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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 18-00410 - 1117 S Yellowstone Hwy - New WendysFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Wendy's - Rexburg Client: OA+D Project No.: IF18-146 Date: Engineer : SEAL: FSE July 11, 2018 STRUCTURAL CALCULATIONS BSK 07/11/2018 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 Exterior Walls (Wood): 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 Exterior Walls (Steel Stud): siding 4.0 1/2" plywood or OSB 1.7 steel studs at 16" o.c.0.9 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 4.1 DL =15.0 psf L/240 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 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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 .................0.155 g SS .................0.439 g Design Spectral Response Accelerations: SD1 .................0.225 g SDS .................0.424 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.065 101.2 kips Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................26.8 psf Roof (net uplift-zone 1).................8.8 psf Roof (uplift-zone 2).................33.9 psf Roof (net uplift-zone 2).................15.9 psf Walls (zone 4).................27.7 psf Walls (zone 5).................33.4 psf Parapet .................68.5 psf Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. 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 ............................................................... 2 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Geotechnical Report Materail Testing and Inspection E180104g 1500 psf 4000 psf 35 pcf 55 pcf 496 pcf 0.45 36 inches Frost Depth............ Date .............................................................. Sliding Coefficient............ Allowable Bearing Pressure1.8'-6.0'............ Foundation Design Foundation Type ............................................. Design Basis: Firm .............................................................. Project No ..................................................... Source .......................................................... June 7, 2018 Allowable Bearing Pressure 1'-1.7'............ Active Pressure............ At-Rest Pressure............ Passive Pressure............ 3 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 4 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 5 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 6 o f 4 4 GR A V I T Y K E Y P L A N B101A B101B B102 B1 0 2 B103 B105 B1 0 4 B1 0 4 B106 B106 B1 0 7 B1 0 8 B109A B109B B1 1 0 A B1 1 0 B B1 1 0 A B109A B109B B109A B109B B1 1 0 A B1 1 0 B B1 1 0 A B1 1 0 B FR O S T St r u c t u r a l E n g i n e e r i n g Pr o j e c t N a m e : Pr o j e c t N o . : E n g . : D a t e : S h e e t : BS K FS E 07 / 1 1 / 1 8 IF 1 8 - 1 4 6 We n d y ' s - R e x b u r g Mark:FJ1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 537 lbs Span (ft) =20.0 lu (ft) =2.0 load 20 35 93 147 RLL = 940 lbs Spacing (in) =32.0 CD =1.00 misc.0 0 0 0 RTL (left)=1477 lbs DLL < L /480 Cr =1.15 93 plf 147 plf DTOTAL < L /240 RDL = 537 lbs DL(lbs) LL(lbs) x(ft) RLL = 940 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =1477 lbs Webstiffner? (Y/N) :Y Pt. Load 0 0 0 Mmax = (1)4x14 Vall. (lbs) =6400 23% 2710 55% 2550 58% 2115 70% 2810 53% 1970 75% Rall. (lbs) =3828 39% 1740 85% 2150 69% 1800 82% 1750 84% 1710 86% Mall. (ft-lbs) =8833 84% 12925 58% 13050 57% 9725 77% 9210 81% 9080 82% DLL 0.310 L / 775 0.331 L / 726 0.313 L / 766 0.362 L / 664 0.421 L / 570 0.420 L / 572 DTOTAL 0.486 L / 493 0.520 L / 462 0.492 L / 487 0.568 L / 422 0.661 L / 363 0.660 L / 364 Nat. freq., f (Hz)8.4 9.0 9.1 8.4 7.7 7.7 Selection (A - F):E FJ1 Use:16" Red-I65 at 32'' o.c. Douglas Fir #2 Trus Joist B Roseburg D Adequate Adequate Adequate Adequate Adequate Adequate C Boise Cascade RedBuiltLouisiana-Pacific Wood Joist ASD design per NDS 2012 7441 ft-lbs 16" Red-I65 F 16" RFPI 70 EA 16" TJI 560 16" BCI 90 2.0 16" LPI 42Plus 7 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B101A DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 786 lbs Span (ft) =12.8 roof 20 35 2 70 110 RLL = 449 lbs lu (ft) =12.8 floor 0 0 0 0 0 RTL (left)=1235 lbs LL Deflection < L /410.656 wall 15 0 5.5 0 83 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 786 lbs CD =1.00 70 plf 193 plf RLL = 449 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1235 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x12 (3)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =47 psi 26% 71 psi 27% 44 psi 16% 21 psi 8% 33 psi 11% Fb =866 psi 2309 psi 2376 psi 2391 psi 2650 psi fb-max (psi) =751 psi 87% 1623 psi 70% 990 psi 42% 403 psi 17% 602 psi 23% E (psi) = LL deflection =0.08'' 20% 0.22'' 58% 0.13'' 35% 0.04'' 12% 0.06'' 15% TL deflection =0.21'' 32% 0.59'' 93% 0.36'' 56% 0.12'' 19% 0.16'' 24% camber (in) =n/a 5/8''std=0.07''3/8''std=0.07''1/8''std=0.07''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B101B DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 481 lbs Span (ft) =12.8 roof 20 35 0 0 0 RLL = lbs lu (ft) =12.8 floor 0 0 0 0 0 RTL (left)=481 lbs LL Deflection < L /410.656 wall 15 0 5 0 75 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 481 lbs CD =1.00 plf 75 plf RLL = lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =481 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (3)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =30 psi 17% 35 psi 13% 17 psi 6% 8 psi 3% 17 psi 6% Fb =1058 psi 2335 psi 2376 psi 2391 psi 2759 psi fb (psi) =705 psi 67% 988 psi 42% 386 psi 16% 157 psi 7% 403 psi 15% E (psi) = LL deflection =0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% TL deflection =0.30'' 47% 0.45'' 70% 0.14'' 22% 0.05'' 7% 0.14'' 21% camber (in) =n/a 6/8''std=0.07''2/8''std=0.07''1/8''std=0.07''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) 1544 ft-lbs B101B 1.75x7.25 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB SCL: 26F 2.0E LVL Douglas Fir #2 24F-V4 B101A 1.75x9.5 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi SCL: 