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Circle K - Yelm (Yelm & Killion), WA - Structural CalculationsJohnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE CS2024 Ver 2024-01-10 www.struware.com STRUCTURAL CALCULATIONS FOR Circle K Yelm, WA Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =M Risk Category & Importance Factors: Risk Category =II Wind Factor =1.00 use 0.60 NOTE: Output will be nominal wind pressures Importance Factor 1.00 Seismic Importance 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 113.0 ft Least width 46.0 ft Mean Roof Ht (h)16.5 ft Parapet ht above grd 21.5 ft Minimum parapet ht 2.0 ft hb for Elevated bldg 0.0 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 2021 Washington State Building Code Mercantile ASCE Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:46.948292 Risk Category:II Longitude:-122.617522 Soil Class:D - Stiff Soil Elevation:353.97678416518323 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Oct 29 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 4https://ascehazardtool.org/Tue Oct 29 2024 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Wind Loads :ASCE 7 - 16 Ultimate Wind Speed 97 mph Nominal Wind Speed 75.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd)0.85 Kh MWFRS<=60 0.866 Kh all other 0.866 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H)H<15ft;exp C Half Hill Length (Lh) \Kzt=1.0 Actual H/Lh =0.00 Use H/Lh =0.00 Modified Lh = 0.0 ft From top of crest: x =50.0 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 h =16.5 ft Flexible structure if natural frequency < 1 Hz (T > 1 second). B =46.0 ft If building h/B>4 then may be flexible and should be investigated. /z (0.6h) =15.0 ft h/B =0.36 Rigid structure (low rise bldg) G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.7 Hz ℓ =500 ft Damping ratio (β) =0.01zmin =15 ft /b =0.650 c =0.20 /α =0.154 gQ, gv =3.4 Vz =81.9 Lz =427.1 ft N1 =3.65 Q =0.92 Rn =0.062 Iz =0.23 Rh =0.678 η =0.649 h =16.5 ft G =0.88 use G = 0.85 RB =0.404 η =1.808 RL =0.065 η =14.871 gR =4.104 R =0.975 Gf =1.184 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Ground Elevation Factor (Ke) Grd level above sea level =0 ft Ke =1.0000 Constant = 0.00256 0.00256Ke = 0.00256 Enclosure Classification 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 > 4sf 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 4sf 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):- SF Unpartitioned internal volume (Vi) :- CF Ri = 1.00 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh =0.866 GCpi =+/-0.18 Base pressure (qh) =10.6 psf Bldg dim parallel to ridge =113.0 ft G = 0.85 Roof Angle (θ) =1.2 deg Bldg dim normal to ridge =46.0 ft qi = qh Roof tributary area: h =16.5 ft Wind normal to ridge =(h/2)*L:932 sf ridge ht =17.0 ft Wind parallel to ridge =(h/2)*L:380 sf Nominal Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge L/B =0.41 h/L =0.36 L/B =2.46 h/L =0.15 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 7.2 see table below 0.80 7.2 see table below Leeward Wall (LW) -0.50 -4.5 -6.4 -2.6 -0.28 -2.5 -4.4 -0.6 Side Wall (SW) -0.70 -6.3 -8.2 -4.4 -0.70 -6.3 -8.2 -4.4 Leeward Roof (LR) **Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -8.1 -10.1 -6.2 0 to h/2*-0.90 -8.1 -10.1 -6.2 h/2 to h* -0.90 -8.1 -10.1 -6.2 h/2 to h*-0.90 -8.1 -10.1 -6.2 h to 2h* -0.50 -4.5 -6.4 -2.6 h to 2h*-0.50 -4.5 -6.4 -2.6 > 2h* -0.30 -2.7 -4.6 -0.8 > 2h*-0.30 -2.7 -4.6 -0.8 Pos/min windward roof press. -0.18 -1.6 -3.5 0.3 Min press.