Loading...
HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00732 - Good 2 Go - New Commercial BldgFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Good 2 Go - Rexburg Client: Resin Architects Project No.: IF23-301 Date: Engineer : SEAL: FSE July 18, 2023 STRUCTURAL CALCULATIONS CJB 10/12/2023 BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 1 of 32 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 Snow Loads: per ASCE 7 Chapter 7 Importance Factor Is = 1.0 Importance Factor Pg =22 psf (ground snow load) Ce =0.9 exposure Factor Ct =1.1 thermal factor Snow, Pf = 0.70CeCt(Is)Pg =20.0 psf (FLAT Roof) unobstructed slippery surface (Y/N):N roof slope =0/12 roof angle =1.2 degrees Cs =1.00 slope factor Snow, Ps = CsPf =20.0 psf (SLOPED Roof) 0.3*Ps =N/A psf (Unbalanced SLOPED Roof) Exterior Walls: siding 5.0 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 Design Gravity Loads deflection limits deflection limits deflection limits Desig in ConC d:2015I1tt I15 I I Di0GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 2 of 32 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 .................0.160 g SS .................0.485 g Design Spectral Response Accelerations: SD1 .................0.231 g SDS .................0.457 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.070 375.5 kips Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................29.9 psf Roof (net uplift-zone 1).................11.9 psf Roof (uplift-zone 2).................35.4 psf Roof (net uplift-zone 2).................17.4 psf Walls (zone 4).................31.0 psf Walls (zone 5).................37.2 psf Parapet .................102.3 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 ............................................................... Desig in ConC d:2015I1tt I15 I I Di0GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 3 of 32 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Presumptive Load-Bearing Values (Table 1806.2) 1500 psf 100 pcf 0.25 Lateral Soil Load (Table 1610.1) 45 pcf 60 pcf 30 inches Foundation Design Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ Desig in ConC d:2015I1tt I15 I I Di0GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 4 of 32 22 11 B B D D C C 33 E E A A 10 ' - 0 " 15'-0" 15'-0" 10 ' - 0 " 10 ' - 0 " 10 ' - 0 " 10'-0" 10'-0" 10 ' - 0 " 204 204 208 201 204204 206 206 201 203 35 PSF 0 PSF 7 0 PSF7 35 PSF 0 PSF 7 B1 B1 (2) KS (2) KS (2) KS (2) KS 7 7 7 5 5 5 5 5 7 7 55555 6.6. 5555 B2 35 PSF 0 PSF 7 35 PSF 0 PSF 7 35 PSF 0 PSF 7 6 6 8 8 13 13 35 PSF 0 PSF 7 35 PSF 0 PSF 7 0 PSF 9 B3 B4 VESTIBULE OPEN 1 6.6. 9 P2 / W (3) KS P1 / W (3) KS (7) LVL KS 9 B3 B3 B3B3B3B3 P4 /W (4) KSP4 /W (4) KS P2 / W (3) KS P2 / W (3) KS P4 /W (4) KS P4 /W (4) KS4 TYP 4 TYP 4 TYP P4 /W (4) KS P4 /W (4) KS P4 /W (4) KS P4 /W (4) KS P1 / W (3) KS B4 10 7 A A 35 PSF 14 12 15 16 15 15 35 PSF 14 1 10 35 PSFP2 / W (3) KS P1 P1 P4 /W (4) KS P4 /W (4) KSP2 /W (3) LVL KS P2 /W (3) LVL KS BEER 108 FREEZER 109 JAN. 113 WOMEN 112 MEN 12DISPLY/PALLET 107 PACKAGE/BEV 105 C-STORE 102 KITCHEN 104 FUTURE TENANT 300 POS 101 CIRCULATION 200 DINING 201 KITCHEN 202 TYPICAL ROOF SHEATHING: 19/32" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. D=7,00 0 # 10 ' - 0 " 202 (2) KS(2) KS B2 (2) KS(2) KS B2 (2) KS(2) KS B2 (2) KS(2) KS RM E =15 0 0 # RM E =15 0 0 # RM E =15 0 0 # 6 7 A A A A A A A A A A 30" DEEP RED H TRUSSES AT 24" O.C. 15 16 B30 PSF 7 12 207 209 WJ1 TYPICAL ROOF SHEATHING: 15/32" APA RATED ROOF SHEAT 8d COMMON NAILS AT 6" O.C. A EDGES / BOUNDARY AND AT 12 THE FIELD. 207 5 55 5 207 205 208 WJ1 TYPICAL ROOF SHEATHING: 15/32" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. 207 6. 6.6. 6. 6. UPPER ROOF FRAMING PLANUPPER ROOF FRAMING PLAN RJ1 RJ1 B101B102B102B102 B102 B102 B101 B103 B104 B104 B104 B104 B1 0 5 B1 0 5 B1 0 2 B1 . 1 S = 1 4 . 4 K W = 2 8 . 8 K B1 . 0 S = 1 4 . 4 K W = 2 8 . 