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Home My WebLink AboutENGINEERING CALCS (FRONT SIDE) -19-00359 - 871 Jet Stream Dr - The Rock Gym - New Commercial• Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Hamilton Metal Building (The Rock Gym) Client: JRW & Associates Project No.: IF19-152 Date: June 4, 2019 Engineer: DBP ; CONAL GEN S 14 134 June 4, 2019 FSE • Structural Engineering Design Gravity Loads Design Code: 2015 International Building Code Risk Category = H (see ASCE 7 Table 1.5-11 Floor Loads: floor coverings 3/4" plywood or OSB wood joists at 16" o. c. 10" batt insulation (R-30) 1/2" gypboard mechanical/miscellaneous Interior Walls: 5.0 2.5 3.5 1.0 2.2 3.8 deflection limits DL = 18.0 psf LL joist LL beam TL LL (public) = 100 psf 0360 U360 U240 5/8" gypboard 1/2" plywood or OSB (where occurs) 2x wood studs at 16" o. c. 5/8" gypboard miscellaneous 2.8 1.7 1.2 2.8 1.5 DL = 10.0 psf deflection limits U240 Project Name: Project No.: Eng.: Date: Sheet : Hamilton Metal Building (The Rock Gym) I IF19-152 I DBP 1 06/04/19 1 2 of 53 • Structural Engineering Foundation Design Design Code: 2015 International Building Code Risk Category = QI (see ASCE 7 Table 1.5-11 Foundation Design: Foundation Type ............................................. Conventional Spread Footings Design Basis: Gni irnp................................................. Presumptive Load-Bearin Values (Table 1806 2) Allowable Bearing Pressure..... Passive Pressure..... Slidino Coefficient..... Source................................................... Active Pressure..... At -Rest Pressure..... Frost Depth..... ....... 1500 psf ....... 100 pcf ....... 0.25 ....... Lateral Soil Load (Table 1610.1) ....... 45 pcf ....... 60 pcf ....... 36 inches Project Name: Project No.: Eng.: Date: Sheet : Hamilton Metal Building (The Rock Gym) I IF 19-152 1 DBP 1 06/04/19 4 of 53 Structural Engineering a _ _ ___ ___ xu MEZZANINE CALCULATION KEY PLAN Project Name: Project No.: Eng.: Date : Sheet Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 6 of 53 oil MIN I Il.®�._ a _ _ ___ ___ xu MEZZANINE CALCULATION KEY PLAN Project Name: Project No.: Eng.: Date : Sheet Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 6 of 53 ' • Structural Engineering DL(psf) LL(psf) trib(ft) Wood Beam / Header TL w(plf) RDL = 1245 lbs Span (ft) = 9.5 roof ASD design per NDS 2015 0 G Mark: B101 0 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1114 lbs Span (ft) = 8.5 roof 0 0 0 0 0 1062 lu (ft) = 2.0 floor _ _ _ 18100 9 900 1062 RLL = 3825 lbs LL Deflection < L / 360 wall 10 0 10 RTL (left)= 4939 Ibs Total Deflection < L/ 240 misc. _ 0 0 0 0 0 100 0 Co = 1.00 CD = 1.00 0 RDL = 1114 lbs Roof Snow Load ? : Yes 900 plf DL(lbs) LL(lbs) x(ft) 1162 plf RLL = 3825 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) RTL (right) = 4939 lbs 900 plf Pt. Load 0 n Reduce Floor LL ? : No Pt. Load 0 0 t; - Pt. Load 0 Mmax = 10494 ft -lbs (3) 3x12 3.125x10.5 GLB 5.125x9 GLB 8.75x9 GLB (2) 1.75x11.875 Wood Species = 4F V4 24F V4 24F -V4 Fv (psi) = 180 psi 265 psi SCL. 26F2.0ELVL P 265 psi 265 psi 285 psi fv-max @ d (psi) = 68 psi 38% 179 psi 68% 132 psi 50% 77 psi 29% 137 psi_ 48% Fb = 899 psi 2385 psi 2396 psi 2399 psi 2589 psi fb max (psi) = 796 psi 89% 2193 psi 92% 1820 psi _ 76% 1066 psi 44% 1531 psi 59% E (psi) = 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi LL deflection = 0.07" 26% 0.19" 69% 0.19" 67% 0.11" 39% 0.11" 38% TL deflection = 0.10" 23% 10.25" 59% X0.24" 57% 0.14" 34% 0.14" 33% camber (in) = n/a 1/8" std=0.03" 11/8" std=0.03" 1/8" std=0.03" n/a Adequate Adequate -Ade Adequate q Adequate Adequate Selection (A - E): E B101 Use: 2 1.75x11.875 SCL: 26F 2.0E LVL Mark: B_10_2 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1245 lbs Span (ft) = 9.5 roof 0 0 G fb (psi) = 717psi 89% E 1600000 0 psi psi 74% lu (ft) = 2.0 floor _ _ 18 100 —0-10 --0 9 900 1062 RLL = 4275 lbs RTL (left)= 5520 lbs LL Deflection < L / 360 wall _ 10 n/a Adequate 0 100 Total Deflection < L / 240 misc. _ 0 0 0 0 0 CD = 1.00 RDL = 1245 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 900 plf 1162 plf RLL = 4275 lbs RTL (right) = 5520 lbs Pt. Load 0 Reduce Floor LL ? : No Pt. Load _ 0 0 G Mmax = 13109 ft -lbs Selection (A - E): E B102 Use: 2 1.75x11.875 SCL: 26F 2.0E LVL Project Name: Project No.: Eng.: Date: Sheet: Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 8 of 53 (3) 3x14 3.125x12 GLB 5.125x9 GLB 8.75x9 GLB (2) 1.75x11.875 Wood Species = Douglas Fir#2 24F -V4 24F -V4 24F-V4-SCL: 26F 2.0E LVL Fv (psi) = 180 psi 265 fv-max @ d (psi) = 64 psi 36% psi 265 psi 265 psi733%158 174 psi 66% 151 psi 57% 89 psi si si 55% Fb = 809 psi2383 si P 2396 fb (psi) = 717psi 89% E 1600000 psi 2399 psi 2097psi 88% 227_4 psi 95%1332 psi psi psi 74% (psi) = psi 1800000 ps/ 1800000 _ LL deflection = 0.07" 22% psi 1800000 psi 0.20" 64% a 0 0.29" 93/0 17" 1" I 54/0 D 2000000si 0.17 P TL deflection = 0.09" 19% . 