Circle K - Yelm (Yelm & Killion), WA - Canopy CalcsJob Title:
Job No.
Calc'd By:Date:
Checked by:Date:
(7)
(3)
(7)
30-Jul-2024
Circle K
Canopy Structural Steel Quick Reference:
30-Jul-2024
STRUCTURAL CALCULATIONS
FOR
Circle K Stores, Inc.
Yelm Ave & Killion Rd
Yelm, WA
24-2256R0
R. Lauer
T. Sadler, PE
Header Beams:W14X34
Purlin Beams:W12X22
HSS12X12X1/4Columns:
S A L E S A N D
MANUFACTURING
3113 St. Louis Ave. • Fort Worth, Texas 76110 • Local: 817-924-6173 • US/TX: 800-735-4626 • PT/800•889•4626 • Fax:
817-924-8643
192.00 ft 18.50 ft
24.00 ft 1
3.00 ft 7
15.50 ft 7
4608 SqFt
0.00 psf
5.00 psf
Total Weight =5.00 psf
(7)34 Length -24.00 ft Wgt = 5712 lbs
(3)22 Length -192.00 ft Wgt = 12672 lbs
Columns:(7)39.43 Height -17.19 ft Wgt = 4744 lbs
10.02 psf
97 mph 12.3.4 - Redundancy r =1.3
75 mph R =1.25
C Site Class =D
II Seismic Design Category =D
20.00 psf Ss =1.294 g SDS = 2/3 x SMS =0.863 g
16.80 psf S1 =0.468 g SD1 = 2/3 x SM1 =Null
0.00 psf Fa =1.000 g SMS = Fa x SS =1.294 g
42.88 psf Fv =Null SM1 = Fv x S1 =Null
Roof Live Load:20 psf 1.0
Table 4.3-1 Cs = Sds/(R/I) =0.690
At =672.00 Sqft F= 0.00
R1 =0.60 R2 =1.00 46.17 kips
12.0 psf 31.86 kips
ASCE Table 4.3-1 - See Section 4.8.1 fro Reduction in Roof Live Loads
For SDC = B,C
Steel Ordinary Cantilevered Column System
(for Columns and Footings)
Seismic Force (V=CSW) =
Pg-Ground Snow Load =
Pf-Roof Snow Load =
Rain on Snow Surcharge =
Combined Snow =
Seismic W=DL*A =
Reduced Live Load (Lr) =
Seismic Forces:
Seismic Ground Motion Values (ASCE
Section. 11.4)
Importance Factor =
Snow Loads:
Total Canopy Height:
Wind Speed (Vult) =
Vasd
Exposure =
Risk Category =
Wind Forces:
Colateral weight =
Deck + Fascia + Frame Weight =
Load Transfer System in Canopy: Loads are transferred from the fascia system to the inter locking Deck Pans. The Deck Pans
transfer the load through the Deck Clips to the wide flange Purlin Beams. The Purlin Beams transmit the load to the Header
Beams. The Header Beams carry the load to the Cantilevered Columns. Finally, the Columns transmit the load to the Foundations
through Baseplates and Anchor Bolts.
Building Code:
2021 International Building Code
Fascia Height:
Canopy Area =
Canopy Specifications:
Canopy Clearance height:
ASCE 7-16
AISC Manual -16th Edition
Total Canopy Dead Load =
Header Beams:
Purlin Beams:
Seismic Resisting System: The canopy is classified as cantilevered column system detailed to
conform to the requirements for Steel Ordinary Column Systems as per ASCE 7 Table 12.2-1 and
has been designed using Equivalent Lateral Force Procedure as per Section 12.8.
Canopy Dead Loads:
Number of Column Rows:
Number of Columns / Row:
TTL Columns:
Length:
Width:
Live Load Reduction:
Vult -97 mph
Vasd -75 mph
C
II
G=0.85
as per (Table 26-.6-1) Directional factor Kd=0.85
Ke =0.88
α =9.50 15.50 ft
900.0 ft 3.00 ft
3.00 ft 17.0000 ft
0.872 18.50 ft
1.00 0.887
17.84 psf 18.16 psf
1.5
-1.0
27.25 psf
-18.16 psf
Wind Shear for maximum Tributary Area to the Column Pw = pp*A B= 28.00 ft
A= 84.00 ft
Thus, Pw =3.81 kips for Single Column
Wind Uplift/ Downward for Deck
MWFRS for open Building Figure 27.4-4
When Flat Roof
Clear Leeward or windward Flow control design (obstructions always <50%)
Worst case for uplift CN -1.10
Downward wind CN 1.20
q = qGCn uplift -16.68 psf
qdownward 18.20 psf
Uplift Force Puplift = (Uplift Area* Uplift pressure quplift) Puplift =A* quplift
Uplift Area= Max Tributary column Length * Max. Cantilever Width
Max Tributary column Length = L 28.00 ft.
B 24.00 ft.
Puplift =11.21 kips
ASCE 7-16 Wind Forces (Chapter 27 Directional Procedure)
Open Building w/Monoslope roof (Section 27.4.3) w/ Fascia Panels as Parapets (Section 27.3.4)
Basic Wind Speed =
Topographic Factor Kzt =Kp =2.01(h/zg^2/α =
zg (Table 26.9-1) =
Fascia Hgt (Parapet) =
Gust Effect Factor (Section 26.11) The Canopy's Fundamental natural frequency is greater than 1Hz, and is therefore rigid as defined in
Secton 26.2. Therefore, as per Section 26.11.1
Kh =2.01(h/zg^2/α =
For Open Buildings: qz = 0.00256(Kz)(Kzt)(Kd)(V^2)
Terrain Exposure Constrants -
Fascia Hgt =
h=
Tributary Width =
Therefore, qp = Therefore, qz =
qz = 0.00256(Kh)(Kht)(Kd)(Ke)(V^2)
Maximum Tributary Area of Single Column C2, A = hx B
WIND DESIGN:
Wind Velocity pressure Section 26.10.2, Table 26.11-1
MWFRS Horizontal Forces (Section 27.3.4)
MWFRS Vertical Forces (Section 27.3-5)
Parapet Wind Pressure for MWFRS: p=qp(GCpn)
From Section (27.3.4)Windward GCpn =
Leeward GCpn =
Windward Fascia Pp =
Leeward Fascia Pp =
Exposure =
Risk Category =
Parapet Hgt = Clr Hgt + Fascia Hgt =
Canopy Clear Hgt (H)=
qp = 0.00256(Kp)(Kpt)(Kd)(Ke)(V^2)
Ground Snow Load Pg 20.00 psf
Thermal Factor Ct 1.20
Important Factor Is 1.00
Exposure Factor Ce 1.00
Flat Roof Snow Load Pf 16.80 psf
Rain on Snow Surcharge 5.00 psf
Balanced Snow Load 21.80 psf
16.60 pcf 3.00 ft
1.01 ft 0.42 ft
1.57 ft 2.58 ft
1.57 ft
6.29 ft
192.00 ft
26.08 psf
42.88 psf
Drift Surcharge Pd =
Combined Snow =
Fascia as Parapet
Unheated and Open Air Structure (ASCE Table 7.3-2)
Risk Category II - (ASCE Table 1.5-1 & Table 1.5-2)
Terrain Category C - (ASCE Table 7.3-1)
γ = 0.13(Pg) + 14 =
Bal. Snow Hgt hb =
Clear Height hc =
Drift hgt hd =
Drift Length W =
Snow Density:
Fascia Hgt =
Snow Loads:
Snow Load Criteria:
Gutter Hgt =
Parapet Depth =
Length Lu =
15.50 ft A=8.00 in E=10.00 in "@ Sides"
3.00 ft B=22.00 in E=16.00 in "@ Ends"
48 in o.c.B1=0.00 in
3.50 ft C=6.00 in
8.00 in D=24.44 in
Forces:(Due to the light weight of the fasica, wind shall control over Seismic.)
