Loading...
HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 18-00528 - 859 S Yellowstone Hwy - Dr Coray Office - New BuildingFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Coray Medical Office Client: Resin Architects Project No.: IF18-115 Date: Engineer : SEAL: FSE STRUCTURAL CALCULATIONS BBC September 21, 2018 09/21/2018 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: asphalt shingles o/ felt 5.0 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 1/2" gypboard 2.2 mechanical/miscellaneous 6.6 DL =20.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Floor Loads: floor coverings 5.0 3/4" plywood or OSB 2.5 wood joists at 16" o.c.3.5 10" batt insulation (R-30)1.0 1/2" gypboard 2.2 mechanical/miscellaneous 0.8 DL =15.0 psf LL joist LL beam TL LL (residential) =40 psf L/480 L/360 L/240 LL (balconies/decks) =60 psf L/480 L/360 L/240 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 3.8 DL =15.0 psf L/240 brick veneer 40.0 (where brick veneer occurs) DL =51.0 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 Design Gravity Loads deflection limits deflection limits deflection limits 1 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 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 .................0.151 g SS .................0.420 g Design Spectral Response Accelerations: SD1 .................0.221 g SDS .................0.410 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.063 Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................26.1 psf Roof (net uplift-zone 1).................8.1 psf Roof (uplift-zone 2).................37.5 psf Roof (net uplift-zone 2).................19.5 psf Walls (zone 4).................33.4 psf Walls (zone 5).................40.1 psf Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Seismic Design Category ....................................... Lateral System 2 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Presumptive Load-Bearing Values (Table 1806.2) 1500 psf 100 pcf 0.25 Lateral Soil Load (Table 1610.1) 45 pcf 60 pcf 36 inches Foundation Design Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ 3 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 4 of 35 1 23 8 0 # S 37 0 0 # W 4 23 8 0 # S 37 0 0 # W A 6350# S 10800# W B 6350# S 10800# W 2 39 8 0 # S 75 0 0 # W 3 39 8 0 # S 75 0 0 # W B101 B102 B102 B103 B103 B103 B102 B102 B101 B102 B102 B102 B102 B103 B104 B103 B104 B105 B105 B106 B106 B106B106 B106 B106 B107B107 B107 B107 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 5 of 35 GRAVITY DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Mark:WJ1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 201 lbs Span (ft) =20.0 lu (ft) =2.0 load 15 40 53 73 RLL = 537 lbs Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=739 lbs DLL < L /360 Cr =1.15 53 plf 73 plf DTOTAL < L /240 RDL = 201 lbs DL(lbs) LL(lbs) x(ft) RLL = 537 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =739 lbs Webstiffner? (Y/N) :N Pt. Load 0 0 0 Mmax = (1)2x12 Vall. (lbs) =2329 32% 1705 43% 1625 45% 1340 55% 1785 41% 1420 52% Rall. (lbs) =1641 45% 1080 68% 950 78% 1185 62% 1015 73% 1200 62% Mall. (ft-lbs) =2729 136% 6180 60% 3150 118% 5375 69% 4685 79% 3545 105% DLL 0.674 L / 356 0.506 L / 474 0.767 L / 313 0.650 L / 369 0.650 L / 369 0.623 L / 385 DTOTAL 0.927 L / 259 0.696 L / 345 1.055 L / 228 0.894 L / 269 0.893 L / 269 0.857 L / 280 Nat. freq., f (Hz)7.0 8.5 6.8 7.4 7.4 7.5 Selection (A - F):B WJ1 Use:11 7/8" TJI 360 at 16'' o.c. 3720 ft-lbs Wood Joist ASD design per NDS 2012 A B C D E 11 7/8" TJI 360 11 7/8" BCI 5000 1.7 9 1/2" LPI 42Plus 11 7/8" Red-I45 11 7/8" RFPI 40S F FAILS in Bending!! Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt Roseburg FAILS in Bending!! Adequate FAILS in Bending!! Adequate Adequate 6 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2430 lbs Span (ft) =8.0 roof 20 35 28.5 998 1568 RLL = 3990 lbs lu (ft) =8.0 floor 0 0 0 0 0 RTL (left)=6420 lbs LL Deflection < L /360 wall 15 0 2.5 0 38 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 2430 lbs CD =1.00 998 plf 1605 plf RLL = 3990 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =6420 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)4x14 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =75 psi 42% 193 psi 73% 170 psi 64% 99 psi 37% 174 psi 61% Fb =897 psi 2296 psi 2382 psi 2394 psi 2525 psi fb-max (psi) =752 psi 84% 2054 psi 89% 2227 psi 93% 1304 psi 54% 1873 psi 74% E (psi) = LL deflection =0.04'' 16% 0.11'' 43% 0.16'' 62% 0.10'' 36% 0.09'' 35% TL deflection =0.07'' 17% 0.18'' 46% 0.26'' 66% 0.15'' 39% 0.15'' 38% camber (in) =n/a 1/8''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) Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1011 lbs Span (ft) =3.3 roof 20 35 28.5 998 1568 RLL = 1661 lbs lu (ft) =3.3 floor 0 0 0 0 0 RTL (left)=2672 lbs LL Deflection < L /360 wall 15 0 2.5 0 38 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1011 lbs CD =1.00 998 plf 1605 plf RLL = 1661 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2672 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =117 psi 65% 150 psi 56% 65 psi 25% 28 psi 11% 151 psi 53% Fb =1075 psi 2386 psi 2394 psi 2398 psi 2879 psi fb (psi) =1016 psi 94% 1424 psi 60% 556 psi 23% 226 psi 9% 1513 psi 53% E (psi) = LL deflection =0.02'' 16% 0.03'' 25% 0.01'' 8% 0.00'' 3% 0.03'' 26% TL deflection =0.03'' 17% 0.04'' 26% 0.01'' 8% 0.00'' 3% 0.05'' 27% 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) 3.125x12 GLB 5.125x9 GLB 8.75x9 GLB Douglas Fir #2 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 12840 ft-lbs B101 1.75x11.875 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi SCL: 26F 2.0E LVL 2225 ft-lbs B102 2x8 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 7 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Mark:B103 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 238 lbs Span (ft) =2.5 roof 20 35 5 175 275 RLL = 219 lbs lu (ft) =2.5 floor 0 0 0 0 0 RTL (left)=456 lbs LL Deflection < L /360 wall 15 0 6 0 90 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 238 lbs CD =1.00 175 plf 365 plf RLL = 219 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =456 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =26 psi 15% 22 psi 8% 9 psi 3% 3 psi 1% 23 psi 8% Fb =1167 psi 2390 psi 2395 psi 2398 psi 2882 psi fb-max (psi) =226 psi 19% 183 psi 8% 71 psi 3% 29 psi 1% 194 psi 7% E (psi) = LL deflection =0.00'' 3% 0.00'' 2% 0.00'' 1% 0.00'' 0% 0.00'' 2% TL deflection =0.00'' 4% 0.00'' 3% 0.00'' 1% 0.00'' 0% 0.00'' 3% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 784 lbs Span (ft) =8.3 roof 20 35 5 175 275 RLL = 722 lbs lu (ft) =8.3 floor 0 0 0 0 0 RTL (left)=1506 lbs LL Deflection < L /360 wall 15 0 6 0 90 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 784 lbs CD =1.00 175 plf 365 plf RLL = 722 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1506 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =66 psi 37% 106 psi 40% 50 psi 19% 23 psi 9% 104 psi 37% Fb =974 psi 2364 psi 2385 psi 2394 psi 2861 psi fb (psi) =871 psi 89% 1987 psi 84% 776 psi 33% 315 psi 13% 2112 psi 74% E (psi) = LL deflection =0.06'' 21% 0.18'' 66% 0.06'' 20% 0.02'' 7% 0.19'' 68% TL deflection =0.12'' 29% 0.38'' 91% 0.12'' 28% 0.04'' 10% 0.39'' 95% camber (in) =n/a 3/8''std=0.03''1/8''std=0.03''1/8''std=0.03''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B104 2x10 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B103 2x6 Douglas Fir #2 3105 ft-lbs A E 285 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 8 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Mark:B105 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 533 lbs Span (ft) =6.0 roof 20 35 7 245 385 RLL = 735 lbs lu (ft) =6.0 floor 0 0 0 0 0 RTL (left)=1268 lbs LL Deflection < L /360 wall 15 0 2.5 0 38 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 533 lbs CD =1.00 245 plf 423 plf RLL = 735 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1268 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) =70 psi 39% 85 psi 32% 39 psi 15% 18 psi 7% 84 psi 29% Fb =1071 psi 2375 psi 2389 psi 2396 psi 2870 psi fb-max (psi) =868 psi 81% 1217 psi 51% 475 psi 20% 