HomeMy WebLinkAboutSTRUCTURAL CALCS - 22-00130 - Valley Wide Coop - Fuel Canopy AdditionCanopy Supplied by:
JIMCO SALES, INC.
3113 St. Louis Ave.
Fort Worth, TX 76110
Structural Design by:
#22-1071R0 25 pages of Calculations
STRUCTURAL CALCULATIONS
24'x108' FUELING CANOPY
MVE #22-0152
VALLEY WIDE CO-OP ADDITION
1175 West Main Street, Rexburg, Idaho
MAR 03 2022
Page:
Job: Date:
Subject: By:
CANOPY SPECIFICATIONS:
Length ft Total Height of Canopy ft max.
Width ft Number of Column Rows
Fascia Height ft Number of Columns/Row
Canopy Clear Height ft max. Site Elevation ft
CODE:
Dead and Live Loads:
Total Canopy Dead Load psf Canopy Area ft^2
Dead Load on Purlins psf Mansard Roof Area ft^2
Mansard Dead Load psf Total Canopy Dead Load kips
Ground Snow Load psf Max. Column Trib. Width ft
Roof Snow Load psf ft
Thermal Factor Max. Column Trib. Area ft^2
Importance Factor
Exposure Factor
Roof Live Load psf
Live Load Reduction per IBC 1607.13.2.1
At = ft^2 F =
R1 = R2 =
psf
(for columns & footings)
Earthquake Design Data: Wind Design Data:
Site Class (default) Basic Wind Speed (V) mph
Seismic Design Category ASD Wind Speed (Vasd)mph
SS gSDS g Exposure
S1 gSD1 g Risk Category
Importance Factor Rainfall Intensity:in/hr
From ASCE 7-16 Section 12.8
T = Ct Hn^x =TL =from ASCE 7-16 Fig 22-14 R =
Ct = x =
for T<TL Cs max = Cs min =
Hn =for T>TL Cs max =Cs min =for S1>0.6
Ts = SD1/SDS =
(Eqn. 12.8-2) Cs for design =OK
For SDC = D, E, or F Ω and ρ need not be used in the same load combinations (ASCE 12.4).
ρ = 1.3 Therefore, the canopy has been designed for Ω = ρ =
T<1.5Ts, Therefore, site specific ground motion analysis not required.
1.25
5
VALLEY WIDE CO-OP ADDITION
CANOPY DESIGN CRITERIA
4
108
24
3
10
42
50
Max. Column Trib. Length
486017
20
2
0
0
1.2
1.0
The canopy is classified as cantilevered column system detailed to conform to the requirements
for Steel Ordinary Cantilever Column Systems as per ASCE 7-16 Table 12.2-1 and has been
designed using the Equivalent Lateral Force Procedure as per Section 12.8.
0.141
1
IBC 2018
12
105
C
1.0
20
0.218
2592
25.92
28
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
CRH
D
0.359
336
0.362
Reduced Live Load (Lr)
1.5
81
1.0
D
II
336
0.86 1.00
0
17.3
1.3
0.29
0.6
0.18 6
0.02 0.75 0.971
18.67 32.44
0.159
0.056
Page:
Job: Date:
Subject: By:
Basic Wind Speed (V) = mph
Exposure (Section 26.7) = The canopy's fundamental natural frequency
Risk Category = is greater than 1 Hz, and is therefore rigid as
Canopy Clear Height = ft defined in Section 26.2. Therfore, as per
Fascia Height = ft Section 26.11.1, G =
Mean Roof Height = ft
Kd (Table 26.6-1) =
Wind Profile Area (As) = ft^2 Ke (Table 26.9-1) =
Site Elevation = ft
Note:Topographic effects need not be applied, therefore Kht = Kpt = 1.0.
α (Table 26.11-1) = zg (Table 26.11-1) = ft
For Open Buildings: For Parapets (Fascia Panels):
h = ft p = ft
Kh = 2.01 (h/zg)^2/α = Kp = 2.01 (p/zg)^2/α =
qh = 0.00256 (Kh) (Kht) (Kd) (Ke) (V^2)qp = 0.00256 (Kp) (Kpt) (Kd) (Ke) (V^2)
Therefore, qh = psf Therefore, qp = psf
Top of Windward Fascia p1 = ft Top of Leeward Fascia p2 =ft
Bottom of Windward Fascia z1 = ft Bottom of Leeward Fascia z2 =ft
Windward Fascia Height = ft Leeward Fascia Height = ft
Parapet Wind Pressure for MWFRS pp = qpGCpn
From Section 27.3.4, Windward GCpn = Leeward GCpn =
Windward Parapet Pressure =psf (i.e. towards fascia)
Leeward Parapet Pressure =psf (i.e. away from fascia)
Canopy Length =ft
THEREFORE: Total Horizontal Force (F) = lbs = kips
B = ft L = ft Θ = degrees
From Figure 27.3-4, Worst Case CN =Therefore, Design Uplift Pressure = psf
From Figure 27.3-4, Worst Case CN =Therefore, Design Down Pressure =psf
9.5
0.85
Velocity Pressure (Section 26.10.2, Table 26.11-1)
324
900
-16.5
0
13881.7 13.88
0.85
0.876
MWFRS Horizontal Forces (Section 27.3.4)
17.6
Clear Leeward or Windward Flow will control design (obstructions always < 50%).