Fascia weight (incl frames) =4.00 psf =14.00 plf
Wind Force Pp =57.82 psf ULT 34.69 psf ASD
Fascia Frame Design:
C Section: 20ga x 1 3/4" x 1 5/8" C M/Ω=0.89 k-in P/Ω=1.82 k
Frames @ 4.00 ft O.C.
Single or Double Brace?
Vertical Member XY:Brace XZ:Length =26.31 in
M =0.49 k-in <0.89 k-in OK P =0.1 k <1.82 k OK
Screw Capacity:
#8 Tek =174 lb Shear ---------ESR-2196
#12 Tek =
#12 Tek =
#1/4 Tek =ESR-1976
#1/4 Tek =
Screw:Trib. Area Fa Fc
1 1.88 SqFt 43.4 lb <430 lb OK
2 3.00 SqFt 69.4 lb <230 lb OK
3.00 SqFt 12.0 lb <215 lb OK
3 12.00 SqFt 416.3 lb <2400 lb OK
4.00 ft 92.5 lb <1188 lb OK
4 1.88 SqFt 43.4 lb <174 lb OK
Tensile:
#8 ex @ 30in o.c.
Frame Spacing:
Gutter Width:
(6) #12 Tek @ ea. frame Shear:
#1/4 Tek @ 30in o.c. Shear:
#1/4 Tek @ ea. frame (T&B) Tensile:
Shear:
Edge Distance:
Component Wind Pressure for Parapets:
400 lb Shear (Lapped 20ga)
430 lb Shear (Lapped 20ga)
198 lb Tension (Lapped 20ga)
115 lb Tension (Pullout) 20ga
Fascia Frame Check:
Clear Height:
Fascia Height:
Canopy Deck:
Lc =3.50 ft Ls =10.00 ft Design Loads:
EWAc =4.67 Sqft EWAs =33.33 Sqft D -5.0 psf
a =3.00 ft a2 =9.00 ft Lr OR S -42.9 psf
W-qz -17.8 psf
Roof Wind Design Pressures (psf) C&C Figure 30.8-1 Width =16.00 in
Mapos =7.93 k-in
27 -26 27 -26 18 -17 Maneg =-6.51 k-in
Check Deck at 10'-0" Span Span Length-10.00 ft
For Gravity (Downward) Check Cn 1.80
Zone 3 Net Pressure Coefficient Figure 30.8-1 Wtotal down 49.4 psf
ASD Total Load = D+.75(Lr or S)+.75*0.6*W =Mu 6.26 k-in
Moment Required = wu*l2/8 =Mn/Ω > Mu OK
For Uplift Check Cn -1.70
Zone 3 Net Pressure Coefficient Figure 30.8-1 Wtotal uplift -12.5 psf
ASD total Load = 0.6D+0.6*W =Mu -2.49 k-in
Moment Required = wu*l2/8 =Mn/Ω > Mu OK
Check Deck at 3'-6" Cantilever
Zone 3 Net Pressure Coefficient Figure 30.8-1 L 3.50 ft
For Gravity (Downward) Check
ASD Total Load = D+.75(Lr or S)+.75*0.6*W =Cn 2.40
Moment Required = wu*l2/2 =Wtotal down 53.5 psf
Mu -5.22 k-in
For Uplift Check Mn/Ω > Mu OK
Zone 3 Net Pressure Coefficient Figure 30.8-1
ASD total Load = 0.6D+0.6*W =Cn -3.30
Moment Required = wu*l2/2 =Wtotal uplift -27.0 psf
Mu 2.65 k-in
Mn/Ω > Mu OK
Beam/Deck Clip Capacity Checks:
Deck clip yield capacity 941 lbs
Deck Allowable Capacity Ω=1.67 563 lbs
Single or Double Clamped Single
5.0 psf
Seismic Response Coefficient Cs 0.690
Horizontal Shear on Deck V = Cs*W 3.5 psf
Deck Clip Spacing L1 1.33 ft 16 in o.c.
Deck Span L2 10.00 ft
Clip Shear Resistance Calculation:
Assume lateral capacity of clip is 20% of clamp load.
Seismic Load Transfer to Bolt = V*L1*L2 =32.1 lb <113 lbs OK
Wind Transfer to Bolt = Pp*Hf*L1/#purlins 36.2 lb <113 lbs OK
Uplift Check Wu = Wtotal Uplift * L1*L2 165.9 lb <563 lbs OK
Gravity Load Wu = Wtotal Down * L1*L2 657.7 lb <563 lbs NG
Total Dead Load
Deck Capacity - 40ksi -20ga
Seismic Load Calculations:
Materials Specifications: Pan Deck by Metal Works; 3"x16" 20 Ga
Materials Specifications: Metal Works Deck Clip; 12 Ga Galv Steel Clip
Z3 Z2 Z1
3 Fy=50 ksi
22 lbs Ix=156.0 in^4
12 in
24.00 ft
192.00 ft
3.50 3.50
Brace Spacing: 4 @ 7.00 ft O.C. Max.
D =5.00 psf Wh =0.045 ksf Wv =0.018 ksf
Lr =20.00 psf Eh =0.045 ksf Ev =0.002 ksf
S =42.88 psf S =0.043 ksf
Wdn =18.20 psf
Ev =1.31 psf
D
Lr
S
W
E
Sds =0.863 Ω=1.25
ASCE 7-16
STRONG WEAK COMBINED
1.0.110 0.000 0.110 1.D
2.0.110 0.000 0.110 2.D+L
3.0.732 0.000 0.732 3.D+(Lr or S)
4.0.577 0.000 0.577 4.D + 0.75L + 0.75(Lr or S)
5.0.266 0.290 0.556 5.D + 0.6*W
6.0.694 0.217 0.911 Controls <=1.0 Ok 6.D + 0.75L +0.75(0.6W) + 0.75(Lr or S)
7.0.222 0.290 0.512 7.0.6D + 0.6*W
8.0.130 0.338 0.468 8.D + 0.7Ev + 0.7Eh
9.0.592 0.254 0.845 9.D + 0.75L + 0.75(0.7E) + 0.75S
10.0.046 0.338 0.384 10.0.6D - 0.7Ev + 0.7Eh
ASCE 7-16
STRONG WEAK COMBINED
8 0.143 0.033 0.175 8.1.0D + 0.7Ev + 0.7Eh
9 0.147 0.037 0.184 Controls <=1.0 Ok 9.1.0D + 0.525Ev + 0.525Eh + 0.75S
10 0.096 0.030 0.125 10.0.6D - 0.7Ev + 0.7Eh
7.00 10.00
Purlins:
Beam Wgt =
Beam Hgt =
Loads from Decking
Material: A992Purlin Beam Size:
Purlin Count =
Max Trib Width =
W12X22
Canopy Length =
8.50 ft
Canopy Width =
Vertical LoadsLateral Loads
Stress Ratio
0.029
0.622
0.26
0.11
0.289
Strong Axis
0.483
0.483
Weak Axis
Purlin Load Combinations for Biaxial Bending (ASD) from Enercalc
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Purlin Beam 1 Strong Axis
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam bracing is defined Beam-by-Beam
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Unbraced Lengths
Span # 1, Defined Brace Locations, First Brace at 5.0 ft, Second Brace at ft, Third Brace at ft
Span # 2, Braced @ 1/4 Points
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...