26F 2.0E LVL ASD design per NDS 2015 Wood Beam / Header EA 3963 ft-lbs 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 8 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 532 lbs Span (ft) =4.8 roof 20 35 2 70 110 RLL = 169 lbs lu (ft) =4.8 floor 0 0 0 0 0 RTL (left)=701 lbs LL Deflection < L /360 wall 15 0 12 0 180 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 532 lbs CD =1.00 70 plf 290 plf RLL = 169 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =701 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x8 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =24 psi 13% 44 psi 17% 20 psi 8% 9 psi 3% 29 psi 10% Fb =1077 psi 2380 psi 2391 psi 2396 psi 2884 psi fb-max (psi) =258 psi 24% 542 psi 23% 211 psi 9% 86 psi 4% 384 psi 13% E (psi) = LL deflection =0.00'' 2% 0.01'' 5% 0.00'' 2% 0.00'' 1% 0.01'' 4% TL deflection =0.02'' 6% 0.04'' 15% 0.01'' 5% 0.00'' 2% 0.02'' 10% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Mark:B103 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1550 lbs Span (ft) =10.0 roof 20 35 8 280 440 RLL = 1400 lbs lu (ft) =10.0 floor 0 0 0 0 0 RTL (left)=2950 lbs LL Deflection < L /360 wall 15 0 10 0 150 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1550 lbs CD =1.00 280 plf 590 plf RLL = 1400 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2950 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)3x12 (3)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =64 psi 36% 134 psi 50% 101 psi 38% 48 psi 18% 75 psi 26% Fb =893 psi 2317 psi 2382 psi 2393 psi 2658 psi fb (psi) =839 psi 94% 2098 psi 91% 1842 psi 77% 749 psi 31% 1121 psi 42% E (psi) = LL deflection =0.07'' 20% 0.18'' 55% 0.19'' 58% 0.07'' 20% 0.08'' 25% TL deflection =0.14'' 28% 0.39'' 78% 0.41'' 82% 0.14'' 28% 0.18'' 35% camber (in) =n/a 3/8''std=0.04''3/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) 847 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 B102 2x8 Douglas Fir #2 7375 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 B103 1.75x9.5 SCL: 26F 2.0E LVL 9 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 475 lbs Span (ft) =5.0 roof 20 35 2 70 110 RLL = 175 lbs lu (ft) =5.0 floor 0 0 0 0 0 RTL (left)=650 lbs LL Deflection < L /360 wall 15 0 10 0 150 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 475 lbs CD =1.00 70 plf 260 plf RLL = 175 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =650 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =16 psi 9% 42 psi 16% 19 psi 7% 9 psi 3% 28 psi 10% Fb =986 psi 2379 psi 2391 psi 2396 psi 2884 psi fb-max (psi) =152 psi 15% 520 psi 22% 203 psi 8% 83 psi 3% 368 psi 13% E (psi) = LL deflection =0.00'' 1% 0.01'' 6% 0.00'' 2% 0.00'' 1% 0.01'' 4% TL deflection =0.01'' 3% 0.04'' 14% 0.01'' 5% 0.00'' 2% 0.03'' 10% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Mark:B105 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 775 lbs Span (ft) =5.0 roof 20 35 8 280 440 RLL = 700 lbs lu (ft) =5.0 floor 0 0 0 0 0 RTL (left)=1475 lbs LL Deflection < L /360 wall 15 0 10 0 150 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 775 lbs CD =1.00 280 plf 590 plf RLL = 700 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1475 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =37 psi 20% 94 psi 36% 43 psi 16% 20 psi 7% 63 psi 22% Fb =986 psi 2379 psi 2391 psi 2396 psi 2884 psi fb (psi) =345 psi 35% 1180 psi 50% 460 psi 19% 187 psi 8% 836 psi 29% E (psi) = LL deflection =0.01'' 5% 0.04'' 23% 0.01'' 7% 0.00'' 2% 0.03'' 16% TL deflection =0.02'' 7% 0.08'' 33% 0.03'' 10% 0.01'' 3% 0.06'' 23% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) 813 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 B104 2x10 Douglas Fir #2 1844 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 B105 2x10 Douglas Fir #2 10 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B106 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1890 lbs Span (ft) =10.5 roof 20 35 18 630 990 RLL = 3308 lbs lu (ft) =2.7 floor 0 0 0 0 0 RTL (left)=5198 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1890 lbs CD =1.00 630 plf 990 plf RLL = 3308 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =5198 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)3x14 (3)1.75x16 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =62 psi 34% 168 psi 64% 145 psi 55% 85 psi 32% 69 psi 24% Fb =809 psi 2376 psi 2394 psi 2398 psi 2500 psi fb-max (psi) =746 psi 92% 2183 psi 92% 2366 psi 99% 1386 psi 58% 731 psi 29% E (psi) = LL deflection =0.07'' 21% 0.21'' 61% 0.31'' 88% 0.18'' 51% 0.05'' 14% TL deflection =0.12'' 22% 0.33'' 64% 0.48'' 92% 0.28'' 54% 0.08'' 14% camber (in) =n/a 2/8''std=0.05''3/8''std=0.05''2/8''std=0.05''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B107 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 4949 lbs Span (ft) =19.8 roof 20 35 16 560 880 RLL = 7623 lbs lu (ft) =2.7 floor 0 0 0 0 0 RTL (left)=12572 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 4446 lbs CD =1.00 560 plf 940 plf RLL = 6744 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =11190 lbs Pt. Load 1890 lbs 3308 lbs 7.25 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)6x20 (3)1.75x20 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =51 psi 30% 152 psi 57% 138 psi 52% 117 psi 44% 157 psi 55% Fb =829 psi 2283 psi 2256 psi 2217 psi 2426 psi fb (psi) =764 psi 92% 2122 psi 93% 2193 psi 97% 2013 psi 91% 2284 psi 94% E (psi) = LL deflection =0.21'' 31% 0.39'' 59% 0.47'' 71% 0.47'' 71% 0.39'' 60% TL deflection =0.34'' 35% 0.64'' 64% 0.77'' 78% 0.77'' 78% 0.65'' 65% camber (in) =n/a 3/8''std=0.17''4/8''std=0.17''4/8''std=0.17''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) 13643 ft-lbs 3.125x12 GLB 5.125x9 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 B106 1.75x16 SCL: 26F 2.0E LVL 66610 ft-lbs A E 5.125x21 GLB 6.75x18 GLB 8.75x16.5 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1300000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B107 1.75x20 SCL: 26F 2.0E LVL 11 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B108 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 855 lbs