Approved Structural Calculations
SPRINGVILLE AIR STRIPPER CONCRETE FOUNDATION STRUCTURAL CALCULATIONS
10/06/16
02/01/2017
PREPARED BY: SUNRISE ENGINEERING, INC. 12227 SO. BUSINESS PARK DR. SUITE 220 DRAPER, UTAH 84020
SPRINGVILLE AIR STRIPPER FOUNDATION STRUCTURAL CALCULATIONS TABLE OF CONTENTS SECTION
PAGE NO.
Basis for Design
1
USGS Design Maps Summary Report
2
ASCE Seismic Demands on Nonstructural Components
3
Concrete Column Design and Analysis
5
Concrete Footing Analysis
10
Concrete Anchor Calculations
15
BASIS FOR DESIGN Project: Springville Air Stripper Foundation Columns and Footings 1.1 Building Codes:
American Concrete Institute (ACI) 318 "Building Code Requiremetns for Structural Concrete" International Building Code (IBC) ASCE 7-10 "Minimum Design Loads for Buildings and Other Structures"
1.2 Equipment Dead Load Operational Weight = 21,000 lb Platform and Ladder = 440 lb 1.3 Wind Load:
N/A Seismic Governs
1.4 Seismic Load:
Ss = 1.14 S1 = 0.42 SDS = 0.793 SD1 = 0.442 Seismic Design Category D Design per ASCE 7-10 Section 13 "Seismic Demands on Nonstructural Components ap = 1.0 Wp = 21,400 lb z = 2.0 ft Rp = 2.5 Ip = 1.0 z/h = 0.13 Fp Design = 5,091.06 lb
2.1 Foundation:
Allowable Bearing Pressure = 1500 psf
3.1 Concrete:
All concrete shall be normal weight using hardrock aggregates and shall meet all requirements of the specifications and plans. Minimum 28-day compressive strength be f'c = 4500 psi. Design of footings based off of f'c = 2500.
4.1 Reinforcing Steel:
Reinforcement shall conform to ASTM A615 or ASTM A706 and shall be Grade 60 (fy = 60 ksi) deformed bars.
1
Seismic Desgin Category D
2
ENERCALC Structural Calculations
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ASCE Seismic Demands on Nonstructural Components
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617
Seismic Demands on Nonstructural Components per ASCE 7-10 Section 13.3.1 and 13.4.1 h =
15.0 ft
S DS =
0.7930
Description : Air Stripper aP = 1.00 W = 21,400.00 z = 2.00 ft RP = P 27,152.32 Fp Calc'd : Components = Fp Upper Limit = 5,091.06 Fp Lower Limit = Connections =
a
P
:
W : P Z : R : I
P
P
:
2.50
z/h Design = 1.00 z/h : Actual = 0.13 0.13 IP = 3,439.29 Fp DESIGN : Components = 5,091.06 Connections = 5,091.06 3,439.29 Fp - Calc'd
:
Calculated Fp, Eq (13.3-1), Same units as Wp
Fp - Upper
:
Upper Limit on Fp, Eq (13.3-2) ,(Same units as Wp
Component response modification factor (Table 13.5-1 or Table 13.6-1)
Fp - Lower
:
Lower Limit on Fp, Eq (13.3-3), Same units as Wp
Component importance factor (Section 13.1.3)
Fp - Design
:
Fp for design purposes, Same units as Wp
Component amplification factor, Table 13.5-1 or Table 13.6-1 Component operating weight Height of point of attachment
3
4
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description :
.
Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10
General Information f'c : Concrete 28 day strength = E= = Density = = fy - Main Rebar = E - Main Rebar = Allow. Reinforcing Limits = Min. Reinf. Max. Reinf. =
4.50 ft Overall Column Height = Top Free, Bottom Fixed End Fixity Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 4.5 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 4.5 ft, K = 1.0
2.50 ksi 2,850.0 ksi 150.0 pcf 0.850 60.0 ksi 29,000.0 ksi ASTM A615 Bars Used
1.0 % 8.0 % ..
Column Cross Section Column Dimensions :
22.0in Square Column, Column Edge to Rebar Edge Cover = 3.0in
Y
#6
Column Reinforcing :
4 - #6 bars @ corners,, 2.0 - #6 bars top & bottom between corner bars, 2.0 - #6 bars left & right between corner bars
X
#6
#6
#6
#6
#6
#6
#6
#6
#6
#6
X
#6
Y
Applied Loads
Entered loads are factored per load combinations specified by user.