Uniform Load on ALL spans : D = 0.0050, Lr = 0.020, S = 0.0430, W = 0.0180, E = 0.0020 ksf, Tributary Width = 8.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.569 : 1
Load Combination +D+S
Span # where maximum occurs Span # 1
7.126 k
Mn / Omega : Allowable 54.407 k-ft Vn/Omega : Allowable
W12x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S
63.960 k
Section used for this span W12x22
Ma : Applied
Maximum Shear Stress Ratio =0.111 : 1
12.000 ft
30.960 k-ft Va : Applied
3,859 >=180.
450
Ratio =3281 >=180.
Maximum Deflection
Max Downward Transient Deflection 0.634 in 529Ratio =>=180.
Max Upward Transient Deflection -0.075 in Ratio =
Max Downward Total Deflection 0.746 in Ratio =>=180.
Max Upward Total Deflection -0.088 in
Span: 2 : S Only
Span: 2 : S Only
Span: 2 : +D+S
Span: 2 : +D+S
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S10.0000 0.000 -0.0878 6.480
+D+S 2 0.7465 15.344 0.0000 6.480
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 12.286 4.914
Max Upward from Load Combinations 12.286 4.914
Max Upward from Load Cases 10.443 4.177
D Only 1.843 0.737
+D+Lr 6.700 2.680
+D+S 12.286 4.914
+D+0.750Lr 5.486 2.194
+D+0.750S 9.675 3.870
+D+0.60W 4.466 1.786
+D+0.70E 2.183 0.873
+D+0.750Lr+0.450W 7.453 2.981
+D+0.750S+0.450W 11.642 4.657
+D+0.750S+0.5250E 9.930 3.972
+0.60D+0.60W 3.729 1.491
+0.60D+0.70E 1.446 0.578
Lr Only 4.857 1.943
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Purlin Beam 1 Strong Axis
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
S Only 10.443 4.177
W Only 4.371 1.749
E Only 0.486 0.194
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Purlin Beam 1 Weak Axis
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and addedLoads on all spans...
Uniform Load on ALL spans : W = 0.0450, E = 0.0450 k/ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.355 : 1
Load Combination W Only
Span # where maximum occurs Span # 1
0.7457 k
Mn / Omega : Allowable 9.132 k-ft Vn/Omega : Allowable
W12x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination W Only
68.510 k
Section used for this span W12x22
Ma : Applied
Maximum Shear Stress Ratio =0.011 : 1
12.000 ft
3.240 k-ft Va : Applied
936 >=60.0
184
Ratio =1338 >=60.0
Maximum Deflection
Max Downward Transient Deflection 2.606 in 128Ratio =>=60.0
Max Upward Transient Deflection -0.307 in Ratio =
Max Downward Total Deflection 1.831 in Ratio =>=60.0
Max Upward Total Deflection -0.215 in
Span: 2 : W Only
Span: 2 : W Only
Span: 2 : E Only * 0.70
Span: 2 : E Only * 0.70
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only10.0000 0.000 -0.3075 6.480
E Only 2 2.6152 15.344 0.0000 6.480
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.286 0.514
Max Upward from Load Combinations 0.771 0.309
Max Upward from Load Cases 1.286 0.514
+0.60W 0.771 0.309
E Only * 0.70 0.900 0.360
+0.450W 0.579 0.231
E Only * 0.5250 0.675 0.270
W Only 1.286 0.514
E Only 1.286 0.514
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Purlin Beam 2 Strong Axis
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam bracing is defined Beam-by-Beam
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Unbraced Lengths
Span # 1, Braced @ 1/4 Points
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...
Uniform Load on ALL spans : D = 0.0050, Lr = 0.020, S = 0.0430, W = 0.0180, E = 0.0020 ksf, Tributary Width = 8.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.731 : 1
Load Combination +D+S
Span # where maximum occurs Span # 1
6.020 k
Mn / Omega : Allowable 57.622 k-ft Vn/Omega : Allowable
W12x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S
63.960 k
Section used for this span W12x22
Ma : Applied
Maximum Shear Stress Ratio =0.094 : 1
0.000 ft
42.140 k-ft Va : Applied
0 <180.0
254
Ratio =0 <180.0
Maximum Deflection
Max Downward Transient Deflection 1.121 in 299Ratio =>=180.
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.321 in Ratio =>=180.
Max Upward Total Deflection 0 in
Span: 1 : S Only
n/a
Span: 1 : +D+S
n/a
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S 1 1.3205 14.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 6.020 6.020 0.480
Max Upward from Load Combinations 6.020 6.020 0.480
Max Upward from Load Cases 5.117 5.117 0.480
Max Downward from all Load Conditions (Resisting Uplift 0.480
Max Downward from Load Combinations (Resisting Uplift)0.480
Max Downward from Load Cases (Resisting Uplift)0.480
D Only 0.903 0.903 0.480
+D+Lr 3.283 3.283 0.480
+D+S 6.020 6.020 0.480
+D+0.750Lr 2.688 2.688 0.480
+D+0.750S 4.741 4.741 0.480
+D+0.60W 2.188 2.188 0.480
+D+0.70E 1.070 1.070 0.480
+D+0.750Lr+0.450W 3.652 3.652 0.480
+D+0.750S+0.450W 5.705 5.705 0.480
+D+0.750S+0.5250E 4.866 4.866 0.480
+0.60D+0.60W 1.827 1.827 0.480
+0.60D+0.70E 0.708 0.708 0.480
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Purlin Beam 2 Strong Axis
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Lr Only 2.380 2.380 0.480
S Only 5.117 5.117 0.480
W Only 2.142 2.142 0.480
E Only 0.238 0.238 0.480
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Purlin Beam 2 Weak Axis
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and addedLoads on all spans...
