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Home My WebLink AboutSTRUCTURAL CALS - 23-00605 - Dutch Bros - New Commercial Bldg796 Merus Ct St. Louis, MO 63026 OFFICE: 636-349-1600 Website: www.caseengineeringinc.com Structural Calculations Client: Gnich Architecture Studios Project: Dutch Bros Coffee 855 W Main St Rexburg, ID 83440 Date: August 31, 2023 Project #: GAS-ID-04-23 08/31/23 Date:8/31/2023 PROJECT NAME: LOCATION: SUBJECT: PREPARED BY: PROJECT #: 2018 International Building Code DLroof (psf)=20 LLroof (psf)=20 DLwalls (psf)=10 Equipment Weight (lb) =650 650 300 210 300 Building Length (ft) =45 49 Building Width (ft) =19 24.5 Canopy DL (psf) =10 Canopy Length (ft) =28 Canopy Width (ft) = 12 Wind Speed (Vult) (mph) =115 max Balanced SL (psf) = 50 Seismic Loads:SDS =0.364 SD1 =0.218 SDC =D - See attached calculation sheets for MWFRS, C&C wind load, and for seismic base shear calculations. Seismic Weight of Building Wall Area (psf)N-W S-W E-W W-W 22570 Tower 250 0 95.5 226 10145.5 Main Building 741.5 929.6 407.1 333.95 5967.75 Elec. Closet 54 54 131 0 N-S Direction: 2381.688 ρ = 1.3 62.67601 < wind loads, see attached calcs Cs =0.056 E-W Direction: 2077.548 23.08387 < wind loads, see attached calcs - See attached calculations for wind loads on diaphragms (wind controls design). → at shed → VE-W = ρCsWE-W (lb) = νN-S = VN-S / 2W (plf) = νE-W = VE-W / 2L (plf) = Dutch Bros Rexburg, ID Diaphragm Loads ATJ GAS-ID-04-23 → at tower → Canopy + Roof + Equipment (lb) = (plan) N&S Walls (lb) = (plan) E&W Walls (lb) = Seismic Forces on Diaphragm VN-S = ρCsWN-S (lb) = Date:8/31/2023 PROJECT NAME: LOCATION: SUBJECT: PREPARED BY: PROJECT #: Building Foundation Design Max Load on Foundations (psf) = 548.75 < 2000 psf (OK) → 2G wide fooHngs at bearing walls (OK) → Use 1'-6" wide fooHngs at non-bearing walls Continuous Footing Reinforcement Required Footing Height (in) =12 Footing Width (in) =24 Rebar Area (per bar) (in2) =0.2 Number of Bars = 3 Areqd (in2) = .0018 AFTG =0.5184 Aprovided (in2) = # bars x Abars =0.6 → (3) #4 bars cont. (OK) Transverse Footing Reinforcement Required 12 12 0.2 1 0.666667 0.2592 0.333333 → #4 bars @ 12" oc w/ #4 dowels @ 18" oc (OK) → See aNached Enercalc calculaHon for Canopy and Trash Enclosure fooHngs. Aprovided (in2) = # bars x Abars + # Dowels x Adowels = Footing Height (in) = Footing Width (in) = Rebar Area (per bar/dowel) (in2) = Number of Bars = Number of Dowels (per ft) = Areqd (in2) = .0018 AFTG = Dutch Bros Rexburg, ID Diaphragm Loads ATJ GAS-ID-04-23 Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures 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) 0.25 / 12 1.2 deg Building length 45.0 ft Least width 19.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 20.9 ft Minimum parapet ht 6.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Roofs used for roof gardens 100 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies & first floor corridors 100 psf Stairs and exit ways 100 psf International Building Code 2018 Business Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Roof Design Loads Items Description Multiple psf (max) psf (min) Roofing 3 ply felt & gravel 5.5 5.0 Decking Metal Roof deck, 1.5, 22 ga. 1.7 1.2 Framing Steel roof joists & girders 3.0 2.0 Insulation Rigid insulation, per 1" x 2.0 3.0 1.4 Ceiling Suspended acoustical tile 1.8 1.0 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc.0.5 0.0 0.0 0.0 Actual Dead Load 17.5 10.6 Use this DL instead 20.0 9.0 Live Load 20.0 0.0 Snow Load 35.0 0.0 Ultimate Wind (zone 2 - 100sf) 22.5 -26.3 ASD Loading D + S 55.0 - D + 0.75(0.6*W + S) 56.4 - 0.6*D + 0.6*W --10.4 LRFD Loading 1.2D + 1.6 S + 0.5W 91.3 - 1.2D + 1.0W + 0.5S 64.0 - 0.9D + 1.0W --18.2 Roof Live Load Reduction Roof angle 0.25 / 12 1.2 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K1 =0.000 x/Lh = 0.31 K2 =0.792 z/Lh = 0.09 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 =15.0 ft If building h/B>4 then may be flexible and should be investigated. B = 19.0 ft h/B = 0.79 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure formula 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 =0.94 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =15.0 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 Gf = 0.000 Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.85 Edge Strip (a) =3.0 ft Base pressure (qh) =14.7 psf End Zone (2a) =6.0 ft GCpi = +/-0.18 Zone 2 length =9.5 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Nominal Wind Surface Pressures (psf) 1 8.5 3.2 -4.0 -9.2 2 -7.5 -12.8 -7.5 -12.8 3 -2.8 -8.1 -2.8 -8.1 4 -1.6 -6.9 -4.0 -9.2 5 8.5 3.2 6 -1.6 -6.9 1E 11.6 6.3 -4.4 -9.7 2E -13.0 -18.3 -13.0 -18.3 3E -5.1 -10.4 -5.1 -10.4 4E -3.7 -8.9 -4.4 -9.7 5E 11.6 6.3 6E -3.7 -8.9 Parapet Windward parapet = 23.6 psf (GCpn = +1.5)Windward roof Leeward parapet = -15.7 psf (GCpn = -1.0)overhangs =10.3 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 10.1 psf Roof -4.7 psf ** End Zone: Wall 15.2 psf Roof -7.9 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 10.1 psf End Zone: Wall 15.2 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 1.2 deg Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Nominal Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 2) =0.85 h =15.0 ft 0.2h =3.0 ft Base pressure (qh) =14.7 psf 0.6h =9.0 ft Minimum parapet ht = 6.0 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg qi = qh = 14.7 psf Type of roof = Monoslope Roof Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 60 sf 120 sf Negative Zone 1 -27.6 -25.7 -23.3 -21.5 -19.7 -18.2 -17.3 -17.3 -22.9 -21.0 Negative Zone 1'-15.8 -15.8 -15.8 -15.8 -13.6 -11.8 -10.7 -10.0 -15.8 -15.2 Negative Zone 2 -36.4 -34 -30.9 -28.6 -26.2 -24.4 -23.2 -23.2 -30.3 -28.0 Negative Zone 3 -36.4 -34 -30.9 -28.6 -26.2 -24.4 -23.2 -23.2 -30.3 -28.0 Positive Zone 1 & 1'10 10 10 10 10.0 10.0 10.0 10.0 10.0 10.0 Positive Zones 2 & 3 15.8 15.1 14.2 13.5 12.8 12.2 11.9 11.2 14.0 13.3 Overhang Zone 1&1'-24.9 -24.5 -23.9 -23.5 -19.7 -16.6 -14.7 -14.7 -23.8 -22.5 Overhang Zone 2 -33.7 -30.6 -26.5 -23.4 -20.2 -17.7 -16.1 -16.1 -25.7 -22.5 Overhang Zone 3 -33.7 -30.6 -26.5 -23.4 -20.2 -17.7 -16.1 -16.1 -25.7 -22.5 Negative zone 3 = zone 2, since parapet >= 3ft. 