-18.1
17 17.42
3 2.583
1.5 -1.0
4860
Ground Elevation Factor (Section 26.9)
0.84
2
CRH
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION
3
ASCE 7-16 WIND FORCES (CHAPTER 27 DIRECTIONAL PROCEDURE)
105
II
17
C
Open Building with Monoslope Roof (Section 27.3.2) with fascia panels as Parapets (Section 27.3.4)
Gust Effect Factor (Section 26.11)
108
17.417
17.417 20
0.902
18.1
20 20
27.2
See the Unbalanced Loads page for MWFRS unbalanced
wind loads on single row canopies (if applicable)
108 24
MWFRS Vertical Forces (Figure 27.3-4)
1.2 18.0
-1.1
Page:
Job: Date:
Subject: By:
B = ft L = ft
Θ = ° °
γ = °Load Case A, Clear Wind Flow
CNW =p = psf
CNL =p = psf
γ = °Load Case B, Clear Wind Flow
CNW =p = psf
CNL =p = psf
γ = °Load Case A, Clear Wind Flow
CNW =p = psf
CNL =p = psf
γ = °Load Case B, Clear Wind Flow
CNW =p = psf
CNL =p = psf
B = ft L = ft
Θ = ° γ = °
Load Case A, Clear Wind Flow
For ≤ h CN =p = psf
For > h, ≤ 2h CN =p = psf
For > 2h CN =p = psf
Load Case B, Clear Wind Flow
For ≤ h CN =p = psf
For > h, ≤ 2h CN =p = psf
For > 2h CN =p = psf
-0.3 -4.5
0.8 12.0
0.5 7.5
0.3 4.5
MWFRS Wind, Longitudinal (Figure 27.3-7)
108 24
090
-0.8 -12.0
-0.6 -9.0
180
1.2 18.0
0.3 4.5
180
-1.1 -16.5
-0.1 -1.5
0
1.2 18.0
0.3 4.5
0
-1.1 -16.5
-0.1 -1.5
MWFRS Vertical Forces (Figure 27.3-4) continued
MWFRS Wind, Transverse (Figure 27.3-4)
108 24
0
Open Building with Monoslope Roof (Section 27.3.2) with fascia panels as Parapets (Section 27.3.4)
3
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
ASCE 7-16 WIND FORCES (CHAPTER 27 DIRECTIONAL PROCEDURE) continued
0, 180
Page:
Job: Date:
Subject: By:
G =(from page 2) h =ft
qh = psf (from page 2) B = ft
qp = psf (from page 2) L = ft
Component Wind Pressure for Open Buildings p = qhGCN
Θ = degrees
a = 10% of least horizontal dimension =ft Therefore:
0.4h =ft a =ft
4% of least horizontal dimension =ft a2 =ft
3 ft =ft 4.0a2 =ft
<a2
a2 to 4.0a2
> 4.0a2
Area of Single Deck Pan =ft^2 >a^2 and <4.0a^2
Max. Downward Component Pressure =psf ULT
Max. Uplift Component Pressure =psf ULT
32.00
27
-25.5
18.0 -1.1 -16.5
1.2 18.0 -1.1 -16.5 1.2 18.0 -1.1 -16.5 1.2 18.0 -1.1 -16.5
1.8 27.0 -1.7 -25.5 1.8 27.0 -1.7 -25.5 1.2
pCN p
2.4 36.0 -3.3 -49.4 1.8 27.0 -1.7 -25.5 1.2 18.0 -1.1 -16.5
CN pCN pCN pCN pCN
minimum:{0.96 9.0
3 36.0
Zone 3 Zone 2 Zone 1
18.1 24
Roof Component Pressure
Clear Wind Flow will control design (obstructions always < 50%).
0
lesser of:{2.4
6.97 3.00
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
ASCE 7-16 WIND FORCES (CHAPTER 30 - COMPONENTS & CLADDING)
Part 5 - Open Buildings (Section 30.7)
0.85 17.42
17.6 108
4
Page:
Job: Date:
Subject: By:
Component Wind Pressure for Parapets:
p = qp ((GCp) - (GCpi))
GCpi = (Table 26.13-1)
Therefore, p = qp GCp
Fascia Height =ft
Fascia Frame Spacing =ft
Effective Wind Area =ft2
Load Case A Load Case B Load Case A Load Case B
P1 = P3 = P1 = P3 =
P2 = P4 = P2 = P4 =
psf psf psf psf
15.3 15.3 15.3 15.3
-27.1 -16.8 -27.1 -16.8
42.4 32.1 42.4 32.1
15.3
Z4 1.0 0.95 0.99 15.3 Z4 1.0 0.95 0.99 15.3
Z5 1.0 0.95 0.99 15.3 Z5 1.0 0.95 0.99
p (psf)
Area 10 20 12 Area 10 20 12
positive LOWER UPPER ACTUAL p (psf)positive LOWER UPPER ACTUAL
-27.1
Z2 -1.8 -1.6 -1.76 -27.1 Z2 -1.8 -1.6 -1.76 -27.1
Z3 -2.8 -2.3 -2.70 -41.6 Z3 -1.8 -1.6 -1.76
-21.3
Z4 -1.1 -1.05 -1.09 -16.8 Z4 -1.1 -1.05 -1.09 -16.8
Z5 -1.4 -1.3 -1.38 -21.3 Z5 -1.4 -1.3 -1.38
3-1.81.0
p (psf)
Area 10 20 12 Area 10 20 12
negative LOWER UPPER ACTUAL p (psf)negative LOWER UPPER ACTUAL
5-1.41.0
3-1.60.95
2-1.80.3 2-1.60.3 2-1.81.0 2-1.60.95
3-2.80.3 3-2.30.3
Zone GCp GCp
5-1.30.95
4 -1.1 1.0 4 -1.05 0.95 4 -1.1 1.0 4 -1.05 0.95
5-1.41.0 5-1.30.95
Zone GCp GCp Zone GCp GCp Zone GCp GCp
Part 6 - Parapets (Section 30.8)