Uniform Load on ALL spans : W = 0.0450, E = 0.0450 k/ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.338 : 1
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
0.4410 k
Mn / Omega : Allowable 9.132 k-ft Vn/Omega : Allowable
W12x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only * 0.70
68.510 k
Section used for this span W12x22
Ma : Applied
Maximum Shear Stress Ratio =0.006 : 1
0.000 ft
3.087 k-ft Va : Applied
0 <60.0
104
Ratio =0 <60.0
Maximum Deflection
Max Downward Transient Deflection 4.606 in 72Ratio =>=60.0
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 3.238 in Ratio =>=60.0
Max Upward Total Deflection 0 in
Span: 1 : W Only
n/a
Span: 1 : E Only * 0.70
n/a
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 4.6262 14.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.630 0.630 0.194
Max Upward from Load Combinations 0.378 0.378 0.194
Max Upward from Load Cases 0.630 0.630 0.194
Max Downward from all Load Conditions (Resisting Uplift 0.194
Max Downward from Load Combinations (Resisting Uplift)0.194
Max Downward from Load Cases (Resisting Uplift)0.194
0.194
+0.60W 0.378 0.378 0.194
E Only * 0.70 0.441 0.441 0.194
+0.450W 0.284 0.284 0.194
E Only * 0.5250 0.331 0.331 0.194
W Only 0.630 0.630 0.194
E Only 0.630 0.630 0.194
7 Fy=50 ksi
34 lbs Ix=340.00in⁴
14 in
0.00 ft 0.00 ft 0.00 ft 0.00 ft
24.00 ft
D =1.843 kips Wh =0.165 ksf MAX Ev =0.0059 klf
Lr =4.857 kips Eh =1.272 klf MAX Eh =0.0235 klf
S =10.443 kips
Wdn =4.371 kips
Ev =0.486 kips
Sds =0.863 Ω=1.25
ASCE 7-10
STRONG WEAK COMBINED
1.0.150 0.000 0.150 1.D
2.0.150 0.000 0.150 2.D+L
3.0.886 0.000 0.886 3.D+(Lr or S)
4.0.702 0.000 0.702 4.D + 0.75L + 0.75(Lr or S)
5a.0.335 0.026 0.361 5.D + 0.6*W
5b.0.177 0.280 0.457 6.D + 0.75L +0.75(0.6W) + 0.75(Lr or S)
6a.0.841 0.020 0.860 7.0.6D + 0.6*W
6b.0.722 0.210 0.932 Controls <=1.0 Ok 8.D + 0.7Ev + 0.7Eh
7.0.275 0.026 0.301 9.D + 0.75L + 0.75(0.7E) + 0.75S
8.0.117 0.280 0.397 10.0.6D - 0.7Ev + 0.7Eh
ASCE 7-16
STRONG WEAK COMBINED
1.0.171 0.021 0.191 Controls <=1.0 Ok 8.1.0D + 0.7Ev + 0.7Eh
2.0.166 0.008 0.174 9.1.0D + 0.525Ev + 0.525Eh + 0.75S
3.0.102 0.012 0.115 10.0.6D - 0.7Ev + 0.7Eh
Header:
Simple Span
Load Combinations for Biaxial Bending (ASD) from Enercalc
Beam Wgt =
Beam Hgt =
Max Trib Width =
Loads from Purlins
Left Cantilever =12.00 ft
Material: A992
Header Count =
28.00 ft
Right Cantilever =12.00 ft
Header Length =
Header Beam Size:
Ev 0.038 0.400
S
Wdn 0.308
W14X34
0.736
0.044
Seismic for Beam
Strong Axis Weak Axis
Lr 0.342
Stress Ratio
0.15
Lateral Loads
D
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Header Beam Strong Axis - 2 Purlins
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam bracing is defined Beam-by-Beam
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Unbraced Lengths
Span # 1, Defined Brace Locations, First Brace at 3.50 ft, Second Brace at 10.50 ft, Third Brace at ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...
Uniform Load on ALL spans : E = 0.00590 k/ftLoad(s) for Span Number 1
Point Load : D = 1.518, Lr = 4.0, S = 8.60, W = 3.60, E = 0.40 k @ 3.50 ft, (From Purlin Beam 7ft Trib)
Point Load : D = 1.843, Lr = 4.857, S = 10.443, W = 4.371, E = 0.4860 k @ 10.50 ft, (From Purlin Beam 8.5ft Trib)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.785 : 1
Load Combination +D+S
Span # where maximum occurs Span # 1
22.812 k
Mn / Omega : Allowable 136.228 k-ft Vn/Omega : Allowable
W14x34Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S
79.80 k
Section used for this span W14x34
Ma : Applied
Maximum Shear Stress Ratio =0.286 : 1
12.000 ft
106.880 k-ft Va : Applied
0 <180.0
456
Ratio =0 <180.0
Maximum Deflection
Max Downward Transient Deflection 0.524 in 549Ratio =>=180.
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.632 in Ratio =>=180.
Max Upward Total Deflection 0 in
Span: 1 : S Only
n/a
Span: 1 : +D+S
n/a
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S 1 0.6317 0.000 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 22.812 0.194
Max Upward from Load Combinations 22.812 0.194
Max Upward from Load Cases 19.043 0.194
Max Downward from all Load Conditions (Resisting Uplift 0.194
Max Downward from Load Combinations (Resisting Uplift)0.194
Max Downward from Load Cases (Resisting Uplift)0.194
D Only 3.769 0.194
+D+Lr 12.626 0.194
+D+S 22.812 0.194
+D+0.750Lr 10.412 0.194
+D+0.750S 18.051 0.194
+D+0.60W 8.552 0.194
+D+0.70E 4.439 0.194
+D+0.750Lr+0.450W 13.999 0.194
+D+0.750S+0.450W 21.638 0.194
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Header Beam Strong Axis - 2 Purlins
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750S+0.5250E 18.554 0.194
+0.60D+0.60W 7.044 0.194
+0.60D+0.70E 2.931 0.194
Lr Only 8.857 0.194
S Only 19.043 0.194
W Only 7.971 0.194
E Only 0.957 0.194
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Header Beam Weak Axis - 2 Purlins
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...
Uniform Load on ALL spans : E = 0.02350 k/ftLoad(s) for Span Number 1
Point Load : W = 0.1360, E = 1.047 k @ 3.50 ft, (From Purlin Beam 7ft Trib)
Point Load : W = 0.1650, E = 1.272 k @ 10.50 ft, (From Purlin Beam 8.5ft Trib)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.423 : 1
Load Combination +D+0.70E
Span # where maximum occurs Span # 1
2.229 k
Mn / Omega : Allowable 26.447 k-ft Vn/Omega : Allowable
W14x34Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.70E
122.850 k
Section used for this span W14x34
Ma : Applied
Maximum Shear Stress Ratio =0.018 : 1
12.000 ft
11.198 k-ft Va : Applied
0 <60.0
292
Ratio =0 <60.0
Maximum Deflection
Max Downward Transient Deflection 1.087 in 265Ratio =>=60.0
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.986 in Ratio =>=60.0
Max Upward Total Deflection 0 in
Span: 1 : E Only
n/a
Span: 1 : +D+0.70E
n/a
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 1.0865 0.000 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.601 0.194
Max Upward from Load Combinations 2.229 0.194
Max Upward from Load Cases 2.601 0.194
Max Downward from all Load Conditions (Resisting Uplift 0.194
Max Downward from Load Combinations (Resisting Uplift)0.194
Max Downward from Load Cases (Resisting Uplift)0.194
D Only 0.408 0.194
+D+0.60W 0.589 0.194
+D+0.70E 2.229 0.194
+D+0.450W 0.543 0.194
+D+0.5250E 1.774 0.194
+0.60D+0.60W 0.425 0.194
+0.60D+0.70E 2.066 0.194
W Only 0.301 0.194
E Only 2.601 0.194
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Header Beam Strong Axis - 1 Purlins
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam bracing is defined Beam-by-Beam
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
Unbraced Lengths
Span # 1, Defined Brace Locations, First Brace at 3.50 ft, Second Brace at ft, Third Brace at ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...