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 2.6 psf) Parapet qp =15.7 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 20 sf CASE A: Zone 2 : 50.3 47.0 42.7 39.5 36.2 31.9 47.0 Zone 3 : 50.3 47.0 42.7 39.5 36.2 31.9 47.0 CASE B: Interior zone : -29.7 -28.2 -26.2 -24.7 -23.2 -21.2 -28.2 Corner zone : -33.9 -31.7 -28.7 -26.5 -24.2 -21.2 -31.7 wall a =3.0 ft Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 20 sf 55 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -17.1 -14.8 -14.1 -13.2 -16.4 -15.4 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -21.1 -16.4 -15.0 -13.2 -19.7 -17.7 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 15.8 13.5 12.8 11.9 15.1 14.1 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input 1 Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Location of C&C Wind Pressure Zones - ASCE 7-16 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' Note: The stepped roof zones above are as shown in ASCE 7-16 (except the upper roof zones 1 and 2 are shown at the inside edge per the notes). Prior editions didn't show zones, but the notes sent you to the low slope gable figure. The note in ASCE 7-16 still sends you to the low slope gable figure, but for some reasons the zones shown are per editions prior to ASCE 7-16. Therefore, the above zones may be a code mistake and the correct zone locations may be per the low slope gable roof shown at the top of this page. 1 Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Wind Loads - Open Buildings: 0.25 ≤ h/L ≤ 1.0 Nominal Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow =Clear Roof Angle =1.2 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 10 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) =14.7 psf Roof pressures - Wind Normal to Ridge Cnw Cnl Cn = 1.20 0.30 p =15.0 psf 3.7 psf Cn = -1.10 -0.10 p =-13.7 psf -1.2 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, Ɣ = 90 deg h = 15.0 ft ≤ h >h ≤ 2h > 2h 2h = 30.0 ft Cn =-0.80 -0.60 -0.30 p =-10.0 psf -7.5 psf -3.7 psf Cn = 0.80 0.50 0.30 p =10.0 psf 6.2 psf 3.7 psf Fascia Panels -Horizontal pressures qp = 14.7 psf Windward fascia: 22.0 psf (GCpn = +1.5) Leeward fascia:-14.7 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 a = 3.0 ft a2 =9.0 sf Base pressure (qh) =14.7 psf 4a2 =36.0 sf G = 0.85 positive negative positive negative positive negative 2.53 -3.44 1.90 -1.76 1.26 -1.15 1.90 -1.76 1.90 -1.76 1.26 -1.15 1.26 -1.15 1.26 -1.15 1.26 -1.15 31.5 psf -42.9 psf 23.6 psf -22.0 psf 15.7 psf -14.3 psf 23.6 psf -22.0 psf 23.6 psf -22.0 psf 15.7 psf -14.3 psf 15.7 psf -14.3 psf 15.7 psf -14.3 psf 15.7 psf -14.3 psf Wind pressure zone 3 zone 2 >9, ≤ 36 sf > 36 sf ≤ 9 sf >9, ≤ 36 sf > 36 sf Clear Wind Flow CN zone 1 Clear Wind Flow Effective Wind Area ≤ 9 sf A B Horizontal Distance from Windward EdgeWind Flow Load Case A B Load Case Wind Flow Clear Wind Flow Ɣ = 0 & 180 deg Wind Direction Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Location of Open Building Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Seismic Loads:IBC 2018 Strength Level Forces Risk Category : II Importance Factor (Ie) : 1.00 Site Class : D Ss (0.2 sec) = 36.10 %g S1 (1.0 sec) = 14.10 %g Site specific ground motion analysis performed: Fa = 1.511 Sms = 0.546 SDS =0.364 Design Category = C Fv = 2.318 Sm1 = 0.327 SD1 =0.218 Design Category = D Seismic Design Category =D Redundancy Coefficient ρ = 1.30 Number of Stories: 1 Structure Type:All other building systems Horizontal Struct Irregularities: 2) Reentrant Corners See ASCE7 Sect 12.3.3.4 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: 65 ft Actual Structural Height (hn) = 15.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over-Strength Factor (Ωo) =2.5 Deflection Amplification Factor (Cd) = 4 SDS =0.364 SD1 =0.218 Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = 1.3Qe +/-0.073D QE = horizontal seismic force Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 2.5Qe +/-0.073D 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 = 1.48 Approx fundamental period (Ta) =CThn x = 0.152 Tmax = CuTa = 0.226 sec User calculated fundamental period = T = 0.152 sec Long Period Transition Period (TL) =ASCE7 map =8 sec Seismic response coef. (Cs) = SdsI/R = 0.056 need not exceed Cs =Sd1 I /RT =0.220 but not less than Cs = 0.044SdsI = 0.016 USE Cs = 0.056 Design Base Shear V =0.056W See ASCE7 Sect 12.3.3.4 for 25% connection increase Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x sec x= 0.75 Total Stories =1 Floor Dead Load = 80.0 psf Roof Dead Load = 20.0 psf Building length L = 45.0 ft Floor LL to include = 0.0 psf Roof Snow Load = 7.0 psf Building width W = 19.0 ft Floor Equip wt = 0.0 kips Roof Equip wt = 2.2 kips hn = 15.0 ft Partition weight = Parapet weight = 12.0 psf k = 1.000 Ext Wall Weight = 12.0 psf Parapet height =5.0 ft V = 0.056W Bottom Floor is a slab on grade Diaphragm shall be designed for level force Fx, but not less than Fpx = (S Fi / S wi) wpx, but : Fpx min = 0.2SDS Ie wpx =0.073 wpx Seismic Forces Normal to Building Length Fpx max = 0.4SDS Ie wpx =0.145 wpx EL above Level Cvx =V =2.1k Seismic Base Weight Wx hxk Wx hxk Base Shear Distribution Diaphragm Force Fpx Level (x)hx (ft)Wx (kips) (ft-kips)S Wi hik Fx=CvxV S Fx (k)Story M S Wi (k)Fpx Design Fpx Roof 13.00 38 490 1.000 2.11 2.1 0 38 2.1 2.7 1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0 Base 38 1.000 2.1 27 27 = Base M Seismic Forces Parallel to Building Length V = 1.7k Base Shear Distribution Diaphragm Force Fpx Level (x)hx (ft)Wx (kips)Wx hxk Cvx =Fx=CvxV S Fx (k)Story M S Wi (k)Fpx Design Fpx Roof 13.00 31 397 1.000 1.71 1.7 0 31 1.7 2.2 1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0 Base 0.00 31 1.000 1.7 22 22 = Base M PROJECT NAME: Dutch Bros Coffee PROJECT NUMBER: GAS-ID-04-23 LOCATION: Rexburg, ID SUBJECT: MFRS Diaphragm Wind Load Calculator Updated 1/23/2018 PREPARED BY: ATJ DATE: 8/31/2023 End Zone Pressure (psf) Wall Height (ft) Twr Wall Height (ft) Wall 15.2 14.75 7.167 Pressure (psf)Parapet Height (ft)Total Uniform Load (plf) At Tower Parapet 39.3 1.5 160 At Regular Parapet 39.3 5.5 354 Interior Zone Pressure (psf) Wall Height (ft) Twr Wall Height (ft) Wall 10.1 14.75 7.167 Pressure (psf)Parapet Height (ft)Total Uniform Load (plf) At Tower Parapet 39.3 1.5 105 At Regular Parapet 39.3 5.5 335 Plan North-South Direction: Project Page Date Project No By Description Checked Diaphragm type: Roof L = 10.00 ft Wind P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 120 plf a1 = 0.00 ft b1 = 10.00 ft W2 = a2 = b2 = W3 = a3 = b3 = W4 = a4 = b4 = d1 = 0.00 ft d2 = 10.00 ft R1 = 600 lbs R2 = 600 lbs Shear Diagram n1 = 66.7 plf n2 = 66.7 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 Any Chord Force = -2- Yes Any -3- Yes Any -4- Yes Any Dutch Bros ATJ Diaphragm Design SJS/KJL Element:Tower Roof Diaphragm Forces (N-S & E-W) 600 lbs 1 500 ft-lbs 9.00 ft Sheathing Bndry Nailing Capacity 67 plf 19/32" 10d @ 6" 300 plf 167 lbs 19/32" 10d @ 6" 448 plf Use Mark -1- Roof Sheathing for Tower Roof Diaphragm Forces (N-S & E-W)Capacities above are for sheathing applied to 2x nominal members. 