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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 20-00038 - Rudd & Company - New CommercialFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Rudd & Company Office Building Client: Advantage Architecture Project No.: IF19-379 Date: Engineer : SEAL: FSE STRUCTURAL CALCULATIONS BFB January 3, 2020 01/10/20 1 of 56 01/10/2020 BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 2 of 56 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: single-ply membrane 1.0 4-ply built-up roofing w/o gravel 2.5 1/2" plywood or OSB 1.7 5" rigid insulation 1.0 prefab wood trusses at 24" o.c.3.5 5/8" gypboard(wood suspension)4.6 5/8" gypboard 2.8 mechanical/miscellaneous 2.9 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 Snow Loads: per ASCE 7 Chapter 7 Importance Factor Is = 1.0 Importance Factor Pg =50 psf (ground snow load) Ce =0.9 exposure Factor Ct =1.1 thermal factor Snow, Pf = 0.70CeCt(Is)Pg =34.7 psf (FLAT Roof) unobstructed slippery surface (Y/N):N roof slope =1/12 roof angle =2.4 degrees Cs =1.00 slope factor Snow, Ps = CsPf =34.7 psf (SLOPED Roof) 0.3*Ps =10.4 psf (Unbalanced SLOPED Roof) Unbalanced Snow for Gable and Hip Roof, based on fetch length, W For roof slopes between 0.5/12 and 7/12 20 1.75 3.3 30 2.22 4.2 40 2.59 4.9 50 2.91 5.5 60 3.19 6.0 70 3.43 6.5 80 3.66 6.9 Design Gravity Loads deflection limits 50.7 64.3 75.2 84.3 92.3 99.5 106.0 W (ft)Hd Surcharge (psf) Length (ft) FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 3 of 56 Exterior Walls: 7/8" stucco 10.0 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 = 20.0 psf L/240 stone veneer 15.0 (where brick veneer occurs) DL =25.0 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 deflection limits deflection limits FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 4 of 56 Design Code: 2015 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 .................0.158 g SS .................0.449 g Design Spectral Response Accelerations: SD1 .................0.228 g SDS .................0.431 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.067 Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................25.0 psf Roof (net uplift-zone 1).................7.0 psf Roof (uplift-zone 2).................33.5 psf Roof (net uplift-zone 2).................15.5 psf Walls (zone 4).................24.1 psf Walls (zone 5).................28.1 psf Parapet .................53.5 psf Seismic Design Category ....................................... Lateral System 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 ................................. FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 5 of 56 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Geotechnical Report Materail Testing and Inspection E190211g 3000 psf 36 inches November 6, 2019 Allowable Bearing Pressure............ Foundation Design Foundation Type ............................................. Design Basis: Firm .............................................................. Project No ..................................................... Source .......................................................... Frost Depth............ Date .............................................................. FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 6 of 56 GRAVITY DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 7 of 56 Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 8 of 56 Mark:J1 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 587 lbs Span (ft) =22.0 roof 20 35 2.67 93 147 RLL = 1028 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1615 lbs LL Deflection < L /480 wall 20 0 0 0 0 Total Deflection < L /240 misc.25 0 0 0 0 RDL = 587 lbs CD =1.00 93 plf 147 plf RLL = 1028 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1615 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (1)6x20 (3)1.75x16 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =19 psi 11% 52 psi 19% 25 psi 9% 18 psi 7% 25 psi 9% Fb =1276 psi 2380 psi 2314 psi 2238 psi 2500 psi fb-max (psi) =306 psi 24% 1123 psi 47% 458 psi 20% 401 psi 18% 476 psi 19% E (psi) = LL deflection =0.09'' 16% 0.43'' 78% 0.14'' 26% 0.15'' 28% 0.14'' 25% TL deflection =0.14'' 13% 0.67'' 61% 0.22'' 20% 0.24'' 22% 0.22'' 20% camber (in) =n/a 3/8''std=0.21''1/8''std=0.21''2/8''std=0.21''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):B Use: Mark:B1 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1930 lbs Span (ft) =6.2 roof 20 35 8.5 298 468 RLL = 922 lbs lu (ft) =6.2 floor 0 0 0 0 0 RTL (left)=2852 lbs LL Deflection < L /360 wall 20 0 12 0 240 Total Deflection < L /240 misc.25 0 8.5 0 213 RDL = 1930 lbs CD =1.00 298 plf 920 plf RLL = 922 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2852 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x12 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =88 psi 49% 146 psi 55% 89 psi 34% 41 psi 16% 136 psi 48% Fb =886 psi 2365 psi 2389 psi 2395 psi 2755 psi fb (psi) =838 psi 95% 1811 psi 77% 1104 psi 46% 449 psi 19% 1730 psi 63% E (psi) = LL deflection =0.02'' 8% 0.05'' 24% 0.03'' 15% 0.01'' 5% 0.04'' 22% TL deflection =0.05'' 17% 0.15'' 50% 0.09'' 30% 0.03'' 10% 0.14'' 44% 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: (2) 3.125x13.5 GLB 5.125x16.5 GLB 8.75x13.5 GLB Douglas Fir #1 24F-V4 24F-V4 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi ASD design per NDS 2015 Wood Beam / Header EA 8884 ft-lbs J1 3.125x13.5 GLB A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x7.5 GLB 24F-V4 1600000 psi 1800000 psi 24F-V4 4421 ft-lbs B1 2x12 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 9 of 56 Mark:B2 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 892 lbs Span (ft) =3.2 roof 20 35 24 840 1320 RLL = 1344 lbs lu (ft) =3.2 floor 0 0 0 0 0 RTL (left)=2236 lbs LL Deflection < L /360 wall 10 0 4 0 40 Total Deflection < L /240 misc.25 0 1.5 0 38 RDL = 892 lbs CD =1.00 840 plf 1398 plf RLL = 1344 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2236 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) =96 psi 53% 123 psi 46% 53 psi 20% 23 psi 9% 124 psi 44% Fb =1194 psi 2386 psi 2394 psi 2398 psi 2879 psi fb-max (psi) =817 psi 68% 1145 psi 48% 447 psi 19% 182 psi 8% 1216 psi 42% E (psi) = LL deflection =0.01'' 11% 0.02'' 18% 0.01'' 6% 0.00'' 2% 0.02'' 19% 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):B Use: Mark:B3 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 858 lbs Span (ft) =5.2 roof 20 35 2 70 110 RLL = 182 lbs lu (ft) =5.2 floor 0 0 0 0 0 RTL (left)=1040 lbs LL Deflection < L /360 wall 20 0 12 0 240 Total Deflection < L /240 misc.25 0 2 0 50 RDL = 858 lbs CD =1.00 70 plf 400 plf RLL = 182 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1040 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) =55 psi 31% 67 psi 25% 31 psi 12% 14 psi 5% 67 psi 23% Fb =1072 psi 2378 psi 2390 psi 2396 psi 2873 psi fb (psi) =617 psi 58% 865 psi 36% 338 psi 14% 137 psi 6% 919 psi 32% E (psi) = LL deflection =0.01'' 