Span (ft) =4.5 roof 20 35 16 560 880 RLL = 1260 lbs lu (ft) =2.7 floor 0 0 0 0 0 RTL (left)=2115 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 855 lbs CD =1.00 560 plf 940 plf RLL = 1260 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2115 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x8 (3)1.75x20 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =71 psi 40% 132 psi 50% 60 psi 22% 27 psi 10% 8 psi 3% Fb =1078 psi 2389 psi 2395 psi 2398 psi 2426 psi fb-max (psi) =724 psi 67% 1523 psi 64% 594 psi 25% 242 psi 10% 82 psi 3% E (psi) = LL deflection =0.02'' 15% 0.05'' 34% 0.02'' 11% 0.01'' 4% 0.00'' 0% TL deflection =0.04'' 17% 0.09'' 38% 0.03'' 12% 0.01'' 4% 0.00'' 1% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = lbs Span (ft) =1.0 roof 0 0 0 0 0 RLL = lbs lu (ft) =1.0 floor 0 0 0 0 0 RTL (left)= lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = lbs CD =1.00 plf plf RLL = lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) = lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x4 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =0 psi 0% 0 psi 0% 0 psi 0% 0 psi 0% 0 psi 0% Fb =1350 psi 2396 psi 2398 psi 2399 psi 2889 psi fb (psi) =0 psi 0% 0 psi 0% 0 psi 0% 0 psi 0% 0 psi 0% E (psi) = LL deflection =0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% TL deflection =0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% 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: (3) 2379 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 B108 1.75x20 SCL: 26F 2.0E LVL 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 0 2x4 Douglas Fir #2 12 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B109A DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 613 lbs Span (ft) =10.0 roof 20 35 2 70 110 RLL = 350 lbs lu (ft) =10.0 floor 0 0 0 0 0 RTL (left)=963 lbs LL Deflection < L /360 wall 15 0 5.5 0 83 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 613 lbs CD =1.00 70 plf 193 plf RLL = 350 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =963 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x8 (3)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =39 psi 22% 69 psi 26% 33 psi 12% 16 psi 6% 24 psi 9% Fb =1074 psi 2354 psi 2382 psi 2393 psi 2658 psi fb-max (psi) =732 psi 68% 1540 psi 65% 601 psi 25% 244 psi 10% 366 psi 14% E (psi) = LL deflection =0.07'' 21% 0.16'' 47% 0.05'' 15% 0.02'' 5% 0.02'' 6% TL deflection =0.19'' 38% 0.43'' 86% 0.13'' 27% 0.05'' 9% 0.06'' 12% camber (in) =n/a 4/8''std=0.04''2/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B109B DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 375 lbs Span (ft) =10.0 roof 20 35 0 0 0 RLL = lbs lu (ft) =10.0 floor 0 0 0 0 0 RTL (left)=375 lbs LL Deflection < L /360 wall 15 0 5 0 75 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 375 lbs CD =1.00 plf 75 plf RLL = lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =375 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x6 (3)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =21 psi 11% 27 psi 10% 13 psi 5% 6 psi 2% 13 psi 5% Fb =1165 psi 2354 psi 2382 psi 2393 psi 2765 psi fb (psi) =496 psi 43% 600 psi 25% 234 psi 10% 95 psi 4% 245 psi 9% E (psi) = LL deflection =0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% TL deflection =0.17'' 34% 0.17'' 33% 0.05'' 10% 0.02'' 4% 0.05'' 10% camber (in) =n/a 3/8''std=0.04''1/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) 2406 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 B109A 1.75x9.5 SCL: 26F 2.0E LVL 938 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 B109B 1.75x7.25 SCL: 26F 2.0E LVL 13 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Mark:B110A DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2008 lbs Span (ft) =10.5 roof 20 35 15 525 825 RLL = 2756 lbs lu (ft) =10.5 floor 0 0 0 0 0 RTL (left)=4764 lbs LL Deflection < L /360 wall 15 0 5.5 0 83 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 2008 lbs CD =1.00 525 plf 908 plf RLL = 2756 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4764 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)3x14 (3)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =57 psi 32% 154 psi 58% 133 psi 50% 78 psi 29% 93 psi 33% Fb =807 psi 2243 psi 2376 psi 2393 psi 2568 psi fb-max (psi) =684 psi 85% 2001 psi 89% 2169 psi 91% 1271 psi 53% 1216 psi 47% E (psi) = LL deflection =0.06'' 18% 0.18'' 51% 0.26'' 73% 0.15'' 43% 0.10'' 28% TL deflection =0.11'' 20% 0.31'' 58% 0.44'' 84% 0.26'' 49% 0.17'' 32% camber (in) =n/a 2/8''std=0.05''3/8''std=0.05''2/8''std=0.05''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B110B DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 375 lbs Span (ft) =10.0 roof 20 35 0 0 0 RLL = lbs lu (ft) =10.0 floor 0 0 0 0 0 RTL (left)=375 lbs LL Deflection < L /360 wall 15 0 5 0 75 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 375 lbs CD =1.00 plf 75 plf RLL = lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =375 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x6 (3)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =21 psi 11% 27 psi 10% 13 psi 5% 6 psi 2% 13 psi 5% Fb =1165 psi 2354 psi 2382 psi 2393 psi 2765 psi fb (psi) =496 psi 43% 600 psi 25% 234 psi 10% 95 psi 4% 245 psi 9% E (psi) = LL deflection =0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% 0.00'' 0% TL deflection =0.17'' 34% 0.17'' 33% 0.05'' 10% 0.02'' 4% 0.05'' 10% camber (in) =n/a 3/8''std=0.04''1/8''std=0.04''1/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) 12506 ft-lbs 3.125x12 GLB 5.125x9 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 B110A 1.75x11.875 SCL: 26F 2.0E LVL 938 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 B110B 1.75x7.25 SCL: 26F 2.0E LVL 14 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 15 of 44 3 piece(s) 1 3/4" x 24" 2.0E Microllam® LVL • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 6.00" 6.00" 5.91" 5413 7769 13182 Blocking 2 - Stud wall - SPF 6.00" 6.00" 5.23" 4864 6809 11673 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 13182 @ 4 1/2" 13388 (6.00") Passed (98%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 