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Home My WebLink AboutCBA Carmel IN - Structural Calcs 796 Merus Ct St. Louis, MO 63026 OFFICE: 636-349-1600 FAX: 636-349-1730 Website: www.aedificacase.com Certificate of Authority: 2013032200067 Structural Calculations Client: Cortland Morgan Architect Project: Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Project # IHCI-07-01-2019 Date: May 20, 2019 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor =0.0 hr Building Geometry: Roof angle (θ) 6.00 / 12 26.6 deg Building length (L) 38.7 ft Least width (B) 26.5 ft Mean Roof Ht (h) 14.7 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Corridors above first floor 80 psf Balconies (exterior) - same as occupancy 50 psf International Building Code 2012 Business Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor =0.0 hr Building Geometry: Roof angle (θ) 6.00 / 12 26.6 deg Building length (L) 134.8 ft Least width (B) 40.3 ft Mean Roof Ht (h) 20.3 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Partitions N/A Partitions N/A International Building Code 2012 Business Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Wind Loads :ASCE 7- 10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Partially Enclosed Internal pressure +/-0.55 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =14.7 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 26.5 ft h/B = 0.55 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.93 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =14.7 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R =0.000 G =0.000 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 40.7 sf Ao ≥ 1.1Aoi NO Ag 445.0 sf Ao > 4' or 0.01Ag YES Aoi 92.7 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 1442.8 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3 Constant = 0.00256 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Wind Loads :ASCE 7- 10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Partially Enclosed Internal pressure +/-0.55 Directionality (Kd) 0.85 Kh case 1 0.904 Kh case 2 0.904 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =20.3 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 40.3 ft h/B = 0.50 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.92 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =20.3 ft G =0.88 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R =0.000 G =0.000 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 1052.0 sf Ao ≥ 1.1Aoi YES Ag 2217.7 sf Ao > 4' or 0.01Ag YES Aoi 0.0 sf Aoi / Agi ≤ 0.20 YES Building IS Agi 7148.3 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3 Constant = 0.00256 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.85 Edge Strip (a) =3.0 ft Base pressure (qh) =24.4 psf End Zone (2a) =6.0 ft GCpi = +/-0.55 Zone 2 length =13.3 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 1.10 0.00 -0.45 0.10 -1.00 2 -0.10 0.45 -0.65 -0.69 -0.14 -1.24 3 -0.45 0.10 -1.00 -0.37 0.18 -0.92 4 -0.39 0.16 -0.94 -0.45 0.10 -1.00 5 0.40 0.95 -0.15 6 -0.29 0.26 -0.84 1E 0.73 1.28 0.18 -0.48 0.07 -1.03 2E -0.19 0.36 -0.74 -1.07 -0.52 -1.62 3E -0.58 -0.03 -1.13 -0.53 0.02 -1.08 4E -0.53 0.02 -1.08 -0.48 0.07 -1.03 5E 0.61 1.16 0.06 6E -0.43 0.12 -0.98 Ultimate Wind Surface Pressures (psf) 1 26.9 0.0 2.4 -24.4 2 11.0 -15.9 -3.4 -30.3 3 2.5 -24.4 4.4 -22.5 4 3.9 -23.0 2.4 -24.4 5 23.2 -3.7 6 6.4 -20.5 1E 31.2 4.3 1.7 -25.2 2E 8.8 -18.1 -12.7 -39.6 3E -0.9 -27.7 0.5 -26.4 4E 0.4 -26.5 1.7 -25.2 5E 28.3 1.5 6E 2.9 -23.9 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 8.5 psf End Zone: Wall 30.8 psf Roof 9.6 psf Longitudinal direction (parallel to L) Interior Zone: Wall 16.9 psf End Zone: Wall 25.4 psf θ = 26.6 deg Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.90 Edge Strip (a) =4.0 ft Base pressure (qh) =26.0 psf End Zone (2a) =8.1 ft GCpi = +/-0.55 Zone 2 length =20.2 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 1.10 0.00 -0.45 0.10 -1.00 2 -0.10 0.45 -0.65 -0.69 -0.14 -1.24 3 -0.45 0.10 -1.00 -0.37 0.18 -0.92 4 -0.39 0.16 -0.94 -0.45 0.10 -1.00 5 0.40 0.95 -0.15 6 -0.29 0.26 -0.84 1E 0.73 1.28 0.18 -0.48 0.07 -1.03 2E -0.19 0.36 -0.74 -1.07 -0.52 -1.62 3E -0.58 -0.03 -1.13 -0.53 0.02 -1.08 4E -0.53 0.02 -1.08 -0.48 0.07 -1.03 5E 0.61 1.16 0.06 6E -0.43 0.12 -0.98 Ultimate Wind Surface Pressures (psf) 1 28.6 0.0 2.6 -26.0 2 11.7 -16.9 -3.6 -32.3 3 2.7 -25.9 4.7 -23.9 4 4.1 -24.5 2.6 -26.0 5 24.7 -3.9 6 6.8 -21.9 1E 33.3 4.6 1.8 -26.8 2E 9.4 -19.3 -13.5 -42.2 3E -0.9 -29.5 0.5 -28.1 4E 0.4 -28.2 1.8 -26.8 5E 30.2 1.6 6E 3.1 -25.5 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =18.2 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 24.5 psf Roof 9.1 psf End Zone: Wall 32.9 psf Roof 10.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 18.0 psf End Zone: Wall 27.1 psf θ = 26.6 deg Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = 14.7 ft Base pressure (qh) =24.4 psf a = 3.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.55 Roof Angle (θ) = 26.6 deg Type of roof = Gable Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 54 sf 130 sf Negative Zone 1 -1.45 -1.38 -1.35 -35.4 -33.7 -33.0 -33.6 -33.0 Negative Zone 2 -2.25 -1.90 -1.75 -55.0 -46.4 -42.8 -46.0 -42.8 Negative Zone 3 -3.15 -2.73 -2.55 -77.0 -66.7 -62.3 -66.2 -62.3 Positive All Zones 1.05 0.91 0.85 25.7 22.2 20.8 22.1 20.8 Overhang Zone 2 -2.20 -2.20 -2.20 -53.7 -53.7 -53.7 -53.7 -53.7 Overhang Zone 3 -3.70 -2.86 -2.50 -90.4 -69.9 -61.1 -68.9 -61.1 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 13.4 psf) Parapet qp = 0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 0 sf CASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0 CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 27 sf 27 sf Negative Zone 4 -1.65 -1.47 -1.35 -40.3 -36.0 -33.0 -38.4 -38.4 Negative Zone 5 -1.95 -1.60 -1.35 -47.6 -39.0 -33.0 -43.9 -43.9 Positive Zone 4 & 5 1.55 1.37 1.25 37.9 33.6 30.5 36.0 36.0 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30°Gable 7°< θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.90 h = 20.3 ft Base pressure (qh) =26.0 psf a = 4.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.55 Roof Angle (θ) = 26.6 deg Type of roof = Gable Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 79 sf 166 sf Negative Zone 1 -1.45 -1.38 -1.35 -37.7 -35.9 -35.1 -35.4 -35.1 Negative Zone 2 -2.25 -1.90 -1.75 -58.5 -49.5 -45.5 -46.9 -45.5 Negative Zone 3 -3.15 -2.73 -2.55 -82.0 -71.1 -66.4 -68.0 -66.4 Positive All Zones 1.05 0.91 0.85 27.3 23.7 22.1 22.7 22.1 Overhang Zone 2 -2.20 -2.20 -2.20 -57.2 -57.2 -57.2 -57.2 -57.2 Overhang Zone 3 -3.70 -2.86 -2.50 -96.3 -74.5 -65.1 -68.3 -65.1 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 14.3 psf) Parapet qp = 0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 0 sf CASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0 CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 36 sf 65 sf Negative Zone 4 -1.65 -1.47 -1.35 -42.9 -38.3 -35.1 -40.4 -39.2 Negative Zone 5 -1.95 -1.60 -1.35 -50.7 -41.6 -35.1 -45.6 -43.3 Positive Zone 4 & 5 1.55 1.37 1.25 40.3 35.7 32.5 37.8 36.6 Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Shop 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30°Gable 7°< θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Snow Loads :ASCE 7-10 Nominal Snow Forces Roof slope = 26.6 deg Horiz. eave to ridge dist (W) = 13.3 ft Roof length parallel to ridge (L) =38.7 ft Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg =20.0 psf Risk Category =II Importance Factor I =1.0 Thermal Factor Ct =1.00 Exposure Factor Ce =1.0 Pf = 0.7*Ce*Ct*I*Pg =14.0 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs =0.67 Balanced Snow Load Ps =9.4 psf Rain on Snow Surcharge Angle 0.27 