.
Column self weight included : 2,268.75 lbs * Dead Load Factor AXIAL LOADS . . . Stripper Load: Axial Load at 4.50 ft above base, Xecc = 5.0in, Yecc = 5.0in, D = 10.0 k BENDING LOADS . . . Seismic Load to Column: Lat. Point Load at 4.50 ft creating Mx-x, E = 2.50 k .
DESIGN SUMMARY Maximum SERVICE Load Reactions . . 0.0 k Top along Y-Y Bottom along Y-Y 0.0 k Top along X-X Bottom along X-X
Load Combination +1.20D+0.50L+0.20S+E+1.60H 4.470 ft Location of max.above base
Maximum Stress Ratio
=
Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 14.723 k * Pn = Pu = Mu-x = Mu-y =
-16.250 k-ft -5.0 k-ft
* Mn-x = * Mn-y =
0.073 : 1 202.506 k
0.0 k 2.50 k
Maximum SERVICE Load Deflections . . . 0.002944 in at 4.50 ft above base Along Y-Y for load combination : +D+0.70E+H 0.001302 in at 4.50 ft above base Along X-X for load combination : +D+H
-225.115 k-ft 57.591 k-ft
17.0 deg Mu Angle = 17.002 k-ft 232.571 k-ft Mu at Angle = Mn at Angle = Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities . . . Pnmax : Nominal Max. Compressive Axial Capacity 1,334.08 k -316.80 k Pnmin : Nominal Min. Tension Axial Capacity 693.72 k Pn, max : Usable Compressive Axial Capacity Pn, min : Usable Tension Axial Capacity -205.920 k
General Section Information . . . = 0.650 = 0.850 : % Reinforcing % Rebar % Ok 1.091 5.280 in^2 Reinforcing Area 484.0 in^2 Concrete Area
=
0.80
.
5
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description :
Governing Load Combination Results Governing Factored Load Combination
+1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H
Moment Dist. from X-X Y-Y base ft Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47
Axial Load k
Pu 17.18 14.72 14.72 14.72 14.72 14.72 14.72 14.72 14.72 14.72 11.04 11.04
Bending Analysis k-ft
* Pn 408.22 408.22 408.22 408.22 408.22 408.22 408.22 408.22 408.22 202.51 408.22 170.69
x
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
x * Mux
-5.83 -5.00 -5.00 -5.00 -5.00 -5.00 -5.00 -5.00 -5.00 -16.25 -3.75 -15.00
y
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
y * Muy Alpha (deg) -5.83 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 17.000 -3.75 45.000 -3.75 14.000
Reaction along X-X Axis @ Base @ Top
+D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only
+D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only
Reaction along Y-Y Axis @ Base @ Top k k k k k k k k k k k k k k k k k k k k
Maximum Moments Load Combination
8.25 7.07 7.07 7.07 7.07 7.07 7.07 7.07 7.07 17.00 5.30 15.46
Utilization Mn Ratio 195.66 0.042 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 232.57 0.073 195.66 0.027 240.38 0.064
Note: Only non-zero reactions are listed. .
Maximum Reactions Load Combination
Mu
1.750
1.313 1.750
2.500
Moment About X-X Axis @ Base @ Top
Axial Reaction @ Base
k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 7.361 k k 7.361 k k 12.269 k k k k k k k k k k k k k Note: Only non-zero reactions are listed. Moment About Y-Y Axis @ Base @ Top
4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 2.500 2.500 4.167
6
k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft
4.167 4.167 4.167 4.167 4.167 4.167 4.167 12.042 4.167 4.167 10.073 2.500 10.375 4.167
k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft
ENERCALC Structural Calculations
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Engineer:
Project Descr:
Springville Air Stripper SMH
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description :
Maximum Moments
Note: Only non-zero reactions are listed. Moment About X-X Axis @ Base @ Top
Load Combination
Moment About Y-Y Axis @ Base @ Top
E Only H Only
k-ft k-ft
11.250 k-ft k-ft
.