4% 0.01'' 7% 0.00'' 2% 0.00'' 1% 0.01'' 7% TL deflection =0.04'' 17% 0.06'' 25% 0.02'' 8% 0.01'' 3% 0.07'' 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) 1789 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1700000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #1 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B2 3.125x6 GLB 24F-V4 1352 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 B3 2x8 Douglas Fir #2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 10 of 56 Mark:B4 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2574 lbs Span (ft) =5.2 roof 20 35 25 875 1375 RLL = 2275 lbs lu (ft) =5.2 floor 0 0 0 0 0 RTL (left)=4849 lbs LL Deflection < L /360 wall 20 0 12 0 240 Total Deflection < L /240 misc.25 0 10 0 250 RDL = 2574 lbs CD =1.00 875 plf 1865 plf RLL = 2275 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4849 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x12 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =92 psi 51% 184 psi 69% 144 psi 54% 66 psi 25% 220 psi 77% Fb =995 psi 2362 psi 2390 psi 2396 psi 2759 psi fb-max (psi) =797 psi 80% 1793 psi 76% 1574 psi 66% 640 psi 27% 2467 psi 89% E (psi) = LL deflection =0.02'' 9% 0.04'' 24% 0.04'' 26% 0.02'' 9% 0.06'' 37% TL deflection =0.03'' 13% 0.09'' 35% 0.09'' 36% 0.03'' 12% 0.14'' 53% 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):B Use: Mark:B5 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2920 lbs Span (ft) =8.0 roof 20 35 12 420 660 RLL = 1680 lbs lu (ft) =8.0 floor 0 0 0 0 0 RTL (left)=4600 lbs LL Deflection < L /360 wall 20 0 12 0 240 Total Deflection < L /240 misc.25 0 10 0 250 RDL = 2920 lbs CD =1.00 420 plf 1150 plf RLL = 1680 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4600 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) =63 psi 35% 164 psi 62% 151 psi 57% 71 psi 27% 166 psi 58% Fb =898 psi 2319 psi 2386 psi 2394 psi 2628 psi fb (psi) =698 psi 78% 1923 psi 83% 2298 psi 96% 935 psi 39% 2097 psi 80% E (psi) = LL deflection =0.03'' 10% 0.07'' 27% 0.12'' 45% 0.04'' 15% 0.08'' 29% TL deflection =0.07'' 19% 0.20'' 49% 0.33'' 82% 0.11'' 28% 0.21'' 53% camber (in) =n/a 2/8''std=0.03''3/8''std=0.03''1/8''std=0.03''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) 6304 ft-lbs 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1700000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #1 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B4 3.125x9 GLB 24F-V4 9200 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 B5 1.75x9.5 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 11 of 56 Mark:B6 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 880 lbs Span (ft) =3.2 roof 20 35 8 280 440 RLL = 448 lbs lu (ft) =3.2 floor 0 0 0 0 0 RTL (left)=1328 lbs LL Deflection < L /360 wall 20 0 7 0 140 Total Deflection < L /240 misc.25 0 10 0 250 RDL = 880 lbs CD =1.00 280 plf 830 plf RLL = 448 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1328 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) =57 psi 32% 73 psi 28% 32 psi 12% 13 psi 5% 74 psi 26% Fb =1194 psi 2386 psi 2394 psi 2398 psi 2879 psi fb-max (psi) =485 psi 41% 680 psi 28% 265 psi 11% 108 psi 5% 722 psi 25% E (psi) = LL deflection =0.00'' 4% 0.01'' 6% 0.00'' 2% 0.00'' 1% 0.01'' 6% TL deflection =0.01'' 8% 0.02'' 12% 0.01'' 4% 0.00'' 1% 0.02'' 13% 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:B7 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1320 lbs Span (ft) =8.0 roof 20 35 2 70 110 RLL = 280 lbs lu (ft) =8.0 floor 0 0 0 0 0 RTL (left)=1600 lbs LL Deflection < L /360 wall 20 0 12 0 240 Total Deflection < L /240 misc.25 0 2 0 50 RDL = 1320 lbs CD =1.00 70 plf 400 plf RLL = 280 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1600 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x12 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =54 psi 30% 112 psi 42% 53 psi 20% 25 psi 9% 110 psi 39% Fb =881 psi 2366 psi 2386 psi 2394 psi 2862 psi fb (psi) =607 psi 69% 2048 psi 87% 799 psi 34% 325 psi 14% 2176 psi 76% E (psi) = LL deflection =0.01'' 4% 0.06'' 24% 0.02'' 7% 0.01'' 3% 0.07'' 25% TL deflection =0.06'' 16% 0.36'' 91% 0.11'' 28% 0.04'' 10% 0.38'' 95% camber (in) =n/a 4/8''std=0.03''2/8''std=0.03''1/8''std=0.03''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) 1062 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1700000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #1 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B6 2x8 Douglas Fir #1 3200 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 B7 1.75x5.5 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 12 of 56 Mark:B8 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 888 lbs Span (ft) =3.2 roof 20 35 7 245 385 RLL = 392 lbs lu (ft) =3.2 floor 0 0 0 0 0 RTL (left)=1280 lbs LL Deflection < L /360 wall 20 0 12 0 240 Total Deflection < L /240 misc.25 0 7 0 175 RDL = 888 lbs CD =1.00 245 plf 800 plf RLL = 392 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1280 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) =55 psi 31% 70 psi 27% 30 psi 11% 13 psi 5% 71 psi 25% Fb =1194 psi 2386 psi 2394 psi 2398 psi 2879 psi fb-max (psi) =468 psi 39% 655 psi 27% 256 psi 11% 104 psi 4% 696 psi 24% E (psi) = LL deflection =0.00'' 3% 0.01'' 5% 0.00'' 2% 0.00'' 1% 0.01'' 6% TL deflection =0.01'' 7% 0.02'' 12% 0.01'' 4% 0.00'' 1% 0.02'' 12% 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:B9 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 892 lbs Span (ft) =3.2 roof 20 35 24 840 1320 RLL = 1344 lbs lu (ft) =3.2 floor 0 0 0 0 0 RTL (left)=2236 lbs LL Deflection < L /360 wall 10 0 4 0 40 Total Deflection < L /240 misc.25 0 1.5 0 38 RDL = 892 lbs CD =1.00 840 plf 1398 plf RLL = 1344 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2236 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) =96 psi 53% 123 psi 46% 53 psi 20% 23 psi 9% 124 psi 44% Fb =1075 psi 2386 psi 2394 psi 2398 psi 2879 psi fb (psi) =817 psi 76% 1145 psi 48% 447 psi 19% 182 psi 8% 1216 psi 42% E (psi) = LL deflection =0.01'' 12% 0.02'' 18% 0.01'' 6% 0.00'' 2% 0.02'' 19% TL deflection =0.02'' 14% 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):E Use: (2) 1024 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1700000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #1 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B8 2x8 Douglas Fir #1 1789 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 B9 1.75x5.5 SCL: 26F 2.0E LVL FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 13 of 56 Mark:B10 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1012 lbs Span (ft) =9.2 roof 20 35 2 70 110 RLL = 322 lbs lu (ft) =9.2 floor 0 0 0 0 0 RTL (left)=1334 lbs LL Deflection < L /360 wall 20 0 6.5 0 130 Total Deflection < L /240 misc.25 0 2 0 50 RDL = 1012 lbs CD =1.00 70 plf 290 plf RLL = 322 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1334 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x12 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =47 psi 26% 74 psi 28% 45 psi 