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge =0.0 psf Ps plus rain surcharge =9.4 psf Minimum Snow Load Pm =0.0 psf NOTE: Alternate spans of continuous beams Uniform Roof Design Snow Load =9.4 psf and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Required if slope is between 7 on 12 =30.26 deg and 2.38 deg =2.38 deg Unbalanced snow loads must be applied Windward snow load =2.8 psf = 0.3Ps Leeward snow load from ridge to 5.44' =26.3 psf = hdγ / √S + Ps Leeward snow load from 5.44' to the eave =9.4 psf = Ps Windward Snow Drifts 1 - Against walls, parapets, etc more than 15' long Upwind fetch lu = 27.0 ft Projection height h =5.2 ft Snow density g =16.6 pcf Balanced snow height hb =0.56 ft hd =1.14 ft hc =4.64 ft hc/hb >0.2 =8.2 Therefore, design for drift Drift height (hd)=1.14 ft Drift width w =4.56 ft Surcharge load: pd = γ*hd =18.9 psf Balanced Snow load: =9.4 psf 28.3 psf Ædifica Case Engineering JOB TITLE Christian Brothers Automotive - Office 796 Merus Court Carmel, Hamilton County, IN St. Louis, MO 63026 JOB NO.IHCI-07-01-2019 SHEET NO. 636.349.1600 CALCULATED BY EAD DATE 5/9/19 CHECKED BY DATE Seismic Loads:IBC 2012 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class : C Ss (0.2 sec) =15.30 %g S1 (1.0 sec) =8.30 %g Fa = 1.200 Sms = 0.184 SDS =0.122 Design Category = A Fv = 1.700 Sm1 = 0.141 SD1 =0.094 Design Category = B Seismic Design Category =B Number of Stories:1 Structure Type: All other building systems Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: Height not limited Actual Structural Height (hn) =21.0 ft DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) =6.5 Over-Strength Factor (Ωo) =2.5 Deflection Amplification Factor (Cd) =4 SDS =0.122 SD1 =0.094 ρ = redundancy coefficient Seismic Load Effect (E) = ρ QE +/- 0.2SDS D = ρ QE +/- 0.024D QE = horizontal seismic force Special Seismic Load Effect (Em) = Ωo QE +/- 0.2SDS D = 2.5 QE +/-0.024D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.70 Approx fundamental period (Ta) =CThn x = 0.196 sec x= 0.75 Tmax = CuTa = 0.334 User calculated fundamental period (T) =0 sec Use T = 0.196 Long Period Transition Period (TL) =ASCE7 map =12 Seismic response coef. (Cs) =SDSI/R =0.019 need not exceed Cs =Sd1 I /RT =0.074 but not less than Cs =0.010 USE Cs =0.019 Design Base Shear V =0.019W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type:All other structures Allowable story drift =0.020hsx where hsx is the story height below level x Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 8.5 psf End Zone: Wall 30.8 psf Roof 9.6 psf Longitudinal direction (parallel to L) Interior Zone: Wall 16.9 psf End Zone: Wall 25.4 psf Transverse direction, normal to L: Interior Zone: Wall = (9'-1.5"/2) x 23.0 psf = 104.94 plf Roof = (11'-2.5") x 8.5 psf = 95.27 plf Total interior zone loading = 104.94 plf + 95.27 plf = 200.21 plf End Zone: Wall = (9'-1.5"/2) x 30.8 psf = 140.53 plf Roof = (11'-2.5") x 9.6 psf = 107.60 plf Total end zone loading = 140.53 plf + 107.60 plf = 248.13 plf Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 8.5 psf End Zone: Wall 30.8 psf Roof 9.6 psf Longitudinal direction (parallel to L) Interior Zone: Wall 16.9 psf End Zone: Wall 25.4 psf Longitudinal direction, parallel to L: Interior Zone: Wall = (20'-4"/2) x 16.9 psf = 171.82 plf Total interior zone loading = 171.82 plf End Zone: Wall = (20'-4"/2) x 25.4 psf = 258.23 plf Total end zone loading = 258.23 plf 5 Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =18.2 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 24.5 psf Roof 9.1 psf End Zone: Wall 32.9 psf Roof 10.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 18.0 psf End Zone: Wall 27.1 psf Transverse direction, normal to L,: Interior Zone: Wall = (17'-9"/2) x 24.5 psf = 217.44 plf Roof = 8'-9" x 9.1 psf = 79.63 plf Total interior zone loading = 217.44 plf + 79.63 plf = 297.07 plf End Zone: Wall = (17'-9"/2) x 32.9 psf = 291.99 plf Roof = 8'-9" x 10.3 psf = 90.13 plf Total end zone loading = 291.99 plf + 90.13 plf = 382.12 plf Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =18.2 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 24.5 psf Roof 9.1 psf End Zone: Wall 32.9 psf Roof 10.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 18.0 psf End Zone: Wall 27.1 psf Longitudinal direction, parallel to L, Interior Zone: Wall = (26'-6"/2) x 18.0 psf = 238.50 plf Total interior zone loading = 238.50 plf End Zone: Wall = (26'-6"/2) x 27.1 psf = 359.08 plf Total end zone loading = 359.08 plf Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Transverse direction, normal to L,: Interior Zone: Wall = (15'-4"/2) x 24.5 psf = 187.83 plf Roof = 8'-10" x 9.1 psf = 80.38 plf Total interior zone loading 187.83 plf + 80.38 plf = 268.21 plf End Zone: Wall = (15'-4"/2) x 32.9 psf = 252.23 plf Roof = 8'-10" x 10.3 psf = 90.98 plf Total end zone loading = 268.21 plf + 90.98 plf = 359.19 plf Project Page 1 Date Project No By Description Checked Diaphragm type: Roof L = 26.54 ft P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 125 plf a1 =0.00 ft b1 =6.00 ft W2 = 103 plf a2 =6.00 ft b2 =26.54 ft W3 = a3 = b3 = W4 = a4 = b4 = d1 =0.00 ft d2 =26.54 ft R1 =1 484 lbs R2 =1 383 lbs Shear Diagram n1 = 43.7 plf n2 = 40.7 plf Nailing transition points: Max. Shear = Moment Diagram Operator notes: Max. Moment = Diaphragm Diaphragm chord depth = Mark Blk'g. Case Max. Unit Shear = -1- No 1 Chord Force = -2- Yes 1 -3- Yes 1 -4- Yes 115/32" 8d @ 2 1/2" 743 plf Use Mark -1- Roof Sheathing for Roof Diaphragm Wind Forces - N/S Direction Office 15/32" 8d @ 6" 378 plf 15/32" 8d @ 4" 505 plf Bndry Nailing Capacity 44 plf 15/32" 8d @ 6" 335 plf 273 lbs Capacities above are for sheathing applied to 2x nominal members. CBA - Carmel, IN 05/09/19 IHCI-07-01-2019 EAD Diaphragm Design N-S Office Element:Roof Diaphragm Wind Forces - N/S Direction Office 1 484 lbs 9 276 ft-lbs 34.00 ft Sheathing -2000 0 2000 4000 6000 8000 10000 0 5 10 15 20 25 30 -2000 -1500 -1000 -500 0 500 1000 1500 2000 0 5 10 15 20 25 30 Diaphragm Design N-S Wind Office Project Page 2 Date Project No By Description Checked Diaphragm type: Roof L = 46.79 ft P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 229 plf a1 =0.00 ft b1 =6.50 ft W2 = 178 plf a2 =6.50 ft b2 =46.79 ft W3 = a3 = b3 = W4 = a4 = b4 = d1 =0.00 ft d2 =46.79 ft R1 =4 479 lbs R2 =4 193 lbs Shear Diagram n1 = 207.5 plf n2 = 194.3 plf Nailing transition points: Max. Shear = Moment Diagram Operator notes: Max. Moment = Diaphragm Diaphragm chord depth = Mark Blk'g. Case Max. Unit Shear = -1- No 1 Chord Force = -2- Yes 1 -3- Yes 1 -4- Yes 1 15/32" 8d @ 4" 505 plf 15/32" 8d @ 2 1/2" 743 plf 15/32" 8d @ 6" 378 plf Use Mark -1- Roof Sheathing for Roof Diaphragm Wind Forces - N/S Direction ShopCapacities above are for sheathing applied to 2x nominal members. Sheathing Bndry Nailing Capacity 208 plf 15/32" 8d @ 6" 335 plf 2 287 lbs 4 479 lbs 49 359 ft-lbs 21.58 ft N-S Shop_ Tall Wall Element:Roof Diaphragm Wind Forces - N/S Direction Shop CBA - Carmel, IN 05/09/19 IHCI-07-01-2019 EAD Diaphragm Design -10000 0 10000 20000 30000 40000 50000 60000 0 10 20 30 40 50 -6000 -4000 -2000 0 2000 4000 6000 0 10 20 30 40 50 Diaphragm Design N-S Wind Shop_Tall Wall Project Page 3 Date Project No By Description Checked Element:Roof Diaphragm Wind Forces - N/S Direction Shop Diaphragm type: Roof L = 39.33 ft P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 216 plf a1 =0.00 ft b1 =6.26 ft W2 = 161 plf a2 =6.26 ft b2 =39.33 ft W3 = a3 = b3 = W4 = a4 = b4 = d1 =0.00 ft d2 =39.33 ft R1 =3 479 lbs R2 =3 192 lbs Shear Diagram n1 = 161.2 plf n2 = 147.9 plf Nailing transition points: Max. Shear = Moment Diagram Operator notes: Max. Moment = Diaphragm Diaphragm chord depth = Mark Blk'g. Case Max. Unit Shear = -1- No 1 Chord Force = -2- Yes 1 -3- Yes 1 -4- Yes 1 Use Mark -1- Roof Sheathing for Roof Diaphragm Wind Forces - N/S Direction ShopCapacities above are for sheathing applied to 2x nominal members. 