Uniform Load on ALL spans : E = 0.00590 k/ftLoad(s) for Span Number 1
Point Load : D = 1.843, Lr = 4.857, S = 10.443, W = 4.371, E = 0.4860 k @ 3.50 ft, (From Purlin Beam 8.5ft Trib)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.886 : 1
Load Combination +D+S
Span # where maximum occurs Span # 1
12.694 k
Mn / Omega : Allowable 120.586 k-ft Vn/Omega : Allowable
W14x34Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S
79.80 k
Section used for this span W14x34
Ma : Applied
Maximum Shear Stress Ratio =0.159 : 1
12.000 ft
106.879 k-ft Va : Applied
0 <180.0
395
Ratio =0 <180.0
Maximum Deflection
Max Downward Transient Deflection 0.607 in 474Ratio =>=180.
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.730 in Ratio =>=180.
Max Upward Total Deflection 0 in
Span: 1 : S Only
n/a
Span: 1 : +D+S
n/a
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S 1 0.7298 0.000 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 12.694 0.194
Max Upward from Load Combinations 12.694 0.194
Max Upward from Load Cases 10.443 0.194
Max Downward from all Load Conditions (Resisting Uplift 0.194
Max Downward from Load Combinations (Resisting Uplift)0.194
Max Downward from Load Cases (Resisting Uplift)0.194
D Only 2.251 0.194
+D+Lr 7.108 0.194
+D+S 12.694 0.194
+D+0.750Lr 5.894 0.194
+D+0.750S 10.083 0.194
+D+0.60W 4.874 0.194
+D+0.70E 2.641 0.194
+D+0.750Lr+0.450W 7.861 0.194
+D+0.750S+0.450W 12.050 0.194
+D+0.750S+0.5250E 10.376 0.194
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Header Beam Strong Axis - 1 Purlins
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+0.60D+0.60W 3.973 0.194
+0.60D+0.70E 1.740 0.194
Lr Only 4.857 0.194
S Only 10.443 0.194
W Only 4.371 0.194
E Only 0.557 0.194
Steel Beam
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Header Beam Weak Axis - 1 Purlins
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and addedLoads on all spans...
Uniform Load on ALL spans : E = 0.02350 k/ftLoad(s) for Span Number 1
Point Load : W = 0.1360, E = 1.047 k @ 3.50 ft, (From Purlin Beam 8.5ft Trib)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.280 : 1
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
0.9303 k
Mn / Omega : Allowable 26.447 k-ft Vn/Omega : Allowable
W14x34Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only * 0.70
122.850 k
Section used for this span W14x34
Ma : Applied
Maximum Shear Stress Ratio =0.008 : 1
12.000 ft
7.414 k-ft Va : Applied
0 <60.0
394
Ratio =0 <60.0
Maximum Deflection
Max Downward Transient Deflection 1.044 in 275Ratio =>=60.0
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.731 in Ratio =>=60.0
Max Upward Total Deflection 0 in
Span: 1 : E Only
n/a
Span: 1 : E Only * 0.70
n/a
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 1.0444 0.000 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.329 0.194
Max Upward from Load Combinations 0.082 0.194
Max Upward from Load Cases 1.329 0.194
Max Downward from all Load Conditions (Resisting Uplift 0.194
Max Downward from Load Combinations (Resisting Uplift)0.194
Max Downward from Load Cases (Resisting Uplift)0.194
0.194
+0.60W 0.082 0.194
E Only * 0.70 0.930 0.194
+0.450W 0.061 0.194
E Only * 0.5250 0.698 0.194
W Only 0.136 0.194
E Only 1.329 0.194
Ponding Check: (AISC 15th - App X 2.1)
Lp=12.00 ft Wp=W14X34
Ls=28.00 ft Ws=W12X22
S=10.00 ft
ip=340 in^4
is=156 in^4 Metal Works, LLC Deck Deck Capacity - 40ksi -20ga
id=0.250 in^4/ft <Ix Pos =0.802 in^4 OK
Ix Neg =0.411 in^4
Cs=0.126
Cp=0.005
Cp+0.9Cs=0.119 <0.25 OK
Acre = 0.11 SqFt
100yr
R = 5.2(ds+dh)1.50 in/hr
ds= depth of water on the deck
dh = depth to the secondary drain
R = 5.2(ds+dh)R= 10.43 in/hr
7
192.00 ft
24.00 ft Area =658.28571 Sqft/Drain Flow Rate =82.29 cuft/hr
10.30 gpm
Flow Rates per IPC
Storm Drain Pipe Sizing Table 1106.2
55.00 gpm > 10.3 gpm OK
87.00 gpm > 10.3 gpm OK
Horizontal Gutter Sizing Table 1106.6
5x8 @ 1/8" per foot 651.00 gpm > 10.3 gpm OK
Scupper Drain
D =2 in Flow
W =4 in 33.43 gpm > 10.3 gpm OK
Gutter Length =
Gutter Width =
3" PVC Vertical =@ 1/8"/ft slope
3" PVC Pipe Leader =
Ponding:
Design Rain Load:Yelm, WA
Rainfall Rate =
# of Drains =
Structural Angle Bridging for Purlins
Section 1.a Relative Bracing
Purlin Beam W12X22 Simple Span Cantilever
Required flexural Strength of Purlin M2=9.587 k-ft (ASD)M1=7.043 k-ft (ASD)
Cd=1
ho=11.9 in
Ω=2
Required Bridging Axial Strength Prb=0.077 kips Prb=0.057 kips
Required Bridging Axial Stiffness βrb=0.92 k/in (ASD)βrb=3.55 k/in (ASD)
Bridging Angle L2x2x3/16 Deck and Deck Clip Deck Capacity - 40ksi -20ga
Unbraced Length of Purlin (Only used as bridging for cantilever)
Angle Spacing Lb=7.00 ft Deck Spacing Lb=1.33 ft
K=1 K=1
Max Purlin Spacing L=10.00 ft Max Purlin Spacing L=10.00 ft
r=0.389 in r=0.761 in
b=2 in b=16 in
t=0.188 in t=0.0359 in
A=0.722 in^2 A=0.855 in^2
E=29000 ksi E=29000 ksi
Fy=36 ksi Fy=40 ksi
Limiting Width to Thickness Ratio λr=12.77
b/t=10.64 <12.77 Clip Shear Strength 113 lbs
Angle is Not Slender for Compression (See Decking Sheet)
KL/r=308.5 >133.68
Fe=3.01 ksi
Fcr=2.64 ksi
Ω=1.67
Pn/Ω=1.14 kips >0.077 kips 0.113 kips >0.057 kips
AE/L=174.48 k/in >0.92 k/in 206.63 k/in >3.55 k/in
Lateral Bracing Calculations for beams - AISC 360 Appendix 6.3
The angle bridging spans each purlin and doesn't connect to a seperate fixed point. Therefore the
bridging is considered a relative brace.
Bridging Angle has adequate strength.Clip has adequate strength.
Bridging Angle has adequate stiffness.Decking has adequate stiffness.