19/32" 10d @ 4"595 plf 19/32" 10d @ 2 1/2" 895 plf -200 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 -800 -600 -400 -200 0 200 400 600 800 0 2 4 6 8 10 12 Wood Diaphragm Design ASCE 7-10-Wind Tower Roof Project Page Date Project No By Description Checked Diaphragm type: Roof L = 4.00 ft Wind P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 90 plf a1 = 0.00 ft b1 = 4.00 ft W2 = a2 = b2 = W3 = a3 = b3 = W4 = a4 = b4 = d1 = 0.00 ft d2 = 4.00 ft R1 = 180 lbs R2 = 180 lbs Shear Diagram n1 = 16.4 plf n2 = 16.4 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 Any Chord Force = -2- Yes Any -3- Yes Any -4- Yes Any Dutch Bros ATJ Diaphragm Design SJS/KJL Element:Storage Building Roof Diaphragm Forces (N-S) 180 lbs 180 ft-lbs 11.00 ft Sheathing Bndry Nailing Capacity 16 plf 19/32" 10d @ 6" 300 plf 16 lbs 19/32" 10d @ 6" 448 plf Use Mark -1- Roof Sheathing for Storage Building Roof Diaphragm Forces (N-S)Capacities above are for sheathing applied to 2x nominal members. 19/32" 10d @ 4"595 plf 19/32" 10d @ 2 1/2" 895 plf -20 0 20 40 60 80 100 120 140 160 180 200 0 1 2 3 4 5 -200 -150 -100 -50 0 50 100 150 200 0 1 2 3 4 5 Wood Diaphragm Design ASCE 7-10-Wind Storage Bldg Roof (N-S) Project Page Date Project No By Description Checked Diaphragm type: Roof L = 11.00 ft Wind P1 = c1 = P2 = c2 = P3 = c3 = P4 = c4 = W1 = 90 plf a1 = 0.00 ft b1 = 11.00 ft W2 = a2 = b2 = W3 = a3 = b3 = W4 = a4 = b4 = d1 = 0.00 ft d2 = 11.00 ft R1 = 495 lbs R2 = 495 lbs Shear Diagram n1 = 123.8 plf n2 = 123.8 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 Any Chord Force = -2- Yes Any -3- Yes Any -4- Yes Any Dutch Bros ATJ Diaphragm Design SJS/KJL Element:Storage Building Roof Diaphragm Forces (E-W) 495 lbs 1 361 ft-lbs 4.00 ft Sheathing Bndry Nailing Capacity 124 plf 19/32" 10d @ 6" 300 plf 340 lbs 19/32" 10d @ 6" 448 plf Use Mark -1- Roof Sheathing for Storage Building Roof Diaphragm Forces (E-W)Capacities above are for sheathing applied to 2x nominal members. 19/32" 10d @ 4"595 plf 19/32" 10d @ 2 1/2" 895 plf -200 0 200 400 600 800 1000 1200 1400 1600 0 2 4 6 8 10 12 -600 -400 -200 0 200 400 600 0 2 4 6 8 10 12 Wood Diaphragm Design ASCE 7-10-Wind Storage Bldg Roof (E-W) Project Page Date Project No By Description Checked Diaphragm type: Roof L = 45.00 ft Wind P1 = 600 lbs c1 = 0.00 ft P2 = 600 lbs c2 = 10.00 ft P3 = c3 = P4 = c4 = W1 = 160 plf a1 = 0.00 ft b1 = 6.00 ft W2 = 105 plf a2 = 6.00 ft b2 = 10.00 ft W3 = 335 plf a3 = 10.00 ft b3 = 39.00 ft W4 = 90 plf a4 = 45.00 ft b4 = 49.00 ft d1 = 1.00 ft d2 = 45.00 ft R1 = 6 870 lbs R2 = 5 785 lbs Shear Diagram n1 = 361.6 plf n2 = 304.5 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 Any Chord Force = -2- Yes Any -3- Yes Any -4- Yes Any Use Mark -2- Roof Sheathing for Main Building Roof Diaphragm Forces (N-S)Capacities above are for sheathing applied to 2x nominal members. 19/32" 10d @ 4"595 plf 19/32" 10d @ 2 1/2" 895 plf 19/32" 10d @ 6" 300 plf 3 982 lbs 19/32" 10d @ 6" 448 plf 19.00 ft Sheathing Bndry Nailing Capacity 321 plf Element:Main Building Roof Diaphragm Forces (N-S) 6 105 lbs 75 653 ft-lbs Dutch Bros ATJ Diaphragm Design SJS/KJL -10000 0 10000 20000 30000 40000 50000 60000 70000 80000 0 10 20 30 40 50 -6000 -4000 -2000 0 2000 4000 6000 8000 0 10 20 30 40 50 Wood Diaphragm Design ASCE 7-10-Wind N-S Project Page Date Project No By Description Checked Diaphragm type: Roof L = 24.50 ft Wind P1 = 665 lbs c1 = 0.00 ft P2 = 665 lbs c2 = 9.00 ft P3 = c3 = P4 = c4 = W1 = 160 plf a1 = 0.00 ft b1 = 6.00 ft W2 = 106 plf a2 = 6.00 ft b2 = 9.00 ft W3 = 335 plf a3 = 9.00 ft b3 = 24.50 ft W4 = 90 plf a4 = 24.50 ft b4 = 29.50 ft d1 = 6.00 ft d2 = 24.50 ft R1 = 4 960 lbs R2 = 3 290 lbs Shear Diagram n1 = 124.0 plf n2 = 82.3 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 Any Chord Force = -2- Yes Any -3- Yes Any -4- Yes Any Dutch Bros ATJ Diaphragm Design SJS/KJL Element:Main Building Roof Diaphragm Forces (E-W) 3 336 lbs 10 965 ft-lbs 40.00 ft Sheathing Bndry Nailing Capacity 83 plf 274 lbs 448 plf 300 plf19/32" 10d @ 6" 19/32" 10d @ 6" Use Mark -1- Roof Sheathing for Main Building Roof Diaphragm Forces (E-W)Capacities above are for sheathing applied to 2x nominal members. 595 plf 895 plf 19/32" 10d @ 4" 19/32" 10d @ 2 1/2" -8000 -6000 -4000 -2000 0 2000 4000 6000 8000 10000 12000 0 5 10 15 20 25 30 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 0 5 10 15 20 25 30 Wood Diaphragm Design ASCE 7-10-Wind E-W Wall Mark Seismic Force (lbs) Wind Force (lbs) r Length (ft) n (lbs/ft) Go v e r n s ( W / S ) Height (ft) O.T.M.* (ft-lbs) DL (lbs) R.M. x Factor** (ft-lbs) Max. O.T. T/C (lbs) Holdown Force (lbs) Holdown Co Sht'g. Mark NW1 4 960 1.30 35.00 142 W 12.5 62 000 14 000 147 000 1 792 0 N/R 1.00 -6- SW1 4 960 1.30 24.00 207 W 12.5 62 000 9 600 69 120 2 627 0 N/R 1.00 -6- WW1 6 870 1.30 10.00 687 W 14.5 99 615 2 400 7 200 10 377 9 627 HDU14 1.00 -3- EW1 6 870 1.30 11.67 589 W 14.5 99 615 2 451 8 580 8 839 8 078 HDU11 1.00 -4- SBE 180 1.30 6.50 28 W 10.5 1 890 634 1 236 310 107 HDU2 1.00 -6- SBN/S 495 1.30 4.00 124 W 10.5 5 198 210 252 1 444 1 374 HDU2 1.00 -6- Simpson Holdown Edge Wall Sheathing Capacities: Capacities: Studs Support Wood Species:DF (DF/SP/SPF) 2-2x Wind Seismic 2-2x -6- 870 #/ft 620 #/ft - 15/32" sht'g. w/ 10d @ 6" o.c. 2-2x -4- 1290 #/ft 920 #/ft - 15/32" sht'g. w/ 10d @ 4" o.c. 2-2x -3- 1680 #/ft 1200 #/ft - 15/32" sht'g. w/ 10d @ 3" o.c. 6x Values listed above are for 2x studs spaced at 24" o.c. max. with 6x long dimension of sheathing applied across studs. Use 3x framing for sole/sill plates and joint studs for Marks -4- and -3- and when sheathing is applied both sides of wall. ** The factor applied to the DL in calculating the resisting moment is 0.60 for ASD. 4,565# 3,075# * The overturning moment is calculated using the applied lateral force. 5,645# HDU2 HDU4 HDU5 HDU11 9,535# HDU14 14,445# Sheathing (Structural I/Sheathing) HDU8 6,765# Project:Dutch Bros Page Date: By:ATJ Checked:____SJS/KJL_______ Project No. Description:Wood Shear Walls and Holdown Design Wood Shear Wall Design Project Page Date Project No 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 = 0.992 1666 lbs 2665 lbs F t =500 psi CF = 1.3 5119 lbs 8190 lbs F c =1400 psi CF = 1.1 12128 lbs 19404 lbs 1666 lbs 2665 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 Dutch Bros Coffee - (6) SDS 1/4 Wood Screws: - (12) SDS 1/4 Wood Screws: - (24) SDS 1/4 Wood Screws: SJS/KJL ATJ A net = 7.875 sq. in. Splice Capacities for A net = 7.875 sq. in. Penetration Reduct: 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 2x6 Untreated Plates Top Plate Splices - SDS_Rev RRH www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 1 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 Item number: not available Effective embedment depth: hef = 9.