17% 21 psi 8% 69 psi 24% Fb =974 psi 2345 psi 2384 psi 2394 psi 2738 psi fb-max (psi) =582 psi 60% 1257 psi 54% 766 psi 32% 312 psi 13% 1201 psi 44% E (psi) = LL deflection =0.02'' 6% 0.06'' 19% 0.03'' 11% 0.01'' 4% 0.05'' 17% TL deflection =0.08'' 17% 0.24'' 51% 0.14'' 31% 0.05'' 11% 0.21'' 46% camber (in) =n/a 3/8''std=0.04''2/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) 3068 ft-lbs 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1700000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #1 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B10 2x12 Douglas Fir #1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 14 of 56 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1617 @ 7' 6 1/4"5156 (5.50")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)600 @ 8' 8 1/4"2329 Passed (26%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-1402 @ 7' 6 1/4"2729 Passed (51%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.041 @ 9' 9"0.223 Passed (2L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.055 @ 9' 9"0.297 Passed (2L/978)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 9' 9" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 9" o/c unless detailed otherwise. •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 Snow Total Accessories 1 - Stud wall - DF 5.50"5.50"1.50"-32 -144 -176 Blocking 2 - Stud wall - DF 5.50"5.50"1.72"424 1193 1617 Blocking Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 9"N/A 4.3 -- 1 - Uniform (PSF)7' 3" to 9' 9" (Front)7'20.0 60.0 ROOF 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, B11 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/3/2020 11:53:42 PM UTCBrett Bybee Frost Structural (208) 227-8404 BRETTB@FROSTSTRUCTURAL.COM ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Rudd & Co P a g e 2 / 7 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 15 of 56 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2970 @ 2' 2 3/4"10870 (5.50")Passed (27%)--1.0 D + 1.0 S (Adj Spans) Shear (lbs)1807 @ 1' 1 5/16"4658 Passed (39%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-4030 @ 2' 2 3/4"5458 Passed (74%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.106 @ 0 0.235 Passed (2L/532)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.136 @ 0 0.313 Passed (2L/414)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 14' 9" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 3" o/c unless detailed otherwise. •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 Snow Total Accessories 1 - Beveled Plate - DF 5.50"5.50"1.50"782 2188 2970 Blocking 2 - Beveled Plate - DF 5.50"5.50"1.50"782 2188 2970 Blocking Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 14'N/A 8.6 -- 1 - Uniform (PSF)0 to 14'2'20.0 60.0 ROOF 2 - Point (lb)0 N/A 424 1193 Linked from: B11, Support 2 3 - Point (lb)14'N/A 424 1193 Linked from: B11, Support 2 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 Length : 15' 13/16" MEMBER REPORT PASSED Level, B12 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/3/2020 11:53:42 PM UTCBrett Bybee Frost Structural (208) 227-8404 BRETTB@FROSTSTRUCTURAL.COM ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Rudd & Co P a g e 3 / 7 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 16 of 56 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1224 @ 2' 2 3/4"5435 (5.50")Passed (23%)--1.0 D + 1.0 S (Adj Spans) Shear (lbs)681 @ 3' 4 3/16"2329 Passed (29%)1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs)1963 @ 7' 5 1/2"3138 Passed (63%)1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in)0.112 @ 7' 5 1/2"0.551 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.147 @ 7' 5 1/2"0.735 Passed (L/900)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 7' 1" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 9" o/c unless detailed otherwise. •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 Snow Total Accessories 1 - Beveled Plate - DF 5.50"5.50"1.50"314 909 1223 Blocking 2 - Beveled Plate - DF 5.50"5.50"1.50"314 909 1223 Blocking Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 14' 11"24"20.0 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 Length : 16' 7/16" MEMBER REPORT PASSED Level, J2 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 24" OC ForteWEB Software Operator Job Notes 1/3/2020 11:53:42 PM UTCBrett Bybee Frost Structural (208) 227-8404 BRETTB@FROSTSTRUCTURAL.COM ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Rudd & Co P a g e 4 / 7 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 17 of 56 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1135 @ 5 1/2"2813 (1.50")Passed (40%)--1.0 D + 1.0 S (All Spans) Shear (lbs)991 @ 1' 4 3/16"4658 Passed (21%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3973 @ 7' 5 1/2"6277 Passed (63%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.202 @ 7' 5 1/2"0.738 Passed (L/875)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.273 @ 7' 5 1/2"0.984 Passed (L/648)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 12' 1" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 9" o/c unless detailed otherwise. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Hanger on 11 1/4" DF beam 5.50"Hanger¹1.50"313 895 1208 See note ¹ 2 - Hanger on 11 1/4" DF beam 5.50"Hanger¹1.50"313 895 1208 See note ¹ Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LSSU210-2 3.50"N/A 18-16d 12-10dx1.5 2 - Face Mount Hanger LSSU210-2 3.50"N/A 18-16d 12-10dx1.5 Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 14' 11"24"20.0 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 Length : 15' 13/16" MEMBER REPORT PASSED Level, J3 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 24" OC ForteWEB Software Operator Job Notes 1/3/2020 11:53:42 PM UTCBrett Bybee Frost Structural (208) 227-8404 BRETTB@FROSTSTRUCTURAL.COM ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Rudd & Co P a g e 5 / 7 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 18 of 56 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)459 @ 4 1/2"5156 (5.50")Passed (9%)--1.0 D + 1.0 S (All Spans) Shear (lbs)360 @ 9 3/8"1139 Passed (32%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)668 @ 3' 7 1/2"975 Passed (69%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.169 @ 3' 7 1/2"0.460 Passed (L/653)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.306 @ 3' 7 1/2"0.613 Passed (L/361)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 12/12 •Deflection criteria: LL (L/240) and TL (L/180). •Top Edge Bracing (Lu): Top compression edge must be braced at 10' 3" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 3" o/c unless detailed otherwise. •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 Snow Total Accessories 1 - Beveled Plate - DF 5.50"5.50"1.50"205 254 459 Blocking 2 - Beveled Plate - DF 5.50"5.50"1.50"205 254 459 Blocking Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 7' 3"24"20.0 35.0 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 Length : 10' 8 9/16" MEMBER REPORT PASSED Level, PARAPET