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HomeMy WebLinkAbout2022.03.09_Crapo Calcs cFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Crapo 156 Client: Crapo Date: Engineer : SEAL: FSE March 9, 2023 March 9, 2023 STRUCTURAL CALCULATIONS JJC 03/09/2023 1 of 44 Design Code: 2018 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 2.6 DL =15.0 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 =4/12 roof angle =18.4 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 9.3 30 2.22 11.8 40 2.59 13.8 50 2.91 15.5 60 3.19 17.0 70 3.43 18.3 80 3.66 19.5 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 Design Gravity Loads deflection limits 17.9 22.7 26.6 29.8 32.6 35.2 37.5 W (ft)Hd Surcharge (psf) Length (ft) deflection limits 2 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 2.8 DL = 15.0 psf L/240 brick veneer 40.0 (where brick veneer occurs) DL =50.0 psf L/360 Interior Walls: 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 1.5 DL = 10.0 psf L/240 deflection limits deflection limits 3 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.143 g SS .................0.371 g Design Spectral Response Accelerations: SD1 .................0.221 g SDS .................0.372 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.057 17.7 kips Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................27.3 psf Roof (net uplift-zone 1).................13.8 psf Roof (uplift-zone 2).................33.4 psf Roof (net uplift-zone 2).................19.9 psf Walls (zone 4).................25.4 psf Walls (zone 5).................30.2 psf Parapet .................0.0 psf Seismic Design Category ....................................... Seismic Weight, W ................................................ 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 ................................. 4 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Presumptive Load-Bearing Values (Table 1806.2) 1500 psf 100 pcf 0.25 Lateral Soil Load (Table 1610.1) 45 pcf 60 pcf 36 inches Foundation Design Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ 5 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 1 2 3 4 5 A B C D 5 6.6. 5 5 P2 B3 B2 B2 B2 B2B2B2 B2 B2 NEW ROOF OVERBUILD EX I S T I N G R O O F F R A M I N G NE W P R E F A B R O O F T R U S S E S P1 P1 P1 P1 P2 P3 P3 6. 8' - 0 " G T G T 3 4 201 S2.2 ________________________ 201 S2.2 ________________________ 201 S2.2 ________________________ TYPICAL ROOF SHEATHING APA RATED ROOF SHEATHING W/ NAILS AT O.C. AT PANEL EDGES AND BOUNDARY AND AT O.C. IN THE FIELD. 7/16"8d 6" 12" SCALE: 1/4" = 1'-0" FIRST FLOOR FRAMING PLAN B101 B101B102 B102 B2 0 2 B2 0 2 B2 0 3 B2 0 1 B2 0 1 6 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 UPPER LEVEL KEY PLAN FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 B2 B2 B2 P1 1 2 3 4 5 A B C D EW J 1 WJ1WJ 1 5 6.6. 5 5 OR E X I S T I N G B E A M A A A A B2 P1 P1 P1 P2 P1 P1 P1 2 2 TYP TYP TYPICAL FLOOR SHEATHING APA RATED ROOF SHEATHING W/ NAILS AT O.C. AT PANEL EDGES AND BOUNDARY AND AT O.C. IN THE FIELD. 3/4"10d 6" 12" SCALE: 1/4" = 1'-0" FIRST FLOOR J1J2 7 of 44 1ST FLOOR FRAMING KEY PLAN About the 2015 Idaho Ground Snow Load Map Ground and Roof Snow Loads for Idaho Report and Interactive Map About Ground Snow Loads in Idaho 2015 Idaho Ground Snow Load Map Click on the map for Snow Load Calculation based on location and elevation. 156 e 2nd s rexburg idaho Search Search for a location via lat/lng, location, or street address. This document is not legally binding. The user is urged to verify ground snow load values with the local authority having jurisdiction. Ground and Roof Snow Loads for Idaho Interactive Map and Report about Ground Snow Loads in Idaho compiled by researchers from the Department of Civil Engineering at University of Idaho Home 2015 Map 1986 Map About DI | Collections Last updated 2022 × Location Information: Latitude, Longitude:  43.822, -111.779 Elevation:  4925 ft Normalized Ground Snow Load (NGSL):  0.010185 psf/ft Ground Snow Load:  50 lb/ft The mapping algorithm introduces small changes in the NGSL at pixel boundaries. Please peruse all GSL in the vicinity of the location of interest; also note exceptions in Bannock and Kootenai counties. Refer to the 2015 Report for more detailed information. 