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HomeMy WebLinkAboutSTRUCTURAL CALCS - 22-00663 - Juniper Sands Apartments - Bldg #4 - 56 UnitsFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Juniper Sands Apartments - Phase 2 Client: GPC Architects Project No.: IF22-029 Date: Engineer : SEAL: FSE August 19, 2022 STRUCTURAL CALCULATIONS CMR 08/31/2022 BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 1 of 78Page 1 of 79Page 1 of 79 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: 4-ply built-up roofing w/o gravel 2.5 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 1/2" gypboard 2.2 mechanical/miscellaneous 9.1 DL =20.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Floor Loads: floor coverings 3.5 1.5" gypcrete 12.5 3/4" plywood or OSB 2.5 wood joists at 16" o.c.3.5 10" batt insulation (R-30)1.0 1/2" gypboard 2.2 mechanical/miscellaneous 4.8 DL =30.0 psf LL joist LL beam TL LL (residential) =40 psf L/600 L/360 L/240 LL (balconies/decks) =60 psf L/600 L/360 L/240 LL (Corridors/hallway) =100 psf L/600 L/360 L/240 DL (Corridors/hallway) =55.0 psf L/600 L/360 L/240 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 2.8 DL =14.0 psf L/240 brick veneer 40.0 (where brick veneer occurs) DL =50.0 psf L/360 Interior Walls: 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 1.5 DL =10.0 psf L/240 Design Gravity Loads deflection limits deflection limits deflection limits deflection limits FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 2 of 78Page 2 of 79Page 2 of 79 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.142 g SS .................0.366 g Design Spectral Response Accelerations: SD1 .................0.220 g SDS .................0.368 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.057 954.9 kips Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................30.9 psf Roof (net uplift-zone 1).................12.9 psf Roof (uplift-zone 2).................41.3 psf Roof (net uplift-zone 2).................23.3 psf Walls (zone 4).................26.9 psf Walls (zone 5).................31.5 psf Parapet .................89.6 psf Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Seismic Design Category ....................................... Seismic Weight, W ................................................ Lateral System FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 3 of 78Page 3 of 79Page 3 of 79 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Presumptive Load-Bearing Values (Table 1806.2) 1500 psf 100 pcf 0.25 Lateral Soil Load (Table 1610.1) 45 pcf 60 pcf 36 inches Foundation Design Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 4 of 78Page 4 of 79Page 4 of 79 GRAVITY DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 5 of 78Page 5 of 79Page 5 of 79 CC DD EE FF HH 1 1 4 4 5 5 8 8 2 2 GG 6 6 BB 7 7 3 3 AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K SC A L E : 1 / 8 " = 1 ' - 0 " RO O F F R A M I N G P L A N J1 J2 J3 J4 B407 B4 0 1 B4 0 2 B4 0 3 B4 0 2 B4 0 1 B4 0 4 B4 0 4 B4 0 4 B4 0 4 B4 0 5 B4 0 5 B4 0 5 B4 0 5 B4 0 6 B4 0 6 B4 0 6 B4 0 6 B4 0 3 B4 0 3 B4 0 2 B4 0 1 B409B408 B4 1 0 B4 1 1 B4 1 0 B4 1 0 B4 1 0 B4 1 0 B4 1 0 B4 1 0 .5 6 4 1. 3 B4 B2 B2 B4 B1 B1 B1 B1 B2 B4 B 1 B2 B 1 B4 B2 B5 B2 B2 B4 B1 B1 B1 B1 B4 B 1 B 1 B 1 B 1 B5 B5 B5 B5 B5 B5 B5 B 5 B 5 B 5 B 5 B2 B2 B2 B2 B2 B2 B2 B2 B2 B2 B2 B2 B2 1. 5 3. 5 7 B5 B5 B5 B5 B5 B5 B5 B4 B4 B4 B4 B4 B4 B4 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 6 of 78Page 6 of 79Page 6 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)510 @ 2 1/2"3281 (3.50")Passed (16%)--1.0 D + 1.0 S (All Spans) Shear (lbs)416 @ 1' 3/4"1915 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1372 @ 5' 9 1/2"2334 Passed (59%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.159 @ 5' 9 1/2"0.372 Passed (L/842)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.194 @ 5' 9 1/2"0.558 Passed (L/689)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"93 116 417 510 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"93 116 417 510 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 1" o/c Bottom Edge (Lu)11' 7" o/c Dead Roof Live Snow Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 11' 7"12"16.0 20.0 72.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J1 1 piece(s) 2 x 10 DF No.2 @ 12" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 7 of 78Page 7 of 79Page 7 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)491 @ 2 1/2"3281 (3.50")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)359 @ 9"1139 Passed (32%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)587 @ 2' 9 1/2"975 Passed (60%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.069 @ 2' 9 1/2"0.172 Passed (L/894)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.085 @ 2' 9 1/2"0.258 Passed (L/731)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"89 112 402 491 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"89 112 402 491 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)5' 7" o/c Dead Roof Live Snow Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 5' 7"24"16.0 20.0 72.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J3 1 piece(s) 2 x 6 DF No.2 @ 24" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 8 of 78Page 8 of 79Page 8 of 79 Mark:B401 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1140 lbs Span (ft) =5.0 roof 20 35 16.5 578 908 RLL = 2074 lbs lu (ft) =5.0 floor 40 40 0 0 0 RTL (left)=3214 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 3.5 252 252 RDL = 1140 lbs CD =1.00 830 plf 1286 plf RLL = 2074 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3214 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =80 psi 45% 154 psi 58% 94 psi 35% 43 psi 16% 205 psi 72% Fb =986 psi 2372 psi 2391 psi 2396 psi 2874 psi fb-max (psi) =751 psi 76% 1645 psi 69% 1003 psi 42% 408 psi 17% 2732 psi 95% E (psi) = LL deflection =0.02'' 15% 0.06'' 35% 0.04'' 22% 0.01'' 7% 0.12'' 72% TL deflection =0.04'' 15% 0.09'' 37% 0.06'' 22% 0.02'' 8% 0.19'' 75% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Mark:B402 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 684 lbs Span (ft) =3.0 roof 20 72 16.5 1188 1518 RLL = 2160 lbs lu (ft) =3.0 floor 40 40 0 0 0 RTL (left)=2844 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 3.5 252 252 RDL = 684 lbs CD =1.00 1440 plf 1896 plf RLL = 2160 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2844 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =117 psi 65% 152 psi 57% 65 psi 24% 27 psi 10% 154 psi 54% Fb =1076 psi 2387 psi 2394 psi 2398 psi 2880 psi fb (psi) =974 psi 91% 1365 psi 57% 533 psi 22% 217 psi 9% 1451 psi 50% E (psi) = LL deflection =0.02'' 17% 0.03'' 26% 0.01'' 8% 0.00'' 3% 0.03'' 27% TL deflection =0.02'' 15% 0.03'' 23% 0.01'' 7% 0.00'' 2% 0.04'' 24% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) 2133 ft-lbs B402 2x8 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 B401 2x10 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi Douglas Fir #2 ASD design per NDS 2015 Wood Beam / Header EA 4017 ft-lbs 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 9 of 78Page 9 of 79Page 9 of 79 Mark:B403 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1190 lbs Span (ft) =6.5 roof 16 35 15 525 765 RLL = 3929 lbs lu (ft) =6.5 floor 41 40 0 0 0 RTL (left)=5119 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 9.5 684 684 RDL = 1190 lbs CD =1.00 1209 plf 1575 plf RLL = 3929 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =5119 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)3x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =65 psi 36% 171 psi 65% 128 psi 48% 75 psi 28% 175 psi 61% Fb =898 psi 2337 psi 2385 psi 2395 psi 2639 psi fb-max (psi) =631 psi 70% 1738 psi 74% 1443 psi 60% 845 psi 35% 1896 psi 72% E (psi) = LL deflection =0.03'' 16% 0.09'' 41% 0.09'' 40% 0.05'' 23% 0.10'' 45% TL deflection =0.04'' 14% 0.12'' 36% 0.11'' 35% 0.07'' 20% 0.13'' 39% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B404 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 333 lbs Span (ft) =3.0 roof 16 35 6 210 306 RLL = 1017 lbs lu (ft) =3.0 floor 41 40 0 0 0 RTL (left)=1350 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 6.5 468 468 RDL = 333 lbs CD =1.00 678 plf 900 plf RLL = 1017 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1350 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =85 psi 47% 72 psi 27% 31 psi 12% 13 psi 5% 73 psi 26% Fb =1166 psi 2387 psi 2394 psi 2398 psi 2880 psi fb (psi) =803 psi 69% 648 psi 27% 253 psi 11% 103 psi 4% 689 psi 24% E (psi) = LL deflection =0.02'' 19% 0.01'' 12% 0.00'' 4% 0.00'' 1% 0.01'' 13% TL deflection =0.02'' 16% 0.02'' 11% 0.01'' 3% 0.00'' 1% 0.02'' 11% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x10.5 GLB 5.125x9 GLB 8.75x9 GLB 8318 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B403 1.75x9.5 SCL: 26F 2.0E LVL 1013 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B404 2x6 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 10 of 78Page 10 of 79Page 10 of 79 Mark:B405 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 722 lbs Span (ft) =6.5 roof 16 35 6 210 306 RLL = 2204 lbs lu (ft) =6.5 floor 41 40 0 0 0 RTL (left)=2925 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 6.5 468 468 RDL = 722 lbs CD =1.00 678 plf 900 plf RLL = 2204 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2925 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =62 psi 34% 151 psi 57% 92 psi 35% 43 psi 16% 100 psi 35% Fb =894 psi 2363 psi 2388 psi 2395 psi 2639 psi fb-max (psi) =601 psi 67% 1947 psi 82% 1187 psi 50% 483 psi 20% 1083 psi 41% E (psi) = LL deflection =0.03'' 15% 0.14'' 64% 0.08'' 39% 0.03'' 13% 0.05'' 25% TL deflection =0.04'' 13% 0.18'' 56% 0.11'' 34% 0.04'' 12% 0.07'' 22% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B406 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 668 lbs Span (ft) =4.0 roof 16 35 13 455 663 RLL = 2638 lbs lu (ft) =4.0 floor 41 40 0 0 0 RTL (left)=3306 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 12 864 864 RDL = 668 lbs CD =1.00 1319 plf 1653 plf RLL = 2638 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3306 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =73 psi 41% 145 psi 55% 89 psi 33% 39 psi 15% 199 psi 70% Fb =987 psi 2378 psi 2392 psi 2397 psi 2877 psi fb (psi) =618 psi 63% 1354 psi 57% 826 psi 35% 336 psi 14% 2248 psi 78% E (psi) = LL deflection =0.02'' 12% 0.04'' 29% 0.02'' 18% 0.01'' 6% 0.08'' 59% TL deflection =0.02'' 10% 0.05'' 24% 0.03'' 15% 0.01'' 5% 0.10'' 49% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Wood Beam / Header ASD design per NDS 2015 EA 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB 4753 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B405 1.75x9.5 SCL: 26F 2.0E LVL 3306 ft-lbs A E 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B406 2x10 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 11 of 78Page 11 of 79Page 11 of 79 Mark:B407 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 435 lbs Span (ft) =5.0 roof 16 35 3 105 153 RLL = 263 lbs lu (ft) =5.0 floor 41 40 0 0 0 RTL (left)=698 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.0 72 0 0 0 RDL = 435 lbs CD =1.00 105 plf 279 plf RLL = 263 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =698 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =52 psi 29% 45 psi 17% 20 psi 8% 9 psi 4% 44 psi 16% Fb =1164 psi 2379 psi 2391 psi 2396 psi 2874 psi fb-max (psi) =692 psi 59% 558 psi 23% 218 psi 9% 89 psi 4% 593 psi 21% E (psi) = LL deflection =0.02'' 13% 0.01'' 9% 0.00'' 3% 0.00'' 1% 0.02'' 9% TL deflection =0.06'' 24% 0.04'' 16% 0.01'' 5% 0.00'' 2% 0.04'' 16% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B408 