KICKER BENDING 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC ForteWEB Software Operator Job Notes 1/3/2020 11:53:42 PM UTCBrett Bybee Frost Structural (208) 227-8404 BRETTB@FROSTSTRUCTURAL.COM ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Rudd & Co P a g e 6 / 7 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 19 of 56 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)394 @ 4"3984 (4.25")Passed (10%)--1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs)314 @ 11"1584 Passed (20%)1.60 1.0 D + 0.6 W (All Spans) Moment (Ft-lbs)284 @ 1' 2 3/4"1180 Passed (24%)1.60 1.0 D + 0.6 W (All Spans) Live Load Defl. (in)0.003 @ 1' 2 3/4"0.045 Passed (L/999+)--1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.004 @ 1' 2 3/4"0.090 Passed (L/999+)--1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 2' 3" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 3" o/c unless detailed otherwise. •Applicable calculations are based on NDS. • 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 Snow Wind Total Accessories 1 - Stud wall - DF 5.50"4.25"1.50"127 166 345 638 1 1/4" Rim Board 2 - Stud wall - DF 5.50"4.25"1.50"127 166 345 638 1 1/4" Rim Board Dead Snow Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.15)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 2' 4 1/4"N/A 2.1 ---- 1 - Point (lb)1' 2 3/4" (Top)N/A 200 -690 WALL 2 - Uniform (PSF)0 to 2' 5 1/2" (Top)1'20.0 135.0 -ROOF 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, PARAPET BLOCK 303 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/3/2020 11:53:42 PM UTCBrett Bybee Frost Structural (208) 227-8404 BRETTB@FROSTSTRUCTURAL.COM ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Rudd & Co P a g e 7 / 7 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 20 of 56 Wood Beam Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:wall stud parapet (2) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Uniform Load : W = 0.03745 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.370: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 37.20 psi= = 2,406.95psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 272.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.137 : 1 3.500 ft= = 891.37psi Maximum Deflection 0<360 276 Ratio =1477>=180 Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.433 in Ratio =>=180 Max Upward Total Deflection -0.028 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.00 0.00 0.000.00 1.00Length = 3.50 ft 1 0.90 1.300 1.15 1.00 1.00 1353.91 0.00 153.001.00 0.00 1.00Length = 5.0 ft 2 0.90 1.300 1.15 1.00 1.00 1353.91 0.00 153.001.00 0.00 1.00+0.60W 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.370 0.137 1.60 1.300 1.15 1.00 1.00 0.56 891.37 2406.95 0.20 272.001.00 37.20 1.00Length = 5.0 ft 2 0.370 0.137 1.60 1.300 1.15 1.00 1.00 0.56 891.37 2406.95 0.20 272.001.00 37.20 1.00+0.450W 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.50 ft 1 0.278 0.103 1.60 1.300 1.15 1.00 1.00 0.42 668.53 2406.95 0.15 272.001.00 27.90 1.00Length = 5.0 ft 2 0.278 0.103 1.60 1.300 1.15 1.00 1.00 0.42 668.53 2406.95 0.15 272.001.00 27.90 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +0.60W1 0.0000 0.000 -0.0284 2.034 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 21 of 56 Wood Beam Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:wall stud parapet (2) Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +0.60W 2 0.4330 5.000 0.0000 2.034 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.268 0.642 Overall MINimum -0.161 0.642 +0.60W -0.161 0.385 +0.450W -0.120 0.289 W Only -0.268 0.642 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 22 of 56 Wood Beam Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:wall stud parapet (3) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Uniform Load : W = 0.03745 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.300: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 2.167ft 38.18 psi= = 2,406.95psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 272.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.140 : 1 0.000 ft= = 722.01psi Maximum Deflection 0<360 446 Ratio =2946>=180 Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.241 in Ratio =>=180 Max Upward Total Deflection -0.009 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.00 0.00 0.000.00 1.00Length = 2.167 ft 1 0.90 1.300 1.15 1.00 1.00 1353.91 0.00 153.001.00 0.00 1.00Length = 4.50 ft 2 0.90 1.300 1.15 1.00 1.00 1353.91 0.00 153.001.00 0.00 1.00+0.60W 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.167 ft 1 0.300 0.140 1.60 1.300 1.15 1.00 1.00 0.46 722.01 2406.95 0.21 272.001.00 38.18 1.00Length = 4.50 ft 2 0.300 0.140 1.60 1.300 1.15 1.00 1.00 0.46 722.01 2406.95 0.18 272.001.00 38.18 1.00+0.450W 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.167 ft 1 0.225 0.105 1.60 1.300 1.15 1.00 1.00 0.34 541.51 2406.95 0.16 272.001.00 28.63 1.00Length = 4.50 ft 2 0.225 0.105 1.60 1.300 1.15 1.00 1.00 0.34 541.51 2406.95 0.14 272.001.00 28.63 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +0.60W1 0.0000 0.000 -0.0088 1.259 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 23 of 56 Wood Beam Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:wall stud parapet (3) Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +0.60W 2 0.2412 4.500 0.0000 1.259 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.350 0.687 Overall MINimum -0.210 0.687 +0.60W -0.210 0.412 +0.450W -0.157 0.309 W Only -0.350 0.687 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 24 of 56 Wood Beam Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:wall stud parapet w/ kicker (4) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : W = 0.02810 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : W = 0.03745 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.149: 1 Load Combination +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 6.330ft 22.28 psi= = 2,406.95psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60W = = = 272.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.082 : 1 6.330 ft= = 358.29psi Maximum Deflection 0<360 786 Ratio =4688>=180 Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.097 in Ratio =>=180 Max Upward Total Deflection -0.016 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.00 0.00 0.000.00 1.00Length = 6.330 ft 1 0.90 1.300 1.15 1.00 1.00 1353.91 0.00 153.001.00 0.00 1.00Length = 3.170 ft 2 0.90 1.300 1.15 1.00 1.00 1353.91 0.00 153.001.00 0.00 1.00+0.60W 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.330 ft 1 0.149 0.082 1.60 1.300 1.15 1.00 1.00 0.23 358.29 2406.95 0.12 272.001.00 22.28 1.00Length = 3.170 ft 2 0.149 0.082 1.60 1.300 1.15 1.00 1.00 0.23 358.29 2406.95 0.12 272.001.00 22.28 1.00+0.450W 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.330 ft 1 0.112 0.061 1.60 1.300 1.15 1.00 1.00 0.17 268.72 2406.95 0.09 272.001.00 16.71 1.00Length = 3.170 ft 2 0.112 0.061 1.60 1.300 1.15 1.00 1.00 0.17 268.72 2406.95 0.09 272.001.00 16.71 . FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 25 of 56 Wood Beam Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:wall stud parapet w/ kicker (4) Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +0.60W1 0.0000 0.000 -0.0162 4.314 +0.60W 2 0.0966 3.170 0.0000 4.314 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.029 0.386 Overall MINimum 0.029 0.386 +0.60W 0.018 0.231 +0.450W 0.013 0.174 W Only 0.029 0.386 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 26 of 56 Wood Column Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:parapet kicker .