2 Map data ©2023 Google Report a map error  -   Drag to Change Map O   8 of 44 Mark:J1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 135 lbs Span (ft) =10.0 lu (ft) =2.0 load 20 40 53 80 RLL = 271 lbs Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=406 lbs DLL < L /360 Cr =1.15 53 plf 80 plf DTOTAL < L /240 RDL = 135 lbs DL(lbs) LL(lbs) x(ft) RLL = 271 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =406 lbs Web Stiffener? (Y/N) :N Pt. Load 0 0 0 Mmax = (1)2x8 Vall. (lbs) =1501 27% 1560 26% 1625 25% 1335 30% 1785 23% 1420 29% Rall. (lbs) =1641 25% 910 45% 950 43% 870 47% 1015 40% 950 43% Mall. (ft-lbs) =1360 76% 3160 33% 3150 33% 3100 33% 4685 22% 3640 28% DLL 0.157 L / 762 0.057 L / 1500+ 0.056 L / 1500+ 0.061 L / 1500+ 0.050 L / 1500+ 0.053 L / 1500+ DTOTAL 0.236 L / 508 0.085 L / 1405 0.084 L / 1430 0.091 L / 1319 0.074 L / 1500+0.079 L / 1500+ Nat. freq., f (Hz)12.6 23.5 23.4 22.6 25.7 24.2 Selection (A - F):B J1 Use:11 7/8" TJI 110 at 16'' o.c. Mark:J2 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 75 lbs Span (ft) =5.5 lu (ft) =2.0 load 20 40 53 80 RLL = 151 lbs Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=226 lbs DLL < L /360 Cr =1.15 53 plf 80 plf DTOTAL < L /240 RDL = 75 lbs DL(lbs) LL(lbs) x(ft) RLL = 151 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =226 lbs Web Stiffener? (Y/N) :N Pt. Load 0 0 0 Mmax = (1)2x8 Vall. (lbs) =1501 15% 1560 14% 1625 14% 1335 17% 1785 13% 1420 16% Rall. (lbs) =1641 14% 910 25% 950 24% 870 26% 1015 22% 950 24% Mall. (ft-lbs) =1360 23% 3160 10% 3150 10% 3100 10% 4685 7% 3640 9% DLL 0.014 L / 1500+ 0.008 L / 1500+ 0.007 L / 1500+ 0.008 L / 1500+ 0.007 L / 1500+ 0.007 L / 1500+ DTOTAL 0.022 L / 1500+0.012 L / 1500+0.011 L / 1500+0.012 L / 1500+0.011 L / 1500+0.011 L / 1500+ Nat. freq., f (Hz)41.5 77.7 77.4 74.8 84.9 80.0 Selection (A - F):B J2 Use: 11 7/8" TJI 110 at 16'' o.c. 319 ft-lbs Adequate F Roseburg Adequate Roseburg Adequate Adequate Adequate Adequate Adequate Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt 1029 ft-lbs 11 7/8" TJI 110 11 7/8" BCI 5000 1.7 11 7/8" LPI 18 11 7/8" Red-I45 11 7/8" RFPI 20 FA B C D E Wood Joist ASD design per NDS 2015 A B C D E 11 7/8" TJI 110 11 7/8" BCI 5000 1.7 11 7/8" LPI 18 11 7/8" Red-I45 11 7/8" RFPI 20 Adequate Adequate Adequate Adequate Adequate Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt 9 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 270 lbs Span (ft) =4.5 roof 15 35 4 140 200 RLL = 675 lbs lu (ft) =2.0 floor 15 40 4 160 220 RTL (left)=945 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 270 lbs CD =1.00 300 plf 420 plf RLL = 675 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =945 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =68 psi 38% 59 psi 22% 27 psi 10% 12 psi 5% 39 psi 14% Fb =1168 psi 2392 psi 2396 psi 2399 psi 2888 psi fb-max (psi) =843 psi 72% 680 psi 28% 266 psi 11% 108 psi 5% 482 psi 17% E (psi) = LL deflection =0.04'' 28% 0.03'' 18% 0.01'' 6% 0.00'' 2% 0.02'' 13% TL deflection =0.06'' 26% 0.04'' 17% 0.01'' 5% 0.00'' 2% 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:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 630 lbs Span (ft) =3.0 roof 15 35 14 490 700 RLL = 1575 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=2205 lbs LL Deflection < L /360 wall 15 40 14 560 770 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 630 lbs CD =1.00 1050 plf 1470 plf RLL = 1575 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2205 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) =91 psi 50% 118 psi 44% 50 psi 19% 21 psi 8% 119 psi 42% Fb =1077 psi 2392 psi 2396 psi 2399 psi 2884 psi fb (psi) =755 psi 70% 1058 psi 44% 413 psi 17% 168 psi 7% 1125 psi 39% E (psi) = LL deflection =0.01'' 13% 0.02'' 19% 0.01'' 6% 0.00'' 2% 0.02'' 20% TL deflection =0.02'' 12% 0.03'' 18% 0.01'' 6% 0.00'' 2% 0.03'' 18% 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) 1063 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 B101 2x6 Douglas Fir #2 1654 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 B102 2x8 Douglas Fir #2 10 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Mark:B201 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 506 lbs Span (ft) =4.5 roof 15 35 15 525 750 RLL = 1181 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1688 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 506 lbs CD =1.00 525 plf 750 plf RLL = 1181 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1688 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =85 psi 47% 105 psi 40% 48 psi 18% 21 psi 8% 70 psi 24% Fb =1077 psi 2392 psi 2396 psi 2399 psi 2888 psi fb-max (psi) =867 psi 80% 1215 psi 51% 474 psi 20% 193 psi 8% 861 psi 30% E (psi) = LL deflection =0.03'' 21% 