Parapet Component Pressure
0
3
4
12
For Fascia Height < 3 ft For Fascia Height > 3 ft
A = 10 ft2 A = 20 ft2 A = 10 ft2 A = 20 ft2
**See Fig. 30.3-2A Footnote 5 and 30.5-1 Footnote 7.
5
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
ASCE 7-16 WIND FORCES (CHAPTER 30 - COMPONENTS & CLADDING) continued
Page:
Job: Date:
Subject: By:
COLUMNS QTY.:
WIND (from page 2)Column Specification:
qp = psf t = in Fy = ksi
Total Base Shear (V) =kip A = in2 Length = ft
SEISMIC W = plf Z =in3
SDS = SDC = Reduced Z for 4.75" Dia. Hole = in3
R = Max. Allowable Stress Ratio =
Cs = Max. D Reaction from Beam = kip
Seismic W = kip Max. Lr Reaction from Beam = kip
Total Base Shear (V) =kip Reduced Lr Reaction = kip
W at top of Column = kip Max. S Reaction from Beam = kip
Qe at top of Column (Ω not incl.) = kip Max. Wd Reaction from Beam = kip
Distance From Base = ft Max. Wu Reaction from Beam = kip
Max. Ev from Beam = kip
PURLINS QTY.:Column Weight = kip
Max. Purlin Trib. Width = ft
Purlin Trib. Width # 2 = ft
Purlin Trib. Width # 3 = ft
Purlin Trib. Width # 4 = ft
Left Cantilever = ft
Bay(s) @ ft
Right Cantilever = ft
Strong Axis Loads:
D = ksf S = ksf
Lr = ksf Wd =ksf 8. 1.0D + 0.7Ev + 0.7ΩQe
Ev = klf Wu = ksf
9. 1.0D + 0.525Ev + 0.525ΩQe + 0.75S
Weak Axis Loads: 10. 0.6D - 0.7Ev + 0.7ΩQe Ω =
Eh = klf Wh =klf
x 8.=kkkk
=kkkk
BEAMS QTY.: 10.=kkkk
Left Cantilever = ft
Bay(s) @ ft
Right Cantilever = ft
Maximum Tributary Width = ft
Strong Axis Loads:
(k)
P1
P2 Max. Allowable Stress Ratio =
P3
P4
Ev = klf
Weak Axis Loads:
Eh = klf Wh =klf
x
12
Load Combinations (ASCE 7-16 2.4.5)
Ehoriz.
• Seismic Load Combinations with
overstrength are required as per AISC 341-
-0.0165
0.042
4
NA
NA
NA
6.18
46
LATERAL ANALYSIS
18.67
6
1.80
5.93
14.4
0.233
11.5 18.67
57.9
2.84
-5.7
0.3
6
CRH
1.25
47.69
0.834
MVE #22-0152 JIMCO SALES, INC. #22-1071R0
D
18.1
HSS 16x0.25
VALLEY WIDE CO-OP ADDITION
48.3
13.88
02/26/22
6.86
42.09
0.29
13.81
8
0.005
0.02 0.0180
1.79
0.79
0.362
W12 16From Pages 9-13, Use
1
0.028 0.032
4
3.63 1.630
6
12
3.63 10.8
-2.83 0.10
0.0070
1.22
2.18 0 1.63
1.3
EvLr S Wd Wu
#####
0.14
1.00
• An increase in allowable stress of 1.2 is
allowed for members designed using
overstrength as per ASCE 7-16 2.4.5.
From Page 17, the Column is OK.
-0.18
From Page 16, Prc < 0.15Pc as required by
ASCE 7-16 12.2.5.2.
##### ##### #####
3.09
6
28
7.203.43
Note: Full roof live loads are used for the
design of the purlins and beams and reduced
live loads are used for the design of all other
members.
18W
##### ##### #####
0.135 0.032
#####
#####
328
12
0.0013
8
1.31
#####
##### ##### #####
Evert.DS
##### ##### #####
0.18
##### #####
D
From Pages 14-15, Use
Page:
Job: Date:
Subject: By:
Vertical Bearing Pressure = psf
Lateral Bearing Pressure = pcf
Max. Vertical Column Load = kip
Uplift at Column = kip
Square Footing
Length = ft
Width = ft Sweld = in^2
Req. Depth (see page 18) =ft Max. Moment at Base = kft
Actual Depth = ft Max. Moment at Base = kin
q actual = psf Weld Strength Required = kin
q (allowable) = psf in^2
Footing/Slab Weight = kip Weld Strength Req'd (M only) = k/in
FS Uplift =>1.5 OK Shear at Base (for max. M) = kips
Optional Round Footing Weld Length = in^2
Diameter = ft Total Weld Strength Required = k/in
Req. Depth (see page 19) =ft Base Plate Thickness = in
Actual Depth = ft Min. Weld Size (per AISC Table J2.4) =
q actual = psf Use /16 in fillet weld all around column
q (allowable) = psf G.F. = k/in > k/in OK
Footing/Slab Weight = kip
FS Uplift =>1.5 OK
Fy =ksi No. Rods per Connection =
Wind Shear at Base =kip Mean Anchor Rod Spacing = in
Seismic Shear (ΩQe) = kip Number of Rods in Tension = in
Wind Moment at Base =kft
Seismic Moment =kft LRFD FACTORED LOADS
(see Column Base Plate calculations)
1.
2.
3.
4.
5.
ANCHOR DESIGN LOADS (Factored)
Nu (on 2 anchors) = kip
Vu (on 4 anchors) = kip
43.45
V (kips)
33.59
33.59
43.45
0.90
**See Column section for axial loads.
CONTROLS
17.73
4
43.45
M (kft)
50
From Page 20, Use 1''x22''x22'' Base Plate
2.33
7.49
1.80
2
43.45
1/87
16.02
2500
3.33
OK
19.20
201
2.64
50.3
4
1435
5.5
3
200
7
FOOTINGS (per IBC 1807.3.2.2)
2500
VALLEY WIDE CO-OP ADDITION CRH
COLUMN BASE PLATE WELD
201
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 03/03/22
-5.67
4
1127
4
18.03
2.33
2.64
1
ANCHOR RODS (ASTM F1554)
2.594
3.89
2500
4.875
521.4
6.5 521.4
COLUMN BASE PLATE
4.176OK
32.59
2.33
3.00
9.44
16
2.33
2.33
P (kips)
30.48
1.80
16.80
1.80
33.59
See Anchor Rod Design on Pages 21-22.
Steel Beam
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Middle Purlins (Strong Axis)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
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 @ 1/5 Points
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Loads on all spans...