0.26" 55% ;0.38" 80% 10.22" 47% 53% 0.22" 46% camber (in) = n/a i 1/8" std=0.04" 2/8" std=0.04" 1/8" std=0.04" n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E): E B102 Use: 2 1.75x11.875 SCL: 26F 2.0E LVL Project Name: Project No.: Eng.: Date: Sheet: Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 8 of 53 . ::91 F O R T E MEMBER REPORT Level, 8104 PASSED 2 piece(s) 13/4" x 117/8" 2.0E Microllam® LVL 0 Overall Length: 1418.00" 4'3.00" 9'6.00" E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results tion Member Reaction (lbs) /Wowed Result LDF Load: Combination (Pattern) .50" Shear (itis) 4796 (1.83") Passed (100%)1.0 D + 1.0 L (Alt Spans) %648 .38" Moment (Ft -lbs) 7897 Passed (500 1.00 1.0 D + 1.0 L (All Spans) .81" Live Load Defl. (in) 0 17848 Passed (63%) 1.00 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.299 0.448 Passed (2L/410) -- 10 D + 10 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). 4' 6.00 " to 14' 8.00" Front Passed (2L/408) 1.0 D + 1.0 L (Alt Spans) Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12'5.00" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'3.00" o/c unless detailed otherwise. — - � °fgmcv is me member Deing designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails 2 -Face Mount Hanger Connector not found N/A N/A I N/A Loads Bearing Length Loads to Supports (lbs) Supports Floor Live Total Available Required Dead Floor Live Total Accessories 1 -Stud wall - DF 5.50" 5.50" 4.37" 1564 7992 9556 Blocking 2 - Hanger on 11 7/8" DF beam 5.50" Hangers 1.83" 731 4524/-332 5255/-332 See note i • Blocking Panels are assumed to carry no Inadc andfdi i .a +i., 70.00" — - � °fgmcv is me member Deing designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails 2 -Face Mount Hanger Connector not found N/A N/A I N/A Loads Tributary Dead Floor Live Location (Side) __7 Width (0.90) (1.00) Comments 0 - Self Weight (PLF) to 14' 2.50" N/A _12-- 1 - Uniform (PSF) 0 to 4' 6.00" Front 70.00" 18.0 100.0 Public 2 - Uniform (PSF) 4' 6.00 " to 14' 8.00" Front 8'6.00" 18.0 100.0 I Pudic 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology: ASD Member Nails I Accessories N/A Weyerhaeuser Notes — 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 Forte Software Operator Job Notes - David Porter Frost Structural Engineering (208)227-8404 david.porter@° frost-structural,mm 0 SUSTAINABLE FORESTRY INITIATIVE 6/4/2019 3:50:55 PM Forte v5.4, Design Engine: V7.1.1.3 The Rock.4te 10 of 53Page 1 of 1 Structural Engineering Wood Beam / Header ASD design per NDS 2015 Mark: 8107 Span (ft) = 19.5 Y4F_ DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) (reduced) LL(psf) RDL = 2984 lbs lu (ft) = 2.0 roof floor 0 18 0__ 100 0 17 0 0 RLL = 13800 lbs LL Deflection < L/ 360 wall 0 Adequate 0.75" 1415 1721 83.3 RTL (left)= 16783 lbs Total Deflection < L/ 240_ misc. - 10 0 0 0 0 RTL (left)= 1428 lbs 0 0 0 Co = 1.00 _ 0 _ 0 0 100 0 0 RDL = 2984 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 1415 plf 1721 plf RLL = 13800 lbs LL(lbs) Pt. Load 0 p Pt. Load RTL (right) = 16783 lbs Reduce Floor LL ? : Yes Pt. Load _ 0 Reduce Floor LL ? : No Pt. Load 0 Supports >1 Floor ? : No 0 a Mmax = 81817 ft -lbs 8 8x20 F; 5.125x22.5 GLB Wood Species = Douglas Fir#2 Y4F_ Fv (psi) = 170 psi 265 psi fv-max @ d (psi) = 48 psi 28% -- 176 psi Fb = 829 psi 2271 psi fb-max (psi) = 689 psi --83% 2_270 psi E (psi) = 1300000 psi 11800000 ps LL deflection = 0.25" 39% 0,53" TL deflection = 0.31" 32% 0.64" camber (in) = n/a y8" Adequate Adequate 6.75x21 GLB 8.75x18 GLB ;1) 7x18 24F -V4 SCL: 29F 2.2F PRI 55% 265 psi 67% 146 psi 58% 2224 psi _100% 1979 psi l 1800000 ps 81% 0.49" 66% 0.60" std=016" 2/8" 8.75x18 GLB ;1) 7x18 24F -V4 SCL: 29F 2.2F PRI 55% 265 psi 13_5 psi 2201 psi 51 % - 290 psi 169 psi 12772 psi 58% LL w(plf) 89% 2078 psi 1800000 psi 94% 12597 psi 12200000 psi 94% i 76% 0.60" 93% !0.62" 95% 61% 0.73" 75% 0.75" 77% std=0.16" 2/8" std=0.16" n/n wall Adequate Adequate Selection (A - E): C 13107 Use: 6.75x21 GLB 24F -V4 Mark: B10_8 265 psi 35% 78 psi DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 578 lbs Span (ft) = 8.5 _ roof 0 0 0 0 0 _ 1800000 psi lu (ft) = 8.5 floor 18 100 _ _ 2 — - 200 236 RLL = 850 lbs LL Deflection < L / 360 wall - 10 — 0 10 1/8" std=0.03" RTL (left)= 1428 lbs Total Deflection < L/ 240 _ misc. 0 0 _ 0 _ 0 0 100 Co = 1.00 0 RDL = 578 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft) 200 plf 336 plf RLL = 850 lbs Pt. Load 0 0 RTL (right) = 1428 lbs Reduce Floor LL ? : No Pt. Load 0 G 0 a Mmax = 3035 ft -lbs A I (2) 2x10 3.125x7.5 GLB Wood Species = Douglas Fir #2 24F -V4 F (si) = 180 C 1) 5.125x7.5 GLB 8.75x9 GLB 24F -V4 24F V4 v p - psi fv-max @ d (psi) = 63 psi 265 psi 35% 78 psi 29% 265 