-0.18 -1.6 -3.5 0.3 *Horizontal distance from windward edge **Roof angle < 10 degrees. Therefore, leeward roof is included in windward roof pressure zones. For monoslope roofs, NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf entire roof surface is either multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof.windward or leeward surface. Windward roof overhangs :7.2 psf (upward : add to qhGCp windward roof pressure) Parapet z Kz Kzt qp (psf) 21.5 ft 0.916 1.00 11.2 Windward parapet:16.9 psf (GCpn = +1.5) Leeward parapet:-11.2 psf (GCpn = -1.0) Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Wind Normal Wind Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15'0.85 1.00 7.1 5.2 9.0 11.6 9.6 h=16.5 ft 0.87 1.00 7.2 5.3 9.1 11.8 9.7 ridge =17.0 ft 0.87 1.00 7.3 5.4 9.2 11.8 9.8 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Elevated Buildings Elevated building procedure is from ASCE 7 -22 Horizontal MWFRS wind pressures on objects below hb h =16.5 ft hb =0.0 ft Elevated Building Geometry limitation 1 z =4.1 ft Bldg Length =113.0 ft Bldg Width =46.0 ft Area of below elements / Area of Bldg above =2.2% Area of elevated building above =5,198 sf Cross setional area of all columns below bldg =64.0 sf Direction 1 L/B =0.41 Max L/B =0.500 OK Area of enclosed areas below bldg =50.0 sf Direction 2 L/B =2.46 Max L/B =0.500 OK Total cross sectional area below bldg =114.0 sf Meets geometry Limitation No 1 for both directions Elevated Building Geometry limitation 2 Direction 1 Direction 2 Projected width of all columns facing direction 1 =32.0 ft Projected width of columns direction 2 =30.0 ft Projected L2 width of enclosed areas below bldg =40.0 ft Projected L1 width of enclosed areas =42.0 ft Total projected width below bldg (width) =72.0 ft Total projected width below bldg (width) =72.0 ft Projected area ratio =63.7%OK Projected area ratio =156.5%> 75% NG Meets geometry Limitation No 2 for direction 1 only hb = 0, therefore building is not an elevated building Combined MWFRSwindward and leeward wind pressure on surfaces from 0 to hb (qzGCp) =0.0 psf * MWFRS direction 1 force at height hb (width*hb/2) =0.0 k MWFRS direction 2 force at height hb (width*hb/2) =0.0 k * * Direction 1 meets geometry limitations - design as elevated structure, but design direction 2 as continous to ground Vertical MWFRS wind pressures on bottom surface of the elevated building Base pressure (qz) =0.0 psf Nominal Vertical MWFRS Wind Surface Pressures (psf) at horizontal bottom surface of elevated building Wind Normal to Ridge Wind Parallel to Ridge L/B =0.41 hb/L =0.00 L/B =2.46 hb/L =0.00 Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Downward pressure: 0 to hb/2* -0.90 0.0 0.0 0.0 0 to hb/2*-0.90 0.0 0.0 0.0 hb/2 to hb* -0.90 0.0 0.0 0.0 hb/2 to hb*-0.90 0.0 0.0 0.0 hb to 2hb* -0.50 0.0 0.0 0.0 hb to 2hb*-0.50 0.0 0.0 0.0 > 2hb* -0.30 0.0 0.0 0.0 > 2hb*-0.30 0.0 0.0 0.0 Upward or min wind pressure -0.18 0.0 0.0 0.0 Min press.-0.18 0.0 0.0 0.0 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE NOTE:ASCE 7 requires the application of full and partial loading of the wind pressures per the 4 cases below. Wind Forces at Floors Building dimension (parallel with ridge) =113.0 ft e =16.95 ft Total Floors above grade =2 Building dimension (normal to ridge) =46.0 ft e =6.90 ft T/Fdn (dist below grade) =2.0 ft L is the building dimension parallel to the wind direction Elevation Height of Wind Normal to Ridge Wind Parallel to Ridge Above Centroid Applied Story Overturning Applied Story Overturning Level Grade (ft)to Fdn (ft)L B Area (sf)Force (k)Shear (k)Moment ('k)Area Force (k)Shear (k)Moment ('k) Equip,etc 66.00 68.00 wind on equip, screenwalls, etc =2 0 Parapet 21.50 0.00 0.0 0.0 T/Ridge 67.20 66.60 46.0 113.0 587.6 0.0 119.6 1.5 Roof 62.00 64.00 46.0 113.0 1,243.0 17.5 19.5 8.0 506.0 6.1 7.6 3.8 Roof 2 40.00 42.00 46.0 113.0 2,373.0 31.4 50.9 437.1 966.0 10.8 18.4 170.3 2 1 20.00 22.00 46.0 113.0 2,260.0 27.2 78.2 1,455.5 920.0 9.2 27.6 538.5 1 GRD 2.00 3,018.8 1,091.5 GRD FDN 0.00 3,175.1 1,146.8 FDN Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh =0.866 Edge Strip (a) =4.6 ft Base pressure (qh) =10.6 psf End Zone (2a) =9.2 ft GCpi = +/-0.18 Zone 2 length =23.0 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 Nominal Wind Surface Pressures (psf) 1 6.2 2.3 -2.9 -6.7 2 -5.4 -9.3 -5.4 -9.3 3 -2.0 -5.9 -2.0 -5.9 4 -1.2 -5.0 -2.9 -6.7 5 6.2 2.3 6 -1.2 -5.0 1E 8.4 4.6 -3.2 -7.0 2E -9.5 -13.3 -9.5 -13.3 3E -3.7 -7.6 -3.7 -7.6 4E -2.7 -6.5 -3.2 -7.0 5E 8.4 4.6 6E -2.7 -6.5 Parapet Windward parapet = 16.9 psf (GCpn = +1.5)Windward roof Leeward parapet = -11.2 psf (GCpn = -1.0)overhangs =7.4 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 7.3 psf Roof -3.4 psf ** End Zone: Wall 11.1 psf Roof -5.7 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 7.3 psf End Zone: Wall 11.1 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 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =10.6 psf ASCE 7-16+ procedure GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) =1.2 deg B=46.0 ft # of frames (n) =4 Solid are of end wall including fascia (As) =26.0 sf Roof ridge height =17.0 ft Roof eave height =16.5 ft Total end wall area if soild (Ae) =770.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) =0.034 n =4 KB =1.34 KS =0.676 Zones 5 & 6 area =694 sf 5E & 6E area =76 sf (GCpf) windward - (GCpf) leeward] =0.725 p =7.0 psf Total force to be resisted by MWFRS (F) =5.4 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. Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE NOTE: Torsional loads are 25% of zones 1 - 6. 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 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 7-02 and ASCE 7-05 - MWFRS wind pressure zones Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Nominal Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh =0.866 100.0 ft 30.0 ft Base pressure (qh) =10.6 psf h =16.5 ft 0.2h =3.3 ft 100.0 ft Minimum parapet ht =2.0 ft 0.6h =9.9 ft 100.0 ft Roof Angle (θ) =1.2 deg GCpi =+/-0.18 Type of roof =Monoslope qi = qh = 10.6 psf Roof Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 123 sf 200 sf Negative Zone 1 -20.00 -18.70 -16.90 -15.60 -14.3 -13.2 -12.6 -12.6 -15.2 -14.3 Negative Zone 1'-11.50 -11.50 -11.50 -11.50 -10.0 -10.0 -10.0 -10.0 -11.0 -10.0 Negative Zone 2 -26.40 -24.70 -22.40 -20.70 -19.1 -17.7 -16.8 -16.8 -20.2 -19.1 Negative Zone 3 -36.00 -32.60 -28.10 -24.70 -21.3 -18.6 -16.8 -16.8 -23.7 -21.3 Positive All Zones 10.00 10.00 10.00 10.00 10.0 10.0 10.0 10.0 10.0 10.0 Overhang Zone 1&1'-18.10 -17.80 -17.30 -17.00 -14.3 -12.1 -10.6 -10.6 -16.2 -14.3 Overhang Zone 2 -24.50 -22.20 -19.20 -17.00 -14.7 -12.9 -11.7 -11.7 -16.3 -14.7 Overhang Zone 3 -34.00 -30.10 -24.90 -20.90 -16.9 -13.7 -11.7 -11.7 -19.7 -16.9 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 1.9 psf) Parapet qp =11.2 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A: Zone 2 : 36.0 33.7 30.6 28.3 25.9 22.8 30.6 Zone 3 : 46.1 42.0 36.5 32.4 28.3 22.8 36.5 CASE B: Interior zone : -21.3 -20.2 -18.8 -17.7 -16.6 -15.2 -18.8 Corner zone : -24.3 -22.7 -20.5 -18.9 -17.3 -15.2 -20.5 wall a =4.6 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 100 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -12.4 -10.8 -10.2 -10.0 -10.8 -10.2 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -15.3 -11.9 -10.9 -10.0 -11.9 -10.9 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 11.5 10.0 10.0 10.0 10.0 10.0 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Elevated building procedure is from ASCE 7 -22 Bottom Horizontal Surface of Elevated Buildings 0.87 h =16.5 ft 0.2hb =0.00 Base pressure (qh) =10.6 psf hb =0.0 ft 0.6hb =0.00 Wall width =5.0 ft ab =0.00 GCp Surface Pressure (psf) Area 10 sf 100 sf 500 sf 1000 sf 10 sf 100 sf 500 sf 1000 sf 123 sf 200 sf Negative Zone 1 -1.70 -1.29 -1.00 -1.00 -20.0 -15.6 -12.6 -12.6 -15.2 -14.3 Negative Zone 1'-0.90 -0.90 -0.55 -0.40 -11.5 -11.5 -10.0 -10.0 -11.0 -10.0 Negative Zone 2 -2.30 -1.77 -1.40 -1.40 -26.4 -20.7 -16.8 -16.8 -20.2 -19.1 Negative Zone 3 -3.20 -2.14 -1.40 -1.40 -36.0 -24.7 -16.8 -16.8 -23.7 -21.3 Positive Zones 1-3 0.30 0.20 0.20 0.20 10.0 10.0 10.0 10.0 10.0 10.0 Negative Zone 4'-0.99 -0.83 -0.72 -0.72 -12.4 -10.8 -10.0 -10.0 -10.6 -10.2 Positive Zone 4' 0.90 0.74 0.63 0.63 11.5 10.0 10.0 10.0 10.0 10.0 Negative pressures are downward Wall width Building Bottom Plan: h ≤ 60' and alternate design 60'<h<90' Building Bottom Plan: h> 60 feet User input Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' and all walls & alt design h<90'and 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 > 10° 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 hatched area indicates where roof positive pressures are equal to the adjacent wall positive pressure. Multispan Gable & Sawtooth ≤ 10° Note: The stepped roof zones above are as shown in ASCE 7-16 . 