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HomeMy WebLinkAboutENGINEERING CALCS - 17-00335 - 1069 Summers Dr - OfficesDesign Intelligence, LLC Engineering Calculations Summary Date: June 21, 2017 Subject: Building #3, Lot 13 Block 2 Of The Valley Wide Subdivision, Rexburg, Idaho s analysis uses the Design Criteria required by the local jurisdiction and the IBC 2012 as the basis the calculations. al Lumber—NDS 2005 design values 2500 psi r@i 28 days g Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: IBC 2012 — Foundations designed for Max Brg Pressure of 1500 psf i Loads: ve Load (min) — 20 psf during construction Snow load — 50 psf ow load — 35 psf Load Importance Factor— LO Exposure Factor— 1.0 — 115 mph Importance Factor— 1.0 Exposure — B Design Category— D 2012 Drawings MacMillian Design Guides beam sizes and footing sizes are noted on the drawings. 16976 06/21/17 These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed B I Kris Bennett, P. E. Date: 106121117 Page 1 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Design Parameters ASCE 7 Occupancy Category II Snow Snow Loads per ASCE 7 Fully Partial Sheltered Ce = Exposure Factor 0.9 1 1.2 = 1 Above Freezing Freezin Ct = Thermal Factor 1.2 1.1 = Importance Factor (Non -Essential) pg = Ground Snow Load (20 psf min) pf = Flat Roof Snow Load (slope less than 1/12) Roof Pitch (units Vertical per 12 units Horizontal Heated 1 = = = = = 1 1 50 psf 35 psf 8 Slippery Non -Slippery Pitch Warm Curved Barrel Pitch Warm Curved Barrel 3/12 0.87 0.87 1 1 3/12 1 1 1 4/12 0.81 0.81 1 4/12 1 1 1 5/12 0.73 0.73 1 5/12 1 1 1 6/12 0.68 0.68 1 6/12 1 1 1 7/12 0.63 0.63 1 7/12 1 1 1 8/12 0.58 0.58 1 8/12 0.95 0.95 1 9/12 0.52 0.52 1 9/12 0.85 0.85 1 10/12 0.49 0.49 1 10/12 0.78 0.78 1 11/12 0.42 0.42 1 11/12 0.71 0.71 1 12/12 0.39 0.39 1 12/12 0.63 0.63 1 Cs = Roof Slope Factor = 1 ps = Sloped Roof Snow Load =I 35.00 psf W = Distance from Ridge to Eave lu = Length of Roof upwind of the Drift = = 25 ft 30 ft hd = Height of the Drift = 2.22 ft Gamma = Density of Snow = 20.5 pcf Drift Surcharge Load = 37.14 psf Length of Surcharge = 7.25 ft Unbalanced Uniform Snow Load - Windward Side = 10.50 psf Unbalanced Uniform Snow Load - Leeward Side = 72.14 psf Page 2 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburq, Idaho 83440 REXBURG, IDAHO Wind - Walls and Roofs Design Wind Speed 115 mph Importance Factor 1 Exposure I B Mean Roof Hei ht 20 ft Adjustment Factor 1 Mean Roof Height Exposure B C D 15 1 1.21 1.47 20 1 1.29 1.55 25 1 1.35 1.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 EE Factored Wind Pressures Wind Speed Horizontal Vertical Overhang 110 15.9 -13.8 -19.3 115 17.6 -15.2 -21.4 120 18.4 -15.9 -22.3 130 22.2 -19.2 -26.9 135 24.2 -21.0 -29.3 140 26.2 -22.8 -31.8 Design Wind Pressure for Lateral = 17.6 psf Page 3 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexbur , Idaho 83440 REXBURG, IDAHO Seismic Reference Code - IBC 2012 Risk Category II Site Class D SDS 0.429 g SDI 0.227 g Seismic Design Cateogory D Values for SDS, SDI are taken from