psi 48 psi Fb = 973 psi 308 psi 13% 2350 psi 1800000 psi 2385 psi fb (psi) = 851 psi 87% 1243 psi 53% 758 psi E (psi) = 1600000 psi _ 1800000 psi 1800000 ps LL deflection = 0.07" 26% 0.12" 42% 0.07" TL deflection = 0.12" 29% 10.20" 47% 0.12" camber (in) = n/a 1/8" std=0.03" 1/8" 18% 265 psi 22 psi 8% 52 psi 2394 psi 32% 308 psi 13% i 1800000 psi 26% ,0.02" 9% 29% 10.04" 10% std=0.03" ;1/A" crri=n n4" Adequate Adequate Adequate Adequate F 2) 1.75x9.5 26F 2.0E LVL 85 psi 52 psi 18% 2624 psi - 692 psi 26% 2000000 psi 0.05" 17% 0.08" 19% Na Adequate Selection (A - E): A 13108 Use: 2 2x10 Douglas Fir #2 pct Name: Project No.: Eng.: Date : Sheet Hamilton Metal Building (The Rock Gym) IF 19-152 DBP 06/04/19 12 of 53 Structural Engineering Wood Beam / Header ASD design per NDS 2015 Mark: B111_ Span (ft) = 5.5 Izab psi DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) (reduced) LL(psf) RDL = 424 lbs lu (ft) = 5.5 roof floor 0 18 0 1.00 0 3 0 0 RLL = 825 lbs LL Deflection < L / 360 wall 10 0 2377 300 354 100.0 RTL (left)= 1249 lbs _ Total Deflection < L / 240 misc. 0 i; 10 0 0 100 -- Co = 1.00 0.16" 1800000 psi psi 0000 psi 0 0 RDL = 424 lbs Roof Snow Load ? :Yes _ 41% DL(lbs) LL(lbs) x(ft) 300 Of 454 plf RLL = 825 lbs psi 0.01" Pt. Load 0 0 TL deflection = 0.03" 11% 10.09" RTL (right) = 1249 lbs Reduce Floor LL ? : Yes_ Pt. Load 0 0 0 0 o 35% camber (in) = n/a Supports >1 Floor ? : No 1/8" std=0.01" 4% 1/8" 0,4=n nV, 0.10" - - 35% Mmax = 1717 ft -lbs A (2) 2x10 Wood Species = Douglas Fir#2 F (= 180 L 3.125x6 GLB C J F 5.125x7.5 GLB 8.75x9 GLB (2) 1.75x5.5 V psl) P01 fv-max @ d (psi) = 49 27%0 Izab psi DL(psf) 265 psi trib(ft) 265 psi TL w(plf) 285 psi lu (ft) = 7.0 psi Fb = 979 psi -0 18 82 psi 31%t429 Psi 14% — - 17 psi - - 7% - '81 psi - — 28% 0 2377 300 fb-max (psi) = 482 psi 49% Psi P 1099 psi 46% 0 psi 18% 2396 psi 0 2872 psi -- _ E (psi) = 1600000 psi 0.16" 1800000 psi psi 0000 psi 0 174 psi 1800000 7% 11167 psi 2000000 41% LL deflection = 0.02" 11% '0.06" 33% 0.02" 10% psi 0.01" Pt. Load psi 0 TL deflection = 0.03" 11% 10.09" 34% 0.03" 10% 0.01" 4% 0.06" o 35% camber (in) = n/a 1/8" std=0.01" 1/8" std=0.01" 4% 1/8" 0,4=n nV, 0.10" - - 35% Adequate Adequate Adequate Ade Adequate M q Adequate Selection (A - E): A I B111 Use: (2) 2x10 Douglas Fir #2 Mark: B112 Span (ft) = 7.0 z4r-V4 265 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 539 lbs lu (ft) = 7.0 roof floor -0 18 0 100 _ 0 3 0 0 RLL = 1050 lbs LL Deflection < L / 360 wall 10 0 fb (psi) = 780 psi 80% 300 354 RTL (left)= 1589 lbs _ Total Deflection < L/ 240 misc. 0 _ 0 10 0 0 100 1261 psi 2000000 Co = 1.00 0.16" 69% 0.05" 21% 7% 0 0 RDL = 539 lbs Roof Snow Load ? : Yes i0.02" 0.03" DL(lbs) LL(lbs) x(ft) 300 plf 454 plf RLL = 1050 lbs Pt. Load 0 0 RTL (right) = 1589 lbs Reduce Floor LL ? : No _ Pt. Load _ 0 0- - - Mmax = 2781 ft -lbs A (2) 2x10 Wood Species = Do u I F' # 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB E 1.75x5.5 F 2.0E LVL gas v 2 Fv (psi) = 180 psi n/ z4r-V4 265 24F -V4 24F -V4 SCL: 26 fv-max @ d (psi) = 67psi 37% psi 109 41% 265 Psi P 265 psi 285 psi Fn = 977 si P psi 2371 psi 51 psi 19% — 2387 24 psi - 9% — 72 si .- P fb (psi) = 780 psi 80% 1780 psi psi 75% 695 psi 29% 2395 psi 282 12% 2881 psi E (psi) = 1600000 psi _ 1800000 psi 1800000 —psi psi i 1800000 psi 1261 psi 2000000 LL deflection = 0.05" 22% 0.16" 69% 0.05" 21% 7% psi TL deflection = 0.08" 22% 0.24" 69% 0.08" 22% i0.02" 0.03" 7% 0.11" 0.17" camber (in) = n/a 1/8" std=0.02" 1/8" std=0.02" ,1/8" std=0 02" Adequate Adequate Adequate Adequate a Adequate Selection (A - E): A I B112 Use: (2) 2x10 Douglas Fir #2 25% 44% 48% 48% Project Name: Project No.: Eng.: Date: Sheet : Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 14 of 53 Structural Engineering 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�25 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 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 6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 4.67 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 * assumes post is continuously braced in weak direction. 37.01 35.03 30.58 26.08 22.03 18.62 (Load Duration = 1.00 Floor) Post Hei ht 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 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 4.64 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 rllrartinn Project Name: Project No.: Eng, Hamilton Metal Building (The Rock Gym) IF19-152 MID Date: Sheet: 06/04/19 16& 53 Structural Engin Steel Column AISC-Allowable Stress Design (ASD) Mark: C1 Use: HSS3x3x3/16 Unsupported Height (ft) = 6.00 Index = 64 Vertical Loads: PLL (k) PDL (k) ex (in) ey (in) 2.20 1.50 3.50 0.00 0.00 -3.50 1.20 0.60 3.50 0.00 0.00 -3.50 3.40 2.10 Member Properties: A= 1.89 inA2 Fy = 46 ksi Sx = 1.64 inA3 Sy = 1.64 inA3 Ix = 2.46 inA4 ly = 2.46 inA4 rx = 