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2018 General Information Wood Section Name 2x4Analysis Method : 9Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir - Larch Wood Grade No.2 Fb +875 875psi 600 625 170 425 31.21 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1300 470 1300 470 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 1.50 in Exact Depth 3.50 in Area 5.250 in^2 Ix 5.359 in^4 Iy 0.9844 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression1.150 1300 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 10.241 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.0 ft, W = 0.390 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1262 Location of max.above base 0.0 ft Applied Axial 0.2442 k Applied Mx 0.0 k-ft Load Combination +D+0.60W Load Combination +0.60D Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 272.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 9.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 368.760 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 9.0 ft0.532 ft0.005902 +D+0.60W 1.600 PASS PASS0.0 0.0 9.0 ft0.334 ft0.1262 +D+0.450W 1.600 PASS PASS0.0 0.0 9.0 ft0.334 ft0.09594 +0.60D+0.60W 1.600 PASS PASS0.0 0.0 9.0 ft0.334 ft0.1240 +0.60D 1.600 PASS PASS0.0 0.0 9.0 ft0.334 ft0.003174 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.010 +D+0.60W 0.244 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 27 of 56 Wood Column Frost Structural EngineeringLic. # : KW-06012053 DESCRIPTION:parapet kicker k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+0.450W 0.186 +0.60D+0.60W 0.240 +0.60D 0.006 W Only 0.390 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftft inin 0.000 +D+0.60W 0.0000 0.000 0.000ftft inin 0.000 +D+0.450W 0.0000 0.000 0.000ftft inin 0.000 +0.60D+0.60W 0.0000 0.000 0.000ftft inin 0.000 +0.60D 0.0000 0.000 0.000ftft inin 0.000 W Only 0.0000 0.000 0.000ftft inin 0.000 .Sketches FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 28 of 56 Location: Plate Height (ft) =11.1 Stud Height (ft) = 10.7 Gravity Loads to Wall: Le/d = 23.4 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/360 roof snow 20 8.5 680 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =28.1 (Due to Wind)wall weight 20 12 240 0.6 * w = (psf) 16.9 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 920 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) = 820 per stud P (lbs) = 765 P (lbs) = 1840 per stud M (lb-ft) = 485 M (lb-ft) = 364 M (lb-ft) = 0 FcE (psi) =871 FcE (psi) =871 FcE (psi) =871 Fc' (psi) = 792 Fc' (psi) = 792 Fc' (psi) = 752 fc (psi) = 99 < Fc'OK fc (psi) = 93 < Fc'OK fc (psi) = 223 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 769 < Fb'OK fb (psi) = 577 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.42 < 1.0 OK CSR = 0.31 < 1.0 OK CSR = 0.09 < 1.0 OK D (in.) =0.21 = L/609 OK D (in.) =0.16 = L/812 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) = 6206 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 4.87 for M < Mcap trib width capacity (ft) = 3.38 for D < L /360 (governs) (DF No. 2)Typical 11'-1.2" Plate 1 211'-6'' to 18'-3'' 1 1 1 1 24'-9'' to 11'-6'' < 4'-9'' 18'-3'' to 25'-0'' 3 3 1 1 4 2 1 11 1 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 24'' o.c. D + S Open Width (ft) Typical 11'-1.2" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 60 40 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 29 of 56 LATERAL DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 30 of 56 Key Plan Area =1 Risk Category =II Seismic Design Category =D [per ASCE 7-10 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 Site Class =D Seismic Force Resisting System (Table 12.2-1) = Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =44.9%S1 =15.8%[per USGS Earthquake Ground Motion Tool] Fa = 1.44 Fv = 2.17 [per ASCE 7-10 table 11.4-1 & 11.4-2] SMS =0.647g SM1 =0.343g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.431g SD1 =0.228g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.066 T = 0.122 T0 =0.106 Ct =0.020 Cs-max =0.289 Ta =0.122 TS =0.530 x =0.750 Cs-min =0.019 Tmax =0.170 Sa =0.431 CS (controls)=0.066 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =26.0 [per ASCE 7-10 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-10 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 11.1 391.4 4345 1.000 26.0 26.0 Totals: 391 4345 1.0 26.0 Transverse Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 11.1 323.6 323.6 21.5 27.9 55.8 27.9 Longitudinal Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 11.1 288.7 288.7 19.2 24.9 49.8 24.9 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-10 [see ASCE 7-10 table 1.5-2] [ASCE 7-10 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 : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 31 of 56 Level =Roof Area =1 Total Seismic Weight = 391.4 Long. Wall Length (ft) =268 493 Area (ft^2) =8184 0 Trans. Wall Length (ft) =144 492 Dead Load (psf) =20 0 Plate Height (ft) =11.1 11.1 Live / Snow Load (psf) =35 0 Parapet Height (ft) =8.5 0 % Live / Snow Load =20% 0% Wall Weight (psf) =20 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 75.3 27.4 Weight (k) = 221.0 0.0 Trans. Weight (k) = 40.5 27.3 Transverse Weight (k) =323.6 Longitudinal Weight (k) =288.7 Seismic Weights Walls Roof / Floor FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 32 of 56 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code:ASCE 7 - 10 Occupancy: Occupancy Group =B Business Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 0.25 / 12 1.2 deg Building length (L) 134.0 ft Least width (B) 59.0 ft Mean Roof Ht (h) 20.0 ft Parapet ht above grd 24.0 ft Minimum parapet ht 9.3 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 33 of 56 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads :ASCE 7- 10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.902 Kh case 2 0.902 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 20.