15/32" 8d @ 4" 505 plf 15/32" 8d @ 2 1/2" 743 plf 15/32" 8d @ 6" 335 plf 1 467 lbs 15/32" 8d @ 6" 378 plf 21.58 ft Sheathing Bndry Nailing Capacity 161 plf 3 479 lbs 31 663 ft-lbs CBA - Carmel, IN 05/09/19 IHCI-07-01-2019 EAD Diaphragm Design N_S Shop_Short Wall -5000 0 5000 10000 15000 20000 25000 30000 35000 0 10 20 30 40 50 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 0 10 20 30 40 50 Diaphragm Design N-S Wind Shop-Short Wall Project Page 4 Date Project No By Description Checked Diaphragm type: Roof L = 32.33 ft P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 215 plf a1 =0.00 ft b1 =6.50 ft W2 = 143 plf a2 =6.50 ft b2 =32.33 ft W3 = a3 = b3 = W4 = a4 = b4 = d1 =0.00 ft d2 =32.33 ft R1 =2 736 lbs R2 =2 361 lbs Shear Diagram n1 = 56.2 plf n2 = 48.5 plf Nailing transition points: Max. Shear = Moment Diagram Operator notes: Max. Moment = Diaphragm Diaphragm chord depth = Mark Blk'g. Case Max. Unit Shear = -1- No 1 Chord Force = -2- Yes 1 -3- Yes 1 -4- Yes 1 19 473 ft-lbs CBA - Carmel, IN 05/09/19 IHCI-07-01-2019 EAD Diaphragm Design E-W Shop Element:Roof Diaphragm Wind Forces - E/W Direction 2 736 lbs 48.67 ft Sheathing Bndry Nailing Capacity 56 plf 15/32" 8d @ 6" 335 plf 400 lbs 15/32" 8d @ 6" 378 plf Use Mark -1- Roof Sheathing for Roof Diaphragm Wind Forces - E/W DirectionCapacities above are for sheathing applied to 2x nominal members. 15/32" 8d @ 4" 505 plf 15/32" 8d @ 2 1/2" 743 plf -5000 0 5000 10000 15000 20000 25000 0 5 10 15 20 25 30 35 -3000 -2000 -1000 0 1000 2000 3000 0 5 10 15 20 25 30 35 Diaphragm Design E-W Wind Shop Project Page 1 Date Project No IHCI-07-01-2019 By Description Checked LATERAL ANALYSIS Wood Species:DF Use Cdi?N Plate Size:2x6 Nail Size:16d Effective Nail Penetration: 1 Nail Dia's Cp =0.892 C D = 1.00 C D = 1.6 Mark "A" =Z = 141 lb/Nail Z' = N x Z x CD x Cp x Cdi = 1006 lbs 1610 lbs Mark "B" =Z = 141 lb/Nail Z' = N x Z x CD x Cp x Cdi = 1258 lbs 2012 lbs Mark "C" =Z = 141 lb/Nail Z' = N x Z x CD x Cp x Cdi = 1509 lbs 2415 lbs Mark "D" Z = 280 lbs /Screw C g = 0.983 2201 lbs 3521 lbs F t =500 psi CF = 1.3 5119 lbs 8190 lbs F c =1400 psi CF = 1.1 12128 lbs 19404 lbs 2201 lbs 3521 lbs Mark "E" Z = 280 lbs /Screw C g = 0.956 3212 lbs 5139 lbs F t =500 psi CF = 1.3 5119 lbs 8190 lbs F c =1400 psi CF = 1.1 12128 lbs 19404 lbs 3212 lbs 5139 lbs Mark "F" Z = 280 lbs /Screw C g = 0.830 5579 lbs 8927 lbs F t =500 psi CF = 1.3 5119 lbs 8190 lbs F c =1400 psi CF = 1.1 12128 lbs 19404 lbs 5119 lbs 8190 lbs 2x6 Top Plate Splices A net = 7.875 sq. in. (10) 16d Nails: (12) 16d Nails: This spreadsheet assumes that the effective penetration in the lower ply is One nail diameter less than 1 1/2" per Section11.3.5 of the 2012 NDS. If a larger value is prefered, enter it in the box below: (8) 16d Nails: 2x6 Double Top Plate Splices A net = 7.875 sq. in. Splice Capacities for A net = 7.875 sq. in. Penetration Reduct: Christian Brothers Automotive - Carmel, IN - (8) SDS 1/4 Wood Screws: - (12) SDS 1/4 Wood Screws: - (24) SDS 1/4 Wood Screws: 05/09/19 EAD 2x6 Untreated Plates Top Plate Splices Project Page 2 Date Project No IHCI-07-01-2019 By Description Checked LATERAL ANALYSIS Wood Species:DF Use Cdi?N Plate Size:2x8 Nail Size:16d Effective Nail Penetration: 1 Nail Dia's Cp =0.892 C D = 1.00 C D = 1.6 Mark "A" =Z = 141 lb/Nail Z' = N x Z x CD x Cp x Cdi = 1006 lbs 1610 lbs Mark "B" =Z = 141 lb/Nail Z' = N x Z x CD x Cp x Cdi = 1258 lbs 2012 lbs Mark "C" =Z = 141 lb/Nail Z' = N x Z x CD x Cp x Cdi = 1509 lbs 2415 lbs Mark "D" Z = 280 lbs /Screw C g = 0.987 2210 lbs 3536 lbs F t =500 psi CF = 1.2 6300 lbs 10080 lbs F c =1400 psi CF = 1.05 15435 lbs 24696 lbs 2210 lbs 3536 lbs Mark "E" Z = 280 lbs /Screw C g = 0.966 3246 lbs 5193 lbs F t =500 psi CF = 1.2 6300 lbs 10080 lbs F c =1400 psi CF = 1.05 15435 lbs 24696 lbs 3246 lbs 5193 lbs Mark "F" Z = 280 lbs /Screw C g = 0.864 5808 lbs 9293 lbs F t =500 psi CF = 1.2 6300 lbs 10080 lbs F c =1400 psi CF = 1.05 15435 lbs 24696 lbs 5808 lbs 9293 lbs 2x8 Top Plate Splices A net = 10.500 sq. in. (10) 16d Nails: (12) 16d Nails: This spreadsheet assumes that the effective penetration in the lower ply is One nail diameter less than 1 1/2" per Section11.3.5 of the 2012 NDS. If a larger value is prefered, enter it in the box below: (8) 16d Nails: 2x8 Double Top Plate Splices A net = 10.500 sq. in. Splice Capacities for A net = 10.500 sq. in. Penetration Reduct: Christian Brothers Automotive - Carmel, IN - (8) SDS 1/4 Wood Screws: - (12) SDS 1/4 Wood Screws: - (24) SDS 1/4 Wood Screws: 05/09/19 EAD 2x8 Untreated Plates Top Plate Splices Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Company :AEdifica Case Engineering May 9, 2019 2:17 PMDesigner:EAD Job Number :IHCI-07-01-2019 Checked By:_____ Model Name :Icon Architects, Incorporated Shear Wall 1 (In-Plane) GENERAL Code :AWC NDS-12:ASD Design Method :Perforated Wall Material :DF Panel Schedule :User Selected Optimize HD :Yes HD Manufacturer:SIMPSON HD Eccentricity :4.313in GEOMETRY Total Height :109.5 in Total Length :304 in Wall H/W Ratio :0.36 K :1.00 Max Opening Ht :52 in Open/Wall Ht Ratio :0.47 Full Ht Sheathed :192 in % Full Ht Sheathed :63.16 MATERIALS Description Material Size Top Pl DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 R1 R2 R3 R4 R5 R6 R7 H1 H2 ENVELOPED RESULTS Shear Panel Shear UC Shear LC Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC RS_15/32_10d@60.238 8 (W) HDU2-SDS... 0.174 14 (W) 0.062 14 (W) 0.018 6 DESIGN DETAILS Shear Stiffness Adjustment Factor :1.00 Wall Capacity Adjustment Factor (2w/h):1.00 Aspect Ratio Factor :1.00 Governing H/W Ratio Factor :1.40 Nailing Capacity Increase for Wind :1.4 Shear Capacity Adjustment Factor (Co) :0.90 Total Area of Openings (Ao) :5344 in^2 Sheathing Area Ratio (r) :0.80 WALL DEFLECTIONS Elastic: :.001 in HD: :.009 in Shear: :.043 in Total: :.053 in WALL RESULTS: Governing LC :8 (Wind) Total Shear :1.484 k Max Unit Shear :.103 k/ft Shear Ratio :.238 SELECTED SHEAR PANEL :RS_15/32_10d@6 Panel Grade :RS Panel Thick :0.469in Nail Size :10d Reqd Pen :1.250in Reqd. Spacing :6 in Num Sides :One Over Gyp Brd. :No Shear Capacity :0.310 k/ft Adjusted Cap :0.434 k/ft NOTE: AWC NDS-12 defines a 10d nail as being: 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 1.r3d] Company : AEdifica Case Engineering May 9, 2019 2:17 PMDesigner : EAD Job Number : IHCI-07-01-2019 Checked By:_____ Model Name : Icon Architects, Incorporated Shear Wall 1 SELECTED HOLD-DOWN :HDU2-SDS2.5_DF-SP Raised :No AB Diameter :0.500in Fastener Size :16d Num Fasteners :8 Reqd Chord Thk :3.00 in Reqd Chord Mat :Douglas Fir Base Capacity :1.922 k CD factor :1.6 CHORDS Max Comp Force:.998 k Comp Capacity :16.156k Comp Ratio :.062 Gov Comp LC :14 Max Tens Force :.527 k Tens Capacity :17.267k Tens Ratio :.031 Gov Tens LC :14 STUDS Required Cap :.159 k Provided Cap :8.64 k Ratio :.018 Governing LC :6 Gov Region :4 Spacing :16 in HOLD-DOWNS Required Cap :.536 k Provided Cap :3.075 k Ratio :.174 Governing LC :14 CROSS SECTION DETAILING RS_15/32_10d@62-2X6w/ HDU2-SDS2.5_DF-SP2-2X6w/ HDU2-SDS2.5_DF-SPChord Force = -0.527-k (LC14)(T) HD Force = 0.536-k (LC14) Chord Force = 0.998-k (LC14)(C) HD Force = 0.536-k (LC14) RISA-3D Version 17.0.2 Page 2 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 1.r3d] Company :AEdifica Case Engineering May 16, 2019 2:47 PMDesigner:EAD Job Number :IHCI-07-01-2019 Checked By:_____ Model Name :Icon Architects, Incorporated Shear Wall 2 (In-Plane) GENERAL Code :AWC NDS-12:ASD Design Method :Perforated