0.05'' 32% 0.01'' 10% 0.01'' 3% 0.03'' 22% TL deflection =0.05'' 20% 0.07'' 30% 0.02'' 9% 0.01'' 3% 0.05'' 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) Mark:B202 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 578 lbs Span (ft) =5.5 roof 15 35 14 490 700 RLL = 1348 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=1925 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 578 lbs CD =1.15 490 plf 700 plf RLL = 1348 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1925 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) =207 psi 305 psi 305 psi 305 psi 328 psi fv-max @ d (psi) =104 psi 50% 126 psi 41% 58 psi 19% 27 psi 9% 125 psi 38% Fb =1238 psi 2749 psi 2755 psi 2758 psi 3315 psi fb (psi) =1209 psi 98% 1694 psi 62% 661 psi 24% 269 psi 10% 1800 psi 54% E (psi) = LL deflection =0.07'' 36% 0.10'' 54% 0.03'' 17% 0.01'' 6% 0.10'' 57% TL deflection =0.09'' 34% 0.14'' 52% 0.04'' 16% 0.02'' 5% 0.15'' 54% 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) 2647 ft-lbs B202 2x8 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 B201 2x8 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi Douglas Fir #2 ASD design per NDS 2015 Wood Beam / Header EA 1898 ft-lbs 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 11 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Mark:B203 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1680 lbs Span (ft) =16.0 roof 15 35 14 490 700 RLL = 3920 lbs lu (ft) =2.0 floor 15 40 0 0 0 RTL (left)=5600 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1680 lbs CD =1.15 490 plf 700 plf RLL = 3920 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =5600 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)6x14 (3)1.75x11.875 Wood Species = Fv (psi) =196 psi 305 psi 305 psi 305 psi 328 psi fv-max @ d (psi) =49 psi 25% 151 psi 50% 104 psi 34% 81 psi 27% 118 psi 36% Fb =993 psi 2730 psi 2751 psi 2724 psi 2986 psi fb-max (psi) =804 psi 81% 2294 psi 84% 1727 psi 63% 1672 psi 61% 2178 psi 73% E (psi) = LL deflection =0.25'' 46% 0.46'' 86% 0.38'' 72% 0.48'' 89% 0.49'' 92% TL deflection =0.35'' 44% 0.65'' 82% 0.55'' 68% 0.68'' 85% 0.70'' 88% camber (in) =n/a 3/8''std=0.11''2/8''std=0.11''3/8''std=0.11''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) 22400 ft-lbs 3.125x15 GLB 5.125x13.5 GLB 8.75x10.5 GLB Wood Beam / Header ASD design per NDS 2015 A E 1300000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B203 6x14 Douglas Fir #2 12 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 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 20 1020 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =30 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 18.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1020 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) = 427 per stud P (lbs) = 700 P (lbs) = 1360 per stud M (lb-ft) = 223 M (lb-ft) = 167 M (lb-ft) = 0 FcE (psi) =1346 FcE (psi) =1346 FcE (psi) =1346 Fc' (psi) = 1137 Fc' (psi) = 1137 Fc' (psi) = 1032 fc (psi) = 52 < Fc'OK fc (psi) = 85 < Fc'OK fc (psi) = 165 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 354 < Fb'OK fb (psi) = 266 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.17 < 1.0 OK CSR = 0.14 < 1.0 OK CSR = 0.03 < 1.0 OK D (in.) =0.06 = L/1646 OK D (in.) =0.05 = L/2195 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) = 7.05 for M < Mcap (governs) trib width capacity (ft) = 9.14 for D < L /240 (DF No. 2)Typical 9'-0" Plate 1 526'-10'' to 40'-11'' 1 1 1 1 212'-9'' to 26'-10'' < 12'-9'' 40'-11'' to 55'-0'' 6 3 1 1 4 3 2 11 1 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 13 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Wood Posts/Studs Design based on NDS 2015 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.50 1.71 1.44 1.23 0.92 - - - * 2x4 DF#2 3.28 3.04 2.02 1.69 1.43 1.06 - - - 4x4 DF#2 7.66 7.08 4.71 3.93 3.33 2.47 - - - * 2x6 DF#2 5.16 9.30 6.92 5.96 5.15 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 5.22 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 12.01 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 5.78 6x8 DF#1 25.78 32.82 25.96 22.76 19.93 15.41 12.15 9.77 8.01 6x10 DF#1 32.66 41.58 32.88 28.83 25.25 19.52 15.39 12.38 10.15 8x8 DF#2 35.16 41.50 38.77 37.01 35.03 30.58 26.08 22.03 18.62 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72 6x8 DF#1 25.78 30.05 24.58 21.83 19.30 15.10 11.98 9.68 7.95 6x10 DF#1 32.66 38.06 31.13 27.65 24.44 19.13 15.18 12.26 10.07 8x8 DF#2 35.16 36.59 34.61 33.34 31.87 28.46 24.76 21.23 18.13 * assumes post is continuously braced in weak direction. 