8 K A1.0 S = 14.4K W = 15.8K A1.1 S = 14.4K W = 15.8K FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 5 of 32 22 11 B B D D C C 33 E E A A 0' - 4 1/ 2 " 7' - 7 1/ 2 " 0' - 4 1/ 2 " 6' - 7 1/ 2 " 10 ' - 0 " 6' - 9 " 23 ' - 3 " 6' - 9 " 7' - 0 " 9' - 7 1/ 2 " 0' - 4 1/ 2 " 53 ' - 9 " 8' - 0 " 0'-4 1/2"18'-11 3/4"12'-0 1/2"5'-10 1/4"23'-8"13'-10 3/4"2'-3 1/2"12'-0 1/2"2'-3 3/8"43'-7 1/2"15'-0"0'-4 1/2" 2'-0" 74'-9 3/4"16'-7 1/4"59'-0" 2'-0" 0'-4 1/2"8'-7 3/4" 36'-10 1/2"23'-8"74'-1 1/2"15'-0" 9'-0 1/4"4'-2 1/4"2'-2"21'-10 3/8"4'-2 1/4"44'-6 1/4"3'-2 1/8"0'-4 1/2"23'-8"8'-4 1/2"4'-2 1/4"24'-3 3/4"0'-4 1/2" 150'-5" 0' - 4 1/ 2 " 53 ' - 0 " 0' - 4 1/ 2 " 53 ' - 9 " 7 7 7 5 5 5 5 7 7 55555 6.6. 5555 6.6. WF18 / W1 WF18 / W1 WF 18 / W1 WF18 / W1WF18 / W1 WF18 / W1WF18 / W1WF18 / W1 WF18 / W1 WF18 / W1 WF 18 / W1 WF 18 / W1 WF 18 / W1 WF 18 / W1 WF 18 / W1 WF18 / W1WF18 / W1 WF18 / W1WF18 / W1 F42F42F42 7 A A CONCRETE SLAB ON GRADE 4" CONCRETE SLAB ON GRADE W/ #4 AT 24" O.C. EACH WAY CENTERED IN SLAB THICKNESS OVER COMPACTED FILL. (SEE GSN) PROVIDE SLAB JOINTS PER TYPICAL DETAIL WITHIN 16 HOURS OF BATCH TIME FINISH FLOOR = 0'-0" 101102 102 102 102101101 101 101 102 101103101 102 104 104 104 104 101102 101 101 101 1 A 2 2 A A A 2 2 A 2 2A 2 2 A 2 A 2 A 2 A 2 30" DEEP RED H TRUSSES AT 24" O.C. CF1 SF1 CF1 CF1 CF1 CF 1 CF1 CF 1 CF 1 CF 1 CF 1 CF 1 CF 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 6 of 32 GRAVITY DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 7 of 32 Mark:RJ1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 263 lbs Span (ft) =13.0 lu (ft) =2.0 load 20 35 70 110 RLL = 460 lbs Spacing (in) =24.0 CD =1.00 misc.0 0 0 0 RTL (left)=723 lbs DLL < L /600 Cr =1.15 70 plf 110 plf DTOTAL < L /240 RDL = 263 lbs DL(lbs) LL(lbs) x(ft) RLL = 460 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =723 lbs Web Stiffener? (Y/N) :N Pt. Load 0 0 0 Mmax = (1)2x12 Vall. (lbs) =2329 31% 1560 46% 1625 44% 1335 54% 1785 41% 1420 51% Rall. (lbs) =1641 44% 910 79% 950 76% 870 83% 1015 71% 950 76% Mall. (ft-lbs) =2729 87% 3160 75% 3150 75% 3100 77% 4685 51% 3640 65% DLL 0.158 L / 988 0.195 L / 800 0.193 L / 807 0.209 L / 748 0.168 L / 931 0.182 L / 858 DTOTAL 0.248 L / 628 0.306 L / 509 0.304 L / 513 0.328 L / 476 0.263 L / 592 0.286 L / 546 Nat. freq., f (Hz)11.7 11.3 11.3 10.9 12.4 11.7 Selection (A - F):A RJ1 Use:(1) 2x12 at 24'' o.c.Douglas Fir #2 Boise Cascade RedBuiltLouisiana-Pacific Wood Joist ASD design per NDS 2012 2376 ft-lbs 11 7/8" Red-I45 F 11 7/8" RFPI 20 EA 11 7/8" TJI 110 11 7/8" BCI 5000 1.7 11 7/8" LPI 18 C Adequate Adequate Adequate Adequate Adequate Adequate Douglas Fir #2 Trus Joist B Roseburg D Mark:kRJ17R1J23 lbsAb--JAbs DL(psf) wlTsR DL(psf) w(= R 263= R bl)s R Sass) R MklGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 8 of 32 Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 7313 lbs Span (ft) =12.5 roof 20 35 33.5 1173 1843 RLL = 7328 lbs lu (ft) =12.5 floor 0 0 0 0 0 RTL (left)=14641 lbs LL Deflection < L /600 wall 50 0 10 0 500 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 7313 lbs CD =1.00 1173 plf 2343 plf RLL = 7328 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =14641 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)6x16 (3)1.75x16 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =68 psi 40% 181 psi 68% 174 psi 65% 152 psi 58% 206 psi 72% Fb =850 psi 2318 psi 2371 psi 2368 psi 2500 psi fb-max (psi) =831 psi 98% 1984 psi 86% 2169 psi 91% 2066 psi 87% 2451 psi 98% E (psi) = LL deflection =0.10'' 39% 0.14'' 57% 0.19'' 75% 0.20'' 80% 0.18'' 72% TL deflection =0.19'' 31% 0.29'' 46% 0.38'' 60% 0.40'' 64% 0.36'' 57% camber (in) =n/a 2/8''std=0.07''3/8''std=0.07''3/8''std=0.07''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 3064 lbs Span (ft) =9.5 roof 20 35 27 945 1485 RLL = 4489 lbs lu (ft) =9.5 floor 0 0 0 0 0 RTL (left)=7553 lbs LL Deflection < L /360 wall 15 0 7 0 105 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 3064 lbs CD =1.00 945 plf 1590 plf RLL = 4489 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =7553 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)4x12 (3)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 178 psi 67% 172 psi 65% 121 psi 46% 144 psi 50% Fb =989 psi 2173 psi 2374 