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 reason 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. Snow Results: Mapped Elevation: Data Source: Date Accessed: Tue Oct 29 2024 In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA. Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. Page 3 of 4https://ascehazardtool.org/Tue Oct 29 2024 WABO - SEAW WHITE PAPER SNOW LOAD REGULATIONS AND ENGINEERING PRACTICES WASHINGTON STATE August 2000 https://static1.squarespace.com/static/5c3faa364eddecdc367bed c5/t/5c50814a562fa7296ef9c419/1548779850480/WABO-SEAW +Snow+Load+White+Paper.pdf ELev (ft) Snow pg (psf) Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Snow Loads :ASCE 7-16 Nominal Snow Forces Roof slope =1.2 deg Horiz. eave to ridge dist (W) =46.0 ft Roof length parallel to ridge (L) =113.0 ft Type of Roof Monoslope Ground Snow Load Pg =18.0 psf Risk Category =II Importance Factor I =1.0 Roof R value Rroof =30 Thermal Factor Ct =1.000 Exposure Factor Ce =1.0 Pf = 0.7*Ce*Ct*I*Pg =12.3 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs =1.00 Balanced Snow Load =12.3 psf Near ground level surface balanced snow load = 18.0 psf Rain on Snow Surcharge Angle 0.92 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge =0.0 psf Ps plus rain surcharge =12.3 psf Minimum Snow Load Pm =18.0 psf Uniform Roof Design Snow Load =18.0 psf 0.55 Snow Drift 1 - Against roof projections, parapets, etc Up or downwind fetch lu =113.0 ft Projection height h =6.0 ft Projection width/length lp =46.0 ft Snow density γ =16.3 pcf Balanced snow height hb =0.75 ft hd =2.46 ft hc =5.25 ft hc/hb >0.2 =7.0 Therefore, design for drift Drift height (hd)=2.46 ft Drift width w =9.85 ft Surcharge load: pd = γ*hd =40.2 psf Balanced Snow load: =12.3 psf 52.5 psf Snow Drift 2- Against roof projections, parapets, etc Up or downwind fetch lu =46.0 ft Projection height h =6.0 ft Projection width/length lp =113.0 ft Snow density γ =16.3 pcf Balanced snow height hb =0.75 ft hd =1.53 ft hc =5.25 ft hc/hb >0.2 =7.0 Therefore, design for drift Drift height (hd)=1.53 ft Drift width w =6.13 ft Surcharge load: pd = γ*hd =25.1 psf Balanced Snow load: =12.3 psf 37.3 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 SS : 1.294 S1 : 0.467 F a : 1 F v : N/A SMS : 1.294 SM1 : N/A SDS : 0.862 SD1 : N/A T L : 16 PGA : 0.514 PGA M : 0.565 F PGA : 1.1 Ie : 1 C v : 1.359 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue Oct 29 2024 Page 2 of 4https://ascehazardtool.org/Tue Oct 29 2024 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Seismic Loads:ASCE 7-16 Strength Level Forces Risk Category : II Importance Factor (Ie) : 1.00 Site Class :D Ss (0.2 sec) =1.29 g Fa =1.000 use 1.00 S1 (1.0 sec) =0.47 g Fv =1.833 Site specific ground motion analysis performed: Sms =1.294 SDS =0.863 Design Category =D A site specific ground motion analysis is Sm1 =0.856 SD1 =0.571 Design Category =D required for seismically isolated structures or with damping systems, see ASCE7 11.4.8 Seismic Design Category =D Redundancy Coefficient ρ =1.00 Code exception must be met for p to equal 1.0 Number of Stories:1 Structure Type:Light Frame Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame wood walls sheathed with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) =16.5 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) =6.5 To = 0.2(Sd1/Sds) =0.132 Over-Strength Factor (Ωo) =2.5 Ts = Sd1/Sds =0.662 Deflection Amplification Factor (Cd) =4 Long Period Transition Period (TL) =16 sec SDS =0.863 SD1 =0.571 Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = Qe +/-0.173D QE = horizontal seismic force Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = &G40&"Qe +/-0.173D D = dead load ALLOWABLE STORY DRIFT Structure Type:All other structures Allowable story drift Δa =0.020hsx where hsx is the story height below level x PERMITTED ANALYTICAL PROCEDURES Index Force Analysis - Method Not Permitted (only applies to Seismic Category A) Model & Seismic Response Analysis - Permitted (see code for procedure) Equivalent Lateral-Force (ELF) Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.40 Approx fundamental period (Ta) =CThn x = 0.164 Tmax = CuTa = 0.229 sec User calculated fundamental period = T = 0.164 sec Seismic response coef. (Cs) =SdsI/R =0.133 ASCE7 11.4.8 exception 2 equations used but not less than Cs =0.044Sds*I =0.038 USE Cs =0.133 Design Base Shear V =0.133W sec x= 0.75 SEISMIC FORCES AT FLOORS - ELF Procedure Total Stories =1 Floor Dead Load =80.0 psf Roof Snow Load =0.0 psf Building length L =113.0 ft Floor LL to include =0.0 psf Roof Equip wt =0.0 kips Building width W =46.0 ft Floor Equip wt =0.0 kips Parapet weight =0.0 psf hn =16.5 ft Partition weight =10.0 psf Parapet height =0.0 ft k = 1.000 Ext Wall Weight =50.0 psf V = Roof Dead Load =20.0 psf Diaphragm shall be designed for level force Fx, Bottom Floor (level 1) is a slab on grade but not less than Fpx = (S Fi / S wi) wpx, but : Fpx min = 0.2SDS Ie wpx =0.173 wpx Seismic Forces (Including all exterior walls)Fpx max = 0.4SDS Ie wpx =0.345 wpx EL above Level Cvx =V =29.6k 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 15.00 223 3,348 1.000 29.62 29.6 0 223 29.6 38.5 1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0 Base 223 1.000 29.6 444 444 = Base M Diaphragm Forces excluding parallel exterior walls Diaphragm Force Fpx Parallel to Bldg Length V= 18k Diaphragm Force Fpx Normal to Bldg Length V= 25k Cvx =Fx=CvxV S Fx (k)S Wi (k)Fpx Design Fpx Level (x)Cvx =Fx=CvxV S Fx (k)S Wi (k)Fpx Design Fpx 1.000 18.38 18.4 138 18.4 23.9 Roof 1.000 25.0 25.0 189 25.0 32.6 0.000 0.00 0.0 0 0.0 0.0 1 0.000 0.0 0.0 0 0.0 0.0 1.000 18.4 Base 1.000 25.0 Johnston Burkholder Associates JOB TITLE Circle K 930 Central St Yelm, WA Kansas City, MO 64105 JOB NO.24226 SHEET NO. 816-421-4200 CALCULATED BY KSH DATE CHECKED BY DATE Seismic Loads - cont. :Strength Level Forces Seismic Design Category (SDC)=D Ie =1.00 CONNECTIONS Sds =0.863 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdswp =0.115 wp or Fp = 0.05wp =0.05 wp Use Fp =0.11 wp wp = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member FP = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = not less than 0.2KaIeWp Flexible diaphragm span Lf = Enter Lf to calculate Fp for flexible diaphragm Fp =0.4SdskaIeWp = 0.345 Wp, but not less than 0.2Wp (rigid diaphragm)ka= 1 Fp =0.345 Wp w/ anchor adjustment factor but Fp shall not be less than 5 psf h= 16.5 Flexible Diaphragm: Fp= Wp z= 16.5 Rigid Diaphragm: Fp= 0.345 Wp factor = 1.000 MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.4SdsIeWw =0.345 ww but not less than 0.10 ww Use Fp =0.35 ww Diaphragms Fp = (Sum Fi / Sum Wi)Wpx + Vpx =(Sum Fi / Sum Wi)Wpx + Vpx need not exceed 0.4 SdsIeWpx + Vpx =0.345 Wpx + Vpx but not less than 0.2 SdsIeWpx + Vpx =0.173 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor (Ip) : 1.0 Component Amplification Factor (ap) =2.5 h=16.5 feet Comp Response Modification Factor (Rp) =2.5 z=50.0 feet z/h =1.00 Over-Strength Factor (Ωo) =2 Fp = 0.4apSdsIpWp(1+2z/h)/Rp =1.035 Wp not greater than Fp = 1.6SdsIpWp =1.380 Wp but not less than Fp = 0.3SdsIpWp =0.259 Wp use Fp =1.035 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component : plus other mechanical components constructed of high-deformability materials. Importance Factor (Ip) : 1.0 Component Amplification Factor (ap) =1 h=16.5 feet Comp Response Modification Factor (Rp) =2.5 z=50.0 feet z/h =1.00 Over-Strength Factor (Ωo) =2 Fp = 0.4apSdsIpWp(1+2z/h)/Rp =0.414 Wp not greater than Fp = 1.6SdsIpWp =1.380 Wp but not less than Fp = 0.3SdsIpWp =0.259 Wp use Fp =0.414 Wp Wet-side HVAC, boilers, furnaces, atmospheric tanks and bins, chillers, water heaters, etc 2021 Washington State Building Code (base on 2021 IBC) Wall Footing LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Rear wall footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.50 Analysis Settings 300.