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 392 lbs Span (ft) =7.0 roof 16 35 7 245 357 RLL = 2254 lbs lu (ft) =7.0 floor 41 40 0 0 0 RTL (left)=2646 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.0 57 7 399 399 RDL = 392 lbs CD =1.00 644 plf 756 plf RLL = 2254 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2646 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x14 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =68 psi 38% 139 psi 52% 85 psi 32% 40 psi 15% 68 psi 24% Fb =791 psi 2360 psi 2387 psi 2395 psi 2536 psi fb (psi) =633 psi 80% 1897 psi 80% 1156 psi 48% 470 psi 20% 675 psi 27% E (psi) = LL deflection =0.04'' 16% 0.18'' 75% 0.11'' 46% 0.04'' 16% 0.04'' 15% TL deflection =0.04'' 13% 0.21'' 59% 0.13'' 36% 0.04'' 12% 0.04'' 12% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 872 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B407 2x6 Douglas Fir #2 4631 ft-lbs A E 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B408 1.75x11.875 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 12 of 78Page 12 of 79Page 12 of 79 Mark:B409 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 204 lbs Span (ft) =4.0 roof 20 35 3 105 165 RLL = 210 lbs lu (ft) =4.0 floor 40 40 0 0 0 RTL (left)=414 lbs LL Deflection < L /360 wall 14 0 3 0 42 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 204 lbs CD =1.00 105 plf 207 plf RLL = 210 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =414 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =29 psi 16% 25 psi 9% 11 psi 4% 5 psi 2% 25 psi 9% Fb =1165 psi 2383 psi 2392 psi 2397 psi 2877 psi fb-max (psi) =328 psi 28% 265 psi 11% 103 psi 4% 42 psi 2% 282 psi 10% E (psi) = LL deflection =0.01'' 7% 0.01'' 4% 0.00'' 1% 0.00'' 0% 0.01'' 5% TL deflection =0.02'' 9% 0.01'' 6% 0.00'' 2% 0.00'' 1% 0.01'' 6% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B410 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 684 lbs Span (ft) =4.0 roof 20 35 15 525 825 RLL = 1050 lbs lu (ft) =4.0 floor 40 40 0 0 0 RTL (left)=1734 lbs LL Deflection < L /360 wall 14 0 3 0 42 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 684 lbs CD =1.00 525 plf 867 plf RLL = 1050 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1734 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =83 psi 46% 104 psi 39% 47 psi 18% 21 psi 8% 104 psi 37% Fb =1074 psi 2383 psi 2392 psi 2397 psi 2877 psi fb (psi) =792 psi 74% 1110 psi 47% 433 psi 18% 176 psi 7% 1179 psi 41% E (psi) = LL deflection =0.02'' 15% 0.03'' 22% 0.01'' 7% 0.00'' 2% 0.03'' 23% TL deflection =0.03'' 16% 0.05'' 25% 0.02'' 8% 0.01'' 3% 0.05'' 26% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 414 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B409 2x6 Douglas Fir #2 1734 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B410 2x8 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 13 of 78Page 13 of 79Page 13 of 79 Mark:B411 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1112 lbs Span (ft) =6.5 roof 20 35 15 525 825 RLL = 1706 lbs lu (ft) =6.5 floor 41 40 0 0 0 RTL (left)=2818 lbs LL Deflection < L /360 wall 14 0 3 0 42 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 1112 lbs CD =1.00 525 plf 867 plf RLL = 1706 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2818 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 146 psi 55% 89 psi 34% 41 psi 16% 136 psi 48% Fb =985 psi 2363 psi 2388 psi 2395 psi 2753 psi fb-max (psi) =856 psi 87% 1875 psi 79% 1144 psi 48% 465 psi 19% 1792 psi 65% E (psi) = LL deflection =0.04'' 20% 0.11'' 49% 0.07'' 30% 0.02'' 10% 0.09'' 44% TL deflection =0.07'' 23% 0.18'' 54% 0.11'' 33% 0.04'' 11% 0.16'' 48% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Mark:B412 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 204 lbs Span (ft) =4.0 roof 20 57 3 171 231 RLL = 342 lbs lu (ft) =4.0 floor 41 40 0 0 0 RTL (left)=546 lbs LL Deflection < L /360 wall 14 0 3 0 42 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 204 lbs CD =1.00 171 plf 273 plf RLL = 342 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =546 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =38 psi 21% 33 psi 12% 15 psi 6% 7 psi 2% 33 psi 12% Fb =1165 psi 2383 psi 2392 psi 2397 psi 2877 psi fb (psi) =433 psi 37% 349 psi 15% 136 psi 6% 55 psi 2% 371 psi 13% E (psi) = LL deflection =0.01'' 11% 0.01'' 7% 0.00'' 2% 0.00'' 1% 0.01'' 8% TL deflection =0.02'' 12% 0.02'' 8% 0.00'' 2% 0.00'' 1% 0.02'' 8% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB 4579 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B411 2x10 Douglas Fir #2 546 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B412 2x6 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 14 of 78Page 14 of 79Page 14 of 79 CC DD EE FF HH 1 1 4 4 5 5 8 8 2 2 GG 6 6 BB 7 7 3 3 AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K WJ 1 W J 4 W J 4 J5 J6 J7 J8 J9 B307 B3 0 1 B3 0 2 B3 0 3 B3 0 2 B3 0 1 B 3 0 4 B3 0 4 B3 0 4 B3 0 4 B3 0 5 B3 0 5 B3 0 5 B3 0 5 B3 0 6 B3 0 6 B3 0 6 B3 0 6 B3 1 4 B3 0 3 B3 0 2 B3 0 1 B309B308 B3 1 0 B3 1 1 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B312 B3 1 3 B3 1 3 2. 8 2. 1 4. 7 3 7. 8 8 1. 3 1. 4 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B 1 B 1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1B1 B 3 B 3 B 3 B 3 B4 B4 B4 B4 B4 B4 B1 B5 B5 B5 B5 B5 B5 B5 B5 B4 B4 B 6 B 6 B 6 B 6 B 6 B 6 B7 B7 B7B7 .5 6 4 1. 3 1. 7 + 1 . 5 1. 4 + 3 . 5 7 C1 THIRD FLOOR FRAMING FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 15 of 78Page 15 of 79Page 15 of 79 SC A L E : 1 / 8 " = 1 ' - 0 " FI R S T F L O O R F R A M I N G P L A N CC DD EE FF HH 1 1 4 4 5 5 8 8 2 2 GG 6 6 BB 7 7 3 3 AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K KB307 B3 0 1 B3 0 2 B3 0 3 B3 0 2 B3 0 1 B3 0 4 B3 0 4 B3 0 4 B3 0 4 B3 0 5 B3 0 5 B3 0 5 B3 0 5 B3 0 6 B3 0 6 B3 0 6 B3 0 6 B3 0 3 B3 0 2 B3 0 1 B309B308 B3 1 0 B3 1 1 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B312 B3 1 3 B3 1 3 se c o n d B201 2. 8 * 2 + 0 . 4 5 2. 1 * 2 + 1 . 3 1. 6 * 2 1. 2 * 2 4. 7 3 * 2 7. 8 8 * 2 B3 1 4 1. 3 * 2 1. 4 * 2 P2 WJ 1 W J 4 W J 4 W J 4 W J 4 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B 1 B 1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1B1 B 3 B 3 B 3 B 3 B4 B4 B4 B4 B4 B4 B1 B5 B5 B5 B5 B5 B5 B5 B5 B4 B4 B 6 B 6 B 6 B 6 B 6 B 6 B7 B7 B7B7 B 1 B 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 16 of 78Page 16 of 79Page 16 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)682 @ 2 1/2"1434 (2.25")Passed (48%)--1.0 D + 1.0 L (All Spans) Shear (lbs)568 @ 1' 3/4"1665 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1870 @ 5' 9 1/2"2029 Passed (92%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.133 @ 5' 9 1/2"0.223 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.265 @ 5' 9 1/2"0.558 Passed (L/505)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"348 348 695 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"348 348 695 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 1" o/c Bottom Edge (Lu)11' 5" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 11' 7"12"60.0 60.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J5 1 piece(s) 2 x 10 DF No.2 @ 12" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 17 of 78Page 17 of 79Page 17 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)776 @ 2 1/2"1134 (2.25")Passed (68%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)756 @ 3 1/2"1655 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2709 @ 7' 3 1/2"3795 Passed (71%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.149 @ 7' 3 1/2"0.354 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.301 @ 7' 3 1/2"0.708 Passed (L/564)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 51 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"399 389 788 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"399 389 788 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 5" o/c Bottom Edge (Lu)14' 5" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 7"16"41.0 40.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J6 1 piece(s) 11 7/8" TJI® 210 @ 16" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 18 of 78Page 18 of 79Page 18 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1147 @ 2 1/2"1434 (2.25")Passed (80%)--1.0 D + 1.0 L (All Spans) Shear (lbs)738 @ 1' 3/4"1665 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1424 @ 2' 9 1/2"1765 Passed (81%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.027 @ 2' 9 1/2"0.129 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.043 @ 2' 9 1/2"0.258 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Span rating of 2' o.c. for selected sheathing is less than design on center spacing of 2' 8" o.c. for product. •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.80"447 744 1191 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.80"447 744 1191 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 5" o/c Bottom Edge (Lu)5' 5" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 5' 7"32"60.0 100.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J7 1 piece(s) 2 x 10 DF No.2 @ 32" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 19 of 78Page 19 of 79Page 19 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)680 @ 2 1/2"1434 (2.25")Passed (47%)--1.0 D + 1.0 L (All Spans) Shear (lbs)476 @ 1' 3/4"1665 Passed (29%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1014 @ 3' 3 1/2"2029 Passed (50%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.027 @ 3' 3 1/2"0.154 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.044 @ 3' 3 1/2"0.308 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"263 439 702 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"263 439 702 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 5" o/c Bottom Edge (Lu)6' 5" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 7"16"60.0 100.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J8 1 piece(s) 2 x 10 DF No.2 @ 16" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 20 of 78Page 20 of 79Page 20 of 79 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)787 @ 2 1/2"1434 (2.25")Passed (55%)--1.0 D + 1.0 L (All Spans) Shear (lbs)582 @ 1' 3/4"1665 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1370 @ 3' 9 1/2"2029 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.050 @ 3' 9 1/2"0.179 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.080 @ 3' 9 1/2"0.358 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"303 506 809 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"303 506 809 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 5" o/c Bottom Edge (Lu)7' 5" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 7' 7"16"60.0 100.