Column -
HSS SQR Fy =50ksi Ix=248.0in⁴
39.43 plf
Axial (P)
D =6.733 kips = D
Lr =8.064 kips = Lr
S =14.650 kips = S
Wup =-7.195 kips = Wup
Wdn =8.993 kips = Wdn
Ev =1.279 kips = Em
Wh =3.815 kips @ Top
Eh =5.114 kips @ Top
17.19 ft
Max Column Tributary Length =28.00 ft 1 28.00 ft/col Controls
Max Column Tributary Width =24.00 ft 7 3.43 ft/col
Column Vertical Tributary =672.00 SqFt
D =12.00 in D =5.50 in
t =0.233 in t =0.233 in
A =10.80 in²A =1.28in²
I =248.0 in⁴I =46.14in⁴
Z =47.60 in³
0.84
A =9.52 in²
I =201.9 in⁴
S =33.64 in³
R =4.61 in 1.01
Z =39.91 in³
Seismic Load Combinations with overstrength are required as per AISC 341 Ω = 1.25
Sds =0.863 g
D S E
8.1.0D + 0.7Ev + 0.7Eh 11.21 0.00 4.47
9.1.0D + 0.525Ev + 0.525Eh + 0.75S 10.10 10.99 3.36
10.0.6D - 0.7Ev + 0.7Eh 6.72 0.00 4.47
Check
Prc =21.09 kips < 0.15*Pc =25.56 kips OK
0.973 k-ft
HSS12X12X1/4 Material - A500 Gr. C
Total effective column height =
Lateral Trib per Column# Columns in line
0.000 k-ft
22.562 k-ft
-27.864 k-ft
Col Weight =
Vertical :
Moment @ Top
Wind Lateral :
Reactions from Worst Case Header Beam
24.771 k-ft
36.896 k-ft
Cutout Properties:
Hole cut out in column:
Column Properties:
ASCE 7-16 12.2.5.2 Axial Strength Requirement
Column Properties with Cutout:
An Increase of 1.2 is allowed for members
designed using overstrength as per ASCE 7
ASCE 7-16 CH. 2.4.5 Basic Combinations w/ Seismic Load Effects
Max allowable Stress Ratio =
Max allowable stress Ratio=
Steel Column
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Column
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
.Code References
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
17.190Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS12x12x1/4
50.0
ft
E : Elastic Bending Modulus
Unbraced Length for buckling ABOUT X-X Axis = 17.190 ft, K = 2.1
Unbraced Length for buckling ABOUT Y-Y Axis = 17.190 ft, K = 2.1
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 677.80 lbs * Dead Load Factor
AXIAL LOADS . . .
Header Beam: Axial Load at 17.190 ft, D = 6.733, LR = 8.064, S = 14.650, W = -7.195, E = 1.279 k
BENDING LOADS . . .
From Header: Lat. Point Load at 17.190 ft creating Mx-x, W = 3.815, E = 5.114 k
From Header: Moment acting about X-X axis at 17.190 ft, LR = -24.771, S = 22.562, W = -36.896, E = 0.9730 k-ft
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.7754
Location of max.above base 0.0 ft
10.221 k
170.401 k
-64.692 k-ft
Load Combination +D+0.750Lr+0.450W
Load Combination +D+0.70E
86.793 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
3.580 k
0.03784 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
86.793 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : Applied
Vn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 5.114 k
Maximum Load Deflections . . .
Along Y-Y 2.845 in at 17.190 ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0 ft above base
for load combination :
94.604
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 7.411
+D+Lr 15.475 -24.771
+D+S 22.061 22.562
+D+0.750Lr 13.459 -18.578
+D+0.750S 18.398 16.922
+D+0.60W 3.094 2.289 -61.486
+D+0.70E 8.306 3.580 -60.856
+D-0.70E 6.516 -3.580 60.856
+D+0.750Lr+0.450W 10.221 1.717 -64.692
+D+0.750S+0.450W 15.161 1.717 -29.193
+D+0.750S+0.5250E 19.070 2.685 -28.720
+D+0.750S-0.5250E 17.727 -2.685 62.563
+0.60D+0.60W 0.129 2.289 -61.486
+0.60D+0.70E 5.342 3.580 -60.856
+0.60D-0.70E 3.551 -3.580 60.856
Lr Only 8.064 -24.771
S Only 14.650 22.562
Steel Column
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Column
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
W Only -7.195 3.815 -102.476
E Only 1.279 5.114 -86.937
E Only * -1.0 -1.279 -5.114 86.937
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 22.061 22.562
Minimum"-7.195 3.815 -102.476
MaximumReaction, X-X Axis Base 7.411
Minimum"7.411
MaximumReaction, Y-Y Axis Base 1.279 5.114 -86.937
Minimum"-1.279 -5.114 86.937
MaximumReaction, X-X Axis Top 7.411
Minimum"7.411
MaximumReaction, Y-Y Axis Top 7.411
Minimum"7.411
MaximumMoment, X-X Axis Base -1.279 -5.11486.937 86.937
Minimum"-7.195 3.815-102.476 -102.476
MaximumMoment, Y-Y Axis Base 7.411
Minimum"7.411
MaximumMoment, X-X Axis Top 7.411
Minimum"7.411
MaximumMoment, Y-Y Axis Top 7.411
Minimum"7.411
Loads From Header
Vertical Vertical
D =6.733 k Uplift =2.92 k
Lr =8.064 k Shear =4.47 k
S =14.650 k Moment =47.95 k-ft
Wup =-7.195 k FS =1.5
Wdn =16.139 k Overstrength Ω=1.25
Ev =1.279 k
Lateral Wh =3.815 k
Eh =5.114 k
Column =thk =0.250 in
Cap Plate Bolts (Tension Due to Uplift)
12 Bolts
22.00 in
T/bolt =+
22 in 6 Bolts
V/bolt =
USE:(12)A307 G.F. (Tension)=9.94 kips OK
G.F. (Shear)=5.97 kips OK
Combined UC=0.49 <1 OK
50 ksi 50 ksi
3/4 in 3/4 in A=15.00 in²
12.0 in 8.00 in S=15.29 in³
31.0 in 31.00 in Z=18.94 in³
V=32.57 k Va=269.46 k OK
M=309.44 k-in Ma=457.93 k-in OK
HSS Q=15.75 in³
12.00 in I=101.33in⁴
86.00 in S weld =464.33 in²
Tension Weld Strength Required =4.38 k 863.17 k-in
86.00 in 464.33 in²
Shear Weld Strength Required =6.71 k
86.00 in
Combined Weld Strength Required = 1.91 k-in
min. 1/4" for weld per J2.4 AISC
Cap Plate to Column Weld -Use :4 /16"Fillet Weld Two Sides G.F. = 3.71 k/in OK
2 /16"PJP Groove Weld Two SidG.F. = 2.63 k/in OK
min. 1/8" for weld per J2.3 AISC
Stiff Pl to Top Pl Weld Strength Required = 15.75 in^3 33 k
101.3 in^4 *2welds
USE:4 /16" Fillet Weld
min. 3/16" for weld per J2.4 AISC
Column Top Plate:
HSS12X12X1/4
Thk plate =
Width Plate =
Length Plate =
=
L weld =
0.08 k-in
=2.53 k/in
No. Bolts =
Design Loads
Bolt Gage =
0.000 k-ft
Unbalanced Moment
863.17 k-in4.38 k
12 Bolts
12 Bolts
6.71 k
3/4 Ø
=
=
Fy =
Stiffener Plate Size:
Thk plate =
Fy =
Width Plate =
Length Plate =
Combined Properties:
+=1.91 k-in
Cap Weld Design
Column Typ =
Column Width =
Stiff Plate Strength
Stiff Pl to Cap Pl Weld
0.56 kips/Bolt
6.90 kips/Bolt
Cap Plate Properties
24.771 k-ft
22.562 k-ft
27.868 k-ft
65.279 k-ft
-0.002 k-ft
ASCE 7-16
D =6.733 kips D =0.000 k-ft
Lr =8.064 kips Lr =24.192 k-ft
S =14.650 kips S =21.974 k-ft
Wup =-7.195 kips Wup =88.124 k-ft
Wdn =8.993 kips Wh =3.815 kips Wdn =102.458 k-ft
Ev =1.279 kips Eh =5.114 kips Ev =88.874 k-ft
Column -1.25
N=22.00 in B=22.00 in 1.50 in
Pun =-0.28 kips
Column Typ =SQR V =3.58 kips
Column Width = 12.00 in M =69.48 k-ft
L weld =86.00 in
S weld =192.00in²Safety Factor =1.5
0.42 k 1251 k-in
86 in 192.00 in²
5.37 k
86 in
6.52 k/in
min. 1/8" for weld per J2.4 AISC
Use :8 /16"Fillet Weld All Around
G.F. = 7.42 k/in OK
Base Plate to Column Weld =
=0.06 k/inShear Weld Strength Required =
Base Weld Design
Tension Weld Strength Required =
Base Plate Design and Anchor Bolts Check:
Combined Weld Strength Required =
+=
Overstrength Ω=
Controlling Load
6.52 k/in
Reactions Base on Column
Baseplate Dimension:
Thinkness =
MVP
HSS12X12X1/4
Steel Base Plate
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Baseplate and Anchor Bolt
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
Code References
Calculations per AISC Design Guide # 1, IBC 2021, ASCE 7-16, AISC 360-16
Load Combination Set : IBC 2021
General Information
Material Properties
Allowable Strength Design
Concrete Support f'c 3.0 ksi
Nominal Bearing Fp per J8 2.550 ksi
: ASD Safety Factor.:2.31c
Steel Plate Fy =50.0 ksi
Assumed Bearing Area :Bearing Area = P / Fp
=
AISC Design Method
Column Properties
Steel Section :HSS12x12x1/4
Depth
0.233 in
in in^210.812Area
Width along "X"22.0 in
Length along "Z'22.0 in
Support Dimensions
Column assumed welded to base plate.