1.14 inA2 ry = 1.14 inA2 Kx = 1.00 Ky = 1.00 Cc= 111.6 d= 3.00 in Stress Check: KU rx = 63.16 KU ry = 63.16 Fa = 20.81 ksi Fb = 30 ksi Fox = 37.44 Fey = 37.44 Load Case P Mx My CSR D+L 5.50 12.95 6.30 0.53 OK D+L(+) 5.50 12.95 6.30 0.53 OK D+L(-) 2.10 5.25 2.10 0.20 OK :ct Name: Project No.: Eng.:IDate: Sheet Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 1 18 of 53 Structural Engineering LATERAL DESIGN :ct Name: Project No.: Eng.: Date : Sheet -- Hamilton Metal Building (The Rock Gym) IF 19-152 DBP 06/04/19 20 of 53 Structural Engineering Seismic Weights Level = Floor Area = 1 Total Seismic Weight = 137.6 Walls Roof / Floor Long. Wall Length (ft) = 200 0 Area (ft"2) = 2000 0 Trans. Wall Length (ft) = 160 0 Dead Load (psf) = 18 0 Plate Height (ft) = 12 0 Live / Snow Load (psf) = 100 0 Parapet Height (ft) = 0 0 % Live / Snow Load = 20% 0% Wall Weight (psf) = 10 0 Int. Partition Load (psf) = 15 0 Misc. (lbs) = 0 0 Misc. (lbs) = 10000 0 Long. Weight (k) = 12.0 0.0 Weight (k) = 116.0 0.0 Trans. Weight (k) = 9.6 0.0 Transverse Weight (k) = 128.0 Longitudinal Weight (k) = 125.6 Structural Engineering Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir OR Southern Pine Line : 8 x wDL (plt) 152 End Post Uplift for Anchor Holdowns (lbs) neglect End Post Uplift for Straps (lbs) neglect F (lbs) VSEISMIC = 6,000 _ lbs SDS = 0.432g 0 E = 0.70 x V = 4,200 lbs S.D.C. = D suggested shearwall type WWIND = 0 lbs 0 F=0.60xW= 0 lbs End Post Compression(lbs) wall segments: 1 2 3 4 5 6 Roof DL (psf) = 0 length (ft) 23.0 Floor DL (psf) = 18 height (ft) 12.0 Wall DL (psf) = 10 roof trib. (ft) 0.0 floor trib. (ft) 9.0 Distance from HD to End of Wall (in) 6 Wall Thickness (in) 6 Shearwall Anchored Into: Ca mret, e aspect ratio 0.5 aspect ratio factor 2w17 1.00 smic F (lbs) 4200 shear (plo 183 allowable shear (pl0 260 suggested shearwall type 5 Mot (ft -lbs) 50400 DL factorA = 1.06 A x wDL (plt) 299 End Post Compression(lbs) 3175 DL factor B 0.54 8 x wDL (plt) 152 End Post Uplift for Anchor Holdowns (lbs) neglect End Post Uplift for Straps (lbs) neglect F (lbs) 0 shear (p/0 0 allowable shear (p/f) 218 suggested shearwall type 4 Mot (ft -lbs) 0 wDL (plf) 282 End Post Compression(lbs) 852 DL factor C 0.60 C x wDL (plf) 169 End Post Uplift for Anchor Holdown (lbs) 0 End Post Uplift for Straps (lbs) 0 Maximum End Post Compression (lbs) 3175 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall ProjectName: Project No.: ''I'l''''I'll'i'll'','ll''''I'll''"I'll",'ll''''I'll''''I'llI Eng.: Date: Sheet : Hamilton Metal Building (The Rock Gym) IF 19-152 DBP 06/04/19 1 24 of 53 Structural Engineering Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir OR Southern Pine Line : VsEisMIC = 4,700 lbs SDs = 0.432g E = 0.70 x V = 3,290 lbs S.D.C. = D WWIND = 0 lbs F=0.6OxW= 0 lbs wall segments: 1 2 3 4 5 6 Roof DL (psf) = 0 length (ft) 25.0 Floor DL (psQ = 18 height (ft) 12.0 Wall DL (pso = 10 roof trib. (ft) 0.0 floor trib. (ft) 3.0 Distance from HD to End of Wall (in) 6 Wall Thickness (in) 6 Sheanaall Anchored Into: Concrete aspect ratio 0.5 ratio factor 2w17 1.00 F (lbs) 3290 shear (p/0 132 allowable shear (plf) 156 suggested shearwall type 4 Mot (ft -lbs) 39480 DL factor = 1.06 A x wDL (plf) 185 End Post Compression(lbs) 2187 DL factor 8 0.54 8 x wDL (plo End Post Uplift for Anchor Holdowns (lbs) End Post Uplift for Straps (lbs) 94 neglect neglect F (lbs) 0 shear (plf) 0 allowable shear (plf) 218 suggested shearwall type 4 Mot (ft -lbs) 0 wDL (pl0 174 End Post Compression(lbs) 526 DL factor C 0.60 C x wDL (plo End Post Uplift for Anchor Holdowns (lbs) End Post Uplift for Straps (lbs) Maximum End Post Compression (lbs) 104 2187 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Project Name: Hamilton Metal Building (The Rock :t No.: IF19-152 " Date: Sheet: 06/04/19 26 of 53 Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: WF16 --- Allowable q (psf) = 1500 U = 1.2DL + 1.6LL Code Increases (Y/N) = N DL LL trib(ft) PDL (k/ft) P ILL (k/ft) Pu (k/ft) roof 18 _ 100 12 _ 0.22 1.20 2.18 floor 0 0 0 - 0.00 0.00 0.00 wall 10 -0 12 0.12 0.00 0.14 misc. 0 0 0 0.00 0.00 0.00 Total(k/ft) = 0.34 1.20 2.32 Footing Dimensions Width (In) = 16 Adjusted q (psf) = 1500 Max. Point Load: Thickness (in) = 10 Allowable qu (psf) = 2268.75 stemwall width(in) = 6 --- -- - stemwall height(in) = 6 gmax (psf) = 1742 _ Pmax (kips) = 6.3 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S unfacton;d Continuous Reinforcing Rebar Size = #4__ Check p area of bar(in^2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(in^2)= 0.288 Transverse Reinforcing Not Required Rebar Size = #4 _ area of bar(in^2) = 0.20 L' (ft) = 0.42 bar diameter(in) = 0.50 Mu (k -ft) = 0.08 Spacing (in) = 823 d (in)= 6.25 As req(in"2/ft)= 0.00 WF16 Use: 16" wide x10" w/ 2 #4 ;ct Name: Project N.. Hamilton Metal Building (The Rock Gym) I IF 19-152 Other Parameters fy (psi) = 60000 f (psi) = 2500 81 = 0.85 Reinforcement Top and Bottom(Y/N) = N Check p P = 0.0000 Min p = 0.0001 Max p = 0.0134 Use p = 0.0001 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 14.3 thick Continuous Concrete Footing Continuous DBP 1Date: Sheet: 06/04/19 1 28 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 13107 Loads: (U = 1.2DL + 1.6LL) P self (k) = 1.48 M DL (k -ft) = 0.00 P DL (k) = 2.98 M Ll- (k -ft) = 0.00 P LL (k) = 13.80 Accidental Eccentricity = N Pu (k) = 27.4 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 3.5 _ Long Direction (in) = 12 Short (ft) = 3.5 Short Direction (in)= 12 Thickness (in) = 10 in center band B= 100% Bearing Pressures: q min (psf) = 1491 q max (psf) = 1491 qu-max (psf) = 2239 qu at edge of base (psf) = 2239 qu-min (psf) = 2239 qu at edge of base (psf) = 2239 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 1.25 Bar size = #4 Mu (k -ft) = 1.75 area of bar = 0.20 d (in)= 6.75 bar diameter= 0.5 As req(in^2/ft)= 0.06 Spacing (in) = 62 Total Bars = 2 Short Direction L' short (ft) = 1.25 Bar size = #4 Mu (k -ft) = 0.87 area of bar = 0.20 d (in)= 6.25 bar diameter= 0.5 As req(in^2/ft)= 0.03 Spacing (in) = 124 Total Bars = 1 B107 Use: Check p P = 0.0007 Min p= 0.0010 Max p = 0.0134 Use p = 0.0010 Less than pmax, OK Check p p = 0.0004 Min p = 0.0005 Max p = 0.0134 Use p = 0.0005 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B I = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Sm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 574 > 128 Punching Shear Resistance (k) > Applied Force (k) 86 > 22 3.5 feet long x 3.5 feet wide x w/ 2 #4 Each Way Nroject Name: Project No.: Eng.: Date Hamilton Metal Building (The Rock Gym) IF19-152 DBP 0, Check Development Length Fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 30.8 Check Development Length Fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 30.3 OK 10" thick Footing Top and Bottom 19 1 30 of 53 Structural Engineering T T 11 -LL P=13.220U=12.0 d- 1_M , P=13.02 U=14.66 H=4.26 ° 2-M P=2.08 U=1.29 H=4.88 4 T T A�= 11 3A ° P=49.0 40 H=15.52 33M =P0.4 4 U=28.99 t= M Vi '{-{�30'-6.13 •-6•_ } 41 19'-°• BL eL STEEL BUILDING REACTION KEY PLAN a 6-A 3 1_A � P=7.85 H=1.61 m IU=10.46 fuCu N H=6.41 er all shapes. o- U=8.23 1-C H=2.50 1 PO 1.32 66=E U=5.32 P=12.28 H=5.13 H=3.84 1=G � U=13.15 H=6.74 11 -LL P=13.220U=12.0 d- 1_M , P=13.02 U=14.66 H=4.26 ° 2-M P=2.08 U=1.29 H=4.88 4 T T A�= 11 3A ° P=49.0 40 H=15.52 33M =P0.4 4 U=28.99 t= M Vi '{-{�30'-6.13 •-6•_ } 41 19'-°• BL eL STEEL BUILDING REACTION KEY PLAN a 6-A 3 P=4.45 U=4.61 H=1.61 m 66=8 P=8.47 U=8.23 H=2.50 1 66=E P=12.28 U=5.33 H=3.84 6_J P=13.53 U=9.80 H=4.39 44=M 55=M I 6_M P=61.96 P=71.05 P=13.62 U=19.09 U=23.11 i U=10.12 H=23.50 H=25.35 10 H=7.51 al J 1 2'-0 High Curt) 44=N 5_N perimeterM6-NP=15.20 Permeter shapes.U=3.99 H=2.77 _ H_1.36 uL Project Name: Project No.: Eng.: Date : Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 32 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: I 1-A Loads: (U = 1.2DL + 1.6LL) P self (k) = 5.22 M DL (k -ft) = 0.00 P DL (k) = 0.79 M LL (k -ft) = 0.00 P LL (k) = 7.07 Accidental Eccentricity = N Pu (k) = 18.5 Mu (k -ft) = 0.00 e (ft) = 0.00 Footing Dimensions: Column/Pier Base: Long (ft) = 6 Long Direction (in) = 12 Short (ft) = 6 Short Direction (in)= 12 Thickness (in) = 12 in center band B= 100% Bearing Pressures: q min (psf) = 363 q max (psf) = 363 qu-max (psf) = 514 qu at edge of base (psf) = 514 qu-min (psf) = 514 qu at edge of base (psf) = 514 Material Data Allowable q (psf) = 1500 f (psi) = 2500 B i = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 738 > 76 Punching Shear Resistance (k) > Applied Force (k) 122 > 17 Reinforcing: Check p Check Development Length Reinforcement Top and Boftom(Y/N) = Y Bar size = #5 p = 0.0002 Base As(min) on calc'd As(413) (Y/N) = Y Mu (k -ft) = 0.80 area of bar = 0.31 Long Direction Check p Check Development Length L' long (ft) = 2.50 Bar size = #5 p = 0.0004 Fy (psi) = 60000 Mu (k -ft) = 1.61 area of bar = 0.31 Min p = 0.0005 Ldt (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) = 135 Use p = 0.0005 Ld3 (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.7 Short Direction Check p Check Development Length L' short (ft) = 2.50 Bar size = #5 p = 0.0002 Fy (psi) = 60000 Mu (k -ft) = 0.80 area of bar = 0.31 Min p = 0.0003 Ldi (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) = 271 Use p = 0.0003 Ld3 (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 47.1 OK 1-A Use: 6.0 feet long x 6.0 feet wide x 12" thick Footing W/ 1 #5 Each Way Top and Bottom :ct Name: ��ate: Sheet:Hamilton Metal Building (The Rock Gym) :34 06/04/19 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 11-G Loads: (U = 1.2DL + 1.6LL) P self (k) = 5.22 M DI_ (k -ft) = 0.00 P DI- (k) = 1.44 M LL (k -ft) = 0.00 P LL (k) = 12.95 Accidental Eccentricity= N Pu (k) = 28.7 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 6 Long Direction (in) = 12 Short (ft) = 6 Short Direction (in)= 12 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 545 q max (psfl = 545 qu-max (psf) = 798 qu at edge of base (psf) = 798 qu-min (psf) = 798 qu at edge of base (psf) = 798 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction U long (ft) = 2.50 Bar size = #5 Mu (k -ft) = 2.49 area of bar = 0.31 d (in)= 8.69 bar diameter = 0.625 As req(in^2/ft)= 0.06 Spacing (in) = 87 Total Bars = 2 Short Direction L' short (ft) = 2.50 Mu (k -ft) = 1.25 d (in)= 8.06 As req(in^2/ft)= 0.03 1-G Use: Project Name: Hamilton Metal Buildin Bar size = #5 area of bar = 0.31 bar diameter = 0.625 Spacing (in) = 174 Total Bars = 1 Check p P = 0.0006 Min p = 0.0008 Max p = 0.0134 Use p = 0.0008 Less than pmax, OK Check p P = 0.0003 Min p = 0.0004 Max p = 0.0134 Use p = 0.0004 Less than pmax, OK Material Data Allowable q (psf) = 1500- f c 500fc (psi) = 2500 8 f = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 738 > 118 Punching Shear Resistance (k) > Applied Force (k) 122 > 26 Check Development Length Fy (psi) = 60000 Ldt (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 47.7 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 47.1 OK 6.0 feet long x 6.0 feet wide x 12" thick Footing w/ 2 #5 Each Way Top and Bottom Project No.: Eng.: Date: Sheet-.: Rock Gym) IF19-152 DBP 06/04/19 36 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 11-M Loads: (U = 1.2DL + 1.6LL) P self (k) = 7.11 M DL (k -ft) = 0.00 P DL (k) = 1.30 M LL (k -ft) = 0.00 P LL (k) = 11.72 Accidental Eccentricity = N Pu (k) = 28.8 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 7 _ Long Direction (in) = 12 Short (ft) = 7 Short Direction (in)= 12 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 411 q max (psf) = 411 qu-max (psf) = 589 qu at edge of base (psf) = 589 qu-min (psf) = 589 qu at edge of base (psf) = 589 Reinforcing: Reinforcement Top and Boftom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 3.00 Bar size = #5 Mu (k -ft) = 2.65 area of bar = 0.31 d (in)= 8.69 bar diameter = 0.625 As req(in^2/ft)= 0.07 Spacing (in) = 82 Total Bars = 2 Short Direction L' short (ft) = 3.00 Mu (k -ft) = 1.32 d (in)= 8.06 As req(in^2/ft)= 0.03 1-M Use: Project Name: Hamilton Metal Buildin Bar size = #5 area of bar = 0.31 bar diameter = 0.625 Spacing (in) = 164 Total Bars = 1 Check p P = 0.0007 Min p = 0.0009 Max p = 0.0134 Use p = 0.0009 Less than pmax, OK Check p p = 0.0004 Min p = 0.0005 Max p = 0.0134 Use p = 0.0005 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 8 1 = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 738 > 112 Punching Shear Resistance (k) > Applied Force (k) 122 > 27 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 53.7 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 53.1 OK 7.0 feet long x 7.0 feet wide x 12" thick Footing w/ 2 #5 Each Way Top and Bottom Project No.: Eng.: �at Sheet :Rock Gym) IF19-152DBP 6/04/19 38 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 3-A Loads: (U = 1.2DL + 1.6LL) P Self (k) = 12.22 M DL (k -ft) = 0.00 P DL (k) = 4.91 M LL (k -ft) = 0.00 P LL (k) = 44.17 Accidental Eccentricity = N Pu (k) = 91.2 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 8.5 Long Direction (in) = 12 Short (ft) = 8.5 Short Direction (in)= 12 Thickness (in) = 14 % in center band B= 100% Bearing Pressures: q min (psf) = 848 q max (psf) = 848 qu-max (psf) = 1263 qu at edge of base (psf) = 1263 qu-min (psf) = 1263 qu at edge of base (psf) = 1263 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = r Long Direction L' long (ft) = 3.75 Bar size = #5 Mu (k -ft) = 8.88 area of bar = 0.31 d (in)= 10.69 bar diameter = 0.625 As req(in^2/ft)= 0.19 Spacing (in) = 30 Total Bars = 4 Short Direction L' short (ft) = 3.75 Mu (k -ft) = 4.44 d (in)= 10.06 As req(in^2/ft)= 0.09 Bar size= #5 area of bar = 0.31 bar diameter = 0.625 Spacing (in) = 60 Total Bars = 3 Check p P = 0.0015 Min p = 0.0020 Max p = 0.0134 Use p = 0.0020 Less than pmax, OK Check p P = 0.0008 Min p = 0.0010 Max p = 0.0134 Use p = 0.0010 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B f = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 908 > 301 Punching Shear Resistance (k) > Applied Force (k) 165 > 87 Check Development Length Fy (psi) = 60000 Ldt (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 64.7 Check Development Length Fy (psi) = 60000 Ldt (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 64.1 OK 3-A Use: 8.5 feet long x 8.5 feet wide x 14" thick Footing w/ 4 #5 Each Way Top and Bottom Project Name: Project No.: Eng.: JDate: Sheet : _ Hamilton Metal Building (The Rock Gym) IF] 9-152 DBP 06/04/19 40 