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Home My WebLink AboutSTRUCTURAL CALCS - 22-00059 - Java EspressFor Java Express Rexburg, Idaho 2021-12305 Structural Calculations Expiration:10/13/2022 Page 1 of 28 9 7 9 0 S HAWN D REEER P R O F E S S IONALENG I N R E EREG I STE D ER S T ATEOF I D A H O10/13/2021 For Java E x p r e s s P r o j e c t O n l y Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Design Criteria Governing Code:2018 IBC Snow Criteria Wind Criteria Roof Load (Pf)35 psf Wind Speed (V3)115 mph Ground Load (Pg)35 psf Wind Exposure C Open Terrain Exposure Factor (Ce)1.0 Wind Importance (Iw)1.0 Thermal Factor (Ct)1.0 Building Category II Importance (Is)1.0 Seismic Criteria Site Class D Ss 0.37 Fa 1.51 S1 0.14 Fv 2.32 OSB .06Wp 6.5 Typ @ Ext SDS 0.37 SD1 0.22 GYP .18Wp 2 Typ @ Int Risk Category II Seismic Importance (IE)1.0 Live Loads Soil Bearing 40 psf Typical 1500 psf 40 psf Frost Depth 36 in - Roof Dead Loads:Floor Dead Loads: Deck 1.5 Insulation 2.0 Deck 2.5 Roofing 3.0 Joist 2.0 Joist 2.5 Ceiling 2.0 Ceiling 3.0 Flooring 2.5 Misc 4.5 Misc 3.0 TOTAL 17 psf TOTAL 12 psf Exterior Wall Dead Loads:Interior Wall Dead Loads: Studs 2.0 Studs 2.0 Siding 2.5 Gyp. Board 2.5 Insulation 0.5 -- Gyp. Board 2.5 -- Sheating 1.5 -- Misc 3.0 Misc 3.0 TOTAL 12 psf TOTAL 8 psf Garage (P.V.) Seismic Design Category (SDC)D Design Base Shear Seismic Response Coefficient , R Wall Material Typ Residential Stiff Soil Typical Partially Other Roof Snow Load (Pf) Page 2 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 OSB Seismic Loading Analysis Ss =0.366 CT =0.020 S1 =0.142 hn =20.00 ft Fa =1.5 Fv =2.3 R =6.5 IE =1.0 SMS = FaSs =0.5516 SM1 = FvS1 =0.3287 Seismic Design Category SDS = 2/3 SMS =0.3677 C SD1 = 2/3 SM1 =0.2192 D Cs = 1.2*SDS/(R/IE) =0.0566 Controls Ta = CThn 3/4 =0.1891 Cs < SD1/[(R/IE)T] =0.1783 Cs > 0.044SDSIE =0.0162 Cs > 0.5S1/(R/IE) =0.0109 V = CsW =0.0566 W 0.7*V =0.0396 W Page 3 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 OSB Seismic Component Loading wp =1 psf weight of element Vpx =0 plf ww =1 psf weight of wall Lb =54 ft length of the building NOTE: Use 1 for unit weight to achieve an answer per element unit weight Connections Fp = 0.133 SDS wp =0.05 psf or Fp = 0.05 wp =0.05 psf Controls Diaphragm Fp = 0.2 IE SDS wp + Vpx =0.07 psf Fp,max = 0.4 IE SDS wp + Vpx =0.15 psf Bearing Walls & Shear Walls Out of Plane Forces Fp = 0.40 IE SDS ww =0.15 psf Controls 12.11.1 Fp = 0.10 ww =0.10 psf 12.11.1 Anchorage Fp = 0.40 IE SDS ww ka =0.2 psf 12.11-1 Fp = 0.2 IE ka ww =0.3080 psf Controls ka = 1.0 + Lb / 100 =1.5400 12.11-2 Portion of seismic shear load at the level of the diaphragm, required to be transferred to the components of the vertical seismic-force-resisting system beacause of the offsets or changes in the stiffness of the vertical components above of below the diaphragm. Note: 12.11.2.2.2 The strength design forces for steel elements of the structural wall anchorage system, with exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise noted above. Page 4 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 GYP Seismic Loading Analysis Ss =0.366 CT =0.020 S1 =0.142 hn =20.00 ft Fa =1.5 Fv =2.3 R =2.0 IE =1.0 SMS = FaSs =0.5516 SM1 = FvS1 =0.3287 Seismic Design Category SDS = 2/3 SMS =0.3677 C SD1 = 2/3 SM1 =0.2192 D Cs = 1.2*SDS/(R/IE) =0.1839 Controls Ta = CThn 3/4 =0.1891 Cs < SD1/[(R/IE)T] =0.5793 Cs > 0.044SDSIE =0.0162 Cs > 0.5S1/(R/IE) =0.0355 V = CsW =0.1839 W 0.7*V =0.1287 W Page 5 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Page 6 of 28 GYP Seismic Component Loading wp =1 psf weight of element Vpx =0 plf ww =1 psf weight of wall Lb =54 ft length of the building NOTE: Use 1 for unit weight to achieve an answer per element unit weight Connections Fp = 0.133 SDS wp =0.05 psf or Fp = 0.05 wp =0.05 psf Diaphragm Fp = 0.2 IE SDS wp + Vpx =0.07 psf Bearing Walls & Shear Walls Out of Plane Forces Fp = 0.40 IE SDS ww =0.15 psf Controls 12.11.1 Fp = 0.10 ww =0.10 psf 12.11.1 Portion of seismic shear load at the level of the diaphragm, required to be transferred to the components of the vertical seismic-force-resisting system beacause of the offsets or changes in the stiffness of the vertical components above of below the diaphragm. Anchorage Fp = 0.40 IE SDS ww ka =0.2 psf 12.11-1 Fp = 0.2 IE ka ww =0.3080 psf Controls ka = 1.0 + Lb / 100 =1.5400 12.11-2 Note: 12.11.2.2.2 The strength design forces for steel elements of the structural wall anchorage system, with exception of anchor bolts and reinforcing steel, shall be increased by 1.4 times the forces otherwise noted above. Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Input Data: Wind Speed, V =115 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification =II (Table 1.5-1 Risk Category) Exposure Category =C (Sect. 26.7) Ridge Height, hr =16.33 ft. (hr >= he) Eave Height, he =10.00 ft. (he <= hr) Building Width =24.00 ft. (Normal to Building Ridge) Building Length =44.00 ft. (Parallel to Building Ridge) Roof Type =Gable (Gable or Monoslope) Topo. Factor, Kzt =1.00 (Sect. 26.8 & Figure 26.8-1) Direct. Factor, Kd =0.85 (Table 26.6) Enclosed? (Y/N)Y (Sect. 26.2 & Table 26.11-1) Hurricane Region? N Resulting Parameters and Coefficients: Roof Angle, q =27.81 deg. Mean Roof Ht., h =13.17 ft. (h = (hr+he)/2, for angle >10 deg.) Check Criteria for a Low-Rise Building: 1. Is h <= 60' ?Yes, O.K. 2. Is h <= Lesser of L or B?Yes, O.K. External Pressure Coeff's., GCpf (Fig. 28.4-1): (For values, see following wind load tabulations.) Positive & Negative Internal Pressure Coefficients, GCpi (Table 26.11-1): +GCpi Coef. =0.18 (positive internal pressure) -GCpi Coef. =-0.18 (negative internal pressure) If h < 15 then: Kh = 2.01*(15/zg)^(2/a) (Table 28.3-1) If h >= 15 then: Kh = 2.01*(z/zg)^(2/a) (Table 28.3-1) a =9.50 (Table 26.9-1) zg =900 (Table 26.9-1) Kh =0.85 (Kh = Kz evaluated at z = h) Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 28.3.2, Eq. 28.3-1) qh =24.43 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 28.4.1): p = qh*[(GCpf) - (+/-GCpi)] (psf, Eq. 28.4-1) Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1): a =3.00 ft. 2*a =6.00 ft. WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings Using Method 2: Analytical Procedure (Section 27 & 28) for Low-Rise Buildings q o L B hr heh<=60' Wind Plan Elevation L Page 7 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B Surface GCpf p = Net Pressures (psf)Surface *GCpf p = Net Pressures (psf) (w/ +GCpi)(w/ -GCpi)(w/ +GCpi)(w/ -GCpi) Zone 1 0.55 9.12 17.92 Zone 1 0.40 5.37 14.17 Zone 2 0.01 -4.08 4.72 Zone 2 -0.69 -21.25 -12.46 Zone 3 -0.44 -15.17 -6.37 Zone 3 -0.37 -13.44 -4.64 Zone 4 -0.38 -13.76 -4.96 Zone 4 -0.29 -11.48 -2.69 Zone 5 ---------Zone 5 -0.45 -15.39 -6.60 Zone 6 ---------Zone 6 -0.45 -15.39 -6.60 Zone 1E 0.71 13.05 21.84 Zone 1E 0.61 10.50 19.30 Zone 2E -0.02 -4.96 3.83 Zone 2E -1.07 -30.54 -21.74 Zone 3E -0.57 -18.20 -9.41 Zone 3E -0.53 -17.34 -8.55 Zone 4E -0.52 -16.98 -8.18 Zone 4E -0.43 -14.90 -6.11 Zone 5E ---------Zone 5E 0.61 10.50 19.30 Zone 6E ---------Zone 6E -0.43 -14.90 -6.11 *Note: Use roof angle q = 0 degrees for Longitudinal Direction. For Case A when GCpf is neg. in Zones 2/2E:For Case B when GCpf is neg. in Zones 2/2E: Zones 2/2E dist. =N.A.ft.Zones 2/2E dist. =22.00 ft. Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. MWFRS Wind Load for Load Case A, Torsional Case MWFRS Wind Load for Case B, Torsional Case Surface GCpf p = Net Pressure (psf)Surface GCpf p = Net Pressure (psf) (w/ +GCpi)(w/ -GCpi)(w/ +GCpi)(w/ -GCpi) Zone 1T ---2.28 4.48 Zone 1T ---1.34 3.54 Zone 2T ----1.02 1.18 Zone 2T ----5.31 -3.11 Zone 3T ----3.79 -1.59 Zone 3T ----3.36 -1.16 Zone 4T ----3.44 -1.24 Zone 4T ----2.87 -0.67 Zone 5T ---------Zone 5T ----3.85 -1.65 Zone 6T ---------Zone 6T ----3.85 -1.65 Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone 1 is windward wall for interior zone.Zone 1E is windward wall for end zone. Zone 2 is windward roof for interior zone.Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone.Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone.Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls.Zone 5E & 6E is sidewalls for end zone. Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewalls for torsional case. 2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference corner. Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame construction, and buildings <=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf. Page 8 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Low-Rise Buildings h <= 60' Page 9 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Input Data: Wind Speed, V =115 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification =II (Table 1.5-1 Risk Category) Exposure Category =C (Sect. 26.7) Ridge Height, hr =16.33 ft. (hr >= he) Eave Height, he =10 ft. (he <= hr) Building Width =24 ft. (Normal to Building Ridge) Building Length =44 ft. (Parallel to Building Ridge) Roof Type =Gable (Gable or Monoslope) Topo. Factor, Kzt =1 (Sect. 26.8 & Figure 26.8-1) Direct. Factor, Kd =0.85 (Table 26.6) Enclosed? (Y/N)Y (Sect. 28.6-1 & Figure 26.11-1) Hurricane Region?N Component Name =Wall (Girt, Siding, Wall, or Fastener) Effective Area, Ae =33.33333 ft.^2 (Area Tributary to C&C) Resulting Parameters and Coefficients: Roof Angle, q =27.81 deg. Mean Roof Ht., h =13.17 ft. (h = (hr+he)/2, for roof angle >10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. =0.91 (Fig. 30.4-1) GCp Zone 5 Pos. =0.91 (Fig. 30.4-1) GCp Zone 4 Neg. =-1.01 (Fig. 30.4-1) GCp Zone 5 Neg. =-1.22 (Fig. 30.4-1) Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): +GCpi Coef. =0.18 (positive internal pressure) -GCpi Coef. =-0.18 (negative internal pressure) If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 30.3-1) a =9.50 (Table 26.9-1) zg =900 (Table 26.9-1) Kh =0.85 (Kh = Kz evaluated at z = h) Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh =24.43 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 30.4 & 30.6): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 30.6) Per ASCE 7-16 Code for Buildings of Any Height Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6) WIND LOADING ANALYSIS - Wall Components and Cladding q o L B hr heh Plan Elevation L Page 10 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Wind Load Tabulation for Wall Components & Cladding Component z Kh qh p = Net Design Pressures (psf) (ft.)(psf)Zone 4 (+)Zone 4 (-)Zone 5 (+)Zone 5 (-) Wall 0 0.85 24.43 26.57 -29.01 26.57 -34.09 15.00 0.85 24.43 26.57 -29.01 26.57 -34.09 For z = hr:16.33 0.85 24.43 26.57 -29.01 26.57 -34.09 For z = he:10.00 0.85 24.43 26.57 -29.01 26.57 -34.09 For z = h:13.17 0.85 24.43 26.57 -29.01 26.57 -34.09 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 5 (end zones), 'a' =3.00 ft. 3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 4. References : a. ASCE 7-16, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004). Page 11 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Wall Components and Cladding: Wall Zones for Buildings with h <= 60 ft. Wall Zones for Buildings with h > 60 ft. Page 12 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Input Data: Wind Speed, V =115 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification =II (Table 1-1 Occupancy Category) Exposure Category =C (Sect. 26.7) Ridge Height, hr =16.33 ft. (hr >= he) Eave Height, he =10 ft. (he <= hr) Building Width =24 ft. (Normal to Building Ridge) Building Length =44 ft. (Parallel to Building Ridge) Roof Type =Gable (Gable or Monoslope) Topo. Factor, Kzt =1 (Sect. 26.8 & Figure 26.8-1) Direct. Factor, Kd =0.85 (Table 26.6) Enclosed? (Y/N)Y (Sect. 28.6-1 & Figure 26.11-1) Hurricane Region?N Component Name =Joist (Purlin, Joist, Decking, or Fastener) Effective Area, Ae =133.3333 ft.^2 (Area Tributary to C&C) Overhangs? (Y/N)Y (if used, overhangs on all sides) Resulting Parameters and Coefficients: Roof Angle, q =27.81 deg. Mean Roof Ht., h =13.17 ft. (h = (hr+he)/2, for roof angle >10 deg.) Roof External Pressure Coefficients, GCp: GCp Zone 1-3 Pos. =0.