Width 12 in
Flange Thickness
Ixx 248 in^4
248 in^4
Web Thickness in
Plate Dimensions
N : Length 22.0 in
B : Width 22.0 in
Thickness 1.50 in
Iyy
Column & Plate
Applied Loads
6.733
8.064
14.650
8.993
1.279
3.815
5.114
88.124
88.874
" P " = Gravity load, "+" sign is downward.
k
k
P-Y
k
k
k
k
k
"+" Moments create higher soil pressure at +Z edge.
M-X
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
V-Z
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
k
H : Lateral Earth k
k
k
k
k
k
"+" Shears push plate towards +Z edge.
Anchor Bolts
1.5
79.050
41.10
2
1
Anchor Bolt or Rod Description
Number of Bolts in each Row...................
k
Number of Bolt Rows........................
Max of Tension or Pullout Capacity...........
Shear Capacity.........................................k
3.0 inEdge distance : bolt to plate...................
Steel Base Plate
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Baseplate and Anchor Bolt
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
GOVERNING DESIGN LOAD CASE SUMMARY
Plate Design Summary
Fp : Allowable :1.104 ksi
Bearing Stress OK
Tension in each Bolt ...................19.628
Allowable Bolt Tension ...............79.050
Tension Stress Ratio 0.248
Tension Stress OK
Bearing Stress Ratio
0.874
fu : Max. Plate Bearing Stress ....1.104 ksi
Design Method Allowable Strength Design
+D+0.60W
Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts
Design Plate Size 1'-10" x 1'-10" x 1 -1/2"
Pa : Axial Load ....4.935 k
Ma : Moment ........62.212 k-ft
Ma : Max. Moment .....................9.814 k-in
Governing Load Combination
fb : Max. Bending Stress ...............26.171 ksi
Fb : Allowable :
Fy / Omega
29.940 ksi
Bending Stress OK
Bending Stress Ratio
1.000
Governing STRESS RATIO1.0
4 3000 psi
16 in
2 Nu =39.26 kips
4 Vu =1.66 kips
P 4.935 k
V 6.649 k
M 62.21 k-ft
B Tension 19.628 k
N=22.00 in B=22.00 in
Anchor Bolts Capacities Futa = 75ksi
Area of Anchor Bolt Ase 1.41 sqin
Steel Strength of Anchor in Tension ACI D.5.1 ΦNsa = Φ *Ase*Futa Φ = 0.75
ΦNsa 79.05 k/bolt
Steel Strength of Anchor in Shear ACI D.6.1 ΦVs = Φ*.60 *Ase*Futa Φ = 0.65
ΦVs =41.10 k/bolt
Anchor Bolt Diameter = 1.50 in hef=25.50 in
# of Bolts in Shear =
Anchor Bolt (ASTM F1554, Gr. 55)
Dia x 36.00"
Output from Enercalc
LRFD
Concrete Fc =
Baseplate Dimension:
No of Anchor Blots =
Mean Anchor Bolt Spacing =
# of Bolts in Tension =
17.19 ft
D =6.733 kips D =
Lr =8.064 kips Lr =
S =14.650 kips S =
Wup =-7.195 kips Wup =
Wdn =8.993 kips Wv =3.983 kips Wdn =
Ev =1.279 kips Ev =5.114 kips Ev =
1.25
2500 psf
300 psf/ft
0.40
110.0 pcf
145.0 pcf
8.00 ft A=64.00 SqFt
8.00 ft 5.93 CuYds
2.50 ft
2.50 ft 6" - 8" Slab on Grade over Ftg
5.00 ft
-7.19 kips
17.60 kips
23.20 kips
47.53 kips OK
Quantity:Rebar Mat Top & Bottom
9 #5 Each Way
Asmin =5.18 sqin
Ac=2880 sqin
Footing Width W =
Overturning and Bearing Checked in Enercalc
Dead Load at FDN =
Wind Uplift =
Soil Weight =
Footing Length L =
Concrete Density=
Allowable Bearing pressure=
Soil Density=
Allowable lateral pressure =
Coeffiecient of Friction =
Reinforcement
Check Uplift
Footing Depth =
Depth of Soil Above =
Total Depth of Footing =
Weight of FDN =
Spread Footing
21.974 k-ft
88.124 k-ft
Project/Report No:
Date :
Foundation Design:
Loads for FDN Design
Geotechnical Report Data
Geotechnical Company :
Total effective column height =
Overstrength Ω =
102.458 k-ft
88.874 k-ft
Moore Twining
G28867.01
3/20/2024
0.000 k-ft
24.192 k-ft
General Footing
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Spread Footing
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
2.50
Analysis Settings
300.0
ksi No
ksfAllowable Soil Bearing =
=
3.0
60.0
3,122.0
145.0
=0.40Flexure=0.90
Shear =
ValuesM
0.00090
5.0
Soil Passive Resistance (for Sliding)
1.50
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base 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
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 8.0 ft
Length parallel to Z-Z Axis
=
8.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
30.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
9
Bars parallel to Z-Z Axis
Reinforcing Bar Size =5
Number of Bars =9
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
6.733 8.064 14.650 8.993 1.279
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k3.983 5.114
V-z k
21.974 88.124
M-xx =
k-ft=24.192
k-ft
88.874
H
=
General Footing
LIC# : KW-06014602, Build:20.24.07.08 Jimco Sales & Mfg (c) ENERCALC INC 1983-2023
DESCRIPTION:Spread Footing
Project File: 24-2256R0 24X192 YELM, WA - Calcs.ec6
Project Title:Circle K
Engineer:
Project ID:24-2256R0
Project Descr:24X192
PASS 9.572 Sliding - X-X 3.580 k 34.266 k +0.60D+0.70E
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.6940 Soil Bearing 1.735 ksf 2.50 ksf +D+0.750S+0.5250E about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.653 Overturning - Z-Z 71.161 k-ft 117.660 k-ft +0.60D+0.70E
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.2379 Z Flexure (+X)9.951 k-ft/ft 41.837 k-ft/ft +1.20D+0.70S+E
PASS 0.1118 Z Flexure (-X)4.678 k-ft/ft 41.837 k-ft/ft +1.20D+0.70S+E
PASS 0.1076 X Flexure (+Z)4.502 k-ft/ft 41.837 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.1076 X Flexure (-Z)4.502 k-ft/ft 41.837 k-ft/ft +1.20D+1.60S+0.50W
PASS 0.2271 1-way Shear (+X)7.649 psi 33.680 psi +1.20D+0.70S+E
PASS 0.1166 1-way Shear (-X)3.927 psi 33.680 psi +1.20D+0.70S+E
PASS 0.09077 1-way Shear (+Z)3.057 psi 33.680 psi +1.20D+1.60S+0.50W
PASS 0.09077 1-way Shear (-Z)3.057 psi 33.680 psi +1.20D+1.60S+0.50W
PASS 0.06927 2-way Punching 11.383 psi 164.317 psi +1.20D+1.60S+0.50W
Top reinforcing mat required (see 'Bending' tab).