193 psi 8% 1293 psi 45% E (psi) = LL deflection =0.05'' 23% 0.07'' 35% 0.02'' 11% 0.01'' 4% 0.07'' 37% TL deflection =0.08'' 27% 0.12'' 41% 0.04'' 13% 0.01'' 4% 0.13'' 42% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B106 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 361 lbs Span (ft) =5.3 roof 20 35 5 175 275 RLL = 459 lbs lu (ft) =5.3 floor 0 0 0 0 0 RTL (left)=820 lbs LL Deflection < L /360 wall 15 0 2.5 0 38 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 361 lbs CD =1.00 175 plf 313 plf RLL = 459 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =820 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =62 psi 34% 53 psi 20% 24 psi 9% 11 psi 4% 53 psi 19% Fb =1164 psi 2378 psi 2390 psi 2396 psi 2873 psi fb (psi) =854 psi 73% 689 psi 29% 269 psi 11% 109 psi 5% 732 psi 25% E (psi) = LL deflection =0.04'' 26% 0.03'' 17% 0.01'' 5% 0.00'' 2% 0.03'' 18% TL deflection =0.08'' 31% 0.05'' 20% 0.02'' 6% 0.01'' 2% 0.06'' 21% 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) 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1901 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B105 2x8 Douglas Fir #2 1077 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 B106 2x6 Douglas Fir #2 9 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Mark:B107 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1073 lbs Span (ft) =5.5 roof 20 35 12 420 660 RLL = 1155 lbs lu (ft) =5.5 floor 0 0 0 0 0 RTL (left)=2228 lbs LL Deflection < L /360 wall 15 0 10 0 150 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1073 lbs CD =1.00 420 plf 810 plf RLL = 1155 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2228 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =87 psi 48% 146 psi 55% 67 psi 25% 31 psi 12% 72 psi 25% Fb =979 psi 2377 psi 2390 psi 2396 psi 2646 psi fb-max (psi) =859 psi 88% 1960 psi 82% 765 psi 32% 311 psi 13% 698 psi 26% E (psi) = LL deflection =0.03'' 15% 0.09'' 47% 0.03'' 15% 0.01'' 5% 0.02'' 9% TL deflection =0.05'' 19% 0.16'' 60% 0.05'' 19% 0.02'' 6% 0.03'' 12% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B108 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1823 lbs Span (ft) =6.0 roof 20 35 28.5 998 1568 RLL = 2993 lbs lu (ft) =6.0 floor 0 0 0 0 0 RTL (left)=4815 lbs LL Deflection < L /360 wall 15 0 2.5 0 38 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1823 lbs CD =1.00 998 plf 1605 plf RLL = 2993 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4815 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x14 (2)1.75x9.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 193 psi 73% 149 psi 56% 69 psi 26% 166 psi 58% Fb =804 psi 2355 psi 2389 psi 2396 psi 2654 psi fb (psi) =658 psi 82% 2054 psi 87% 1804 psi 76% 734 psi 31% 1736 psi 65% E (psi) = LL deflection =0.02'' 10% 0.09'' 43% 0.09'' 45% 0.03'' 15% 0.06'' 32% TL deflection =0.03'' 11% 0.14'' 46% 0.14'' 48% 0.05'' 16% 0.10'' 34% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) 3063 ft-lbs 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B107 2x10 Douglas Fir #2 7223 ft-lbs A E 3.125x9 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 B108 2x14 Douglas Fir #2 10 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Location: Plate Height (ft) =9.0 Stud Height (ft) = 8.6 Gravity Loads to Wall: Le/d = 18.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 28.5 1453.5 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =37.8 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 22.7 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1454 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) = 608 per stud P (lbs) = 998 P (lbs) = 1938 per stud M (lb-ft) = 281 M (lb-ft) = 211 M (lb-ft) = 0 FcE (psi) =1346 FcE (psi) =1346 FcE (psi) =1346 Fc' (psi) = 1137 Fc' (psi) = 1137 Fc' (psi) = 1032 fc (psi) = 74 < Fc'OK fc (psi) = 121 < Fc'OK fc (psi) = 235 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 446 < Fb'OK fb (psi) = 335 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.22 < 1.0 OK CSR = 0.18 < 1.0 OK CSR = 0.05 < 1.0 OK D (in.) =0.08 = L/1306 OK D (in.) =0.06 = L/1742 