Wall Material :DF Panel Schedule :User Selected Optimize HD :Yes HD Manufacturer:SIMPSON HD Eccentricity :4.313in GEOMETRY Total Height :168 in Total Length :441 in Wall H/W Ratio :0.38 K :1.00 Max Opening Ht :84 in Open/Wall Ht Ratio :0.50 Full Ht Sheathed :301 in % Full Ht Sheathed :68.25 MATERIALS Description Material Size Top Pl DF 2-2X8 Sill DF 2X8 Wall Stud DF 2X8 Chord DF 2-2X8 R1 R2 R3 R4 R5 R6 R7 R8 H3 H6 H7 ENVELOPED RESULTS Shear Panel Shear UC Shear LC Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC RS_15/32_10d@60.579 8 (W) HDU2-SDS... 0.924 11 (W) 0.218 8 (W) 0.021 6 DESIGN DETAILS Shear Stiffness Adjustment Factor :1.00 Wall Capacity Adjustment Factor (2w/h):1.00 Aspect Ratio Factor :1.00 Governing H/W Ratio Factor :1.40 Nailing Capacity Increase for Wind :1.4 Shear Capacity Adjustment Factor (Co) :0.93 Total Area of Openings (Ao) :9680 in^2 Sheathing Area Ratio (r) :0.84 WALL DEFLECTIONS Elastic: :.006 in HD: :.045 in Shear: :.16 in Total: :.212 in WALL RESULTS: Governing LC :8 (Wind) Total Shear :5.862 k Max Unit Shear :.251 k/ft Shear Ratio :.579 SELECTED SHEAR PANEL :RS_15/32_10d@6 Panel Grade :RS Panel Thick :0.469in Nail Size :10d Reqd Pen :1.500in Reqd. Spacing :6 in Num Sides :One Over Gyp Brd. :No Shear Capacity :0.310 k/ft Adjusted Cap :0.434 k/ft NOTE: AWC NDS-12 defines a 10d nail as being: 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\...\Structural\Calculations\Shear Wall 2.1.r3d] Company : AEdifica Case Engineering May 16, 2019 2:47 PMDesigner : EAD Job Number : IHCI-07-01-2019 Checked By:_____ Model Name : Icon Architects, Incorporated Shear Wall 2 SELECTED HOLD-DOWN :HDU2-SDS2.5_DF-SP Raised :No AB Diameter :0.500in Fastener Size :16d Num Fasteners :8 Reqd Chord Thk :3.00 in Reqd Chord Mat :Douglas Fir Base Capacity :1.922 k CD factor :1.6 CHORDS Max Comp Force:3.633 k Comp Capacity :16.626k Comp Ratio :.218 Gov Comp LC :8 Max Tens Force :2.813 k Tens Capacity :21.735k Tens Ratio :.129 Gov Tens LC :11 STUDS Required Cap :.184 k Provided Cap :8.80 k Ratio :.021 Governing LC :6 Gov Region :3 Spacing :16 in HOLD-DOWNS Required Cap :2.842 k Provided Cap :3.075 k Ratio :.924 Governing LC :11 CROSS SECTION DETAILING RS_15/32_10d@62-2X8w/ HDU2-SDS2.5_DF-SP2-2X8w/ HDU2-SDS2.5_DF-SPChord Force = -2.813-k (LC11)(T) HD Force = 2.842-k (LC11) Chord Force = 3.633-k (LC8)(C) HD Force = 2.842-k (LC11) RISA-3D Version 17.0.2 Page 2 [N:\...\...\...\...\Structural\Calculations\Shear Wall 2.1.r3d] Company :AEdifica Case Engineering May 16, 2019 5:16 PMDesigner:EAD Job Number :IHCE-07-01-2019 Checked By:_____ Model Name :Icon Architects, Incorporated Shear Wall 3 and Shear Wall 4 (In-Plane) GENERAL Code :AWC NDS-12:ASD Design Method :Segmented Wall Material :DF Panel Schedule :User Selected Sel. Shear Panel:RS_15/32_10d@4 GEOMETRY Total Height :168 in Total Length :103.25 in Max H/W Ratio :1.63 K :1.00 MATERIALS Description Material Size Top Pl DF 2-2X8 Sill DF 2X8 Wall Stud DF 2X8 Chord DF 2-2X8 R1 DESIGN DETAILS ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC R1 RS_15/32_1... 0.718 8 (W) HDU8-SDS... 0.981 11 (W) 0.423 8 (W) 0.017 6 REGION INFORMATION Full-Height Region Label H/W Ratio Shear UC Shear LC Hold-Down Hold-Down UC Hold-Down LC Chord UC Chord LC Stud UC Stud LC R1 1.63 0.718 8 (W) HDU8-SDS2.5_...0.981 11 (W) 0.423 8 (W) 0.017 6 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor (SSAF) .421 (R1) 8 .333 1 RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 3.r3d] Company :AEdifica Case Engineering May 16, 2019 5:17 PMDesigner:EAD Job Number :IHCE-07-01-2019 Checked By:_____ Model Name :Icon Architects, Incorporated Shear Wall 3 and Shear Wall 4 : R1 (In-Plane) CRITERIA Code :AWC NDS-12:ASD Wall Material :DF Panel Schedule :User Selected Optimize HD :Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs :DF Stud Size :2X8 Chord Material :DF Chord Size :2-2X8 Top Pl & Sill :DF Top Pl Size :2-2X8 Sill Pl Size :2X8 GEOMETRY Total Height :168 in Total Length :103.25in Region H/W :1.63 Cap. Adj. (2w/h) :1.00 Aspect Ratio :1.00 Gov. H/W Cap. :1.40 Wind ASIF :1.4 Stud Spacing :16 in K :1.00 HD Eccentricity :4.375in ENVELOPE DIAGRAMS Max: 1.073 at 0 in Min: .516 at 168 in P k Max: -3.979 at 84 in V k Max: 55.704 at 0 in Min: .002 at 168 in M k-ft DESIGN SUMMARY SHEAR PANEL Required Cap :.039 k/in Provided Cap :.054 k/in Ratio :.718 Governing LC :8 (Wind) CHORDS Max Comp Force:6.772 k Comp Capacity :15.993k Comp Ratio :.423 Gov Comp LC :8 Max Tens Force :6.449 k Tens Capacity :20.907k Tens Ratio :.308 Gov Tens LC :11 STUDS Required Cap :.153 k Provided Cap :8.796 k Ratio :.017 Governing LC :6 HOLD-DOWNS Required Cap :6.639 k Provided Cap :6.765 k Ratio :.981 Governing LC :11 DEFLECTIONS Flexure Comp :.034 in Shear Comp :.216 in HD Elong :.172 in Tot Deflection :.421 in Governing LC :8 RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 3.r3d] Company : AEdifica Case Engineering May 16, 2019 5:17 PMDesigner : EAD Job Number : IHCE-07-01-2019 Checked By:_____ Model Name : Icon Architects, Incorporated Shear Wall 3 and Shear Wall 4 : R1 DESIGN DETAILS SELECTED SHEAR PANEL :RS_15/32_10d@4 Panel Grade :RS Panel Thick :0.469 in Nail Size :10d Reqd Pen :1.500 in Reqd. Spacing :4 in Num Sides :One Over Gyp Brd. :No Shear Capacity :0.038 k/in Adjusted Cap :0.054 k/in NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED HOLD-DOWN :HDU8-SDS2.5_3_DF-SP Min Chord Thk :3.00 in Reqd Chord Mat :Douglas Fir Bolt Size: :.875 in Base Cap(CD=1):4.228 k CD factor :1.6 Adjusted Cap :6.765 k CROSS SECTION DETAILING RS_15/32_10d@42-2X8w/ HDU8-SDS2.5_3_DF-SP2-2X8w/ HDU8-SDS2.5_3_DF-SP16.0-in 7.25-inChord Force = -6.449-k (LC11)(T) HD Force = 6.639-k (LC11) Chord Force = 6.772-k (LC8)(C) HD Force = 6.639-k (LC11) RISA-3D Version 17.0.2 Page 2 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 3.r3d] Company :AEdifica Case Engineering May 20, 2019 12:02 PMDesigner:EAD Job Number :IHCE-07-01-2019 Checked By:_____ Model Name :Icon Architects, Incorporated Shear Wall 5 (In-Plane) GENERAL Code :AWC NDS-12:ASD Design Method :Segmented Wall Material :DF Panel Schedule :User Selected Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height :168 in Total Length :376 in Max H/W Ratio :0.45 K :1.00 MATERIALS Description Material Size Top Pl DF 2-2X8 Sill DF 2X8 Wall Stud DF 2X8 Chord DF 2-2X8 R1 DESIGN DETAILS ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC R1 RS_15/32_1... 0.329 8 (W) HDU2-SDS... 0.424 11 (W) 0.127 8 (W) 0.017 6 REGION INFORMATION Full-Height Region Label H/W Ratio Shear UC Shear LC Hold-Down Hold-Down UC Hold-Down LC Chord UC Chord LC Stud UC Stud LC R1 0.45 0.329 8 (W) HDU2-SDS2.5_...0.424 11 (W) 0.127 8 (W) 0.017 6 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor (SSAF) .104 (R1) 8 .119 1 RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 5.r3d] Company :AEdifica Case Engineering May 20, 2019 12:03 PMDesigner:EAD Job Number :IHCE-07-01-2019 Checked By:_____ Model Name :Icon Architects, Incorporated Shear Wall 5 : R1 (In-Plane) CRITERIA Code :AWC NDS-12:ASD Wall Material :DF Panel Schedule :User Selected Optimize HD :Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs :DF Stud Size :2X8 Chord Material :DF Chord Size :2-2X8 Top Pl & Sill :DF Top Pl Size :2-2X8 Sill Pl Size :2X8 GEOMETRY Total Height :168 in Total Length :376 in Region H/W :0.45 Cap. Adj. (2w/h) :1.00 Aspect Ratio :1.00 Gov. H/W Cap. :1.40 Wind ASIF :1.4 Stud Spacing :16 in K :1.00 HD Eccentricity :4.313in ENVELOPE DIAGRAMS Max: 3.665 at 0 in Min: 1.88 at 168 in P k Max: -4.479 at 84 in V k Max: 62.704 at 0 in Min: .002 at 168 in M k-ft DESIGN SUMMARY SHEAR PANEL Required Cap :.012 k/in Provided Cap :.036 k/in Ratio :.329 Governing LC :8 (Wind) CHORDS Max Comp