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Home My WebLink AboutSTRUCTURAL CALCS - 23-00669 - Tagg N Go - Car WashFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Tagg N Go Carwash Client: Vincent Design Group, Inc Project No.: IF23-388 Date: Engineer : SEAL: FSE STRUCTURAL CALCULATIONS JRH September 7, 2023 September 7, 2023 09/07/2023 BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 1 of 29 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: 8" hollow core 40.0 mechanical/miscellaneous 10 DL =50.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Precast Walls: 8" precast walls 100.0 miscellaneous 5.0 DL = 105.0 psf L/360 deflection limits Design Gravity Loads deflection limits FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 2 of 29 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.143 g SS .................0.367 g Design Spectral Response Accelerations: SD1 .................0.221 g SDS .................0.369 g D Seismic Force-Resisting System(s): ................. R .................4 Ωo .................2.5 Cd .................4 Cs .................0.092 Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................29.9 psf Roof (net uplift-zone 1).................-15.1 psf Roof (uplift-zone 2).................35.4 psf Roof (net uplift-zone 2).................-9.6 psf Walls (zone 4).................31.0 psf Walls (zone 5).................37.2 psf Parapet .................71.0 psf Seismic Design Category ....................................... Lateral System Design Lateral Loads Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Intermediate Precast Shearwall FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 3 of 29 Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Geotechnical Report Atlas Technical Consultants, LLC E212744g 2500 psf 0.35 36 inches Frost Depth............ Date .............................................................. Sliding Coefficient............ Foundation Design Foundation Type ............................................. Design Basis: Firm .............................................................. Project No ..................................................... Source .......................................................... December 1, 2021 Allowable Bearing Pressure............ FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 4 of 29 LATERAL DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 5 of 29 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 6 of 29 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 7 of 29 Key Plan Area =Tunnel Risk Category =II Geotech Report Done? :Yes Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):40 Response Modification Coefficient, R =5 Overstrength factor, Ωο =2.5 Deflection Amplification Factor, Cd =4.5 Design Spectral Response Accelerations: Ss =36.7%S1 =14.3%[per ATC Hazard by Location Website] Fa = 1.51 Fv = 2.31 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.553g SM1 =0.331g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.369g SD1 =0.221g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.074 T = 0.167 T0 =0.120 Ct =0.020 Cs-max =0.263 Ta =0.167 TS =0.599 x =0.750 Cs-min =0.016 Tmax =0.234 Sa =0.369 CS (controls)=0.074 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =45.3 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 17 614.0 10438 1.000 45.3 45.3 Totals: 614 10438 1.0 45.3 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 17 576.0 576.0 42.5 42.5 84.9 42.5 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 17 329.0 329.0 24.3 24.3 48.5 24.3 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] B.Intermediate precast shear walls FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 8 of 29 Level =Roof Area =Tunnel Total Seismic Weight = 614.0 Long. Wall Length (ft) =300 0 Area (ft^2) =3000 0 Trans. Wall Length (ft) =40 0 Dead Load (psf) =90 0 Plate Height (ft) =15 0 Live / Snow Load (psf) =35 0 Parapet Height (ft) =2 0 % Live / Snow Load =20% 0% Wall Weight (psf) =100 0 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 285.0 0.0 Weight (k) = 291.0 0.0 Trans. Weight (k) = 38.0 0.0 