10740 @ 2' 6" 27531 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 65442 @ 8' 2 1/16" 114283 Passed (57%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.245 @ 9' 10" 0.646 Passed (L/949) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.415 @ 9' 10 3/16" 0.969 Passed (L/561) -- 1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 7' 2" o/c unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 2" o/c unless detailed otherwise. Level, Roof: Drop BeamMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side)Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 20' 1 1/2" N/A 36.8 1 - Uniform (PSF)0 to 20' 1 1/2" (Front)16' 20.0 35.0 Roof 2 - Uniform (PSF)0 to 20' 1 1/2" (Front)4' 15.0 - 3 - Point (lb)7' 3" (Front) N/A 1890 3308 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Reactions and Connections Support Reaction (lb) Simpson Strong-Tie Connector No. of Req'd screws to stud No. of Req'd # 12-14 Anchors Number of Connectors Required at each Reaction:1 No SolutionsR1 -173.57 - No SolutionsR2 -312.43 - Total Vertical Shear Carried by Connectors (lb) :0 Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Top CantiLever N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: 15.7% Stressed @R2 NA No Shear and Web Crippling Checks Section : 550S162-54 Single C Stud Maxo =1563.5 Ft-Lb Fy =33.0 ksi 2739.1 lbVa =Moment of Intertia, I =2.32 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 557.9 0.357 557.9 Mid-Pt 1054.0 0.529 0.192 L/876 Top CantiLever 216.0 0.138 137.9 None 1391.8 0.099 0.131 L/730 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 168.0 1489.4 0.375 Top CantiLever 0.00 48.0 1489.4 0.145 Combined Bending and Axial Load Details Span Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in)Lm Bracing (in) Allow load(lb)P/Pa Intr. Value Bracing(in) Span 450.0(c)Sheathed 80 0.0 168.0 3222.2(c)Sheathed 0.14 0.67 Top CantiLever 0.0(t)48.0 N/A 0.0 48.0 8756.6(t)48.0 0.00 0.14 Project Name:Steel Stud Walls Model:Ext. Stud Wall 2012 NASPEC [AISI S100-2012]Code: Page 1 of 2 Date: 06/22/2018 Simpson Strong-Tie® CFS Designer™ 1.5.0.0 16 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Reactions and Connections Support Reaction (lb) Simpson Strong-Tie Connector No. of Req'd screws to stud No. of Req'd # 12-14 Anchors Number of Connectors Required at each Reaction:1 No SolutionsR1 -70.00 - SCB45.5R2 270.00 2 Total Vertical Shear Carried by Connectors (lb) :0 Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: 4.9% Stressed @R2 NA No Shear and Web Crippling Checks Section : 600S162-43 Single C Stud Maxo =1390.0 Ft-Lb Fy =33.0 ksi 1415.7 lbVa =Moment of Intertia, I =2.32 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 245.0 0.176 245.0 Mid-Pt 966.3 0.254 0.089 L/1897 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 168.0 1205.1 0.203 Combined Bending and Axial Load Details Span Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in)Lm Bracing (in) Allow load(lb)P/Pa Intr. Value Bracing(in) Span 1317.0(c)Sheathed 74 0.0 168.0 3222.2(c)Sheathed 0.41 0.69 Sheathing braced design based on 1/2 inch Gypsum Sheathing, No.6 Screws See AISI S211-07 for Sheathing Braced design limitations. Project Name:Steel Stud Walls Model:Int. Stud Wall 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 06/22/2018 Simpson Strong-Tie® CFS Designer™ 1.5.0.0 17 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Location: Plate Height (ft) =14.0 Stud Height (ft) = 13.6 Gravity Loads to Wall: Le/d = 29.7 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 16 880 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =33.4 (Due to Wind)wall weight 15 5.5 82.5 0.6 * w = (psf) 20.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 963 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) = 537 per stud P (lbs) = 560 P (lbs) = 1283 per stud M (lb-ft) = 620 M (lb-ft) = 465 M (lb-ft) = 0 FcE (psi) =539 FcE (psi) =539 FcE (psi) =539 Fc' (psi) = 511 Fc' (psi) = 511 Fc' (psi) = 498 fc (psi) = 65 < Fc'OK fc (psi) = 68 < Fc'OK fc (psi) = 156 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 984 < Fb'OK fb (psi) = 738 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.54 < 1.0 OK CSR = 0.41 < 1.0 OK CSR = 0.10 < 1.0 OK D (in.) =0.44 = L/375 OK D (in.) =0.33 = L/500 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) = 4112 (axial compression governs)Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 trib width capacity (ft) = 2.54 for M < Mcap trib width capacity (ft) = 2.08 for D < L /240 (governs) 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 14'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 0 3 1 22'-10'' to 7'-0'' < 2'-10'' 11'-1'' to 15'-4'' 2 3 3 2 4 1 1 21 1 2 27'-0'' to 11'-1'' 9.75 4.5 (DF No. 2)Typical 14'-0" Plate 18 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Location: Plate Height (ft) =16.0 Stud Height (ft) = 15.6 Gravity Loads to Wall: Le/d = 34.1 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 15 825 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =26.8 (Due to Wind)wall weight 15 8 120 0.6 * w = (psf) 16.1 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 945 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) = 560 per stud P (lbs) = 525 P (lbs) = 1260 per stud M (lb-ft) = 654 M (lb-ft) = 491 M (lb-ft) = 0 FcE (psi) =410 FcE (psi) =410 FcE (psi) =410 Fc' (psi) = 395 Fc' (psi) = 395 Fc' (psi) = 387 fc (psi) = 68 < Fc'OK fc (psi) = 64 < Fc'OK fc (psi) = 153 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 1038 < Fb'OK fb (psi) = 779 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.61 < 1.0 OK CSR = 0.45 < 1.0 OK CSR = 0.16 < 1.0 OK D (in.) =0.60 = L/309 OK D (in.) =0.45 = L/413 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) = 3197 (axial compression governs)Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 trib width capacity (ft) = 2.40 for M < Mcap trib width capacity (ft) = 1.72 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2015 16'-0" Tall wall LL(psf) 0 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S 16'-0" Tall wall