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 1 Neg. =-0.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 2 Neg. =-1.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 3 Neg. =-1.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): +GCpi Coef. =0.18 (positive internal pressure) -GCpi Coef. =-0.18 (negative internal pressure) If z <= 15 then: Kz = 2.01*(15/zg)^(2/a) , If z > 15 then: Kz = 2.01*(z/zg)^(2/a) (Table 30.3-1) a =9.50 (Table 26.9-1) zg =900 (Table 26.9-1) Kh =0.85 (Kh = Kz evaluated at z = h) Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh =24.43 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 30.4 & 30.6): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qh for roof qi = qh for roof (conservatively assumed per Sect. 30.6) WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-16 Code for Bldgs. of Any Height with Gable Roof q <= 45o or Monoslope Roof q <= 3o Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6) q o L B hr he h Plan Elevation L Page 13 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Wind Load Tabulation for Roof Components & Cladding Component z Kh qh p = Net Design Pressures (psf) (ft.)(psf)Zone 1,2,3 (+)Zone 1 (-)Zone 2 (-)Zone 3 (-) Joist 0 0.85 24.43 23.94 -23.94 -48.37 -48.37 15.00 0.85 24.43 23.94 -23.94 -48.37 -48.37 For z = hr:16.33 0.85 24.43 23.94 -23.94 -48.37 -48.37 For z = he:10.00 0.85 24.43 23.94 -23.94 -48.37 -48.37 For z = h:13.17 0.85 24.43 23.94 -23.94 -48.37 -48.37 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 2 (edge), 'a' =3.00 ft. 3. Width of Zone 3 (corner), 'a' =3.00 ft. 4. For monoslope roofs with q <= 3 degrees, use Fig. 30.4-2A for 'GCp' values with 'qh'. 5. For buildings with h > 60' and q > 10 degrees, use Fig. 30.6-1 for 'GCpi' values with 'qh'. 6. For all buildings with overhangs, use Fig. 30.4-2B for 'GCp' values per Sect. 30.10. 7. If a parapet >= 3' in height is provided around perimeter of roof with q <= 10 degrees, Zone 3 shall be treated as Zone 2. 8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 9. References : a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004). Page 14 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Roof Components and Cladding: q <= 7 deg.7 deg. < q <= 27 deg.27 deg. < q <= 45 deg. Roof Zones for Buildings with h <= 60 ft. (for Gable Roofs <= 45o and Monoslope Roofs <= 3o) Roof Zones for Buildings with h > 60 ft. (for Gable Roofs <= 10o and Monoslope Roofs <= 3o) Page 15 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Wind Shear Force Calculations From 'ASCE 7-16 Wind Loading Analysis': a =2a =6.00 feet Z1 = Z1E = 10.50 psf Z2 = Z2E = -30.54 psf Z3 = Z3E = -17.34 psf Z4 = Z4E = -14.90 psf 16.94 10 6.3 8.00 16.94 3.20 8 = 15.24 10 6.3 17.00 15.24 3.20 17 = 15.24 10 6.3 17.00 15.24 3.20 17 = 16.30 10 2.25 10.00 16.30 2.00 10 = 16.07 10 2.25 11.00 16.07 2.00 11 = 16.07 10 2.25 11.00 16.07 2.00 11 = 15.08 10 6.3 19.00 15.08 3.20 19 = 15.08 10 6.3 19.00 15.08 3.20 19 = 15.57 10 2.25 14.00 15.57 2.00 14 = 15.57 10 2.25 14.00 15.57 2.00 14 = Y3-1 3.09++ Y4-1 1.01 Y1-1 0.82++ Y2-1 2.89++ 2.86++ X2-1 2.63+ X1-1 ++ LOAD CASE 'B'LOAD CASE 'A' 3.00 psf 5.37 psf9.12 psf -13.76 psf 2a = Z1E = Z2E = Z3E = Z4E = 3.00 feet -18.20 psf -16.98 psf 6.00 feet 13.05 psf -11.48 psf -15.17 psf a = Z1 = Z2 = Z3 = Z4 = -4.08 psf ++ ++ ++ ++ + -21.25 psf 0.6*WrE -13.44 psf 7.9 psf = (Z1 + Z4) * 0.6 = = (Z1E + Z4E) * 0.6 = 0.6*WwE 0.6*Ww Wr, We truss trib (ft) = (Z1E + Z4E) * 0.6 = -4.96 psf wall line dist (ft) + 'B' FACTORED LOADS 15.2 psf 4.7 psf 7.9 psf 10.1 psf = (Z2 + Z3) * 0.6 = = (Z2E + Z3E) * 0.6 = = (Z1 + Z4) * 0.6 = 'A' FACTORED LOADS 13.7 psf 18.0 psf0.6*WwE Ww, WwE Wr, WrE 0.6*Wr Wall Line Wind Force (psf) Wall ht (ft) Parapet (W/ 2.25 mult.) wall line dist. (ft) 0.6*Wr 0.6*WrE 0.6*Ww = (Z2E + Z3E) * 0.6 = Wind Force (kips) Shear, Upper (#) =+ Wind Force (psf) 6.7 psf= (Z2 + Z3) * 0.6 = Page 16 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Seismic Shear Force Calculations From 'ASCE7-16 Seismic Loading