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 = 0.40 Flexure = 0.90 Shear = Valuesj 0.00180 1.333 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf= 0.0 when base footing is below 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 Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 2.0ft= Wall center offset from center of footing 0in = = Wall Thickness 6.0in Footing Thickness 12.0in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 5 # of Bars in 12" Width = 1 Applied Loads 0.570 0.460 0.110 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = k0.1150 k-ft Vx applied = in above top of footing = H = 2021 Washington State Building Code (base on 2021 IBC) Wall Footing LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Rear wall footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Z Flexure (+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure (-X) 0.0 k-ft 0.0 k-ft No Moment PASS N/A 1-way Shear (+X) N/A psi 0.0 psi N/A PASS N/A 1-way Shear (-X)N/A psi 0.0 psi N/A Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... Rotation Axis & Overturning Stability Units : k-ft Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ? or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn One Way Shear Units : k vu @ +XLoad Combination... vu @ -X vu:Max vu / Φ vnΦ vn Status 2021 Washington State Building Code (base on 2021 IBC) Beam on Elastic Foundation LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Side shear wall footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =230.0 psi / (inch deflection) 1 1.0Lt Wt Factorl = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi b == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y # f Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 28.0 in, Top Flange Width = 24.0 in, Flange Thickness = 12.0 in Span #1 Reinforcing.... 3-#5 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#5 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#5 at 12.0 in from Top, from 0.0 to 24.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Point Load : D = 3.450 k @ 1.0 ft Point Load : D = 3.450 k @ 47.0 ft Uniform Load : D = 0.01330 k/ft, Extent = 1.0 -->> 47.0 ft, Tributary Width = 1.0 ft, (roof dead load) Uniform Load : D = 0.1850 k/ft, Extent = 1.0 -->> 47.0 ft, Tributary Width = 1.0 ft, (wall dead load) Point Load : W = -12.203 k @ 1.50 ft Point Load : W = 12.203 k @ 46.50 ft Point Load : D = 5.290 k @ 1.0 ft Point Load : D = 5.290 k @ 47.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.340 : 1 Load Combination +1.20D+W Span # where maximum occurs Span # 1 Maximum Soil Pressure =2.190 ksf at 48.00 ft LdComb: +D+0.60W Allowable Soil Pressure =OK2.50 ksf Location of maximum on span 41.224 ft Mn * Phi : Allowable 95.940 k-ft Typical SectionSection used for this span Mu : Applied -32.640 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.066 in Max Upward Total Deflection 0.002 in .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations 2021 Washington State Building Code (base on 2021 IBC) Beam on Elastic Foundation LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Side shear wall footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 46.871 2.10 109.45 0.02 +1.40D Span # 1 1 47.435 0.52 109.45 0.00 +1.20D Span # 1 1 47.435 0.45 109.45 0.00 +1.20D+0.50W Span # 1 1 46.871 1.23 109.45 0.01 +1.20D+W Span # 1 1 46.871 2.10 109.45 0.02 +0.90D+W Span # 1 1 46.871 2.01 109.45 0.02 +0.90D Span # 1 1 47.435 0.34 109.45 0.