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) = 8510 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.59 for M < Mcap (governs) trib width capacity (ft) = 7.26 for D < L /240 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 9'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 1 1 29'-10'' to 21'-0'' < 9'-10'' 32'-2'' to 43'-5'' 7 3 1 1 4 3 2 11 1 1 521'-0'' to 32'-2'' 1 1 (DF No. 2)Typical 9'-0" Plate 11 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Location: Plate Height (ft) =9.0 Stud Height (ft) = 8.6 Gravity Loads to Wall: Le/d = 29.6 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 25 1275 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =12 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 7.2 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1275 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) = 533 per stud P (lbs) = 875 P (lbs) = 1700 per stud M (lb-ft) = 89 M (lb-ft) = 67 M (lb-ft) = 0 FcE (psi) =545 FcE (psi) =545 FcE (psi) =545 Fc' (psi) = 518 Fc' (psi) = 518 Fc' (psi) = 505 fc (psi) = 102 < Fc'OK fc (psi) = 167 < Fc'OK fc (psi) = 324 < Fc'OK Fb' (psi) = 2484 Fb' (psi) = 2484 Fb' (psi) = 1785 fb (psi) = 350 < Fb'OK fb (psi) = 262 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.21 < 1.0 OK CSR = 0.26 < 1.0 OK CSR = 0.41 < 1.0 OK D (in.) =0.10 = L/1060 OK D (in.) =0.07 = L/1414 OK D (in.) =0.00 = L/5000 OK USE:2 x 4 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2653 (axial compression governs)Mcap (lb-ft) = 551 Rcap (lbs) = 3281 trib width capacity (ft) = 8.23 for M < Mcap trib width capacity (ft) = 5.89 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2015 Typical 9'-0" Plate INTERIOR LL(psf) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Typical 9'-0" Plate INTERIOR at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 10'-5'' 3 1 10'-5'' to 22'-2'' 6 2 22'-2'' to 34'-0'' 9 3 34'-0'' to 45'-9'' 12 4 1 1 1 1 1 1 1 1 1 12 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Wood Posts/Studs Design based on NDS 2012 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.50 1.71 1.44 1.23 0.92 - - - * 2x4 DF#2 3.28 3.04 2.02 1.69 1.43 1.06 - - - 4x4 DF#2 7.66 7.08 4.71 3.93 3.33 2.47 - - - * 2x6 DF#2 5.16 9.30 6.92 5.96 5.15 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 5.22 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 12.01 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 5.78 6x10 DF#1 32.66 41.58 32.88 28.83 25.25 19.52 15.39 12.38 10.15 8x8 DF#2 35.16 41.50 38.77 37.01 35.03 30.58 26.08 22.03 18.62 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72 6x10 DF#1 32.66 38.06 31.13 27.65 24.44 19.13 15.18 12.26 10.07 8x8 DF#2 35.16 36.59 34.61 33.34 31.87 28.46 24.76 21.23 18.13 * assumes post is continuously braced in weak direction. 206_Wood Post13 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office ROOF DEAD LOAD (PD) =16 psf ROOF SNOW LOAD (PS) =35 psf TRUSS SPACING =2 ft TRUSS SPAN =54 ft TRUSS DL REACTION (PD) =864 lb TRUSS SL REACTION (PS) =1890 lb STUD SPACING (d) =16 in # OF TOP PLATES (n) =2 WIDTH OF TOP PLATES (b) =5.5 in HEIGHT OF TOP PLATE (h) =1.5 in Fb =900 psi CD =1.15 CF =1.3 Cfu =1.15 F'b = Fb*CD*CF*Cfu =1547.3 psi Mmax =6885 lb-in S =2.06 in3 fb = Mmax / (S*n) =1669.1 psi NG FV =180 psi CD =1.15 F'V = FV*CD =207 psi Vmax =2237.6 lb ATOP PLATE =16.5 in2 fV = Vmax / (ATP*2/3) =203.4 psi OK If Top Plate is NG, align additional stud under each truss Fcꓕ =625 psi AB = 8.25 in2 Rmax =2754 lb fCꓕ = Rmax 333.82 lb OK TOP PLATE BENDING STRESS SHEAR STRESS BEARING STRESS 14 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 15 of 35 LATERAL DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 16 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Level =Roof Area =D1 Total Seismic Weight = 176.5 Long. Wall Length (ft) =156 234 Area (ft^2) =4737 375 Trans. Wall Length (ft) =108 324 Dead Load (psf) =20 15 Plate Height (ft) =9 9 Live / Snow Load (psf) =35 40 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 10.5 10.5 Weight (k) = 127.9 5.6 Trans. Weight (k) = 7.3 14.6 Total Long. Weight (k) =154.6 Total Trans. Weight (k) =155.4 Seismic Weights Walls Roof / Floor 17 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Key Plan Area =D1 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 =42.0%S1 =15.1%[per USGS Earthquake Ground Motion Tool] Fa = 1.46 Fv = 2.20 [per ASCE 7-10 table 11.4-1 & 11.4-2] SMS =0.615g SM1 =0.332g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.410g SD1 =0.221g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.063 T = 0.145 T0 =0.108 Ct =0.020 Cs-max =0.235 Ta =0.145 TS =0.539 x =0.750 Cs-min =0.018 Tmax =0.203 Sa =0.410 CS (controls)=0.063 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =11.1 [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 14 176.5 2470 1.000 11.1 11.1 Totals: 176 2470 1.0 11.1 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 14 154.6 154.6 9.7 12.7 25.3 12.7 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 14 155.4 155.4 9.8 12.7 25.5 12.7 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 18 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 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) 6.00 / 12 26.6 deg Building length (L) 78.0 ft Least width (B) 57.0 ft Mean Roof Ht (h) 28.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf 19 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 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 0.968 Kh case 2 0.968 Type of roof Gable 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 = 28.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 57.0 ft h/B = 0.49 Rigid structure /z (0.6h) =16.8 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) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =98.8 Lz =436.8 ft N1 =0.00 Q =0.90 Rn =0.000 Iz =0.22 Rh =28.282 η =0.000 h =28.0 ft G =0.87 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 20 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 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) =0.97 Edge Strip (a) =5.7 ft Base pressure (qh) =27.9 psf End Zone (2a) =11.4 ft GCpi = +/-0.18 Zone 2 length =28.5 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -0.45 -0.27 -0.63 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -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 20.3 10.3 -7.5 -17.6 2 2.3 -7.8 -14.2 -24.2 3 -7.4 -17.5 -5.3 -15.3 4 -5.9 -15.9 -7.5 -17.6 5 16.2 6.1 6 -3.1 -13.1 1E 25.3 15.3 -8.4 -18.4 2E -0.3 -10.3 -24.8 -34.8 3E -11.3 -21.3 -9.8 -19.8 4E -9.9 -19.9 -8.4 -18.4 5E 22.0 12.0 6E -7.0 -17.0 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =19.5 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 26.2 psf Roof 9.7 psf End Zone: Wall 35.2 psf Roof 11.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 19.2 psf End Zone: Wall 29.0 psf θ = 26.6 deg 21 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 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 22 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.97 h = 28.0 ft Base pressure (qh) =27.9 psf a = 5.7 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 26.6 deg Type of roof = Gable Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 156 sf 500 sf Negative Zone 1 -1.08 -1.01 -0.98 -30.1 -28.1 -27.3 -26.8 -27.3 Negative Zone 2 -1.88 -1.53 -1.38 -52.4 -42.6 -38.4 -38.4 -38.4 Negative Zone 3 -2.78 -2.36 -2.18 -77.4 -65.8 -60.7 -60.7 -60.7 Positive All Zones 0.68 0.54 0.48 18.9 16.0 16.0 16.0 16.0 Overhang Zone 2 -2.20 -2.20 -2.20 -61.3 -61.3 -61.3 -61.3 -61.3 Overhang Zone 3 -3.70 -2.86 -2.50 -103.1 -79.7 -69.6 -69.6 -69.6 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 5 psf) Parapet qp = 0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 20 sf CASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0 CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 20 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -35.7 -30.7 -27.3 -34.2 -29.3 Negative Zone 5 -1.58 -1.23 -0.98 -44.0 -34.2 -27.3 -41.1 -31.2 Positive Zone 4 & 5 1.18 1.00 0.88 32.9 28.0 24.5 31.4 26.5 23 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90'24 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Key Plan Area =1&3 