Analysis': 17 8 19 + OSB 12.0 10 8 .04Wp = 17 17 44 + OSB 12.0 10 17 .04Wp = 17 17 44 + OSB 12.0 10 17 .04Wp = 17 10 12.5 + OSB 12.0 10 10 .04Wp = OSB 17 11 15 + OSB 12.0 10 11 .04Wp = 17 11 15 + GYP 8.0 10 11 .13Wp = 17 19 19 + GYP 8.0 10 19 .13Wp = 17 19 19 + GYP 8.0 10 19 .13Wp = 17 14 20 + GYP 8.0 10 14 .13Wp = 17 14 20 + OSB 12.0 10 14 .04Wp = OSB Y1-1 0.11 Wind Y4-1 0.16 Wind Y2-1 0.88 Wind Y3-1 1.04 Wind X2-1 0.42 Wind X1-1 0.42 Wind Wa l l L i n e La t e r a l Co n t r o l Sh e a r Fo r c e (k i p s ) =*C s Pe r p W a l l le n g t h ( f t ) Wa l l He i g h t ( f t ) Wa l l ( p s f ) Wa l l T y p e +Ar e a L ( f t ) Ar e a W (f t ) Ro o f ( p s f ) Page 17 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 11.00 ft Total length of wall 11.00 L =11.00 ft Total length of shear wallLw =11.00 ft Total length of full height segments H =10.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =1259 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =17.00 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete N y/n Wall Connected to Truss or Joist Y y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =114 plf Unit base shearvreq = vbase/SCAF =114 plf Effective unit base shear OTM =12,589 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 8,289 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 114 plf Blocking Unit Shear 114.45 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(2) Minimum Holdown Ta T =692 lbs Simpson LSTHD8 2145 OR:Simpson DTT2Z 2145 OSB Wall Sheathing attachment Min Shear Wall Segment:2.86 ft Provide:Va= 336 OR:Va=0 Blocking / Nailing Framing Attachment "Typ. Gable / Drag Truss or Rim Nailing" W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. Shearwall segments X1-1 Holdown Type Strap Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". 7/16" OSB W/ 8d Nails @ 6'' O.C. Page 18 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 14.00 ft Total length of wall 14.00 L =14.00 ft Total length of shear wallLw =14.00 ft Total length of full height segments H =10.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =1602 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =68.00 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete N y/n Wall Connected to Truss or Joist Y y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =114 plf Unit base shearvreq = vbase/SCAF =114 plf Effective unit base shear OTM =16,022 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 18,424 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 114 plf Blocking Unit Shear 114.45 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(2) Minimum Holdown Ta T =355 lbs Intersecting wall 500 OSB Wall Sheathing attachment Min Shear Wall Segment:2.86 ft Provide:Va= 336 OR:Va=0 Blocking / Nailing Framing Attachment "Typ. Gable / Drag Truss or Rim Nailing" X1-1 (2) Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". Shearwall segments Type Misc 7/16" OSB W/ 8d Nails @ 6'' O.C. W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. Page 19 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 19.00 ft Total length of wall 7.83 L =19.00 ft Total length of shear wall 6.75Lw =14.58 ft Total length of full height segments H =10.00 ft height of shear wall H' =4.00 ft Maximum opening height V1 =1444 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =161.50 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete Y y/n Wall Connected to Truss or Joist N y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =0.767 Percent of full height segments%oh = H'/H =0.400 Percent of maximum opening height SCAF =0.96 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =99 plf Unit base shearvreq = vbase/SCAF =104 plf Effective unit base shear OTM =15,111 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 50,811 lb ft Resisting moment of total length of wall r=0.8919CO= 0.9555 76 plf Blocking Unit Shear 103.64 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(2) Minimum T =Not Req'd lbs OSB Wall Sheathing attachment Min Shear Wall Segment:2.86 ft Provide:Va= 336 OR:Va=0 Blocking / Nailing Framing Attachment "No Blocking Required" Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". 