at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 2'-1'' 1 1 2'-1'' to 5'-6'' 1 2 5'-6'' to 8'-11'' 2 3 8'-11'' to 12'-4'' 2 4 0 1 1 3 1 2 0 1 1 19 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Location: Plate Height (ft) =9.3 Stud Height (ft) = 8.9 Gravity Loads to Wall: Le/d = 19.4 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 15 825 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =27.6 (Due to Wind)wall weight 15 8 120 0.6 * w = (psf) 16.6 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 945 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) = 560 per stud P (lbs) = 525 P (lbs) = 1260 per stud M (lb-ft) = 217 M (lb-ft) = 163 M (lb-ft) = 0 FcE (psi) =1272 FcE (psi) =1272 FcE (psi) =1272 Fc' (psi) = 1088 Fc' (psi) = 1088 Fc' (psi) = 994 fc (psi) = 68 < Fc'OK fc (psi) = 64 < Fc'OK fc (psi) = 153 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 345 < Fb'OK fb (psi) = 259 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.17 < 1.0 OK CSR = 0.13 < 1.0 OK CSR = 0.02 < 1.0 OK D (in.) =0.06 = L/1642 OK D (in.) =0.05 = L/2190 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) = 8203 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 7.24 for M < Mcap (governs) trib width capacity (ft) = 9.12 for D < L /240 35 Wood Stud Wall Design Design based on NDS 2015 9'-2.5" Windows LL(psf) 0 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S 9'-2.5" Windows at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 13'-1'' 2 1 13'-1'' to 27'-7'' 3 2 27'-7'' to 42'-0'' 4 3 42'-0'' to 56'-6'' 6 4 0 1 1 36 4 3 0 1 1 20 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Location: Plate Height (ft) =18.0 Stud Height (ft) = 17.6 Gravity Loads to Wall: Le/d = 29.2 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 15 825 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =68.5 (Due to Wind)wall weight 15 8 120 0.6 * w = (psf) 41.1 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 945 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) = 420 per stud P (lbs) = 394 P (lbs) = 945 per stud M (lb-ft) = 1596 M (lb-ft) = 1197 M (lb-ft) = 0 FcE (psi) =560 FcE (psi) =560 FcE (psi) =560 Fc' (psi) = 528 Fc' (psi) = 528 Fc' (psi) = 513 fc (psi) = 39 < Fc'OK fc (psi) = 36 < Fc'OK fc (psi) = 87 < Fc'OK Fb' (psi) = 1987 Fb' (psi) = 1987 Fb' (psi) = 1428 fb (psi) = 1457 < Fb'OK fb (psi) = 1093 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.79 < 1.0 OK CSR = 0.59 < 1.0 OK CSR = 0.03 < 1.0 OK D (in.) =0.82 = L/258 OK D (in.) =0.61 = L/344 OK D (in.) =0.00 = L/5000 OK USE:2 x 8 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 5580 (axial compression governs)Mcap (lb-ft) = 1892 Rcap (lbs) = 6797 trib width capacity (ft) = 1.19 for M < Mcap trib width capacity (ft) = 1.08 for D < L /240 (governs) 0 1 1 3 1 2 0 1 1 3'-3'' to 5'-5'' 1 3 5'-5'' to 7'-7'' 1 4 < 1'-1'' 1 1 1'-1'' to 3'-3'' 1 2 Tall wall Sign wall at 12'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) 0 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Wood Stud Wall Design Design based on NDS 2015 Tall wall Sign wall LL(psf) 35 21 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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 22 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 23 o f 4 4 1 E=3.42 W=6.95 2 E=3.18 W=6.35 A E = 1 . 5 0 W= 5 . 6 5 B E = 3 . 3 2 W= 1 2 . 2 C E = 1 . 8 2 W= 6 . 5 6 LA T E R A L K E Y P L A N FR O S T St r u c t u r a l E n g i n e e r i n g Pr o j e c t N a m e : Pr o j e c t N o . : E n g . : D a t e : S h e e t : BS K FS E 07 / 1 1 / 1 8 IF 1 8 - 1 4 6 We n d y ' s - R e x b u r g Key Plan Area =1 Risk Category =II Seismic Design Category =D [per ASCE 7-10 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 Site Class =D Seismic Force Resisting System (Table 12.2-1) = Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =43.9%S1 =15.5%[per USGS Earthquake Ground Motion Tool] Fa = 1.45 Fv = 2.18 [per ASCE 7-10 table 11.4-1 & 11.4-2] SMS =0.636g SM1 =0.338g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.424g SD1 =0.225g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.065 T = 0.175 T0 =0.106 Ct =0.020 Cs-max =0.198 Ta =0.175 TS =0.531 x =0.750 Cs-min =0.019 Tmax =0.245 Sa =0.424 CS (controls)=0.065 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =6.6 [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 18 101.2 1821 1.000 6.6 6.6 Totals: 101 1821 1.0 6.6 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 18 88.6 88.6 5.8 7.5 15.0 7.5 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 18 73.3 73.3 4.8 6.2 12.4 6.2 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 24 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Level =Roof Area =1 Total Seismic Weight = 101.2 Long. Wall Length (ft) =135 80 Area (ft^2) =2250 0 Trans. Wall Length (ft) =74 5 Dead Load (psf) =20 0 Plate Height (ft) =14 14 Live / Snow Load (psf) =35 0 Parapet Height (ft) =4 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) = 22.3 5.6 Weight (k) = 60.8 0.0 Trans. Weight (k) = 12.2 0.4 Transverse Weight (k) =88.6 Longitudinal Weight (k) =73.3 Seismic Weights Walls Roof / Floor 25 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg www.struware.com Code Search Code:ASCE 7 - 10 Occupancy: Occupancy Group =B Business Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 0.25 / 12 1.2 deg Building length (L) 67.1 ft Least width (B) 36.7 ft Mean Roof Ht (h) 14.0 ft Parapet ht above grd 18.0 ft Minimum parapet ht 4.0 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 26 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 14.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 36.7 ft h/B = 0.38 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 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 =0.93 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =14.0 ft G =0.89 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 27 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.85 Edge Strip (a) =3.7 ft Base pressure (qh) =24.4 psf End Zone (2a) =7.3 ft GCpi = +/-0.18 Zone 2 length =18.3 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.2 5.4 -6.6 -15.4 2 -12.5 -21.3 -12.5 -21.3 3 -4.6 -13.4 -4.6 -13.4 4 -2.7 -11.5 -6.6 -15.4 5 14.2 5.4 6 -2.7 -11.5 1E 19.3 10.5 -7.3 -16.1 2E -21.7 -30.5 -21.7 -30.5 3E -8.6 -17.3 -8.6 -17.3 4E -6.1 -14.9 -7.3 -16.1 5E 19.3 10.5 6E -6.1 -14.9 Parapet Windward parapet = 38.1 psf (GCpn = +1.5)Windward roof Leeward parapet = -25.4 psf (GCpn = -1.0)overhangs =17.