USGS Website for this location Seismic Response Coefficient Response Modification Factor R = Occupancy Importance Factor 1 = 6.5 - — 1 Basic Fundamental Period Steel Moment Resisting Frame Reinforced Concrete Moment Resisting Frame All Other Building Systems Mean Roof Height 20 ft Ct 0.035 0.03 0.02 Cu = 1.4 Approximate Fundamental Period Ta = Ct*hnA3/4*Cu = 0.26 sec Rigid Bldg Cs = SDS/(R/I) = 0.066 Max Cs = SD1/(R/I)T = 0.132 Min Cs = 0.044SDS*I = 0.019 Design Seismic Response Coefficient Equiv Lateral Force Method V = CSW = 0.0660 W Simplified App ach V = 1.2*(SDS/R)*W = 0.0792 W 7 Determine Method of Seismic Analysis Li ht Framing Construction Criteria Building stories Bearin wall floor to floor height Average DL Floor Live Loads Ground Snow Load 150.00 1 13 15 40 stories YES ft NO psf YES psf YES psf YES Wind speed Truss Span 115.00 24 mph YES ft YES Simplified Analysis Requirements 1. Does Building meet light frame construction criteria ? NO 2. Is building of any other construction with flexible diaphragms at every level? YES Page 4 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 180 1600000 WB1 PORCH HEADER Type Fb psi Fv psi E psi DF #1 1350 180 1600000 Span = 9 ft Roof Tributary Width: 12 It Floor Tributary Width 0 ft Loads Roof Snow 35 psf Roof Dead 15 psf Floor Live 70 psf Floor Dead 15 psf Ply Width 9.25 Load 1 Load 2Load 3 Load 4 Pt. Load Distance Left Reaction Right Reaction 0 lbs 0 lbs Left Overhang: 2.Oft Right Overhang: Uniform Load = 420 lbs/ft 180 lbs/ft 0 Ibs/ft 0 lbs/ft Moment Live Load Moment = 4253 Ib -ft = 51030 Ib -in Dead Load Moment = 1823 Ib -ft = 21870 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Re wired = 54.00 in3 Section Width = 9.25 in. Section Depth = 9.25 in. Section Modulus Provided = 131.9 in3 OK Moment of Ineritia Provided = 610.1 in4 Deflection Live Load = 0.06 in. L/380 0.30 in. OK Dead Load =0.03 Total = 0.09 in. L/240 0.45 in. OK Horizontal Shear fv Left = 47 psi OK fv Right = 47 psi OK FV = 180 psi Allowable P1.,P2. Reaction Left P6.,P7. Reaction Right Use (1) DF #1 10X10 3900 lbs I 2700 Ibs Page 5 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG. IDAHO Type Flo psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 1801 1600000 WB2 TRUSS CARRIER Type I Fb psi lFv psi LVL 2600 285 Span = 7 Roof Tributary Width: 22 Floor Tributary Width 0 Loads Roof Snow 35 psf Roof Dead 15 psf Floor Live 70 psf Floor Dead 15 psf JE psi 2000000 ft ft ft Ply Width 1.75Load 1 I Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction Right Reaction 0 lbs 0 Ibs Left Overhang: Right Overhang: Uniform Load = 770 lbs/ft 330 lbs/ft 0 lbs/ft 0 lbs/ft Moment Live Load Moment = 4716 Ib -ft = 56595 Ib -in Dead Load Moment = 2021 Ib -ft = 24255 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 31.10 in3 Section Width = 3.5 Section Depth = 9.25 in. in. Section Modulus Provided = 49.9 in3 OK Moment of Ineritia Provided = 230.8 in4 Deflection Live Load = 0.09 in. L/360 0.23 in. OK Dead Load = 0.04 in. Total G.13 in. L/240 0.35 in. OK Horizontal Shear fv Left = 178 psi OK fv Right = 178 psi OK FV = 285 psi Allowable P12,WB3 Reaction Left W133,P15 Reaction Right Use (2) 1.75X9.25 LVL 3850 lbs 3850 Ibs Page 6 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 1801 1600000 W133 MAIN FLOOR POST CARRIER Type 'Fb psi Fv psi lEpsi I Ply Width WB2 LVL 2600 285 2000000 1.75 Load 1 Load 2 Load 3 Load 4 Pt. Load 3850 Span 1 11 ft Distance 6.5 Roof Tributary Width 0 ft Left Reaction Right Reaction Floor Tributary Width 2.1 ft 1575 lbs 2275 lbs Left Overhan : Right Overhan Loads Roof Snow 35 psf Uniform Load = 0 lbs/ft Roof Dead 15 psf 0 lbs/ft Floor Live 70 psf 147 lbs/ft Floor Dead 15 psf 31.5 lbs/ft Moment Live Load Moment = 2223 Ib -ft = 26680.5 Ib -in Dead Load Moment = 476 Ib -ft = 5717 Ib -in Point Load Moment = 10237.5 Ib -ft = 122850 Ib -in Section Modulus Re uired = 59.71 in3 Section Width = 3.5 in. Section Depth = 11.875 in. Section Modulus Provided = 82.3 in3 OK Moment of Ineritia Provided = 488.4 in4 Deflection Live Load = 0.23 in. 1-/360 0.37 in. OK Dead Load = 0.01 in. Total = 0.24 in. L/240 0.55 in. OK Horizontal Shear fv Left =86 psi OK fv Right = 111 psi OK FV = 285 psi Allowable P12,P15 Reaction Left P13,P14 Reaction Right Use (2) 1.75X11.875 LVL 2556.75 lbs 1 3256.75 lbs Page 7 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 180 1600000 WB4 TRUSS CARRIER Type I Fb psi lFvpsi E psi LVL 2600 285 2000000 Span =1 3.5 ft Roof Tributary Width: 12 ft Floor Tributary Width 0 ft Loads Roof Snow 35 psf Roof Dead 15 psf Floor Live 70 psf Floor Dead 15 psf I Ply Width 1.75 Load 1 Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction Right Reaction 0 lbs 0 Ibs Left Overhang: Right Overhan Uniform Load = 420 lbs/ft 180 lbs/ft 0 lbs/ft 0 lbs/ft Moment Live Load Moment = 643 Ib -ft = 7717.5 Ib -in Dead Load Moment = 276 Ib -ft = 3308 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 4.24 in3 Section Width = 3.5 in. Section Depth = 9.25 in. Section Modulus Provided = 49.9 in3 OK Moment of Ineritia Provided = 230.8 in4 Deflection Live Load = 0.00 in. L/360 0.12 in. OK Dead Load = 0.00 in. Total = 0.00 in. L/240 0.175 in. OK Horizontal Shear fv Left = 49 psi OK fv Right = 49 psi OK FV = 285 psi Allowable P18,G1 Reaction Left G1,P19 Reaction Right Use (2) 1.75X9.25 LVL 1050 Ibs I 1050 Ibs Page 8 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 1801 1600000 G1 GIRDER TRUSS - FOR LOADS ONLY Type I Flo psi lFvpsi E psi I 1350 180 1600.000 Span =1 20 ft Roof Tributary Width: 2 ft Floor Tributary Width 0 ft Loads Roof Snow 35 psf Roof Dead 15 psf Floor Live 70 psf Floor Dead 15 psf Ply Width WB4 1.5 Load 1 Load 2 Load 3 Load 4 Pt. Load 1050 Distance 16.75 Left Reaction Right Reaction 170.625 Ibs 1 879.375 lbs Left Overhang: Right Overhang: 2.0 ft Uniform Load = 70 lbs/ft 30 lbs/ft 0 lbs/ft 0 lbs/ft Moment Live Load Moment = 3500 Ib -ft = 42000 Ib -in Dead Load Moment = 1500 Ib -ft = 18000 Ib -in Point Load Moment = 2857.969 Ib -ft = 34296 Ib -in Section Modulus Required = 69.85 in3 Section Width = 999 in. Section Depth = 999 in. Section Modulus Provided = in3 OK Moment of Ineritia Provided = in4 Deflection Live Load = 0.00 in. L/360 0.67 in. OK Dead Load = 0.00 in. Total = 0.00 in. U240 1 in. OK Horizontal Shear fv Left= 0 psi OK fv Right = 0 psi OK FV = 180 psi Allowable P5.,P8. Reaction Left P21,P22 Reaction Right Use UNKNOWN 1170.625lbs 1 2079.3751bs Page 9 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 180 1600000 G2 GIRDER TRUSS - FOR LOADS ONLY Type Fb psi Fv psiI E psi 1350 180 1600000 Span = 20 ft Roof Tributary Width: 4 ft Floor Tributary Width 0 ft Loads Roof Dead Roof Snow Mpsf Floor Live Dead Ply Width 1.5 Load 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Left ver an Ri Uniform Load = 140 lbs/ft 60 lbs/ft 0 lbsFloor 0 lbs/ft Load 3 Lo_a_d_ 4 _ Right Reaction 0 lbs ht Overhang: 2.0 ft Moment Live Load Moment = 7000 Ib -ft = 84000 Ib -in Dead Load Moment = 3000 Ib -ft = 36000 Ib -in Point Load Moment = 0 lb ft = 0 Ib -in Section Modulus Required = 88.89 —in 3 Section Width = 999 in. Section Depth = 999 in. Section Modulus Provided = OK Moment of Ineritia Provided = in4 Deflection Live Load = 0.00 in. L/360 0.67 in. OK Dead Load = 0.00 in. Total = 0.00 in. L/240 1 in. OK Horizontal Shear fv Left= 0 psi OK fv Right = 0 psi OK FV = 180 psi Allowable P11,P16 Reaction Left P17,P20 Reaction Right Use UNKNOWN 2000 lbs 2400 lbs Page 10 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Type Fib psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 13501 180 1600000 G3 GIRDER TRUSS - FOR LOADS ONLY Type I Fib psi lFv psi E psi I 1350 180 1600000 Span 1 20 ft Roof Tributary Width: 4 ft Floor Tributary Width 0 ft Loads Roof Snow 35 psf Roof Dead 15 psf Floor Live 70 psf Floor Dead 15 psf Ply Width L 1.5 oad 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Left Overhang: Right0verhan Uniform Load = 140 lbs/ft 601 lbs/ft 0 lbs/ft lbs/ft Load 3 Load 4 Right Reaction 0 lbs Moment Live Load Moment = 7000 Ib -ft = 84000Dead k1b-in Load Moment = 3000 Ib -ft = 36000Point Load Moment = 0 Ib -ft = 0 Section Modulus Required = 88.89 in3 Section Width = 999 in. Section De th = 999 in. Section Modulus Provided = in3 OK Moment of Ineritia Provided = in4 Deflection Live Load = 0.00 in. L/360 0.67 in. OK Dead Load = 0.00 in. Total = 0.00 in. L/240 1 in. OK Horizontal Shear fv Left= 0 psi OK fv Right = 0 psi OK FV = 180 psi Allowable G4 Reaction Left P11,P16 Reaction Right Use UNKNOWN 1 1 2000lbs 2000lbs Page 11 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 2000000 1.75 LSL 2325 310 1550000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 180 1600000 1.5 DF #1 1350 180 1600000 G4 GIRDER TRUSS - FOR LOADS ONLY Type Fb psi lFvpsi lEpsi 1350 180 1600000_ Span =1 18 ft Roof Tributary Width: 12 ft Floor Tributary Width 0 ft Loads Roof Snow 35 psf Roof Dead 15 psf Floor Live 70 psf Floor Dead 15 psf Ply Width G4 1.5_ Load 1 Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction Right Reaction 0lbs 0lbs Left Overhang: Right Overhan : Uniform Load = 420 lbs/ft 180 lbs/ft 0 lbs/ft 0 lbs/ft Moment Live Load Moment = 17010 Ib -ft = 204120 Ib -in Dead Load Moment = 7290 Ib -ft = 87480 