psi 2393 psi 2571 psi fb (psi) =972 psi 98% 1837 psi 85% 2286 psi 96% 1822 psi 76% 1744 psi 68% E (psi) = LL deflection =0.09'' 27% 0.11'' 35% 0.19'' 61% 0.18'' 57% 0.12'' 37% TL deflection =0.15'' 31% 0.18'' 39% 0.33'' 69% 0.30'' 64% 0.20'' 42% camber (in) =n/a 1/8''std=0.04''2/8''std=0.04''2/8''std=0.04''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) 17937 ft-lbs B102 1.75x11.875 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB SCL: 26F 2.0E LVL Douglas Fir #2 24F-V4 B101 1.75x16 A 1800000 psi 1800000 psi 24F-V4 5.125x10.5 GLB3.125x15 GLB 24F-V4 1600000 psi 1800000 psi SCL: 26F 2.0E LVL ASD design per NDS 2015 Wood Beam / Header EA 45752 ft-lbs 1300000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi 5.125x18 GLB 6.75x15 GLB 8.75x13.5 GLB Douglas Fir #2 24F-V4 24F-V4 Mark:kB104B016 lbsCDsAA1DsC DL(psf)tribs DL(psf)tr(wt lTRwt =i)st 73ss)t MkbGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 9 of 32 Mark:B103 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2406 lbs Span (ft) =12.5 roof 20 35 8 280 440 RLL = 1750 lbs lu (ft) =12.5 floor 0 0 0 0 0 RTL (left)=4156 lbs LL Deflection < L /400 wall 15 0 15 0 225 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 2406 lbs CD =1.00 280 plf 665 plf RLL = 1750 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4156 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) =52 psi 29% 140 psi 53% 100 psi 38% 70 psi 26% 84 psi 30% Fb =806 psi 2187 psi 2365 psi 2391 psi 2560 psi fb-max (psi) =710 psi 88% 2078 psi 95% 1655 psi 70% 1319 psi 55% 1263 psi 49% E (psi) = LL deflection =0.07'' 18% 0.19'' 51% 0.17'' 46% 0.16'' 43% 0.10'' 28% TL deflection =0.16'' 25% 0.45'' 72% 0.41'' 66% 0.38'' 61% 0.25'' 40% camber (in) =n/a 4/8''std=0.07''3/8''std=0.07''3/8''std=0.07''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (3) Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1451 lbs Span (ft) =4.5 roof 20 35 27 945 1485 RLL = 2126 lbs lu (ft) =4.5 floor 0 0 0 0 0 RTL (left)=3578 lbs LL Deflection < L /360 wall 15 0 7 0 105 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1451 lbs CD =1.00 945 plf 1590 plf RLL = 2126 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3578 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x10 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =85 psi 47% 165 psi 62% 101 psi 38% 45 psi 17% 222 psi 78% Fb =987 psi 2375 psi 2392 psi 2397 psi 2875 psi fb (psi) =753 psi 76% 1649 psi 69% 1005 psi 42% 409 psi 17% 2737 psi 95% E (psi) = LL deflection =0.02'' 12% 0.04'' 29% 0.03'' 18% 0.01'' 6% 0.09'' 60% TL deflection =0.03'' 14% 0.07'' 33% 0.05'' 20% 0.02'' 7% 0.15'' 67% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (3) Wood Beam / Header ASD design per NDS 2015 EA 3.125x12 GLB 5.125x10.5 GLB 8.75x9 GLB 12988 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B103 1.75x11.875 SCL: 26F 2.0E LVL 4025 ft-lbs A E 3.125x7.5 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B104 2x10 Douglas Fir #2 Mark:kB104B016 lbsCDsAA1DsC DL(psf)tribs DL(psf)tr(wt lTRwt =i)st 73ss)t MkbGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 10 of 32 Mark:B105 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 473 lbs Span (ft) =4.5 roof 20 35 3 105 165 RLL = 236 lbs lu (ft) =4.5 floor 0 0 0 0 0 RTL (left)=709 lbs LL Deflection < L /360 wall 15 0 10 0 150 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 473 lbs CD =1.00 105 plf 315 plf RLL = 236 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =709 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =51 psi 29% 44 psi 17% 20 psi 8% 9 psi 3% 44 psi 15% Fb =1165 psi 2381 psi 2392 psi 2397 psi 2875 psi fb-max (psi) =633 psi 54% 510 psi 21% 199 psi 8% 81 psi 3% 542 psi 19% E (psi) = LL deflection =0.01'' 10% 0.01'' 6% 0.00'' 2% 0.00'' 1% 0.01'' 7% TL deflection =0.04'' 19% 0.03'' 13% 0.01'' 4% 0.00'' 1% 0.03'' 13% 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) B105 2x6 Douglas Fir #2 Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 797 ft-lbs Wood Beam / Header ASD design per NDS 2015 EA Mark:kB104B016 lbsCDsAA1DsC DL(psf)tribs DL(psf)tr(wt