Uniform Load on ALL spans : D = 0.0050, Lr = 0.020, S = 0.0420, W = 0.0180 ksf, Tributary Width = 6.0 ft
Partial Length Uniform Load : E = 0.0070 k/ft, Extent = 0.0 -->> 28.0 ft
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.741 : 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1
Location of maximum on span 14.000 ft
4.172 k
Mn / Omega : Allowable 39.393 k-ft Vn/Omega : Allowable
W12x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S+H
52.80 k
Section used for this span W12x16
Ma : Applied
Maximum Shear Stress Ratio =0.079 : 1
0.000 ft
29.204 k-ft Va : Applied
0 <240.0
242
Ratio =0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<240.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 1.386 in Ratio =>=180
Max Upward Total Deflection 0.000 in
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 3.528 3.528
Overall MINimum 0.098 0.098
D Only 0.644 0.644
Lr Only 1.680 1.680
S Only 3.528 3.528
W Only 1.512 1.512
E Only 0.098 0.098
Steel Beam
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Middle Purlins (Weak Axis)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Beam is Fully Braced against lateral-torsional buckling
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 added
Loads on all spans...
Uniform Load on ALL spans : W = 0.0320, E = 0.0280 k/ft
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.341 : 1
Load Combination +D+0.70E+0.60H
Span # where maximum occurs Span # 1
Location of maximum on span 14.000 ft
0.2744 k
Mn / Omega : Allowable 5.629 k-ft Vn/Omega : Allowable
W12x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.70E+0.60H
42.294 k
Section used for this span W12x16
Ma : Applied
Maximum Shear Stress Ratio =0.006 : 1
0.000 ft
1.921 k-ft Va : Applied
0 <50.0
103
Ratio =0 <25.0
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<50.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 3.262 in Ratio =>=25.0
Max Upward Total Deflection 0.000 in
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.448 0.448
Overall MINimum 0.392 0.392
W Only 0.448 0.448
E Only 0.392 0.392
Page:
Job: Date:
Subject: By:
Dead Load (D)
Roof Live Load (Lr)
Floor Live Load (L)
Snow Load (S)
Wind Load (0.6W)These ratios already have 0.6 factor applied.
Seismic Load (0.7E)These ratios already have 0.7 factor applied.
ASCE 7-16 LOAD COMBINATIONS (ASD)
1. D 7. 0.6D + 0.6W
2. D + L 8. D + 0.7Ev + 0.7Eh
3. D + (Lr or S) 9. D + 0.75L+ 0.75(0.7E) + 0.75S
4. D + 0.75L + 0.75(Lr or S) 10. 0.6D - 0.7Ev + 0.7Eh
5. D + 0.6W
6. D + 0.75L+ 0.75(0.6W) + 0.75(Lr or S)
1.
2.
3.
4.
5.
6.CONTROLS <1.0 OK
7.
8.
9.
10.
ASCE 7-16 CH. 2.4.5 SEISMIC LOAD COMBINATIONS WITH OVERSTRENGTH (ASD)
8. 1.0D + 0.7Ev + 0.7ΩQe Ω =
9 1.0D + 0.525Ev + 0.525ΩQe + 0.75S
10. 0.6D - 0.7Ev + 0.7ΩQe
8.
9 CONTROLS <1.2 OK
10.
MIDDLE PURLIN LOAD COMBINATIONS FOR BIAXIAL BENDING (ASD)
Stress Ratio Strong Axis Weak Axis
0.114
11
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
• An increase in allowable stress of 1.2 is
allowed for members designed using
overstrength as per ASCE 7-16 2.4.5.
0.299
0.000
0.627
0.162 0.334
0.334 0.564
1.3
0.741
0.000
STRONG WEAK COMBINED
0.276 0.334 0.610
0.594 0.256 0.850
0.055 0.341 0.396
0.127 0.341 0.468
0.230
0.055 0.443 0.499
0.123 0.443 0.566
0.591 0.233 0.824
0.706 0.251 0.956
0.584
STRONG WEAK COMBINED
0.114 0.000 0.114
0.1140.114
0.741 0.000
0.584
0.013 0.341
Steel Beam
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:End Purlins (Strong Axis)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
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
Span # 2, Braced @ Mid Span
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Loads on all spans...
Uniform Load on ALL spans : D = 0.0050, Lr = 0.020, S = 0.0420, W = 0.0180 ksf, Tributary Width = 6.0 ft
Partial Length Uniform Load : E = 0.0070 k/ft, Extent = 0.0 -->> 28.0 ft
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.569 : 1
Load Combination +D+S+H
Span # where maximum occurs Span # 2
Location of maximum on span 0.000 ft
4.938 k
Mn / Omega : Allowable 37.679 k-ft Vn/Omega : Allowable
W12x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S+H
52.80 k
Section used for this span W12x16
Ma : Applied
Maximum Shear Stress Ratio =0.094 : 1
28.000 ft
21.456 k-ft Va : Applied
0 <240.0
427
Ratio =3059 >=180
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<240.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.787 in Ratio =>=180
Max Upward Total Deflection -0.094 in
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.880 7.200
Overall MINimum 0.098 0.098
D Only 0.526 1.314
Lr Only 1.371 3.429
S Only 2.880 7.200
W Only 1.234 3.086
E Only 0.098 0.098
Steel Beam
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:End Purlins (Weak Axis)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Beam is Fully Braced against lateral-torsional buckling
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 added
Loads on all spans...
Uniform Load on ALL spans : W = 0.0320, E = 0.0280 k/ft
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.251 : 1
Load Combination +D+0.70E+0.60H
Span # where maximum occurs Span # 1
Location of maximum on span 28.000 ft
0.3248 k
Mn / Omega : Allowable 5.629 k-ft Vn/Omega : Allowable
W12x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+0.70E+0.60H
42.294 k
Section used for this span W12x16
Ma : Applied
Maximum Shear Stress Ratio =0.008 : 1
28.000 ft
1.411 k-ft Va : Applied
0 <50.0
181
Ratio =1300 >=25.0
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<50.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 1.852 in Ratio =>=25.0
Max Upward Total Deflection -0.222 in
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.366 0.914
Overall MINimum 0.320 0.800
W Only 0.366 0.914
E Only 0.320 0.800
Steel Beam
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Beams (Strong Axis)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Major 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 loading
Loads on all spans...