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, J9 1 piece(s) 2 x 10 DF No.2 @ 16" OC FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 21 of 78Page 21 of 79Page 21 of 79 Mark:B301 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 555 lbs Span (ft) =5.0 roof 20 35 3 105 165 RLL = 563 lbs lu (ft) =5.0 floor 40 40 3 120 240 RTL (left)=1118 lbs LL Deflection < L /360 wall 14 0 3 0 42 Total Deflection < L /240 misc.60 60 0 0 0 RDL = 555 lbs CD =1.00 225 plf 447 plf RLL = 563 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1118 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =83 psi 46% 72 psi 27% 33 psi 12% 15 psi 6% 71 psi 25% Fb =1164 psi 2379 psi 2391 psi 2396 psi 2874 psi fb-max (psi) =1108 psi 95% 894 psi 38% 349 psi 15% 142 psi 6% 950 psi 33% E (psi) = LL deflection =0.05'' 29% 0.03'' 19% 0.01'' 6% 0.00'' 2% 0.03'' 20% TL deflection =0.09'' 38% 0.06'' 25% 0.02'' 8% 0.01'' 3% 0.06'' 26% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B302 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1053 lbs Span (ft) =3.0 roof 20 35 3 105 165 RLL = 1418 lbs lu (ft) =3.0 floor 40 40 6 240 480 RTL (left)=2471 lbs LL Deflection < L /360 wall 14 0 3 0 42 Total Deflection < L /240 misc.60 100 6 600 960 RDL = 1053 lbs CD =1.00 945 plf 1647 plf RLL = 1418 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2471 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =102 psi 57% 132 psi 50% 56 psi 21% 24 psi 9% 134 psi 47% Fb =1076 psi 2387 psi 2394 psi 2398 psi 2880 psi fb (psi) =846 psi 79% 1186 psi 50% 463 psi 19% 188 psi 8% 1260 psi 44% E (psi) = LL deflection =0.01'' 11% 0.02'' 17% 0.01'' 5% 0.00'' 2% 0.02'' 18% TL deflection =0.02'' 13% 0.03'' 20% 0.01'' 6% 0.00'' 2% 0.03'' 21% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 1397 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B301 2x6 Douglas Fir #2 1853 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B302 2x8 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 22 of 78Page 22 of 79Page 22 of 79 Mark:B303 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1716 lbs Span (ft) =6.5 roof 20 35 3 105 165 RLL = 1316 lbs lu (ft) =6.5 floor 40 40 3 120 240 RTL (left)=3032 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 60 3 180 360 RDL = 1716 lbs CD =1.00 405 plf 933 plf RLL = 1316 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3032 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =83 psi 46% 157 psi 59% 96 psi 36% 44 psi 17% 146 psi 51% Fb =985 psi 2363 psi 2388 psi 2395 psi 2753 psi fb-max (psi) =921 psi 94% 2018 psi 85% 1231 psi 52% 501 psi 21% 1928 psi 70% E (psi) = LL deflection =0.03'' 16% 0.08'' 38% 0.05'' 23% 0.02'' 8% 0.07'' 34% TL deflection =0.08'' 24% 0.19'' 58% 0.12'' 36% 0.04'' 12% 0.17'' 52% camber (in) =n/a 2/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Mark:B304 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 762 lbs Span (ft) =3.0 roof 20 35 3 105 165 RLL = 578 lbs lu (ft) =3.0 floor 40 40 7 280 560 RTL (left)=1340 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 762 lbs CD =1.00 385 plf 893 plf RLL = 578 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1340 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =85 psi 47% 71 psi 27% 30 psi 12% 13 psi 5% 72 psi 25% Fb =1166 psi 2387 psi 2394 psi 2398 psi 2880 psi fb (psi) =797 psi 68% 643 psi 27% 251 psi 10% 102 psi 4% 683 psi 24% E (psi) = LL deflection =0.01'' 11% 0.01'' 7% 0.00'' 2% 0.00'' 1% 0.01'' 7% TL deflection =0.02'' 16% 0.02'' 11% 0.01'' 3% 0.00'' 1% 0.02'' 11% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB 4927 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B303 2x10 Douglas Fir #2 1005 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B304 2x6 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 23 of 78Page 23 of 79Page 23 of 79 Mark:B305 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 870 lbs Span (ft) =5.0 roof 20 35 3 105 165 RLL = 563 lbs lu (ft) =5.0 floor 40 40 3 120 240 RTL (left)=1433 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 60 0 0 0 RDL = 870 lbs CD =1.00 225 plf 573 plf RLL = 563 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1433 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =75 psi 42% 92 psi 35% 42 psi 16% 19 psi 7% 91 psi 32% Fb =1072 psi 2379 psi 2391 psi 2396 psi 2874 psi fb-max (psi) =818 psi 76% 1146 psi 48% 447 psi 19% 182 psi 8% 1218 psi 42% E (psi) = LL deflection =0.02'' 12% 0.03'' 19% 0.01'' 6% 0.00'' 2% 0.03'' 20% TL deflection =0.05'' 21% 0.08'' 32% 0.02'' 10% 0.01'' 3% 0.08'' 33% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B306 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 714 lbs Span (ft) =3.5 roof 20 35 6 210 330 RLL = 578 lbs lu (ft) =3.5 floor 40 40 3 120 240 RTL (left)=1292 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 714 lbs CD =1.00 330 plf 738 plf RLL = 578 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1292 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =87 psi 48% 74 psi 28% 32 psi 12% 14 psi 5% 74 psi 26% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =897 psi 77% 723 psi 30% 282 psi 12% 115 psi 5% 768 psi 27% E (psi) = LL deflection =0.02'' 14% 0.01'' 9% 0.00'' 3% 0.00'' 1% 0.01'' 10% TL deflection =0.04'' 21% 0.02'' 14% 0.01'' 4% 0.00'' 1% 0.03'' 15% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 1791 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B305 2x8 Douglas Fir #2 1130 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B306 2x6 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 24 of 78Page 24 of 79Page 24 of 79 Mark:B307 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1270 lbs Span (ft) =5.0 roof 20 35 3 105 165 RLL = 963 lbs lu (ft) =5.0 floor 40 40 7 280 560 RTL (left)=2233 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 60 0 0 0 RDL = 1270 lbs CD =1.00 385 plf 893 plf RLL = 963 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2233 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =83 psi 46% 143 psi 54% 65 psi 25% 30 psi 11% 142 psi 50% Fb =980 psi 2379 psi 2391 psi 2396 psi 2874 psi fb-max (psi) =783 psi 80% 1786 psi 75% 697 psi 29% 283 psi 12% 1898 psi 66% E (psi) = LL deflection =0.02'' 10% 0.05'' 32% 0.02'' 10% 0.01'' 3% 0.06'' 33% TL deflection =0.04'' 16% 0.12'' 50% 0.04'' 15% 0.01'' 5% 0.13'' 52% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B308 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2730 lbs Span (ft) =7.5 roof 20 35 0 0 0 RLL = 2100 lbs lu (ft) =2.0 floor 40 40 14 560 1120 RTL (left)=4830 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 2730 lbs CD =1.00 560 plf 1288 plf RLL = 2100 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4830 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)3x14 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 169 psi 64% 157 psi 59% 74 psi 28% 128 psi 45% Fb =809 psi 2385 psi 2396 psi 2399 psi 2589 psi fb (psi) =743 psi 92% 1893 psi 79% 2262 psi 94% 920 psi 38% 1321 psi 51% E (psi) = LL deflection =0.03'' 10% 0.07'' 29% 0.12'' 49% 0.04'' 17% 0.04'' 16% TL deflection =0.06'' 16% 0.17'' 45% 0.28'' 75% 0.10'' 26% 0.09'' 25% camber (in) =n/a 2/8''std=0.02''2/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 2791 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B307 2x10 Douglas Fir #2 9056 ft-lbs A E 3.125x10.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B308 1.75x11.875 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 25 of 78Page 25 of 79Page 25 of 79 Mark:B309 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 431 lbs Span (ft) =3.5 roof 20 35 0 0 0 RLL = 210 lbs lu (ft) =3.5 floor 40 40 3 120 240 RTL (left)=641 lbs LL Deflection < L /360 wall 14 0 9 0 126 Total Deflection < L /240 misc.60 60 0 0 0 RDL = 431 lbs CD =1.00 120 plf 366 plf RLL = 210 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =641 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =43 psi 24% 37 psi 14% 16 psi 6% 7 psi 3% 37 psi 13% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb-max (psi) =445 psi 38% 359 psi 15% 140 psi 6% 57 psi 2% 381 psi 13% E (psi) = LL deflection =0.01'' 5% 0.00'' 3% 0.00'' 1% 0.00'' 0% 0.00'' 4% TL deflection =0.02'' 11% 0.01'' 7% 0.00'' 2% 0.00'' 1% 0.01'' 7% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B310 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 753 lbs Span (ft) =3.5 roof 20 35 3 105 165 RLL = 761 lbs lu (ft) =3.5 floor 40 40 2 80 160 RTL (left)=1514 lbs LL Deflection < L /360 wall 14 0 10 0 140 Total Deflection < L /240 misc.60 100 2.5 250 400 RDL = 753 lbs CD =1.00 435 plf 865 plf RLL = 761 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1514 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =102 psi 56% 87 psi 33% 38 psi 14% 16 psi 6% 87 psi 31% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =1051 psi 90% 848 psi 36% 331 psi 14% 135 psi 6% 901 psi 31% E (psi) = LL deflection =0.02'' 19% 0.01'' 12% 0.00'' 4% 0.00'' 1% 0.02'' 13% TL deflection =0.04'' 25% 0.03'' 16% 0.01'' 5% 0.00'' 2% 0.03'' 17% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 560 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B309 2x6 Douglas Fir #2 1325 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B310 1.75x5.5 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 26 of 78Page 26 of 79Page 26 of 79 Mark:B311 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1625 lbs Span (ft) =6.5 roof 20 35 0 0 0 RLL = 1170 lbs lu (ft) =6.5 floor 40 40 0 0 0 RTL (left)=2795 lbs LL Deflection < L /360 wall 14 0 10 0 140 Total Deflection < L /240 misc.60 60 6 360 720 RDL = 1625 lbs CD =1.00 360 plf 860 plf RLL = 1170 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2795 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 144 psi 55% 88 psi 33% 41 psi 15% 135 psi 47% Fb =985 psi 2363 psi 2388 psi 2395 psi 2753 psi fb-max (psi) =849 psi 86% 1860 psi 79% 1134 psi 47% 461 psi 19% 1778 psi 65% E (psi) = LL deflection =0.03'' 14% 0.07'' 34% 0.04'' 21% 0.02'' 7% 0.07'' 30% TL deflection =0.07'' 22% 0.17'' 54% 0.11'' 33% 0.04'' 11% 0.16'' 48% camber (in) =n/a 2/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Mark:B312 (STEEL)DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1838 lbs Span (ft) =17.5 roof 20 35 0 0 0 RLL = 3063 lbs lu (ft) =2.0 floor 40 40 0 0 0 RTL (left)=4900 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 3.5 350 560 RDL = 1838 lbs CD =1.00 350 plf 560 plf RLL = 3063 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4900 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)6x14 (1)1.75x20 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =43 psi 25% 134 psi 51% 93 psi 35% 72 psi 27% 170 psi 60% Fb =863 psi 2378 psi 2393 psi 2348 psi 2393 psi fb (psi) =770 psi 89% 2195 psi 92% 1653 psi 69% 1600 psi 68% 2205 psi 92% E (psi) = LL deflection =0.25'' 43% 0.47'' 80% 0.39'' 67% 0.49'' 83% 0.32'' 54% TL deflection =0.40'' 46% 0.75'' 85% 0.62'' 71% 0.78'' 89% 0.51'' 58% camber (in) =n/a 4/8''std=0.13''3/8''std=0.13''4/8''std=0.13''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: Wood Beam / Header ASD design per NDS 2015 EA 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB 4542 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B311 2x10 Douglas Fir #2 21438 ft-lbs A E 3.125x15 GLB 5.125x13.5 GLB 8.75x10.5 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1300000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B312 (STEEL) 1.75x20 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 27 of 78Page 27 of 79Page 27 of 79 Mark:B312 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2.1 k Span (ft) =17.5 roof 20 35 0 0 0 RLL = 3.1 k Lb (ft) =2.0 floor 40 40 0 0 0 RTL (left)=5.1 k LL Deflection < L /600 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 3.5 350 560 RDL = 2.1 k Fy (ksi) =50 350 plf 560 plf RLL = 3.1 k Cb =1.00 beam weight = 28.0 plf RTL (right) =5.1 k Roof Snow Load ? :Yes DL(k) LL(k) x(ft) Pt. Load 0.0 0.0 0 Mmax =22.5 k-ft Reduce Floor LL ? :No Pt. Load 0.0 0.0 0 Vn/ΩV =45.9 k 11%OK Mn/Ωb =67.9 k-ft 33%OK B312 Use:camber = 0.18 in LL deflection =0.26 in 74%OK TL deflection =0.44 in 50%OK Mark:B313 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2.5 k Span (ft) =14.0 roof 20 35 0 0 0 RLL = 3.6 k Lb (ft) =2.0 floor 40 40 0 0 0 RTL (left)=6.1 k LL Deflection < L /600 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 3 300 480 RDL = 2.5 k Fy (ksi) =50 300 plf 480 plf RLL = 3.6 k Cb =1.00 beam weight = 28.0 plf RTL (right) =6.1 k Roof Snow Load ? :Yes DL(k) LL(k) x(ft) Pt. Load 2.1 3.1 7 Mmax =30.5 k-ft Reduce Floor LL ? :No Pt. Load 0.0 0.0 0 Vn/ΩV =45.9 k 13%OK Mn/Ωb =67.9 k-ft 45%OK B313 Use:camber = 0.14 in LL deflection =0.20 in 