Force:2.118 k Comp Capacity :16.626k Comp Ratio :.127 Gov Comp LC :8 Max Tens Force :1.294 k Tens Capacity :21.735k Tens Ratio :.06 Gov Tens LC :11 STUDS Required Cap :.153 k Provided Cap :8.796 k Ratio :.017 Governing LC :6 HOLD-DOWNS Required Cap :1.304 k Provided Cap :3.075 k Ratio :.424 Governing LC :11 DEFLECTIONS Flexure Comp :.003 in Shear Comp :.091 in HD Elong :.01 in Tot Deflection :.104 in Governing LC :8 RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 5.r3d] Company : AEdifica Case Engineering May 20, 2019 12:03 PMDesigner : EAD Job Number : IHCE-07-01-2019 Checked By:_____ Model Name : Icon Architects, Incorporated Shear Wall 5 : R1 DESIGN DETAILS SELECTED SHEAR PANEL :RS_15/32_10d@6 Panel Grade :RS Panel Thick :0.469 in Nail Size :10d Reqd Pen :1.500 in Reqd. Spacing :6 in Num Sides :One Over Gyp Brd. :No Shear Capacity :0.026 k/in Adjusted Cap :0.036 k/in NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED HOLD-DOWN :HDU2-SDS2.5_DF-SP Min Chord Thk :3.00 in Reqd Chord Mat :Douglas Fir Bolt Size: :.625 in Base Cap(CD=1):1.922 k CD factor :1.6 Adjusted Cap :3.075 k CROSS SECTION DETAILING RS_15/32_10d@62-2X8w/ HDU2-SDS2.5_DF-SP2-2X8w/ HDU2-SDS2.5_DF-SP16.0-in 7.25-inChord Force = -1.294-k (LC11)(T) HD Force = 1.304-k (LC11) Chord Force = 2.118-k (LC8)(C) HD Force = 1.304-k (LC11) RISA-3D Version 17.0.2 Page 2 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 5.r3d] Company :AEdifica Case Engineering May 20, 2019 12:45 PMDesigner:EAD Job Number :IHCE-07-01-2019 Checked By:_____ Model Name :Cortland Morgan Architect Shear Wall C (In-Plane) GENERAL Code :AWC NDS-12:ASD Design Method :Segmented Wall Material :DF Panel Schedule :User Selected Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height :168 in Total Length :376 in Max H/W Ratio :0.45 K :1.00 MATERIALS Description Material Size Top Pl DF 2-2X8 Sill DF 2X8 Wall Stud DF 2X8 Chord DF 2-2X8 R1 DESIGN DETAILS ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC R1 RS_15/32_1... 0.201 8 (W) Not Req'd NC NC 0.083 9 (W) 0.080 6 REGION INFORMATION Full-Height Region Label H/W Ratio Shear UC Shear LC Hold-Down Hold-Down UC Hold-Down LC Chord UC Chord LC Stud UC Stud LC R1 0.45 0.201 8 (W) Not Req'd NC NC 0.083 9 (W) 0.080 6 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor (SSAF) .057 (R1) 8 .072 1 RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 5.r3d] Company :AEdifica Case Engineering May 20, 2019 12:46 PMDesigner:EAD Job Number :IHCE-07-01-2019 Checked By:_____ Model Name :Cortland Morgan Architect Shear Wall C : R1 (In-Plane) CRITERIA Code :AWC NDS-12:ASD Wall Material :DF Panel Schedule :User Selected Optimize HD :Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs :DF Stud Size :2X8 Chord Material :DF Chord Size :2-2X8 Top Pl & Sill :DF Top Pl Size :2-2X8 Sill Pl Size :2X8 GEOMETRY Total Height :168 in Total Length :376 in Region H/W :0.45 Cap. Adj. (2w/h) :1.00 Aspect Ratio :1.00 Gov. H/W Cap. :1.40 Wind ASIF :1.4 Stud Spacing :16 in K :1.00 ENVELOPE DIAGRAMS Max: 16.981 at 0 in Min: 15.197 at 168 in P k Max: -2.736 at 84 in V k Max: 28.727 at 0 in Min: .001 at 168 in M k-ft DESIGN SUMMARY SHEAR PANEL Required Cap :.007 k/in Provided Cap :.036 k/in Ratio :.201 Governing LC :8 (Wind) CHORDS Max Comp Force:1.526 k Comp Capacity :18.368k Comp Ratio :.083 Gov Comp LC :9 Max Tens Force :0 k Tens Capacity :24.012k Tens Ratio :0 Gov Tens LC :N/A STUDS Required Cap :.708 k Provided Cap :8.796 k Ratio :.08 Governing LC :6 HOLD-DOWNS Hold-Downs are not required DEFLECTIONS Flexure Comp :.002 in Shear Comp :.056 in HD Elong :0 in Tot Deflection :.057 in Governing LC :8 RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 5.r3d] Company : AEdifica Case Engineering May 20, 2019 12:46 PMDesigner : EAD Job Number : IHCE-07-01-2019 Checked By:_____ Model Name : Cortland Morgan Architect Shear Wall C : R1 DESIGN DETAILS SELECTED SHEAR PANEL :RS_15/32_10d@6 Panel Grade :RS Panel Thick :0.469 in Nail Size :10d Reqd Pen :1.500 in Reqd. Spacing :6 in Num Sides :One Over Gyp Brd. :No Shear Capacity :0.026 k/in Adjusted Cap :0.036 k/in NOTE: AWC NDS-12 defines a 10d nail as being 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box SELECTED HOLD-DOWN :None required CROSS SECTION DETAILING RS_15/32_10d@6 16.0-in 7.25-inChord Force = 0.708-k (LC6)(C) Chord Force = 1.526-k (LC9)(C) RISA-3D Version 17.0.2 Page 2 [N:\...\...\...\IHCI-01-2019 Carmel IN\Structural\Calculations\Shear Wall 5.r3d] Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Ædiﬁca Case Engineering 796 Merus Court St. Louis, MO 63026 T 636 349 1600 F 636 349 1730 aediﬁca.com Client Project Made by Checked by Page of Date Preliminary Final Beam:SPREAD FOOTINGS Shape: Material: Length: Start: End: Code Check: Report Based On 97 Sections CRECT24X24 Conc4000NW 376 in R3D_N1 R3D_N3 0.103 (bending) Stress Block:Rectangular 1.887 at 352.5 in -2.078 at 0 in A k 1.61 at 352.5 in -1.178 at 164.5 in Vy k Vz k T k-ft My k-ft 3.776 at 301.583 in -6.561 at 94 in Mz k-ft Beam Design does not consider axial, weak axis 'M' Moments, nor weak axis 'V' Forces. ACI 318-11 Code Check Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Mu Top Gov Mu Bot Gov Vu phi*Mn Top phi*Mn Bot phi*Vn Tension Bar Fy Concrete Weight Shear Bar Fy l F'c E_Concrete Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Flex. Bars Shear Bars 0.059 (LC 11) 0.103 (LC 14) 0.030 (y) (LC 11) 301.583 in 94 in 352.5 in 3.776 k-ft -6.561 k-ft 1.61 k 63.776 k-ft 63.776 k-ft 53.612 k 60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi ASTM A615 No 1 ASTM A615 2 #5 , 2 #5 #3@18in Span Information Span Span Length (in) I-Face Dist. (in) J-Face Dist. (in) 1 0 - 376 0 0 Soil Bearing Span Pressure (ksf) Allowable (ksf) Point UC 1 .691 2 R3D_N3 .346 RISAFoundation Version 11.0.2 Page 1 [N:\...\...\...\...\Structural\Calculations\Shear Wall 5.r3d] RISAFoundation Version 11.0.2 Page 1 [N:\...\...\...\...\Structural\Calculations\Shear Wall 5.r3d] Rebar Detailing, center to center of each span(Units: in) #5 (376)0 #5 (376)00 376 Top View 2 #5 (376)0 2 #5 (376)0 Shear Layout 0 376 Elevation 2424 33Start Middle End Span 1 Graphical Plot of Required Area of Steel(Units: in^2) .04 -.07 Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Entry 1 Beam May 20, 2019 13:16 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Point 5.35 1081 lbs RLL Roof constr. Point 5.35 960 lbs Self-weight Dead Full UDL 9.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.708' 10.667'0' Unfactored: Dead 590 590 Roof Live 480 480 Factored: Total 1070 1070 Bearing: Capacity Beam 1312 1312 Support 1211 1211 Des ratio Beam 0.82 0.82 Support 0.88 0.88 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Entry 1Beam LVL n-ply, 1.8E, 2200Fb, 1-3/4"x9-1/4", 2-ply (3-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 10.71'; Clear span: 10.625'; volume = 2.4 cu.ft. Lateral support: top= full, bottom= full; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 49 Fv' = 356 psi fv/Fv' = 0.14 Bending(+) fb = 1340 Fb' = 2849 psi fb/Fb' = 0.47 Live Defl'n 0.10 = <L/999 0.53 = L/240 in 0.19 Total Defl'n 0.28 = L/455 0.71 = L/180 in 0.40 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Entry 1 Beam Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.25 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.25 - 1.00 1.000 1.04 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 1070, V design = 1063 lbs Bending(+): LC #2 = D+Lr, M = 5575 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 208e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Entry Rafters May 20, 2019 13:19 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 15.00(24.0") psf RLL Roof constr. Full Area Yes 20.00(24.0") psf Self-weight Dead Full UDL No 2.