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 216.00 in3 Section Width = 999 in. Section Depth = 999 in. Section Modulus Provided = in3 OK Moment of Ineritia Provided = in4 Deflection Live Load = 0.00 in. L/360 0.60 in. OK Dead Load = 0.00 in. Total = 0.00 in. L/240 0.9 in. OK Horizontal Shear fv Left = 0 psi OK fv Right = 0 psi JOK FV = 180 psi Allowable P3.,P9. Reaction Left P4.,P10 Reaction Right Use UNKNOWN 5400 lbs I 5400 lbs Page 12 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburq, Idaho 83440 REXBURG. IDAHO F1 Exterior Bearing Walls Allowable Bearing Ca acity 1500 psf Snow Load 35 psf Floor Live Load 60 psf Wall Dead Load 15 psf Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Post Loads 0_lbs Roof Loads 0 lbs/ft Floor Loads 1275 Ibs/ft Wall Load 135 lbs/ft Max Roof Trib = Max Floor Trib = Wall Height= Stem Wall Height = Stem Wall Width = Proposed Footing Width Depth 0 ft 17 ft 9 ft 8 ft 8 in. 20 in 10 in Stem Wall Load 800 lbs/ft Footing Load 208 lbs/ft Post Load 0 lbs/ft Total 2418 Ibs/ft Bearing Pressure = 1451 psf OK Reinforcing Requirements Min Reinforcing Factors Footing To.002 Stem Wall Vertical 0.0012 Horizontal 0.002 Reinforcin Bar #4 0.2 in*in Footing Continuous Reinforcing Count 2 bars Stem Wall Continuous Reinforcing Count 8 bars Vertical -Reinforcing Spacing 18 in. Use 20X10 CONT. FTG WITH (2) #4 CONT. Page 13 of 22 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 BUILDING #3, VALLEY WIDE SUBDIVISION, REXBURG. IDAHO F2 Exterior Bearing Walls Allowable Bearing Capacity 1500 psf Max Roof Trib = Max Floor Trib = Snow Load 35 psf Wall Height = Floor Live Load 60 psf Stem Wall Height = Wall Dead Load 15 psf Stem Wall Width = Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Post Loads 0 lbs Proposed Footing Roof Loads 0 lbs/ft Width Floor Loads 1050 lbs/ft Depth Wall Load 1 270 lbs/ft 0 ft 14 ft 18 ft 0 It 8 in. 12 in 8 in Stem Wall Load 0 lbs/ft Footing Load 100 lbs/ft Post Load 0 lbs/ft Total 1420 lbs/ft Bearing Pressure = 1420 psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 Horizontal 0.002 Reinforcing Bar #4 0.2 in'in Footing Continuous Reinforcing Count 2 bars Stem Wall Continuous Reinforcing Count 0 bars Vertical - Reinforcing Spacing 18 in. Use 112X8 CONT. FTG WITH (2) #4 CONT. Page 14 of 22 6/21 /2017 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburq, Idaho 83440 REXBURG. IDAHO F3 Spread Footing Allowable Soil Beia Pressure = Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy 1 = 1500 psf 0.002 2500 psi 60000 psi Post Description Vertical Moment P1. Post 1 -Load 3900 Post 2 Load 0 0 ft -lbs TotaLPos LLoads 3900 lbs - L = Length 3 ft B = Width 3 ft Thickness 1 ft Soil Depth 2 ft Rem. Wall Footing 0 in V = 7230 lbs Soil Wt Weight e = MN 110 pcf 3330 lbs 0.0000 Qmax = V/BL(1+6e/L) = 803 psf OK Qmin = V/BL(1-6e/L) = 803 psf OK Reinforcing for Long Direction Use 3 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcin = 0.864 Win Rebar Size = #4 Area = 0.2 Win Use 5 #4 7.50 in O.C. Reinforcing for Short Direction Use 3 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.864 