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ENGINEERED CALCS - 22-00261 - 7N Apartments - Bldg 2 - 4 Plex
Date: Subject: 2022‐085 670 Carlow 7N Apts Rexburg, Madison County, Idaho Materials: Dimensional Lumber ‐ NDS design values Concrete: 3000 psi @ 28 days Reinforcing Steel ‐ Grade 60 Design Notes: Ground Snow load ‐ 50 psf Flat Roof Snow load ‐ 35 psf Snow Load Importance Factor ‐ 1.0 Snow Exposure Factor ‐ 1.0 Thermal Factor ‐ 1.0 Occupancy Category ‐ II Soil Bearing Capacity ‐ 1500 psf Ultimate Wind Speed ‐ 115 mph, Exp B Wind Importance Factor ‐ 1.0 Seismic Design Category ‐ D Seismic Site Class ‐ D Risk Category ‐ II Seismic Coefficients ‐ Sds: 0.828 Sd1: 0.443 R: 6.5 Cs: 0.13 Seismic Analysis Procedure ‐ Equivalent Lateral Force Method Floor Live Load ‐ 40 psf Floor Dead Load ‐ 15 psf Roof Dead Load ‐ 15 psf Summary: All beam sizes and footing sizes are noted on the drawings. V2021C25 Kris Bennett, P.E.Eng: KRB Check: TBD Designed By: Date: 04/14/22 April 14, 2022 Abstract This analysis uses the design criteria required by the local jurisdiction and the IBC 2018 as the basis for the calculations. Design Intelligence, LLC Engineering Calculations Summary PHONE 208.359.1461 DESIGNINTEL.COM 1037 ERIKSON DRIVE REXBURG, ID 83440 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. 04/14/22 Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 Design Parameters Building Code = IBC 2018 ASCE 7 Occupancy Category = II Project Location = REXBURG, MADISON COUNTY, IDAHO Snow Fully Partial Sheltered Ce = Exposure Factor 0.9 1 1.2 = 1.0 Above Freezing Freezing Heated Ct = Thermal Factor 1.2 1.1 1 = 1.0 I = Importance Factor =1.0 Pg = Ground Snow Load (20 psf min)=50psf Pf = Flat Roof Snow Load =35psf Gamma = Density of Snow = 20.5 pcf Roof Pitch (units Vertical per 12 units Horizontal) = 6 Slippery Non‐Slippery Pitch Warm Curved Barrel Pitch Warm Curved Barrel 3/12 0.87 0.87 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 =1.0 ps = Sloped Roof Snow Load =35psf Ridge Drift W = Distance from Ridge to Eave =18ft lu = Length of Roof upwind of the Drift =18ft hd = Height of the Drift =1.6ft Drift Surcharge Load =24psf Length of Surcharge =6.2ft Unbalanced Uniform Snow Load ‐ Windward Side =0.0psf Unbalanced Uniform Snow Load ‐ Leeward Side =50psf Sliding Snow W (horizontal distance from eave to ridge of upper roof) =ft H (height between upper and lower roof)=ft Height of Calculated Sliding Snow (surcharge) =0psf Roof Snow Load Plus Sliding Snow =35 psf Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 Wind ‐ Walls and Roofs Nominal Wind Speed 90 mph Ultimate Wind Speed 115 mph Importance Factor 1.0 Exposure B Mean Roof Height 25 ft Adjustment Factor 1 Mean Roof Height Exposure BCD 15 11.211.47 20 11.291.55 25 11.351.61 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 Factored Wind Pressures (psf) Vertical Overhang Ultimate Nominal Press+Suct Pressure 110 85 17.5 13.6 ‐13.8 ‐19.3 115 90 19.1 14.8 ‐15.2 ‐21.4 120 95 20.8 16.1 ‐15.9 ‐22.3 130 100 24.4 18.9 ‐19.2 ‐26.9 135 105 26.3 20.4 ‐21.0 ‐29.3 140 110 28.3 22.0 ‐22.8 ‐31.8 Design Wind Pressure for Lateral =19.1 psf Design Wind Pressure for Window Walls =14.8 psf Dead and Live Loads Residential Roof Dead 15 psf Floor Live 40 psf Floor Dead 15 psf Covered Deck Live/Snow 40 psf Deck Dead 15 psf Frame Wall Dead 15 psf Log Wall Dia 0in Log Wall Dead 0psf Soil Bearing Capacity 1500 psf Wind Speed (mph) Horizontal Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 Seismic ‐ Equivalent Lateral Force Method Values for SDS, S1 are taken from ATC Website for this location Risk Category = II Sds = 0.828 g S1 = 0.341 g Site Class = D Fv = 1.95 SD1 = 2/3*S1*Fv = 0.443 g Design Cat = D Basic Fundamental Period, T Ct = 0.02 x = 0.75 Mean Roof Height, Hn = 25 ft T = Ta = Ct*Hn^x = 0.22 sec Seismic Response Coefficient, Cs Response Mod. Factor R = 6.5 Occ. Importance Factor I = 1.0 1.5*Ts = 0.62 sec Cs = SDS/(R/I) = 0.13 if 1.5Ts >= T Cs = SD1/(T*R/I) = 0.46 if 1.5Ts < T Cs = 0.13 V=Cs*W Other Provisions: No (Utah Only) . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 WB1 ROOF CARRIER BEAM OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 10 Distance (ft) P7,P8 P5,P6 Post Label / Single React Double React Description 1250 lb 2500 lb Load (lb)0000 Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 5 15 35 75 175 250 Lower Roof 15 35 0 0 0 Upper Floor 15 40 0 0 0 Lower Floor 15 40 0 0 0 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Framed Wall Height 150000 Repeating (Y/N)N Post 1 00 Tapered Load (L/R/N)N Post 2 00 Tapered Beam (Y/N)N Total: 75 plf 175 plf 250 plf Beam Type DF #1 Notched Depth (in): Width (in) 5.5 Left Right Depth (in) 7.25 Min Brg Len 0.4'' 0.7'' WB1 = DF #1 6x8 Beam Properties Fb (psi) Cf (size) Fv (psi) E (psi) Ply Width Plies Type 1300 1 170 1600000 N/A 1 2 Moment Live Load Moment = 2188 lb‐ft = 26250 lb‐in Dead Load Moment = 938 lb‐ft = 11250 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =28.8 in3 BSR = 0.60 OK Section Modulus Provided =48.2 in3 Moment of Inertia Provided = 174.7 in4 Deflection Designed (in) Allowed (in) Live Load = 0.14 L/360 0.33 OK Dead Load = 0.06 Total = 0.20 L/240 0.50 OK Horizontal Shear Point Load Shear Left (lb) 0 Point Load Shear Right (lb) 0 OK fv Left (psi) 41 fv Right (psi) 41 . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 WB2 SECOND FLOOR CARRIER BEAM OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 15 Distance (ft) P17,P23 P21,P20 Post Label / Left React Right React Description 4125 lb 4125 lb Load (lb)0000 Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 15 35 0 0 0 Lower Roof 15 35 0 0 0 Upper Floor 10 15 40 150 400 550 Lower Floor 15 40 0 0 0 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Framed Wall Height 150000 Repeating (Y/N)N Post 1 00 Tapered Load (L/R/N)N Post 2 00 Tapered Beam (Y/N)N Total: 150 plf 400 plf 550 plf Beam Type LVL Notched Depth (in): Width (in) 3.5 Left Right Depth (in) 11.875 Min Brg Len 1.9'' 1.9'' WB2 = (2) 1.75x11.875 LVL Beam Properties Fb (psi) Cf (size) Fv (psi) E (psi) Ply Width Plies Type 2600 1 285 2000000 1.75 2 1 Moment Live Load Moment = 11250 lb‐ft = 135000 lb‐in Dead Load Moment = 4219 lb‐ft = 50625 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =71.4 in3 BSR = 0.87 OK Section Modulus Provided =82.3 in3 Moment of Inertia Provided = 488.4 in4 Deflection Designed (in) Allowed (in) Live Load = 0.47 L/360 0.50 OK Dead Load = 0.17 Total = 0.64 L/240 0.75 OK Horizontal Shear Point Load Shear Left (lb) 0 Point Load Shear Right (lb) 0 OK fv Left (psi) 129 fv Right (psi) 129 . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 WB3 SECOND FLOOR CARRIER BEAM OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 12 Distance (ft) P18,P24 P22,P19 Post Label / Left React Right React Description 2475 lb 2475 lb Load (lb)0000 Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 15 35 0 0 0 Lower Roof 15 35 0 0 0 Upper Floor 7.5 15 40 113 300 413 Lower Floor 15 40 0 0 0 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Framed Wall Height 150000 Repeating (Y/N)N Post 1 00 Tapered Load (L/R/N)N Post 2 00 Tapered Beam (Y/N)N Total: 113 plf 300 plf 413 plf Beam Type LVL Notched Depth (in): Width (in) 3.5 Left Right Depth (in) 11.875 Min Brg Len 1.1'' 1.1'' WB3 = (2) 1.75x11.875 LVL Beam Properties Fb (psi) Cf (size) Fv (psi) E (psi) Ply Width Plies Type 2600 1 285 2000000 1.75 2 1 Moment Live Load Moment = 5400 lb‐ft = 64800 lb‐in Dead Load Moment = 2025 lb‐ft = 24300 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =34.3 in3 BSR = 0.42 OK Section Modulus Provided =82.3 in3 Moment of Inertia Provided = 488.4 in4 Deflection Designed (in) Allowed (in) Live Load = 0.14 L/360 0.40 OK Dead Load = 0.05 Total = 0.20 L/240 0.60 OK Horizontal Shear Point Load Shear Left (lb) 0 Point Load Shear Right (lb) 0 OK fv Left (psi) 75 fv Right (psi) 75 . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 WB4 SECOND FLOOR DECK JOIST CARRIER OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 10 Distance (ft) P150,P7,P8 P5,P6 Post Label / Single React Double React Description 688 lb 1375 lb Load (lb)0000 Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 15 35 0 0 0 Lower Roof 15 35 0 0 0 Upper Floor 15 40 0 0 0 Lower Floor 15 40 0 0 0 Covered Deck 2.5 15 40 38 100 138 Open Deck 15 40 0 0 0 Framed Wall Height 150000 Repeating (Y/N)N Post 1 00 Tapered Load (L/R/N)N Post 2 00 Tapered Beam (Y/N)N Total: 38 plf 100 plf 138 plf Beam Type DF Notched Depth (in): Width (in) 3 Left Right Depth (in) 11.25 Min Brg Len 0.4'' 0.7'' WB4 = (2) DF 2x12 Beam Properties Fb (psi) Cf (size) Fv (psi) E (psi) Ply Width Plies Type 1350 1 180 1900000 1.5 2 2 Moment Live Load Moment = 1250 lb‐ft = 15000 lb‐in Dead Load Moment = 469 lb‐ft = 5625 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =15.3 in3 BSR = 0.24 OK Section Modulus Provided =63.3 in3 Moment of Inertia Provided = 356.0 in4 Deflection Designed (in) Allowed (in) Live Load = 0.03 L/360 0.33 OK Dead Load = 0.01 Total = 0.05 L/240 0.50 OK Horizontal Shear Point Load Shear Left (lb) 0 Point Load Shear Right (lb) 0 OK fv Left (psi) 25 fv Right (psi) 25 . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 WB5 STAIR LANDING CARRIER OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 4 Distance (ft) P4,P2 P1,P3 Post Label / Single React Double React Description 1265 lb 2530 lb Load (lb)0000 Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 15 35 0 0 0 Lower Roof 15 35 0 0 0 Stairs 5.5 15 100 83 550 633 Lower Floor 15 40 0 0 0 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Framed Wall Height 150000 Repeating (Y/N)N Post 1 00 Tapered Load (L/R/N)N Post 2 00 Tapered Beam (Y/N)N Total: 83 plf 550 plf 633 plf Beam Type DF Notched Depth (in): Width (in) 3 Left Right Depth (in) 11.25 Min Brg Len 0.7'' 1.3'' WB5 = (2) DF 2x12 Beam Properties Fb (psi) Cf (size) Fv (psi) E (psi) Ply Width Plies Type 1350 1 180 1900000 1.5 2 2 Moment Live Load Moment = 1100 lb‐ft = 13200 lb‐in Dead Load Moment = 165 lb‐ft = 1980 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =11.2 in3 BSR = 0.18 OK Section Modulus Provided =63.3 in3 Moment of Inertia Provided = 356.0 in4 Deflection Designed (in) Allowed (in) Live Load = 0.00 L/360 0.13 OK Dead Load = 0.00 Total = 0.01 L/240 0.20 OK Horizontal Shear Point Load Shear Left (lb) 0 Point Load Shear Right (lb) 0 OK fv Left (psi) 30 fv Right (psi) 30 . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 WB6 SECOND FLOOR DECK JOIST OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 5 Distance (ft) WB LEDGER Post Label / Left React Right React Description 275 lb 275 lb Load (lb)0000 Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 15 35 0 0 0 Lower Roof 15 35 0 0 0 Upper Floor 15 40 0 0 0 Lower Floor 15 40 0 0 0 Covered Deck 2 15403080110 Open Deck 15 40 0 0 0 Framed Wall Height 150000 Repeating (Y/N)Y Post 1 00 Tapered Load (L/R/N)N Post 2 00 Tapered Beam (Y/N)N Total: 30 plf 80 plf 110 plf Beam Type DF Notched Depth (in): Width (in) 1.5 Left Right Depth (in) 5.5 Min Brg Len 0.3'' 0.3'' Ledger Load 138 plf WB6 = DF 2x6 AT 24" O.C. Beam Properties Fb (psi) Cf (size) Fv (psi) E (psi) Ply Width Plies Type 1863 1.2 180 1900000 1.5 1 2 Moment Live Load Moment = 250 lb‐ft = 3000 lb‐in Dead Load Moment = 94 lb‐ft = 1125 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =2.2 in3 BSR = 0.29 OK Section Modulus Provided =7.6 in3 Moment of Inertia Provided = 20.8 in4 Deflection Designed (in) Allowed (in) Live Load = 0.03 L/360 0.17 OK Dead Load = 0.01 Total = 0.04 L/240 0.25 OK Horizontal Shear Point Load Shear Left (lb) 0 Point Load Shear Right (lb) 0 OK fv Left (psi) 41 fv Right (psi) 41 . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 Post Designs POST QTY: 25 MAX SR: 0.69 ALL OK Post Load (lb)SR Plies Description Post Load (lb)SR Plies Description Post Load (lb)SR Plies Description P1 2530 0.56 1 [10'] DF #1 4x4 P51 0 P101 0 P2 1265 0.28 1 [10'] DF #1 4x4 P52 0 P102 0 P3 2530 0.56 1 [10'] DF #1 4x4 P53 0 P103 0 P4 1265 0.28 1 [10'] DF #1 4x4 P54 0 P104 0 P5 3875 0.18 1 [10'] DF #1 6x6 P55 0 P105 0 P6 3875 0.18 1 [10'] DF #1 6x6 P56 0 P106 0 P7 1938 0.10 3 [10'] DF #2 2x6 P57 0 P107 0 P8 1938 0.10 3 [10'] DF #2 2x6 P58 0 P108 0 P9 0 0.00 2 [10'] DF #2 2x6 P59 0 P109 0 P10 0 0.00 2 [10'] DF #2 2x6 P60 0 P110 0 P11 0 0.00 2 [10'] DF #2 2x6 P61 0 P111 0 P12 0 0.00 2 [10'] DF #2 2x6 P62 0 P112 0 P13 0 0.00 3 [10'] DF #2 2x6 P63 0 P113 0 P14 0 0.00 3 [10'] DF #2 2x6 P64 0 P114 0 P15 0 0.00 3 [10'] DF #2 2x6 P65 0 P115 0 P16 0 0.00 3 [10'] DF #2 2x6 P66 0 P116 0 P17 4125 0.69 3 [10'] DF #2 2x4 P67 0 P117 0 P18 2475 0.41 3 [10'] DF #2 2x4 P68 0 P118 0 P19 2475 0.41 3 [10'] DF #2 2x4 P69 0 P119 0 P20 4125 0.69 3 [10'] DF #2 2x4 P70 0 P120 0 P21 4125 0.31 2 [10'] DF #2 2x6 P71 0 P121 0 P22 2475 0.18 2 [10'] DF #2 2x6 P72 0 P122 0 P23 4125 0.31 2 [10'] DF #2 2x6 P73 0 P123 0 P24 2475 0.18 2 [10'] DF #2 2x6 P74 0 P124 0 P25 0 P75 0 P125 0 P26 0 P76 0 P126 0 P27 0 P77 0 P127 0 P28 0 P78 0 P128 0 P29 0 P79 0 P129 0 P30 0 P80 0 P130 0 P31 0 P81 0 P131 0 P32 0 P82 0 P132 0 P33 0 P83 0 P133 0 P34 0 P84 0 P134 0 P35 0 P85 0 P135 0 P36 0 P86 0 P136 0 P37 0 P87 0 P137 0 P38 0 P88 0 P138 0 P39 0 P89 0 P139 0 P40 0 P90 0 P140 0 P41 0 P91 0 P141 0 P42 0 P92 0 P142 0 P43 0 P93 0 P143 0 P44 0 P94 0 P144 0 P45 0 P95 0 P145 0 P46 0 P96 0 P146 0 P47 0 P97 0 P147 0 P48 0 P98 0 P148 0 P49 0 P99 0 P149 0 P50 0 P100 0 P150 688 0.46 1 [N/A] HUC28‐2 Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F1 Continuous Footing OK Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 18 15 35 270 630 900 Lower Roof 15 35 0 0 0 Upper Floor 6 15 40 90 240 330 Lower Floor 6 15 40 90 240 330 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Frame Wall Ht 18 15 ‐‐‐ 270 ‐‐‐ 270 Log Wall Ht 0 ‐‐‐ 0 ‐‐‐ 0 8'' Thick Stem Wall Ht 4 100 ‐‐‐ 400 ‐‐‐ 400 Post / Desc. Over (ft)Total Load (lbs) Load 1 ‐‐‐ 0 0 Load 2 ‐‐‐ 0 0 Load 3 ‐‐‐ 0 0 Load 4 ‐‐‐ 0 0 Proposed Footing Footing Weight 208 ‐‐‐ 208 Width (in)20 Total 1328 plf 1110 plf 2438 plf Bearing Pressure (psf) 1463 Reinforcing Requirements Thickness (in) 10 Soil Bearing Capacity (psf) 1500 Reinforcing Bar #4 OK SR: 0.98 Footing Min Reinforcing Factor 0.002 Reinforcing Area Per Bar (in2) 0.20 Continuous Reinforcing Count 2 bars F1 = 20X10 CONT. FTG WITH (2) #4 CONT. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F2 Continuous Footing OK Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 5 15 35 75 175 250 Lower Roof 15 35 0 0 0 Upper Floor 0.67 15 40 10 27 37 Lower Floor 0.67 15 40 10 27 37 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Frame Wall Ht 18 15 ‐‐‐ 270 ‐‐‐ 270 Log Wall Ht 0 ‐‐‐ 0 ‐‐‐ 0 8'' Thick Stem Wall Ht 4 100 ‐‐‐ 400 ‐‐‐ 400 Post / Desc. Over (ft)Total Load (lbs) Load 1 ‐‐‐ 0 0 Load 2 ‐‐‐ 0 0 Load 3 ‐‐‐ 0 0 Load 4 ‐‐‐ 0 0 Proposed Footing Footing Weight 167 ‐‐‐ 167 Width (in)16 Total 932 plf 229 plf 1160 plf Bearing Pressure (psf) 870 Reinforcing Requirements Thickness (in) 10 Soil Bearing Capacity (psf) 1500 Reinforcing Bar #4 OK SR: 0.58 Footing Min Reinforcing Factor 0.002 Reinforcing Area Per Bar (in2) 0.20 Continuous Reinforcing Count 2 bars F2 = 16X10 CONT. FTG WITH (2) #4 CONT. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F3 Continuous Footing OK Uniform Load Trib (ft) Dead (psf) Live (psf) Dead (plf) Live (plf) D+L (plf) Upper Roof 15 35 0 0 0 Lower Roof 15 35 0 0 0 Upper Floor 9.5 15 40 143 380 523 Lower Floor 9.5 15 40 143 380 523 Covered Deck 15 40 0 0 0 Open Deck 15 40 0 0 0 Frame Wall Ht 14 15 ‐‐‐ 210 ‐‐‐ 210 Log Wall Ht 0 ‐‐‐ 0 ‐‐‐ 0 8'' Thick Stem Wall Ht 100 ‐‐‐ 0 ‐‐‐ 0 Post / Desc. Over (ft)Total Load (lbs) Load 1 ‐‐‐ 0 0 Load 2 ‐‐‐ 0 0 Load 3 ‐‐‐ 0 0 Load 4 ‐‐‐ 0 0 Proposed Footing Footing Weight 125 ‐‐‐ 125 Width (in)12 Total 620 plf 760 plf 1380 plf Bearing Pressure (psf) 1380 Reinforcing Requirements Thickness (in) 10 Soil Bearing Capacity (psf) 1500 Reinforcing Bar #4 OK SR: 0.92 Footing Min Reinforcing Factor 0.002 Reinforcing Area Per Bar (in2) 0.20 Continuous Reinforcing Count 2 bars F3 = 12X10 CONT. FTG WITH (2) #4 CONT. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F4 Spread Footing OK 110 pcf Soil Weight 60000 psi Steel Reinf (fy) 3000 psi Conc. Str. @ 28 days Post Group 1 Max of (lbs): Footing Geometry Design Checks P1 2530 Rem Cont Ftg ID Ftg Width (in) 2530 lbs Design Post Load P2 1265 0 818 lbs Ftg+Soil P3 2530 0 3348 lbs Total (V) P4 1265 lb‐ft Moment (M) 0 0 in Rem Wall Ftg 0.000 e = M/V 0 0 2.17 ft Soil Depth 1488 psf Qmax = V/BL(1+6e/L) 0 1.5 ft L = Length 1488 psf Qmin = V/BL(1‐6e/L) 0 1.5 ft B = Width 1500 psf Soil Bearing Capacity 0 OK SR: 0.99 0 Post Group 2 Sum of (lbs): 0 0 10 in Thickness 0 0 0.002 Min Reinf. Factor 00 00 0 0 Post Group 3 Sum of (lbs): 00 00 00 00 0 0 Post Group 4 Sum of (lbs): 00 00 00 00 0 0 Design Post Load Max of (lbs): 0 Post Group 1 2530 0 Post Group 2 0 0 Post Group 3 0 0 Post Group 4 0 F4 = 18X18X10 FTG WITH (2) #4 EACH WAY Reinforcing for Long Direction Use 1.5 ft. Wide X 10 in. Thick Ftg Calculated Minimum Reinforcing = 0.36 in*in Rebar Size = #4 Area = 0.20 in*in Use 2 #4 12.00 in O.C. Reinforcing for Short Direction Use 1.5 ft. Wide X 10 in. Thick ftg Calculated Minimum Reinforcing = 0.36 in*in Rebar Size = #4 Area = 0.20 in*in Use 2 #4 12.00 in. O.C. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F5 Spread Footing OK 110 pcf Soil Weight 60000 psi Steel Reinf (fy) 3000 psi Conc. Str. @ 28 days Post Group 1 Max of (lbs): Footing Geometry Design Checks P5 3875 Rem Cont Ftg ID Ftg Width (in) 3875 lbs Design Post Load P6 3875 0 1455 lbs Ftg+Soil 0 0 5330 lbs Total (V) 0 lb‐ft Moment (M) 0 0 in Rem Wall Ftg 0.000 e = M/V 0 0 2.17 ft Soil Depth 1332 psf Qmax = V/BL(1+6e/L) 0 2 ft L = Length 1332 psf Qmin = V/BL(1‐6e/L) 0 2 ft B = Width 1500 psf Soil Bearing Capacity 0 OK SR: 0.89 0 Post Group 2 Sum of (lbs): 0 0 10 in Thickness 0 0 0.002 Min Reinf. Factor 00 00 0 0 Post Group 3 Sum of (lbs): 00 00 00 00 0 0 Post Group 4 Sum of (lbs): 00 00 00 00 0 0 