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 2' 1 4 .1 1 8 ' 8'0' Unfactored: Dead 274 157 Roof Live 205 124 Factored: Total 479 282 Bearing: F'theta 997 997 Capacity Joist 5048 2243 Support 2109 - Des ratio Joist 0.09 0.13 Support 0.23 - Load comb #2 #4 Length 3.00 1.50 Min req'd 0.68** 0.50* Cb 1.13 1.00 Cb min 1.55 1.00 Cb support 1.25 - Fcp sup 375 - *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Entry Rafters Lumber-soft, S. Pine, No.2, 2x6 (1-1/2"x5-1/2") Supports: 1 - Timber-soft Beam, S. Pine No.2 ; 2 - Hanger; Roof joist spaced at 24.0" c/c; Total length: 13.95'; Clear span: 3.332', 9.998'; volume = 0.8 cu.ft.; Pitch: 16/12 Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Entry Rafters Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 219 psi fv/Fv' = 0.14 Bending(+) fb = 586 Fb' = 1437 psi fb/Fb' = 0.41 Bending(-) fb = 297 Fb' = 1122 psi fb/Fb' = 0.26 Deflection: Interior Live 0.11 = <L/999 0.50 = L/240 in 0.22 Total 0.28 = L/436 0.67 = L/180 in 0.41 Cantil. Live -0.12 = L/336 0.33 = L/120 in 0.36 Total -0.22 = L/178 0.44 = L/90 in 0.51 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 1.00 1.000 1.333 1.00 1.15 1.00 1.00 - 4 Fb'- 750 1.25 1.00 1.00 0.781 1.333 1.00 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 187, V design = 167 lbs Bending(+): LC #4 = D+Lr (pattern: _L), M = 369 lbs-ft Bending(-): LC #2 = D+Lr, M = 187 lbs-ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 29.1e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability(-): Lu = 10.00' Le = 15.75' RB = 21.5; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Ridge Beam May 20, 2019 13:22 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Triangular 0.08 21.04 138.0 0.0 plf RLL Roof constr. Triangular 0.10 21.04 138.0 0.0 plf Self-weight Dead Full UDL 11.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 22.057' 22'0' Unfactored: Dead 1109 587 Roof Live 982 462 Factored: Total 2091 1049 Bearing: Capacity Beam 2266 1312 Support 2091 1211 Des ratio Beam 0.92 0.80 Support 1.00 0.87 Load comb #2 #2 Length 0.86 0.50* Min req'd 0.86** 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member. Ridge Beam LVL n-ply, 1.8E, 2200Fb, 1-3/4"x11-1/4", 2-ply (3-1/2"x11-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 22.06'; Clear span: 21.943'; volume = 6.0 cu.ft. Lateral support: top= full, bottom= full; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 70 Fv' = 356 psi fv/Fv' = 0.20 Bending(+) fb = 1447 Fb' = 2775 psi fb/Fb' = 0.52 Live Defl'n 0.47 = L/567 1.10 = L/240 in 0.42 Total Defl'n 1.28 = L/206 1.47 = L/180 in 0.87 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Ridge Beam Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.25 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.25 - 1.00 1.000 1.01 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 2091, V design = 1837 lbs Bending(+): LC #2 = D+Lr, M = 8900 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 374e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Gravity-H1 May 20, 2019 13:25 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(16.17') psf LL Roof constr. Full Area 20.00(16.17') psf Self-weight Dead Full UDL 6.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.583' 3.375'0' Unfactored: Dead 590 590 Roof Live 579 579 Factored: Total 1169 1169 Bearing: Capacity Beam 3814 3814 Support 6117 6117 Des ratio Beam 0.31 0.31 Support 0.19 0.19 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 725 725 *Minimum bearing length setting used: 1/2" for end supports Header H1 Gravity Lumber n-ply, S. Pine, No.2, 2x6, 3-ply (4-1/2"x5-1/2") Supports: All - Lumber n-ply Column, S. Pine Stud Total length: 3.33'; Clear span: 3.333'; volume = 0.6 cu.ft. Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Gravity-H1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 219 psi fv/Fv' = 0.22 Bending(+) fb = 492 Fb' = 1437 psi fb/Fb' = 0.34 Live Defl'n 0.01 = <L/999 0.11 = L/360 in 0.10 Total Defl'n 0.03 = <L/999 0.17 = L/240 in 0.16 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 1.00 1.000 1.333 1.00 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 1102, V design = 789 lbs Bending(+): LC #2 = D+Lr, M = 930 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 29.1e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Gravity-H2 May 20, 2019 13:27 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(16.50') psf LL Roof constr. Full Area 20.00(16.50') psf Self-weight Dead Full UDL 10.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6.25' 6.069'0' Unfactored: Dead 1064 1064 Roof Live 1031 1031 Factored: Total 2095 2095 Bearing: Capacity Beam 3814 3814 Support 6117 6117 Des ratio Beam 0.55 0.55 Support 0.34 0.34 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.82 0.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 725 725 Header H2 Gravity Lumber n-ply, S. Pine, No.2, 2x10, 3-ply (4-1/2"x9-1/4") Supports: All - Lumber n-ply Column, S. Pine Stud Total length: 6.0'; Clear span: 6.0'; volume = 1.7 cu.ft. Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Gravity-H2 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 219 psi fv/Fv' = 0.25 Bending(+) fb = 577 Fb' = 1142 psi fb/Fb' = 0.51 Live Defl'n 0.02 = <L/999 0.20 = L/360 in 0.12 Total Defl'n 0.06 = <L/999 0.30 = L/240 in 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 1.00 0.993 1.067 1.00 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 2035, V design = 1495 lbs Bending(+): LC #2 = D+Lr, M = 3088 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 139e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 6.06' Le = 12.19' RB = 8.2; b = full member width Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Gravity-H3 May 20, 2019 13:30 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 20.00(16.17') psf LL Roof constr. Full Area 20.00(16.17') psf Brick Dead Full UDL 120.0 plf Self-weight Dead Full UDL 24.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.25' 12.077'0' Unfactored: Dead 2860 2860 Roof Live 1980 1980 Factored: Total 4840 4840 Bearing: Capacity Beam 7875 7875 Support 9515 9515 Des ratio Beam 0.61 0.61 Support 0.51 0.51 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.92 0.92 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 725 725 Header H3 Gravity LVL n-ply, 1.8E, 2200Fb, 1-3/4"x11-7/8", 4-ply (7"x11-7/8") Supports: All - Lumber n-ply Column, S. Pine Stud Total length: 12.0'; Clear span: 12.0'; volume = 6.9 cu.ft. Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 71 Fv' = 356 psi fv/Fv' = 0.20 Bending(+) fb = 1051 Fb' = 2834 psi fb/Fb' = 0.37 Live Defl'n 0.09 = <L/999 0.40 = L/360 in 0.22 Total Defl'n 0.28 = L/519 0.60 = L/240 in 0.46 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Gravity-H3 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.25 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.25 - 1.00 0.990 1.00 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 4774, V design = 3961 lbs Bending(+): LC #2 = D+Lr, M = 14414 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 440e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 12.06' Le = 22.63' RB = 8.1; b = full member width Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Gravity-H4 May 20, 2019 14:37 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Dead Load 1 Dead Full UDL 323.3 plf Roof Live Load Roof live Full UDL 323.3 plf Dead Load 2 Dead Full UDL 91.7 plf RLL 2 Roof live Full UDL 91.