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 16.9 psf Roof -7.8 psf ** End Zone: Wall 25.4 psf Roof -13.2 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 16.9 psf End Zone: Wall 25.4 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 1.2 deg 28 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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 29 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = 14.0 ft Base pressure (qh) =24.4 psf a = 3.7 ft Minimum parapet ht = 4.0 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg Type of roof = Monoslope Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 70 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -28.8 -27.1 -26.4 -26.8 -26.4 Negative Zone 2 -1.98 -1.49 -1.28 -48.4 -36.4 -31.3 -33.9 -31.3 Negative Zone 3 -1.98 -1.49 -1.28 -48.4 -36.4 -31.3 -33.9 -31.3 Positive Zone 1 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Positive Zones 2 & 3 1.08 0.97 0.92 26.4 23.7 22.5 23.1 19.8 Overhang Zone 1&2 -1.70 -1.63 -1.60 -41.5 -39.8 -39.1 -39.5 -26.9 Overhang Zone 3 -1.70 -1.63 -1.60 -41.5 -39.8 -39.1 -39.5 -26.9 Negative zone 3 = zone 2, since parapet >= 3ft. Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.4 psf) Parapet qp = 25.4 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: 68.5 46.7 43.9 62.0 CASE B = pressure away from bldg (neg) Corner zone: 68.5 46.7 43.9 62.0 CASE B : Interior zone: -48.0 -39.9 -34.3 -45.5 Corner zone: -54.8 -42.7 -34.3 -51.2 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 17 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -28.6 -24.7 -22.0 -27.7 -23.5 Negative Zone 5 -1.44 -1.12 -0.90 -35.2 -27.4 -22.0 -33.4 -25.1 Positive Zone 4 & 5 1.08 0.92 0.81 26.4 22.5 19.8 25.5 21.3 Note: GCp reduced by 10% due to roof angle <= 10 deg. 30 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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<90'31 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=67.1 Bldg/Area Width, W (ft)=36.7 Edge Strip (a) (ft)=3.7 End Zone (2a) (ft)= 7.4 Transverse Direction (normal to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =16.9 Roof Interior Pressure (psf) =7.8 End Zone Pressure (psf) =25.4 Roof End Zone Pressure (psf) =13.2 Windward Parapet Pressure (psf) =38.1 Leeward Parapet Pressure (psf) =25.4 Overall Structure Height,Hx (ft) =18.0 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 14 0.5 349 413 176 363 24.4 Total: 363 24.4 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =16.9 Roof Interior Pressure (psf) =7.8 End Zone Pressure (psf) =25.4 Roof End Zone Pressure (psf) =13.2 Windward Parapet Pressure (psf) =38.1 Leeward Parapet Pressure (psf) =25.4 Overall Structure Height,Hx (ft) =18.0 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 14 0.5 349 413 176 363 13.3 Total: 363 13.3 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] 32 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Shear Line :1 VSEISMIC =3,420 lbs SDS = 0.424g E = 0.70 x V = 2,394 lbs S.D.C. =D WWIND =6,950 lbs F = 0.60 x W = 4,170 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)13.3 15.2 Floor DL (psf) =0 height (ft)14.0 14.0 Wall DL (psf) =15 roof trib. (ft)2.0 15.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 1.1 0.9 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)1120 1274 shear (plf)84 84 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)15678 17838 DL factor A =1.06 1.06 A x wDL (plf)265 540 End Post Compression(lbs)2068 2917 DL factor B 0.54 0.54 B x wDL (plf)135 276 End Post Uplift for Anchor Holdowns (lbs)neglect 0 End Post Uplift for Straps (lbs)neglect 0 Wind F (lbs)1951 2219 shear (plf)146 146 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)27308 31072 wDL (plf)250 510 End Post Compression(lbs)2834 3618 DL factor C 0.60 0.60 C x wDL (plf)150 306 End Post Uplift for Anchor Holdowns (lbs)1120 0 End Post Uplift for Straps (lbs)1088 0 Maximum End Post Compression (lbs)2834 3618 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1120 0 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)1088 0 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 Line 1, Use:SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 33 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Shear Line :2 VSEISMIC =3,180 lbs SDS = 0.424g E = 0.70 x V = 2,226 lbs S.D.C. =D WWIND =6,350 lbs F = 0.60 x W = 3,810 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)17.0 Floor DL (psf) =0 height (ft)14.0 Wall DL (psf) =15 roof trib. (ft)15.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.8 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2226 shear (plf)131 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)31164 DL factor A =1.06 A x wDL (plf)540 End Post Compression(lbs)3586 DL factor B 0.54 B x wDL (plf)276 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)3810 shear (plf)224 allowable shear (plf)364 suggested shearwall type 5 Mot (ft-lbs)53340 wDL (plf)510 End Post Compression(lbs)4714 DL factor C 0.60 C x wDL (plf)306 End Post Uplift for Anchor Holdowns (lbs)neglect End Post Uplift for Straps (lbs)neglect Maximum End Post Compression (lbs)4714 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 2, Use:SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 34 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Shear Line :A VSEISMIC =1,500 lbs SDS = 0.424g E = 0.70 x V = 1,050 lbs S.D.C. =D WWIND =5,650 lbs F = 0.60 x W = 3,390 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)11.3 Floor DL (psf) =0 height (ft)14.0 Wall DL (psf) =15 roof trib. (ft)15.