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1 1 0.0661 48.000 0.0000 0.000 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc 2021 Washington State Building Code (base on 2021 IBC) Beam on Elastic Foundation LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:front wall overturning check 1 Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =230.0 psi / (inch deflection) 1 1.0Lt Wt Factorl = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi b == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y # f Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 28.0 in, Top Flange Width = 24.0 in, Flange Thickness = 12.0 in Span #1 Reinforcing.... 3-#5 at 3.0 in from Bottom, from 0.0 to 23.0 ft in this span 2-#5 at 3.0 in from Top, from 0.0 to 23.0 ft in this span 1-#5 at 12.0 in from Top, from 0.0 to 23.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Point Load : D = 3.450 k @ 1.0 ft Point Load : D = 1.50 k @ 23.0 ft Uniform Load : D = 0.230 k/ft, Extent = 1.0 -->> 23.0 ft, Tributary Width = 1.0 ft, (roof dead load) Uniform Load : D = 0.1850 k/ft, Extent = 1.0 -->> 23.0 ft, Tributary Width = 1.0 ft, (wall dead load) Point Load : W = -2.410 k @ 1.50 ft Point Load : W = 3.350 k @ 22.50 ft Point Load : D = 0.130 k @ 1.0 ft Point Load : D = 2.30 k @ 23.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.072 : 1 Load Combination +1.40D Span # where maximum occurs Span # 1 Maximum Soil Pressure =0.600 ksf at 0.00 ft LdComb: D Only Allowable Soil Pressure =OK2.50 ksf Location of maximum on span 6.494 ft Mn * Phi : Allowable 95.940 k-ft Typical SectionSection used for this span Mu : Applied -6.888 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.018 in Max Upward Total Deflection 0.000 in .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations 2021 Washington State Building Code (base on 2021 IBC) Beam on Elastic Foundation LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:front wall overturning check 1 Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 22.729 0.03 109.45 0.00 +1.40D Span # 1 1 22.729 -0.00 109.45 0.00 +1.20D Span # 1 1 22.729 -0.00 109.45 0.00 +1.20D+0.50W Span # 1 1 22.729 0.02 109.45 0.00 +1.20D+W Span # 1 1 22.729 0.03 109.45 0.00 +0.90D+W Span # 1 1 22.729 0.03 109.45 0.00 +0.90D Span # 1 1 22.729 -0.00 109.45 0.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1 1 0.0181 0.000 0.0000 0.000 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc 2021 Washington State Building Code (base on 2021 IBC) Beam on Elastic Foundation LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:front wall overturning check 2 Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021 Load Combinations Used : ASCE 7-16 Material Properties 3.0 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =230.0 psi / (inch deflection) 1 1.0Lt Wt Factorl = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *410.792 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi b == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y # f Load Combination :ASCE 7-16 .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 28.0 in, Top Flange Width = 24.0 in, Flange Thickness = 12.0 in Span #1 Reinforcing.... 3-#5 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#5 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#5 at 12.0 in from Top, from 0.0 to 24.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Point Load : D = 3.450 k @ 1.0 ft Point Load : D = 1.50 k @ 23.0 ft Uniform Load : D = 0.230 k/ft, Extent = 1.0 -->> 23.0 ft, Tributary Width = 1.0 ft, (roof dead load) Uniform Load : D = 0.1850 k/ft, Extent = 1.0 -->> 23.0 ft, Tributary Width = 1.0 ft, (wall dead load) Point Load : W = 8.358 k @ 1.50 ft Point Load : W = -8.358 k @ 22.50 ft Point Load : D = 0.130 k @ 1.0 ft Point Load : D = 2.30 k @ 23.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.165 : 1 Load Combination +1.20D+W Span # where maximum occurs Span # 1 Maximum Soil Pressure =1.188 ksf at 0.00 ft LdComb: +D+0.60W Allowable Soil Pressure =OK2.50 ksf Location of maximum on span 6.494 ft Mn * Phi : Allowable 95.940 k-ft Typical SectionSection used for this span Mu : Applied -15.802 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.036 in Max Upward Total Deflection -0.031 in .