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=53.5 Bldg/Area Width, W (ft)=30.25 Edge Strip (a) (ft)=3.1 End Zone (2a) (ft)= 6.2 Transverse Direction (normal to L): Roof Type (receiving wind) = Use Only End Zone Pressures = Interior Pressure (psf) = Roof Interior Pressure (psf) = End Zone Pressure (psf) = Roof End Zone Pressure (psf) = Windward Parapet Pressure (psf) = Leeward Parapet Pressure (psf) = Overall Structure Height,Hx (ft) =OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Total: 0 0.0 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =26.2 Roof Interior Pressure (psf) =9.7 End Zone Pressure (psf) =35.2 Roof End Zone Pressure (psf) =11.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =19.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 9 1 231 293 160 246 7.4 Total: 246 7.4 Wind Lateral Load Vertical Distribution for MWFRS <=60' [ASCE 7-10 table 1.5-1] [see ASCE 7-10 table 1.5-2] [see ASCE 7-10 Hazard Maps, figures 26.5-1] [see ASCE 7-10 section 26.7.3] 25 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Key Plan Area =2 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=54 Bldg/Area Width, W (ft)=23 Edge Strip (a) (ft)=3 End Zone (2a) (ft)= 6 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =26.2 Roof Interior Pressure (psf) =9.7 End Zone Pressure (psf) =35.2 Roof End Zone Pressure (psf) =11.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =30.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 20 1 376 486 248 400 21.6 Total: 400 21.6 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =19.2 Roof Interior Pressure (psf) =0.0 End Zone Pressure (psf) =29.0 Roof End Zone Pressure (psf) =0.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =30.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 20 1 298 450 248 331 7.6 Total: 331 7.6 Wind Lateral Load Vertical Distribution for MWFRS <=60' [ASCE 7-10 table 1.5-1] [see ASCE 7-10 Hazard Maps, figures 26.5-1] [see ASCE 7-10 section 26.7.3] [see ASCE 7-10 table 1.5-2] 26 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Shear Line :1 VSEISMIC =2,380 lbs SDS = 0.410g E = 0.70 x V = 1,666 lbs S.D.C. =D WWIND =3,700 lbs F = 0.60 x W = 2,220 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)28.0 Floor DL (psf) =0 height (ft)9.0 Wall DL (psf) =15 roof trib. (ft)3.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)3 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.3 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1666 shear (plf)60 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)14994 DL factor A =1.06 A x wDL (plf)194 End Post Compression(lbs)1131 DL factor B 0.54 B x wDL (plf)99 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2220 shear (plf)79 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)19980 wDL (plf)183 End Post Compression(lbs)1269 DL factor C 0.60 C x wDL (plf)110 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)1269 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1, Use:SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 27 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Shear Line :2 VSEISMIC =3,980 lbs SDS = 0.410g E = 0.70 x V = 2,786 lbs S.D.C. =D WWIND =7,500 lbs F = 0.60 x W = 4,500 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)12.0 Floor DL (psf) =15 height (ft)9.0 Wall DL (psf) =30 roof trib. (ft)12.0 floor trib. (ft)10.0 Distance from HD to End of Wall (in)3 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.8 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2786 shear (plf)232 allowable shear (plf)260 suggested shearwall type 5 Mot (ft-lbs)25074 DL factor A =1.06 A x wDL (plf)647 End Post Compression(lbs)4161 DL factor B 0.54 B x wDL (plf)332 End Post Uplift for Anchor Holdowns (lbs)neglect End Post Uplift for Straps (lbs)neglect Wind F (lbs)4500 shear (plf)375 allowable shear (plf)532 suggested shearwall type 6 Mot (ft-lbs)40500 wDL (plf)612 End Post Compression(lbs)5275 DL factor C 0.60 C x wDL (plf)367 End Post Uplift for Anchor Holdowns (lbs)1257 End Post Uplift for Straps (lbs)1244 Maximum End Post Compression (lbs)5275 