lTRwt =i)st 73ss)t MkbGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 11 of 32 Location: Plate Height (ft) =23.0 Stud Height (ft) = 22.6 Gravity Loads to Wall: Le/d = 49.4 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 8 440 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =24 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 14.4 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 440 plf Lumber Grade: (1.3E - LSL) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 80 per stud P (lbs) = 105 P (lbs) = 220 per stud M (lb-ft) = 461 M (lb-ft) = 346 M (lb-ft) = 0 FcE (psi) =223 FcE (psi) =223 FcE (psi) =223 Fc' (psi) = 221 Fc' (psi) = 221 Fc' (psi) = 220 fc (psi) = 10 < Fc'OK fc (psi) = 13 < Fc'OK fc (psi) = 27 < Fc'OK Fb' (psi) = 3039 Fb' (psi) = 3039 Fb' (psi) = 2184 fb (psi) = 731 < Fb'OK fb (psi) = 548 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.25 < 1.0 OK CSR = 0.19 < 1.0 OK CSR = 0.01 < 1.0 OK D (in.) =1.10 = L/247 OK D (in.) =0.82 = L/329 OK D (in.) =0.00 = L/5000 OK USE:1.5 x 5.5 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 1818 (axial compression governs)Mcap (lb-ft) = 1842 Rcap (lbs) = 5156 trib width capacity (ft) = 2.00 for M < Mcap trib width capacity (ft) = 0.51 for D < L /240 (governs) (1.3E - LSL)Typical 23'-0" Plate 2 11'-6'' to 2'-7'' 12 1 1 1 20'-6'' to 1'-6'' < 0'-6'' 2'-7'' to 3'-7'' 1 3 13 2 4 1 1 21 1 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 6'' o.c. D + S Open Width (ft) Typical 23'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 0 Locat ain:Oi:nKd CseUsSSnUse Plate High(ef Plate Higa)if =23)if .hHeif 0SeeHif LaCGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 12 of 32 Location: Plate Height (ft) =19.0 Stud Height (ft) = 18.6 Gravity Loads to Wall: Le/d = 40.6 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 26 1430 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =29 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 17.4 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1430 plf Lumber Grade: (1.3E - LSL) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 347 per stud P (lbs) = 455 P (lbs) = 953 per stud M (lb-ft) = 503 M (lb-ft) = 377 M (lb-ft) = 0 FcE (psi) =329 FcE (psi) =329 FcE (psi) =329 Fc' (psi) = 325 Fc' (psi) = 325 Fc' (psi) = 323 fc (psi) = 42 < Fc'OK fc (psi) = 55 < Fc'OK fc (psi) = 116 < Fc'OK Fb' (psi) = 3039 Fb' (psi) = 3039 Fb' (psi) = 2184 fb (psi) = 798 < Fb'OK fb (psi) = 599 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.32 < 1.0 OK CSR = 0.27 < 1.0 OK CSR = 0.13 < 1.0 OK D (in.) =0.81 = L/274 OK D (in.) =0.61 = L/366 OK D (in.) =0.00 = L/5000 OK USE:1.5 x 5.5 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2665 (axial compression governs)Mcap (lb-ft) = 1842 Rcap (lbs) = 5156 trib width capacity (ft) = 2.44 for M < Mcap trib width capacity (ft) = 0.76 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2015 Typical 19'-0" Plate LL(psf) 0 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Typical 19'-0" Plate at 8'' o.c.(1.3E - LSL) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 0'-10'' 1 1 0'-10'' to 2'-4'' 1 2 2'-4'' to 3'-10'' 2 3 3'-10'' to 5'-5'' 2 4 1 1 2 1 1 2 1 1 2 Locat ain:Oi:nKd CseUsSSnUse Plate High(ef Plate Higa)if =19)if .hHeif 0SeeHif LaCGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 13 of 32 Location: Plate Height (ft) =16.0 Stud Height (ft) = 15.6 Gravity Loads to Wall: Le/d = 31.3 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 20 26 1430 0 wind/seismic (W/S)W floor live load 0 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) = 1430 plf Lumber Grade: (1.3E - LSL) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 693 per stud P (lbs) = 910 P (lbs) = 1907 per stud M (lb-ft) = 732 M (lb-ft) = 549 M (lb-ft) = 0 FcE (psi) =556 FcE (psi) =556 FcE (psi) =556 Fc' (psi) = 544 Fc' (psi) = 544 Fc' (psi) = 538 fc (psi) = 58 < Fc'OK fc (psi) = 76 < Fc'OK fc (psi) = 159 < Fc'OK Fb' (psi) = 3015 Fb' (psi) = 3015 Fb' (psi) = 2167 fb (psi) = 732 < Fb'OK fb (psi) = 549 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.28 < 1.0 OK CSR = 0.23 < 1.0 OK CSR = 0.09 < 1.0 OK D (in.) =0.48 = L/389 OK D (in.) =0.36 = L/519 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) = 6453 (axial compression governs)Mcap (lb-ft) = 2899 Rcap (lbs) = 7500 trib width capacity (ft) = 5.28 for M < Mcap trib width capacity (ft) = 2.16 for D < L /240 (governs) 1 1 1 1 1 1 1 1 1 7'-3'' to 11'-7'' 2 3 11'-7'' to 15'-11'' 2 4 < 2'-11'' 1 1 2'-11'' to 7'-3'' 1 2 Typical 16'-0" Plate at 16'' o.c.