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.583' 10.768'0' Unfactored: Dead 2404 2404 Roof Live 2404 2404 Factored: Total 4807 4807 Bearing: Capacity Beam 21656 21656 Support 38981 38981 Des ratio Beam 0.22 0.22 Support 0.12 0.12 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.22 1.22 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 1350 1350 Header H4 LVL n-ply, 1.8E, 2200Fb, 1-3/4"x11-7/8", 3-ply (5-1/4"x11-7/8") Supports: All - Lumber Post Column, D.Fir-L No.2 Total length: 10.67'; Clear span: 10.667'; volume = 4.6 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 87 Fv' = 285 psi fv/Fv' = 0.30 Bending(+) fb = 1170 Fb' = 2290 psi fb/Fb' = 0.51 Live Defl'n 0.10 = <L/999 0.54 = L/240 in 0.18 Total Defl'n 0.24 = L/542 0.54 = L/240 in 0.44 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Gravity-H4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 4469, V design = 3605 lbs Bending(+): LC #2 = D+Lr, M = 12031 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 440e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Wind-H1 May 20, 2019 13:51 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End WL Wind C&C Full UDL 142.8 plf Self-weight Dead Full UDL 6.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.583' 3.375'0' Unfactored: Dead 11 11 Wind 256 256 Factored: Total 160 160 Bearing: Capacity Beam 4661 4661 Support 9570 9570 Des ratio Beam 0.04 0.04 Support 0.02 0.02 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 725 725 *Minimum bearing length setting used: 1/2" for end supports Header H1 Wind Lumber n-ply, S. Pine, No.2, 2x6, 3-ply (4-1/2"x5-1/2") Supports: All - Lumber n-ply Column, S. Pine Stud Total length: 3.33'; Clear span: 3.333'; volume = 0.6 cu.ft. Lateral support: top= at supports, bottom= at supports; Oblique angle: 90.0 deg; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Wind-H1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 280 psi fv/Fv' = 0.00 y-y fv = 7 Fv' = 280 psi fv/Fv' = 0.03 Bending(+) x-x fb = 0 Fb' = 1600 kip-ft fb/Fb' = 0.00 y-y fb = 254 Fb' = 1840 kip-ft fb/Fb' = 0.14 Live Defl'n 0.03 = <L/999 0.11 = L/360 in 0.24 Total Defl'n 0.03 = <L/999 0.17 = L/240 in 0.19 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fvy' 175 1.60 1.00 1.00 - - - - 1.00 1.00 - 2 Fby' 750 1.60 1.00 1.00 1.000 1.333 1.15 1.00 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 155, V design = 119 lbs Bending(+): LC #2 = .6D+.6W, M = 131 lbs-ft Deflection: LC #2 = .6D+.42W (live) LC #3 = D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EIy = 6.50e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): b = full member width Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Wind-H2 May 20, 2019 13:50 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End WL Wind C&C Full UDL 142.8 plf Self-weight Dead Full UDL 10.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6.25' 6.042'0' Unfactored: Dead 33 33 Wind 446 446 Factored: Total 287 287 Bearing: Capacity Beam 7839 7839 Support 16095 16095 Des ratio Beam 0.04 0.04 Support 0.02 0.02 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 725 725 *Minimum bearing length setting used: 1/2" for end supports Header H2 Wind Lumber n-ply, S. Pine, No.2, 2x10, 3-ply (4-1/2"x9-1/4") Supports: All - Lumber n-ply Column, S. Pine Stud Total length: 6.0'; Clear span: 6.0'; volume = 1.7 cu.ft. Lateral support: top= at supports, bottom= at supports; Oblique angle: 90.0 deg; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Wind-H2 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 280 psi fv/Fv' = 0.00 y-y fv = 9 Fv' = 280 psi fv/Fv' = 0.03 Bending(+) x-x fb = 0 Fb' = 1270 kip-ft fb/Fb' = 0.00 y-y fb = 508 Fb' = 1536 kip-ft fb/Fb' = 0.33 Live Defl'n 0.16 = L/440 0.30 = L/240 in 0.54 Total Defl'n 0.21 = L/346 0.30 = L/240 in 0.69 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fvy' 175 1.60 1.00 1.00 - - - - 1.00 1.00 - 2 Fby' 750 1.60 1.00 1.00 1.000 1.067 1.20 1.00 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 291, V design = 253 lbs Bending(+): LC #2 = .6D+.6W, M = 440 lbs-ft Deflection: LC #2 = .6D+.42W (live) LC #3 = D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EIy = 10.9e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): b = full member width Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Header Wind-H3 May 20, 2019 14:39 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End WL Wind C&C Full Area 40.40(3.00') psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.25' 12.042'0' Unfactored: Dead Wind 742 742 Factored: Total 445 445 Bearing: Capacity Beam 8550 8550 Support 20662 20662 Des ratio Beam 0.05 0.05 Support 0.02 0.02 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 725 725 *Minimum bearing length setting used: 1/2" for end supports Header H3 Wind LVL n-ply, 1.8E, 2200Fb, 1-3/4"x11-7/8", 4-ply (7"x11-7/8") Supports: All - Lumber n-ply Column, S. Pine Stud Total length: 12.0'; Clear span: 12.0'; volume = 6.9 cu.ft. Lateral support: top= full, bottom= at supports; Oblique angle: 90.0 deg; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Deflection WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Header Wind-H3 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 456 psi fv/Fv' = 0.00 y-y fv = 7 Fv' = 304 psi fv/Fv' = 0.02 Bending(+) x-x fb = 0 Fb' = 3664 kip-ft fb/Fb' = 0.00 y-y fb = 652 Fb' = 3664 kip-ft fb/Fb' = 0.18 Live Defl'n 0.63 = L/229 0.60 = L/240 in 1.05 Total Defl'n 0.63 = L/229 0.60 = L/240 in 1.05 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fvy' 190 1.60 - 1.00 - - - - 1.00 - - 2 Fby' 2200 1.60 - 1.00 1.000 1.00 - 1.04 1.00 - - 2 Fcp' 480 - - 1.00 - - - - 1.00 - - - Ey' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 438, V design = 394 lbs Bending(+): LC #2 = .6D+.6W, M = 1318 lbs-ft Deflection: LC #2 = .6D+.42W (live) LC #2 = .6D+.42W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EIy = 38.2e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. OK...EOR Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Interior Posts May 20, 2019 14:58 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End DL Dead Axial (Ecc. = 0.00") 2404 lbs RLL Roof constr. Axial (Ecc. = 0.00") 2404 lbs Self-weight Dead Axial 65 lbs Lateral Reactions (lbs): 9.08' 9.08' 0'BaseTopOffice Wall Stud Timber-soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood Total length: 9.08'; Clear span: 9.08'; volume = 1.9 cu.ft.; Post and timber Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.08 = 9.08 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 161 Fc' = 639 psi fc/Fc' = 0.25 Axial Bearing fc = 161 Fc* = 875 psi fc/Fc* = 0.18 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.25 1.00 1.00 0.730 1.000 - - 1.00 1.00 2 Fc* 700 1.25 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+Lr, P = 4873 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Office Wall Stud May 20, 2019 15:03 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End WL Wind C&C Full Area 38.40(16.0") psf DL Dead Axial UDL (Ecc. = 0.00") 333 plf RLL Roof constr. Axial UDL (Ecc. = 0.00") 333 plf Self-weight Dead Axial UDL 14 plf Lateral Reactions (lbs): 9' 9' 0'BaseTopUnfactored: Dead Wind 230 230 Roof Live Factored: L->R 138 138 Load comb #4 #4 Office Wall Stud Lumber Stud, S. Pine, No.2, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, S. Pine No.2; Bearing length = stud thickness; continuous lower support Spaced at 16.0" c/c; Total length: 9.0'; Clear span: 8.875'; volume = 0.5 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 25 Fv' = 280 psi fv/Fv' = 0.09 Bending(+) fb = 494 Fb' = 1840 psi fb/Fb' = 0.27 Axial fc = 110 Fc' = 898 psi fc/Fc' = 0.12 Axial Bearing fc = 110 Fc* = 1750 psi fc/Fc* = 0.06 Support Bearing fcp = 110 Fcp = 706 psi fcp/Fcp = 0.16 Combined (axial compression + side load bending) Eq.3.9-3 = 0.29 Live Defl'n 0.11 = L/990 0.45 = L/240 in 0.24 Total Defl'n 0.11 = L/990 0.45 = L/240 in 0.24 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Office Wall Stud Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 175 