Uniform Load on ALL spans : E = 0.00130 k/ft
Load(s) for Span Number 1
Point Load : D = 1.310, Lr = 3.430, S = 7.20, W = 3.090, E = 0.10 k @ 3.0 ft
Load(s) for Span Number 2
Point Load : D = 1.310, Lr = 3.430, S = 7.20, W = 3.090, E = 0.10 k @ 3.0 ft
Point Load : D = 1.310, Lr = 3.430, S = 7.20, W = 3.090, E = 0.10 k @ 9.0 ft
Load(s) for Span Number 3
Point Load : D = 1.310, Lr = 3.430, S = 7.20, W = 3.090, E = 0.10 k @ 3.0 ft
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.654 : 1
Load Combination +D+S+H
Span # where maximum occurs Span # 3
Location of maximum on span 0.000 ft
8.618 k
Mn / Omega : Allowable 39.548 k-ft Vn/Omega : Allowable
W8x18Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S+H
37.444 k
Section used for this span W8x18
Ma : Applied
Maximum Shear Stress Ratio =0.230 : 1
6.000 ft
25.854 k-ft Va : Applied
0 <240.0
349
Ratio =3721 >=180
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<240.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.412 in Ratio =>=180
Max Upward Total Deflection -0.039 in
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 14.40014.400
Overall MINimum 0.2160.216
D Only 2.8362.836
Lr Only 6.8606.860
S Only 14.40014.400
W Only 6.1806.180
E Only 0.2160.216
Steel Beam
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Beams (Weak Axis)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
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 added
Loads on all spans...
Uniform Load on ALL spans : W = 0.0320, E = 0.1350 k/ft
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.146 : 1
Load Combination +D+0.70E+0.60H
Span # where maximum occurs Span # 1
Location of maximum on span 6.000 ft
0.5670 k
Mn / Omega : Allowable 11.627 k-ft Vn/Omega : Allowable
W8x18Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+0.70E+0.60H
69.30 k
Section used for this span W8x18
Ma : Applied
Maximum Shear Stress Ratio =0.008 : 1
12.000 ft
1.701 k-ft Va : Applied
0 <240.0
539
Ratio =3715 >=120
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<240.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.267 in Ratio =>=120
Max Upward Total Deflection -0.039 in
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.6201.620
Overall MINimum 0.3840.384
W Only 0.3840.384
E Only 1.6201.620
Steel Column
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Columns (Verify Axial Stress < 15%, all loads input as DL since load combinations already done on page 6)
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
18.667Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS 16x0.250
46.0
ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.667 ft, K = 2.1
Unbraced Length for buckling ABOUT X-X Axis = 18.667 ft, K = 2.1
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
AXIAL LOADS . . .
Axial Load at 18.667 ft, D = 14.560 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.07401
Location of max.above base 0.0 ft
14.560 k
196.730 k
0.0 k-ft
Load Combination +D+H
Load Combination 0.0
122.660 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.0 k
0.0 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
122.660 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 2.330 k
Maximum Load Deflections . . .
Along Y-Y 0.5445 in at 18.667 ft above base
for load combination :+D+0.70E+0.60H
Along X-X 0.04127 in at 18.667 ft above base
for load combination :+D+S+H
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
Steel Column
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Columns
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
18.667Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS 16x0.250
46.0
ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.667 ft, K = 2.1
Unbraced Length for buckling ABOUT X-X Axis = 18.667 ft, K = 2.1
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 785.69 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 18.667 ft, Xecc = 1.0 in, Yecc = 1.0 in, D = 2.840, LR = 5.930, S = 14.40, W = 6.180, E = 0.30 k
BENDING LOADS . . .
Lat. Point Load at 17.667 ft creating Mx-x, W = 1.80, E = 2.330 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.2488
Location of max.above base 0.0 ft
3.836 k
196.730 k
-29.069 k-ft
Load Combination +D+0.70E+0.60H
Load Combination +D+0.70E+0.60H
122.660 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
1.631 k
0.01716 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
122.660 k-ft
-0.2542 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 2.330 k
Maximum Load Deflections . . .
Along Y-Y 0.5445 in at 18.667 ft above base
for load combination :+D+0.70E+0.60H
Along X-X 0.04127 in at
18.667 ft above base
for load combination :+D+S+H
95.030
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
Pole Footing Embedded in Soil
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Embedded Concrete Footing - Square
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Rectangular
48.0
200.0
1,500.0
Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . . .in
Allow Passive . . . . . . . . . . . . . . . . . . pcf
Max Passive . . . . . . . . . . . . . . . . . . . psf
Calculate Min. Depth for Allowable Pressures
+D+0.70E+0.60HGoverning Load Combination :
Lateral Load 1.631
Moment 30.446 k-ft
Minimum Required Depth 4.875 ft
k
Restraint @ Ground Surface
Pressure at Depth
Actual 965.36 psf
Allowable 975.0 psf
Surface Retraint Force 14,902.3 lbs
Controlling Values
ft^2Footing Base Area 16.0
Maximum Soil Pressure 1.127 ksf
k
k
k
3.630
k
5.930
14.40
k
Applied Loads
k
6.180
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above
1.80
2.330
18.667
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)
k0.30
Load Combination Results
Factor
Soil IncreaseForces @ Ground Surface
Load Combination
Required
Loads - (k) Moments - (ft-k) Depth - (ft)
Pressure at Depth
Allow - (psf)Actual - (psf)
0.00.000 0.000+D+H 0.13 1.00025.0
0.00.000 0.000+D+Lr+H 0.13 1.00025.0
0.00.000 0.000+D+S+H 0.13 1.00025.0
841.11.080 20.160+D+0.60W+H 4.25 1.000850.0
758.80.810 15.120+D+0.750Lr+0.450W+H 3.88 1.000775.0
758.80.810 15.120+D+0.750S+0.450W+H 3.88 1.000775.0
841.11.080 20.160+0.60D+0.60W+0.60H 4.25 1.000850.0
965.41.631 30.446+D+0.70E+0.60H 4.88 1.000975.0
Pole Footing Embedded in Soil
MOUNTAIN VIEW ENGINEERING, INC.Lic. # : KW-06005072
DESCRIPTION:Embedded Concrete Footing - Round
Mountain View Engineering, Inc.