Win Rebar Size 1#4 Area = 0.2 Win Use 5 #4 7.50 in. O.C. USE 36X36X12 FTG WITH (5) #4 EACH WAY Page 15 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburo, Idaho 83440 REXBURG. IDAHO F4 Spread Footing Allowable Soil Bearing Pressure = Min Reinforcin Factor= Concrete Strength @ 28 days Steel Reinforcing (fy) = 1500 psf 0.002 2500 psi 60000 psi Post Description Vertical Moment P11 Post 1 Load 4000 Post 2 Load 0 0 ft -lbs Total Post Loads 4000 lbs _L= Length 2.5 ft B = Width 2.5 ft Thickness 1 ft Soil Depth 0 ft Rem. Wall Footing 12 in V = 4562.5 lbs Soil Wt Weight e = MN 110 pcf 563 lbs 0.0000 Qmax = V/BL(1+6e/L) = 1217 psf OK Qmin = V/BL(1-6e/L) = 1217 psf OK Reinforcing for Long Direction Use 1 2.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.72 in*in Rebar Size 1#4 Area = 0.2 in*in Use 4 #4 8.00 in O.C. Reinforcing for Short Direction Use 1 2.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.72 in*in Rebar Size I 4114 lArea = 0.2 in*in Use f 4 #4 8.00 in. O.C. USE 30X30X12 FTG WITH (4) #4 EACH WAY Page 16 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexbura. Idaho 83440 REXBURG. IDAHO F5 Spread Footing Allowable Soil Bearing Pressure = Min Reinforcing Factor= Concrete Strength @ 28 days Steel Reinforcing (fy) = 1500 psf 0.002 2500 psi 60000 psi Post Description Vertical Moment P12 Post 1 Load 6406.75 Post 2 Load 0 0 ft -lbs Total Post Loads 6406.75 lbs L = Length 3.25 ft B = Width 3.25 ft Thickness 1 ft Soil Depth 0 ft Rem. all Footing 20 in V = 7178.625 lbs - Soil Wt Weight e = M/V 110 pcf 772 lbs 0.0000 Qmax = V/BL(1+6e/L) = 1395 psf OK Qmin = V/BL(1-6e/L) = 1395 psf OK Reinforcing for Long Direction Use 3.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.936 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 8.25 in O.C. Reinforcing for Short Direction Use 3.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.936 in*in Rebar Size 1#4 lArea = 0.2 in*in Use 5 #4 8.25 in. O.C. USE 39X39X12 FTG WITH (5) #4 EACH WAY Page 17 of 22 Design Intelligence, LLC 1037 Erikson Dr. Rexburq, Idaho 83440 BUILDING #3, VALLEY WIDE SUBDIVISION, REXBURG. IDAHO 6/21/2017 F6 Spread Footing Allowable Soil Bearing Pressure = Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) = 1500 psf 0.002 2500 psi 60000 psi Post Description Vertical Moment P13 Post 1 Load 3256.75 Post 2 Load 0 0 ft -lbs Total Post Loads 3256.75 lbs L = Length 1.75 ft B = Width 1.75 ft Thickness 1 ft Soil Depth 0 ft Rem. Wall Footing 0 in V = 3716.125 lbs Soil Wt Weight e = MN 110 pcf 459 lbs 0.0000 Qmax = V/BL(1+6e/L) = 1213 psf OK Qmin = V/BL(1-6e/L) = 1213 psf OK Reinforcing for Long Direction Use 1 1.75 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.504 in*in Rebar Size 1#4 Area = 0.2 in*in Use 3 #4 7.50 in O.C. Reinforcing for Short Direction Use F 1.75 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.504 in*in Rebar Size 1#4 lArea = 0.2 in*in Use 3 #4 7.50 in. O.C. USE 21X21X12 FTG WITH (3) #4 EACH WAY Page 18 of 22 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 BUILDING #3, VALLEY WIDE