1.732, Lr = 1.076 k @ 9.50 ft, (EB2) Point Load : D = 1.770, Lr = 1.081 k @ 14.250 ft, (EB7) Point Load : D = 1.370, L = 2.159 k @ 17.0 ft, (EB24) Point Load : D = 0.470, Lr = 0.2880 k @ 19.830 ft, (RB1) Point Load : D = 0.470, Lr = 0.2880 k @ 24.0 ft, (RB1) Uniform Load : D = 0.0210, L = 0.040 ksf, Extent = 0.0 -->> 17.0 ft, Tributary Width = 9.250 ft, (FLOOR) Uniform Load : D = 0.0210, L = 0.040 k/ft, Extent = 17.0 -->> 25.50 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.020 ksf, Tributary Width = 6.50 ft, (WALL) Uniform Load : D = 0.020 ksf, Extent = 4.50 -->> 9.50 ft, Tributary Width = 1.50 ft, (WALL) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 4.50 -->> 9.50 ft, Tributary Width = 3.0 ft, (ROOF) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 9.50 -->> 25.50 ft, Tributary Width = 6.0 ft, (ROOF) Point Load : E = 8.287 k @ 20.0 ft, (HD) . Page 42 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.664: 1 Load Combination +D+0.750Lr+0.750L+H Span # where maximum occurs Span # 1 Location of maximum on span 13.114ft 21.225 k Mn / Omega : Allowable 212.824 k-ft Vn/Omega : Allowable W10x68Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.750L+H 97.760 k Section used for this span W10x68 Ma : Applied Maximum Shear Stress Ratio =0.217 : 1 0.000 ft 141.354 k-ft Va : Applied 0 <360 213 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.375 in 816Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.440 in Ratio =>=180 Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 25.50 ft 1 0.417 0.137 88.77 88.77 355.42 212.82 1.00 1.00 13.35 146.64 97.76 +D+L+H Dsgn. L = 25.50 ft 1 0.574 0.187 122.13 122.13 355.42 212.82 1.00 1.00 18.32 146.64 97.76 +D+Lr+H Dsgn. L = 25.50 ft 1 0.590 0.193 125.53 125.53 355.42 212.82 1.00 1.00 18.88 146.64 97.76 +D+S+H Dsgn. L = 25.50 ft 1 0.417 0.137 88.77 88.77 355.42 212.82 1.00 1.00 13.35 146.64 97.76 +D+0.750Lr+0.750L+H Dsgn. L = 25.50 ft 1 0.664 0.217 141.35 141.35 355.42 212.82 1.00 1.00 21.22 146.64 97.76 +D+0.750L+0.750S+H Dsgn. L = 25.50 ft 1 0.535 0.175 113.79 113.79 355.42 212.82 1.00 1.00 17.07 146.64 97.76 +D+0.60W+H Dsgn. L = 25.50 ft 1 0.417 0.137 88.77 88.77 355.42 212.82 1.00 1.00 13.35 146.64 97.76 +D+0.70E+H Dsgn. L = 25.50 ft 1 0.498 0.172 106.05 106.05 355.42 212.82 1.00 1.00 16.84 146.64 97.76 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 25.50 ft 1 0.664 0.217 141.35 141.35 355.42 212.82 1.00 1.00 21.22 146.64 97.76 +D+0.750L+0.750S+0.450W+H Dsgn. L = 25.50 ft 1 0.535 0.175 113.79 113.79 355.42 212.82 1.00 1.00 17.07 146.64 97.76 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 25.50 ft 1 0.595 0.190 126.57 126.57 355.42 212.82 1.00 1.00 18.57 146.64 97.76 +0.60D+0.60W+0.60H Dsgn. L = 25.50 ft 1 0.250 0.082 53.26 53.26 355.42 212.82 1.00 1.00 8.01 146.64 97.76 +0.60D+0.70E+0.60H Dsgn. L = 25.50 ft 1 0.332 0.122 70.76 70.76 355.42 212.82 1.00 1.00 11.92 146.64 97.76 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 1.4395 12.750 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 21.225 19.087 Overall MINimum 1.787 3.819 +D+H 13.346 12.292 +D+L+H 18.316 16.111 +D+Lr+H 18.881 17.533 +D+S+H 13.346 12.292 +D+0.750Lr+0.750L+H 21.225 19.087 +D+0.750L+0.750S+H 17.073 15.156 +D+0.60W+H 13.346 12.292 +D+0.70E+H 14.597 16.841 +D+0.750Lr+0.750L+0.450W+H 21.225 19.087 +D+0.750L+0.750S+0.450W+H 17.073 15.156 +D+0.750L+0.750S+0.5250E+H 18.012 18.568 +0.60D+0.60W+0.60H 8.008 7.375 +0.60D+0.70E+0.60H 9.259 11.925 D Only 13.346 12.292 Lr Only 5.535 5.241 Page 43 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:37PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS L Only 4.970 3.819 S Only W Only E Only 1.787 6.500 H Only Page 44 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:38PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.0320->0.1920, Lr= 0.020->0.120 k/ft, Extent = 0.0 -->> 8.0 ft, Trib Width = 1.0 ft, (ROOF) Load for Span Number 2 Varying Uniform Load : D= 0.1920->0.240, Lr= 0.120->0.150 k/ft, Extent = 0.0 -->> 4.80 ft, Trib Width = 1.0 ft Point Load : D = 1.717, Lr = 0.990 k @ 2.0 ft, (FB10) Point Load : D = 1.142, Lr = 0.6560 k @ 2.0 ft, (FB11) Varying Uniform Load : D= 0.0->0.0640, Lr= 0.0->0.040 k/ft, Extent = 2.0 -->> 4.80 ft, Trib Width = 1.0 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.808: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 8.000ft 143.13 psi= = FB : Allowable 1,687.50psi Fv : Allowable 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 212.50 psi== Section used for this span 6x12 fb : Actual Maximum Shear Stress Ratio 0.674 : 1 8.000 ft= = 1,362.67psi fv : Actual Maximum Deflection 0<360 334 Ratio =0<180 Max Downward Transient Deflection 0.128 in 900Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.344 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Page 45 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:38PM Project Descr: Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.0 ft 1 0.704 0.589 0.90 1.000 1.00 1.00 1.00 8.64 855.73 1215.00 3.80 153.001.00 90.14 1.00Length = 4.80 ft 2 0.704 0.589 0.90 1.000 1.00 1.00 1.00 8.64 855.73 1215.00 3.80 153.001.00 90.14 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.634 0.530 1.00 1.000 1.00 1.00 1.00 8.64 855.73 1350.00 3.80 170.001.00 90.14 1.00Length = 4.80 ft 2 0.634 0.530 1.00 1.000 1.00 1.00 1.00 8.64 855.73 1350.00 3.80 170.001.00 90.14 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.808 0.674 1.25 1.000 1.00 1.00 1.00 13.77 1,362.67 1687.50 6.04 212.501.00 143.13 1.00Length = 4.80 ft 2 0.808 0.674 1.25 1.000 1.00 1.00 1.00 13.77 1,362.67 1687.50 6.04 212.501.00 143.13 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.551 0.461 1.15 1.000 1.00 1.00 1.00 8.64 855.73 1552.50 3.80 195.501.00 90.14 1.00Length = 4.80 ft 2 0.551 0.461 1.15 1.000 1.00 1.00 1.00 8.64 855.73 1552.50 3.80 195.501.00 90.14 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.732 0.611 1.25 1.000 1.00 1.00 1.00 12.49 1,235.93 1687.50 5.48 212.501.00 129.88 1.00Length = 4.80 ft 2 0.732 0.611 1.25 1.000 1.00 1.00 1.00 12.49 1,235.93 1687.50 5.48 212.501.00 129.88 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.551 0.461 1.15 1.000 1.00 1.00 1.00 8.64 855.73 1552.50 3.80 195.501.00 90.14 1.00Length = 4.80 ft 2 0.551 0.461 1.15 1.000 1.00 1.00 1.00 8.64 855.73 1552.50 3.80 195.501.00 90.14 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00Length = 4.80 ft 2 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00Length = 4.80 ft 2 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.572 0.478 1.60 1.000 1.00 1.00 1.00 12.49 1,235.93 2160.00 5.48 272.001.00 129.88 1.00Length = 4.80 ft 2 0.572 0.478 1.60 1.000 1.00 1.00 1.00 12.49 1,235.93 2160.00 5.48 272.001.00 129.88 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00Length = 4.80 ft 2 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00Length = 4.80 ft 2 0.396 0.331 1.60 1.000 1.00 1.00 1.00 8.64 855.73 2160.00 3.80 272.001.00 90.14 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.238 0.199 1.60 1.000 1.00 1.00 1.00 5.19 513.44 2160.00 2.28 272.001.00 54.08 1.00Length = 4.80 ft 2 0.238 0.199 1.60 1.000 1.00 1.00 1.00 5.19 513.44 2160.00 2.28 272.001.00 54.08 