(1.3E - LSL) 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 35 Wood Stud Wall Design Design based on NDS 2015 Typical 16'-0" Plate LL(psf) Locat ain:Oi:nKd CseUsSSnUse Plate High(ef Plate Higa)if =16)if .hHeif 0SeeHif LaCGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 14 of 32 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. Wod P st/Ss/tu t Design badogN Design basSbN 201SbN 5d gbN Wpgg bN W GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 15 of 32 LATERAL DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 16 of 32 Key Plan Area =Main 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 =48.5%S1 =16.0%[per ATC Hazard by Location Website] Fa = 1.41 Fv = 2.28 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.685g SM1 =0.365g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.457g SD1 =0.243g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.070 T = 0.160 T0 =0.107 Ct =0.020 Cs-max =0.234 Ta =0.160 TS =0.533 x =0.750 Cs-min =0.020 Tmax =0.224 Sa =0.457 CS (controls)=0.070 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =28.7 [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 16 408.2 6532 1.000 28.7 28.7 Totals: 408 6532 1.0 28.7 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 16 348.0 348.0 24.4 31.8 63.6 31.8 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 16 276.2 276.2 19.4 25.2 50.4 25.2 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Key P lanAlnar=MiRskRCCakRs I I K iGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 17 of 32 Level =Roof Area =Main Total Seismic Weight = 408.2 Long. Wall Length (ft) =300 100 Area (ft^2) =8000 0 Trans. Wall Length (ft) =106 200 Dead Load (psf) =20 0 Plate Height (ft) =16.5 16.5 Live / Snow Load (psf) =35 0 Parapet Height (ft) =5.5 0 % Live / Snow Load =20% 0% Wall Weight (psf) =30 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 123.8 8.3 Weight (k) = 216.0 0.0 Trans. Weight (k) = 43.7 16.5 Transverse Weight (k) =348.0 Longitudinal Weight (k) =276.2 Seismic Weights Walls Roof / Floor Key P lanAlnar=MiRskRCCakRs Project Name:Project No. : Eng. : Date : Sheet :K iGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 18 of 32 www.struware.com Code Search Code: Occupancy: Occupancy Group =B 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) 122.0 ft Least width (B) 61.0 ft Mean Roof Ht (h) 16.0 ft Parapet ht above grd 19.0 ft Minimum parapet ht 2.0 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 N/A Partitions N/A International Building Code 2015 Business w.str tuaecueaomOpny nGGa ny Code Sarch: O Code SarcdurO pnyurO Rha rO is arO wtpGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 19 of 32 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 0.860 Kh case 2 0.860 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 =16.0 ft If building h/B>4 then may be flexible and should be investigated. B = 61.0 ft h/B = 0.26 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 =0.91 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =16.0 ft G =0.88 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Wind nLoasLao:GutEfeEccoeEf ASCE 7-10Ul t ASCE 7-10Ci1t maei1t WU- 1t nd -1t ntGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 20 of 32 Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.86 Edge Strip (a) =6.1 ft Base pressure (qh) =24.8 psf End Zone (2a) =12.2 ft GCpi = +/-0.18 Zone 2 length =30.5 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.4 5.4 -6.7 -15.6 2 -12.6 -21.5 -12.6 -21.5 3 -4.7 -13.6 -4.7 -13.6 4 -2.7 -11.6 -6.7 -15.6 5 14.4 5.4 6 -2.7 -11.6 1E 19.6 10.6 -7.4 -16.3 2E -22.0 -31.0 -22.0 -31.0 3E -8.7 -17.6 -8.7 -17.6 4E -6.2 -15.1 -7.4 -16.3 5E 19.6 10.6 6E -6.2 -15.1 Parapet Windward parapet = 38.5 psf (GCpn = +1.5)Windward roof Leeward parapet = -25.7 psf (GCpn = -1.0)overhangs =17.3 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 17.1 psf Roof -7.9 psf ** End Zone: Wall 25.8 psf Roof -13.4 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 17.1 psf End Zone: Wall 25.8 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 1.2 deg Wind nLoasLao:GutEfeEccoeEf ASCE 7-10Ul t ASCE 7-10Ci1t maei1t WU- 1t nd -1t ntGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 21 of 32 Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.86 h =16.0 ft Base pressure (qh) =24.8 psf a =6.1 ft Minimum parapet ht = 2.0 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 500 sf 10 sf 50 sf 100 sf 500 sf 6100 sf 300 sf Negative Zone 1 -1.18 -1.11 -1.08 -1.08 -29.2 -27.5 -26.7 -26.7 -26.7 -26.7 Negative Zone 2 -1.98 -1.49 -1.28 -1.28 -49.0 -36.9 -31.7 -31.7 -31.7 -31.7 Negative Zone 3 -2.98 -1.79 -1.28 -1.28 -73.8 -44.3 -31.7 -31.7 -31.7 -31.7 Positive All Zones 0.48 0.41 0.38 0.38 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&2 -1.7 -1.63 -1.6 -1.1 -42.1 -40.4 -39.6 -27.2 -27.2 -31.2 Overhang Zone 3 -2.8 -1.4 -0.8 -0.8 -69.3 -34.7 -19.8 -19.8 -19.8 -19.8 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.5 psf) Parapet qp =25.7 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 2 : 69.3 62.7 53.9 47.3 46.0 44.4 56.0 Zone 3 : 95.0 80.6 61.6 47.3 46.0 44.4 66.3 CASE B: Edge zones 2 : -48.5 -46.1 -42.8 -40.4 -37.9 -34.7 -43.6 Corner zones 3 : -55.5 -51.8 -46.9 -43.2 -39.5 -34.7 -48.1 Walls GCp +/- GCpi Surface Pressure (psf) Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 85 sf 10 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -29.0 -25.0 -23.9 -22.3 -25.3 -29.0 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -35.7 -27.8 -25.4 -22.3 -28.3 -35.7 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 26.7 22.8 21.6 20.1 23.1 26.7 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input Ultim iae Wa endPrsuKshheKsu Wind Loas-C m Wind Loasnpam et&pam l-o am g: oam UirGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 22 of 32 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' Ultim iae Wa endPrsuKshheKsu Wind Loas-C m Wind Loasnpam et&pam l-o am g: oam UirGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 23 of 32 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' Ultim iae Wa endPrsuKshheKsu Wind Loas-C m Wind Loasnpam et&pam l-o am g: oam UirGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 24 of 32 Key Plan Area =Main Risk Category =II Wind Speed =105 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=122 Bldg/Area Width, W (ft)=65 Edge Strip (a) (ft)=6.1 End Zone (2a) (ft)= 12.2 Transverse Direction (normal to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =17.1 Roof Interior Pressure (psf) =-7.9 End Zone Pressure (psf) =25.8 Roof End Zone Pressure (psf) =-13.4 Windward Parapet Pressure (psf) =38.5 Leeward Parapet Pressure (psf) =-25.7 Overall Structure Height,Hx (ft) =21.0 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 16 0 458 527 208 472 57.5 Total: 472 57.5 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =17.1 Roof Interior Pressure (psf) =-7.9 End Zone Pressure (psf) =25.8 Roof End Zone Pressure (psf) =-13.4 Windward Parapet Pressure (psf) =38.5 Leeward Parapet Pressure (psf) =-25.7 Overall Structure Height,Hx (ft) =21.0 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 16 0 458 527 208 484 31.5 Total: 484 31.5 Wind Lateral Load Vertical Distribution for MWFRS <=60' Key P lanAlnar=MiRskRCCakRs Wind Spe=Ex o Wind Spe=nseo urIseo mEp eo ta peo K iGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 25 of 32 Shear Line :A1.0 VSEISMIC =14,400 lbs SDS = 0.500g E = 0.70 x V = 10,080 lbs S.D.C. =D WWIND =15,800 lbs F = 0.60 x W = 9,480 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)60.0 Floor DL (psf) =0 height (ft)16.0 Wall DL (psf) =15 roof trib. (ft)25.