Maximum Deflections for Load Combinations Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only
Max. X-X Deflection 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in in 0.0013 0.0013 in 0.0013 in 0.0008 in 0.0008 in 0.0013 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in
Distance 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000
Max. Y-Y Deflection 0.001 in 0.001 in 0.001 in 0.001 in 0.001 in 0.001 in 0.001 in 0.003 in in 0.001 0.001 in 0.003 in 0.001 in 0.002 in 0.001 in 0.000 in 0.000 in 0.000 in 0.000 in 0.002 in 0.000 in
ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft
Distance 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 0.000 0.000 0.000 0.000 4.500 0.000
ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft
.
Sketches 10.0k
Y 10.0k
M-y Loads 2.50k
#6
#6
#6
#6
X
X
#6
#6
Height = 4.50 ft
#6
Height = 4.50 ft
#6
#6
#6
#6
#6
Looking along X-X Axis
Y
Looking along Y-Y Axis
.
Interaction Diagrams
7
ENERCALC Structural Calculations
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description : Concrete Column P-M Interaction Diagram
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
697.5
620.0
620.0
542.5
542.5
465.0
465.0
Phi * Pn (k)
697.5
387.5
310.0
387.5
310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
22.0
43.9
65.9
87.9
Phi * Mn @ Alpha (k-ft)
775.0
Phi * Pn (k)
775.0
109.9 131.8 153.8 175.8 197.7 219.7
0.0
Load Comb. = +1.40D+1.60H, Alpha= 45.0deg, (17.18, 8.25)
22.0
Concrete Column P-M Interaction Diagram
620.0
542.5
542.5
465.0
465.0 387.5 310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
22.0
43.9
65.9
109.9 131.8 153.8 175.8 197.7 219.7
Phi * Pn (k)
620.0
Phi * Pn (k)
697.5
310.0
87.9
Phi * Mn @ Alpha (k-ft)
775.0
697.5
387.5
65.9
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
775.0
43.9
Load Comb. = +1.20D+0.50Lr+1.60L+1.60H, Alpha= 45.0deg, (14.72, 7.07)
87.9 109.9 131.8 153.8 175.8 197.7 219.7
0.0
Load Comb. = +1.20D+1.60Lr+0.50L+1.60H, Alpha= 45.0deg, (14.72, 7.07)
22.0
43.9
65.9
87.9 109.9 131.8 153.8 175.8 197.7 219.7
Load Comb. = +1.20D+1.60Lr+0.50W+1.60H, Alpha= 45.0deg, (14.72, 7.07)
8
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description : Concrete Column P-M Interaction Diagram
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
697.5
620.0
620.0
542.5
542.5
465.0
465.0
Phi * Pn (k)
697.5
387.5 310.0
387.5
310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
22.0
43.9
65.9
Phi * Mn @ Alpha (k-ft)
775.0
Phi * Pn (k)
775.0
0.0
87.9 109.9 131.8 153.8 175.8 197.7 219.7
22.0
Phi * Mn @ Alpha (k-ft)
620.0
542.5
542.5
465.0
465.0 387.5 310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
24.8
49.5
74.3
99.1
109.9 131.8 153.8 175.8 197.7 219.7
Phi * Pn (k)
620.0
Phi * Pn (k)
697.5
310.0
87.9
Phi * Mn @ Alpha (k-ft)
775.0
697.5
387.5
65.9
Concrete Column P-M Interaction Diagram
Concrete Column P-M Interaction Diagram 775.0
43.9
Load Comb. = +1.20D+0.50Lr+0.50L+W+1.60H, Alpha= 45.0deg, (14.72, 7.07)
Load Comb. = +1.20D+1.60S+0.50W+1.60H, Alpha= 45.0deg, (14.72, 7.07)
123.8 148.6 173.4 198.1 222.9 247.7
0.0
Load Comb. = +1.20D+0.50L+0.20S+E+1.60H, Alpha= 17.0deg, (14.72, 17.00)
22.0
43.9
65.9
87.9 109.9 131.8 153.8 175.8 197.7 219.7
Load Comb. = +0.90D+W+0.90H, Alpha= 45.0deg, (11.04, 5.30)
9
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10
General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear
= = = = = =
3.0 60.0 3,122.0 145.0 0.90 0.750 = = = = : : : :
ksi ksi ksi pcf
Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff.