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 59.0 ft h/B = 0.34 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =20.0 ft G =0.88 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 G = 0.000 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 34 of 56 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao ≥ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 4800 feet Average Air Density = 0.0663 lbm/ft3 Constant = 0.002218 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 35 of 56 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.90 Edge Strip (a) =5.9 ft Base pressure (qh) =22.5 psf End Zone (2a) =11.8 ft GCpi = +/-0.18 Zone 2 length =29.5 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 13.0 4.9 -6.1 -14.2 2 -11.5 -19.6 -11.5 -19.6 3 -4.3 -12.4 -4.3 -12.4 4 -2.5 -10.6 -6.1 -14.2 5 13.0 4.9 6 -2.5 -10.6 1E 17.8 9.7 -6.7 -14.8 2E -20.0 -28.1 -20.0 -28.1 3E -7.9 -16.0 -7.9 -16.0 4E -5.6 -13.7 -6.7 -14.8 5E 17.8 9.7 6E -5.6 -13.7 Parapet Windward parapet = 35.0 psf (GCpn = +1.5)Windward roof Leeward parapet = -23.4 psf (GCpn = -1.0)overhangs =15.7 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 15.5 psf Roof -7.2 psf ** End Zone: Wall 23.4 psf Roof -12.1 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 15.5 psf End Zone: Wall 23.4 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 = 1.2 deg FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 36 of 56 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 37 of 56 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.90 h = 20.0 ft Base pressure (qh) =22.5 psf a = 5.9 ft Minimum parapet ht = 9.3 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg Type of roof = Monoslope Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -26.5 -25.0 -24.3 -24.6 -24.3 Negative Zone 2 -1.98 -1.49 -1.28 -44.5 -33.5 -28.8 -30.7 -28.8 Negative Zone 3 -1.98 -1.49 -1.28 -44.5 -33.5 -28.8 -30.7 -28.8 Positive Zone 1 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Positive Zones 2 & 3 1.08 0.97 0.92 24.3 21.8 20.7 21.2 18.2 Overhang Zone 1&2 -1.70 -1.63 -1.60 -38.2 -36.7 -36.0 -36.3 -24.7 Overhang Zone 3 -1.70 -1.63 -1.60 -38.2 -36.7 -36.0 -36.3 -24.7 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 psf) Parapet qp = 23.4 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 30 sf CASE A = pressure towards building (pos) CASE A : Interior zone: 63.1 43.0 40.4 53.5 CASE B = pressure away from bldg (neg) Corner zone: 63.1 43.0 40.4 53.5 CASE B : Interior zone: -44.2 -36.7 -31.5 -40.6 Corner zone: -50.5 -39.3 -31.5 -45.2 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 40 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -26.3 -22.7 -20.2 -24.1 -21.7 Negative Zone 5 -1.44 -1.12 -0.90 -32.4 -25.2 -20.2 -28.1 -23.1 Positive Zone 4 & 5 1.08 0.92 0.81 24.3 20.7 18.2 22.1 19.6 Note: GCp reduced by 10% due to roof angle <= 10 deg. FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 38 of 56 Shear Line :1 VSEISMIC =5,020 lbs SDS = 0.431g E = 0.70 x V = 3,514 lbs S.D.C. =D WWIND =8,856 lbs F = 0.60 x W = 5,314 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)5.5 6.0 6.3 7.8 5.5 Floor DL (psf) =0 height (ft)6.0 11.1 11.1 11.1 6.0 Wall DL (psf) =20 roof trib. (ft)2.0 2.0 2.0 2.0 2.0 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 Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete aspect ratio 1.1 1.9 1.8 1.4 1.1 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)622 678 716 876 622 shear (plf)113 113 113 113 113 allowable shear (plf)144 144 144 144 144 suggested shearwall type 4 4 4 4 4 Mot (ft-lbs)3731 7530 7944 9726 3731 DL factor A =1.06 1.06 1.06 1.06 1.06 A x wDL (plf)170 278 278 278 170 End Post Compression(lbs)1292 2331 2317 2272 1292 DL factor B 0.54 0.54 0.54 0.54 0.54 B x wDL (plf)86 141 141 141 86 End Post Uplift for Anchor Holdowns (lbs)neglect 947 916 788 neglect End Post Uplift for Straps (lbs)neglect 885 859 749 neglect Wind F (lbs)940 1026 1082 1325 940 shear (plf)171 171 171 171 171 allowable shear (plf)202 202 202 202 202 suggested shearwall type 4 4 4 4 4 Mot (ft-lbs)5642 11386 12013 14707 5642 wDL (plf)160 262 262 262 160 End Post Compression(lbs)1512 2760 2756 2743 1512 DL factor C 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)96 157 157 157 96 End Post Uplift for Anchor Holdowns (lbs)873 1614 1575 1423 873 End Post Uplift for Straps (lbs)811 1509 1478 1352 811 Maximum End Post Compression (lbs)1512 2760 2756 2743 1512 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)873 1614 1575 1423 873 Recommended Anchor Holdown LTT20B HTT4 HTT4 HTT4 LTT20B Anchor at Midwall 1/2" Anchor SSTB16 SSTB16 SSTB16 1/2" Anchor Anchor at Corner 1/2" Anchor SSTB16 SSTB16 SSTB16 1/2" Anchor Anchor at Endwall 1/2" Anchor SSTB16 SSTB16 SSTB16 1/2" Anchor Controlling Strap Holdown Uplift (lbs)811 1509 1478 1352 811 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Line 1, Use:SW4 SW4 SW4 SW4 SW4 Wood Framing: Hemlock-Fir or SPF Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 39 of 56 Shear Line :2 VSEISMIC =5,020 lbs SDS = 0.431g E = 0.70 x V = 3,514 lbs S.D.C. =D WWIND =8,856 lbs F = 0.60 x W = 5,314 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)5.5 6.0 12.0 7.8 5.5 Floor DL (psf) =0 height (ft)6.0 11.1 11.1 11.1 6.0 Wall DL (psf) =20 roof trib. (ft)2.0 2.0 2.0 2.0 2.0 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 Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete aspect ratio 1.1 1.9 0.9 1.4 1.1 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)526 574 1147 741 526 shear (plf)96 96 96 96 96 allowable shear (plf)144 144 144 144 144 suggested shearwall type 4 4 4 4 4 Mot (ft-lbs)3155 6368 12736 8226 3155 DL factor A =1.06 1.06 1.06 1.06 1.06 A x wDL (plf)170 278 278 278 170 End Post Compression(lbs)1174 2115 1999 2061 1174 DL factor B 0.54 0.54 0.54 0.54 0.54 B x wDL (plf)86 141 141 141 86 End Post Uplift for Anchor Holdowns (lbs)neglect 731 neglect neglect neglect End Post Uplift for Straps (lbs)neglect 683 neglect neglect neglect Wind F (lbs)795 868 1735 1121 795 shear (plf)145 145 145 145 145 allowable shear (plf)202 202 202 202 202 suggested shearwall type 4 4 4 4 4 Mot (ft-lbs)4771 9630 19259 12438 4771 wDL (plf)160 262 262 262 160 End Post Compression(lbs)1348 2459 2425 2443 1348 DL factor C 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)96 157 157 157 96 End Post Uplift for Anchor Holdowns (lbs)694 1287 719 1104 694 End Post Uplift for Straps (lbs)645 1203 696 1049 645 Maximum End Post Compression (lbs)1348 2459 2425 2443 1348 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)694 1287 719 1104 694 Recommended Anchor Holdown LTT20B LTT20B LTT20B LTT20B LTT20B Anchor at Midwall 1/2" Anchor SSTB16 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Corner 1/2" Anchor SSTB16 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Endwall 1/2" Anchor SSTB16 1/2" Anchor 1/2" Anchor 1/2" Anchor Controlling Strap Holdown Uplift (lbs)645 1203 696 1049 645 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Line 2, Use:SW4 SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 40 of 56 Shear Line :A VSEISMIC =12,720 lbs SDS = 0.431g E = 0.70 x V = 8,904 lbs S.D.C. =D WWIND =9,524 lbs F = 0.60 x W = 5,714 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)2.5 3.0 66.7 Floor DL (psf) =0 height (ft)6.0 6.0 11.1 Wall DL (psf) =20 roof trib. (ft)6.0 6.0 6.