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.238 0.199 1.60 1.000 1.00 1.00 1.00 5.19 513.44 2160.00 2.28 272.001.00 54.08 1.00Length = 4.80 ft 2 0.238 0.199 1.60 1.000 1.00 1.00 1.00 5.19 513.44 2160.00 2.28 272.001.00 54.08 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H1 0.0000 0.000 -0.0734 4.737 +D+Lr+H 2 0.3440 4.800 0.0000 4.737 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -1.166 8.958 Overall MINimum -0.739 3.337 +D+H -0.739 5.621 +D+L+H -0.739 5.621 +D+Lr+H -1.166 8.958 +D+S+H -0.739 5.621 +D+0.750Lr+0.750L+H -1.059 8.123 +D+0.750L+0.750S+H -0.739 5.621 +D+0.60W+H -0.739 5.621 +D+0.70E+H -0.739 5.621 +D+0.750Lr+0.750L+0.450W+H -1.059 8.123 +D+0.750L+0.750S+0.450W+H -0.739 5.621 +D+0.750L+0.750S+0.5250E+H -0.739 5.621 Page 46 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:38PM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.60D+0.60W+0.60H -0.444 3.372 +0.60D+0.70E+0.60H -0.444 3.372 D Only -0.739 5.621 Lr Only -0.427 3.337 L Only S Only W Only E Only H Only Page 47 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB19 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0210, L = 0.040 ksf, Tributary Width = 3.0 ft Point Load : D = 0.1710, Lr = 0.3260 k @ 7.0 ft, (FB20) Uniform Load : D = 0.0210, L = 0.040 ksf, Extent = 0.0 -->> 1.830 ft, Tributary Width = 6.750 ft, (FLOOR) Varying Uniform Load : D= 0.0630->0.0210, L= 0.120->0.040 k/ft, Extent = 1.830 -->> 7.0 ft, Trib Width = 1.0 ft, (FLOOR) Point Load : D = 0.0820, L = 0.110 k @ 16.50 ft, (FB18) Varying Uniform Load : D= 0.05250->0.0840, L= 0.10->0.160 k/ft, Extent = 16.50 -->> 20.0 ft, Trib Width = 1.0 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.901: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 9.270ft 63.81 psi= = FB : Allowable 1,350.00psi Fv : Allowable 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 170.00 psi== Section used for this span 6x12 fb : Actual Maximum Shear Stress Ratio 0.375 : 1 0.000 ft= = 1,216.79psi fv : Actual Maximum Deflection 0<360 293 Ratio =0<180 Max Downward Transient Deflection 0.509 in 471Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.819 in Ratio =>=180Max Upward Total Deflection 0.000 in . Page 48 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB19 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 20.0 ft 1 0.382 0.155 0.90 1.000 1.00 1.00 1.00 4.69 464.11 1215.00 1.00 153.001.00 23.76 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.901 0.375 1.00 1.000 1.00 1.00 1.00 12.29 1,216.79 1350.00 2.69 170.001.00 63.81 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.357 0.135 1.25 1.000 1.00 1.00 1.00 6.08 601.83 1687.50 1.21 212.501.00 28.79 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.299 0.122 1.15 1.000 1.00 1.00 1.00 4.69 464.11 1552.50 1.00 195.501.00 23.76 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.665 0.271 1.25 1.000 1.00 1.00 1.00 11.33 1,122.00 1687.50 2.43 212.501.00 57.56 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.662 0.275 1.15 1.000 1.00 1.00 1.00 10.39 1,028.38 1552.50 2.27 195.501.00 53.80 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.215 0.087 1.60 1.000 1.00 1.00 1.00 4.69 464.11 2160.00 1.00 272.001.00 23.76 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.215 0.087 1.60 1.000 1.00 1.00 1.00 4.69 464.11 2160.00 1.00 272.001.00 23.76 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.519 0.212 1.60 1.000 1.00 1.00 1.00 11.33 1,122.00 2160.00 2.43 272.001.00 57.56 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.476 0.198 1.60 1.000 1.00 1.00 1.00 10.39 1,028.38 2160.00 2.27 272.001.00 53.80 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.476 0.198 1.60 1.000 1.00 1.00 1.00 10.39 1,028.38 2160.00 2.27 272.001.00 53.80 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.129 0.052 1.60 1.000 1.00 1.00 1.00 2.81 278.47 2160.00 0.60 272.001.00 14.26 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.129 0.052 1.60 1.000 1.00 1.00 1.00 2.81 278.47 2160.00 0.60 272.001.00 14.26 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.8187 9.927 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.255 2.846 Overall MINimum 2.059 1.814 +D+H 1.196 1.032 +D+L+H 3.255 2.846 +D+Lr+H 1.408 1.146 +D+S+H 1.196 1.032 +D+0.750Lr+0.750L+H 2.899 2.478 +D+0.750L+0.750S+H 2.740 2.393 +D+0.60W+H 1.196 1.032 +D+0.70E+H 1.196 1.032 +D+0.750Lr+0.750L+0.450W+H 2.899 2.478 +D+0.750L+0.750S+0.450W+H 2.740 2.393 +D+0.750L+0.750S+0.5250E+H 2.740 2.393 +0.60D+0.60W+0.60H 0.718 0.619 +0.60D+0.70E+0.60H 0.718 0.619 D Only 1.196 1.032 Lr Only 0.212 0.114 L Only 2.059 1.814 S Only W Only E Only H Only Page 49 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB20 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.0210->0.0420, L= 0.040->0.080 k/ft, Extent = 0.0 -->> 4.750 ft, Trib Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0210, L = 0.040 ksf, Extent = 4.750 -->> 7.50 ft, Tributary Width = 7.0 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.244: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.900ft 27.22 psi= = FB : Allowable 962.50psi Fv : Allowable 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 170.00 psi== Section used for this span 4x12 fb : Actual Maximum Shear Stress Ratio 0.160 : 1 6.569 ft= = 235.30psi fv : Actual Maximum Deflection 0<360 3463 Ratio =0<180 Max Downward Transient Deflection 0.017 in 5282Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.026 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 7.50 ft 1 0.094 0.061 0.90 1.100 1.00 1.00 1.00 0.50 81.01 866.25 0.25 153.001.00 9.37 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.244 0.160 1.00 1.100 1.00 1.00 1.00 1.45 235.30 962.50 0.71 170.001.00 27.22 1.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.067 0.044 1.25 1.100 1.00 1.00 1.00 0.50 81.01 1203.13 0.25 212.501.00 9.37 Page 50 of 76 Wood Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB20 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.073 0.048 1.15 1.100 1.00 1.00 1.00 0.50 81.01 1106.88 0.25 195.501.00 9.37 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.164 0.107 1.25 1.100 1.00 1.00 1.00 1.21 196.73 1203.13 0.60 212.501.00 22.76 1.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.178 0.116 1.15 1.100 1.00 1.00 1.00 1.21 196.73 1106.88 0.60 195.501.00 22.76 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.053 0.034 1.60 1.100 1.00 1.00 1.00 0.50 81.01 1540.00 0.25 272.001.00 9.37 1.00+D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.053 0.034 1.60 1.100 1.00 1.00 1.00 0.50 81.01 1540.00 0.25 272.001.00 9.37 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.128 0.084 1.60 1.100 1.00 1.00 1.00 1.21 196.73 1540.00 0.60 272.001.00 22.76 1.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.128 0.084 1.60 1.100 1.00 1.00 1.00 1.21 196.73 1540.00 0.60 272.001.00 22.76 1.00+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.128 0.084 1.60 1.100 1.00 1.00 1.00 1.21 196.73 1540.00 0.60 272.001.00 22.76 1.