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations 2021 Washington State Building Code (base on 2021 IBC) Beam on Elastic Foundation LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:front wall overturning check 2 Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 23.153 0.60 109.45 0.01 +1.40D Span # 1 1 23.153 0.60 109.45 0.01 +1.20D Span # 1 1 23.153 0.51 109.45 0.00 +1.20D+0.50W Span # 1 1 23.153 0.16 109.45 0.00 +1.20D+W Span # 1 1 23.718 -0.02 95.94 0.00 +0.90D+W Span # 1 1 18.635 3.53 109.45 0.03 +0.90D Span # 1 1 23.153 0.39 109.45 0.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1Span 1 1 0.0359 0.000 -0.0306 24.000 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft) (k)(in) Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc 2021 Washington State Building Code (base on 2021 IBC) Pole Footing Embedded in Soil LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Trash enclosure gate footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2021 1807.3 Load Combinations Used : ASCE 7-16 General Information Circular 18.0 300.0 1,500.0 Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Embedment Depth of Footing 3.0 ft Find Lateral Pressure for Given Depth +0.60WGoverning Load Combination : Lateral Load 0.6540 Moment 2.289 k-ft k Restraint @ Ground Surface Pressure at Depth Actual 720.61 psf Allowable 900.0 psf Surface Retraint Force 2,275.38 lbs Controlling Values ft^2Footing Base Area 1.767 Maximum Soil Pressure 0.0 ksf k k k 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 1.090 3.50 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft ground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Loads - (k) Moments - (ft-k) Pressure at Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 1.000900.0 720.60.654 2.289+0.60W 1.000900.0 540.50.491 1.717+0.450W 1.000900.0 2021 Washington State Building Code (base on 2021 IBC) Pole Footing Embedded in Soil LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Trash enclosure wall footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2021 1807.3 Load Combinations Used : ASCE 7-16 General Information Rectangular 21.0 300.0 1,500.0 Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Embedment Depth of Footing 2.50 ft Find Lateral Pressure for Given Depth +0.60WGoverning Load Combination : Lateral Load 0.5028 Moment 1.760 k-ft k Restraint @ Ground Surface Pressure at Depth Actual 484.970 psf Allowable 750.0 psf Surface Retraint Force 1,998.63 lbs Controlling Values ft^2Footing Base Area 3.063 Maximum Soil Pressure 0.0 ksf k k k 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 0.8380 3.50 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft ground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Loads - (k) Moments - (ft-k) Pressure at Depth Allow - (psf)Actual - (psf) 0.00.000 0.000 1.000750.0 485.00.503 1.760+0.60W 1.000750.0 363.70.377 1.320+0.450W 1.000750.0 2021 Washington State Building Code (base on 2021 IBC) Pole Footing Embedded in Soil LIC# : KW-06015958, Build:20.24.10.30 JOHNSTON - BURKHOLDER (c) ENERCALC, LLC 1982-2024 DESCRIPTION:Light Pole footing Project File: Circle K - Typical 115 MPH.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2021 1807.3 Load Combinations Used : ASCE 7-16 General Information Circular 24.0 300.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Embedment Depth of Footing 7.0 ft Find Lateral Pressure for Given Depth +0.60WGoverning Load Combination : Lateral Load 0.5267 Moment 7.942 k-ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 295.0 psf Allowable 700.0 psf Controlling Values ft^2Footing Base Area 3.142 Maximum Soil Pressure 0.0 ksf k k k 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 0.06755 28.0 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.02894 28.0 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 Loads - (k) Moments - (ft-k) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1.00.000 0.000 1.000700.0 295.00.527 7.942+0.60W 1.000700.0 223.00.395 5.956+0.450W 1.000700.0