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-08 / CIP Stand-off installation: Profile: Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, ft.lb] www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 2 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 16,045; Vx = 0; Vy = 0; Mx = 0.000; My = 0.000; Mz = 0.000; no 67 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 16,045 0 0 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*16,045 26,361 61 OK Pullout Strength*16,045 26,051 62 OK Concrete Breakout Failure**16,045 24,042 67 OK Concrete Side-Face Blowout, direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 3 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 3.1 Steel Strength Nsa = Ase,N futa ACI 318-08 Eq. (D-3) f Nsa ³ Nua ACI 318-08 Eq. (D-1) Variables Ase,N [in.2]futa [psi] 0.61 58,000 Calculations Nsa [lb] 35,148 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 35,148 0.750 26,361 16,045 3.2 Pullout Strength NpN = y c,p Np ACI 318-08 Eq. (D-14) Np = 8 Abrg f' c ACI 318-08 Eq. (D-15) f NpN ³ Nua ACI 318-08 Eq. (D-1) Variables y c,p Abrg [in.2]f' c [psi] 1.000 1.16 4,000 Calculations Np [lb] 37,216 Results Npn [lb]f concrete f Npn [lb]Nua [lb] 37,216 0.700 26,051 16,045 www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 4 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 3.3 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-08 Eq. (D-4) f Ncb ³ Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2 ef ACI 318-08 Eq. (D-6) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-08 Eq. (D-11) y cp,N = MAX(ca,mincac , 1.5hefcac)£ 1.0 ACI 318-08 Eq. (D-13) Nb = kc l √f' c h1.5 ef ACI 318-08 Eq. (D-7) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l f' c [psi] 8.000 12.000 1.000 -24 1 4,000 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 576.00 576.00 1.000 1.000 34,346 Results Ncb [lb]f concrete f Ncb [lb]Nua [lb] 34,346 0.700 24,042 16,045 www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 5 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*N/A N/A N/A N/A Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength*N/A N/A N/A N/A Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 6 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 6 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 Profile: - Item number: not available Hole diameter in the fixture: - Maximum installation torque: - Plate thickness (input): - Hole diameter in the base material: - in. Hole depth in the base material: 9.000 in. Minimum thickness of the base material: 10.172 in. Hilti Hex Head headed stud anchor with 9 in embedment, 1, Steel galvanized, installation per instruction for use Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 12.000 -12.000 12.000 www.hilti.com Hilti PROFIS Engineering 3.0.85 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Case Engineering Inc 796 Merus Court, St. Louis, MO 63026 6363491600 | Holdown Anchor Page: Specifier: E-Mail: Date: 7 Andrew Jones ajones@caseengineeringinc.com 6/26/2023 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Case Engineering, Inc JOB TITLE Dutch Bros - Rexburg, ID 796 Merus Ct St. Louis, MO 63026 JOB NO.GAS-ID-04-23 SHEET NO. (636) 349-1600 CALCULATED BY ATJ DATE CHECKED BY DATE Snow Loads :ASCE 7- 16 Nominal Snow Forces Roof slope = 1.2 deg Horiz. eave to ridge dist (W) = 19.0 ft Roof length parallel to ridge (L) = 45.0 ft Type of Roof Monoslope Ground Snow Load Pg = 50.0 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 = 35.0 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load =35.0 psf Near ground level surface balanced snow load = 50.0 psf Rain on Snow Surcharge Angle 0.38 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 35.0 psf Minimum Snow Load Pm =20.0 psf Uniform Roof Design Snow Load =35.0 psf Windward Snow Drifts 1 - Against walls, parapets, etc Up or downwind fetch lu = 35.5 ft Projection height h =6.0 ft Projection width/length lp =18.0 ft Snow density g =20.5 pcf Balanced snow height hb =1.71 ft hd =1.82 ft hc =4.29 ft hc/hb >0.2 =2.5 Therefore, design for drift Drift height (hd)=1.82 ft Drift width w =7.30 ft Surcharge load: pd = γ*hd =37.4 psf Balanced Snow load: =35.0 psf 72.4 psf Windward Snow Drifts 2 - Against walls, parapets, etc Up or downwind fetch lu =18.0 ft Projection height h =6.0 ft Projection width/length lp =35.5 ft Snow density g =20.5 pcf Balanced snow height hb =1.71 ft hd =1.31 ft hc =4.29 ft hc/hb >0.2 =2.5 Therefore, design for drift Drift height (hd)=1.31 ft Drift width w = 5.25 ft Surcharge load: pd = γ*hd =26.9 psf Balanced Snow load: =35.0 psf 61.9 psf Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Level Member Name Results Current Solution Comments Header H1 Passed 1 piece(s) 6 x 6 DF No.1 Header H2 a Passed 1 piece(s) 6 x 10 DF No.1 Header H2 Passed 1 piece(s) 6 x 10 DF No.1 Header H3 Passed 1 piece(s) 6 x 12 DF No.1 Header H4 Passed 1 piece(s) 4 x 6 DF No.2 Tower Roof Passed 1 piece(s) 2 x 10 DF No.2 @ 24" OC Storage Roof Joists Passed 1 piece(s) 2 x 8 DF No.2 @ 24" OC Dutch Bros (Rexburg, ID) JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6 File Name: Dutch Bros (Rexburg, ID) Page 1 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)586 @ 1 1/2"10313 (3.00")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)395 @ 8 1/2"3943 Passed (10%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)564 @ 2' 2"3189 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in)0.004 @ 2' 2"0.136 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in)0.014 @ 2' 2"0.204 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs)256 @ 4' 2 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)183 @ 8 1/2"5485 Passed (3%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)261 @ mid-span 4437 Passed (6%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.004 @ mid-span 0.408 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.16 1.00 Passed (16%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Lateral deflection criteria: Wind (L/120) •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"428 