71%OK TL deflection =0.33 in 48%OK Steel Beams AISC-Allowable Stress Design (ASD) W8X28 W8X28 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 28 of 78Page 28 of 79Page 28 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 29 of 78Page 29 of 79Page 29 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 30 of 78Page 30 of 79Page 30 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 31 of 78Page 31 of 79Page 31 of 79 Mark:B313 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 4594 lbs Span (ft) =14.0 roof 20 35 0 0 0 RLL = 7656 lbs lu (ft) =2.0 floor 40 40 0 0 0 RTL (left)=12250 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 8.75 875 1400 RDL = 4594 lbs CD =1.00 875 plf 1400 plf RLL = 7656 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =12250 lbs Pt. Load 1837.5 3062.5 7 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)6x18 (4)7x9.5 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 290 psi fv-max @ d (psi) =53 psi 31% 165 psi 62% 139 psi 52% 120 psi 45% 63 psi 22% Fb =839 psi 2391 psi 2355 psi 2317 psi 2976 psi fb-max (psi) =733 psi 87% 2231 psi 93% 2016 psi 86% 1882 psi 81% 1466 psi 49% E (psi) = LL deflection =0.11'' 24% 0.24'' 51% 0.23'' 50% 0.24'' 51% 0.24'' 52% TL deflection =0.18'' 25% 0.38'' 54% 0.37'' 53% 0.38'' 55% 0.38'' 55% camber (in) =n/a 2/8''std=0.08''2/8''std=0.08''2/8''std=0.08''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):B Use: Mark:B314 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1375 lbs Span (ft) =6.5 roof 20 35 3 105 165 RLL = 1398 lbs lu (ft) =6.5 floor 40 40 0 0 0 RTL (left)=2772 lbs LL Deflection < L /360 wall 14 0 12 0 168 Total Deflection < L /240 misc.60 100 3.25 325 520 RDL = 1375 lbs CD =1.00 430 plf 853 plf RLL = 1398 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2772 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =76 psi 42% 143 psi 54% 87 psi 33% 41 psi 15% 133 psi 47% Fb =985 psi 2363 psi 2388 psi 2395 psi 2753 psi fb (psi) =842 psi 86% 1845 psi 78% 1125 psi 47% 458 psi 19% 1763 psi 64% E (psi) = LL deflection =0.04'' 17% 0.09'' 40% 0.05'' 25% 0.02'' 8% 0.08'' 36% TL deflection =0.07'' 22% 0.17'' 53% 0.11'' 33% 0.04'' 11% 0.15'' 47% camber (in) =n/a 2/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Wood Beam / Header ASD design per NDS 2015 EA 5.125x18 GLB 6.75x16.5 GLB 8.75x15 GLB 51450 ft-lbs 1300000 psi 1800000 psi 1800000 psi 1800000 psi 2200000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 29F 2.2E PSL B313 5.125x18 GLB 24F-V4 4505 ft-lbs A E 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B314 2x10 Douglas Fir #2 (STEEL) FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 32 of 78Page 32 of 79Page 32 of 79 FI R S T F L O O R F R A M I N G P L A N CC DD EE FF HH GG BB AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K B3 0 6 B3 0 6 B3 0 6 B3 0 6 B309B308 B3 1 0 B3 1 1 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B3 1 0 B312 B3 1 3 B3 1 3 2. 8 * 3 + 0 . 4 5 2. 1 * 3 + 1 . 3 1. 6 * 3 1. 2 * 3 4. 7 3 * 3 7. 8 8 * 3 1. 3 * 2 1. 4 * 2 CO L 1 WJ 1 W J 4 W J 4 B1 B1 B1 B1 B1 B1 B1 B1 B 1 B 1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1B1 B1 B4 B4 B 6 B 6 B 6 B 6 B 6 B 6 B7 B7 B7B7 B1 0 1 B102 B1 0 1 B1 0 1 B1 0 3 B1 0 3 B1 0 1 B1 0 3 B1 0 3 B1 0 1 B1 0 1 B1 0 1 B102 B102 B104 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 33 of 78Page 33 of 79Page 33 of 79 Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 300 lbs Span (ft) =5.0 roof 20 35 0 0 0 RLL = 300 lbs lu (ft) =5.0 floor 40 40 3 120 240 RTL (left)=600 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 300 lbs CD =1.00 120 plf 240 plf RLL = 300 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =600 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (4)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =45 psi 25% 38 psi 14% 18 psi 7% 8 psi 3% 19 psi 7% Fb =1164 psi 2379 psi 2391 psi 2396 psi 2887 psi fb-max (psi) =595 psi 51% 480 psi 20% 187 psi 8% 76 psi 3% 255 psi 9% E (psi) = LL deflection =0.03'' 15% 0.02'' 10% 0.01'' 3% 0.00'' 1% 0.01'' 5% TL deflection =0.05'' 20% 0.03'' 13% 0.01'' 4% 0.00'' 1% 0.02'' 7% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 420 lbs Span (ft) =3.0 roof 20 35 0 0 0 RLL = 420 lbs lu (ft) =3.0 floor 40 40 7 280 560 RTL (left)=840 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 420 lbs CD =1.00 280 plf 560 plf RLL = 420 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =840 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =53 psi 29% 45 psi 17% 19 psi 7% 8 psi 3% 45 psi 16% Fb =1166 psi 2387 psi 2394 psi 2398 psi 2880 psi fb (psi) =500 psi 43% 403 psi 17% 157 psi 7% 64 psi 3% 428 psi 15% E (psi) = LL deflection =0.01'' 8% 0.01'' 5% 0.00'' 2% 0.00'' 1% 0.01'' 5% TL deflection =0.02'' 10% 0.01'' 7% 0.00'' 2% 0.00'' 1% 0.01'' 7% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B102 2x6 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B101 2x6 Douglas Fir #2 630 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Wood Beam / Header ASD design per NDS 2015 A E 750 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 34 of 78Page 34 of 79Page 34 of 79 Mark:B103 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 180 lbs Span (ft) =3.0 roof 20 35 0 0 0 RLL = 180 lbs lu (ft) =3.0 floor 40 40 3 120 240 RTL (left)=360 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 180 lbs CD =1.00 120 plf 240 plf RLL = 180 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =360 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (4)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =23 psi 13% 19 psi 7% 8 psi 3% 3 psi 1% 10 psi 3% Fb =1166 psi 2387 psi 2394 psi 2398 psi 2888 psi fb-max (psi) =214 psi 18% 173 psi 7% 67 psi 3% 27 psi 1% 92 psi 3% E (psi) = LL deflection =0.00'' 3% 0.00'' 2% 0.00'' 1% 0.00'' 0% 0.00'' 1% TL deflection =0.01'' 4% 0.00'' 3% 0.00'' 1% 0.00'' 0% 0.00'' 2% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 625 lbs Span (ft) =5.0 roof 20 35 0 0 0 RLL = 625 lbs lu (ft) =5.0 floor 40 40 6.25 250 500 RTL (left)=1250 lbs LL Deflection < L /360 wall 14 0 0 0 0 Total Deflection < L /240 misc.60 100 0 0 0 RDL = 625 lbs CD =1.00 250 plf 500 plf RLL = 625 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1250 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =65 psi 36% 80 psi 30% 37 psi 14% 17 psi 6% 80 psi 28% Fb =1072 psi 2379 psi 2391 psi 2396 psi 2874 psi fb (psi) =713 psi 67% 1000 psi 42% 390 psi 16% 159 psi 7% 1063 psi 37% E (psi) = LL deflection =0.02'' 14% 0.03'' 21% 0.01'' 7% 0.00'' 2% 0.04'' 22% TL deflection =0.05'' 18% 0.07'' 28% 0.02'' 9% 0.01'' 3% 0.07'' 29% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B104 2x8 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B103 2x6 Douglas Fir #2 1563 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Wood Beam / Header ASD design per NDS 2015 A E 270 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 35 of 78Page 35 of 79Page 35 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 36 of 78Page 36 of 79Page 36 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 37 of 78Page 37 of 79Page 37 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 38 of 78Page 38 of 79Page 38 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 39 of 78Page 39 of 79Page 39 of 79 Location: Plate Height (ft) =10.0 Stud Height (ft) = 9.6 Gravity Loads to Wall: Le/d = 21.0 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 7 385 0 wind/seismic (W/S)W floor live load 40 14 1120 0 wind load, w (psf) =31.5 (Due to Wind)wall weight 14 10 140 0.6 * w = (psf) 18.9 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1645 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 1120 per stud P (lbs) = 805 P (lbs) = 1925 per stud M (lb-ft) = 292 M (lb-ft) = 219 M (lb-ft) = 0 FcE (psi) =1081 FcE (psi) =1081 FcE (psi) =1081 Fc' (psi) = 953 Fc' (psi) = 953 Fc' (psi) = 888 fc (psi) = 136 < Fc'OK fc (psi) = 98 < Fc'OK fc (psi) = 233 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 463 < Fb'OK fb (psi) = 347 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.27 < 1.0 OK CSR = 0.19 < 1.0 OK CSR = 0.07 < 1.0 OK D (in.) =0.10 = L/1128 OK D (in.) =0.08 = L/1504 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7329 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.39 for M < Mcap (governs) trib width capacity (ft) = 6.27 for D < L /240 (DF No. 2)Typical 10'-0" Plate Exterior Wall 1 520'-2'' to 31'-0'' 5.8 5.9 1 1 29'-5'' to 20'-2'' < 9'-5'' 31'-0'' to 41'-9'' 6 3 1 1 4 3 2 11 2 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + 0.75*(S + LL) Open Width (ft) Typical 10'-0" Plate Exterior Wall 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 40 of 78Page 40 of 79Page 40 of 79 Location: Plate Height (ft) =10.0 Stud Height (ft) = 9.6 Gravity Loads to Wall: Le/d = 33.0 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 3 165 0 wind/seismic (W/S)W floor live load 40 21 1680 0 wind load, w (psf) =8.3333 (Due to Wind)wall weight 14 10 140 0.6 * w = (psf) 5.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1985 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.00 P (lbs) = 1040 per stud P (lbs) = 709 P (lbs) = 1880 per stud M (lb-ft) = 58 M (lb-ft) = 43 M (lb-ft) = 0 FcE (psi) =438 FcE (psi) =438 FcE (psi) =438 Fc' (psi) = 421 Fc' (psi) = 421 Fc' (psi) = 409 fc (psi) = 198 < Fc'OK fc (psi) = 135 < Fc'OK fc (psi) = 358 < Fc'OK Fb' (psi) = 2484 Fb' (psi) = 2484 Fb' (psi) = 1553 fb (psi) = 227 < Fb'OK fb (psi) = 170 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.39 < 1.0 OK CSR = 0.20 < 1.0 OK CSR = 0.77 < 1.0 OK D (in.) =0.08 = L/1465 OK D (in.) =0.06 = L/1953 OK D (in.) =0.00 = L/5000 OK USE:2 x 4 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2145 (axial compression governs)Mcap (lb-ft) = 551 Rcap (lbs) = 3281 trib width capacity (ft) = 9.52 for M < Mcap trib width capacity (ft) = 6.10 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2015 Party Wall 10'-0" every other floor LL(psf) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + LL Party Wall 10'-0" every other floor at 12'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 11'-2'' 5 1 11'-2'' to 23'-5'' 11 2 23'-5'' to 35'-7'' 16 3 35'-7'' to 47'-10'' 21 4 1 1 1 1 1 1 1 1 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 41 of 78Page 41 of 79Page 41 of 79 Location: Plate Height (ft) =10.0 Stud Height (ft) = 9.6 Gravity Loads to Wall: Le/d = 33.0 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 3 165 0 wind/seismic (W/S)W floor live load 40 14 1120 0 wind load, w (psf) =8.3333 (Due to Wind)wall weight 14 10 140 0.6 * w = (psf) 5.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1425 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.00 P (lbs) = 760 per stud P (lbs) = 499 P (lbs) = 1320 per stud M (lb-ft) = 58 M (lb-ft) = 43 M (lb-ft) = 0 FcE (psi) =438 FcE (psi) =438 FcE (psi) =438 Fc' (psi) = 421 Fc' (psi) = 421 Fc' (psi) = 409 fc (psi) = 145 < Fc'OK fc (psi) = 95 < Fc'OK fc (psi) = 251 < Fc'OK Fb' (psi) = 2484 Fb' (psi) = 2484 Fb' (psi) = 1553 fb (psi) = 227 < Fb'OK fb (psi) = 170 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.25 < 1.0 OK CSR = 0.14 < 1.0 OK CSR = 0.38 < 1.0 OK D (in.) =0.08 = L/1465 OK D (in.) =0.06 = L/1953 OK D (in.) =0.00 = L/5000 OK USE:2 x 4 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2145 (axial compression governs)Mcap (lb-ft) = 551 Rcap (lbs) = 3281 trib width capacity (ft) = 9.52 for M < Mcap trib width capacity (ft) = 6.10 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2015 Party Wall 10'-0" Plate Basement LL(psf) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + LL Party Wall 10'-0" Plate Basement at 12'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 11'-2'' 4 1 11'-2'' to 23'-5'' 8 2 23'-5'' to 35'-7'' 11 3 35'-7'' to 47'-10'' 15 4 1 1 1 1 1 1 1 1 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 42 of 78Page 42 of 79Page 42 of 79 Location: Plate Height (ft) =10.0 Stud Height (ft) = 9.6 Gravity Loads to Wall: Le/d = 33.0 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 19 1045 0 wind/seismic (W/S)W floor live load 40 4 320 0 wind load, w (psf) =8.3333 (Due to Wind)wall weight 14 30 420 0.6 * w = (psf) 5.