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.032 0.021 1.60 1.100 1.00 1.00 1.00 0.30 48.60 1540.00 0.15 272.001.00 5.62 1.00+0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.50 ft 1 0.032 0.021 1.60 1.100 1.00 1.00 1.00 0.30 48.60 1540.00 0.15 272.001.00 5.62 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0260 3.996 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.497 1.112 Overall MINimum 0.326 0.729 +D+H 0.171 0.383 +D+L+H 0.497 1.112 +D+Lr+H 0.171 0.383 +D+S+H 0.171 0.383 +D+0.750Lr+0.750L+H 0.416 0.930 +D+0.750L+0.750S+H 0.416 0.930 +D+0.60W+H 0.171 0.383 +D+0.70E+H 0.171 0.383 +D+0.750Lr+0.750L+0.450W+H 0.416 0.930 +D+0.750L+0.750S+0.450W+H 0.416 0.930 +D+0.750L+0.750S+0.5250E+H 0.416 0.930 +0.60D+0.60W+0.60H 0.103 0.230 +0.60D+0.70E+0.60H 0.103 0.230 D Only 0.171 0.383 Lr Only L Only 0.326 0.729 S Only W Only E Only H Only Page 51 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2018, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 1.459, Lr = 0.9070 k @ 8.50 ft, (EB20) Point Load : D = 1.105, Lr = 0.6870 k @ 13.0 ft, (EB19) Point Load : D = 1.476, Lr = 0.9170 k @ 16.50 ft, (EB16) Point Load : D = 13.346, Lr = 5.535, L = 4.970 k @ 16.50 ft, (FB4) Point Load : D = 3.313, Lr = 2.058 k @ 17.250 ft, (EB12) Uniform Load : D = 0.020 ksf, Extent = 0.0 -->> 17.250 ft, Tributary Width = 6.50 ft, (WALL) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Extent = 0.0 -->> 17.250 ft, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.0320, Lr = 0.020 k/ft, Extent = 0.0 -->> 16.50 ft, Tributary Width = 1.0 ft, (ROOF) Uniform Load : D = 0.0210, L = 0.040 ksf, Extent = 0.0 -->> 13.50 ft, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.0210, L = 0.040 ksf, Extent = 13.50 -->> 15.250 ft, Tributary Width = 6.750 ft, (FLOOR) Varying Uniform Load : D= 0.0840->0.0210, L= 0.160->0.040 k/ft, Extent = 15.250 -->> 22.750 ft, Trib Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0210, L = 0.040 k/ft, Extent = 16.50 -->> 22.750 ft, Tributary Width = 1.0 ft, (FLOOR) Point Load : E = -13.250 k @ 7.250 ft, (HD) Point Load : E = 13.250 k @ 13.50 ft, (HD) Load for Span Number 2 Uniform Load : D = 0.0210, L = 0.040 k/ft, Tributary Width = 1.0 ft, (FLOOR) . Page 52 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.532: 1 Load Combination +D+0.750Lr+0.750L+H Span # where maximum occurs Span # 1 Location of maximum on span 16.471ft 28.728 k Mn / Omega : Allowable 324.351 k-ft Vn/Omega : Allowable W10x100Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.750L+H 150.960 k Section used for this span W10x100 Ma : Applied Maximum Shear Stress Ratio =0.190 : 1 22.750 ft 172.534 k-ft Va : Applied 712 >=360 326 Ratio =192 >=180 Maximum Deflection Max Downward Transient Deflection 0.222 in 1,228Ratio =>=360 Max Upward Transient Deflection -0.135 in Ratio = Max Downward Total Deflection 0.837 in Ratio =>=180 Max Upward Total Deflection -0.500 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 22.75 ft 1 0.337 0.120 109.38 -0.17 109.38 541.67 324.35 1.00 1.00 18.13 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.17 0.17 541.67 324.35 1.00 1.00 0.08 226.44 150.96 +D+L+H Dsgn. L = 22.75 ft 1 0.450 0.162 145.96 -0.49 145.96 541.67 324.35 1.00 1.00 24.38 226.44 150.96 Dsgn. L = 4.00 ft 2 0.002 0.002 -0.49 0.49 541.67 324.35 1.00 1.00 0.24 226.44 150.96 +D+Lr+H Dsgn. L = 22.75 ft 1 0.484 0.172 157.00 -0.17 157.00 541.67 324.35 1.00 1.00 26.00 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.17 0.17 541.67 324.35 1.00 1.00 0.08 226.44 150.96 +D+S+H Dsgn. L = 22.75 ft 1 0.337 0.120 109.38 -0.17 109.38 541.67 324.35 1.00 1.00 18.13 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.17 0.17 541.67 324.35 1.00 1.00 0.08 226.44 150.96 +D+0.750Lr+0.750L+H Dsgn. L = 22.75 ft 1 0.532 0.190 172.53 -0.41 172.53 541.67 324.35 1.00 1.00 28.73 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.41 0.41 541.67 324.35 1.00 1.00 0.20 226.44 150.96 +D+0.750L+0.750S+H Dsgn. L = 22.75 ft 1 0.422 0.151 136.81 -0.41 136.81 541.67 324.35 1.00 1.00 22.82 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.41 0.41 541.67 324.35 1.00 1.00 0.20 226.44 150.96 +D+0.60W+H Dsgn. L = 22.75 ft 1 0.337 0.120 109.38 -0.17 109.38 541.67 324.35 1.00 1.00 18.13 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.17 0.17 541.67 324.35 1.00 1.00 0.08 226.44 150.96 +D+0.70E+H Dsgn. L = 22.75 ft 1 0.397 0.137 128.87 -0.17 128.87 541.67 324.35 1.00 1.00 20.68 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.17 0.17 541.67 324.35 1.00 1.00 0.08 226.44 150.96 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.75 ft 1 0.532 0.190 172.53 -0.41 172.53 541.67 324.35 1.00 1.00 28.73 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.41 0.41 541.67 324.35 1.00 1.00 0.20 226.44 150.96 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.75 ft 1 0.422 0.151 136.81 -0.41 136.81 541.67 324.35 1.00 1.00 22.82 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.41 0.41 541.67 324.35 1.00 1.00 0.20 226.44 150.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 22.75 ft 1 0.465 0.164 150.93 -0.41 150.93 541.67 324.35 1.00 1.00 24.73 226.44 150.96 Dsgn. L = 4.00 ft 2 0.001 0.001 -0.41 0.41 541.67 324.35 1.00 1.00 0.20 226.44 150.96 +0.60D+0.60W+0.60H Dsgn. L = 22.75 ft 1 0.202 0.072 65.63 -0.10 65.63 541.67 324.35 1.00 1.00 10.88 226.44 150.96 Dsgn. L = 4.00 ft 2 0.000 0.000 -0.10 0.10 541.67 324.35 1.00 1.00 0.05 226.44 150.96 +0.60D+0.70E+0.60H Dsgn. L = 22.75 ft 1 0.267 0.089 86.69 -0.10 86.69 541.67 324.35 1.00 1.00 13.43 226.44 150.96 Dsgn. L = 4.00 ft 2 0.000 0.000 -0.10 0.10 541.67 324.35 1.00 1.00 0.05 226.44 150.96 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 0.8366 12.012 0.0000 0.000 +D+0.750Lr+0.750L+0.450W+H2 0.0000 12.012 -0.5000 4.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 19.578 28.932 Overall MINimum -3.640 3.640 +D+H 12.120 18.212 +D+L+H 17.435 24.629 Page 53 of 76 Steel Beam Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714 File = C:\Users\VECTOR~1\GOOGLE~1\MARCHW~1\NETWOR~1\19BDC~1.0PR\2020PR~1\C0026D~1.BAI\C0026-~1\ENG\C0026-~1.EC6 Description :FB21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Printed: 13 APR 2020, 3:39PM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+Lr+H 16.748 26.088 +D+S+H 12.120 18.212 +D+0.750Lr+0.750L+H 19.578 28.932 +D+0.750L+0.750S+H 16.106 23.025 +D+0.60W+H 12.120 18.212 +D+0.70E+H 9.571 20.760 +D+0.750Lr+0.750L+0.450W+H 19.578 28.932 +D+0.750L+0.750S+0.450W+H 16.106 23.025 +D+0.750L+0.750S+0.5250E+H 14.195 24.936 +0.60D+0.60W+0.60H 7.272 10.927 +0.60D+0.70E+0.60H 4.724 13.475 D Only 12.120 18.212 Lr Only 4.628 7.876 L Only 5.316 6.417 S Only W Only E Only -3.640 3.640 H Only Page 54 of 76 VECTOR STRUCTURAL ENGINEERSGRADES cCOVEFc (psi) DF1 (5x)Douglas Fir Larch #1 5x & Larger0.8 0.25 1,000DFL#1DOUGLAS FIR LARCH #1 0.8 0.25 1,450PROJECT:Frye ResidenceJOB NO.:C22026-083-201SUBJECT:COLUMNSDFL#2DOUGLAS FIR LARCH #20.8 0.25 1,300DFLSTUDDouglas Fir Larch Stud0.8 0.25 825NOTE: COLUMN CAPACITIES LISTED ARE INTENDED AS GENERAL REFERENCE ONLY AND MAY24F-V40.9 0.10 1,650NOT CORRELATE WITH SPECIFIC CALL-OUTS ON PLANS.24F-V80.9 0.10 1,650LSL0.9 0.10 1,400LVL (1.9) 0.9 0.10 2,510PSL0.9 0.10 2,500LVL (2.0) 0.9 0.10 2,510Effect Length strong dir 'l1' (ft)Effect Length weak dir 'l2' (ft) Grade SizeCmCDCFl1/dl2/bl/d controlKfKcEFcE (psi) Fc* (psi)cCPColumn Area 'A' (in2)Fc' (psi)9 2 DFLSTUD (2)2X4 1.00 1.00 1.15 30.86 