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 750 1.60 1.00 1.00 1.000 1.333 1.00 1.15 1.00 1.00 4 Fc' 1250 1.25 1.00 1.00 0.513 1.120 - - 1.00 1.00 2 Fc'comb 1250 1.60 - - 0.423 - - - - - 5 E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1250 1.25 1.00 1.00 - 1.120 - - 1.00 1.00 2 Fcp sup 565 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V max = 138, V design = 138 lbs Bending(+): LC #4 = .6D+.6W, M = 311 lbs-ft Deflection: LC #4 = .6D+.42W (live) LC #4 = .6D+.42W (total) Axial : LC #2 = D+Lr, P = 907 lbs Combined : LC #5 = D+.6W; (1 - fc/FcE) = 0.95 Support : LC #2 = D+Lr; R = 907 lbs, Cap = 5826, Lb = 1.50", Cb = 1.25 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 29.1e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Shop Wall Stud May 20, 2019 15:07 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End WL Wind C&C Full Area 38.52(16.0") psf DL Dead Axial UDL (Ecc. = 0.00") 333 plf RLL Roof constr. Axial UDL (Ecc. = 0.00") 333 plf Self-weight Dead Axial UDL 30 plf Lateral Reactions (lbs): 14' 14' 0'BaseTopUnfactored: Dead Wind 360 360 Roof Live Factored: L->R 216 216 Load comb #4 #4 Shop Wall Stud Lumber Stud, S. Pine, No.2, 2x8 (1-1/2"x7-1/4") Support: Lumber Stud Bottom plate, S. Pine No.2; Bearing length = stud thickness; continuous lower support Spaced at 16.0" c/c; Total length: 14.0'; Clear span: 13.875'; volume = 1.1 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 14.0 = 14.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 280 psi fv/Fv' = 0.11 Bending(+) fb = 689 Fb' = 1702 psi fb/Fb' = 0.41 Axial fc = 85 Fc' = 687 psi fc/Fc' = 0.12 Axial Bearing fc = 85 Fc* = 1687 psi fc/Fc* = 0.05 Support Bearing fcp = 85 Fcp = 706 psi fcp/Fcp = 0.12 Combined (axial compression + side load bending) Eq.3.9-3 = 0.43 Live Defl'n 0.28 = L/600 0.70 = L/240 in 0.40 Total Defl'n 0.28 = L/600 0.70 = L/240 in 0.40 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Shop Wall Stud Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 175 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 750 1.60 1.00 1.00 1.000 1.233 1.00 1.15 1.00 1.00 4 Fc' 1250 1.25 1.00 1.00 0.407 1.080 - - 1.00 1.00 2 Fc'comb 1250 1.60 - - 0.329 - - - - - 5 E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1250 1.25 1.00 1.00 - 1.080 - - 1.00 1.00 2 Fcp sup 565 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V max = 216, V design = 216 lbs Bending(+): LC #4 = .6D+.6W, M = 755 lbs-ft Deflection: LC #4 = .6D+.42W (live) LC #4 = .6D+.42W (total) Axial : LC #2 = D+Lr, P = 927 lbs Combined : LC #5 = D+.6W; (1 - fc/FcE) = 0.94 Support : LC #2 = D+Lr; R = 927 lbs, Cap = 7680, Lb = 1.50", Cb = 1.25 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 66.7e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Christian Brothers Automotive 10950 Michigan Rd Carmel, Hamilton County, IN Garage Door King Studs May 20, 2019 15:10 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End WL,hdr_rxn Wind C&C Point 10.67 507 lbs Load2 Wind C&C Partial UDL 0.00 10.67 105.5 105.5 plf Self-weight Dead Axial 78 lbs Lateral Reactions (lbs): 13.75' 13.75' 0'BaseTopUnfactored: Dead Wind 803 830 Factored: L->R 482 498 Load comb #2 #2 Garage Door King Studs Lumber n-ply, S. Pine, No.2, 2x8, 2-ply (3"x7-1/4") Support: Non-wood Total length: 13.75'; Clear span: 13.75'; volume = 2.1 cu.ft. Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 13.75 = 13.75 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 34 Fv' = 280 psi fv/Fv' = 0.12 Bending(+) fb = 836 Fb' = 1480 psi fb/Fb' = 0.57 Axial fc = 4 Fc' = 656 psi fc/Fc' = 0.01 Axial Bearing fc = 4 Fc* = 1215 psi fc/Fc* = 0.00 Combined (axial compression + side load bending) Eq.3.9-3 = 0.57 Live Defl'n 0.33 = L/500 0.69 = L/240 in 0.48 Total Defl'n 0.33 = L/500 0.69 = L/240 in 0.48 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1Garage Door King Studs Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 175 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.60 1.00 1.00 1.000 1.233 1.00 1.00 1.00 1.00 2 Fc' 1250 0.90 1.00 1.00 0.540 1.080 - - 1.00 1.00 1 Fc'comb 1250 1.60 - - 0.340 - - - - - 2 E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1250 0.90 1.00 1.00 - 1.080 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 498, V design = 498 lbs Bending(+): LC #2 = .6D+.6W, M = 1832 lbs-ft Deflection: LC #2 = .6D+.42W (live) LC #2 = .6D+.42W (total) Axial : LC #1 = D only, P = 78 lbs Kf = 1.00 Combined : LC #2 = .6D+.6W; (1 - fc/FcE) = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 66.7e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Company :AEdifica Case Engineering May 20, 2019 3:53 PMDesigner:EAD Job Number :IHCI-07-01-2019 Checked By:_____ Model Name :CBA - Carmel, IN - Trash Enclosure CRITERIA Code :ACI 530-11: ASD Special Insp :Yes Design Rule :Typical Wall Area :NCMA Transfer In? :No Transfer Out? :No K :1 Use Cracked? :Yes In Icr Factor :.5 Out Icr Factor :.5 Custom Regions :No MATERIALS Masonry f'm :2.5 ksi Masonry Em :1050 ksi Steel fy :60 ksi Steel E :29000 ksi Matl Name :Gen Masonry Matl Density :0.08 k/ft^3 Mortar Type :Type M or S Cement Type :Masonry, Air Entrained PCL GEOMETRY Total Height :9.333 ft Total Length :18 ft Blk Nom Width :8" Blk Grouting :Partially Grouted 1.5 Shear Factor :Yes R1 N1 N3 N2 N4 9.33 ft18 ft REGION RESULTS UC Max UC Shear UC Max UC Shear Region LC LCIn Plane In Plane Out Plane LC Out Plane LC R1 .009 1 0 N/A .816 6 .084 8 REINFORCEMENT RESULTS Vertical Horizontal Boundary Region Reinforcement Reinforcement Reinforcement R1 #5@24" oc ctr Not Reqd. 1-#5 ctr RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\...\Structural\Calculations\Trash Enclosure Wall.r3d] Company :AEdifica Case Engineering May 20, 2019 3:54 PMDesigner:EAD Job Number :IHCI-07-01-2019 Checked By:_____ Model Name :CBA - Carmel, IN - Trash EnclosureTrash Enclosure : R1 (Out-Plane) CRITERIA Code :ACI 530-11: ASD Special Insp :Yes Wall Area :NCMA Type of Design :ASD Reinforced :Yes Vertical Bar Size :#5 MATERIALS Masonry f'm :2.5 ksi Masonry Em :1050 ksi Steel fy :60 ksi Steel E :29000 ksi Matl Name :Gen Masonry Matl Density :0.08 k/ft^3 Wall Dead Wt :.035 ksf Mortar Type :Type M or S Cement Type :Masonry, Air Entrained PCL GEOMETRY Total Height :9.333 ft Eq Sld Thickness:4.275" An :51.3 in2/ft Blk Grouting :Partially Grouted Grt/Bar Spacing :24" Loc of r/f :Center ENVELOPE DIAGRAMS Max: .266 at 0 ft Min: 0 at 9.333 ft P k/ft Max: .241 at 0 ft Min: 0 at 9.333 ft V k/ft Max: 1.126 at 0 ft Min: 0 at 9.333 ft M k-ft/ft COMBINED CHECKS (fa + fb) / Fb :.453 fa/Fa :.009 fs/Fs :.816 AXIAL SUMMARY fa :.005 ksi Fa :.56 ksi BENDING SUMMARY fb :.505 ksi Fb :1.125 ksi fs :26.126 ksi Fs :32 ksi SHEAR CHECKS fv/Fv :.084 SHEAR SUMMARY fv :.005 ksi Fv :.056 ksi Fv max :.1 ksi RISA-3D Version 17.0.2 Page 1 [N:\...\...\...\...\Structural\Calculations\Trash Enclosure Wall.r3d] Company : AEdifica Case Engineering May 20, 2019 3:54 PMDesigner : EAD Job Number : IHCI-07-01-2019 Checked By:_____ Model Name : CBA - Carmel, IN - Trash Enclosure Trash Enclosure : R1 DESIGN DETAILS AXIAL DETAILS Max Axial :.266 k/ft Location :0 ft Load Comb :1 Rad gyration r :2.48 in h'/r :45.161 BENDING DETAILS Max Moment :1.126 k-ft/ft Location :0 ft Load Comb :6 k :.348 d :3.813 in j :.885 SHEAR DETAILS Max Shear :.241 k/ft Location :0 ft Load Comb :8 Width for Shear :10.75 in Corresponding M:1.126 k-ft/ft Corresponding P:.16 k/ft M / (V*d) :1 T-SECTION ANALYSIS kd :1.326 in Flange thickness:1.25 in Web width :8.375 in CROSS SECTION DETAILING #5 @ 243.8137.625NOTE: All units are in "in." z x RISA-3D Version 17.0.2 Page 2 [N:\...\...\...\...\Structural\Calculations\Trash Enclosure Wall.r3d] Office: 636-349-1600 Fax: 636-349-1730 Website: www.aedificacase.com