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1785 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 1280 per stud P (lbs) = 825 P (lbs) = 2167 per stud M (lb-ft) = 77 M (lb-ft) = 58 M (lb-ft) = 0 FcE (psi) =438 FcE (psi) =438 FcE (psi) =438 Fc' (psi) = 421 Fc' (psi) = 421 Fc' (psi) = 413 fc (psi) = 244 < Fc'OK fc (psi) = 157 < Fc'OK fc (psi) = 413 < Fc'OK Fb' (psi) = 2484 Fb' (psi) = 2484 Fb' (psi) = 1785 fb (psi) = 302 < Fb'OK fb (psi) = 227 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.61 < 1.0 OK CSR = 0.28 < 1.0 OK CSR = 1.00 < 1.0 OK D (in.) =0.11 = L/1099 OK D (in.) =0.08 = L/1465 OK D (in.) =0.00 = L/5000 OK USE:2 x 4 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2168 (axial compression governs)Mcap (lb-ft) = 551 Rcap (lbs) = 3281 trib width capacity (ft) = 9.52 for M < Mcap trib width capacity (ft) = 6.11 for D < L /240 (governs) 6.6 3 1 4 2 1 4.1 3 1 23'-1'' to 35'-3'' 14 3 35'-3'' to 47'-6'' 18 4 < 10'-10'' 5 1 10'-10'' to 23'-1'' 9 2 Interior Bearing Wall at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Wood Stud Wall Design Design based on NDS 2015 Interior Bearing Wall Basement LL(psf) 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 43 of 78Page 43 of 79Page 43 of 79 Wood Posts/Studs Design based on NDS 2015 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.50 1.71 1.44 1.23 0.92 - - - * 2x4 DF#2 3.28 3.04 2.02 1.69 1.43 1.06 - - - 4x4 DF#2 7.66 7.08 4.71 3.93 3.33 2.47 - - - * 2x6 DF#2 5.16 9.30 6.92 5.96 5.15 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 5.22 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 12.01 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 5.78 6x8 DF#1 25.78 32.82 25.96 22.76 19.93 15.41 12.15 9.77 8.01 6x10 DF#1 32.66 41.58 32.88 28.83 25.25 19.52 15.39 12.38 10.15 8x8 DF#2 35.16 41.50 38.77 37.01 35.03 30.58 26.08 22.03 18.62 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72 6x8 DF#1 25.78 30.05 24.58 21.83 19.30 15.10 11.98 9.68 7.95 6x10 DF#1 32.66 38.06 31.13 27.65 24.44 19.13 15.18 12.26 10.07 8x8 DF#2 35.16 36.59 34.61 33.34 31.87 28.46 24.76 21.23 18.13 * assumes post is continuously braced in weak direction. 206_Wood Post FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 44 of 78Page 44 of 79Page 44 of 79 LATERAL DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 45 of 78Page 45 of 79Page 45 of 79 CC DD EE FF HH 1 1 4 4 5 5 8 8 2 2 GG 6 6 BB 7 7 3 3 AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K A E L = 3 . 3 6 W L = 4 . 1 5 D E L = 8 . 6 6 W L = 1 0 . 2 H E L = 8 . 6 6 W L = 1 0 . 2 K E L = 3 . 3 6 W L = 4 . 1 5 1 EL = 0 . 8 2 4 WL = 1 . 4 8 3 EL = 6 . 1 8 4 WL = 5 . 8 1 4 EL = 5 . 7 4 WL = 3 . 4 3 5 EL = 5 . 7 4 WL = 3 . 4 3 6 EL = 6 . 1 8 4 WL = 5 . 8 1 8 EL = 0 . 8 2 4 WL = 1 . 4 8 13 5 ' - 1 1 " 8 0 ' - 1 1 1 / 2 " 25 ' - 1 1 3 / 4 " 14 ' - 0 " 55 ' - 1 1 1 / 2 " 13 ' - 1 1 3 / 4 " 25 ' - 1 1 3 / 4 " 1 2 ' - 8 1 / 2 " 2 5 ' - 2 1 / 4 " 5 ' - 0 " 2 5 ' - 4 3 / 4 " 1 2 ' - 8 " 19 6 . 8 7 s f 27 7 . 7 5 s f 30 2 . 4 3 s f 46 6 . 1 4 s f 65 7 . 8 6 s f 18 0 . 2 2 s f 18 0 . 2 2 s f 65 7 . 8 6 s f 46 6 . 1 4 s f 27 7 . 7 5 s f 19 9 . 5 9 s f 30 6 . 0 7 s f 52 5 . 2 3 s f 52 5 . 2 3 s f ROOF LATERAL KEY PLAN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 46 of 78Page 46 of 79Page 46 of 79 CC DD EE FF HH 1 1 4 4 5 5 8 8 2 2 GG 6 6 BB 7 7 3 3 AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K TH I R D F L O O R F R A M I N G P L A N A E L = 8 . 3 8 W L = 8 . 2 9 D E L = 2 1 . 5 8 W L = 2 0 . 4 1 H E L = 2 1 . 5 8 W L = 2 0 . 4 1 K E L = 8 . 3 8 W L = 8 . 2 9 1 EL = 2 . 1 2 WL = 2 . 9 5 3 EL = 1 5 . 9 2 WL = 1 1 . 6 2 4 EL = 1 4 . 7 5 WL = 6 . 8 6 5 EL = 1 4 . 7 5 WL = 6 . 8 6 6 EL = 1 5 . 9 2 WL = 1 1 . 6 2 8 EL = 2 . 1 2 WL = 2 . 9 5 67 9 . 9 9 s f 89 . 9 3 s f C1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 47 of 78Page 47 of 79Page 47 of 79 FI R S T F L O O R F R A M I N G P L A N CC DD EE FF HH 1 1 4 4 5 5 8 8 2 2 GG 6 6 BB 7 7 3 3 AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K A E L = 1 3 . 2 W L = 1 2 . 4 4 D E L = 3 3 . 9 9 W L = 3 0 . 6 1 H E L = 3 3 . 9 9 W L = 3 0 . 6 1 K E L = 1 3 . 2 W L = 1 2 . 4 4 1 EL = 3 . 3 6 WL = 4 . 4 3 3 EL = 2 5 . 1 4 WL = 1 7 . 4 4 EL = 2 3 . 3 2 WL = 1 0 . 2 9 5 EL = 2 3 . 3 2 WL = 1 0 . 2 9 6 EL = 2 5 . 1 4 WL = 1 7 . 4 3 8 EL = 3 . 3 6 WL = 4 . 4 3 se c o n d FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 48 of 78Page 48 of 79Page 48 of 79 Key Plan Area =1 Risk Category =II Geotech Report Done? :No Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):65 Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =36.6%S1 =14.2%[per ATC Hazard by Location Website] Fa = 1.51 Fv = 2.32 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.552g SM1 =0.329g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.368g SD1 =0.219g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.057 T = 0.272 T0 =0.119 Ct =0.020 Cs-max =0.124 Ta =0.272 TS =0.596 x =0.750 Cs-min =0.016 Tmax =0.381 Sa =0.368 CS (controls)=0.057 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =85.5 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 32.5 434.5 14123 0.437 37.4 37.4 3rd 22.5 538.7 12120 0.375 32.1 69.5 2nd 11.25 538.7 6060 0.188 16.0 85.5 Totals: 1512 32302 1.0 85.5 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 32.5 342.1 342.1 29.4 25.2 50.3 29.4 3rd 22.5 485.7 827.8 62.7 35.7 71.4 36.8 2nd 11.25 485.7 1313.5 77.1 35.7 71.4 35.7 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 32.5 333.3 333.3 28.7 24.5 49.0 28.7 3rd 3rd 492.6 825.9 63.6 36.2 72.5 37.9 2nd 2nd 492.6 1318.5 78.2 36.2 72.5 36.2 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 49 of 78Page 49 of 79Page 49 of 79 Level =Roof Area =1 Total Seismic Weight = 434.5 Long. Wall Length (ft) =657.5 0 Area (ft^2) =10472 0 Trans. Wall Length (ft) =470 401 Dead Load (psf) =16 0 Plate Height (ft) =10 10 Live / Snow Load (psf) =35 0 Parapet Height (ft) =6 0 % Live / Snow Load =20% 0% Wall Weight (psf) =14 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 101.3 0.0 Weight (k) = 240.9 0.0 Trans. Weight (k) = 72.4 20.1 Transverse Weight (k) =342.1 Longitudinal Weight (k) =333.3 Level =3rd Area =1 Total Seismic Weight = 538.7 Long. Wall Length (ft) =657.5 0 Area (ft^2) =9432 1040 Trans. Wall Length (ft) =470 401 Dead Load (psf) =30 60 Plate Height (ft) =10 10 Live Load (psf) =40 100 Above Plate Height (ft) =0 0 % Live Load =0% 0% Wall Weight (psf) =14 10 Int. Partition Load (psf) =10 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 46.0 0.0 Weight (k) = 377.3 62.4 Trans. Weight (k) = 32.9 20.1 Transverse Weight (k) =485.7 Longitudinal Weight (k) =492.6 Level =2nd Area =1 Total Seismic Weight = 538.7 Long. Wall Length (ft) =657.5 0 Area (ft^2) =9432 1040 Trans. Wall Length (ft) =470 401 Dead Load (psf) =30 60 Plate Height (ft) =10 10 Live Load (psf) =40 100 Above Plate Height (ft) =0 0 % Live Load =0% 0% Wall Weight (psf) =14 10 Int. Partition Load (psf) =10 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 46.0 0.0 Weight (k) = 377.3 62.4 Trans. Weight (k) = 32.9 20.1 Transverse Weight (k) =485.7 Longitudinal Weight (k) =492.6 Seismic Weights Walls Roof Walls Floor Walls Floor FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 50 of 78Page 50 of 79Page 50 of 79 Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =1.03 Edge Strip (a) =4.1 ft Base pressure (qh) =24.8 psf End Zone (2a) =8.1 ft GCpi = +/-0.18 Zone 2 length =20.3 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.4 5.4 -6.7 -15.6 2 -12.6 -21.5 -12.6 -21.5 3 -4.7 -13.6 -4.7 -13.6 4 -2.7 -11.6 -6.7 -15.6 5 14.4 5.4 6 -2.7 -11.6 1E 19.6 10.6 -7.4 -16.3 2E -22.0 -31.0 -22.0 -31.0 3E -8.7 -17.6 -8.7 -17.6 4E -6.2 -15.1 -7.4 -16.3 5E 19.6 10.6 6E -6.2 -15.1 Parapet Windward parapet = 42.0 psf (GCpn = +1.5)Windward roof Leeward parapet = -28.0 psf (GCpn = -1.0)overhangs =17.3 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 17.1 psf Roof -7.9 psf ** End Zone: Wall 25.8 psf Roof -13.4 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 17.1 psf End Zone: Wall 25.8 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 0 deg FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 51 of 78Page 51 of 79Page 51 of 79 Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =1.03 h =38.0 ft 0.2h =7.6 ft Base pressure (qh) =24.8 psf 0.6h =22.8 ft Minimum parapet ht = 4.0 ft GCpi = +/-0.18 Roof Angle (θ) = 0.0 deg qi = qh = 24.8 psf Type of roof = Monoslope Roof Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 341 sf 300 sf Negative Zone 1 -46.6 -43.5 -39.4 -36.4 -33.3 -30.8 -29.2 -29.2 -30.9 -31.5 Negative Zone 1'-26.7 -26.7 -26.7 -26.7 -23.0 -20.0 -18.1 -16.0 -20.2 -20.8 Negative Zone 2 -61.4 -57.5 -52.3 -48.3 -44.4 -41.2 -39.1 -39.1 -41.3 -42.0 Negative Zone 3 -61.4 -57.5 -52.3 -48.3 -44.4 -41.2 -39.1 -39.1 -41.3 -42.0 Positive Zone 1 & 1'16 16 16 16 16.0 16.0 16.0 16.0 16.0 16.0 Positive Zones 2 & 3 26.7 25.6 24 22.8 21.6 20.7 20.1 18.9 20.7 20.9 Overhang Zone 1&1'-42.1 -41.4 -40.4 -39.6 -33.2 -28.1 -24.8 -24.8 -28.3 -29.5 Overhang Zone 2 -57 -51.7 -44.7 -39.5 -34.2 -30.0 -27.2 -27.2 -30.2 -31.1 Overhang Zone 3 -57 -51.7 -44.7 -39.5 -34.2 -30.0 -27.2 -27.2 -30.2 -31.1 Negative zone 3 = zone 2, since parapet >= 3ft. Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.5 psf) Parapet qp =28.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 12 sf CASE A: Zone 2 : 89.6 83.8 76.1 70.3 64.5 56.8 88.1 Zone 3 : 89.6 83.8 76.1 70.3 64.5 56.8 88.1 CASE B : Interior zone : -52.9 -50.2 -46.7 -44.0 -41.3 -37.8 -52.2 Corner zone : -60.5 -56.5 -51.1 -47.1 -43.1 -37.8 -59.4 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 33 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -29.0 -25.0 -23.9 -22.3 -26.9 -23.9 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -35.7 -27.8 -25.4 -22.3 -31.5 -25.4 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 26.7 22.8 21.6 20.1 24.7 21.6 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 52 of 78Page 52 of 79Page 52 of 79 Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=68 Bldg/Area Width, W (ft)=40.5 Edge Strip (a) (ft)=4.1 End Zone (2a) (ft)= 8.2 Transverse Direction (normal to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =17.1 Roof Interior Pressure (psf) =-7.9 End Zone Pressure (psf) =25.8 Roof End Zone Pressure (psf) =-13.4 Windward Parapet Pressure (psf) =42.0 Leeward Parapet Pressure (psf) =-28.0 Overall Structure Height,Hx (ft) =38.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 6 188 284 176 211 14.4 3 10 1 188 284 176 211 14.4 2 10 1 188 284 176 211 14.4 Total: 634 43.1 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =17.1 Roof Interior Pressure (psf) =-7.9 End Zone Pressure (psf) =25.8 Roof End Zone Pressure (psf) =-13.4 Windward Parapet Pressure (psf) =42.0 Leeward Parapet Pressure (psf) =-28.0 Overall Structure Height,Hx (ft) =38.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 6 188 284 176 227 9.2 3 10 1 188 284 176 227 9.2 2 10 1 188 284 176 227 9.2 Total: 681 27.6 Wind Lateral Load Vertical Distribution for MWFRS <=60' FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 53 of 78Page 53 of 79Page 53 of 79 Shear Line :1 & 8 Roof VSEISMIC =824 lbs SDS = 0.368g E = 0.70 x V = 577 lbs S.D.C. =D WWIND =1,480 lbs F = 0.60 x W = 888 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)6.0 7.6 7.6 6.0 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)6.0 6.0 6.0 6.0 6.