206_Wood Post 14 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 SCALE: 1/4" = 1'-0" 15 of 44 3 4 5 A B C D 5 6.6. 5 5 B2 B2 B2B2B2 B2 B2 NEW ROOF OVERBUILD NE W P R E F A B R O O F T R U S S E S P1 P1 P3 P3 6. 8' - 0 " G T G T 3 4 201 S2.2 ________________________ 201 S2.2 ________________________ 201 S2.2 ________________________ TYPICAL ROOF SHEATHING APA RATED ROOF SHEATHING W/ NAILS AT O.C. AT PANEL EDGES AND BOUNDARY AND AT O.C. IN THE FIELD. 7/16"8d 6" 12" 1 E=0.5 K W=1.1 K A E=0.5 K W=2.65 K B E=0.5 K W=2.65 K 2 E=0.5 K W=1.1 K LATERAL KEY PLAN ROOF DEAD LOAD (PD) =15 psf ROOF SNOW LOAD (PS) =35 psf TRUSS SPACING =2 ft TRUSS SPAN =16 ft TRUSS DL REACTION (PD) =240 lb TRUSS SL REACTION (PS) =560 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 =850 psi CD =1 CF =1.3 Cfu =1.15 F'b = Fb*CD*CF*Cfu =1270.8 psi Mmax =2000 lb-in S =4.13 in3 fb = Mmax / (S*n) =242.4 psi OK FV =150 psi CD =1 F'V = FV*CD =150 psi Vmax =650.0 lb ATOP PLATE =16.5 in2 fV = Vmax / (ATP*2/3) =59.1 psi OK If Top Plate is NG, align additional stud under each truss Fcꓕ =405 psi AB = 8.25 in2 Rmax =800 lb fCꓕ = Rmax 96.97 lb OK BENDING STRESS SHEAR STRESS BEARING STRESS TOP PLATE 16 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 ASCE 7 Hazards Report Address: 156 E 2nd S Rexburg, Idaho 83440 Standard:ASCE/SEI 7-16 Latitude:43.821592 Risk Category:II Longitude:-111.779134 Soil Class:D - Default (see Section 11.4.3) Elevation:0 ft (NAVD 88) Page 1 of 3https://asce7hazardtool.online/Thu Mar 09 202317 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 SS : 0.371 S1 : 0.143 F a : 1.503 F v : 2.313 SMS : 0.557 SM1 : 0.332 SDS : 0.371 SD1 : 0.221 T L : 6 PGA : 0.158 PGA M : 0.234 F PGA : 1.485 Ie : 1 C v : 0.947 Seismic Design Category: D - Default (see Section 11.4.3) D Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Data Accessed: Thu Mar 09 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Thu Mar 09 202318 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Key Plan Area =1 Risk Category =II Geotech Report Done? :No Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):65 Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =37.1%S1 =14.3%[per ATC Hazard by Location Website] Fa = 1.50 Fv = 2.31 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.558g SM1 =0.331g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.372g SD1 =0.221g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.057 T = 0.141 T0 =0.119 Ct =0.020 Cs-max =0.241 Ta =0.141 TS =0.593 x =0.750 Cs-min =0.016 Tmax =0.197 Sa =0.372 CS (controls)=0.057 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =1.0 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 13.5 17.7 238 1.000 1.0 1.0 Totals: 18 238 1.0 1.0 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 13.5 14.8 14.8 0.8 1.1 2.2 1.1 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 13.5 14.6 14.6 0.8 1.1 2.2 1.1 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance 19 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Level =Roof Area =1 Total Seismic Weight = 17.7 Long. Wall Length (ft) =27.5 27.5 Area (ft^2) =531 0 Trans. Wall Length (ft) =32 16 Dead Load (psf) =15 0 Plate Height (ft) =9 9 Live / Snow Load (psf) =35 0 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) = 1.9 1.2 Weight (k) = 11.7 0.0 Trans. Weight (k) = 2.2 0.7 Transverse Weight (k) =14.8 Longitudinal Weight (k) =14.6 Seismic Weights Walls Roof / Floor 20 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 www.struware.com Code Search Code: Occupancy: Occupancy Group =R 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) 4.00 / 12 18.4 deg Building length (L) 27.5 ft Least width (B) 16.0 ft Mean Roof Ht (h) 13.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 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 International Building Code 2018 Residential 21 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Wind Loads :ASCE 7- 16 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 0.849 Kh case 2 0.849 Type of roof Hip 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 =13.5 ft If building h/B>4 then may be flexible and should be investigated. B = 16.0 ft h/B = 0.84 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural 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 =97.1 Lz =427.1 ft N1 =0.00 Q =0.95 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =13.5 ft G =0.90 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Enclosure Classification 22 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 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. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. 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 Ground Elevation Factor (Ke) Grd level above sea level = 4000.0 ft Ke = 0.8652 Constant = 0.00256 Adj Constant =0.00221 23 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.85 Edge Strip (a) =3.0 ft Base pressure (qh) =21.1 psf End Zone (2a) =6.0 ft GCpi = +/-0.18 Zone 2 length =8.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.52 0.70 0.34 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.7 7.1 -5.7 -13.3 2 -10.8 -18.4 -10.8 -18.4 3 -6.1 -13.7 -4.0 -11.6 4 -5.0 -12.6 -5.7 -13.3 5 12.3 4.6 6 -2.3 -9.9 1E 20.3 12.7 -6.3 -13.9 2E -18.8 -26.4 -18.8 -26.4 3E -10.4 -18.0 -7.4 -15.0 4E -9.3 -16.9 -6.3 -13.9 5E 16.7 9.1 6E -5.3 -12.9 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =14.8 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 19.7 psf Roof -4.7 psf ** End Zone: Wall 29.6 psf Roof -8.4 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 14.6 psf End Zone: Wall 22.0 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 = 18.4 deg 24 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =21.1 psf ASCE 7-16 procedure GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) = 18.4 deg B= 16.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 14.8 ft Roof eave height = 12.2 ft Total end wall area if soild (Ae) =216.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) = 6.944 n = 5 KB = 0.8 KS = 41.659 Zones 5 & 6 area = 178 sf 5E & 6E area = 39 sf (GCpf) windward - (GCpf) leeward] = 0.752 p = 530.0 psf Total force to be resisted by MWFRS (F) =114.5 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. 25 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones 26 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.85 h =13.5 ft Base pressure (qh) =21.1 psf a =3.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 18.4 deg qi = qh = 21.1 psf Type of roof = Hip Roof GCp +/- Gcpi Surface Pressure (psf)User input Area 10 sf 20 sf 100 sf 200 sf 10 sf 20 sf 100 sf 200 sf 55 sf 300 sf Negative Zone 1 -1.48 -1.48 -1.18 -1.18 -31.3 -31.3 -24.9 -24.9 -27.3 -24.9 Negative Zone 2e -1.98 -1.82 -1.44 -1.28 -41.8 -38.4 -30.5 -27.1 -33.4 -27.1 Negative Zone 2r -2.58 -2.33 -1.73 -1.48 -54.5 -49.2 -36.7 -31.3 -41.3 -31.3 Negative Zone 3 -2.78 -2.5 -1.86 -1.58 -58.8 -52.9 -39.3 -33.4 -44.3 -33.4 Positive All Zones 0.88 0.76 0.48 0.48 18.6 16.1 16.0 16.0 16.0 16.0 Overhang Zone 1 -1.8 -1.8 -2 -2 -38.0 -38.0 -42.3 -42.3 -42.3 -42.3 Overhang Zone 2e -2.3 -2.25 -2.15 -2.1 -48.6 -47.6 -45.4 -44.4 -46.2 -44.4 Overhang Zone 2r -2.9 -2.76 -2.44 -2.3 -61.3 -58.4 -51.5 -48.6 -54.1 -48.6 Overhang Zone 3 -3.7 -3.28 -2.32 -1.9 -78.2 -69.4 -49.0 -40.2 -56.6 -40.2 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 3.8 psf) Parapet qp =0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 40 sf CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2r : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3 : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CASE B : Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 27 sf 200 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -27.1 -23.3 -22.2 -20.7 -25.4 -22.2 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -33.4 -25.9 -23.7 -20.7 -30.2 -23.7 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 24.9 21.2 20.1 18.6 23.3 20.1 User input 1 27 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier 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' 1 28 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Location of C&C Wind Pressure Zones - ASCE 7-16 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' 1 29 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=27.5 Bldg/Area Width, W (ft)=16 Edge Strip (a) (ft)=3 End Zone (2a) (ft)= 6 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =19.7 Roof Interior Pressure (psf) =-4.7 End Zone Pressure (psf) =29.6 Roof End Zone Pressure (psf) =-8.4 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =14.5 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 1.5 158 237 128 192 5.3 Total: 192 5.3 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Hip Use Only End Zone Pressures =N Interior Pressure (psf) =14.6 Roof Interior Pressure (psf) =-4.7 End Zone Pressure (psf) =22.0 Roof End Zone Pressure (psf) =-8.4 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =14.5 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 