8.00 30.86 1 0.3 441 9490.8 0.41 10.5 387.849 2 DFLSTUD (3)2X4 1.00 1.00 1.15 30.86 5.33 30.86 1 0.3 441 9490.8 0.41 15.75 387.849 2 DFLSTUD (4)2X4 1.00 1.00 1.15 30.86 4.00 30.86 1 0.3 441 9490.8 0.41 21 387.849 2 DFLSTUD (5)2X4 1.00 1.00 1.15 30.86 3.20 30.86 1 0.3 441 9490.8 0.41 26.25 387.849 2 DFLSTUD (2)2X6 1.00 1.00 1.10 19.64 8.00 19.64 1 0.3 1090 908 0.8 0.75 16.5 680.919 2 DFLSTUD (3)2X6 1.00 1.00 1.10 19.64 5.33 19.64 1 0.3 1090 908 0.8 0.75 24.75 680.919 2 DFLSTUD (4)2X6 1.00 1.00 1.10 19.64 4.00 19.64 1 0.3 1090 908 0.8 0.75 33 680.919 2 DFLSTUD (5)2X6 1.00 1.00 1.10 19.64 3.20 19.64 1 0.3 1090 908 0.8 0.75 41.25 680.919 9 DFL#2 4X4 1.00 1.00 1.15 30.86 30.86 30.86 1 0.3 505 1495 0.80.31 12.25 462.999 9 DFL#2 4X6 1.00 1.00 1.10 19.64 30.86 30.86 1 0.3 505 1430 0.80.32 19.25 460.739 9 DFL#2 4X8 1.00 1.00 1.05 14.90 30.86 30.86 1 0.3 505 1365 0.80.34 25.375 458.229 9 DFL#2 4X10 1.00 1.00 1.00 11.68 30.86 30.86 1 0.3 505 1300 0.8 0.35 32.375 455.429 9 DFL#2 4X12 1.00 1.00 1.00 9.60 30.86 30.86 1 0.3 505 1300 0.80.35 39.375 455.429 9 DF1 (5x) 6X4 1.00 1.00 1.00 30.86 19.64 30.86 1 0.3 536 10000.8 0.46 19.25 458.459 9 DF1 (5x) 6X6 1.00 1.00 1.00 19.64 19.64 19.64 1 0.3 1324 1000 0.8 0.78 30.25 778.099 9 DF1 (5x) 6X8 1.00 1.00 1.00 14.40 19.64 19.64 1 0.3 1324 1000 0.8 0.78 41.25 778.099 9 DF1 (5x) 6X10 1.00 1.00 1.00 11.37 19.64 19.64 1 0.3 1324 1000 0.8 0.78 52.25 778.099 9 DF1 (5x) 6X12 1.00 1.00 1.00 9.39 19.64 19.64 1 0.3 1324 1000 0.8 0.78 63.25 778.0940,65549,2148,82523,53732,096Copyright © 2018 Vector Structural Engineering, LLCThis Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.1,600,0001,400,0001,800,000Max allowable load 'P' (lb) notes4,07216,853Exx (psi)1,800,0001,900,0002,000,0001,700,0006,1082,000,0008,1451,300,0001,700,00011,23510,18122,47028,0885,67214,74417,93211,6278,869Page 55 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:LATERAL LOADS DESIGN OF ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS FOR LATERAL LOADS Seismic Parameters (ASCE 7-16 Chapters 11, 12, & 22) Site Class: C S. 11.4.2 N = 2 S. 12.8.2.1 R = 6.5 T. 12.2-1 Ct =0.02 T. 12.8-2 Per Table 11.6-1: D Ss =1.201 F. 22-1 hn (ft) =28 S. 12.8.2.1 Per Table 11.6-2: D S1 =0.431 F. 22-2 x = 0.75 T. 12.8-2 SDC: D S. 11.6 Fa =1.20 T. 11.4-1 Ta =0.24 E. 12.8-7 IE =1.00 T. 1.5-2 Fv =1.50 T. 11.4-2 T0=0.09 S. 11.4.5 CSMAX=0.272 E. 12.8-3,4 SMS =1.44 E. 11.4-1 TS=0.45 S. 11.4.5 CS=0.148 E. 12.8-2 SM1 =0.65 E. 11.4-2 CU=1.40 T. 12.8-1 CSMIN=0.042 E. 12.8-5,6 SDS =0.961 E. 11.4-3 TL=8 F. 22-12 CSCONTROL=0.148 S. 12.8.1.1 SDI =0.431 E. 11.4-4 Sa=0.961 S. 11.4.5 CSCONTROL*.7=0.103 S. 2.4.1 Seismic Analysis Req'd? Yes IBC 1613.1 Perform Seismic Analysis? Yes Wind Parameters (ASCE 7-16 Chapter 26) Wind areas labeled C and D are used for calculating line loads on the following sheet. Elevation (ft): 172 Risk Category: II Basic Wind Speed (mph): 95 Exposure Category: C Kzt:1.00 Ke: 0.99 BASIC WIND ROOF SPEED ANGLE LOAD (mph) (degrees) CASE A B C D E F G H EOH GOH 0 to 5° 1 14.4 -7.4 9.5 -4.4 -17.2 -9.7 -12.0 -7.6 -24.1 -18.9 10° 1 16.1 -6.7 10.7 -3.9 -17.2 -10.5 -12.0 -8.1 -24.1 -18.9 15° 1 18.0 -6.0 12.0 -3.4 -17.2 -11.2 -12.0 -8.6 -24.1 -18.9 95 20° 1 19.9 -5.2 13.2 -2.9 -17.2 -12.0 -12.0 -9.1 -24.1 -18.9 25° 1 18.0 2.9 13.0 3.0 -8.0 -10.9 -5.7 -8.7 -14.9 -12.6 2 -3.0 -5.9 -0.9 -3.7 30° to 45° 1 16.1 11.0 12.7 8.7 1.2 -9.7 0.4 -8.4 -5.6 -6.5 2 16.1 11.0 12.7 8.7 6.2 -4.9 5.4 -3.5 -5.6 -6.5 Note: Wind load determined from pressures below will be multiplied by 0.6 (ASD load factor on wind loads) MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 FIGURE 28.6-1 SIMPLIFIED DESIGN WIND PRESSURE, P s30 (psf) (Exposure B at h=30 feet) Copyright © 2020 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to Vector Structural Engineering, of Southern California, LLP. and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. HORIZONTAL PRESSURES VERTICAL PRESSURES OVERHANGS ZONES Determination of SDC: Page 56 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:LINE LOADS Roof DL 26 psf Level Descriptions Seismic Snow 0 psf Label Height (ft)Wcontrol (lb) Vnorm (lb) Vredist (lb)Redist Fact k= 1 Floor DL 18 psf Roof 28 80941 11964 20036 1.67 Swihik=3625099 Wall DL 17 psf Upper Floor 10 135874 20084 12012 0.60 Period, T 0.24 sec 0 0 0 1.00 0 0 0 1.00 Total Weight (lb) 216816 Estimated Total Weight in Longitudinal Direction 213593 Total Base Shear (lb) 32049 Estimated Total Weight in Transverse Direction 216816 Percent difference in estimated weights 1.5% Seismic Line Loads Label Width Level Direction Number of times to include Roof Trib (ft) Floor Trib (ft) Wall Trib Height (ft) Ext Wall Length (ft) Other Weight (lb/ft) Total Weight (lb/ft) Total Force (lb/ft) Redist Factor Revised Force (lb/ft) Force Redist to 1 w1 51.5 Roof TRANS 1 24.5 3.25 144.5 792 117 1.67 196 NO w2 19 Roof TRANS 1 39.5 3.25 39 1140 169 1.67 282 NO w3 25 Roof TRANS 1 21 3.25 87.5 739 109 1.67 183 NO w4 5 Roof LONG 1 22 3.25 32 926 137 1.67 229 NO w5 11.5 Roof LONG 1 72.5 3.25 100.5 2368 350 1.67 586 NO w6 11 Roof LONG 1 97.5 3.25 22 2646 391 1.67 655 NO w7 10.5 Roof LONG 1 46 3.25 115.5 1804 267 1.67 447 NO w8 28.5 Upper Floor TRANS 1 2 22 8.25 81.5 849 126 0.60 75 NO w9 16 Upper Floor TRANS 1 15 22 8.25 45.5 1185 175 0.60 105 NO w10 7.5 Upper Floor TRANS 1 18.5 38 8.25 18 1502 222 0.60 133 NO w11 18.5 Upper Floor TRANS 1 38.5 18.5 8.25 51 1721 254 0.60 152 NO w12 18 Upper Floor TRANS 1 27 19 8.25 73.5 1617 239 0.60 143 NO w13 12 Upper Floor TRANS 1 18.5 5 11 411 61 1.00 61 YES w14 8.5 Upper Floor LONG 1 48.5 20 8.25 112 3469 513 0.60 307 NO w15 15 Upper Floor LONG 1 26 70 8.25 30 2217 328 0.60 196 NO w16 12.5 Upper Floor LONG 1 107 8.25 90.5 2941 435 0.60 260 NO w17 7.5 Upper Floor LONG 1 52 8.25 32 1950 288 0.60 172 NO w18 15 Upper Floor LONG 1 36 6.5 50 1304 193 1.00 193 YES w19 7 Upper Floor TRANS 1 35 22 8.25 46 2228 329 0.60 197 NO w20 1 0 0 0 1.00 0 NO Wind Line Loads Surface type 'C' is flat wall and 'D' is sloped roof, 'CP1' and 'CP2' represent parapets on only one side and both sides of the structure, respectively Label Roof Pitch /12 Mean Roof Height (ft) Surface Type 1 Equiv Height Exposed (ft) Surface Type 2 Equiv Height Exposed (ft) Roof Angle (°) Applied Interior Press 1 (psf) Applied Interior Press 2 (psf) Applied End Zone Press 1 (psf) Applied End Zone Press 2 (psf) Height & Exp Coeff, λ Total Int Unif Load (plf) Total End Zone Unif Load (plf) w1 12 30 C 3.25 D 11.5 45.0 17.92 12.32 22.54 15.40 1.40 199.92 250.36 w2 12 30 C 6.75 D 4 45.0 17.92 12.32 22.54 15.40 1.40 170.24 213.75 w3 12 30 C 3.25 D 11 45.0 17.92 12.32 22.54 15.40 1.40 193.76 242.66 w4 12 30 C 3.25 D 10.5 45.0 17.92 12.32 22.54 15.40 1.40 187.60 234.96 w5 12 30 C 7.25 45.0 17.92 0.00 22.54 0.00 1.40 129.92 163.42 w6 12 30 C 7.25 45.0 17.92 0.00 22.54 0.00 1.40 129.92 163.42 w7 12 30 C 4 D 10 45.0 17.92 12.32 22.54 15.40 1.40 194.88 244.16 w8 12 30 C 7 45.0 17.92 0.00 22.54 0.00 1.40 125.44 157.78 w9 12 30 C 5 D 2 45.0 17.92 12.32 22.54 15.40 1.40 114.24 143.50 w10 12 30 C 8.25 45.0 17.92 0.00 22.54 0.00 1.40 147.84 185.96 w11 12 30 C 8 45.0 12.32 0.00 15.40 0.00 1.40 98.56 123.20 w12 12 30 C 4 D 4 45.0 17.92 