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