1.5 97 149 112 136 2.2 Total: 136 2.2 Wind Lateral Load Vertical Distribution for MWFRS <=60' 30 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Line Designation:1 Lateral Force (ASD):1590 lb Total Wall M OT:14310 ft*lb Seismic:No Total Wall M R :18900.7292 ft*lb opening height:4.00 ft Uplift At Pier #1:0 lb opening width:4.00 ft umax:0 plf OK Total Wall Length: 13.42 ft Uplift At Pier #2:0 lb Wall Height:9.00 ft umax:0 plf OK Pier #1 Wall Length:4.75 ft OK Compression:1912 lb H/L: 1.89 OK Uplift:221 lb Pier #2 Wall Length:4.67 ft OK H/L: 1.93 OK Wall Type:5 Roof DL:15 psf Capacity:364 plf Trib. Width:5 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.50 rho :1.0 Lateral Force: 802 lb Lateral Force: 788 lb Shear, V :169 plf OK Shear, V :169 plf OK Full Height Full Height MOT:7218 ft*lb MOT:7092 ft*lb MR :2369.0625 ft*lb MR :2286.66667 ft*lb Uplift:1220 lb Uplift:1226 lb umax:244 plf OK umax:245 plf OK Pier Height Pier Height MOT:3208 ft*lb MOT:3152 ft*lb MR :1523 ft*lb MR :1470 ft*lb Uplift:483 lb Uplift:486 lb umax:97 plf umax:97 plf Horiz. Strap Force:239 lb Check Dbl Top PL Horiz. Strap Force:235 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 31 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Shear Line :1 - FTAO VSEISMIC =1,000 lbs SDS = 0.372g E = 0.70 x V = 700 lbs S.D.C. =D WWIND =2,650 lbs F = 0.60 x W = 1,590 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)12.4 4.7 3.0 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)10.0 10.0 10.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Stud Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.7 1.9 3.0 aspect ratio factor 2w/l 1.00 1.00 0.67 Seismic F (lbs)455 171 73 shear (plf)37 37 24 allowable shear (plf)156 156 173 suggested shearwall type 4 4 5 Mot (ft-lbs)4099 1541 660 DL factor A =1.05 1.05 1.05 A x wDL (plf)300 300 300 End Post Compression(lbs)1295 1189 846 DL factor B 0.55 0.55 0.55 B x wDL (plf)156 156 156 End Post Uplift for Anchor Holdowns (lbs)0 0 neglect End Post Uplift for Straps (lbs)0 0 neglect Wind F (lbs)1035 389 167 shear (plf)83 83 56 allowable shear (plf)218 218 243 suggested shearwall type 4 4 5 Mot (ft-lbs)9311 3499 1500 wDL (plf)285 285 285 End Post Compression(lbs)1627 1467 982 DL factor C 0.60 0.60 0.60 C x wDL (plf)171 171 171 End Post Uplift for Anchor Holdowns (lbs)0 neglect neglect End Post Uplift for Straps (lbs)0 neglect neglect Maximum End Post Compression (lbs)1627 1467 982 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1 - FTAO SW4 SW4 SW5 Wood Framing: Douglas-Fir OR Southern Pine Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) 32 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Shear Line :2 VSEISMIC =1,000 lbs SDS = 0.372g E = 0.70 x V = 700 lbs S.D.C. =D WWIND =2,650 lbs F = 0.60 x W = 1,590 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)12.4 4.7 3.0 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 Wall DL (psf) =15 roof trib. (ft)10.0 10.0 10.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Stud Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.7 1.9 3.0 aspect ratio factor 2w/l 1.00 1.00 0.67 Seismic F (lbs)455 171 73 shear (plf)37 37 24 allowable shear (plf)156 156 173 suggested shearwall type 4 4 5 Mot (ft-lbs)4099 1541 660 DL factor A =1.05 1.05 1.05 A x wDL (plf)300 300 300 End Post Compression(lbs)1295 1189 846 DL factor B 0.55 0.55 0.55 B x wDL (plf)156 156 156 End Post Uplift for Anchor Holdowns (lbs)0 0 neglect End Post Uplift for Straps (lbs)0 0 neglect Wind F (lbs)1035 389 167 shear (plf)83 83 56 allowable shear (plf)218 218 243 suggested shearwall type 4 4 5 Mot (ft-lbs)9311 3499 1500 wDL (plf)285 285 285 End Post Compression(lbs)1627 1467 982 DL factor C 0.60 0.60 0.60 C x wDL (plf)171 171 171 End Post Uplift for Anchor Holdowns (lbs)0 neglect neglect End Post Uplift for Straps (lbs)0 neglect neglect Maximum End Post Compression (lbs)1627 1467 982 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW4 SW4 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 33 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Shear Line :A VSEISMIC =1,000 lbs SDS = 0.372g E = 0.70 x V = 700 lbs S.D.C. =D WWIND =2,650 lbs F = 0.60 x W = 1,590 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)3.0 10.0 Floor DL (psf) =0 height (ft)9.0 9.0 Wall DL (psf) =15 roof trib. (ft)17.0 17.