12.32 22.54 15.40 1.40 120.96 151.76 w13 12 30 C 2 45.0 17.92 0.00 22.54 0.00 1.40 35.84 45.08 w14 12 30 C 8 45.0 17.92 0.00 22.54 0.00 1.40 143.36 180.32 w15 12 30 C 8.25 45.0 17.92 0.00 22.54 0.00 1.40 147.84 185.96 w16 12 30 C 8.5 45.0 17.92 0.00 22.54 0.00 1.40 152.32 191.59 w17 12 30 C 4 D 15 45.0 17.92 12.32 22.54 15.40 1.40 256.48 321.16 w18 12 30 C 4 D 15 45.0 17.92 12.32 22.54 15.40 1.40 256.48 321.16 w19 12 30 C 8 45.0 17.92 0.00 22.54 0.00 1.40 143.36 180.32 w20 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Page 57 of 76 PROJECT:PROJECT NAME JOB NO.:C22026-083-201 SUBJECT:SHEAR WALL SHEET EXPLANATION rApplied =1 ri Loc Roof DL (psf) = 44 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 20 1.00 A-1ST Floor DL (psf) =12 Allowable Seismic Aspect Ratio = 3.5 1.00 A-2ND Allowable Wind Aspect Ratio = 3.5 r calculated in accordance with ASCE7-10 Section 12.3.4.1 Comb. Overstrength Factors: (Ω-0.5)/1.2 =2.08 LINE: A 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location Seis (lbs)Wind (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w1 10 Major 20 1.00 Offset 91.6 113.0 145.5 6 166 8 114 None 1.00 Offset 8 1.00 Above Plate h (ft)= 10 Total 916 1296 Include W for irregularities (above)?162 Max opening height (ft)= 10 Apply 2w/l reduction? Yes 100% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 1831 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 10 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem 'w'- edge dist) OTM (wind, seismic) (ft-lb) .6*RM (ft- lb) Aspect Ratio 2w/l Reduct. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall D (in) 3 2 P1 S1 CS16 4859 351 3.33 0.60 114 156 162 365 372 1502 1705 0.19 5 2 P1 S1 CS16 8098 976 2.00 1.00 114 260 162 365 372 1424 1705 0.18 Add'l Comments:Max:0.19 LINE: A 1ST STORY Rdl (ft) Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location Seis (lbs)Wind (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) Ltotal (ft)12 Fdl (ft)5 w3 10 Major 20 1.00 Offset 99.9 100.9 152.5 6 8 125 DL (plf) 160 None 1.00 Offset 8 Wall type P2 Opening (ft)4 A-2ND 1.00 Above 916 1296 HD STHD10 8"-Corner Plate h (ft)= 10 Total 1915 2305 Include W for irregularities (above)?126 T (lb) 1345 HD cap 2940 Max opening height (ft)= 4 Seis (plf) 367 Cap (plf) 380 Apply 2w/l reduction? Yes 50% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 3830 Wind (plf) 442 Cap (plf) 520 Opening elevation 2 Force Transfer @ Openings? Yes Wall DL (psf)= 10 Max allow. drift (in) 3 Strap (lb) 884 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem 'w'- edge dist) OTM (wind, seismic) (ft-lb) .6*RM (ft- lb) Aspect Ratio 2w/l Reduct. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall D (in) 3 PERF/FTAO SHEAR-WALL CALCULATIONS APPLY - SEE ABOVE 1.33 1.00 5 0.80 1.00 Add'l Comments:Max:0.00 Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Wind (Load vs. Allow.) 276 Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Perf/FTAO Wall Info Global ρ value applied Calculated ρ values and controlling locations Diaphragm shear calculations PERF/ FTAO wall calcs where applicable Loads applied along line, as calculated previously Aspect ratio limits Selection of wall type, 'No' for both means a segmented wall Type of wind zone reaction, see below Major reactionMinor Reaction Partial uniform load on simply supported beam Applied at end zones TYPE OF END ZONE LOAD w2 w1 LINE A LINE 1 LINE B LINE C LINE 2 (Recieves major reaction only) (Recieves minor reaction from both sides) (Recieves major reaction only) (Recieves major and minor reaction (both) Both reaction are equal to the total end zone load) (Recieves major and minor reaction (both) Both reaction are equal to the total end zone load) LOAD ABOVE LINE B1-2ND STORY Information on individual wall piers Total seismic shear appliedat level, for calculating ρ Appliedunit shears and unit shear capacities (reduced where appropriate) Required only for FTAO method Perforated or FTAO calculations Co factor when applicable Maximum unit shear and strap forces calculated by Diekmann method for FTAO walls Hold down informationfor global wall overturning Page 58 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:SHEAR WALLS rApplied =1.3 USE MAX RHO ri Loc Fp/Fx Roof DL (psf) = 26 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 1A-1ST 1.00 Floor DL (psf) = 18 Allowable Seismic Aspect Ratio = 3.5 1.00 1-2ND 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? LINE: 1 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w1 25.75 None 51.5 1.00 Offset 178.4 120.0 150.2 10.3 28 164 w2 9.5 None 19 1.00 Offset 256.9 102.1 128.2 6 28 87 1.00 Above Plate h (ft)= 6.5 Total 7035 4059 Include W for irregularities (above)?Yes 110 Max opening height (ft)= 6.5 35 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 12.5 Story V (K)= 18233 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 1.95 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 12.5 4 P4 (2) CS16 45725 7801 0.52 1.00 563 640 325 895 3034 3410 0.21 Add'l Comments:Max:0.21 LINE: 1A 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w9 4.5 Minor 16 1.00 Offset 95.3 68.5 86.1 6 20 None 1.00 Offset 1.00 Above Plate h (ft)= 8 Total 429 328 Include W for irregularities (above)?No Max opening height (ft)= 8 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Add'l Comments:Max: LINE: 1 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w19 3.5 Minor 7 1A-1ST 1.00 Offset 429 328 179.2 86.0 108.2 6 57 9.16667 127 w10 3.75 Major 7.5 1.00 Offset 120.8 88.7 111.6 6 82 9.16667 49 1-2ND 1.00 Above 7035 4059 Plate h (ft)= 9 Total 8544 5160 Include W for irregularities (above)?No 75 Max opening height (ft)= 9 45 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 9.16667 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.7 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 4.75 9 P6 S4 HDU11 39845 1654 1.89 1.00 932 980 563 1370 1040 8040 9335 0.57 4.41667 5 P6 S4 HDU11 37049 1103 2.04 0.98 932 962 563 1345 1040 8139 9335 0.60 Add'l Comments:Max:0.60 LINE: 2.3 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w2 9.5 Major 19 1.00 Offset 256.9 102.1 128.2 6 132 15 163 w3 12.5 Minor 25 1.00 Offset 166.6 116.3 145.6 6 21 15 139 1.00 Above Plate h (ft)= 6.5 Total 4522 2577 Include W for irregularities (above)?Yes 73 Max opening height (ft)= 6.5 98 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 6.08333 Story V (K)= 18233 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 1.95 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 6.08333 3 P5 HDU5 29396 1624 1.07 1.00 743 870 424 1040 4565 5645 0.31 Add'l Comments:Max:0.31 Perf/FTAO Wall Info 166 Seis (Load vs. Allow.) Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Loads from above Timber Framed Shearwall Calculations Line Loads (plf) 232 Wind (Load vs. Allow.) Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 59 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:SHEAR WALLS rApplied =1.3 USE MAX RHO ri Loc Fp/Fx Roof DL (psf) = 26 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 1A-1ST 1.00 Floor DL (psf) = 18 Allowable Seismic Aspect Ratio = 3.5 1.00 1-2ND 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Timber Framed Shearwall CalculationsLINE: 2 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w10 3.75 None 7.5 1.00 Offset 120.8 88.7 111.6 6 40 11 w11 18.5 None 18.5 2.3-2ND 0.75 Offset 3392 1932 138.4 59.1 73.9 6 40 170 1.00 Above Plate h (ft)= 8 Total 6406 3359 Include W for irregularities (above)?No 8 Max opening height (ft)= 8 76 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 9 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 9 P5 S4 HDU5 51246 2564 0.89 1.00 712 870 373 1040 1040 5409 5645 0.34 Add'l Comments:Max:0.34 LINE: 3 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w3 12.5 Major 25 1.00 Offset 166.6 116.3 145.6 6 155 6.33333 329 None 1.00 Offset 6.33333 1.00 Above Plate h (ft)= 10 Total 2082 1608 Include W for irregularities (above)?Yes 254 Max opening height (ft)= 10 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 6.33333 Story V (K)= 18233 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 3.16667 2 P3 (2) CS16 10410 518 3.16 0.86 329 419 254 586 3124 3410 0.41 3.16667 2 P3 (2) CS16 10410 518 3.16 0.86 329 419 254 586 3124 3410 0.41 HDU4 4565 Add'l Comments:Max:0.41 LINE: 3 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w12 18.25 Major 18.25 2.3-2ND 0.40 Offset 1809 1031 130.1 72.6 91.1 6 93 12.7467 364 w13 6 Minor 12 1.00 Offset 55.3 21.5 27.0 6 8 12.7467 26 3-2ND 1.00 Above 2082 1608 Plate h (ft)= 10 Total 6596 4193 Include W for irregularities (above)?No 192 Max opening height (ft)= 10 11 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 12.7467 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 7.41667 5 P4 S4 HDU5 38380 3329 1.35 1.00 517 640 329 895 1040 4726 5645 0.42 5.33 P4 S4 HDU5 27582 1124 1.88 1.00 517 640 329 895 1040 4964 5645 0.49 Add'l Comments:Max:0.49 LINE: 4 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w13 6 Major 12 1.00 Offset 55.3 21.5 27.0 6 25 None 1.00 Offset 1.00 Above Plate h (ft)= 8 Total 332 154 Include W for irregularities (above)?No Max opening height (ft)= 8 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) #VALUE! #VALUE! Add'l Comments:SEE ATTACHED HARDY FRAME CATALOG Max: Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 60 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:SHEAR WALLS rApplied =1.3 USE MAX RHO ri Loc Fp/Fx Roof DL (psf) = 26 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 1A-1ST 1.00 Floor DL (psf) = 18 Allowable Seismic Aspect Ratio = 3.5 1.00 1-2ND 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Timber Framed Shearwall CalculationsLINE: A 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w4 5 Major 5 1.00 Offset 208.5 112.6 141.0 6 68 9.58333 109 w5 3.25 Major 11.5 1.00 Offset 533.4 78.0 98.0 6 89 9.58333 181 1.00 Above Plate h (ft)= 8 Total 2776 973 Include W for irregularities (above)?Yes 66 Max opening height (ft)= 8 36 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 9.58333 Story V (K)= 18233 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 9.58333 1 P2 (2) CS16 22208 3463 0.83 1.00 290 380 102 520 1956 3410 0.21 HDU2 3075 Add'l Comments:Max:0.21 LINE: A 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w14 4.25 Major 8.5 1.00 Offset 279.1 86.0 108.2 6 86 22.1667 54 None 1.00 Offset 22.1667 A-2ND 1.00 Above 2776 973 Plate h (ft)= 8 Total 3962 1425 Include W for irregularities (above)?No 20 Max opening height (ft)= 8 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 22.1667 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 12.75 P1 S1 DTT2Z 18232 5146 0.63 1.00 179 260 64 365 372 1026 1825 0.18 9.41667 1.5 P1 S1 DTT2Z 13465 3612 0.85 1.00 179 260 64 365 372 1046 1825 0.20 Add'l Comments:Max:0.20 LINE: B.3 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w5 8.25 Minor 11.5 1.00 Offset 533.4 78.0 98.0 6 31 19.75 223 w6 9.5 Major 11 1.00 Offset 595.9 78.0 98.0 6 88 19.75 287 1.00 Above Plate h (ft)= 6.5 Total 10062 1503 Include W for irregularities (above)?Yes 34 Max opening height (ft)= 6.5 42 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 19.75 Story V (K)= 18233 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 1.95 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 19.75 2 P4 HDU2 65402 14753 0.33 1.00 509 640 76 895 2565 3075 0.19 Add'l Comments:Max:0.19 LINE: B 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w14 4.25 Minor 8.5 1.00 Offset 279.1 86.0 108.2 6 47 22 54 w15 13.5 Major 15 B.3-2ND 0.75 Offset 7546 1127 178.3 88.7 111.6 6 110 22 538 1.00 Above Plate h (ft)= 10 Total 11140 2847 Include W for irregularities (above)?No 19 Max opening height (ft)= 10 111 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 22 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 22 5 P4 S4 HDU4 111398 29289 0.45 1.00 506 640 129 895 1040 3732 4565 0.31 Add'l Comments:Max:0.31 Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 61 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:SHEAR WALLS rApplied =1.3 USE MAX RHO ri Loc Fp/Fx Roof DL (psf) = 26 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 1A-1ST 1.00 Floor DL (psf) = 18 Allowable Seismic Aspect Ratio = 3.5 1.00 1-2ND 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Timber Framed Shearwall CalculationsLINE: B.5 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w15 7.5 None 15 B.3-2ND 0.50 Offset 5031 751 178.3 88.7 111.6 6 12.5 610 w16 6.25 None 12.5 1.00 Offset 236.6 91.4 115.0 6 12.5 118 1.00 Above Plate h (ft)= 8 Total 7847 1988 Include W for irregularities (above)?No 113 Max opening height (ft)= 8 46 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 12.5 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 12.5 5 P5 S4 HDU4 62778 8219 0.64 1.00 628 870 159 1040 1040 4365 4565 0.28 Add'l Comments:Max:0.28 LINE: C 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w6 1.75 None 11 1.00 Offset 595.9 78.0 98.0 6 10.75 97 w7 10.5 None 10.5 1.00 Offset 406.3 116.9 146.5 6 10.75 397 1.00 Above Plate h (ft)= 6.5 Total 5309 1364 Include W for irregularities (above)?Yes 13 Max opening height (ft)= 6.5 114 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 10.75 Story V (K)= 18233 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 1.95 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 10.75 3 P4 (2) CS16 34510 5070 0.60 1.00 494 640 127 895 2739 3410 0.19 Add'l Comments:Max:0.19 LINE: C.1 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w15 1.5 Minor 15 B.3-2ND 0.33 Offset 3320 496 178.3 88.7 111.6 6 27 None 1.00 Offset 1.00 Above Plate h (ft)= 8 Total 3588 656 Include W for irregularities (above)?No Max opening height (ft)= 8 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Add'l Comments:Max: LINE: C.2 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w18 3.5 Major 15 1.00 Offset 175.4 153.9 192.7 6 186 None 1.00 Offset 1.00 Above Plate h (ft)= 8 Total 614 725 Include W for irregularities (above)?No Max opening height (ft)= 8 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 2.4 Add'l Comments:Max: Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 62 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:SHEAR WALLS rApplied =1.3 USE MAX RHO ri Loc Fp/Fx Roof DL (psf) = 26 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 1A-1ST 1.00 Floor DL (psf) = 18 Allowable