43 158 586 None 2 - Trimmer - DF 3.00"3.00"1.50"428 43 158 586 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 4" o/c Bottom Edge (Lu)4' 4" o/c Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)3 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)3 Dead Roof Live Snow Vertical Loads Location Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 4"N/A 7.7 ---- 1 - Uniform (PLF)0 to 4' 4"N/A 170.0 --Default Load 2 - Uniform (PSF)0 to 4' 4"1'20.0 20.0 73.0 • ASCE/SEI 7 Sec. 30.4: Exposure Category (C), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 6'34.8 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Header H1 1 piece(s) 6 x 6 DF No.1 ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 2 / 13 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 3 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2976 @ 1 1/2"10313 (3.00")Passed (29%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1598 @ 1' 1/2"6810 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2986 @ 2' 3"10703 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in)0.010 @ 2' 3"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in)0.015 @ 2' 3"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs)266 @ 4' 4 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)193 @ 8 1/2"9475 Passed (2%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)282 @ mid-span 6380 Passed (4%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.003 @ mid-span 0.425 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.20 1.00 Passed (20%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Lateral deflection criteria: Wind (L/120) •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"964 551 2012 2976 None 2 - Trimmer - DF 3.00"3.00"1.50"964 551 2012 2976 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 6" o/c Bottom Edge (Lu)4' 6" o/c Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)3 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)3 Dead Roof Live Snow Vertical Loads Location Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 6"N/A 13.2 ---- 1 - Uniform (PLF)0 to 4' 6"N/A 170.0 --Default Load 2 - Uniform (PSF)0 to 4' 6"12' 3"20.0 20.0 73.0 • ASCE/SEI 7 Sec. 30.4: Exposure Category (C), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 6'34.7 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Header H2 a 1 piece(s) 6 x 10 DF No.1 ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 4 / 13 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 5 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1344 @ 4"18906 (5.50")Passed (7%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1036 @ 1' 3"6810 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3234 @ 5' 5 1/2"10703 Passed (30%)1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in)0.029 @ 5' 5 1/2"0.342 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in)0.097 @ 5' 5 1/2"0.512 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs)604 @ 10' 7"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)536 @ 11"9475 Passed (6%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)1549 @ mid-span 6380 Passed (24%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.097 @ mid-span 1.025 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.40 1.00 Passed (40%)1.60 1.0 D + 0.6 W System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Lateral deflection criteria: Wind (L/120) •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Trimmer - SPF 5.50"5.50"1.50"946 109 398 1344 None 2 - Trimmer - SPF 5.50"5.50"1.50"946 109 398 1344 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 11" o/c Bottom Edge (Lu)10' 11" o/c Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Spruce-Pine-Fir Nails 10d (0.128" x 3") (End)8 Right 2X Spruce-Pine-Fir Nails 10d (0.128" x 3") (End)8 Dead Roof Live Snow Vertical Loads Location Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 10' 11"N/A 13.2 ---- 1 - Uniform (PLF)0 to 10' 11"N/A 140.0 --Default Load 2 - Uniform (PSF)0 to 10' 11"1'20.0 20.0 73.0 • ASCE/SEI 7 Sec. 30.4: Exposure Category (C), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 6'32.8 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Header H2 1 piece(s) 6 x 10 DF No.1 ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 6 / 13 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 7 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5743 @ 4"18906 (5.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3952 @ 1' 5"8244 Passed (48%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)11197 @ 4' 6 1/2"15684 Passed (71%)1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in)0.088 @ 4' 6 1/2"0.281 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in)0.128 @ 4' 6 1/2"0.421 Passed (L/789)--1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs)502 @ 8' 9"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)433 @ 11"11469 Passed (4%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)1057 @ mid-span 7723 Passed (14%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.037 @ mid-span 0.842 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.58 1.00 Passed (58%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Lateral deflection criteria: Wind (L/120) •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Wind Factored Accessories 1 - Trimmer - DF 5.50"5.50"1.67"1799 1317 3944 1090 5743 None 2 - Trimmer - DF 5.50"5.50"1.67"1799 1317 3944 1090 5743 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 1" o/c Bottom Edge (Lu)9' 1" o/c Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)6 Right 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)6 Dead Roof Live Snow Wind Vertical Loads Location Tributary Width (0.90)(non-snow: 1.25)(1.15)(1.60)Comments 0 - Self Weight (PLF)0 to 9' 1"N/A 16.0 ------ 1 - Uniform (PLF)0 to 9' 1"N/A 140.0 --240.0 Default Load 2 - Uniform (PSF)0 to 9' 1"9' 6"20.0 20.0 73.0 - 3 - Uniform (PSF)0 to 9' 1"5'10.0 20.0 35.0 - • ASCE/SEI 7 Sec. 30.4: Exposure Category (C), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 6'33.2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Header H3 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 8 / 13 • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 9 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)414 @ 1 1/2"6563 (3.00")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)278 @ 8 1/2"2657 Passed (10%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)398 @ 2' 2"1979 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in)0.012 @ 2' 2"0.136 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in)0.015 @ 2' 2"0.204 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs)256 @ 4' 2 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)204 @ 6 1/2"3696 Passed (6%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)261 @ mid-span 1839 Passed (14%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.017 @ mid-span 0.408 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.22 1.00 Passed (22%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Lateral deflection criteria: Wind (L/120) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"97 87 316 414 None 2 - Trimmer - DF 3.00"3.00"1.50"97 87 316 414 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 4" o/c Bottom Edge (Lu)4' 4" o/c Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)3 Right 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)3 Dead Roof Live Snow Vertical Loads Location Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 4"N/A 4.9 ---- 1 - Uniform (PSF)0 to 4' 4"2'20.0 20.0 73.0 Default Load • ASCE/SEI 7 Sec. 30.4: Exposure Category (C), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 6'34.8 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Header H4 1 piece(s) 4 x 6 DF No.2 ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 10 / 13 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 11 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)440 @ 3 1/2"1406 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)355 @ 1' 3/4"1915 Passed (19%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)880 @ 4' 3 1/2"2334 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.041 @ 4' 3 1/2"0.267 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.064 @ 4' 3 1/2"0.400 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"172 172 300 472 See note ¹ 2 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"172 172 300 472 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)8' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU28 1.50"N/A 8-10dx1.5 6-10dx1.5 2 - Face Mount Hanger LU28 1.50"N/A 8-10dx1.5 6-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 8' 7"24"20.0 20.0 35.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Tower Roof 1 piece(s) 2 x 10 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 12 / 13 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)202 @ 1 1/2"1406 (1.50")Passed (14%)--1.0 D + 1.0 S (All Spans) Shear (lbs)135 @ 8 3/4"1501 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)185 @ 1' 11 1/2"1564 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 11 1/2"0.122 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.006 @ 1' 11 1/2"0.183 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Factored Accessories 1 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"78 78 137 215 See note ¹ 2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"78 78 137 215 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 8" o/c Bottom Edge (Lu)3' 8" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 3' 11"24"20.0 20.0 35.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Storage Roof Joists 1 piece(s) 2 x 8 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 8/31/2023 1:48:54 PM UTCAndrew Jones Case Engineering Inc (363) 796-1600 ajones@caseengineeringinc.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Dutch Bros (Rexburg, ID) Page 13 / 13 Wood Beam LIC# : KW-06014217, Build:20.23.04.05 CASE ENGINEERING, INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Canopy Joists Project File: Canopy Framing.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 2.0 ft Varying Uniform Load : S= 0.0270->0.0 k/ft, Extent = 0.0 -->> 5.250 ft, Trib Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.536: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.869ft 44.01 psi= = 1,190.25psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.213 : 1 0.000 ft= = 638.14psi Maximum Deflection 0 <480 931Ratio =0 <480 Max Downward Transient Deflection 0.122 in 1183Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.155 in Ratio =>=480 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.147 0.056 0.90 1.000 1.151.00 1.00 0.36 136.5 931.5 0.10 162.01.00 9.01.00 1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.317 0.120 1.25 1.000 1.151.00 1.00 1.08 409.6 1,293.8 0.30 225.01.00 27.11.00 1.00+D+S 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.536 0.213 1.15 1.000 1.151.00 1.00 1.68 638.1 1,190.3 0.50 207.01.00 44.01.00 1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.264 0.100 1.25 1.000 1.151.00 1.00 0.90 341.3 1,293.8 0.25 225.01.00 22.61.00 1.00+D+0.750S 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014217, Build:20.23.04.05 CASE ENGINEERING, INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Canopy Joists Project File: Canopy Framing.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 12.0 ft 1 0.431 0.170 1.15 1.000 1.151.00 1.00 1.35 512.7 1,190.3 0.40 207.01.00 35.31.00 1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.049 0.019 1.60 1.000 1.151.00 1.00 0.22 81.9 1,656.0 0.06 288.01.00 5.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.1546 6.000 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.601 0.550 Max Upward from Load Combinations 0.601 0.550 Max Upward from Load Cases 0.481 0.430 D Only 0.120 0.120 +D+Lr 0.360 0.360 +D+S 0.601 0.550 +D+0.750Lr 0.300 0.300 +D+0.750S 0.480 0.443 +0.60D 0.072 0.072 Lr Only 0.240 0.240 S Only 0.481 0.430 Wood Beam LIC# : KW-06014217, Build:20.23.04.05 CASE ENGINEERING, INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Canopy Beam Project File: Canopy Framing.ec6 Project Title:Engineer:Project ID:Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.060, Lr = 0.120, S = 0.240 k/ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.813: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.832ft 70.60 psi= = 1,190.25psi 2-2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2-2x12 Maximum Shear Stress Ratio 0.341 : 1 11.128 ft= = 967.90psi Maximum Deflection 522 >=480 622Ratio =418 >=360 Max Downward Transient Deflection 0.185 in 777Ratio =>=480 Max Upward Transient Deflection -0.092 in Ratio = Max Downward Total Deflection 0.231 in Ratio =>=360Max Upward Total Deflection -0.115 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+SSpan: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.208 0.087 0.90 1.000 1.151.00 1.00 1.02 193.6 931.5 0.32 162.01.00 14.11.00 1.00Length = 2.0 ft 2 0.024 0.087 0.90 1.000 1.151.00 1.00 0.12 22.8 931.5 0.06 162.01.00 14.11.00 1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.449 0.188 1.25 1.000 1.151.00 1.00 3.06 580.7 1,293.8 0.95 225.01.00 42.41.00 1.00Length = 2.0 ft 2 0.053 0.188 1.25 1.000 1.151.00 1.00 0.36 68.3 1,293.8 0.19 225.01.00 42.41.00 1.00+D+S 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.813 0.341 1.15 1.000 1.151.00 1.00 5.10 967.9 1,190.3 1.59 207.01.00 70.61.00 1.00Length = 2.0 ft 2 0.096 0.341 1.15 1.000 1.151.00 1.00 0.60 113.8 1,190.3 0.32 207.01.00 70.61.00 Wood Beam LIC# : KW-06014217, Build:20.23.04.05 CASE ENGINEERING, INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Canopy Beam Project File: Canopy Framing.