= = = =
1.50 ksf No 250.0 pcf 0.30
Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below
= = =
2.0 ft ksf ft
=
ksf
=
ft
0.00180 1.0 : 1 1.0 : 1 Increases based on footing plan dimension Allowable pressure increase per foot of depth Yes Yes when max. length or width is greater than No No
Dimensions 4.0 ft 4.0 ft 12.0 in
Z 2'-2"
4'-0"
= = =
26.0 in 26.0 in 54.0 in
2'-2"
X
6.0 in 2'-0"
Reinforcing
4'-0" Z
#
7.0 5
= =
#
7.0 5
Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone
n/a n/a n/a
7 - # 5 Bars
7 - # 5 Bars 6"
= =
6"
Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size
X
Edge Dist. = 3"
Pedestal dimensions... = px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing =
2'-0"
Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness
X-X Section Looking to +Z
Z-Z Section Looking to +X
Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z
= = = = = =
D 10.220
Lr
L
S
W
E
1.273
10
H k ksf k-ft k-ft k k
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
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General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
DESIGN SUMMARY Min. Ratio PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
0.880 n/a 3.403 4.490 n/a n/a 0.04028 0.02659 0.02659 0.02659 0.08892 0.05714 0.05714 0.05714 0.06144
Design OK Item
Applied
Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching
1.320 0.0 4.901 0.8911 0.0 0.0 0.5377 0.3549 0.3549 0.3549 7.306 4.694 4.694 4.694 9.780
Capacity
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
1.50 0.0 16.676 4.001 0.0 0.0 13.349 13.349 13.349 13.349 82.158 82.158 82.158 82.158 159.182
Governing Load Combination
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
+D+0.70E+H about Z-Z axis No Overturning +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Sliding No Uplift +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H
Detailed Results Soil Bearing Rotation Axis & Gross Allowable Load Combination... X-X, +D+H 1.50 X-X, +D+L+H 1.50 X-X, +D+Lr+H 1.50 X-X, +D+S+H 1.50 X-X, +D+0.750Lr+0.750L+H 1.50 X-X, +D+0.750L+0.750S+H 1.50 X-X, +D+0.60W+H 1.50 X-X, +D+0.70E+H 1.50 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 X-X, +0.60D+0.60W+0.60H 1.50 X-X, +0.60D+0.70E+0.60H 1.50 Z-Z, +D+H 1.50 Z-Z, +D+L+H 1.50 Z-Z, +D+Lr+H 1.50 Z-Z, +D+S+H 1.50 Z-Z, +D+0.750Lr+0.750L+H 1.50 Z-Z, +D+0.750L+0.750S+H 1.50 Z-Z, +D+0.60W+H 1.50 Z-Z, +D+0.70E+H 1.50 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 Z-Z, +0.60D+0.60W+0.60H 1.50 Z-Z, +0.60D+0.70E+0.60H 1.50 Overturning Stability Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H
Xecc n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.232 0.0 0.0 3.174 0.0 7.054
(in)
Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X
Zecc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Overturning Moment None None None None None None None None None
11
0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.5211 0.5211 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.5211 0.5211 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.4167 0.8685 0.8685 0.5297 0.5211 0.06931
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 1.320 0.8685 0.8685 1.207 0.5211 0.9729
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity
Actual / Allow Ratio 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.347 0.347 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.880 0.579 0.579 0.805 0.347 0.649
Status OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Overturning Stability Rotation Axis & Load Combination... X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H
Overturning Moment None None None None None None None None None None None 4.901 k-ft None None 3.676 k-ft None 4.901 k-ft
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 27.793 k-ft 0.0 k-ft 0.0 k-ft 27.793 k-ft 0.0 k-ft 16.676 k-ft
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity 5.671 Infinity Infinity 7.561 Infinity 3.403
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK All units k
Resisting Force 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 4.001 k 4.001 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 4.001 k 4.001 k 5.669 k 5.669 k 5.669 k
Stability Ratio No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding 6.362 No Sliding No Sliding 8.482 No Sliding 4.490 No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Sliding Stability Force Application Axis Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Footing Flexure Flexure Axis & Load Combination
X-X, +1.40D+1.60H X-X, +1.40D+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H
Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.6683 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Mu k-ft
0.3549 0.3549 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042
Side
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z
Tension Surface
As Req'd in^2
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
12
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349
Status OK OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Footing Flexure Flexure Axis & Load Combination
X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +0.90D+W+0.90H X-X, +0.90D+W+0.90H X-X, +0.90D+E+0.90H X-X, +0.90D+E+0.90H Z-Z, +1.40D+1.60H Z-Z, +1.40D+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+E+0.90H Z-Z, +0.90D+E+0.90H One Way Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Punching Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H
Mu k-ft
0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.2281 0.2281 0.2281 0.2281 0.3549 0.3549 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.07070 0.5377 0.2281 0.2281 0.005342 0.4616
Side
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X
Tension Surface
As Req'd in^2
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Top Bottom
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
Status
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 20.673 13.349
OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 4.694 psi 4.694 psi 4.694 psi 4.694 psi 4.694 psi 82.158 psi 0.05714 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 0.7417 psi 7.306 psi 4.024 psi 4.024 psi 7.306 psi 82.158 psi 0.08892 OK 3.018 psi 3.018 psi 3.018 psi 3.018 psi 3.018 psi 82.158 psi 0.03673 OK 0.2642 psi 6.3 psi 3.018 psi 3.018 psi 6.3 psi 82.158 psi 0.07668 OK All units k Vu 9.78 8.383 8.383 8.383 8.383 8.383
Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
psi psi psi psi psi psi
13
Vu / Phi*Vn
Status
0.06144 0.05266 0.05266 0.05266 0.05266 0.05266
OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Punching Shear Load Combination... +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H
All units k Vu 8.383 8.383 8.383 8.383 6.287 6.287
Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
psi psi psi psi psi psi
14
Vu / Phi*Vn
Status
0.05266 0.05266 0.05266 0.05266 0.0395 0.0395
OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10
General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear
= = = = = =
3.0 60.0 3,122.0 145.0 0.90 0.750 = = = = : : : :
ksi ksi ksi pcf
Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff.
= = = =
1.50 ksf No 250.0 pcf 0.30
Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below
= = =
2.0 ft 0.0 ksf 0.0 ft
=
0.0 ksf
=
0.0 ft
0.00180 1.0 : 1 1.0 : 1 Increases based on footing plan dimension Allowable pressure increase per foot of depth Yes Yes when max. length or width is greater than No No
Dimensions = = =
4.0 ft 4.0 ft 12.0 in
Load location offset from footing center... ex : Prll to X-X Axis = =
Z 2'-2"
4'-0"
9 in in 26.0 in 26.0 in 54.0 in
X
2'-2"
X
Edge Dist. = 3"
Pedestal dimensions... = px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing =
2'-0"
Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness
6.0 in 2'-9" 4'-0" Z
Reinforcing #
7.0 5
= =
#
7.0 5
Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone
n/a n/a n/a
7 - # 5 Bars
7 - # 5 Bars 6"
= =
6"
Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size
X-X Section Looking to +Z
Z-Z Section Looking to +X
Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z
= = = = = =
D 5.350 0.0 0.0 0.0 0.0 0.0
Lr 0.0 0.0 0.0 0.0 0.0 0.0
L 0.0 0.0 0.0 0.0 0.0 0.0
15
S 0.0 0.0 0.0 0.0 0.0 0.0
W 0.0 0.0 0.0 0.0 0.0 0.0
E 0.0 0.0 0.0 0.0 1.273 0.0
H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
DESIGN SUMMARY Min. Ratio PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
0.9367 n/a 1.719 3.507 n/a n/a 0.001543 0.02055 0.01318 0.01318 n/a 0.06093 0.02832 0.02832 0.03950
Design OK Item
Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching
Applied
1.405 0.0 4.901 0.8911 0.0 0.0 0.02059 0.4248 0.1759 0.1759 0.0 5.006 2.327 2.327 6.287
Capacity
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
1.50 0.0 8.425 3.125 0.0 0.0 13.349 20.673 13.349 13.349 82.158 82.158 82.158 82.158 159.182
Governing Load Combination
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
+D+0.70E+H about Z-Z axis No Overturning +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Sliding No Uplift +0.90D+E+0.90H +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H n/a +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H