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 3.0 0.9 aspect ratio factor 2w/l 0.67 1.00 Seismic F (lbs)117 583 shear (plf)39 58 allowable shear (plf)173 156 suggested shearwall type 5 4 Mot (ft-lbs)1050 5250 DL factor A =1.05 1.05 A x wDL (plf)410 410 End Post Compression(lbs)1220 1873 DL factor B 0.55 0.55 B x wDL (plf)214 214 End Post Uplift for Anchor Holdowns (lbs)neglect 0 End Post Uplift for Straps (lbs)neglect 0 Wind F (lbs)265 1325 shear (plf)88 133 allowable shear (plf)243 218 suggested shearwall type 5 4 Mot (ft-lbs)2385 11925 wDL (plf)390 390 End Post Compression(lbs)1461 2403 DL factor C 0.60 0.60 C x wDL (plf)234 234 End Post Uplift for Anchor Holdowns (lbs)neglect neglect End Post Uplift for Straps (lbs)neglect neglect Maximum End Post Compression (lbs)1461 2403 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line A SW5 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 34 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Shear Line :B VSEISMIC =1,000 lbs SDS = 0.372g E = 0.70 x V = 700 lbs S.D.C. =D WWIND =2,650 lbs F = 0.60 x W = 1,590 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)3.0 10.0 Floor DL (psf) =0 height (ft)9.0 9.0 Wall DL (psf) =15 roof trib. (ft)17.0 17.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 3.0 0.9 aspect ratio factor 2w/l 0.67 1.00 Seismic F (lbs)117 583 shear (plf)39 58 allowable shear (plf)173 156 suggested shearwall type 5 4 Mot (ft-lbs)1050 5250 DL factor A =1.05 1.05 A x wDL (plf)410 410 End Post Compression(lbs)1220 1873 DL factor B 0.55 0.55 B x wDL (plf)214 214 End Post Uplift for Anchor Holdowns (lbs)neglect 0 End Post Uplift for Straps (lbs)neglect 0 Wind F (lbs)265 1325 shear (plf)88 133 allowable shear (plf)243 218 suggested shearwall type 5 4 Mot (ft-lbs)2385 11925 wDL (plf)390 390 End Post Compression(lbs)1461 2403 DL factor C 0.60 0.60 C x wDL (plf)234 234 End Post Uplift for Anchor Holdowns (lbs)neglect neglect End Post Uplift for Straps (lbs)neglect neglect Maximum End Post Compression (lbs)1461 2403 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 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 35 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 CONCRETE SLAB ON GRADE CONCRETE SLAB ON GRADE W/ EACH WAY CENTERED IN SLAB THICKNESS OVER COMPACTED FILL. (SEE GSN) 4"4 AT 24" O.C. WF 1 8 A WF 1 8 A WF 1 8 A WF 1 8 A WF 1 8 A WF 1 8 A WF 1 8 WF 1 8 WF18 F30 F30 F30 EWF18 EWF18 EWF18 EW F 1 8 EW F 1 8 EW F 1 8 EW F 1 8 27'-1 3/4" 8' - 3 " 27 ' - 8 1 / 2 " 20 ' - 5 1 / 2 " 15 ' - 3 1 / 2 " 71 ' - 8 1 / 2 " 7' - 7 1 / 2 " 1' - 1 " 5' - 4 " 13 ' - 1 0 " 10 ' - 1 1 1 / 2 " 3' - 4 " 5' - 5 1 / 2 " 5' - 9 1 / 2 " 8' - 1 1 " 27'-4 1/4" 1'-9 1/2" 1 2 3 4 5 A B C D W1 EW1 EW1 EW1 W1 W1 EW 1 EW F 1 8 E W 1 EW 1 EW 1 EW 1 5 6.6. 5 5 NEW WALL ELEVATION TO MATCH FINISHED FLOOR WITH EXISTING FINISHED FLOOR 1 1 A A A A 1 101 S2.0 ________________________ 101 S2.0 ________________________ SCALE: 1/4" = 1'-0" FOUNDATION WF1 WF 2 WF 2 WF 3 WF 3 WF 3 WF 3 WF 3 WF 3 WF4 WF 5 WF 5 WF 5 WF5 WF5 WF 6 WF 6 CPF1 CPF2 CPF2 36 of 44 FOUNDATION KEY PLAN 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 15 35 10 0.15 0.35 0.74 floor 20 40 8 0.16 0.32 0.70 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.45 0.67 1.61 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2160.538 stemwall height(in) =24 qmax (psf) =1071 OK Pmax (kips) =13.9 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) = 0.05 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1340 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 WF1 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: WF1 1 37 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 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 15 35 10 0.15 0.35 0.74 floor 20 40 4 0.08 0.16 0.35 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.37 0.51 1.25 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2149.714 stemwall height(in) =24 qmax (psf) =836 OK Pmax (kips) =13.9 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) = 1716 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 WF2 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous WF2 Max. Point Load: 1 38 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 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 15 35 4 0.06 0.14 0.30 floor 20 40 14.25 0.29 0.57 1.25 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.48 0.71 1.71 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2157.983 stemwall height(in) =24 qmax (psf) =1141 OK Pmax (kips) =13.9 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) = 0.05 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1257 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 