345 N. Main St. Ste. A
Brigham City, Utah
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 22-0152 IBC 2018 multiple row 2-12-19.ec6
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Circular
48.0
200.0
1,500.0
Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . . .in
Allow Passive . . . . . . . . . . . . . . . . . . pcf
Max Passive . . . . . . . . . . . . . . . . . . . psf
Calculate Min. Depth for Allowable Pressures
+D+0.70E+0.60HGoverning Load Combination :
Lateral Load 1.631
Moment 30.446 k-ft
Minimum Required Depth 5.50 ft
k
Restraint @ Ground Surface
Pressure at Depth
Actual 1,069.38 psf
Allowable 1,100.0 psf
Surface Retraint Force 13,394.2 lbs
Controlling Values
ft^2Footing Base Area 12.566
Maximum Soil Pressure 1.435 ksf
k
k
k
3.630
k
5.930
14.40
k
Applied Loads
k
6.180
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above
1.80
2.330
18.667
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)
k0.30
Load Combination Results
Factor
Soil IncreaseForces @ Ground Surface
Load Combination
Required
Loads - (k) Moments - (ft-k) Depth - (ft)
Pressure at Depth
Allow - (psf)Actual - (psf)
0.00.000 0.000+D+H 0.13 1.00025.0
0.00.000 0.000+D+Lr+H 0.13 1.00025.0
0.00.000 0.000+D+S+H 0.13 1.00025.0
949.41.080 20.160+D+0.60W+H 4.75 1.000950.0
839.30.810 15.120+D+0.750Lr+0.450W+H 4.38 1.000875.0
839.30.810 15.120+D+0.750S+0.450W+H 4.38 1.000875.0
949.41.080 20.160+0.60D+0.60W+0.60H 4.75 1.000950.0
1,069.41.631 30.446+D+0.70E+0.60H 5.50 1.0001,100.0
Page:
Job: Date:
Subject: By:
BASEPLATE CALCULATIONS **Overstrength included in E.
COLUMN BASE REACTIONS
Dead Load (D)
Roof Live Load (Lr)
Snow Load (S)
Wind Load (W, ult)
Seismic Load (Ev, Emh, ult)
ASCE 7-16 LOAD COMBINATIONS (LRFD)
3. 1.2D + 1.6(Lr or S) + 0.5W 3.
4. 1.2D + 1.0W + 0.5(Lr or S) 4.
5. 0.9D + 1.0W 6.
6. 1.2D + 1.0Ev + 1.0Emh + 0.2S 5.
7. 0.9D - 1.0Ev + 1.0Emh 7.
CONTROLLING LOADS
P = kips
V = kips
M = kipft
Total Number of Anchor Rods = SDC =
Number of Anchor Rods in Tension = f'c = psi (for grout)
Number of Anchor Rods in Shear =
For Baseplate, Fy = ksi
For F1554 Anchors, Futa = ksi Baseplate Dimensions: N = in B = in
Anchor Rows: anchors @ d = in d' = in
anchors @ d = in
anchors @ d = in Distance of Anchors from Plate Edge =in
Tension on Each Anchor = kips From AISC 360:
ΦB =
Shear on Each Anchor = kips
Column Outisde Dimension = in Round or Square?
Side Bending Moment Arm = in Corner Bending Moment Arm = in
Side Bending Moment in Plate = kip*in Corner Bending Moment in Pl ate = kip*in
Bending Plane (W plate) =in Bending Plane (W plate) =in
Plate Thickness Required ==inches Use inch thick plate
17.73
4 * M
Fy * W plate * ΦB()
0
0.00
16
20
CRH
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION
16
Moment (M, kip*ft)
3.63 0.00 0.00
Axial (P, kips)Shear (V, kips)
5.93 0.00 0.00
P (kips) V (kips)
14.40 0.00 0.00
M (kip*ft)
30.48 0.90 16.80
6.18
3.00
43.45
2.33 43.45
1.80 33.59
0.26 2.33 43.45
1.80
3.00
2.33
216
00
00
75
50
5000
4
7.49 2.33 43.45
D
9.44 1.80 33.59
4
2
THEREFORE, 1 in. x 22 in. x 22 in. BASEPLATE IS OK
22 15.113
53.99
0.5 0.564 1
3.31
CONTROLS
round
22
33.59
0.58
0.916.29
3
22
Page:
Job: Date:
Subject: By:
Mmax @ Column Base = k*ft (LRFD)
Vmax @ Column Base = kips (LRFD)
Tensile Force on Anchors (NU) =kips Side-face Blowout of Anchors in Tension (17.4.4)
Shear Force on Anchors (VU) =kips hEF > 2.5 ca1
Seismic Design Category =s1 < 6ca1 ?
Number of Anchors (n) =ca2 < 3ca1 ?R =
Number of Anchors in Tension (n) =Nsb = 160ca1ABRG
0.5λaf'C
0.5R =kips
Anchor Diameter (da) = in ASE =in^2 Therefore, Nsbg = (1+s0/6ca1)Nsb =kips
Anchor Spacing Perpendicular to Load (s1) =in φ =φNsbg =kips
Anchor Spacing Parallel to Load (s2) =in
Spacing of outer Anchors (s0) =in Steel Strength of Anchors in Shear (17.5.1)
Embedment Depth (hEF) =in Built-up grout pads used?
Yield Strength of Anchors (Fy) = ksi
VS =0.6nASEFuta =kips
Tensile Strength of Anchors (Futa) =ksi φ =φVS =kips
Edge Distance in Load Direction (ca1) =in
Edge Distance Perpendicular to Load (ca2) =in Concrete Breakout Strength of Anchors in Shear (17.5.2)
Concrete Strength (f'C) =psi AVc =in^2 AVco = 4.5(ca1)2 =in^2
Axial Eccentricity (e'N) =in Ψec,V =1/(1+2e'V/3ca1) <= 1.0 Ψec,V =
Shear Eccentricity (e'V) =in ca2 >= 1.5ca1 ?Ψed,V =
Cracking at Service Loads ?Ψc,V =
Steel Strength of Anchors in Tension (17.4.1)Thickness:ha =in Ψh,V =
Nsa =nASEFuta =kips Vb =7 (Le/da)0.2da
0.5λaf'c0.5ca1
1.5 =kips
φ =φNsa =kips Vb =9λaf'c0.5ca1
1.5 =kips
Concrete Breakout Strength of Anchors in Tension (17.4.2.1)
ANc =in^2 ANco = 9hef
2 =in^2 Concrete breakout in shear will be resisted by rebar ties at the
Ψec,N =1/(1+2e'N/3hEF) <= 1.0 Ψec,N =top of the footing, tensile capacity of the bars will control.