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.374 0.157 1.25 1.000 1.151.00 1.00 2.55 484.0 1,293.8 0.79 225.01.00 35.31.00 1.00Length = 2.0 ft 2 0.044 0.157 1.25 1.000 1.151.00 1.00 0.30 56.9 1,293.8 0.16 225.01.00 35.31.00 1.00+D+0.750S 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.651 0.273 1.15 1.000 1.151.00 1.00 4.08 774.3 1,190.3 1.27 207.01.00 56.51.00 1.00Length = 2.0 ft 2 0.076 0.273 1.15 1.000 1.151.00 1.00 0.48 91.0 1,190.3 0.26 207.01.00 56.51.00 1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.070 0.029 1.60 1.000 1.151.00 1.00 0.61 116.1 1,656.0 0.19 288.01.00 8.51.00 1.00Length = 2.0 ft 2 0.008 0.029 1.60 1.000 1.151.00 1.00 0.07 13.7 1,656.0 0.04 288.01.00 8.51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.2315 5.966 0.0000 0.000+D+S20.0000 5.966 -0.1147 2.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.750 2.450 Max Upward from Load Combinations 1.750 2.450 Max Upward from Load Cases 1.400 1.960 D Only 0.350 0.490 +D+Lr 1.050 1.470 +D+S 1.750 2.450 +D+0.750Lr 0.875 1.225 +D+0.750S 1.400 1.960 +0.60D 0.210 0.294 Lr Only 0.700 0.980 S Only 1.400 1.960 dÉåÉê~ä=cççíáåÖ if`@=W=htJMSMNQONTI=_ìáäÇWOMKOPKMQKMR `^pb=bkdfkbbofkdI=fk`K EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Canopy Footing mêçàÉÅí=cáäÉW=`~åçéó=cççíáåÖëKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 200.0 ksi No ksfAllowable Soil Bearing = = 4.50 60.0 3,865.20 145.0 = 0.30Flexure = 0.90 Shear = Valuesj 0.00180 3.0 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure Yes: Use Pedestal wt for stability, mom & shear Yes: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure No No:Use ftg wt for stability, moments & shears when footing base is below 1.0 ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface 0.6670 ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis 16.0 in pz : parallel to Z-Z Axis 16.0 in Height == 18.0 in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size = 5 Number of Bars = 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.520 1.680 4.116 1.680 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k0.1220 1.283 M-xx = k-ft= k-ft H = dÉåÉê~ä=cççíáåÖ if`@=W=htJMSMNQONTI=_ìáäÇWOMKOPKMQKMR `^pb=bkdfkbbofkdI=fk`K EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Canopy Footing mêçàÉÅí=cáäÉW=`~åçéó=cççíáåÖëKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS 46.295 Sliding - Z-Z 0.07320 k 3.389 k +0.60D+0.60W DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.2684 Soil Bearing 0.6710 ksf 2.50 ksf +D+0.750S+0.450W about Z-Z axis PASS 50.594 Overturning - X-X 0.1830 k-ft 9.259 k-ft +0.60D+0.60W PASS 12.027 Overturning - Z-Z 0.7698 k-ft 9.259 k-ft +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05066 Z Flexure (+X) 0.6218 k-ft/ft 12.272 k-ft/ft +1.20D+1.60S+0.50W PASS 0.04389 Z Flexure (-X) 0.5386 k-ft/ft 12.272 k-ft/ft +1.20D+1.60S+0.50W PASS 0.04808 X Flexure (+Z)0.5901 k-ft/ft 12.272 k-ft/ft +1.20D+1.60S+0.50W PASS 0.04647 X Flexure (-Z)0.5703 k-ft/ft 12.272 k-ft/ft +1.20D+1.60S+0.50W PASS 0.03886 1-way Shear (+X) 3.910 psi 100.623 psi +1.20D+1.60S+0.50W PASS 0.03322 1-way Shear (-X) 3.342 psi 100.623 psi +1.20D+1.60S+0.50W PASS 0.03671 1-way Shear (+Z) 3.694 psi 100.623 psi +1.20D+1.60S+0.50W PASS 0.03537 1-way Shear (-Z) 3.559 psi 100.623 psi +1.20D+1.60S+0.50W PASS 0.04207 2-way Punching 8.467 psi 201.246 psi +1.20D+1.60S+0.50W Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.3772 0.3772 n/a 0.1510.0n/a X-X, +D+Lr 2.50 n/a0.4822 0.4822 n/a 0.1930.0n/a X-X, +D+S 2.50 n/a0.6345 0.6345 n/a 0.2540.0n/a X-X, +D+0.750Lr 2.50 n/a0.4560 0.4560 n/a 0.1820.0n/a X-X, +D+0.750S 2.50 n/a0.5702 0.5702 n/a 0.2280.0n/a X-X, +D+0.60W 2.50 n/a0.4232 0.4572 n/a 0.1830.3118n/a X-X, +D+0.750Lr+0.450W 2.50 n/a0.4905 0.5160 n/a 0.2060.2046n/a X-X, +D+0.750S+0.450W 2.50 n/a0.6047 0.6301 n/a 0.2520.1667n/a X-X, +0.60D+0.60W 2.50 n/a0.2723 0.3063 n/a 0.1230.4744n/a X-X, +0.60D 2.50 n/a0.2263 0.2263 n/a 0.0910.0n/a Z-Z, D Only 2.50 0.3772n/a n/a 0.3772 0.151n/a0.0 Z-Z, +D+Lr 2.50 0.4822n/a n/a 0.4822 0.193n/a0.0 Z-Z, +D+S 2.50 0.6345n/a n/a 0.6345 0.254n/a0.0 Z-Z, +D+0.750Lr 2.50 0.4560n/a n/a 0.4560 0.182n/a0.0 Z-Z, +D+0.750S 2.50 0.5702n/a n/a 0.5702 0.228n/a0.0 Z-Z, +D+0.60W 2.50 0.3688n/a n/a 0.5117 0.205n/a1.312 Z-Z, +D+0.750Lr+0.450W 2.50 0.4496n/a n/a 0.5568 0.223n/a0.8605 Z-Z, +D+0.750S+0.450W 2.50 0.5638n/a n/a 0.6710 0.268n/a0.7013 Z-Z, +0.60D+0.60W 2.50 0.2179n/a n/a 0.3608 0.144n/a1.995 Z-Z, +0.60D 2.50 0.2263n/a n/a 0.2263 0.091n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+Lr None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.750Lr None 0.0 k-ft Infinity OK X-X, +D+0.750S None 0.0 k-ft Infinity OK X-X, +D+0.60W 0.1830 k-ft 14.087 k-ft 76.979 OK X-X, +D+0.750Lr+0.450W 0.1373 k-ft 16.103 k-ft 117.327 OK X-X, +D+0.750S+0.450W 0.1373 k-ft 19.757 k-ft 143.950 OK X-X, +0.60D+0.60W 0.1830 k-ft 9.259 k-ft 50.594 OK X-X, +0.60D None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+Lr None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr None 0.0 k-ft Infinity OK Z-Z, +D+0.750S None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 0.7698 k-ft 14.087 k-ft 18.30 OK dÉåÉê~ä=cççíáåÖ if`@=W=htJMSMNQONTI=_ìáäÇWOMKOPKMQKMR `^pb=bkdfkbbofkdI=fk`K EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Canopy Footing mêçàÉÅí=cáäÉW=`~åçéó=cççíáåÖëKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Z-Z, +D+0.750Lr+0.450W 0.5774 k-ft 16.103 k-ft 27.891 OK Z-Z, +D+0.750S+0.450W 0.5774 k-ft 19.757 k-ft 34.220 OK Z-Z, +0.60D+0.60W 0.7698 k-ft 9.259 k-ft 12.027 OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 3.811 k No Sliding OK X-X, +D+Lr 0.0 k 4.315 k No Sliding OK X-X, +D+S 0.0 k 5.045 k No Sliding OK X-X, +D+0.750Lr 0.0 k 4.189 k No Sliding OK X-X, +D+0.750S 0.0 k 4.737 k No Sliding OK X-X, +D+0.60W 0.0 k 4.113 k No Sliding OK X-X, +D+0.750Lr+0.450W 0.0 k 4.415 k No Sliding OK X-X, +D+0.750S+0.450W 0.0 k 4.964 k No Sliding OK X-X, +0.60D+0.60W 0.0 k 3.389 k No Sliding OK X-X, +0.60D 0.0 k 3.086 k No Sliding