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 4-A Loads: (U = 1.2DL + 1.6LL) P self (k) = 12.22 M DL (k -ft) = 0.00 P DL (k) = 5.24 M LL (k -ft) = 0.00 P LL (k) = 47.16 Accidental Eccentricity = N Pu (k) = 96.4 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 8.5 Long Direction (in) = 12 Short (ft) = 8.5 Short Direction (in)= 12 Thickness (in) = 14 in center band B= 100% Bearing Pressures: q min (psf) = 894 q max (Psf) = 894 qu-max (psf) = 1334 qu at edge of base (psf) = 1334 qu-min (psf) = 1334 qu at edge of base (psf) = 1334 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on caldd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 3.75 Bar size = #5 Mu (k -ft) = 9.38 area of bar = 0.31 d (in)= 10.69 bar diameter = 0.625 As req(in^2/ft)= 0.20 Spacing (in) = 28 Total Bars = 4 Short Direction L' short (ft) = 3.75 Bar size = #5 Mu (k -ft) = 4.69 area of bar = 0.31 d (in)= 10.06 bar diameter = 0.625 As req(in^2/ft)= 0.10 Spacing (in) = 57 Total Bars = 3 4-A Use: Check p P = 0.0016 Min p = 0.0021 Max p = 0.0134 Use p = 0.0021 Less than pmax, OK Check p p = 0.0008 Min p= 0.0011 Max p = 0.0134 Use p = 0.0011 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B 1 = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide l3m Shear Cap. (Ib/in) > Shear Force (Ib/in) 908 > 318 Punching Shear Resistance (k) > Applied Force (k) 165 > 92 8.5 feet long x 8.5 feet wide x w/ 4 #5 Each Way sct Name: Project No.: I Eng. Hamilton Metal Building (The Rock Gym) I IFI 9-152 DBP Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 64.7 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 64.1 OK 14" thick Footing Top and Bottom 06/04/19 1 42 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 4-N Loads: (U = 1.2DL + 1.6LL) P Self (k) = 1.09 M DL (k -ft) = 0.00 P DL (k) = 0.62 M LL (k -ft) = 0.00 P LL (k) = 5.54 Accidental Eccentricity = N Pu (k) = 10.9 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 3 Long Direction (in) = 12 Short (ft) = 3 Short Direction (in)= 17 Thickness (in) = 10 in center band B= 100% Bearing Pressures: q min (psf) = 805 q max (psf) = 805 qu-max (psf) = 1213 qu at edge of base (psf) = 1213 qu-min (psf) = 1213 qu at edge of base (psf) = 1213 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction U long (ft) = 1.00 Bar size = #4 Mu (k -ft) = 0.61 area of bar = 0.20 d (in)= 6.75 bar diameter= 0.5 As req(in^2/ft)= 0.02 Spacing (in) = 180 Total Bars = 1 Short Direction L' short (ft) = 1.00 Mu (k -ft) = 0.30 d (in)= 6.25 As req(in^2/ft)= 0.01 Bar size = #4 area of bar = 0.20 bar diameter= 0.5 Spacing (in) = 360 Total Bars = 1 Check p p = 0.0002 Min p = 0.0003 Max p = 0.0134 Use p = 0.0003 Less than pmax, OK Check p P = 0.0001 Min p = 0.0002 Max p = 0.0134 Use p = 0.0002 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B 1 = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 574 > 44 Punching Shear Resistance (k) > Applied Force (k) 86 > 8 Check Development Length Fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.8 Check Development Length Fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.3 OK 4-N Use: 3.0 feet long x 3.0 feet wide x 10" thick Footing w/ 1 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet Hamilton Metal Building (The Rock Gym) I IF 19-152 1 DBP 06/04/19 1 44 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 1 5_M Loads: (U = 1.2DL + 1.6LL) P Self (k) = 12.22 M DL (k -ft) = 0.00 P DL (k) = 7.11 M LL (k -ft) = 0.00 P LL (k) = 63.95 Accidental Eccentricity = N Pu (k) = 125.5 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 8_5 _ _ Long Direction (in) = 12 Short (ft) = 8.5 Short Direction (in)= 12 Thickness (in) = 14 in center band B= 100% Bearing Pressures: q min (psf) = 1153 q max (psf) = 1153 qu-max (psf) = 1737 qu at edge of base (psf) = 1737 qu-min (psf) = 1737 qu at edge of base (psf) = 1737 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 3.75 Bar size = #5 Mu (k -ft) = 12.21 area of bar = 0.31 d (in)= 10.69 bar diameter = 0.625 As req(in^2/ft)= 0.26 Spacing (in) = 21 Total Bars = 5 Short Direction L' short (ft) = 3.75 Bar size = #5 Mu (k -ft) = 6.11 area of bar = 0.31 d (in)= 10.06 bar diameter = 0.625 As req(in^2/ft)= 0.13 Spacing (in) = 43 Total Bars = 3 Check p p = 0.0020 Min p = 0.0027 Max p = 0.0134 Use p = 0.0027 Less than pmax, OK Check p P = 0.0011 Min p = 0.0014 Max p = 0.0134 Use p = 0.0014 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B t = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 908 > 414 Punching Shear Resistance (k) > Applied Force (k) 165 > 119 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 64.7 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 64.1 OK 5-M Use: 8.5 feet long x 8.5 feet wide x 14" thick Footing w/ 5 #5 Each Way Top and Bottom Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 6-A Loads: (U = 1.2DL + 1.6LL) P self (k) = 1.09 