Transverse Weight (k) =576.0 Longitudinal Weight (k) =329.0 Seismic Weights Walls Roof / Floor FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 9 of 29 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) 0.25 / 12 1.2 deg Building length (L) 162.0 ft Least width (B) 40.0 ft Mean Roof Ht (h) 17.0 ft Parapet ht above grd 18.0 ft Minimum parapet ht 2.0 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 Floor: Typical Floor 50 psf Partitions 15 psf ASCE 7 - 16 Business FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 10 of 29 Wind Loads :ASCE 7- 16 Ultimate Wind Speed 105 mph Nominal Wind Speed 81.3 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.872 Kh case 2 0.872 Type of roof Monoslope 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 =17.0 ft If building h/B>4 then may be flexible and should be investigated. B = 40.0 ft h/B = 0.43 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural 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 =88.7 Lz =427.1 ft N1 =0.00 Q =0.92 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =17.0 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 Gf = 0.000 Enclosure Classification FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 11 of 29 Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 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. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. 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 Ground Elevation Factor (Ke) Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant =0.00256 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 12 of 29 Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.87 Edge Strip (a) =4.0 ft Base pressure (qh) =20.9 psf End Zone (2a) =8.0 ft GCpi = +/-0.18 Zone 2 length =20.0 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 Ultimate Wind Surface Pressures (psf) 1 12.1 4.6 -5.6 -13.2 2 -10.7 -18.2 -10.7 -18.2 3 -4.0 -11.5 -4.0 -11.5 4 -2.3 -9.8 -5.6 -13.2 5 12.1 4.6 6 -2.3 -9.8 1E 16.5 9.0 -6.3 -13.8 2E -18.6 -26.1 -18.6 -26.1 3E -7.3 -14.8 -7.3 -14.8 4E -5.2 -12.8 -6.3 -13.8 5E 16.5 9.0 6E -5.2 -12.8 Parapet Windward parapet = 31.7 psf (GCpn = +1.5)Windward roof Leeward parapet = -21.2 psf (GCpn = -1.0)overhangs =14.6 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 14.4 psf Roof -6.7 psf ** End Zone: Wall 21.7 psf Roof -11.3 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 14.4 psf End Zone: Wall 21.7 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 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 13 of 29 Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =20.9 psf ASCE 7-16 procedure GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) = 1.2 deg B= 40.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 17.4 ft Roof eave height = 17.0 ft Total end wall area if soild (Ae) =688.3 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) = 2.179 n = 5 KB = 0.8 KS = 5.826 Zones 5 & 6 area = 620 sf 5E & 6E area = 68 sf (GCpf) windward - (GCpf) leeward] = 0.725 p = 70.6 psf Total force to be resisted by MWFRS (F) =48.6 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 14 of 29 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 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 15 of 29 Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.87 h =17.0 ft 0.2h =3.4 ft Base pressure (qh) =20.9 psf 0.6h =10.2 ft Minimum parapet ht = 2.0 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg qi = qh = 20.9 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 75 sf 300 sf Negative Zone 1 -39.3 -36.7 -33.3 -30.7 -28.1 -26.0 -24.7 -24.7 -31.8 -26.6 Negative Zone 1'-22.6 -22.6 -22.6 -22.6 -19.4 -16.9 -16.0 -16.0 -22.6 -17.6 Negative Zone 2 -51.9 -48.5 -44.1 -40.8 -37.4 -34.8 -33.0 -33.0 -42.2 -35.5 Negative Zone 3 -70.7 -64 -55.2 -48.5 -41.9 -36.5 -33.0 -33.0 -51.3 -37.9 Positive All Zones 16 16 16 16 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&1'-35.5 -34.9 -34.1 -33.5 -28.1 -23.7 -20.9 -20.9 -33.7 -24.9 Overhang Zone 2 -48.1 -43.6 -37.8 -33.3 -28.9 -25.3 -23.0 -23.0 -35.2 -26.3 Overhang Zone 3 -66.9 -59.1 -48.8 -41.1 -33.3 -27.0 -23.0 -23.0 -44.3 -28.7 