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.3 aspect ratio factor 2w/l 1.00 Seismic F (lbs)10080 shear (plf)168 allowable shear (plf)260 suggested shearwall type 5 Mot (ft-lbs)161280 DL factor A =1.07 A x wDL (plf)658 End Post Compression(lbs)4711 DL factor B 0.53 B x wDL (plf)326 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)9480 shear (plf)158 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)151680 wDL (plf)615 End Post Compression(lbs)4385 DL factor C 0.60 C x wDL (plf)369 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)4711 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 A1.0 SW5 Wood Framing: Douglas-Fir OR Southern Pine Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Shear aLin Lni:A1.0V40,,i40V SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa.GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 26 of 32 Shear Line :A1.1 VSEISMIC =14,400 lbs SDS = 0.500g E = 0.70 x V = 10,080 lbs S.D.C. =D WWIND =15,800 lbs F = 0.60 x W = 9,480 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)14.0 9.3 8.0 9.0 Floor DL (psf) =0 height (ft)16.0 16.0 16.0 16.0 Wall DL (psf) =15 roof trib. (ft)25.0 25.0 25.0 25.0 floor trib. (ft)0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)16 16 16 16 Stud Wall Thickness (in)6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete aspect ratio 1.1 1.7 2.0 1.8 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 Seismic F (lbs)3499 2333 1999 2249 shear (plf)250 250 250 250 allowable shear (plf)260 260 260 260 suggested shearwall type 5 5 5 5 Mot (ft-lbs)55981 37321 31989 35988 DL factor A =1.07 1.07 1.07 1.07 A x wDL (plf)658 658 658 658 End Post Compression(lbs)6667 7079 7304 7128 DL factor B 0.53 0.53 0.53 0.53 B x wDL (plf)326 326 326 326 End Post Uplift for Anchor Holdowns (lbs)1962 2985 3345 3070 End Post Uplift for Straps (lbs)1790 2588 2824 2646 Wind F (lbs)3291 2194 1880 2115 shear (plf)235 235 235 235 allowable shear (plf)364 364 364 364 suggested shearwall type 5 5 5 5 Mot (ft-lbs)52649 35100 30085 33846 wDL (plf)615 615 615 615 End Post Compression(lbs)5702 5751 5776 5757 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)369 369 369 369 End Post Uplift for Anchor Holdowns (lbs)1366 2471 2850 2561 End Post Uplift for Straps (lbs)1246 2142 2406 2208 Maximum End Post Compression (lbs)6667 7079 7304 7128 Recommended Minimum End Post for Compression 4x6 4x6 6x6 4x6 Controlling Anchor Holdown Uplift (lbs)1962 2985 3345 3070 Recommended Anchor Holdown HTT4 HTT4 HTT4 HTT4 Anchor at Midwall SSTB16 SSTB16 SSTB20 SSTB16 Anchor at Corner SSTB16 SSTB20 SSTB24 SSTB20 Anchor at Endwall SSTB16 SSTB20 SSTB24 SSTB20 Controlling Strap Holdown Uplift (lbs)1790 2588 2824 2646 Recommended Strap Holdown at Midwall LSTHD8 STHD10 STHD10 STHD10 Recommended Strap Holdown at Corner LSTHD8 STHD10 STHD10 STHD10 Recommended Strap Holdown at Endwall STHD10 STHD14 STHD14 STHD14 Line A1.1 SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:A1.0V40,,i40V SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa.GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 27 of 32 Shear Line :B1.0 VSEISMIC =14,400 lbs SDS = 0.500g E = 0.70 x V = 10,080 lbs S.D.C. =D WWIND =28,800 lbs F = 0.60 x W = 17,280 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)40.0 Floor DL (psf) =0 height (ft)18.5 Wall DL (psf) =15 roof trib. (ft)1.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.5 aspect ratio factor 2w/l 1.00 Seismic F (lbs)10080 shear (plf)252 allowable shear (plf)260 suggested shearwall type 5 Mot (ft-lbs)186480 DL factor A =1.07 A x wDL (plf)313 End Post Compression(lbs)5690 DL factor B 0.53 B x wDL (plf)155 End Post Uplift for Anchor Holdowns (lbs)1606 End Post Uplift for Straps (lbs)1591 Wind F (lbs)17280 shear (plf)432 allowable shear (plf)532 suggested shearwall type 6 Mot (ft-lbs)319680 wDL (plf)293 End Post Compression(lbs)8907 DL factor C 0.60 C x wDL (plf)176 End Post Uplift for Anchor Holdowns (lbs)4575 End Post Uplift for Straps (lbs)4532 Maximum End Post Compression (lbs)8907 Recommended Minimum End Post for Compression 6x8 Controlling Anchor Holdown Uplift (lbs)4575 Recommended Anchor Holdown HTT5 Anchor at Midwall SSTB20 Anchor at