Seismic Aspect Ratio = 3.5 1.00 1-2ND 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Timber Framed Shearwall CalculationsLINE: C 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w16 12.5 Major 12.5 C.1-1ST 1.00 Offset 3588 656 236.6 91.4 115.0 6 107 8.92 834 w17 7.5 Minor 7.5 C.2-1ST 1.00 Offset 614 725 156.9 153.9 192.7 6 93 8.92 218 C-2ND 1.00 Above 5309 1364 Plate h (ft)= 10 Total 13646 5243 Include W for irregularities (above)?No 214 Max opening height (ft)= 10 221 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 8.92 Story V (K)= 29164 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 5.25 3.5 8 DBL P5 S5 HD19 80316 2598 1.90 1.00 1530 1740 588 2080 1984 14803 16735 0.77 3.67 3.5 1 DBL P5 S5 HD19 56144 875 2.72 0.91 1530 1582 588 1892 1984 15060 16735 0.97 Add'l Comments:Max:0.97 LINE: D 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w18 11.25 Major 15 1.00 Offset 175.4 153.9 192.7 6 186 7.75 255 None 1.00 Offset 7.75 1.00 Above Plate h (ft)= 13 Total 1974 1918 Include W for irregularities (above)?No 247 Max opening height (ft)= 13 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 7.75 Story V (K)= 29164 Opening elevation 4.33 Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 3.9 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall d (in) 7.75 P3 S3 25659 3089 1.68 1.00 255 490 247 685 744 2912 Add'l Comments:Max: Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Wind (Load vs. Allow.) 276 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 63 of 76 13 Shear Wall Systems Model Number Net Height H (in) Concrete Compressive Strength f’c (psi) HD Bolt Dia (in) and Grade 3 Applied Axial Load 4 Seismic R=6.5, Cd =4.0 Wind Allowable In-Plane Shear V 5 (lbs) Drift at V 5 (in)Uplift at V 5, 6 (lbs) Allowable In-Plane Shear V 5 (lbs) Drift at V 5 (in)Uplift at V 5, 6 (lbs) HFX-24x9 104 1/4 2,500 1 1/8” STD 1,000 3,140 0.175 17,810 3,525 0.197 20,4903,5006,500 1 1/8” HS 1,000 5,230 0.294 35,310 6,015 0.338 45,935 3,500 5,910 0.332 44,165 6,500 5,755 0.324 41,850 3,000 1 1/8” STD 1,000 3,140 0.175 17,270 3,620 0.202 20,3803,500 6,500 1 1/8” HS 1,000 5,230 0.294 32,375 6,350 0.357 43,1953,500 6,500 4,000 1 1/8” STD 1,000 3,140 0.175 16,680 3,685 0.206 19,9253,5006,500 1 1/8” HS 1,000 5,230 0.294 29,900 6,350 0.357 38,1053,5006,500 HFX-32x9 104 1/4 2,500 7/8” STD 1,000 2,190 0.181 9,320 2,500 0.207 10,630 3,500 1,910 0.158 8,130 1,910 0.158 8,1306,500 1,205 0.100 5,130 1,205 0.100 5,130 7/8” HS 1,000 2,655 0.220 11,295 2,655 0.220 11,295 3,500 2,065 0.171 8,795 2,065 0.171 8,7956,500 1,360 0.113 5,795 1,360 0.113 5,795 3,000 7/8” STD 1,000 2,190 0.181 9,320 2,665 0.221 11,3503,500 2,195 0.182 9,335 6,500 1,490 0.123 6,335 1,490 0.123 6,335 7/8” HS 1,000 3,230 0.268 13,755 3,230 0.268 13,7553,500 2,645 0.219 11,255 2,645 0.219 11,255 6,500 1,940 0.161 8,255 1,940 0.161 8,255 4,000 7/8” STD 1,000 2,190 0.181 9,320 2,665 0.221 11,3503,500 2,550 0.211 10,8456,500 1,845 0.152 7,845 1,845 0.153 7,845 7/8” HS 1,000 3,885 0.322 16,530 4,310 0.357 18,3303,500 3,720 0.308 15,830 3,720 0.308 15,8306,500 3,015 0.250 12,830 3,015 0.250 12,830 HFX-44x9 104 1/4 2,500 7/8” STD 1,000 2,745 0.121 8,005 3,405 0.151 9,930 3,500 2,870 0.127 8,3656,500 1,840 0.081 5,365 1,840 0.081 5,365 7/8”HS 1,000 3,995 0.177 11,645 3,995 0.177 11,645 3,500 3,135 0.139 9,145 3,135 0.139 9,1456,500 2,105 0.093 6,145 2,105 0.093 6,145 3,000 7/8” STD 1,000 2,745 0.121 8,005 3,405 0.151 9,9303,500 3,220 0.142 9,385 6,500 2,190 0.096 6,385 2,190 0.097 6,385 7/8” HS 1,000 4,860 0.215 14,175 4,860 0.215 14,1753,500 4,005 0.177 11,675 4,005 0.177 11,675 6,500 2,975 0.132 8,670 2,975 0.132 8,670 4,000 7/8” STD 1,000 2,745 0.121 8,005 3,405 0.151 9,9303,5006,500 2,625 0.116 7,655 2,625 0.116 7,655 7/8” HS 1,000 5,260 0.233 15,340 6,525 0.289 19,0303,500 5,670 0.251 16,5306,500 4,640 0.206 13,530 4,640 0.205 13,530 HFX-12x10 116 1/4 2,500 1 1/8” STD 1,000 1,175 0.273 19,595 1,175 0.273 19,595 3,500 1,080 0.252 17,005 1,080 0.252 17,0056,500 965 0.225 14,325 965 0.225 14,325 1 1/8” HS 1,000 1,175 0.274 19,595 1,175 0.275 19,595 3,500 1,080 0.253 17,005 1,080 0.253 17,0056,500 965 0.226 14,325 965 0.226 14,325 3,000 1 1/8” STD 1,000 1,185 0.276 17,740 1,340 0.313 21,575 3,500 1,325 0.308 21,075 6,500 1,215 0.283 18,375 1 1/8” HS 1,000 1,350 0.316 21,810 1,415 0.331 23,7503,500 1,325 0.310 21,075 1,325 0.310 21,075 6,500 1,215 0.284 18,375 1,215 0.284 18,375 4,000 1 1/8” STD 1,000 1,185 0.276 16,095 1,485 0.346 21,6153,5006,500 1 1/8” HS 1,000 1,350 0.316 19,015 1,900 0.444 32,0653,500 1,805 0.423 29,2756,500 1,695 0.397 26,380 Table 1.1A MiTek® Hardy Frame® Installation - on Concrete1,2 Page 64 of 76 51 Shear Wall Systems Typical Details HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x1-1/8-STD-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA RodDiaRodGradeStirrupsAnchoragePanelWidth12,3BB-RA leShear Ties Model45679 (in) (in)a1Ca2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 23 158 - # 4 14 - # 4 13 - # 4 18 - # 4 19-3/4 20-5/8 11 # 4 (min) @ 4" OC 16 - # 4 # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 - # 4 HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x1-1/8-STD-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA RodDiaRodGradeStirrupsAnchoragePanelWidth12,3RA leShear Ties Model45679 (in) (in)a1Ca2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD8 - # 4 10 - # 4 19-3/4 20-5/8 # 4 (min) @ 4" OC # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 1511 9 - # 4 11 - # 4 12 - # 4 1-1/8-STD-13-19 1-1/8-HS-20-30 1-1/8-STD-14-20 1-1/8-HS-20-30 RodDia RodGradeAnchoragePanel12,3 UA Model 4 5 6a1Ca2C 78" - 10' 78" - 13' 14' - 20' 78" - 13' 14' - 20' 1-1/8 HS STD HS STD HS STD 20 HFX-12x 13 20 14HFX-15x, 18x HFX-15x, 18xBalloon HFX-21x, 24x HFX-21x, 24xBalloon 1-1/8-STD-14-20 1-1/8-HS-23-34 1-1/8-HS-20-30 HFX-9x 14 23 20 Height 30 19 30 20 20 34 30 1-1-2018 HFX1 DATE:ANCHORAGE DETAILS - HFX PANELSREVISIONS DATE 1.DESIGNS ARE TO RESIST LOADING PER ACI 318-14, SECTION17.2.3.4.3.2.STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITHDOUBLE NUTS ON THE EMBED END.3.HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7WITH A 1/2"X3"X3"(MIN) HFPW PLATE WASHER INSTALLED WITHDOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED).4.LE = LENGTH OF EMBEDMENT FROM THE TOP OF FOOTING ORGRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OFTHE EMBEDDED HFPW PLATE WASHER @ HS ANCHORS)5.CA1 = DISTANCE FROM HD CENTERLINE TO THE END OF THEFOOTING OR GRADE BEAM.6.CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONTAND THE BACK FACE OF THE FOOTING OR GRADE BEAM.7.SHEAR TIES ARE GRADE 60 (MIN) REBAR AND REQUIRED FORNEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F'C = 2,500PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FORUA AND RA, 12 INCH (MIN) WIDTH FOR BB-RA.8.FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED ATSTEM WALLS. SHEAR TIES ARE NOT REQUIRED FORINSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATIONON WOOD FRAMING, OR FOR IRC BRACED WALL PANELAPPLICATIONS.9.STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE ANDSPACING. SEE “STIRRUP LAYOUT” DIAGRAMS AND “KEY” FORLAYOUT