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 3.8 psf) Parapet qp =21.2 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 40 sf CASE A: Zone 2 : 67.7 63.3 57.5 53.1 48.8 43.0 58.9 Zone 3 : 86.8 79.0 68.7 61.0 53.2 43.0 71.2 CASE B : Interior zone : -40.0 -38.0 -35.3 -33.3 -31.2 -28.6 -35.9 Corner zone : -45.7 -42.7 -38.7 -35.6 -32.6 -28.6 -39.6 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -24.5 -21.1 -20.1 -18.8 -24.5 -20.1 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -30.1 -23.5 -21.5 -18.8 -30.1 -21.5 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 22.6 19.3 18.3 16.9 22.6 18.3 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 16 of 29 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' 1 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 17 of 29 Key Plan Area =Tunnel Risk Category =II Wind Speed =105 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=162 Bldg/Area Width, W (ft)=40 Edge Strip (a) (ft)=4 End Zone (2a) (ft)= 8 Transverse Direction (normal to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =14.4 Roof Interior Pressure (psf) =-6.7 End Zone Pressure (psf) =21.7 Roof End Zone Pressure (psf) =-11.3 Windward Parapet Pressure (psf) =31.7 Leeward Parapet Pressure (psf) =-21.7 Overall Structure Height,Hx (ft) =18.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 16 0.1 218 277 160 224 36.3 Total: 224 36.3 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =N Interior Pressure (psf) =14.4 Roof Interior Pressure (psf) =-6.7 End Zone Pressure (psf) =21.7 Roof End Zone Pressure (psf) =-11.3 Windward Parapet Pressure (psf) =31.7 Leeward Parapet Pressure (psf) =-21.7 Overall Structure Height,Hx (ft) =18.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 16 0.1 218 277 160 242 9.7 Total: 242 9.7 Wind Lateral Load Vertical Distribution for MWFRS <=60' FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 18 of 29 Concrete Shear Wall LIC# : KW-06012053, Build:20.23.08.30 Frost Structural Engineering (c) ENERCALC INC 1983-2023 DESCRIPTION:Typ Shearwall Project File: Lateral.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information f'c 3.0 ksi Density 150.0 pcf fy 60.0 ksi Phi - Shear 0.650 Ec 3,120.0 ksi Ev 1,248.0 ksi Wall MaterialCONCRETE Material Properties Sds 0.30 Wall Data Analysis Height Wall Offset Wall Length Wall Thickness Structural Depth 4.0 Bottom 12.0 12.0 ( datum ) 0.00 ft ft ft in ft DESIGN SUMMARY 8.773 +1.20D+E 140.368 10.077 +0.90D+E +1.20D+E 10.077 +0.90D+E 0.0 k 32.811 k 164.054 k 0.2880 in^2 0.360 in^2 +1.40D15.120 1.107 in^2 Vu : Story Shear Horizontal As Req'd Mu : Story Moment Phi * Vs Req'd Vertical As Req'd Bottom Level Phi * Vc Uplift @ Left End Nu : Axial Phi * 10 * sqrt(f'c)*h*d Uplift @ Right End Bending As Req'd Force Summary Load Combination Values for Wall section Resultant Uplift (k)Overturning Wall Level Vu (k)Ratio LeftMu (k)Pu (k)RightEcc (ft) +1.40D Wall Level : 1 15.120 +1.20D Wall Level : 1 12.960 +0.90D Wall Level : 1 9.720 +1.20D+E Wall Level : 1 140.368 12.9608.773 0.185 9.53710.831 9.537 +0.90D+E FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 19 of 29 Concrete Shear Wall LIC# : KW-06012053, Build:20.23.08.30 Frost Structural Engineering (c) ENERCALC INC 1983-2023 DESCRIPTION:Typ Shearwall Project File: Lateral.ec6 Project Title: Engineer: Project ID: Project Descr: Force Summary Load Combination Values for Wall section Resultant Uplift (k)Overturning Wall Level Vu (k)Ratio LeftMu (k)Pu (k)RightEcc (ft) Wall Level : 1 140.368 9.7208.773 0.139 10.07714.441 10.077 Footing Dimensions Rebar Cover 3.0 inf'c ksi Footing Thickness 10.0 in 3.0Dist. Left 1.0 ft Fy 60.0 ksi Width 2.0 ft Wall Length 4.0 ft Dist. Right 1.0 ft Total Ftg Length 6.0 ft Footing Information 93.113 0.00180 Max Factored Soil Pressures Max UNfactored Soil Pressures psf @ Left Side of Footing143999999,856 psf psf @ Right Side of Footing143999999,856 psf .... governing load comb +1.20D+E .... governing load comb+D+0.70E k-ft 41.580 k-ft41.580 @ Left Side of Footing143999999,856 @ Right Side of Footing @ Right End .... governing load comb Overturning Stability...