SUBDIVISION, REXBURG, IDAHO 6/21/2017 Posts Post Material OF #1 2x4 OF #1 2x6 OF #1 46 OF #1 6x6 OF#16X10 OF #1 8X8 OF #1 10X10 HSS 4x4x1/4 N HSS 4x4x1/4N HSS 4x4x1/4W Capacity (10' Unbraced Length) 2160 (Fully Braced in Weak Axis) 7470 (Fully Braced in Weak Axis) 13800 21000 28600 48200 83000 30000 BP 4.5X8.5XO.75 42000 BP 8X12X1 64000 BP 12X12X1 P1 P2 P3 P4 P5 P6 P7 P8 -P -9 3900 OF #1 1 OX10 Qty = 1 OK 3900 OF #1 10X10 Qty = 1 IOK 5400 54001 OF #1 2x6 OF #1 2x6 Qty = 2 Qty = 2 IOK IOK 1170.625 OF #1 2x6 Qty = 2 10K OF #1 Qty = OK 2700 6X10 1 2700 1170.625 OF #1 6X10 OF #1 2x6 Qty= 1 Qty = 2 JOK JOK 5400 OF #1 2x6 Qty = 2 JOK 1210 P11 P12 JP13 IP14 IP15 P16 P17P18 5400 OF #1 2x6 Qty = 2 OK 4000 OF #1 2x6 Qty = 2 IOK 6406.75 OF #1 2x6 Qty = 2 JOK 3256.75 OF 41 6x6 Qty = 1 JOK 3256.75 OF #1 6x6 Qty = 1 JOK 6406.75 DF #1 2x6 Qty = 2 IOK 4000 2400 OF #1 2x6 OF #1 2x6 Qty = 2 Qty = 2 JOK JOK 1050 OF #1 6x6 Qty = 1 IOK P19 IP23 P24 I P25 IP26 P27 10501 DF #1 6x6 Qty = 1 OK 24001 OF #1 2x6 Qty = 2 JOK 2079.3751 2079.3751 DF #1 2x6 OF #1 2x6 Qty = 2 Qty = 2 JOK JOK 01 01 01 01 0 P28 P29 IP36 IP36 01 01 01 01 01 01 01 01 0 P37 P38 P39 P40 P41 P42 P43 P44 P45 0 0 0 0 0 0 0 __+P46 0 P46 IP47 lP48 P49 P60 1 P61 IP62 I P63 0 0 0 0 0 0 __+P54 0 0 P55 P66 P57 P58 P59 P60 0 O 01 01 01 0 Page 19 of 22 • Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Dr. VALLEY WIDE SUBDIVISION, Rexburq,ldaho 83440 REXBURG, IDAHO Basement Wall Design Assumptions: Wall is pinned at the top and the bottom Thickness = 8 in. Equivalent Fluid Pressure = 35 pcf Design Moment P Wall Height = 8 ft Pt. Load 984.375 lbs/ft Soil Height= 7.5 ft Distance 2.5 ft Tributary Width = 1 ft Bottom Reaction Top Reaction 676.7578 lbs 307.6172 lbs Design Moment = 1691.895 Ib -ft = 20303 Ib -in Allowable Stresses Concrete 2500 psi @ 28 days Reinforcing Steel 60000 psi Calculate Reinforcing Steel for Wall Vertical Steel Ult Lateral Load Factor 1.7 Flexture Reduction Factor 0.9 d 4 in Mu - Regd 34515 Ib -in As - in sq a - in. Steel Rath Mu cap 0.2 0.47 0.002 40659 OK Use #4 @ 12" o.c. vertical centered in the wall Longitudinal Steel Minimum Steel Ratio = 0.002 As Req'd 0.192 Use #4 @ 12" o.c. horizontal centered in the wall Page 20 of 22 Design Intelligence, LLC BUILDING #3, 6/21/2017 1037 Erikson Drive VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO Shear Wall Analysis - Perforated Wall Method Revlsed 11/21/07 Wmd Load = 17.6 sf WL = Total Length of the Wall comer to corner- ft. Hodzontal Vertical WH=Wall Height - ft. ei ht -ft. OL = Total Length of all Openings in the wall - ft. 0 OH = Avera a Hei ht of all o enin s - ft. *Base-ent0 79 47 0 0 0 0 Opening Adjustment Factor- Co OH1WH IWLOLYWL 0.3333 0.4000 0.5000 0.6000 0.66671 0.7000 0.8000 0.8333 0.9000 1.0000 0.10 1.00 0.876 0.69 0.594 0.53 0.51 0.45 0.43 0.402 0.36 0.20 1.00 0.884 0.71 0.62 0.56 0.538 0.472 0.45 0.422 0.38 0.30 1.00 0.896 0.74 0.65 0.59 0.57 0.51 0.49 0.462 0.42 0.40 1.00 0.908 0.77 0.686 0.63 0.61 0.55 0.53JOHIM 0.45 0.50 -1.00- -0.92 - -0.8 0.722 0.67 0.65--0.59 0.57 - - 0.5 0.60 1.00 0.932 