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood aspect ratio 1.7 1.3 1.3 1.7 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 Seismic F (lbs)127 161 161 127 shear (plf)21 21 21 21 allowable shear (plf)156 156 156 156 suggested shearwall type 4 4 4 4 Mot (ft-lbs)1274 1610 1610 1274 DL factor A =1.05 1.05 1.05 1.05 A x wDL (plf)259 259 259 259 End Post Compression(lbs)1103 1077 1077 1103 DL factor B 0.55 0.55 0.55 0.55 B x wDL (plf)135 135 135 135 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 Wind F (lbs)196 248 248 196 shear (plf)33 33 33 33 allowable shear (plf)218 218 218 218 suggested shearwall type 4 4 4 4 Mot (ft-lbs)1962 2478 2478 1962 wDL (plf)246 246 246 246 End Post Compression(lbs)1095 1089 1089 1095 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)148 148 148 148 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 Maximum End Post Compression (lbs)1103 1089 1089 1103 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1 & 8 Roof SW4 SW4 SW4 SW4 Wood Framing: Douglas-Fir OR Southern Pine Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 54 of 78Page 54 of 79Page 54 of 79 Shear Line :1 & 8 3rd VSEISMIC =2,120 lbs SDS = 0.368g E = 0.70 x V = 1,484 lbs S.D.C. =D WWIND =2,950 lbs F = 0.60 x W = 1,770 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)6.0 7.6 7.6 6.0 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)6.0 6.0 6.0 6.0 6.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood aspect ratio 1.7 1.3 1.3 1.7 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 Seismic F (lbs)328 414 414 328 shear (plf)55 55 55 55 allowable shear (plf)156 156 156 156 suggested shearwall type 4 4 4 4 Mot (ft-lbs)3278 4142 4142 3278 DL factor A =1.05 1.05 1.05 1.05 A x wDL (plf)259 259 259 259 End Post Compression(lbs)1476 1441 1441 1476 DL factor B 0.55 0.55 0.55 0.55 B x wDL (plf)135 135 135 135 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect Wind F (lbs)391 494 494 391 shear (plf)65 65 65 65 allowable shear (plf)218 218 218 218 suggested shearwall type 4 4 4 4 Mot (ft-lbs)3910 4940 4940 3910 wDL (plf)246 246 246 246 End Post Compression(lbs)1429 1421 1421 1429 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)148 148 148 148 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect Maximum End Post Compression (lbs)1476 1441 1441 1476 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1 & 8 3rd SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 55 of 78Page 55 of 79Page 55 of 79 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 56 of 78 Shear Line :1 & 8 2nd VSEISMIC =3,360 lbs SDS = 0.368g E = 0.70 x V = 2,352 lbs S.D.C. =D WWIND =4,430 lbs F = 0.60 x W = 2,658 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)6.0 7.6 7.6 6.0 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)6.0 6.0 6.0 6.0 6.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete aspect ratio 1.7 1.3 1.3 1.7 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 Seismic F (lbs)520 656 656 520 shear (plf)87 87 87 87 allowable shear (plf)156 156 156 156 suggested shearwall type 4 4 4 4 Mot (ft-lbs)5196 6564 6564 5196 DL factor A =1.05 1.05 1.05 1.05 A x wDL (plf)259 259 259 259 End Post Compression(lbs)1833 1790 1790 1833 DL factor B 0.55 0.55 0.55 0.55 B x wDL (plf)135 135 135 135 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect Wind F (lbs)587 742 742 587 shear (plf)98 98 98 98 allowable shear (plf)218 218 218 218 suggested shearwall type 4 4 4 4 Mot (ft-lbs)5872 7418 7418 5872 wDL (plf)246 246 246 246 End Post Compression(lbs)1766 1755 1755 1766 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)148 148 148 148 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect Maximum End Post Compression (lbs)1833 1790 1790 1833 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1 & 8 2nd SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Page 56 of 79Page 56 of 79 Shear Line :3 & 6 Roof VSEISMIC =6,184 lbs SDS = 0.368g E = 0.70 x V = 4,329 lbs S.D.C. =D WWIND =5,810 lbs F = 0.60 x W = 3,486 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)3.6 13.8 7.6 13.8 6.0 6.7 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)18.0 18.0 18.0 18.0 18.0 18.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood Wood aspect ratio 2.8 0.7 1.3 0.7 1.7 1.5 aspect ratio factor 2w/l 0.72 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)220 1181 651 1188 515 573 shear (plf)62 86 86 86 86 86 allowable shear (plf)186 156 156 156 156 156 suggested shearwall type 5 4 4 4 4 4 Mot (ft-lbs)2202 11811 6511 11880 5154 5730 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)461 461 461 461 461 461 End Post Compression(lbs)1744 2347 2442 2347 2501 2472 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)240 240 240 240 240 240 End Post Uplift for Anchor Holdowns (lbs)neglect 0 0 0 neglect neglect End Post Uplift for Straps (lbs)neglect 0 0 0 neglect neglect Wind F (lbs)177 951 524 957 415 461 shear (plf)50 69 69 69 69 69 allowable shear (plf)261 218 218 218 218 218 suggested shearwall type 5 4 4 4 4 4 Mot (ft-lbs)1773 9512 5244 9567 4151 4614 wDL (plf)438 438 438 438 438 438 End Post Compression(lbs)1342 2030 2051 2030 2063 2057 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)263 263 263 263 263 263 End Post Uplift for Anchor Holdowns (lbs)neglect 0 0 0 0 0 End Post Uplift for Straps (lbs)neglect 0 0 0 0 0 Maximum End Post Compression (lbs)1744 2347 2442 2347 2501 2472 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 3 & 6 Roof SW5 SW4 SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 57 of 78Page 57 of 79Page 57 of 79 Shear Line :3 & 6 3rd VSEISMIC =15,920 lbs SDS = 0.368g E = 0.70 x V = 11,144 lbs S.D.C. =D WWIND =11,620 lbs F = 0.60 x W = 6,972 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)3.6 13.8 7.6 13.8 6.0 6.7 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)18.0 18.0 18.0 18.0 18.0 18.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood Wood aspect ratio 2.8 0.7 1.3 0.7 1.7 1.5 aspect ratio factor 2w/l 0.72 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)567 3041 1676 3058 1327 1475 shear (plf)158 221 221 221 221 221 allowable shear (plf)186 260 260 260 260 260 suggested shearwall type 5 5 5 5 5 5 Mot (ft-lbs)5668 30407 16762 30584 13268 14750 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)461 461 461 461 461 461 End Post Compression(lbs)2917 3764 3916 3763 4011 3965 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)240 240 240 240 240 240 End Post Uplift for Anchor Holdowns (lbs)1434 neglect 1451 neglect 1698 1589 End Post Uplift for Straps (lbs)1272 neglect 1376 neglect 1587 1496 Wind F (lbs)355 1902 1049 1913 830 923 shear (plf)99 138 138 138 138 138 allowable shear (plf)261 218 218 218 218 218 suggested shearwall type 5 4 4 4 4 4 Mot (ft-lbs)3546 19023 10487 19134 8301 9228 wDL (plf)438 438 438 438 438 438 End Post Compression(lbs)1861 2731 2758 2730 2775 2767 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)263 263 263 263 263 263 End Post Uplift for Anchor Holdowns (lbs)670 0 neglect 0 701 neglect End Post Uplift for Straps (lbs)neglect 0 neglect 0 655 neglect Maximum End Post Compression (lbs)2917 3764 3916 3763 4011 3965 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1434 0 1451 0 1698 1589 Recommended Anchor Holdown LTTP2 LTTP2 LTTP2 LTTP2 Anchor at Midwall 1/2" Anchor 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)1272 0 1376 0 1587 1496 Recommended Strap Holdown at Midwall MSTC28 MSTC28 MSTC40 MSTC28 Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 3 & 6 3rd SW5 SW5 SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 58 of 78Page 58 of 79Page 58 of 79 Shear Line :3 & 6 2nd VSEISMIC =25,140 lbs SDS = 0.368g E = 0.70 x V = 17,598 lbs S.D.C. =D WWIND =17,400 lbs F = 0.60 x W = 10,440 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)3.6 13.8 7.6 13.8 6.0 6.7 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)18.0 18.0 18.0 18.0 18.0 18.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood Concrete aspect ratio 2.8 0.7 1.3 0.7 1.7 1.5 aspect ratio factor 2w/l 0.72 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)895 4802 2647 4830 2095 2329 shear (plf)250 349 349 349 349 349 allowable shear (plf)272 380 380 380 380 380 suggested shearwall type 6 6 6 6 6 6 Mot (ft-lbs)8951 48017 26470 48296 20953 23293 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)461 461 461 461 461 461 End Post Compression(lbs)4028 5106 5312 5105 5441 5378 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)240 240 240 240 240 240 End Post Uplift for Anchor Holdowns (lbs)2545 1960 2846 1949 3127 3002 End Post Uplift for Straps (lbs)2258 1905 2701 1895 2923 2827 Wind F (lbs)531 2849 1570 2865 1243 1382 shear (plf)148 207 207 207 207 207 allowable shear (plf)261 218 218 218 218 218 suggested shearwall type 5 4 4 4 4 4 Mot (ft-lbs)5310 28486 15704 28652 12430 13818 wDL (plf)438 438 438 438 438 438 End Post Compression(lbs)2378 3427 3462 3427 3482 3472 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)263 263 263 263 263 263 End Post Uplift for Anchor Holdowns (lbs)1267 neglect 1208 neglect 1469 1355 End Post Uplift for Straps (lbs)1124 neglect 1146 neglect 1373 1276 Maximum End Post Compression (lbs)4028 5106 5312 5105 5441 5378 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)2545 1960 2846 1949 3127 3002 Recommended Anchor Holdown HTT4 LTTP2 HTT4 LTTP2 HTT4 HTT4 Anchor at Midwall 5/8" Anchor 1/2" Anchor 5/8" Anchor 1/2" Anchor 5/8" Anchor SSTB16 Anchor at Corner SSTB20 Anchor at Endwall SSTB20 Controlling Strap Holdown Uplift (lbs)2258 1905 2701 1895 2923 2827 Recommended Strap Holdown at Midwall MSTC40 MSTC40 MSTC40 MSTC40 MSTC40 STHD10 Recommended Strap Holdown at Corner STHD10 Recommended Strap Holdown at Endwall STHD14 Line 3 & 6 2nd SW6 SW6 SW6 SW6 SW6 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 59 of 78Page 59 of 79Page 59 of 79 Shear Line :4 & 5 Roof VSEISMIC =5,740 lbs SDS = 0.368g E = 0.70 x V = 4,018 lbs S.D.C. =D WWIND =3,430 lbs F = 0.60 x W = 2,058 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)22.3 14.0 13.8 13.8 10.8 22.3 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)2.5 2.5 2.5 2.5 2.5 2.5 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood Wood aspect ratio 0.4 0.7 0.7 0.7 0.9 0.4 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)923 581 571 571 449 923 shear (plf)41 41 41 41 41 41 allowable shear (plf)156 156 156 156 156 156 suggested shearwall type 4 4 4 4 4 4 Mot (ft-lbs)9233 5809 5706 5706 4494 9233 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)200 200 200 200 200 200 End Post Compression(lbs)1044 1062 1063 1063 1076 1044 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)104 104 104 104 104 104 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 0 0 Wind F (lbs)473 298 292 292 230 473 shear (plf)21 21 21 21 21 21 allowable shear (plf)218 218 218 218 218 218 suggested shearwall type 4 4 4 4 4 4 Mot (ft-lbs)4729 2976 2922 2922 2302 4729 wDL (plf)190 190 190 190 190 190 End Post Compression(lbs)788 792 792 792 795 788 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)114 114 114 114 114 114 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 0 0 Maximum End Post Compression (lbs)1044 1062 1063 1063 1076 1044 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 4 & 5 Roof SW4 SW4 SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 60 of 78Page 60 of 79Page 60 of 79 Shear Line :4 & 5 3rd VSEISMIC =14,750 lbs SDS = 0.368g E = 0.70 x V = 10,325 lbs S.D.C. =D WWIND =6,860 lbs F = 0.60 x W = 4,116 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)22.3 14.0 13.8 13.8 10.8 22.3 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)2.5 2.5 2.5 2.5 2.5 2.5 floor trib. (ft)2.5 2.5 2.5 2.5 2.5 2.5 Distance from HD to End of Wall (in)6 6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood Wood aspect ratio 0.4 0.7 0.7 0.7 0.9 0.4 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)2373 1493 1466 1466 1155 2373 shear (plf)107 107 107 107 107 107 allowable shear (plf)156 156 156 156 156 156 suggested shearwall type 4 4 4 4 4 4 Mot (ft-lbs)23725 14928 14662 14662 11548 23725 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)308 308 308 308 308 308 End Post Compression(lbs)2046 2082 2084 2084 2111 2046 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)160 160 160 160 160 160 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 neglect 0 End Post Uplift for Straps (lbs)0 0 0 0 neglect 0 Wind F (lbs)946 595 584 584 460 946 shear (plf)43 43 43 43 43 43 allowable shear (plf)218 218 218 218 218 218 suggested shearwall type 4 4 4 4 4 4 Mot (ft-lbs)9458 5951 5845 5845 4604 9458 wDL (plf)293 293 293 293 293 293 End Post Compression(lbs)1312 1318 1319 1319 1323 1312 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)176 176 176 176 176 176 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 0 0 Maximum End Post Compression (lbs)2046 2082 2084 2084 2111 2046 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 4 & 5 3rd SW4 SW4 SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 61 of 78Page 61 of 79Page 61 of 79 Shear Line :4 & 5 2nd VSEISMIC =23,320 lbs SDS = 0.368g E = 0.70 x V = 16,324 lbs S.D.C. =D WWIND =10,290 lbs F = 0.60 x W = 6,174 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)22.3 14.0 13.8 13.8 10.8 22.3 Floor DL (psf) =41 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)2.5 2.5 2.5 2.5 2.5 2.5 floor trib. (ft)5.0 5.0 5.0 5.0 5.0 5.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood Wood aspect ratio 0.4 0.7 0.7 0.7 0.9 0.4 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)3751 2360 2318 2318 1826 3751 shear (plf)169 169 169 169 169 169 allowable shear (plf)260 260 260 260 260 260 suggested shearwall type 5 5 5 5 5 5 Mot (ft-lbs)37510 23602 23180 23180 18258 37510 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)415 415 415 415 415 415 End Post Compression(lbs)3017 3069 3072 3072 3111 3017 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)217 217 217 217 217 217 End Post Uplift for Anchor Holdowns (lbs)0 neglect neglect neglect neglect 0 End Post Uplift for Straps (lbs)0 neglect neglect neglect neglect 0 Wind F (lbs)1419 893 877 877 691 1419 shear (plf)64 64 64 64 64 64 allowable shear (plf)218 218 218 218 218 218 suggested shearwall type 4 4 4 4 4 4 Mot (ft-lbs)14187 8927 8767 8767 6905 14187 wDL (plf)395 395 395 395 395 395 End Post Compression(lbs)1836 1845 1845 1845 1851 1836 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)237 237 237 237 237 237 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 0 0 Maximum End Post Compression (lbs)3017 3069 3072 3072 3111 3017 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 4 & 5 2nd SW5 SW5 SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 62 of 78Page 62 of 79Page 62 of 79 Shear Line :A & K Roof VSEISMIC =3,360 lbs SDS = 0.368g E = 0.70 x V = 2,352 lbs S.D.C. =D WWIND =4,150 lbs F = 0.60 x W = 2,490 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.6 24.6 Floor DL (psf) =41 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Wood Wood aspect ratio 0.4 0.4 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)1176 1176 shear (plf)48 48 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)11760 11760 DL factor A =1.05 1.05 A x wDL (plf)208 208 End Post Compression(lbs)1132 1132 DL factor B 0.55 0.55 B x wDL (plf)109 109 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)1245 1245 shear (plf)51 51 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)12450 12450 wDL (plf)198 198 End Post Compression(lbs)1108 1108 DL factor C 0.60 0.60 C x wDL (plf)119 119 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)1132 1132 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line A & K Roof SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 63 of 78Page 63 of 79Page 63 of 79 Shear Line :A & K 3rd VSEISMIC =8,280 lbs SDS = 0.368g E = 0.70 x V = 5,796 lbs S.D.C. =D WWIND =8,290 lbs F = 0.60 x W = 4,974 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.6 24.6 Floor DL (psf) =41 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 floor trib. (ft)7.0 7.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Wood Wood aspect ratio 0.4 0.4 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)2898 2898 shear (plf)118 118 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)28980 28980 DL factor A =1.05 1.05 A x wDL (plf)510 510 End Post Compression(lbs)2780 2780 DL factor B 0.55 0.55 B x wDL (plf)266 266 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)2487 2487 shear (plf)101 101 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)24870 24870 wDL (plf)485 485 End Post Compression(lbs)2484 2484 DL factor C 0.60 0.60 C x wDL (plf)291 291 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)2780 2780 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line A & K 3rd SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 64 of 78Page 64 of 79Page 64 of 79 Shear Line :A & K 2nd VSEISMIC =13,200 lbs SDS = 0.368g E = 0.70 x V = 9,240 lbs S.D.C. =D WWIND =12,440 lbs F = 0.60 x W = 7,464 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.6 24.6 Floor DL (psf) =41 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 floor trib. (ft)14.0 14.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 0.4 0.4 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)4620 4620 shear (plf)188 188 allowable shear (plf)260 260 suggested shearwall type 5 5 Mot (ft-lbs)46200 46200 DL factor A =1.05 1.05 A x wDL (plf)812 812 End Post Compression(lbs)4427 4427 DL factor B 0.55 0.55 B x wDL (plf)423 423 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)3732 3732 shear (plf)152 152 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)37320 37320 wDL (plf)772 772 End Post Compression(lbs)3860 3860 DL factor C 0.60 0.60 C x wDL (plf)463 463 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)4427 4427 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line A & K 2nd SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 65 of 78Page 65 of 79Page 65 of 79 Shear Line :D & H Roof VSEISMIC =8,660 lbs SDS = 0.368g E = 0.70 x V = 6,062 lbs S.D.C. =D WWIND =10,200 lbs F = 0.60 x W = 6,120 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)34.8 34.8 Floor DL (psf) =41 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Wood Wood aspect ratio 0.3 0.3 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)3031 3031 shear (plf)87 87 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)30310 30310 DL factor A =1.05 1.05 A x wDL (plf)208 208 End Post Compression(lbs)1524 1524 DL factor B 0.55 0.55 B x wDL (plf)109 109 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)3060 3060 shear (plf)88 88 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)30600 30600 wDL (plf)198 198 End Post Compression(lbs)1482 1482 DL factor C 0.60 0.60 C x wDL (plf)119 119 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)1524 1524 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line D & H Roof SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 66 of 78Page 66 of 79Page 66 of 79 Shear Line :D & H 3rd VSEISMIC =21,580 lbs SDS = 0.368g E = 0.70 x V = 15,106 lbs S.D.C. =D WWIND =20,410 lbs F = 0.60 x W = 12,246 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.6 24.6 Floor DL (psf) =41 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 floor trib. (ft)14.0 14.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Wood Wood aspect ratio 0.4 0.4 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)7553 7553 shear (plf)307 307 allowable shear (plf)380 380 suggested shearwall type 6 6 Mot (ft-lbs)75530 75530 DL factor A =1.05 1.05 A x wDL (plf)812 812 End Post Compression(lbs)5652 5652 DL factor B 0.55 0.55 B x wDL (plf)423 423 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)6123 6123 shear (plf)249 249 allowable shear (plf)364 364 suggested shearwall type 5 5 Mot (ft-lbs)61230 61230 wDL (plf)772 772 End Post Compression(lbs)4840 4840 DL factor C 0.60 0.60 C x wDL (plf)463 463 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)5652 5652 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line D & H 3rd SW6 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 67 of 78Page 67 of 79Page 67 of 79 Shear Line :D & H 2nd VSEISMIC =33,990 lbs SDS = 0.368g E = 0.70 x V = 23,793 lbs S.D.C. =D WWIND =30,610 lbs F = 0.60 x W = 18,366 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.6 24.6 Floor DL (psf) =41 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 floor trib. (ft)28.0 28.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Wood Concrete aspect ratio 0.4 0.4 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)11897 11897 shear (plf)484 484 allowable shear (plf)490 490 suggested shearwall type 7 7 Mot (ft-lbs)118965 118965 DL factor A =1.05 1.05 A x wDL (plf)1415 1415 End Post Compression(lbs)9323 9323 DL factor B 0.55 0.55 B x wDL (plf)738 738 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)9183 9183 shear (plf)374 374 allowable shear (plf)532 532 suggested shearwall type 6 6 Mot (ft-lbs)91830 91830 wDL (plf)1346 1346 End Post Compression(lbs)7827 7827 DL factor C 0.60 0.60 C x wDL (plf)808 808 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)9323 9323 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line D & H 2nd SW7 SW7 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 68 of 78Page 68 of 79Page 68 of 79 FOUNDATION DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 69 of 78Page 69 of 79Page 69 of 79 CC DD EE FF HH GG BB AA II JJ KK 1 1 A A 2 2 3 3 4 4 5 5 6 6 7 7 8 8 B B C C D D E E F F G G H H I I J J K K FO U N D A T I O N P L A N 4. 7 3 * 3 7. 8 8 * 3 2. 8 * 3 + 0 . 4 5 2. 1 * 3 + 1 . 3 1. 6 * 3 1. 2 * 3 1. 3 * 3 1. 4 * 3 F1 F2 F3 F4 F5 F6 F7 FO U N D A T I O N K E Y P L A N FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 70 of 78Page 70 of 79Page 70 of 79 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 71 of 78 Restrained Concrete Basement Wall Design Strength Design per ACI 318-11 Mark: Wall Data:Effective Wall Ht. =10.00 feet Wall Thickness =8.0 inches As = 0.37 in^2/ft minimum clearance = 1.50 inches d = 4.00 inches f'c =2500 psi Ec = 3031 ksi Self Weight = 100 psf n = 9.6 Vertical Rebar Size =#5 fr = 375 psi Vertical Rebar Spacing =10''on center Ig = 512 in^4/ft Reinforcing Fy = 60 ksi S = 128 in^3/ft Rebar AT FACE?