@ Left End of Ftg @ Right End of Ftg 110.809 k-ft 110.809 k-ft 143999999,856 Overturning Moment Resisting Moment Stability Ratio 0.3752 : 1 : 10.3752 psi .... governing load comb +1.20D+E .... governing load comb+D+0.70E Footing One-Way Shear Check... psi1.028 vu @ Left End of Footing 1.028 psi vu @ Right End of Footing vn * phi : Allowable Footing Bending Design...@ Left End k-ft +0.60D+0.70E psi Mu in^2 Ru 1.997 1.997 0.1761 in^2 +0.60D+0.70E As % Req'd 0.00180 As Req'd in Footing Width k-ft 0.1761 psi in^2 0.4320 in^2 0.4320 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 20 of 29 Torsional Analysis of Rigid Diaphragm LIC# : KW-06012053, Build:20.23.08.30 Frost Structural Engineering (c) ENERCALC INC 1983-2023 DESCRIPTION:Tunnel Diaphragm Project File: Lateral.ec6 Project Title: Engineer: Project ID: Project Descr: General Information IBC 2018, CBC 2019, ASCE 7-16 45.30 0.0 0.0 5.00 0.0 0.0 Center of Shear Application : Distance from "X" datum point ft Distance from "Y" datum point ftk Load Orientation Angular Increment deg Applied Lateral Force k Maximum Dimensions : Ecc. as % of Maximum Dimension Accidental Torsion values per ASCE 7-05 12.8.4.2 Accidental Eccentricity +/- from "Y" Coord. of Load Application : "X" dist. from Datum Load Location Angular Increment Accidental Eccentricity +/- from "X" Coord. of Load Application : Along "X" Axis ft Along "Y" Axis ft % .....Additional Orthogonal Force k 0.0 ft ft "Y" dist. from Datum 0.0 0.0 ft Maximum Load Used for Analysis :45.30 Note:This load is the vector resolved from the above two entries and will be applied to the system of 0.0 ft Center of Rigidity Location (calculated) . . . elements at angular increments. 15.0 30.0 deg Wall Information Length 150 ftft Height 18 ft C 0 -10 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 8 in ft in Fix-Fix E - Shear 1 Mpsi1.0953E-002 1.8216E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 150 ftft Height 18 ft D 0 10 0 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 8 in ft in Fix-Fix E - Shear 1 Mpsi1.0953E-002 1.8216E-005 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 5 ftft Height 18 ft Grid 2 75 6.75 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 8 in ft in Fix-Fix E - Shear 1 Mpsi3.2859E-001 6.3720E-003 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 5 ftft Height 18 ft Grid 2-2 75 -6.75 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 8 in ft in Fix-Fix E - Shear 1 Mpsi3.2859E-001 6.3720E-003 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 5 ftft Height 18 ft Grid 6 -75 6.75 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 8 in ft in Fix-Fix E - Shear 1 Mpsi3.2859E-001 6.3720E-003 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Length 5 ftft Height 18 ft Grid 6-2 -75 -6.75 90 degWall Deflections (Stiffness) for 1.0 kip load :Thickness 8 in ft in Fix-Fix E - Shear 1 Mpsi3.2859E-001 6.3720E-003 in Label :X Wall C.G. Location Y Wall C.G. Location Wall Angle CCW Wall FixityAlong Wall "y" Dir E - Bending 1 Mpsi Along Wall "x" Dir Resisting Element Max Shear along Member Local "x-x" Axis Load Angle X-Ecc (ft)Load Angle X-Ecc (ft)Shear Force (k)Shear Force (k)Y-Ecc (ft)Y-Ecc (ft) ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis 0 0.00 0.00 22.647C 90 0.00 0.00 5.104 0 0.00 0.00 22.647D 90 0.00 0.00 5.104 90 0.00 0.00 8.773Grid 2 0 0.00 0.00 0.001 90 0.00 0.00 8.773Grid 2-2 0 0.00 0.00 0.001 90 0.00 0.00 8.773Grid 6 0 0.00 0.00 0.001 90 0.00 0.00 8.773Grid 6-2 0 0.00 0.00 0.001 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 21 of 29 Torsional Analysis of Rigid Diaphragm LIC# : KW-06012053, Build:20.23.08.30 Frost Structural Engineering (c) ENERCALC INC 1983-2023 DESCRIPTION:Tunnel Diaphragm Project File: Lateral.ec6 Project Title: Engineer: Project ID: Project Descr: Legend :Defined Wall Center of Rigidity Center of Mass Accidental eccentricity application boundary DatumX Layout of Resisting Elements FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 22 of 29 Torsional Analysis of Rigid Diaphragm LIC# : KW-06012053, Build:20.23.08.30 Frost Structural Engineering (c) ENERCALC INC 1983-2023 DESCRIPTION:Tunnel Diaphragm Project File: Lateral.ec6 