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1257 Recommended Anchor Holdown LTT20B Anchor at Midwall 1/2" Anchor Anchor at Corner 1/2" Anchor Anchor at Endwall 1/2" Anchor Controlling Strap Holdown Uplift (lbs)1244 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 Line 2, Use:SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 28 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Shear Line :3 VSEISMIC =3,980 lbs SDS = 0.410g E = 0.70 x V = 2,786 lbs S.D.C. =D WWIND =7,500 lbs F = 0.60 x W = 4,500 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)12.0 Floor DL (psf) =15 height (ft)9.0 Wall DL (psf) =30 roof trib. (ft)12.0 floor trib. (ft)10.0 Distance from HD to End of Wall (in)3 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.8 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2786 shear (plf)232 allowable shear (plf)260 suggested shearwall type 5 Mot (ft-lbs)25074 DL factor A =1.06 A x wDL (plf)647 End Post Compression(lbs)4161 DL factor B 0.54 B x wDL (plf)332 End Post Uplift for Anchor Holdowns (lbs)neglect End Post Uplift for Straps (lbs)neglect Wind F (lbs)4500 shear (plf)375 allowable shear (plf)532 suggested shearwall type 6 Mot (ft-lbs)40500 wDL (plf)612 End Post Compression(lbs)5275 DL factor C 0.60 C x wDL (plf)367 End Post Uplift for Anchor Holdowns (lbs)1257 End Post Uplift for Straps (lbs)1244 Maximum End Post Compression (lbs)5275 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1257 Recommended Anchor Holdown LTT20B Anchor at Midwall 1/2" Anchor Anchor at Corner 1/2" Anchor Anchor at Endwall 1/2" Anchor Controlling Strap Holdown Uplift (lbs)1244 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 Line 3, Use:SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 29 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Shear Line :4 VSEISMIC =2,380 lbs SDS = 0.410g E = 0.70 x V = 1,666 lbs S.D.C. =D WWIND =3,700 lbs F = 0.60 x W = 2,220 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)28.0 Floor DL (psf) =0 height (ft)9.0 Wall DL (psf) =15 roof trib. (ft)3.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)3 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.3 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1666 shear (plf)60 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)14994 DL factor A =1.06 A x wDL (plf)194 End Post Compression(lbs)1131 DL factor B 0.54 B x wDL (plf)99 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2220 shear (plf)79 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)19980 wDL (plf)183 End Post Compression(lbs)1269 DL factor C 0.60 C x wDL (plf)110 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)1269 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 4, Use:SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 30 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Shear Line :A VSEISMIC =6,350 lbs SDS = 0.410g E = 0.70 x V = 4,445 lbs S.D.C. =D WWIND =10,800 lbs F = 0.60 x W = 6,480 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)3.7 3.6 6.4 6.4 3.6 3.7 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)28.0 28.0 28.0 28.0 28.0 28.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)3 3 3 3 3 3 Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete Concrete aspect ratio 2.5 2.5 1.4 1.4 2.5 2.5 aspect ratio factor 2w/l 0.81 0.80 1.00 1.00 0.80 0.81 Seismic F (lbs)541 517 1164 1164 517 541 shear (plf)148 145 182 182 145 148 allowable shear (plf)211 207 260 260 207 211 suggested shearwall type 5 5 5 5 5 5 Mot (ft-lbs)4867 4656 10480 10480 4656 4867 DL factor A =1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (plf)616 616 616 616 616 616 End Post Compression(lbs)2738 2685 3701 3701 2685 2738 DL factor B 0.54 0.54 0.54 0.54 0.54 0.54 B x wDL (plf)316 316 316 316 316 316 End Post Uplift for Anchor Holdowns (lbs)881 864 702 702 864 881 End Post Uplift for Straps (lbs)848 832 687 687 832 848 Wind F (lbs)788 754 1697 1697 754 788 shear (plf)215 211 265 265 211 215 allowable shear (plf)296 290 364 364 290 296 suggested shearwall type 5 5 5 5 5 5 Mot (ft-lbs)7095 6788 15277 15277 6788 7095 wDL (plf)583 583 583 583 583 583 End Post Compression(lbs)3130 3064 4229 4229 3064 3130 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)350 350 350 350 350 350 End Post Uplift for Anchor Holdowns (lbs)1495 1467 1387 1387 1467 1495 End Post Uplift for Straps (lbs)1440 1412 1359 1359 1412 1440 Maximum End Post Compression (lbs)3130 3064 4229 4229 3064 3130 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1495 1467 1387 1387 1467 1495 Recommended Anchor Holdown LTT20B LTT20B LTT20B LTT20B LTT20B LTT20B Anchor at Midwall SSTB16 SSTB16 SSTB16 SSTB16 SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 SSTB16 SSTB16 SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 SSTB16 SSTB16 SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)1440 1412 1359 1359 1412 1440 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 LSTHD8 Line A SW5 SW5 SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 31 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Line Designation:A Lateral Force (ASD):1542 lb Total Wall M OT:13878 ft*lb Seismic:No Total Wall M R :27653.9054 ft*lb opening height:5.00 ft Uplift At Pier #1:0 lb opening width:2.50 ft umax:0 plf OK Total Wall Length: 9.74 ft Uplift At Pier #2:0 lb Wall Height:9.00 ft umax:0 plf OK Pier #1 Wall Length:3.66 ft OK Compression:3128 lb H/L: 1.37 OK Uplift:0 lb Pier #2 Wall Length:3.58 ft OK H/L: 1.40 OK Wall Type:5 Roof DL:16 psf Capacity:364 plf Trib. Width:28 ft Wall Weight:15 psf STHD10 DL factor: 0.60 sDS:0.41 rho :1.0 Lateral Force: 780 lb Lateral Force: 762 lb Shear, V :213 plf OK Shear, V :213 plf OK Full Height Full Height MOT:7016 ft*lb MOT:6862 ft*lb MR :3904.8174 ft*lb MR :3735.9806 ft*lb Uplift:1277 lb Uplift:1291 lb umax:319 plf Strap Not Req'd umax:323 plf Strap Not Req'd Pier Height Pier Height MOT:3898 ft*lb MOT:3812 ft*lb MR :3503 ft*lb MR :3351 ft*lb Uplift:491 lb Uplift:503 lb umax:123 plf OK umax:126 plf OK Horiz. Strap Force:200 lb OK Horiz. Strap Force:196 lb OK Provide Horiz. Straps:Yes Provide Horiz. Straps:Yes Horiz. Straps:CS20 Horiz. Straps:CS20 Capacity: 1030 lb Capacity: 1030 lb ASD - ANSI / AF&PA SDPWS-2015 Shear Transfer Around Opening PIER #2PIER #1 TOTAL WALL SEGMENTWALL DATA 32 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Shear Line :B VSEISMIC =6,350 lbs SDS = 0.410g E = 0.70 x V = 4,445 lbs S.D.C. =D WWIND =10,800 lbs F = 0.60 x W = 6,480 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)13.3 13.3 Floor DL (psf) =0 height (ft)9.0 9.0 Wall DL (psf) =15 roof trib. (ft)28.0 28.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)3 3 Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 0.7 0.7 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)2223 2223 shear (plf)168 168 allowable shear (plf)260 260 suggested shearwall type 5 5 Mot (ft-lbs)20003 20003 DL factor A =1.06 1.06 A x wDL (plf)616 616 End Post Compression(lbs)3457 3457 DL factor B 0.54 0.54 B x wDL (plf)316 316 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)3240 3240 shear (plf)245 245 allowable shear (plf)364 364 suggested shearwall type 5 5 Mot (ft-lbs)29160 29160 wDL (plf)583 583 End Post Compression(lbs)3994 3994 DL factor C 0.60 0.60 C x wDL (plf)350 350 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)3994 3994 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line B SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 33 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office 34 of 35 FOUNDATION DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 28 0.56 0.98 2.24 floor 0 0 0 0.00 0.00 0.00 wall 15 0 14 0.21 0.00 0.25 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.77 0.98 2.49 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2136 stemwall height(in) =26 qmax (psf) =1661 OK Pmax (kips) =14.6 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) = 0.08 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 863 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 F18 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: F18 35 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BBC FSE09/21/18IF18-115Coray Medical Office