OK Z-Z, D Only 0.0 k 3.811 k No Sliding OK Z-Z, +D+Lr 0.0 k 4.315 k No Sliding OK Z-Z, +D+S 0.0 k 5.045 k No Sliding OK Z-Z, +D+0.750Lr 0.0 k 4.189 k No Sliding OK Z-Z, +D+0.750S+0.450W 0.05490 k 4.964 k 90.411 OK Z-Z, +0.60D+0.60W 0.07320 k 3.389 k 46.295 OK Z-Z, +0.60D 0.0 k 3.086 k No Sliding OK Z-Z, +D+0.750S 0.0 k 4.737 k No Sliding OK Z-Z, +D+0.60W 0.07320 k 4.113 k 56.189 OK Z-Z, +D+0.750Lr+0.450W 0.05490 k 4.415 k 80.427 OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1956 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.40D 0.1956 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50Lr 0.2143 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50Lr 0.2143 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50S 0.2820 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50S 0.2820 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60Lr 0.3170 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60Lr 0.3170 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60Lr+0.50W 0.3736 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60Lr+0.50W 0.3538 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60S 0.5335 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60S 0.5335 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60S+0.50W 0.5901 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+1.60S+0.50W 0.5703 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50Lr+W 0.3274 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50Lr+W 0.2879 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50S+W 0.3951 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.50S+W 0.3556 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +0.90D+W 0.2389 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +0.90D+W 0.1993 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.20S 0.2134 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +1.20D+0.20S 0.2134 -Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +0.90D 0.1258 +Z Bottom 0.2592 AsMin 0.310 12.272 OK X-X, +0.90D 0.1258 -Z Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.40D 0.1956 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.40D 0.1956 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50Lr 0.2143 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50Lr 0.2143 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50S 0.2820 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50S 0.2820 +X Bottom 0.2592 AsMin 0.310 12.272 OK dÉåÉê~ä=cççíáåÖ if`@=W=htJMSMNQONTI=_ìáäÇWOMKOPKMQKMR `^pb=bkdfkbbofkdI=fk`K EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Canopy Footing mêçàÉÅí=cáäÉW=`~åçéó=cççíáåÖëKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn Z-Z, +1.20D+1.60Lr 0.3170 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60Lr 0.3170 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60Lr+0.50W 0.3221 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60Lr+0.50W 0.4052 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60S 0.5335 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60S 0.5335 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60S+0.50W 0.5386 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+1.60S+0.50W 0.6218 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50Lr+W 0.2245 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50Lr+W 0.3908 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50S+W 0.2922 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.50S+W 0.4585 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +0.90D+W 0.1359 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +0.90D+W 0.3022 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.20S 0.2134 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +1.20D+0.20S 0.2134 +X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +0.90D 0.1258 -X Bottom 0.2592 AsMin 0.310 12.272 OK Z-Z, +0.90D 0.1258 +X Bottom 0.2592 AsMin 0.310 12.272 OK One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 1.22 1.22 1.22 1.22 1.22 100.62 0.01psipsipsipsipsipsi OK +1.20D+0.50Lr 1.34 1.34 1.34 1.34 1.34 100.62 0.01psipsipsipsipsipsi OK +1.20D+0.50S 1.76 1.76 1.76 1.76 1.76 100.62 0.02psipsipsipsipsipsi OK +1.20D+1.60Lr 1.98 1.98 1.98 1.98 1.98 100.62 0.02psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W 1.99 2.56 2.21 2.34 2.56 100.62 0.03psipsipsipsipsipsi OK +1.20D+1.60S 3.34 3.34 3.34 3.34 3.34 100.62 0.03psipsipsipsipsipsi OK +1.20D+1.60S+0.50W 3.34 3.91 3.56 3.69 3.91 100.62 0.04psipsipsipsipsipsi OK +1.20D+0.50Lr+W 1.36 2.49 1.79 2.06 2.49 100.62 0.02psipsipsipsipsipsi OK +1.20D+0.50S+W 1.78 2.91 2.21 2.48 2.91 100.62 0.03psipsipsipsipsipsi OK +0.90D+W 0.80 1.94 1.23 1.50 1.94 100.62 0.02psipsipsipsipsipsi OK +1.20D+0.20S 1.33 1.33 1.33 1.33 1.33 100.62 0.01psipsipsipsipsipsi OK +0.90D 0.79 0.79 0.79 0.79 0.79 100.62 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVu Phi*VnLoad Combination... +1.40D 2.86 201.25 0.01419 OKpsipsi +1.20D+0.50Lr 3.13 201.25 0.01554 OKpsipsi +1.20D+0.50S 4.12 201.25 0.02045 OKpsipsi +1.20D+1.60Lr 4.63 201.25 0.02299 OKpsipsi +1.20D+1.60Lr+0.50W 5.31 201.25 0.02637 OKpsipsi +1.20D+1.60S 7.79 201.25 0.03869 OKpsipsi +1.20D+1.60S+0.50W 8.47 201.25 0.04207 OKpsipsi +1.20D+0.50Lr+W 4.49 201.25 0.02231 OKpsipsi +1.20D+0.50S+W 5.48 201.25 0.02722 OKpsipsi +0.90D+W 3.20 201.25 0.01589 OKpsipsi +1.20D+0.20S 3.11 201.25 0.01548 OKpsipsi +0.90D 1.84 201.25 0.00912 OKpsipsi mçäÉ=cççíáåÖ=bãÄÉÇÇÉÇ=áå=pçáä if`@=W=htJMSMNQONTI=_ìáäÇWOMKOPKMQKMR `^pb=bkdfkbbofkdI=fk`K EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Light Pole Footing mêçàÉÅí=cáäÉW=iáÖÜí=mçäÉ=cççíáåÖKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Circular 24.0 422.0 2,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.60WGoverning Load Combination : Lateral Load 0.4650 Moment 5.906 k-ft Minimum Required Depth 4.125 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 577.38 psf Allowable 578.65 psf Controlling Values ft^2Footing Base Area 3.142 Maximum Soil Pressure 0.03183 ksf k k k 0.10 k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.10 22.50 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.030 22.50 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000D Only 0.13 1.0000.0 577.40.465 5.906+D+0.60W 4.13 1.000578.6 577.40.465 5.906+D-0.60W 4.13 1.000578.6 519.90.349 4.430+D+0.450W 3.75 1.000522.2 519.90.349 4.430+D-0.450W 3.75 1.000522.2 577.40.465 5.906+0.60D+0.60W 4.13 1.000578.6 577.40.465 5.906+0.60D-0.60W 4.13 1.000578.6 0.00.000 0.000+0.60D 0.13 1.0000.0 Office: 636-349-1600 Fax: 636-349-1730 Website: www.caseengineeringinc.com