ca (min.) < 1.5hEF ?Ψed,N =Tie Size =2 #4bar Bar Area = in^2
Cracking at Service Loads ?Ψc,N =Number of Ties at top = Fy = ksi
Headed anchors used, therefore Ψcp,N =Tensile Capacity of Ties = kips
hEF >= 11 in. ?kC =Therefore, Vcbg =kips
φ =φVcbg =kips
Nb =kCλa f'C
0.5hEF
5/3 =kips
Concrete Pryout Strength of Anchors in Shear (17.5.3)
hEF =in So, kcp =
Therefore, Vcpg =kcpNcbg =kips
Anchor bolts are tied into the footings with rebar cages,φ =φVcpg =kips
so concrete breakout will be limited by the tensile strength
of the rebar verticals in the cage.
Number of Verticals =Size of rebar = # 6
Tensile strength of the reinforcement = kips (ULT)
φ =φNcbg =kips ALLOW. TENSION (ФNN) =kips
ALLOW. SHEAR (ФVN) =kips
Pullout Strength of Anchors in Tension (17.4.3)
ABRG =in^2
NP = 8ABRGf'C =kips NUA > 0.2ФNN ?YES
Cracking at Service Loads?Ψc,P =VUA > 0.2ФVN ?NO
NPN (group) = nΨc,PNP =kips
φ =φNPN (group)=kips
54.00 kips >
21
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors)
32.59
λa = 1.0 for cast-in-place anchors in normal weight
concrete (see ACI 318-14 Section 19.2.4)
43.45
2.33
D YES
2.33 NO SIDE-FACE BLOWOUT
WILL NOT CONTROL
4YES0.5
1 0.606 113.70
2 96.17
16
25 YES
16
16 0.75 85.28
55
0.65 56.7275
87.26
14.627
YES 1.200
39.82
14.627
962.77 962.774500
8 1.000
0 NO 0.900
0.75 68.18
AVco
1809.6 5625
0.2
90.90
Vcbg =AVc =
33.77
54.00
25 2
360
72
72.00
36.48 kips
56.74 kips >32.6 OK
**SDC = C, D, E, & F REDUCE TENSION ALLOWABLES BY 0.75
99.40
CONTROLS
=0.62<
2.33 OK
1.501 CHECK SHEAR/TENSION INTERACTION
54.04
1.20 OK
YES 1
UNITY CHECK NOT
NECESSARY
108.07
0.7 75.65
NUA +
0.7
0.75
0.75
VUA
ФNN ФVN
ANco
69.58
ANCHOR ROD GROUP CAPACITY
=ANcNcbg
1.000
Ψec,VΨed,VΨc,VΨh,VVb
48
1.000
1.000YES
0.817YES
0.824
16YES
229.42
237.60
316.8
12
kips49.70=Ψec,NΨed,NΨc,NΨcp,NNb
Page:
Job: Date:
Subject: By:
ANCHOR REINFORCEMENT ‐ TENSION (ACI 318 17.5.2.9)
Cage Width =in
N =kips (ΩoE) hef = in Cover @ Top = in
Fy =ksi Ft = φFy =ksi S
=in ca1 =in
φ =As (required) =in2 z =in ca2 =in
Options: #4 bars Available length for ℓd =in
#5 bars
#6 bars #6's USED, SEE PREVIOUS PAGE
#7 bars
#8 bars
DEVELOPMENT LENGTH
FOR STRAIGHT BARS (ACI 318 25.4.2.3)
ℓd =
(but not less than 12")
λ =
Ψt,Ψe =
f'c = psi
ℓd =db = in. for #4 bars OK
Ψs =in. for #5 bars OK
in. for #6 bars OK
ℓd =db = in. for #7 bars NO GOOD
Ψs =in. for #8 bars NO GOOD
FOR 180° HOOKED BARS (ACI 318 25.4.3.1)DESIGN RESULTS
Ψc =BAR SIZE USED:#
Ψr =STRAIGHT BARS OK?OK
HOOKED BARS OK?OK
ℓdh =db = in. for #4 bars OK USE HOOKS?
in. for #5 bars OK
in. for #6 bars OK
in. for #7 bars OK
in. for #8 bars OK
1.0
11.0
12.5
ΨeΨcΨr Fy
50λ (f'c)0.5
25 2
16.6
6.39
14.627
14.627
16
NO
6
)db
0.7
1.0
7.8
1
16.1
9.4 MIN. STRAIGHT BARS REQUIRED
13.4
( 1 ) # 6
4500
12.0
6.3
db
ΨtΨeΨs
12.522
23.5
26.8
26.833
ℓdh =(
1.0 cb + Ktr =2.5
40 (cb + Ktr λ(f'c)0.5
)db ≥8db or 6"
0.8
21.466
1.0
db
32.59
)
60 45.0
0.75 0.72
2
1
1
Fy
22
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
ANCHOR ROD REINFORCEMENT (ACI 318‐14)
36
2
(3
**
Page:
Job: Date:
Subject: By:
DIMENSIONS
Clear Height = ft Edge Distance = ft
Fascia Height =in Gutter Width =in
Frame Spacing =in o.c.