WF3 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous WF3 Max. Point Load: 1 39 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 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 15 35 10 0.15 0.35 0.74 floor 20 40 10 0.20 0.40 0.88 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.49 0.75 1.78 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2164.372 stemwall height(in) =24 qmax (psf) =1188 OK Pmax (kips) =13.9 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) = 0.06 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1207 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 WF4 - E Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous WF4 - E Max. Point Load: 1 40 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 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 15 35 16 0.24 0.56 1.18 floor 20 40 9 0.18 0.36 0.79 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.56 0.92 2.14 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2174.237 stemwall height(in) =24 qmax (psf) =1425 OK Pmax (kips) =13.9 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) = 0.07 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1006 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 WF5 - E Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous WF5 - E Max. Point Load: 1 41 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 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 15 35 4 0.06 0.14 0.30 floor 20 40 4 0.08 0.16 0.35 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.28 0.30 0.81 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2113.043 stemwall height(in) =24 qmax (psf) =540 OK Pmax (kips) =13.9 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) = 0.03 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 72 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 16.3 WF6 - E Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous WF6 - E Max. Point Load: 1 42 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =0.81 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =1.50 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 4.7 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =6 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=6 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >30 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:59 >4 OK q min (psf) =378 q max (psf) =378 OK qu-max (psf) =520 qu at edge of base (psf) =520 qu-min (psf) =520 qu at edge of base (psf) =520 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.25 Bar size =#4 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.41 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Spacing (in) = 134 Use p =0.0002 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.8 OK Check Development Length L' short (ft) = 1.25 Bar size =#4 p =0.0001 Fy (psi) = 60000 Mu (k-ft) = 0.20 area of bar = 0.20 Min p =0.0001 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Spacing (in) = 269 Use p =0.0001 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.3 OK CPF1 Use: w/ 1 #4 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way CPF1 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 1 43 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =0.26 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =0.52 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 2.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =6 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=6 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >16 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:59 >2 OK q min (psf) =208 q max (psf) =208 OK qu-max (psf) =272 qu at edge of base (psf) =272 qu-min (psf) =272 qu at edge of base (psf) =272 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.25 Bar size =#4 p =0.0001 Fy (psi) = 60000 Mu (k-ft) = 0.21 area of bar = 0.20 Min p =0.0001 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Spacing (in) = 257 Use p =0.0001 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.8 OK Check Development Length L' short (ft) = 1.25 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.11 area of bar = 0.20 Min p =0.0001 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 514 Use p =0.0001 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.3 OK CPF2 Use: w/ 1 #4 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way CPF2 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 1 44 of 44 FROST Structural Engineering Project Name:Eng. : Date : Sheet : JJC FSE03/09/23Crapo 156