M DL (k -ft) = 0.00 P DI_ (k) = i, 45 M I -I_ (k -ft) = 0.00 P LI- (k) = 4.01 Accidental Eccentricity= N Pu (k) = 8.2 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 3 Long Direction (in) = 12 Short (ft) = 3 Short Direction (in)= 12 Thickness (in) = 10 % in center band B= 100% Bearing Pressures: q min (psf) = 615 q max (psf) = 615 qu-max (psf) = 916 qu at edge of base (psf) = 916 qu-min (psf) = 916 qu at edge of base (psf) = 916 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 1.00 Bar size = #t4 Mu (k -ft) = 0.46 area of bar = 0.20 d (in)= 6.75 bar diameter= 0.5 As req(in^2/ft)= 0.02 Spacing (in) = 238 Total Bars = 1 Short Direction L' short (ft) = 1.00 Mu (k -ft) = 0.23 d (in)= 6.25 As req(in^2/ft)= 0.01 Bar size = #4 area of bar = 0.20 bar diameter= 0.5 Spacing (in) = 477 Total Bars = 1 Check p p = 0.0002 Min p = 0.0002 Max p = 0.0134 Use p = 0.0002 Less than pmax, OK Check p P = 0.0001 Min p = 0.0001 Max p = 0.0134 Use p = 0.0001 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B 1 = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 574 > 33 Punching Shear Resistance (k) > Applied Force (k) 86 > 6 Check Development Length Fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.8 OK Check Development Length Fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.3 0K 6-A Use: 3.0 feet long x 3.0 feet wide x 10" thick Footing W/ 1 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: JDate: Sheet Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 1 48 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 6-E Loads: (U = 1.2DL + 1.6LL) P self (k) = 1.09 M DL (k -ft) = 0.00 P DL (k) = 1.2$ M LL (k -ft) = 0.00 P LL (k) = 11.05 Accidental Eccentricity = N Pu (k) = 20.5 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 3 _ Long Direction (in) = 12 Short (ft) = 3 Short Direction (in)= 12 Thickness (in) = 10 % in center band B= 100% Bearing Pressures: q min (psf) = 1485 q max (psf) = 1485 qu-max (psf) = 2274 qu at edge of base (psf) = 2274 qu-min (psf) = 2274 qu at edge of base (psf) = 2274 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 1.00 Bar size = #4 Mu (k -ft) = 1.14 area of bar = 0.20 d (in)= 6.75 bar diameter= 0.5 As req(in^2/ft)= 0.04 Spacing (in) = 96 Total Bars = 1 Short Direction L' short (ft) = 1.00 Mu (k -ft) = 0.57 d (in)= 6.25 As req(in^2/ft)= 0.02 Bar size = #4 area of bar = 0.20 bar diameter= 0.5 Spacing (in) = 192 Total Bars = 1 Check p p = 0.0005 Min p = 0.0006 Max p = 0.0134 Use p = 0.0006 Less than pmax, OK Check p p = 0.0003 Min p = 0.0003 Max p = 0.0134 Use p = 0.0003 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B i = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 574 > 83 Punching Shear Resistance (k) > Applied Force (k) 86 > 15 Check Development Length Fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.8 Check Development Length Fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.3 OK 6-E Use: 3.0 feet long x 3.0 feet wide x 10" thick Footing w/ 1 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet : Hamilton Metal Building (The Rock Gym) IF19-152 DBP 06/04/19 50 of 53 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 6-M Loads: (U = 1.2DL + 1.6LL) P self (k) = 3.63 M DIL (k -ft) = 0.00 P DL (k) = 1.36 M LL (k -ft) = 0.00 P LL (k) = 12.26 Accidental Eccentricity = N Pu (k) = 25.6 Mu (k -ft) = 0.00 06/04/19 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 5_ _ Long Direction (in) = 12 Short (ft) = 5 Short Direction (in)= 12 Thickness (in) = '12 in center band B= 100% Bearing Pressures: q min (psf) = 690 q max (psf) = 690 qu-max (psf) = 1024 qu at edge of base (psf) = 1024 qu-min (psf) = 1024 qu at edge of base (psf) = 1024 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction L' long (ft) = 2.00 Bar size = #5 Mu (k -ft) = 2.05 area of bar = 0.31 d (in)= 8.69 bar diameter = 0.625 As req(in^2/ft)= 0.05 Spacing (in) = 106 06/04/19 Total Bars = 2 Short Direction L' short (ft) = 2.00 Bar size = #5 Mu (k -ft) = 1.02 area of bar = 0.31 d (in)= 8.06 bar diameter = 0.625 As req(in^2/ft)= 0.03 Spacing (in) = 212 06/04/19 Total Bars = 1 Check p p = 0.0005 Min p = 0.0007 Max p = 0.0134 Use p = 0.0007 Less than pmax, OK Check p P = 0.0003 Min p = 0.0004 Max p = 0.0134 Use p = 0.0004 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 B t = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 738 > 109 Punching Shear Resistance (k) > Applied Force (k) 122 > 23 Check Development Length Fy (psi) = 60000 Ldi (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 41.7 Check Development Length Fy (psi) = 60000 Ldt (in) = 30.0 Ld2 (in) = 15 Ld3 (in) = 12 Available Ld (in) = 41.1 OK 6-M Use: 5.0 feet long x 5.0 feet wide x 12" thick Footing w/ 2 #5 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet Hamilton Metal Building (The Rock Gym) I IF19-152 DBP 06/04/19 1 52 of 53