Corner SSTB24 Anchor at Endwall SSTB24 Controlling Strap Holdown Uplift (lbs)4532 Recommended Strap Holdown at Midwall STHD14 Recommended Strap Holdown at Corner STHD14 Recommended Strap Holdown at Endwall -- Line B1.0 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:A1.0V40,,i40V SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa.GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 28 of 32 Shear Line :B1.1 VSEISMIC =14,400 lbs SDS = 0.500g E = 0.70 x V = 10,080 lbs S.D.C. =D WWIND =28,800 lbs F = 0.60 x W = 17,280 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)40.0 Floor DL (psf) =0 height (ft)18.5 Wall DL (psf) =15 roof trib. (ft)1.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.5 aspect ratio factor 2w/l 1.00 Seismic F (lbs)10080 shear (plf)252 allowable shear (plf)260 suggested shearwall type 5 Mot (ft-lbs)186480 DL factor A =1.07 A x wDL (plf)313 End Post Compression(lbs)5690 DL factor B 0.53 B x wDL (plf)155 End Post Uplift for Anchor Holdowns (lbs)1606 End Post Uplift for Straps (lbs)1591 Wind F (lbs)17280 shear (plf)432 allowable shear (plf)532 suggested shearwall type 6 Mot (ft-lbs)319680 wDL (plf)293 End Post Compression(lbs)8907 DL factor C 0.60 C x wDL (plf)176 End Post Uplift for Anchor Holdowns (lbs)4575 End Post Uplift for Straps (lbs)4532 Maximum End Post Compression (lbs)8907 Recommended Minimum End Post for Compression 6x8 Controlling Anchor Holdown Uplift (lbs)4575 Recommended Anchor Holdown HTT5 Anchor at Midwall SSTB20 Anchor at Corner SSTB24 Anchor at Endwall SSTB24 Controlling Strap Holdown Uplift (lbs)4532 Recommended Strap Holdown at Midwall STHD14 Recommended Strap Holdown at Corner STHD14 Recommended Strap Holdown at Endwall -- Line B1.1 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:A1.0V40,,i40V SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa.GOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 29 of 32 FOUNDATION DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 30 of 32 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 30 0.60 1.05 2.40 floor 0 0 0 0.00 0.00 0.00 wall 15 0 20 0.30 0.00 0.36 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.90 1.05 2.76 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2123.077 stemwall height(in) =24 qmax (psf) =1840 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) = 0.09 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 779 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 CF1 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: CF1 Conti tus cu sreWalFglMMsglF Strengh Dsinp Strengh DrA p CI3A p 1shn p 8-nnh p CtaGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 31 of 32 Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.48 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =7.40 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.40 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 22.5 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3.5 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =3.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >105 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >18 OK q min (psf) =1329 q max (psf) =1329 OK qu-max (psf) =1836 qu at edge of base (psf) =1836 qu-min (psf) =1836 qu at edge of base (psf) =1836 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.25 Bar size =#4 p =0.0006 Fy (psi) = 60000 Mu (k-ft) = 1.43 area of bar = 0.20 Min p =0.0008 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.05 Spacing (in) = 38 Use p =0.0008 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 30.8 OK Check Development Length L' short (ft) = 1.25 Bar size =#4 p =0.0003 Fy (psi) = 60000 Mu (k-ft) = 0.72 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Spacing (in) = 76 Use p =0.0004 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 30.3 OK SF1 Use: w/ 2 #4 3.5 feet long x 3.5 feet wide x 10'' thick Footing Each Way SF1 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p Concr cet Pe tadFigMkg::tkgM Strengh Dsinp Strengh DrA p CI3A p 1shn p 8-nnh p CciGOOD 2 GO - REXBURG IF23-301 CJB 07/18/23 32 of 32