0.83 0.758 0.71 0.694 0.646 0.63 0.56 0.70 1.00 0.948 0.87 0.81 0.77 D.754 0.706 0.69 0,63 0.80 1.00 0.964 0.91 0.862 0.83 0.818 0.782 0.77 0.71 0.90 1.00 0.98 0.95 0.926 0.91 0.902 0.878 0.87 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Wall No. Tributary Area Wind WL WH OL OH IWL•OLyWL Co Re 'd Wall Distr. Width ForceCa aci Factor Roof Hei ht= 71 ft H1.1 5.703799 114.075974 2007.737 19 9 9 5 0.5 0.6 0.722 278 0.12 Re uired Hold Down Ca aci at ends of the wall = 2503 Iles Roof Hei ht= 11 ft H2.1 9.999735 199.994692 3519.907 37 9 18 6.56 0.5 0.7 0.65 2851 0.21 Required Hold Down Ca acity at ends of the wall= I 2565 Ibs Roof Heigh t 11 ft H3.1 5.703799 114.075974 2007.737 19 9 9 5 0.5 0.6 0.722 278 0.12 Required Hold Down Capacity at ends of the wall = 2503111p; Roof Height= 11ft H4.1 1 7.240972 144.819441 2548.822 21.5 9 6 5 0.7 0.5 0.81 203 0.15 Required Hold Down Capacity at ends of the wall = I 1827 Ibs Roof Heiht= 11 ft H5-1 11.11072 222.214477 3910.975 31 9 6 5 0.8 0.6 0.862 181 0.24 Required Hold Down Capacity at ends of the wall = 1633Fibs Roof Height= itft H6.1 7.240972 144.8194411 2548.822 21.5 9 6 5 0.7 0.8 0.81 203 0.15 Required Hold Down Capacity at ends of the wall I 1827 Ibs Roof Heihl= 11ft V1-1 9.729155 194.583091 3424.662 12.67 9 3 5 0.8 0.6 0.862 411 0.12 Required Hold Down Capacity at ends of the wall = 3698 lbs Raof Heigh t= 11 ft V2-1 4.008702 80.7740329 1411.063 4.5 9 0 0 1.0 0.0 1 314 0.05 Required Hold Down Capacity at ends of the wall = 2822 lbs Roof Height = 11 ft VJ•1 4.008702 80.1740329 1411.063 4.5 9 0 0 1.0 0.0 1 314 0.05 Required Hold Down Capacity at ends of the wall = 2822 Ibs Roof Heigh 1 11 ft Page 21 of 22 Design Intelligence, LLC .BUILDING #3, 6/21/2017 1037 Erikson Drive VALLEY WIDE SUBDIVISION, Rexburg, Idaho 83440 REXBURG, IDAHO V4-1 9.729155 194.563091 3424.662 12.67 9 3 5 0.8 0.6 0.862 411 0.12 Required Hold Down Capacity at ends of the wall = 3698 lbs Roof Height= 11 it V5.1 10.93396 218.679129 3848.753 17 9 9 5 0.5 0.6 0.722 666 0.14 Re uired Hold Down Ca acity at ends of the wall = 5997 Ibs Roof Hei ht = 11 R V6.1 11.71031 234.206167 4122.029 15.25 9 3 5 0.8 0.6 0.862 390 0.15 Required Hold Down Ca aci at ends of the wall = 3513 Ibs Roof Height 11 It r V7-1 3.117879 62.3575811 1087.493 3.5 9 0 0 1.0 0.0 1 314 0.04 Required Hold Down Capacity at ends of the wall = 2822 lbs -- - -- - - Roof Height= 11 it V8.1 3.117879 82.3575811 1087.493 3.5 9 0 0 1.0 0.0 1 314 0.04 Required Hold Down Capacity at Ibs Roof Hei hl= 11 I1 r - Wthewall2822 V9.1 11.71031 234.206167 4122.029 15.25 9 3 5 0.862 390_015 Required Hold Down Ca aci at 3513 lbs Roof He'lqjht I 11 f1 V10.1 10.93396 218,679129 3848.753 17 9 9 5 0.5 0.6 0.722 666 0.14 Required Hold Down Capacity at ends of the wall = 5997 lbs Seismic Anal SIS Seismic Multiplier= 0.066 Roof & Snow Load Area Load Weight 108.3722 22 2384.188 Ibs Trib. Wall Length 5.7 It Helght Len th Dead Load Weight Shear Wall Lenat 191t 9 30.4076 15 2052.513 Ibs Seismic Forcefl Mid Height of Wall 293 Ibs Wind 2007.737 Ibs. Wind Governs Page 22 of 22