Design Post Load Max of (lbs): 0 Post Group 1 3875 0 Post Group 2 0 0 Post Group 3 0 0 Post Group 4 0 F5 = 24X24X10 FTG WITH (3) #4 EACH WAY Reinforcing for Long Direction Use 2 ft. Wide X 10 in. Thick Ftg Calculated Minimum Reinforcing = 0.48 in*in Rebar Size = #4 Area = 0.20 in*in Use 3 #4 9.00 in O.C. Reinforcing for Short Direction Use 2 ft. Wide X 10 in. Thick ftg Calculated Minimum Reinforcing = 0.48 in*in Rebar Size = #4 Area = 0.20 in*in Use 3 #4 9.00 in. O.C. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F6 Spread Footing OK 110 pcf Soil Weight 60000 psi Steel Reinf (fy) 3000 psi Conc. Str. @ 28 days Post Group 1 Max of (lbs): Footing Geometry Design Checks P7 1938 Rem Cont Ftg ID Ftg Width (in) 1938 lbs Design Post Load P8 1938 F2 16 750 lbs Ftg+Soil 0 0 2688 lbs Total (V) 0 lb‐ft Moment (M) 0 16 in Rem Wall Ftg 0.000 e = M/V 0 0 2.17 ft Soil Depth 1303 psf Qmax = V/BL(1+6e/L) 0 2.25 ft L = Length 1303 psf Qmin = V/BL(1‐6e/L) 0 2.25 ft B = Width 1500 psf Soil Bearing Capacity 0 OK SR: 0.87 0 Post Group 2 Sum of (lbs): 0 0 10 in Thickness 0 0 0.002 Min Reinf. Factor 00 00 0 0 Post Group 3 Sum of (lbs): 00 00 00 00 0 0 Post Group 4 Sum of (lbs): 00 00 00 00 0 0 Design Post Load Max of (lbs): 0 Post Group 1 1938 0 Post Group 2 0 0 Post Group 3 0 0 Post Group 4 0 F6 = 27X27X10 FTG WITH (3) #4 EACH WAY Reinforcing for Long Direction Use 2.25 ft. Wide X 10 in. Thick Ftg Calculated Minimum Reinforcing = 0.54 in*in Rebar Size = #4 Area = 0.20 in*in Use 3 #4 10.50 in O.C. Reinforcing for Short Direction Use 2.25 ft. Wide X 10 in. Thick ftg Calculated Minimum Reinforcing = 0.54 in*in Rebar Size = #4 Area = 0.20 in*in Use 3 #4 10.50 in. O.C. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 F7 Spread Footing OK 110 pcf Soil Weight 60000 psi Steel Reinf (fy) 3000 psi Conc. Str. @ 28 days Post Group 1 Max of (lbs): Footing Geometry Design Checks P17 4125 Rem Cont Ftg ID Ftg Width (in) 4125 lbs Design Post Load P18 2475 F3 12 469 lbs Ftg+Soil P19 2475 0 4594 lbs Total (V) P20 4125 lb‐ft Moment (M) 0 12 in Rem Wall Ftg 0.000 e = M/V 0 0 0 ft Soil Depth 1225 psf Qmax = V/BL(1+6e/L) 0 2.5 ft L = Length 1225 psf Qmin = V/BL(1‐6e/L) 0 2.5 ft B = Width 1500 psf Soil Bearing Capacity 0 OK SR: 0.82 0 Post Group 2 Sum of (lbs): 0 0 10 in Thickness 0 0 0.002 Min Reinf. Factor 00 00 0 0 Post Group 3 Sum of (lbs): 00 00 00 00 0 0 Post Group 4 Sum of (lbs): 00 00 00 00 0 0 Design Post Load Max of (lbs): 0 Post Group 1 4125 0 Post Group 2 0 0 Post Group 3 0 0 Post Group 4 0 F7 = 30X30X10 FTG WITH (4) #4 EACH WAY Reinforcing for Long Direction Use 2.5 ft. Wide X 10 in. Thick Ftg Calculated Minimum Reinforcing = 0.6 in*in Rebar Size = #4 Area = 0.20 in*in Use 4 #4 8.00 in O.C. Reinforcing for Short Direction Use 2.5 ft. Wide X 10 in. Thick ftg Calculated Minimum Reinforcing = 0.6 in*in Rebar Size = #4 Area = 0.20 in*in Use 4 #4 8.00 in. O.C. . Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 Design Schedules and Final Checks ALL OKAY S.R. ALL OK WALL FOOTINGS S.R. ALL OK POSTS S.R. ALL OK WOOD BEAMS S.R. ALL OK LOG BEAMS 0.98 OK F1 = 20X10 CONT. FTG WITH (2) #4 CONT. 0.56 OK P1 = DF #1 4x4 0.60 OK WB1 = DF #1 6x8 0.58 OK F2 = 16X10 CONT. FTG WITH (2) #4 CONT. 0.28 OK P2 = DF #1 4x4 0.87 OK WB2 = (2) 1.75x11.875 LVL 0.92 OK F3 = 12X10 CONT. FTG WITH (2) #4 CONT. 0.56 OK P3 = DF #1 4x4 0.42 OK WB3 = (2) 1.75x11.875 LVL 0.28 OK P4 = DF #1 4x4 0.24 OK WB4 = (2) DF 2x12 0.18 OK P5 = DF #1 6x6 0.18 OK WB5 = (2) DF 2x12 0.18 OK P6 = DF #1 6x6 0.29 OK WB6 = DF 2x6 AT 24" O.C. 0.10 OK P7 = (3) DF #2 2x6 0.10 OK P8 = (3) DF #2 2x6 0.00 OK P9 = (2) DF #2 2x6 0.00 OK P10 = (2) DF #2 2x6 0.00 OK P11 = (2) DF #2 2x6 0.00 OK P12 = (2) DF #2 2x6 0.00 OK P13 = (3) DF #2 2x6 S.R. ALL OK SPREAD FOOTINGS 0.00 OK P14 = (3) DF #2 2x6 0.99 OK F4 = 18X18X10 FTG WITH (2) #4 EACH WAY 0.00 OK P15 = (3) DF #2 2x6 0.89 OK F5 = 24X24X10 FTG WITH (3) #4 EACH WAY 0.00 OK P16 = (3) DF #2 2x6 0.87 OK F6 = 27X27X10 FTG WITH (3) #4 EACH WAY 0.69 OK P17 = (3) DF #2 2x4 0.82 OK F7 = 30X30X10 FTG WITH (4) #4 EACH WAY 0.41 OK P18 = (3) DF #2 2x4 0.41 OK P19 = (3) DF #2 2x4 0.69 OK P20 = (3) DF #2 2x4 0.31 OK P21 = (2) DF #2 2x6 0.18 OK P22 = (2) DF #2 2x6 0.31 OK P23 = (2) DF #2 2x6 0.18 OK P24 = (2) DF #2 2x6 ALL OK WIND WB ALL OK RET. WALLS ALL OK BASEMENT WALLS ALL OK WOOD CONNECTIONS ALL OK LINTELS ALL OK MASONRY ALL OK MOMENT FRAMES ALL OK CONC. S.W. Design Intelligence, LLC 2022-085 670 Carlow 7N Apts Calcs 4/14/2022 Shear Wall Analysis ‐ Perforated Wall Method Factored Cs*Roof Wt. Cs*Floor Wt. Wind Load 3.4 psf 3.2 psf 19.1 psf Horizontal Vertical Wall Roof WL = Total Length of the Wall corner to corner Area (sf) Length (ft) Length (ft) Height (ft) Height (ft) WH = Wall Height Third Floor ‐ 3 8.5 OL = Total Length of all Openings in the wall Second Floor ‐ 2 2120 70 32 9 OH = Maximum Height of all openings Main Floor ‐ 1 2138 70 35 9 WL‐OL = Perforated Shear Wall Segments Basement ‐ 0 (WL‐OL)/WL = % of full‐height sheathing Wall Shear Wall / WL (ft) / WH (ft) / OL (ft) / OH (ft) Tributary Stud Seismic Wind OH/WH / Wall Ld (plf) ID Hold Down Req. Add Len. (ft) Add Ht. (ft) Add Proj. (ft) Width (ft) Spacing Force (lb) Force (lb)(WL‐OL)/WL / Co Roof Ht (ft): 8.5 H1‐2 S1 23 9 10 5 6.34 16"o.c. 1446 1575 0.6 171 plf 1536 lb 0.6 0.71 H1‐1 S1 23 9 10 5 6.94 16"o.c. 2797 2768 0.6 303 plf 2727 lb 0.6 0.71 Roof Ht (ft): 8.5 H2‐2 S1 23 9 10 5 6.34 16"o.c. 1446 1575 0.6 171 plf 1536 lb 0.6 0.71 H2‐1 S1 23 9 10 5 6.94 16"o.c. 2797 2768 0.6 303 plf 2727 lb 0.6 0.71 Roof Ht (ft): 8.5 H3‐2 S1 70 9 26 5 19.31 16"o.c. 4400 4793 0.6 153 plf 1381 lb 0.6 0.71 H3‐1 S1 70 9 26 5 21.12 16"o.c. 8512 8423 0.6 272 plf 2452 lb 0.6 0.71 Roof Ht (ft): 8.5 V1‐2 S1 32 9 4 3 35.00 16"o.c. 3646 8688 0.3 310 plf 2793 lb 0.9 1 V1‐1 S2 32 9 4 3 35.00 16"o.c. 7052 14703 0.3 525 plf 4726 lb 0.9 1 Roof Ht (ft): 8.5 V2‐2 S1 32 9 4 3 35.00 16"o.c. 3646 8688 0.3 310 plf 2793 lb 0.9 1 V2‐1 S2 32 9 4 3 35.00 16"o.c. 7052 14703 0.3 525 plf 4726 lb 0.9 1 Seismic Data