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 2.4 2.0 0.2 aspect ratio factor 2w/l 0.83 1.00 1.00 Seismic F (lbs)259 372 8273 shear (plf)103 124 124 allowable shear (plf)199 144 144 suggested shearwall type 5 4 4 Mot (ft-lbs)1551 2234 91831 DL factor A =1.06 1.06 1.06 A x wDL (plf)254 254 363 End Post Compression(lbs)1252 1423 2489 DL factor B 0.54 0.54 0.54 B x wDL (plf)130 130 185 End Post Uplift for Anchor Holdowns (lbs)633 716 0 End Post Uplift for Straps (lbs)neglect neglect 0 Wind F (lbs)166 239 5309 shear (plf)66 80 80 allowable shear (plf)279 202 202 suggested shearwall type 5 4 4 Mot (ft-lbs)996 1434 58935 wDL (plf)240 240 342 End Post Compression(lbs)748 887 1915 DL factor C 0.60 0.60 0.60 C x wDL (plf)144 144 205 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 0 End Post Uplift for Straps (lbs)neglect neglect 0 Maximum End Post Compression (lbs)1252 1423 2489 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)633 716 0 Recommended Anchor Holdown LTT20B LTT20B Anchor at Midwall SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line A SW5 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 41 of 56 Shear Line :B VSEISMIC =13,280 lbs SDS = 0.431g E = 0.70 x V = 9,296 lbs S.D.C. =D WWIND =12,349 lbs F = 0.60 x W = 7,409 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)3.3 3.3 57.2 Floor DL (psf) =0 height (ft)6.0 6.0 11.1 Wall DL (psf) =20 roof trib. (ft)6.0 6.0 6.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 1.8 1.8 0.2 aspect ratio factor 2w/l 1.00 1.00 1.00 Seismic F (lbs)485 485 8326 shear (plf)146 146 146 allowable shear (plf)239 239 239 suggested shearwall type 5 5 5 Mot (ft-lbs)2911 2911 92417 DL factor A =1.06 1.06 1.06 A x wDL (plf)254 254 363 End Post Compression(lbs)1598 1598 2735 DL factor B 0.54 0.54 0.54 B x wDL (plf)130 130 185 End Post Uplift for Anchor Holdowns (lbs)830 830 0 End Post Uplift for Straps (lbs)729 729 0 Wind F (lbs)387 387 6636 shear (plf)116 116 116 allowable shear (plf)202 202 202 suggested shearwall type 4 4 4 Mot (ft-lbs)2320 2320 73661 wDL (plf)240 240 342 End Post Compression(lbs)1154 1154 2322 DL factor C 0.60 0.60 0.60 C x wDL (plf)144 144 205 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 0 End Post Uplift for Straps (lbs)neglect neglect 0 Maximum End Post Compression (lbs)1598 1598 2735 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)830 830 0 Recommended Anchor Holdown LTT20B LTT20B Anchor at Midwall SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)729 729 0 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 Line B SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 42 of 56 Shear Line :3 & 4 VSEISMIC =7,980 lbs SDS = 0.431g E = 0.70 x V = 5,586 lbs S.D.C. =D WWIND =13,923 lbs F = 0.60 x W = 8,354 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)16.2 14.3 Floor DL (psf) =0 height (ft)11.1 11.1 Wall DL (psf) =20 roof trib. (ft)2.0 2.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 0.7 0.8 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)2961 2625 shear (plf)183 183 allowable shear (plf)239 239 suggested shearwall type 5 5 Mot (ft-lbs)32870 29135 DL factor A =1.06 1.06 A x wDL (plf)278 278 End Post Compression(lbs)2982 2997 DL factor B 0.54 0.54 B x wDL (plf)141 141 End Post Uplift for Anchor Holdowns (lbs)944 1085 End Post Uplift for Straps (lbs)922 1056 Wind F (lbs)4428 3925 shear (plf)274 274 allowable shear (plf)335 335 suggested shearwall type 5 5 Mot (ft-lbs)49156 43571 wDL (plf)262 262 End Post Compression(lbs)3866 3872 DL factor C 0.60 0.60 C x wDL (plf)157 157 End Post Uplift for Anchor Holdowns (lbs)1861 2022 End Post Uplift for Straps (lbs)1818 1968 Maximum End Post Compression (lbs)3866 3872 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1861 2022 Recommended Anchor Holdown HTT4 HTT4 Anchor at Midwall SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)1818 1968 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 STHD10 Line 3 & 4 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 43 of 56 Line Designation:1 Lateral Force (ASD):1966 lb Total Wall MOT:21823 ft*lb Seismic:No Total Wall MR :37056.25 ft*lb opening height:6.00 ft Uplift At Pier #1:0 lb opening width:6.00 ft umax:0 plf OK Total Wall Length: 17.50 ft Uplift At Pier #2:0 lb Wall Height:11.10 ft umax:0 plf OK Pier #1 Wall Length:5.50 ft OK Compression:2518 lb H/L: 2.02 OK, Reduce Capacity Uplift:0 lb Pier #2 Wall Length:6.00 ft OK H/L: 1.85 OK Wall Type:5 Roof DL:20 psf Capacity:335 plf Trib. Width:1 ft Wall Weight:20 psf DL factor: 0.60 sDS:0.43 rho :1.0 Lateral Force: 936 lb Lateral Force: 1030 lb Shear, V :170 plf OK Shear, V :172 plf OK Full Height Full Height MOT:10388 ft*lb MOT:11435 ft*lb MR :3660.25 ft*lb MR :4356 ft*lb Uplift:1489 lb Uplift:1470 lb umax:292 plf OK umax:288 plf OK Pier Height Pier Height MOT:5615 ft*lb MOT:6181 ft*lb MR :2118 ft*lb MR :2520 ft*lb Uplift:790 lb Uplift:778 lb umax:155 plf umax:153 plf Horiz. Strap Force:318 lb Check Dbl Top PL Horiz. Strap Force:356 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No ASD - ANSI / AF&PA SDPWS-2015 Shear Transfer Around Opening PIER #2PIER #1 TOTAL WALL SEGMENTWALL DATA Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 44 of 56 Line Designation:2 Lateral Force (ASD):1663 lb Total Wall MOT:18459 ft*lb Seismic:No Total Wall MR :37056.25 ft*lb opening height:6.00 ft Uplift At Pier #1:0 lb opening width:6.00 ft umax:0 plf OK Total Wall Length: 17.50 ft Uplift At Pier #2:0 lb Wall Height:11.10 ft umax:0 plf OK Pier #1 Wall Length:5.50 ft OK Compression:2325 lb H/L: 2.02 OK, Reduce Capacity Uplift:0 lb Pier #2 Wall Length:6.00 ft OK H/L: 1.85 OK Wall Type:5 Roof DL:20 psf Capacity:335 plf Trib. Width:1 ft Wall Weight:20 psf DL factor: 0.60 sDS:0.43 rho :1.0 Lateral Force: 792 lb Lateral Force: 871 lb Shear, V :144 plf OK Shear, V :145 plf OK Full Height Full Height MOT:8787 ft*lb MOT:9673 ft*lb MR :3660.25 ft*lb MR :4356 ft*lb Uplift:1198 lb Uplift:1177 lb umax:235 plf OK umax:231 plf OK Pier Height Pier Height MOT:4750 ft*lb MOT:5228 ft*lb MR :2118 ft*lb MR :2520 ft*lb Uplift:633 lb Uplift:619 lb umax:124 plf umax:121 plf Horiz. Strap Force:269 lb Check Dbl Top PL Horiz. Strap Force:301 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No PIER #1 PIER #2 Shear Transfer Around Opening ASD - ANSI / AF&PA SDPWS-2015 WALL DATA TOTAL WALL SEGMENT Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 45 of 56 Location : Ultimate Seismic Load, ws (plf) =209 M@x (ft-lb) = 48,279 Seismic Load, ws(ASD) (plf) =146 T@x = C@x (lb) =847 Ultimate Wind Load, ww (plf) =337 # of Nails Req. at Splice, n = 6 Wind Load, ww(ASD) (plf) =202 V@x (lb) =951 Length, L (ft) =53 vs@x (plf) =17 Width, W (ft) =57 Mmax (ft-lb) = 51,370 Point of Interest, x (ft) =20 Tmax = Cmax (lb) =901 OK Case :1 Allowable Chord Tension Load = 9867 Chord Member :# of Nails Req. at Splice, n =6 Chord Splice Nail :Rmax (lb) =3,877 vmax (plf) =68 20 Unblocked Allowable, vs (plf) =240 OK # of Chord Splices =2 Blocked Allowable, vs (plf) =N/A Allowable Diaphragm Deflection, L /240 Width of Blocking Req'd (ft) =N/A Wood Species :Diaphragm Deflection, (in) =0.21 Structural 1 Sheathing? :No Allowable Deflection, (in) =2.65 OK Sheathing Thickness :15/32 Sheathing Type :OSB Ga (kips/in) =7.5 