7/16" OSB W/ 8d Nails @ 6'' O.C. W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. X2-1 Shearwall segments Page 20 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 12.00 ft Total length of wall 12.00 L =12.00 ft Total length of shear wallLw =12.00 ft Total length of full height segments H =10.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =1188 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =17.00 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete N y/n Wall Connected to Truss or Joist Y y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =99 plf Unit base shearvreq = vbase/SCAF =99 plf Effective unit base shear OTM =11,884 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 9,864 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 99 plf Blocking Unit Shear 99.03 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(2) Minimum Holdown Ta T =497 lbs Intersecting wall 500 OSB Wall Sheathing attachment Min Shear Wall Segment:2.86 ft Provide:Va= 336 OR:Va=0 Blocking / Nailing Framing Attachment "Typ. Gable / Drag Truss or Rim Nailing" X2-1 (2) Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". Shearwall segments Type Misc 7/16" OSB W/ 8d Nails @ 6'' O.C. W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. Page 21 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 15.00 ft Total length of wall 8.72 L =8.72 ft Total length of shear wallLw =8.72 ft Total length of full height segments H =9.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =817 lbs Total Wind force at top of wallwDL self =108 plf Self weightwDL above =144.50 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete Y y/n Wall Connected to Truss or Joist N y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =94 plf Unit base shearvreq = vbase/SCAF =94 plf Effective unit base shear OTM =7,356 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 9,600 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 54 plf Blocking Unit Shear 93.73 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(2) Minimum Holdown Ta T =183 lbs Intersecting wall 500 OSB Wall Sheathing attachment Min Shear Wall Segment:2.57 ft Provide:Va= 336 OR:Va=0 Blocking / Nailing Framing Attachment "No Blocking Required" Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". 7/16" OSB W/ 8d Nails @ 6'' O.C. W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. Misc Y1-1 Shearwall segments Type Page 22 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 19.00 ft Total length of wall 12.48 L =12.48 ft Total length of shear wallLw =12.48 ft Total length of full height segments H =10.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =2895 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =110.50 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete Y y/n Wall Connected to Truss or Joist N y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =232 plf Unit base shearvreq = vbase/SCAF =232 plf Effective unit base shearOTM =28,948 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 17,950 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 152 plf Blocking Unit Shear 231.96 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(3) Minimum Holdown Ta T =1457 lbs Simpson LSTHD8 2145OR:Simpson DTT2Z 2145 OSB Wall Sheathing attachment Min Shear Wall Segment:2.86 ft Provide:Va= 336 OR:Va=0 Gyp Board Wall Sheathing attachment Min Shear Wall Segment:5.00 ft Provide:Va=250 WB OR: Blocking / Nailing Framing Attachment "No Blocking Required" Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". 7/16" OSB W/ 8d Nails @ 6'' O.C. W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. 1/2" GYP Board W/ 5d Cooler Nails or Screws, Blocked @ 6' O.C. (BOTH SIDES) 1/2" GYP Board W/ 5d Cooler Nails or Screws, Unblocked @ 4'' O.C. (BOTH SIDES) Holdown Strap Y2-1 Shearwall segments Type Page 23 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 15.50 ft Total length of wall 10.90 L =10.90 ft Total length of shear wallLw =10.90 ft Total length of full height segments H =10.