Project Title: Engineer: Project ID: Project Descr: Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 23 of 29 ASCE Seismic Wall Anchorage Licensee : Frost Structural Engineering, KW-06012053Lic. # : KW-06012053 DESCRIPTION:--None-- Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 . Seismic Wall Anchorage per ASCE 7-10 0.4410 I : Importance Factor =S =DS Horiz. Spacing between anchors =ft4.0 1.0 Wall Weight =100.0 Wall Height =17.0 ft 2.0 ft ft psf Out-of-Plane Force for Structural Wall Design (For all SDCs)0.4*SDS*I*Weight 17.640 psf 10%*Weight 10.0 psf psfControlling Value =17.640 Parapet Height = Description :Wall Tributary Height = Wall height/2 + Parapet = 10.50 Out-of-Plane Wall Anchorage Force H = ft17.0 Z =ft17.0 Lf = ft100.0 Anchorage is not at roof and all diaphragms are not flexible :Yes Multiplier =1.0 Ka =1.0 Based on (12.11-1) =740.88 lbs Based on lower limit for Fp =840.0 Controlling Value = lbs 840.0 lbs Seismic Wall Anchorage per ASCE 7-10 0.4410 I : Importance Factor =S =DS Horiz. Spacing between anchors =ft4 1 Wall Weight =100.0 Wall Height =12.0 ft 0 ft ft psf Out-of-Plane Force for Structural Wall Design (For all SDCs)0.4*SDS*I*Weight 17.640 psf 10%*Weight 10.0 psf psfControlling Value =17.640 Parapet Height = Description :short wall Tributary Height = Wall height/2 + Parapet = 6.0 Out-of-Plane Wall Anchorage Force H = ft12.0 Z =ft12 Lf = ft50.0 Anchorage is not at roof and all diaphragms are not flexible :Yes Multiplier =1.0 Ka =1.50 Based on (12.11-1) =635.04 lbs Based on lower limit for Fp =720.0 Controlling Value = lbs 720.0 lbs Project Name:Project No. : Eng. : Date : Sheet : BBC 03/01/19IF19-040Pony Express Car Wash Project Name:Project No. : Eng. : Date : Sheet : BBC FSEREXBURG CARWASH IF21-381 01/07/2022 FROST Structural Engineering 31 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 24 of 29 Company:Date:9/6/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.250 Effective Embedment depth, hef (inch): 2.350 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.00 cac (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.4 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: Titen HD® - 1/2"Ø Titen HD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 4'-0" 4' MAX TRIB: 320 lb D + 640 lb S 160 lb D+ 320 S 115 lb D+ 225 S 115 lb D+ 225 S FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 25 of 29 Company:Date:9/6/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 500 Vuax [lb]: 500 Vuay [lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 26 of 29 Company:Date:9/6/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 27 of 29 Company:Date:9/6/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 500.0 500.0 0.0 500.0 Sum 500.0 500.0 0.0 500.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 500 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 2.350 4323 Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb) 49.70 49.70 4.00 1.000 1.00 1.000 4323 0.65 2810 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 7455 1.0 0.60 4473 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear parallel to edge in y-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 2.35 0.500 1.00 2500 4.00 2698 V cby =(2)(AVc / AVco)ed,V c,V h,VVbx (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1a) AVc (in2)AVco (in2)ed,V c,V h,V Vbx (lb)Vcby (lb) 72.00 72.00 1.000 1.400 1.000 2698 0.70 5288 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 28 of 29 Company:Date:9/6/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcp =kcpNcb =kcp(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Vcp (lb) 1.0 49.70 49.70 1.000 1.000 1.000 4323 0.70 3026 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 500 13085 0.04 Pass Concrete breakout 500 2810 0.18 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 500 4473 0.11 Pass || Concrete breakout y- 500 5288 0.09 Pass Pryout 500 3026 0.17 Pass (Governs) Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.8.1 0.18 0.00 17.8% 1.0 Pass 1/2"Ø Titen HD, hnom:3.25" (83mm) meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSETagg N Go Carwash IF23-388 JRH 09/07/23 Page 29 of 29