M@x (ft-lb) = 66,726 Nail Size :8d T@x = C@x (lb) =1,171 Adjoining Panel Edges :2x # of Nails Req. at Splice, n = 8 ASD Reduction Factor = 2.0 V@x (lb) =1,314 Aspect Ratio = 1.08 OK vs@x (plf) =23 Block Entire Diaphragm :No Mmax (ft-lb) = 70,997 Nail Spacing Tmax = Cmax (lb) =1,246 OK Boundaries (in) =6 Allowable Chord Tension Load = 9,867 Edges (in) = 6 # of Nails Req. at Splice, n =8 Rmax (lb) =5,358 vmax (plf) =94 Unblocked Allowable, vw (plf) =335 OK Blocked Allowable, vw (plf) =N/A Width of Blocking Req'd (ft) =N/A Diaphragm Deflection, (in) =0.20 Allowable Deflection, (in) =2.65 OK Use: 0.46875'' thick sheathing, unblocked, attach with 8d nails at 6'' o.c. at panel edges and 6'' o.c. at boundaries. Seismic Diaphragm Parameters Wind Wood Structural Panel Horizontal Diaphragm ANSI / AF&PA SDPWS-2008 Distance from chord splice to nearest support, x (ft) = 16d Box 2-2x6 long Douglas Fir #2 Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 46 of 56 Location : Ultimate Seismic Load, ws (plf) =449 M@x (ft-lb) = 119,434 Seismic Load, ws(ASD) (plf) =314 T@x = C@x (lb) =903 Ultimate Wind Load, ww (plf) =377 # of Nails Req. at Splice, n = 6 Wind Load, ww(ASD) (plf) =226 V@x (lb) =2,829 Length, L (ft) =58 vs@x (plf) =21 Width, W (ft) =132.2 Mmax (ft-lb) = 132,163 Point of Interest, x (ft) =20 Tmax = Cmax (lb) =1,000 OK Case :3 Allowable Chord Tension Load = 9867 Chord Member :# of Nails Req. at Splice, n =7 Chord Splice Nail :Rmax (lb) =9,115 vmax (plf) =69 20 Unblocked Allowable, vs (plf) =180 OK # of Chord Splices =2 Blocked Allowable, vs (plf) =N/A Allowable Diaphragm Deflection, L /240 Width of Blocking Req'd (ft) =N/A Wood Species :Diaphragm Deflection, (in) =0.30 Structural 1 Sheathing? :No Allowable Deflection, (in) =2.90 OK Sheathing Thickness :15/32 Sheathing Type :OSB Ga (kips/in) =5 M@x (ft-lb) = 85,956 Nail Size :8d T@x = C@x (lb) =650 Adjoining Panel Edges :2x # of Nails Req. at Splice, n = 4 ASD Reduction Factor = 2.0 V@x (lb) =2,036 Aspect Ratio = 2.28 OK vs@x (plf) =15 Block Entire Diaphragm :No Mmax (ft-lb) = 95,117 Nail Spacing Tmax = Cmax (lb) =719 OK Boundaries (in) =6 Allowable Chord Tension Load = 9,867 Other Edges (in) = 6 # of Nails Req. at Splice, n =5 Rmax (lb) =6,560 6 vmax (plf) =50 Unblocked Allowable, vw (plf) =253 OK Blocked Allowable, vw (plf) =N/A Width of Blocking Req'd (ft) =N/A Diaphragm Deflection, (in) =0.16 Allowable Deflection, (in) =2.90 OK Cont. Edges Parallel to Load (in) = Use: 0.46875'' thick sheathing, unblocked, attach with 8d nails at 6'' o.c. at panel edges parallel to load and 6'' o.c. at other panel edges and 6'' o.c. at boundaries. 16d Box Distance from chord splice to nearest support, x (ft) = Douglas Fir #2 Wind Wood Structural Panel Horizontal Diaphragm ANSI / AF&PA SDPWS-2008 short Diaphragm Parameters Seismic 2-2x6 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 47 of 56 FOUNDATION DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 48 of 56 Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 49 of 56 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =3000 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 11 0.22 0.39 0.88 floor 0 0 0 0.00 0.00 0.00 wall 20 0 22 0.44 0.00 0.53 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.66 0.39 1.41 Footing Dimensions Width (in) =18 Adjusted q (psf) = 3000 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 4042.105 stemwall height(in) =24 qmax (psf) =939 OK Pmax (kips) =27.8 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 = 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) = 0.04 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1528 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 F1 Use: 18'' wide x 10''thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: F1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 50 of 56 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =3000 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 25 0.50 0.88 2.00 floor 0 0 0 0.00 0.00 0.00 wall 20 0 11 0.22 0.00 0.26 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.72 0.88 2.26 Footing Dimensions Width (in) =16 Adjusted q (psf) = 3000 stemwall width(in) =8 Thickness (in) =8 Allowable qu (psf) = 4258.307 stemwall height(in) =24 qmax (psf) =1698 OK Pmax (kips) =23.3 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 = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.2304 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) = 0.33 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.05 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 897 d (in)= 4.25 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) = 13.3 F2 Use: 16'' wide x 8''thick Continuous Concrete Footing w/ 2 #4 Continuous F2 Max. Point Load: FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building 01/10/20 51 of 56 Company:Date:1/9/2020 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6688.7 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchorMaterial: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 12.500 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 13.88 cac (inch): 22.76 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: Yes Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 52 of 56 Company:Date:1/9/2020 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6688.7 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 2889 Vuax [lb]: 0Vuay [lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 53 of 56 Company:Date:1/9/2020 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6688.7 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 54 of 56 Company:Date:1/9/2020 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6688.7 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 2889.01 0.0 0.00.0 0.0 0.0Sum2889.0 0.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. D.5.1) Nsa (lb)f fNsa (lb) 13110 0.75 9833 6. Adhesive Strength of Anchor in Tension (Sec. D.5.5) tk,cr = tk,crfshort-termKsat(f’c / 2,500)naN.seis tk,cr (psi)fshort-term Ksat aN.seis f’c (psi)n tk,cr (psi) 1356 1.00 1.00 1.00 2500 0.24 1356 Nba = l atcrpdahef (Eq. D-22) l a tcr (psi)da (in)hef (in)Nba (lb) 1.00 1356 0.63 12.500 33281 0.75fNa = 0.75f (ANa / ANa0)Yed,NaYcp,NaNba (Sec. D.4.1 & Eq. D-18) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yed,Na Yp,Na Na0 (lb)f 0.75fNa (lb) 73.59 307.10 8.76 1.75 0.760 1.000 33281 0.65 2954 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 55 of 56 Company:Date:1/9/2020 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6688.7 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 2889 9833 0.29 Pass Adhesive 2889 2954 0.98 Pass (Governs) SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 12.500 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 D.3.3.4.3 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 D.3.3.5.3 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Project Name:Project No. : Eng. : Date : Sheet : BFB FSEIF19-379Rudd & Company Office Building FROST Structural Engineering 01/10/20 56 of 56