Hand check required for anchor pullout.
la = 1.0 for cast-in-place Anchors in normal weight concrete
Tensile Force on Anchors (Nu) =Nu 39.26 kips
Shear force on Anchors (Vu) =Vu 1.66 kips
Seismic Design Category =D
Number of Anchors (n)n 4
Number of Anchors in Tension (n) =2
da 1.50 in
1.41 in²
Embed Washer with Nut = No
Anchor Spacing perpendicular to load (S1)=16.00 in
Anchor Spacing Parallel to load (S2)=16.00 in
Spacing of Outer Anchors (So) =16.00 in
Embedment Depth of Anchor on Concrete (hEF)25.50 in
Yield Strength of Anchors (Fy) =55.0 ksi
Tensile Strength of Anchors ( Futa)75.0 ksi
Edge distance in Load Direction (Ca1)40.00 in
Edge distance perpendicular to Load (Ca2)40.00 in
Concrete strength (f'c) =3000 psi
Axial Eccentricity (e'N)=8.00 in
Shear Eccentricity (e'v)=0.00 in
Footing Width =8.00 ft
I. Steel Strength of Anchors in Tension (Eq. 17.4.1)
Futa = < 1.9 Fy or 125 ksi =104.5 ksi
Futa = Min(1.9 Fy,Futa,125)75.0 ksi
Thus Nsa = n*A SE*futa 210.79 kips
Φ =0.75 Φ Nsa = 158.09 kips OK
II. Concrete Breakout Strength of Anchors in Tension (17.4.2)
ANc 7076 in^2 ANco = 9*h ef2 =5852 in^2
yec,N = 1/(1+2e'N/3*hEF)=<1.0 yec,N 0.83
Ca(min) > 1.5hEF 38.25 in YES yed,N = 0.7 +(0.3* Ca,min/1.5 hEF) yed,N 1.00
Cracking Service Loads?YES yc,N 1.25
Headed anchors used, Therefore - ycp,N 1.00
h'EF >= 11in?25.50 in YES Kc 24.00
Nb =16laf'c0.5hEF5/3 =169.27 kips For a Single anchor
Ncbg = ANc/Anco*Yec,NYed,NYc,NYcp,N*=211.59 kips For a group anchors
ΦNcbg 158.69 kips OK
Anchor Bolt Design Spread Footing
Concrete breakout of anchors in Tension will be resisted
by the mat of reinforcing at the top of the footing,
therefore, concrete breakout will not control the tensile
capacity of the anchor rods.
Anchor Area (Ase) =
Anchor Diameter (da) =
III. Pullout strength of Anchors in Tension (17.4.3)
ABRG =3.12 in^2
Np = 8* ABRG*f'c =74.82 kips
Cracked at service Loads?YES Yc,p =1
ΦNPn (Group) =nYc,pNp =149.65 kips
Φ =0.7 ΦNPn (Group) =104.75 kips
OK
IV. Side-face Blowout of Anchors in Tension (17.4.4)
hEF>2.5Ca1 100.00 No Side Face Blowout Will Not Control
S1<6Ca1 240 YES R=0.5
Ca2<3Ca1 0.5 YES
Nsb = 160*Ca1*(ABRG)^0.5 *la*f'c^.5*R 309.47 kips Thus-0.75*Nsb =232.11 kips
Therefore - Nsbg = (1+so/6ca1)*Nsb 330.10 kips
s0 = distance between outer anchors along the edge
Φ =0.75 Thus-ΦNsbg 247.58 kips OK
V. Steel Strength of Anchor in Shear (17.5.1)
Built-up grout pads used?Yes
Vsa = 0.6nASEFuta 126.47 kips
Thus ΦVsa =82.21 kips >1.66 kips OK
Φ =0.65
VI. Concrete Break out Strength of Anchors in Shear (17.5.2)
Avc= 5760 in^2 4.5*(Ca1)2 =7200 in^2 Avc=< nAvco OK
Avc =< n*Avco OK yec,V 1.00
Yec,v =1/(1+2e'V/3Ca1)=<1.0 yed,V 0.90
Ca2 >= 1.5*Ca1 ?NO yc,V 1.20
Cracking at Service Loads?YES yh,V 1.00
Thickness: ha =30.0 in
Vb= {7(le/da)0.2(da0.5)}laf'c0.5*(c a1)1.Eq. (17.5.2.3 =180.06 kips
Vb= 9laf'c0.5*(c a1)1.5 Eq. (17.5.2.2 =124.71 kips
Vcbg= (Avc/Avco)Yec,V Yed,V Yc,V Yh,V,*Vb =107.75 kips
Φ =0.7 Thus-ΦVcbg 75.42 kips
Ca1=Ca2 per design
Thus ΦVcbg= (Avc/Avco)* Yec,v Yed,v Yc,v Yh,v,*Vb
75.42 kips >1.7 kips OK
VII. Concrete pryout strength of Anchor in Shear (17.5.3)
Vcpg = Kcp*Ncpg Eq. 17.5.3.1b
hEF =25.50 in inch.
Thus Kcp 2
Recalling: Ncpg 211.59 kips
Vcpg 423.18 kips
Φ =0.7
Thus ΦVcpg 296.22 kips >1.66 kips OK
VIII. Anchor Rods Group Capacity
Allow. Tension ΦNn 104.8 kips >39.26 kips OK
Allow. Shear ΦVn 50.4 kips >1.7 kips OK
IX. Check Shear / Tension Interaction
If Nua/ΦNn <= 0.2 0.37 Yes
If Vua/ΦVn < = 0.2 0.03 No
Nua/ΦNn + Vua/ΦVn = 0.41 < 1.2 OK
Unity Check not Necesssary