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 1.2 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1050 shear (plf)93 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)14700 DL factor A =1.06 A x wDL (plf)540 End Post Compression(lbs)3089 DL factor B 0.54 B x wDL (plf)276 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)3390 shear (plf)299 allowable shear (plf)364 suggested shearwall type 5 Mot (ft-lbs)47460 wDL (plf)510 End Post Compression(lbs)5804 DL factor C 0.60 C x wDL (plf)306 End Post Uplift for Anchor Holdowns (lbs)2639 End Post Uplift for Straps (lbs)2550 Maximum End Post Compression (lbs)5804 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)2639 Recommended Anchor Holdown HTT4 Anchor at Midwall 1/2" Anchor Anchor at Corner 1/2" Anchor Anchor at Endwall 1/2" Anchor Controlling Strap Holdown Uplift (lbs)2550 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner STHD10 Recommended Strap Holdown at Endwall STHD10 Line A SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 35 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Shear Line :B VSEISMIC =3,320 lbs SDS = 0.424g E = 0.70 x V = 2,324 lbs S.D.C. =D WWIND =12,200 lbs F = 0.60 x W = 7,320 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)5.3 5.7 Floor DL (psf) =0 height (ft)14.0 14.0 Wall DL (psf) =15 roof trib. (ft)15.0 2.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 2.6 2.5 aspect ratio factor 2w/l 0.76 0.81 Seismic F (lbs)1092 1232 shear (plf)205 218 allowable shear (plf)289 307 suggested shearwall type 6 6 Mot (ft-lbs)15292 17244 DL factor A =1.06 1.06 A x wDL (plf)540 265 End Post Compression(lbs)4881 4267 DL factor B 0.54 0.54 B x wDL (plf)276 135 End Post Uplift for Anchor Holdowns (lbs)2457 3014 End Post Uplift for Straps (lbs)2275 2805 Wind F (lbs)3440 3880 shear (plf)645 685 allowable shear (plf)821 872 suggested shearwall type 9 9 Mot (ft-lbs)48166 54314 wDL (plf)510 250 End Post Compression(lbs)10731 10616 DL factor C 0.60 0.60 C x wDL (plf)306 150 End Post Uplift for Anchor Holdowns (lbs)9357 10331 End Post Uplift for Straps (lbs)8666 9615 Maximum End Post Compression (lbs)10731 10616 Recommended Minimum End Post for Compression 6x6 6x6 Controlling Anchor Holdown Uplift (lbs)9357 10331 Recommended Anchor Holdown HDU11 HDU14 Anchor at Midwall SB5/8x24 SSTB28 Anchor at Corner SB7/8X24 SB1x30 Anchor at Endwall SB1x30 SB1x30 Controlling Strap Holdown Uplift (lbs)-- -- Recommended Strap Holdown at Midwall -- -- Recommended Strap Holdown at Corner -- -- Recommended Strap Holdown at Endwall -- -- Line B SW9 SW9 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 36 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Shear Line :C VSEISMIC =1,820 lbs SDS = 0.424g E = 0.70 x V = 1,274 lbs S.D.C. =D WWIND =6,560 lbs F = 0.60 x W = 3,936 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)20.3 Floor DL (psf) =0 height (ft)14.0 Wall DL (psf) =15 roof trib. (ft)2.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.7 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1274 shear (plf)63 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)17836 DL factor A =1.06 A x wDL (plf)265 End Post Compression(lbs)1725 DL factor B 0.54 B x wDL (plf)135 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)3936 shear (plf)194 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)55104 wDL (plf)250 End Post Compression(lbs)3489 DL factor C 0.60 C x wDL (plf)150 End Post Uplift for Anchor Holdowns (lbs)1243 End Post Uplift for Straps (lbs)1219 Maximum End Post Compression (lbs)3489 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)1243 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)1219 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 Line C SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 37 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10 LONG AND SHALL BE EMBEDDED 7 INCHES INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN 9 INCHES OF EACH END OF EACH PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2X PLATE TOP PLATE AT ALL SHEAR WALLS AND EXTERIOR WALLS. UNLESS NOTED OTHERWISE, LAP SPLICE TOP PLATE A MINIMUM OF 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (24-16d NAILS TOTAL BETWEEN SPLICE JOINTS). 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES, EXCEPT TYPE "4". EDGE NAIL SHEATHING AT BLOCKED EDGES. TYPE / MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT TO: Allowable Seismic Allowable Wind 4 7/16" APA RATED SHEATHING 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C.CONCRETE: 1/2" DIA. A.B. AT 60" O.C. 156 218 (UNBLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 72" O.C. WOOD: 16d STAGGERED AT 6" O.C. 5 7/16" APA RATED SHEATHING 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 36" O.C. 260 364 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 6 7/16" APA RATED SHEATHING 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 24" O.C. 380 532 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 32" O.C. WOOD: 16d STAGGERED AT 4" O.C. 7 7/16" APA RATED SHEATHING 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 18" O.C. 490 686 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 26" O.C. WOOD: 16d STAGGERED AT 3" O.C. 8 7/16" APA RATED SHEATHING 8d COMMON AT 2" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 8" O.C. 600 840 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 14" O.C. 3X OR (2)2X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X4 1/2 SCREWS AT 8" O.C. 9 15/32" APA RATED SHEATHING 10d COMMON AT 2" O.C. 10d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 12" O.C. 770 1078 ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 20" O.C. 