(Y/N):N Mcr = 48000 in-lbs/ft Ag = 96 in^2/ft Lateral Soil Pressure:Other Loads: Soil Height is =9.50 ft which is Surcharge on backfill (psf) =1 which is 95% of the wall height Lateral Wind Pressure (psf) =18.2 Soil weight =112 pcf Angle of Internal Friction = 25 degrees Ka = 0.41 Point Load:None Equivalent Fluid Pressure =61 psf/ft Dead Load =0 lbs R (top of wall) = 877 plf Roof Live Load =0 lbs Floor Live Load =0 lbs Uniform Gravity Loads:Load Bearing is =0.00 inches from wall face Dead Load DL =0 plf Load Bearing Width =0.00 ft Roof Live Load LL =0 plf e for Point Load = 4.00 inches Floor Live Load LL =0 plf Load Distribution Factor = 0.25 Load Bearing is =0.0 inches from wall face e = 4.00 inches Axial Stress Check: Concentric DL=0 plf Wall self DL (Pw) = 500 plf Concentric LL from Roof =0 plf 0.20 f'm = 500 psi Concentric LL from Floor =0 plf axial load = 5 psi OK, < 0.20 f'm Load Cases: U = 1.2DL + 1.6Soil Service Loading Pu (DL) =600 lbs/ft P(ledger) = 0 lbs/ft Ase = 0.38 in^2 Pu (DL)*e 0 in-lbs/ft Mservice = 42317 in-lbs/ft a = 0.95 in. Mu (soil) = 67674 in-lbs/ft Service Deflection =0.04 inches c = 1.18 in. Mu (P-delta) = 195 in-lbs/ft Allowable Deflection =0.84 inches Icr = 35.3 in^4 Mu (total) =67869 in-lbs/ft OK. < phi*Mn fMn =72029 in-lbs/ft Ms = 80032 in-lbs 0.90DL + 1.6Soil + 1.6Wind Service Loading Pu (DL) =450 lbs/ft P(ledger) = 0 lbs/ft Ase = 0.38 in^2 Pu (DL)*e 0 in-lbs/ft Mservice = 42343 in-lbs/ft a = 0.94 in. Mu (soil + wind) = 67716 in-lbs/ft Service Deflection =0.04 inches c = 1.17 in. Mu (P-delta) = 147 in-lbs/ft Allowable Deflection =0.84 inches Icr = 35.2 in^4 Mu (total) =67863 in-lbs/ft OK. < phi*Mn fMn =71616 in-lbs/ft Ms = 79574 in-lbs 1.2DL + 1.6LL + 1.6Soil Service Loading Pu (DL + LL) =600 lbs/ft P(ledger) = 0 lbs/ft Ase = 0.38 in^2 Pu (DL + LL)*e 0 in-lbs/ft Mservice = 42317 in-lbs/ft a = 0.95 in. Mu (soil) = 67674 in-lbs/ft Service Deflection =0.04 inches c = 1.18 in. Mu (P-delta) = 195 in-lbs/ft OK. < phi*Mn Allowable Deflection =0.84 inches Icr = 35.3 in^4 Mu (total) =67869 in-lbs/ft fMn =72029 in-lbs/ft Ms = 80032 in-lbs Use: 8'' thick Concrete Wall w/ #5 @ 10'' on center Typical Restrained Concrete Wall Page 71 of 79Page 71 of 79 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 71 of 78 Restrained Concrete Basement Wall Design Strength Design per ACI 318-11 Mark: Wall Data:Effective Wall Ht. =10.00 feet Wall Thickness =12.0 inches As = 0.20 in^2/ft minimum clearance = 1.50 inches d = 10.25 inches f'c =2500 psi Ec = 3031 ksi Self Weight = 150 psf n = 9.6 Vertical Rebar Size =#4 fr = 375 psi Vertical Rebar Spacing =12''on center Ig = 1728 in^4/ft Reinforcing Fy = 60 ksi S = 288 in^3/ft Rebar AT FACE?(Y/N):y Mcr = 108000 in-lbs/ft Ag = 144 in^2/ft Lateral Soil Pressure:Other Loads: Soil Height is =9.50 ft which is Surcharge on backfill (psf) =1 which is 95% of the wall height Lateral Wind Pressure (psf) =18.2 Soil weight =112 pcf Angle of Internal Friction = 25 degrees Ka = 0.41 Point Load:None Equivalent Fluid Pressure =61 psf/ft Dead Load =0 lbs R (top of wall) = 877 plf Roof Live Load =0 lbs Floor Live Load =0 lbs Uniform Gravity Loads:Load Bearing is =0.00 inches from wall face Dead Load DL =0 plf Load Bearing Width =0.00 ft Roof Live Load LL =0 plf e for Point Load = 6.00 inches Floor Live Load LL =0 plf Load Distribution Factor = 0.25 Load Bearing is =0.0 inches from wall face e = 6.00 inches Axial Stress Check: Concentric DL=0 plf Wall self DL (Pw) = 750 plf Concentric LL from Roof =0 plf 0.20 f'm = 500 psi Concentric LL from Floor =0 plf axial load = 5 psi OK, < 0.20 f'm Load Cases: U = 1.2DL + 1.6Soil Service Loading Pu (DL) =900 lbs/ft P(ledger) = 0 lbs/ft Ase = 0.21 in^2 Pu (DL)*e 0 in-lbs/ft Mservice = 42306 in-lbs/ft a = 0.53 in. Mu (soil) = 67674 in-lbs/ft Service Deflection =0.01 inches c = 0.66 in. Mu (P-delta) = 33 in-lbs/ft Allowable Deflection =0.84 inches Icr = 187.1 in^4 Mu (total) =67707 in-lbs/ft OK. < phi*Mn fMn =113967 in-lbs/ft Ms = 126630 in-lbs 0.90DL + 1.6Soil + 1.6Wind Service Loading Pu (DL) =675 lbs/ft P(ledger) = 0 lbs/ft Ase = 0.21 in^2 Pu (DL)*e 0 in-lbs/ft Mservice = 42332 in-lbs/ft a = 0.52 in. Mu (soil + wind) = 67716 in-lbs/ft Service Deflection =0.01 inches c = 0.65 in. Mu (P-delta) = 24 in-lbs/ft Allowable Deflection =0.84 inches Icr = 184.2 in^4 Mu (total) =67740 in-lbs/ft OK. < phi*Mn fMn =111997 in-lbs/ft Ms = 124441 in-lbs 1.2DL + 1.6LL + 1.6Soil Service Loading Pu (DL + LL) =900 lbs/ft P(ledger) = 0 lbs/ft Ase = 0.21 in^2 Pu (DL + LL)*e 0 in-lbs/ft Mservice = 42306 in-lbs/ft a = 0.53 in. Mu (soil) = 67674 in-lbs/ft Service Deflection =0.01 inches c = 0.66 in. Mu (P-delta) = 33 in-lbs/ft OK. < phi*Mn Allowable Deflection =0.84 inches Icr = 187.1 in^4 Mu (total) =67707 in-lbs/ft fMn =113967 in-lbs/ft Ms = 126630 in-lbs Use: 12'' thick Concrete Wall w/ #4 @ 12'' on center Typical Restrained Concrete Wall (12" Wall) at Inside Face Page 72 of 79Page 72 of 79 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 14 0.28 0.49 1.12 floor 40 40 42 1.68 1.68 4.70 wall 15 0 40 0.60 0.00 0.72 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =2.56 2.17 6.54 Footing Dimensions Width (in) =42 Adjusted q (psf) = 1500 mono footing width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2075.264 mono footing thickness =0 qmax (psf) =1870 OK Pmax (kips) =11.4 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 4 Use p =0.0018 B1 =0.85 As req(in^2)= 0.756 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 1.42 p =0.0005 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 1.02 Min p =0.0033 Ld1 (in) =24.0 Spacing (in) = 65 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.04 Use p =0.0033 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 28.3 F1 Use: 42'' wide Continuous Footing Mono w/ Slab w/ 4 #4 Continuous Max. Point Load: F1 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 72 of 78Page 73 of 79Page 73 of 79 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 19.5 0.39 0.68 1.56 floor 40 100 10 0.40 1.00 2.08 wall 15 0 40 0.60 0.00 0.72 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =1.39 1.68 4.36 Footing Dimensions Width (in) =36 Adjusted q (psf) = 1500 mono footing width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2128.56 mono footing thickness =0 qmax (psf) =1453 OK Pmax (kips) =9.8 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 4 Use p =0.0018 B1 =0.85 As req(in^2)= 0.648 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 1.17 p =0.0003 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.54 Min p =0.0033 Ld1 (in) =24.0 Spacing (in) = 125 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Use p =0.0033 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 25.3 F2 Use: 36'' wide Continuous Footing Mono w/ Slab w/ 4 #4 Continuous F2 Max. Point Load: 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 73 of 78Page 74 of 79Page 74 of 79 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 72 6 0.12 0.43 0.84 floor 40 40 21 0.84 0.84 2.35 wall 15 0 40 0.60 0.00 0.72 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =1.56 1.27 3.91 Footing Dimensions Width (in) =24 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2069.492 stemwall height(in) =120 qmax (psf) =1954 OK Pmax (kips) =66.5 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 3 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.67 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.24 Min p =0.0033 Ld1 (in) =24.0 Spacing (in) = 286 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Use p =0.0033 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 19.3 F3 Use: 24'' wide x 10'' thick Continuous Concrete Footing w/ 3 #4 Continuous F3 Max. Point Load: 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 74 of 78Page 75 of 79Page 75 of 79 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 72 0 0.00 0.00 0.00 floor 40 100 3 0.12 0.30 0.62 wall 15 0 3 0.05 0.00 0.05 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.17 0.30 0.68 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 mono footing width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2187.097 mono footing thickness =0 qmax (psf) =452 OK Pmax (kips) =4.9 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.324 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.42 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.02 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 72 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 16.3 F4 Use: 18'' wide Continuous Footing Mono w/ Slab w/ 2 #4 Continuous F4 Max. Point Load: 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 75 of 78Page 76 of 79Page 76 of 79 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.48 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =8.85 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.60 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 24.6 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3.5 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =3.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >115 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >20 OK q min (psf) =1464 q max (psf) =1464 OK qu-max (psf) =2005 qu at edge of base (psf) =2005 qu-min (psf) =2005 qu at edge of base (psf) =2005 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.25 Bar size =#4 p =0.0006 Fy (psi) = 60000 Mu (k-ft) = 1.57 area of bar = 0.20 Min p =0.0009 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.05 Spacing (in) = 35 Use p =0.0009 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 30.8 OK Check Development Length L' short (ft) = 1.25 Bar size =#4 p =0.0003 Fy (psi) = 60000 Mu (k-ft) = 0.78 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.03 Spacing (in) = 70 Use p =0.0005 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 30.3 OK F5 Use: w/ 2 #4 F5 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.5 feet long x 3.5 feet wide x 10'' thick Footing Each Way 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 76 of 78Page 77 of 79Page 77 of 79 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =4.30 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =3.60 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 12.2 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >50 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >9 OK q min (psf) =999 q max (psf) =999 OK qu-max (psf) =1358 qu at edge of base (psf) =1358 qu-min (psf) =1358 qu at edge of base (psf) =1358 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.00 Bar size =#4 p =0.0003 Fy (psi) = 60000 Mu (k-ft) = 0.68 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Spacing (in) = 80 Use p =0.0004 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK Check Development Length L' short (ft) = 1.00 Bar size =#4 p =0.0001 Fy (psi) = 60000 Mu (k-ft) = 0.34 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Spacing (in) = 161 Use p =0.0002 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK F6 Use: w/ 1 #4 F6 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 77 of 78Page 78 of 79Page 78 of 79 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 3.66 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =14.20 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =23.64 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 59.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =5.5 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =5.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >275 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >54 OK q min (psf) =1372 q max (psf) =1372 OK qu-max (psf) =1959 qu at edge of base (psf) =1959 qu-min (psf) =1959 qu at edge of base (psf) =1959 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 2.25 Bar size =#4 p =0.0021 Fy (psi) = 60000 Mu (k-ft) = 4.96 area of bar = 0.20 Min p =0.0028 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.17 Spacing (in) = 11 Use p =0.0028 Ld3 (in) =12 Total Bars = 7 Less than pmax, OK Available Ld (in) = 42.8 OK Check Development Length L' short (ft) = 2.25 Bar size =#4 p =0.0011 Fy (psi) = 60000 Mu (k-ft) = 2.48 area of bar = 0.20 Min p =0.0015 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.08 Spacing (in) = 22 Use p =0.0015 Ld3 (in) =12 Total Bars = 4 Less than pmax, OK Available Ld (in) = 42.3 OK F7 Use: w/ 7 #4 F7 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 5.5 feet long x 5.5 feet wide x 10'' thick Footing Each Way 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : CMR FSE08/31/22IF22-029Juniper Sands Apartments - Phase 2 Page 78 of 78Page 79 of 79Page 79 of 79