PATTERNS.10.CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-14,SECTION 17.7.1 BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE1-1/8 - STD - BB - RA ROD GRADE"BACK TO BACK" INSTALLATIONREINFORCED ANCHORAGE ROD DIAMETER REINFORCED ANCHORAGE NOMENCLATURE1-1/8 - STD - RA ROD GRADEREINFORCED ANCHORAGE ROD DIAMETER UNREINFORCED ANCHORAGE NOMENCLATURE1-1/8 - STD - 14 - 20 ROD GRADEEMBEDMENT DEPTH ( )END & EDGE DISTANCE ( & ) ROD DIAMETER a1le C a2 le & C 2-3/4" FORPANEL ON CONCRETE A 18-3/4" 15-3/4" 12-3/4" 9-3/4" 8-1/2" 5-1/2"1-3/4" 2-5/8" 9" 12" 15" 18" 21" 24" HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x A HFX-18x HFX-9x HFX-21xHFX-24xHFX-18x HFX-9xHFX-12xHFX-15x HFX-21xHFX-24x KEY 4" Min. 2'-6"Ca1 Ca2 26" Min Ca2 Ca222" MinCa2 Ca2 Ca2 Ca1 Ca1 Ca1 Min. 2'-6" le + 1" 734" 1"RADIUS 734" 1"RADIUS 135° BEND135° BEND212" (Min) Over-Lap LENGTH(1A/HFX1) RADIUS: # 3 = 3 14" Min# 4 = 4 14" Min16" 13" Min15" Max9" Min11" Max LENGTH(1A/HFX1) RADIUS: # 3 = 1 12" Min# 4 = 2" Min 212" (Min) Over-Lap LENGTH RADIUS: # 3 = 1 12" Min# 4 = 2" Min 212" (Min) Over-Lap B A B HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x 7-1/2" 10-1/2" 12" 15" 18" 21" Length NOT REQUIRED WHENSHEAR TIES 79.5" - 8' TOP OF CONCRETE A = 2-1/2" o.c. B = 1-1/4" ea Side of HD KEY A = 3" o.c. B = 1-1/2" ea Side of HD A.#4 (Min) Longitudinal RebarTop and Bottom by EORB.le - 3"C.le per TableD.le + 7"E.CL = 10" Min, 12" MaxF.2'-2" (Min)G.±1" From Top of Concreteto CL of Shear TieH.1" CL @ Upper Two TiesI.Shear Ties per TableJ.2'-6" (Min) UNO by EORK.Stirrups per TableL.Ca1 per Table 4" A B C F E A B C D F E D CURB @ OUTSIDE CORNERCONTINUOUS FOOTING CURB (12" MIN WIDTH) EXTERIOR SLAB INTERIOR SLAB CURB @ OUTSIDE CORNERCONTINUOUS FOOTING CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB B C D H G K I A L B C D G K I A L B C D D E C A.#4 (Min) Longitudinal RebarTop and Bottom by EORB.12" MinC.15" MinD.22" MinE.CL = 6" Min, 8" MaxF.1'-10" (Min)G.±1" From Top of Concreteto CL of Shear TieH.1" CL @ Upper Two TiesI.Shear Ties per TableJ.2'-6" Min UNO by EORK.Stirrups per TableL.Ca1 per Table A.Shear Ties per UA TableB.10" Max or per PlansC.le per TableD.Ca2 per TableE.±1" from Top of Concreteto CL of Shear TieF.1" CL @ Upper Two TiesG.Shear Ties per RA Tablewhen Top of Concrete is≥8" above Top of SlabH.12" MinI.Ca1 per Table J J HF B7 A 1.ANCHORAGE IS DESIGNED FOR TENSION ANDSHEAR TRANSFER ONLY, FOUNDATION DESIGNPER EOR. 2.REINFORCEMENT SHOWN IS THE MINIMUM REQUIREMENT AND IS NOT INTENDED TOREPLACE REINFORCEMENT DESIGNED BY THEEOR. 3.FOR RA AND BB-RA INSTALLATIONS, THEHFXBB BOLT BRACE MAY BE PLACED ON TOPOF THE STIRRUPS WITH DOUBLE-NUTSINSTALLED AT EMBED END OF STANDARD GRADE ANCHOR RODS. (NOTE:12" x 3" x 3" MIN.HFPW PLATE WASHERS ARE REQUIRED TO BE DOUBLE-NUTTED AT EMBED END OF HIGH STRENGTH ANCHOR RODS.) 4.HIGH STRENGTH ALL-THREAD RODS PROVIDED BY HARDY FRAMES ARE STAMPED ON BOTH ENDS. WidthModelModel EDGE VIEW 2 - # 3 1 - # 3 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) H G F H I I Edge DistanceEnd Distance 2-3/8" 6-1/4" 7-3/8" 8-3/8" 9-3/8" 10-3/8" 2-3/8" 3-1/2" 4-1/4" 5" 5-1/2" 6" Shear Ties 7,8 ≥≥ HFX-12xHFX-15x 123 A B 1A 1B 2A 2B 3A 3B HFX ANCHOR CENTERLINES IMPORTANT NOTESUA SECTIONS & ELEVATIONS UA SHEAR TIESRA SHEAR TIES & STIRRUPS RA SECTIONS & ELEVATIONSBB-RA SECTIONS & ELEVATIONS BB-RA SHEAR TIES & STIRRUPS UNREINFORCED ANCHORAGE (UA)REINFORCED ANCHORAGE (RA)BACK TO BACK REINFORCED ANCHORAGE (BB-RA)TABLE NOTES IMPORTANT! Page 65 of 76 Hardy Frame Grade beam results SK - 1 Apr 13, 2020 at 3:46 PM Hardy Frame Grade Beam Footing ... N3 N4 N9 N10 22388lb -22388lb Y XZ Loads: BLC 3, LAT Page 66 of 76 SK - 2 Apr 13, 2020 at 3:47 PM Hardy Frame Grade Beam Footing ... R3D_N3 R3D_N4 N3 N4 N5 N6 -22323.556lb -64.444lb-ft22323.556lb -64.444lb-ft XZ Loads: EL - Earthquake Load Page 67 of 76 SK - 3 Apr 13, 2020 at 3:48 PM Hardy Frame Grade Beam Footing ... R3D_N3 R3D_N4 N3 N4 N5 N6 Typical #4@8in (B) #4@10in(T) Typical #4 @ 1 2 in (B ) #4 @ 6 in (T )XZ Results for LC 3, 1.2 DL + EL Page 68 of 76 SK - 4 Apr 13, 2020 at 3:48 PM Hardy Frame Grade Beam Footing ... N3 N4 R3D_N3 R3D_N4 N6 N5 XZ Soil Pressure psf 1260 1120 980 840 700 560 420 280 140 .001 0 Results for LC 3, 1.2 DL + EL Page 69 of 76 SK - 5 Apr 13, 2020 at 3:48 PM Hardy Frame Grade Beam Footing ... N3 N4 R3D_N3 R3D_N4 N6 N5 XZ Displacement in .145 .12 .095 .07 .045 .02 -.005 -.03 -.055 -.08 -.105 Results for LC 3, 1.2 DL + EL Page 70 of 76 SK - 6 Apr 13, 2020 at 3:49 PM Hardy Frame Grade Beam Footing ... N3 N4 R3D_N3 R3D_N4 N6 N5 XZ Moment Z lb-ft per ft 1010 810 610 410 210 10 -190 -390 -590 -790 -990 Results for LC 3, 1.2 DL + EL Page 71 of 76 Company :Apr 13, 2020 3:49 PMDesigner : Job Number :Checked By:_____ Model Name : (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Mesh Size (in) Subgrade Modulus (k/ft^3) Allowable Bearing (psf) (Gross Allowable) Max Iterations Merge Tolerance (in) Solver Coefficient of Friction 5 100 24 100 1333 10 .12 Sparse Accelerated .3 No. of Shear Regions Shear Region Spacing Increment (in) Min 1 Bar Dia Spacing for Beams? Optimize footings for OTM / Sliding? Parme Beta Factor Concrete Stress Block Concrete Rebar Set Concrete Code 4 4 No No .65 Rectangular ASTM A615 ACI 318-11 Point Loads and Moments (Cat 3 : EL) Label Direction Magnitude[lb,lb-ft] 1 R3D_N3 Y -22323.556 2 R3D_N3 MZ -64.444 3 R3D_N4 Y 22323.556 4 R3D_N4 MZ -64.444 Slab Rebar Parameters Label Top Bar Bottom Bar Max Top Bar S...Min Top Bar S...Max Bot Bar S...Min Bot Bar S... Spacing In... Rebar Options 1 Typical #4 #4 12 6 12 6 2 Optimize 2 T&B #5 #5 6 3 6 3 4 Optimize Soil Properties Label Overburden[psf] Passive[lb] Friction Coefficient Gross/Net 1 Footing 1 100 0 .3 Gross Slabs Label Thickness [in] Material Local Axis Angle [deg] Analysis Offset [in] 1 S1 24 Conc2500NW 0 0 Strip Reinforcing Label UC Top Top Bars Governing Desig... UC Bot Bot Bars/...Governin...UC Shear Governin... 1 DS1 .027 #4@10in DS1-X13 .088 #4@8in DS1-X38 .065 DS1-X50 2 DS2 0 #4@6in DS2-X25 0 #4@12in NA 0 DS2-X25 RISAFoundation Version 9.0.0 Page 1 [C:\...\...\...\...\...\...\...\...\...\...\Hardy Frame Grade Beam Footing - Line 4.r3d] Page 72 of 76 PROJECT:Frye Residence JOB NO.:C22026-083-201 SUBJECT:FOOTINGS AND FOUNDATIONS EFP 35 psf FOOTINGS f'c 2500 psi Assumed Soil Bearing Pressure fy 60000 psi q= 1500 psf Continuous Footings: Title Width (in)Depth (in)Loads (plf)#4 Bars CF1.5 15 10 1875 2 CF1.8 20 10 2500 2 CF2.0 24 12 3000 3 CF2.5 30 12 3750 4 CF3.0 36 12 4500 4 CF3.5 42 12 5250 5 CF4.0 48 12 6000 6 CF1.0 12 12 1500 2 CF1.25 15 12 1875 2 Spread Footings Title Width (in) Depth (in)Loads (lb)#4 Bars F1.5 18 12 3375 2 F2.0 24 12 6000 3 F2.5 30 12 9375 4 F3.0 36 12 13500 4 F3.5 42 12 18375 5 F4.0 48 12 24000 6 F4.5 54 12 30375 6 F5.0 60 12 37500 7 F5.5 66 12 45375 8 Copyright © 2018 Vector Structural Engineering of Southern California, LLP. This Excel workbook contains proprietary information belonging to VVector Structural Engineering of Southern California, LLP.and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering of Southern California, LLP. Page 73 of 76 Page 74 of 76 Page 75 of 76 Page 76 of 76 1-19-2021