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 6" O.C. 10 SW7 EACH SIDE 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 16" O.C. 980 1372 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 4.5" O.C. 11 SW8 EACH SIDE 8d COMMON AT 2" O.C. 8d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 13" O.C. 1200 1680 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 4" O.C. 12 SW9 EACH SIDE 10d COMMON AT 2" O.C. 10d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 10" O.C. 1540 2156 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 3" O.C. SHEAR WALL TYPES Douglas-Fir OR Southern Pine 38 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 39 o f 4 4 WF 1 WF2 FO U N D A T I O N K E Y PL A N WF3F1 F1 FR O S T St r u c t u r a l E n g i n e e r i n g Pr o j e c t N a m e : Pr o j e c t N o . : E n g . : D a t e : S h e e t : BS K FS E 07 / 1 1 / 1 8 IF 1 8 - 1 4 6 We n d y ' s - R e x b u r g 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 15 0.30 0.53 1.20 floor 0 0 0 0.00 0.00 0.00 wall 15 0 18 0.27 0.00 0.32 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.57 0.53 1.52 Footing Dimensions Width (in) =20 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =12 Allowable qu (psf) = 2087.671 stemwall height(in) =24 qmax (psf) =914 OK Pmax (kips) =16.3 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#5 Check p Other Parameters area of bar(in^2) = 0.31 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.63 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#5 Check p Check Development Length area of bar(in^2) = 0.31 L' (ft) = 0.50 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.63 Mu (k-ft) = 0.06 Min p =0.0001 Ld1 (in) =30.0 Spacing (in) = 2179 d (in)= 8.06 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 19.1 WF1 Use: 20'' wide x 12'' thick Continuous Concrete Footing w/ 2 #5 Continuous Max. Point Load: WF1 40 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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 18 0.36 0.63 1.44 floor 0 0 0 0.00 0.00 0.00 wall 15 0 18 0.27 0.00 0.32 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.63 0.63 1.76 Footing Dimensions Width (in) =20 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =12 Allowable qu (psf) = 2100 stemwall height(in) =24 qmax (psf) =1058 OK Pmax (kips) =16.3 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#5 Check p Other Parameters area of bar(in^2) = 0.31 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.63 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#5 Check p Check Development Length area of bar(in^2) = 0.31 L' (ft) = 0.50 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.63 Mu (k-ft) = 0.07 Min p =0.0001 Ld1 (in) =30.0 Spacing (in) = 1882 d (in)= 8.06 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 19.1 WF2 Use: 20'' wide x 12'' thick Continuous Concrete Footing w/ 2 #5 Continuous WF2 Max. Point Load: 41 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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 18 0.36 0.63 1.44 floor 0 0 0 0.00 0.00 0.00 wall 15 0 18 0.27 0.00 0.32 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.63 0.63 1.76 Footing Dimensions Width (in) =20 Adjusted q (psf) = 1500 mono footing width(in) =8 Thickness (in) =12 Allowable qu (psf) = 2100 mono footing thickness =24 qmax (psf) =1058 OK Pmax (kips) =6.3 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored Continuous Reinforcing Rebar Size =#5 Check p Other Parameters area of bar(in^2) = 0.31 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.63 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#5 Check p Check Development Length area of bar(in^2) = 0.31 L' (ft) = 0.50 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.63 Mu (k-ft) = 0.07 Min p =0.0001 Ld1 (in) =30.0 Spacing (in) = 1882 d (in)= 8.06 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 19.1 WF3 Use: 20'' wide Continuous Footing Mono w/ Slab w/ 2 #5 Continuous WF3 Max. Point Load: 42 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg 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) =1.89 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =3.31 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 8.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%568 >36 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:85 >6 OK q min (psf) =698 q max (psf) =698 OK qu-max (psf) =985 qu at edge of base (psf) =985 qu-min (psf) =985 qu at edge of base (psf) =985 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.00 Bar size =#5 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.49 area of bar = 0.31 Min p =0.0003 Ld1 (in) =30.0 d (in)= 6.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.02 Spacing (in) = 170 Use p =0.0003 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.7 Development length N.G. Check Development Length L' short (ft) = 1.00 Bar size =#5 p =0.0001 Fy (psi) = 60000 Mu (k-ft) = 0.25 area of bar = 0.31 Min p =0.0002 Ld1 (in) =30.0 d (in)= 6.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.01 Spacing (in) = 340 Use p =0.0002 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.1 Development length N.G. 30" Square Ftg Use: w/ 1 #5 30" Square Ftg Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way 43 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.31 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =4.74 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.27 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 18.9 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) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%738 >92 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:87 >16 OK q min (psf) =1479 q max (psf) =1479 OK qu-max (psf) =2098 qu at edge of base (psf) =2098 qu-min (psf) =2098 qu at edge of base (psf) =2098 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 =#5 p =0.0004 Fy (psi) = 60000 Mu (k-ft) = 1.64 area of bar = 0.31 Min p =0.0005 Ld1 (in) =30.0 d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.04 Spacing (in) = 66 Use p =0.0005 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 26.7 Development length N.G. Check Development Length L' short (ft) = 1.25 Bar size =#5 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.82 area of bar = 0.31 Min p =0.0003 Ld1 (in) =30.0 d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.02 Spacing (in) = 133 Use p =0.0003 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 26.1 Development length N.G. 36" Square Ftg Use: w/ 1 #5 36" Square Ftg Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.0 feet long x 3.0 feet wide x 12'' thick Footing Each Way 44 of 44 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : BSK FSE07/11/18IF18-146Wendy's - Rexburg