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =3085 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =136.00 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete N y/n Wall Connected to Truss or Joist Y y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =283 plf Unit base shearvreq = vbase/SCAF =283 plf Effective unit base shearOTM =30,853 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 15,208 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 199 plf Blocking Unit Shear 283.06 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 60 '' O.C.(3) Minimum Holdown Ta T =1993 lbs Simpson LSTHD8 2145OR:Simpson DTT2Z 2145 Gyp Board Wall Sheathing attachment Min Shear Wall Segment:5.00 ft Provide:Va=300 WC Blocking / Nailing Framing Attachment Nail Gable / Drag Truss or Rim to Top Plate W/10d's @ 6" O.C.to Top Plate Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". 1/2" GYP Board W/ 5d Cooler Nails or Screws, Blocked @ 4'' O.C. (BOTH SIDES) Holdown Strap Y3-1 Shearwall segments Type Page 24 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Description:Shear Wall Shear Wall Forces 12.50 ft Total length of wall 12.50 L =12.50 ft Total length of shear wallLw =12.50 ft Total length of full height segments H =10.00 ft height of shear wall H' =0.00 ft Maximum opening height V1 =1008 lbs Total Wind force at top of wallwDL self =120 plf Self weightwDL above =136.00 plf Applied dead load 7/16 in Prefered OSB thickness 1/2 in Prefered Gyp thickness Y y/n Wall Connected to Concrete Y y/n Wall Connected to Truss or Joist N y/n Wall Connected to Gable / Drag Truss or Rim Unit Base Shear%fh = Lw/L =1.000 Percent of full height segments%oh = H'/H =0.000 Percent of maximum opening height SCAF =1.00 Shear capacity adjustment factors (NDS SDPWS Table )vbase = V1/Lw =81 plf Unit base shearvreq = vbase/SCAF =81 plf Effective unit base shear OTM =10,078 lb ft Overturning moment of total length of wall Shear wall adjustment factor RM = 20,000 lb ft Resisting moment of total length of wall r=1.0000CO= 1.0000 81 plf Blocking Unit Shear 80.63 Force Calculated Shear Transfer to Concrete: 1/2 Anchor Bolts @ 72 '' O.C.(2) Minimum T =Not Req'd lbs OSB Wall Sheathing attachment Min Shear Wall Segment:2.86 ft Provide:Va= 336 OR:Va=0 Blocking / Nailing Framing Attachment "No Blocking Required" Perforated Shear Wall Calculation Sheet: This spreadsheet is made in conformance to the IBC Chapters 2305-2308 and AFPA's "SDPWS: Lateral Force Resisting Systems". 7/16" OSB W/ 8d Nails @ 6'' O.C. W1 7/16" OSB W/ 1½ 16 Gage Staples @ 3'' O.C. Y4-1 Shearwall segments Page 25 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Header Calculations Roof Floor Wall Total Load Dead Load Dead Load Dead Load Dead Load 162 0 40 201 plf Live / Snow Load Live Load Live Load 333 0 333 plf This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in Red and outputs are in BOLDFACE. Description:3 ft Opening 4 ft Opening 4.3 ft Opening 7 ft Opening Header Callout (2)2x4 DF-L No. 2 (2)2x6 DF-L No. 2 (2)2x6 DF-L No. 2 (2)2x10 DF-L No. 2 Trimmers (1)2x DF #2 (1)2x DF #2 (1)2x DF #2 (1)2x DF #2 Wood Design Species DF-L DF-L DF-L DF-L Grade No. 2 No. 2 No. 2 No. 2 Width 3.00 in 3.00 in 3.00 in 3.00 in Depth 3.50 in 5.50 in 5.50 in 9.25 in Load lu 3.0 ft 4.0 ft 4.3 ft 7.0 ft le 5.8 ft 7.9 ft 8.4 ft 13.7 ft Adjustment Factors Cd 1.15 1.15 1.15 1.15 CF 1.5 1.3 1.3 1.1 Material Properties Fb 900 psi 900 psi 900 psi 900 psi Fv 180 psi 180 psi 180 psi 180 psi E 1,600,000 psi 1,600,000 psi 1,600,000 psi 1,600,000 psi Emin 580,000 psi 580,000 psi 580,000 psi 580,000 psi Calculated Prop. A 10.50 in^2 16.50 in^2 16.50 in^2 27.75 in^2 I 10.72 in^4 41.59 in^4 41.59 in^4 197.86 in^4 S 6.13 in^3 15.13 in^3 15.13 in^3 42.78 in^3 RB 5.19 7.61 7.87 13.01 Emin'580,000 psi 580,000 psi 580,000 psi 580,000 psi FbE 25,870 psi 12,021 psi 11,248 psi 4,112 psi Fb*1,553 psi 1,346 psi 1,346 psi 1,139 psi CL 