A =in D=in
B=in E=in @ sides
C=in E=in @ ends
FORCES
Fascia Weight (incl. frames) =psf =plf
Wind Force (from page 5) =psf ULT =psf ASD
=plf ASD
FRAME MEMBERS
Try: #4 ASTM A653 SS Fy = ksi
A= in2 r = in2
S= in2 Z= in2
BENDING ON MEMBER XY COMPRESSION ON MEMBER XZ
in MC =kin Length of XZ = in
X Rxn @ X = lbs
Rxn @ Y = lbs From CFS:
in MB =kin P = lbs P allow = lb
Y
in MA =kin
SCREW CAPACITIES
Mmax = kin #8 TEK G.F. = LB Shear (20 GA. base)
From CFS: #12 TEK G.F. = LB Pullout (2 layers of 20 GA. base)
M allow = k*in #12 TEK G.F. = LB Shear (2 layers of 20 GA. base)
#12 TEK G.F. = LB Shear (16 GA. min. base)
CHECK SCREWS #1/4 TEK G.F. =LB Pullout (1/8" base)
1 #1/4‐14 TEK 1 @ IN O.C. Trib. Area = sq.ft. Shear F = lb < lb
2 #1/4 TEK @ EACH FRAME (T&B) Trib. Area = sq.ft. Tensile F = lb < lb
(Check Fasica Weight)Trib. Area = sq.ft. Shear F = lb < lb
3 #12 TEK @ EACH FRAME Trib. Area = sq.ft. Shear F = lb < lb
(Check Tension from Member XY wind from right)Tensile F = lb < lb
4 #8 TEK @ IN O.C. Trib. Area = sq.ft. Shear F = lb < lb
NOTE:
12
16
Fascia frame connections at X, Y, and Z are pinned, therefore, there will be no moment on the connection of the frames to
the deck pans (screw mark #3) Forces will transfer to screws as direct tension and shear. There is no tension due to
32 4 102 123 OK
3 12 305 1200 OK
128 594 OK
6 153 344 OK
6 24 430 OK
32 4 102 430 OK
198
0.886 OK 400
430
344
7.5 0.239
0.711 123
10
2
23 0.711
pl
f
139
189 951 OK
5.5 0.128 34.0
166
0.0448 ?
1.625"x1.75"x20 GA. C 33
0.168 0.5357
Due to the fascia's light weight, wind
force will always control over seismic.
101.8
42.4 25.4
4 12.0
5.5
23
7.5 25
48
17 3
36 8
23
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
FASCIA FRAME DESIGN
Page:
Job: Date:
Subject: By:
DIMENSIONS
Clear Height = ft Edge Distance = ft
Fascia Height =in Gutter Width =in
Frame Spacing =in o.c.
A =in D=in
B=in E=in @ sides
C=in E=in @ ends
FORCES
Fascia Weight (incl. frames) =psf =plf
Wind Force (from page 5) =psf ULT =psf ASD
=plf ASD
FRAME MEMBERS
Try: #4 ASTM A653 SS Fy = ksi
A= in2 r = in2
S= in2 Z= in2
BENDING ON MEMBER XY COMPRESSION ON MEMBER XZ
in MC = kin Length of XZ = in
X Rxn @ X = lbs
Rxn @ Y = lbs From CFS:
in MB =kin P = lbs P allow = lb
Y
in MA = kin
SCREW CAPACITIES
Mmax = kin #8 TEK G.F. = LB Shear (20 GA. base)
From CFS: #12 TEK G.F. = LB Pullout (2 layers of 20 GA. base)
M allow = k*in #12 TEK G.F. = LB Shear (2 layers of 20 GA. base)
#12 TEK G.F. = LB Shear (16 GA. min. base)
CHECK SCREWS #1/4 TEK G.F. = LB Pullout (1/8" base)
1 #1/4‐14 TEK 1 @ IN O.C. Trib. Area = sq.ft. Shear F = lb < lb
2 #1/4 TEK @ EACH FRAME (T&B) Trib. Area = sq.ft. Tensile F = lb < lb
(Check Fasica Weight)Trib. Area = sq.ft. Shear F = lb < lb
3 #12 TEK @ EACH FRAME Trib. Area = sq.ft. Shear F = lb < lb
(Check Tension from Member XY wind from right)Tensile F = lb < lb
4 #8 TEK @ IN O.C. Trib. Area = sq.ft. Shear F = lb < lb
NOTE:
12
16
Fascia frame connections at X, Y, and Z are pinned, therefore, there will be no moment on the connection of the frames to
the deck pans (screw mark #3) Forces will transfer to screws as direct tension and shear. There is no tension due to moment.
32 4 102 123 OK
3 12 305 1200 OK
128 594 OK
6 153 344 OK
6 24 430 OK
32 4 102 430 OK
198
0.886 OK 400
430
344
7.5 0.239
0.586 123
10
2
22.5 0.586
pl
f
143
192 962 OK
6 0.153 33.6
163
0.0448 ?
1.625"x1.75"x20 GA. C 33
0.168 0.5357
Due to the fascia's light weight, wind
force will always control over seismic.
101.8
42.4 25.4
4 12.0
6
22.5
7.5 25
48
17 3
36 8
23
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/28/22
VALLEY WIDE CO-OP ADDITION CRH
FASCIA FRAME DESIGN
Page:
Job: Date:
Subject: By:
COLUMN CAP PLATE DESIGN
Wind Uplift @ Top of Column = k (ASD)
Wind Shear @ Top of Column = k (ASD)
Seismic Shear @ Top of Column = k (ASD)
Applied Factor of Safety =
DEAD LOADS HAVE BEEN NEGLECTED (CONSERVATIVE)
WELD DESIGN
Column Type =
Column Width (c) = in
L weld =in
Weld Strength Required = k k
=k/in
in in
USE /16" E‐70XX FILLET WELD ALL AROUND
G.F. = k/in
BOLT DESIGN
Distance From Column (d) = in
Bolt Gage = in
Try G.F. =kips tension
db =inG.F. =kips shear
Tension / Bolt =k (ASD)Unity Check:
Shear / Bolt =k (ASD)Unity Check:
PLATE DESIGN (FLEXURE FROM BOLT TENSION)
Plate Width (w) = in
Fy =
Moment in Plate =k*in
t required = (6.68) ( k*in) =in
(50 ksi) (in)USE PLATE
50.27
25
MVE #22-0152 JIMCO SALES, INC. #22-1071R0 02/26/22
VALLEY WIDE CO-OP ADDITION CRH
‐3.40
1.08
1.63
1.5
ROUND
16
5.10 +1.62 0.13
50.265 50.265
2.78
2
20
(4) 3/4" ø A325 19.9
OK
0.61 0.051 OK
3
5.1
0.75 11.9
1.27 0.064
USE ( 4 ) 3/4" ø A325 BOLTS0.115 OK
17 50
0.75" x 17" x 23"(5.1 )0.5 0.200
17