1 1 1 1 Shear and Moment M 7,208 lb-in 12,815 lb-in 15,038 lb-in 39,246 lb-in V 801 lbs 1,068 lbs 1,157 lbs 1,869 lbs Stress fb 1,177 psi 847 psi 994 psi 917 psi Fb'1,548 psi 1,337 psi 1,336 psi 1,118 psi fb/Fb'0.76 0.63 0.74 0.82 fv 114 psi 97 psi 105 psi 101 psi Fv'207 psi 207 psi 207 psi 207 psi fv/Fv'0.55 0.47 0.51 0.49 Max Ratio 0.76 0.63 0.74 0.82 Pass Pass Pass Pass Deflection ΔTL 0.06 in 0.05 in 0.06 in 0.09 in L/634 L/1,039 L/817 L/922 ΔLL 0.04 in 0.03 in 0.04 in 0.06 in L/1,019 L/1,668 L/1,312 L/1,480 Pass Pass Pass Pass Total Load 534 plf Page 26 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Tall Wall Calculations This spreadsheet is used for designing a stud wall according to the NDS. Inputs are in ITALICS and outputs are in BOLDFACE. Description: Type:Type:Type: Species:Species:Species: Grade:Grade:Grade: nominal width t =2 in 1.50 in t =2 in 1.50 in t =2 in 1.50 in nominal depth d =6 in 5.50 in d =6 in 5.50 in d =6 in 5.50 in Span L =10 ft 9.750 ft L =10 ft 9.750 ft L =10 ft 9.750 ft stud spacing s =16 in w/o Plates s =52.25 in w/o Plates s =16 in w/o Plates Lateral pressure wwind =17.41 psf wwind =17.41 psf wwind =5.00 psf axial load P =1262 lbs P =50 lbs P =3312 lbs eccentricity e =0 in e =0 in e =0 in KcE =0.3 KcE =0.3 KcE =0.3 c =0.8 c =0.8 c =0.8 w = 23.2 plf w = 75.8 plf w = 6.7 plf Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp 900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi Cd =1.60 1.60 1.60 1.60 1.60 1.60 1.15 1.15 1.15 CF =1.30 1.10 1.30 1.10 1.30 1.10 Cr =1.15 1.00 1.00 Cp =0.39 0.39 0.51 CH =1.00 1.00 1.00 Cb = 1.07 1.07 1.07 Allowable Stress: F'b = Fb Cd CF Cr =2,153 psi Fb Cd CF Cr =1,872 psi Fb Cd CF Cr =1,346 psi F'v = F'v Cd CH =288 psi F'v Cd CH =288 psi F'v Cd CH =207 psi F*c = Fc Cd CF =2,376 psi Fc Cd CF =2,376 psi Fc Cd CF =1,708 psi FcE = (KcE E')/(le/d)2 =1,061 psi (KcE E')/(le/d)2 =1,061 psi (KcE E')/(le/d)2 =1,061 psi F'c = Fc Cd CF Cp =938 psi Fc Cd CF Cp =938 psi Fc Cd CF Cp =876 psi F'c perp =Fc perp Cb =668 psi Fc perp Cb =668 psi Fc perp Cb =668 psi E' =E =1,600,000 psi E =1,600,000 psi E =1,600,000 psi RB =17 < 50 OK 17 < 50 OK 17 < 50 OK FbE =2434 psi 2434 psi 2434 psi Bending: M =w L2/8 + P e/12 =276 lb ft w L2/8 + P e/12 =901 lb ft w L2/8 + P e/12 =79 lb ft fb =M/S =438 psi < F'b OK M/S =1429 psi < F'b OK M/S =126 psi < F'b OK S = 7.56 in3 S = 7.56 in3 S = 7.56 in3 Shear: V = w L/2 = 85 lbs w L/2 = 85 lbs w L/2 = 24 lbs fv =1.5 V/A =15.43 psi < F'v OK 1.5 V/A =15.43 psi < F'v OK 1.5 V/A =4.43 psi < F'v OK A = 8.25 in2 A = 8.25 in2 A = 8.25 in2 Compression: fc =P/A =152.9 psi < F'c OK P/A =6.1 psi < F'c OK P/A =401.5 psi < F'c OK fc perp =P/A =152.9 psi < F'c OK P/A =6.1 psi < F'c OK P/A =401.5 psi < F'c OK Combined: 0.26 < 1.0 OK 0.77 < 1.0 OK 0.36 < 1.0 OK Deflection: D = 22.5 w L 4/E' I =0.14 in =SPAN 22.5 w L4/E' I =0.46 in =SPAN 22.5 w L4/E' I =0.04 in =SPAN I = 20.80 in4 825 I = 20.80 in4 253 I = 20.80 in4 2872 > 180 OK > 180 OK > 180 OK 10' Tall Wall King Stud (7' Max Opening) 10' Trimmer (fc/Fc)2 + {fb/[Fb(1-(fc/FcE)]} = Emin 580,000 psi E Buckling and crushing interaction factor for E Emin E 1,600,000 psi 580,000 psi 1,600,000 psi (fc/Fc)2 + {fb/[Fb(1-(fc/FcE)]} = (fc/Fc)2 + {fb/[Fb(1-(fc/FcE)]} = Emin 580,000 psi 1,600,000 psi 2x Lumber (2"-4") DF-L No. 2 2x Lumber (2"-4") DF-L No. 2 2x Lumber (2"-4") DF-L No. 2 Page 27 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021 Individual Footing Design Program:Cont. Footing Design Description: Inputs are in ITALICS and outputs are in BOLDFACE. Soil Bearing Pressure: Roof Dead ( 17psf )=240plf Snow Live ( 35psf )=706plf Floor Dead ( 12psf )=24plf Floor Live ( 40psf )=80plf Wall Load:( 12psf )=120plf Conc Stem:( 145pcf )(2 x .5ft)=145plf Misc Load:( .0ft )( .0ft )( .0ft )=plf 1669plf Use Footing Width:16 x 8 in W/(2)#4 Cont. ( 10.0ft ) Misc 1500psf ( 2.0ft ) ( 2.0ft ) Roof ( 14.1ft ) ( 14.1ft ) Main Floor Page 28 of 28 Project Name: Java Express Project #: 2021-12305 Location: Rexburg, Idaho Engineering: LH Checker: SR 10/13/2021