Detailed Results Soil Bearing Rotation Axis & Gross Allowable Load Combination... X-X, +D+H 1.50 X-X, +D+L+H 1.50 X-X, +D+Lr+H 1.50 X-X, +D+S+H 1.50 X-X, +D+0.750Lr+0.750L+H 1.50 X-X, +D+0.750L+0.750S+H 1.50 X-X, +D+0.60W+H 1.50 X-X, +D+0.70E+H 1.50 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 X-X, +0.60D+0.60W+0.60H 1.50 X-X, +0.60D+0.70E+0.60H 1.50 Z-Z, +D+H 1.50 Z-Z, +D+L+H 1.50 Z-Z, +D+Lr+H 1.50 Z-Z, +D+S+H 1.50 Z-Z, +D+0.750Lr+0.750L+H 1.50 Z-Z, +D+0.750L+0.750S+H 1.50 Z-Z, +D+0.60W+H 1.50 Z-Z, +D+0.70E+H 1.50 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 Z-Z, +0.60D+0.60W+0.60H 1.50 Z-Z, +0.60D+0.70E+0.60H 1.50 Overturning Stability Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H
Xecc n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 4.773 4.773 4.773 4.773 4.773 4.773 4.773 11.288 4.773 4.773 9.659 4.773 15.632
(in)
Zecc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.3385 0.3385 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Overturning Moment None None None None None None None None None
0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.3385 0.3385 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft
16
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.2332 0.2332 0.2332 0.2332 0.2332 0.2332 0.2332 0.0 0.2332 0.2332 0.0 0.1399 0.0
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8951 0.8951 0.8951 0.8951 0.8951 0.8951 0.8951 1.405 0.8951 0.8951 1.247 0.5371 1.274
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity
Actual / Allow Ratio 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.226 0.226 0.597 0.597 0.597 0.597 0.597 0.597 0.597 0.937 0.597 0.597 0.831 0.358 0.849
Status OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Overturning Stability Rotation Axis & Load Combination... X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H
Overturning Moment None None None None None None None None None None None 4.901 k-ft None None 3.676 k-ft None 4.901 k-ft
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 14.041 k-ft 22.066 k-ft 22.066 k-ft 14.041 k-ft 13.240 k-ft 8.425 k-ft
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity 2.865 Infinity Infinity 3.820 Infinity 1.719
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK All units k
Resisting Force 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 3.125 k 3.125 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 3.125 k 3.125 k 4.208 k 4.208 k 4.208 k
Stability Ratio No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding 4.722 No Sliding No Sliding 6.296 No Sliding 3.507 No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Sliding Stability Force Application Axis Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Footing Flexure Flexure Axis & Load Combination
X-X, +1.40D+1.60H X-X, +1.40D+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H
Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.6683 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Mu k-ft
0.1759 0.1759 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508
Side
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z
Tension Surface
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom
As Req'd in^2
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
17
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349
Status OK OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Footing Flexure Flexure Axis & Load Combination
X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +0.90D+W+0.90H X-X, +0.90D+W+0.90H X-X, +0.90D+E+0.90H X-X, +0.90D+E+0.90H Z-Z, +1.40D+1.60H Z-Z, +1.40D+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+E+0.90H Z-Z, +0.90D+E+0.90H One Way Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Punching Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H
Mu k-ft
0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1131 0.1131 0.1131 0.1131 0.1092 0.01169 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.4248 0.02045 0.07021 0.007517 0.3313 0.02059
Side
Tension Surface
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Top Bottom Bottom Bottom Top Bottom
Vu @ -X Vu @ +X 1.277 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 5.006 psi 0.8212 psi 3.754 psi Vu 6.287 6.287 6.287 6.287 6.287 6.287
psi psi psi psi psi psi
0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi
As Req'd in^2
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
Status
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 20.673 13.349 13.349 13.349 20.673 13.349
OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 2.327 psi 2.327 psi 2.327 psi 82.158 psi 0.02832 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 5.006 psi 82.158 psi 0.06093 OK 1.496 psi 1.496 psi 1.496 psi 82.158 psi 0.01821 OK 1.496 psi 1.496 psi 3.754 psi 82.158 psi 0.04569 OK All units k Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
18
Vu / Phi*Vn 0.0395 0.0395 0.0395 0.0395 0.0395 0.0395
Status OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Punching Shear Load Combination... +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H
All units k Vu 6.287 6.287 6.287 6.287 6.287 6.287
psi psi psi psi psi psi
Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
19
Vu / Phi*Vn 0.0395 0.0395 0.0395 0.0395 0.0395 0.0395
Status OK OK OK OK OK OK
Anchor Designer™ Software Version 2.0.5090.63
Company: Engineer: Project: Address: Phone: E-mail:
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
10/6/2016 1/4
1.Project information Customer company: Customer contact name: Customer e-mail: Comment:
Project description: Location: Fastening description:
2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, hef (inch): 10.000 Anchor category: Anchor ductility: Yes hmin (inch): 11.63 Cmin (inch): 5.25 S min (inch): 5.25
Base Material Concrete: Normal-weight Concrete thickness, h (inch): 48.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.2 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate
Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
20 15
Anchor Designer™ Software Version 2.0.5090.63
Company: Engineer: Project: Address: Phone: E-mail:
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
10/6/2016 2/4
Recommended Anchor Anchor Name: J- or L-Bolt - 7/8"Ø J- or L-Bolt, F1554 Gr. 36
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
21 16
Company: Engineer: Project: Address: Phone: E-mail:
Anchor Designer™ Software Version 2.0.5090.63
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
10/6/2016 3/4
3. Resulting Anchor Forces Anchor Tension load, Nua (lb)
Shear load x, V uax (lb)
Shear load y, V uay (lb)
Shear load combined, √(Vuax)²+(Vuay)² (lb)
1
0.0
2500.0
-800.0
2624.9
Sum
0.0
2500.0
-800.0
2624.9
Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
8. Steel Strength of Anchor in Shear (Sec. D.6.1) V sa (lb) fgrout f fgroutfVsa (lb) 16080
1.0
0.65
10452
9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in x-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) le (in)
da (in)
7.00
0.88
la 1.00
f’c (psi)
ca1 (in)
V bx (lb)
2500
6.00
6614
Yh,V 1.000
6614
fV cbx =f (AVc / AVco)Yed,VYc,VYh,VVbx (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 0.900
Yc,V 1.200
V bx (lb)
f 0.70
fVcbx (lb) 4167
f 0.70
fVcby (lb) 4167
f 0.70
fVcby (lb) 9259
Shear perpendicular to edge in y-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) le (in)
da (in)
7.00
0.88
la 1.00
f’c (psi)
ca1 (in)
V by (lb)
2500
6.00
6614
Yh,V 1.000
6614
fV cby =f (AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 0.900
Yc,V 1.200
V by (lb)
Shear parallel to edge in y-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) le (in)
da (in)
7.00
0.88
la 1.00
f’c (psi)
ca1 (in)
V bx (lb)
2500
6.00
6614
Yh,V 1.000
6614
fV cby =f (2)(AVc / AVco)Yed,VYc,VYh,VVbx (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 1.000
Yc,V 1.200
V bx (lb)
Shear parallel to edge in x-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
22 17
Company: Engineer: Project: Address: Phone: E-mail:
Anchor Designer™ Software Version 2.0.5090.63
le (in)
da (in)
7.00
0.88
la 1.00
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
f’c (psi)
ca1 (in)
V by (lb)
2500
6.00
6614
Yh,V 1.000
6614
10/6/2016 4/4
fV cbx =f (2)(AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 1.000
Yc,V 1.200
f 0.70
V by (lb)
fVcbx (lb) 9259
10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3)
fVcp = fkcpNcb = fkcp(ANc / ANco)Yed,NYc,NYcp,NNb (Eq. D-40) kcp
A Nc (in2)
A Nco (in2)
2.0
441.00
900.00
Yed,N 0.820
Yc,N 1.000
Ycp,N 1.000
11. Interaction of Tensile and Shear Forces (Sec. D.7) Factored Load, V ua (lb) Design Strength, øVn (lb) Shear Steel 2625 10452 T Concrete breakout x+ 2500 4167 T Concrete breakout y800 4167 || Concrete breakout x+ 800 9259 || Concrete breakout y2500 9259 Concrete breakout, combined Pryout 2625 21346
Nb (lb)
37947
f 0.70
fVcp (lb) 21346
Ratio 0.25 0.60 0.19 0.09 0.27 0.63
Status Pass Pass Pass Pass Pass Pass (Governs)
0.12
Pass
7/8"Ø J- or L-Bolt, F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
23 18
10/06/16
02/01/2017
PREPARED BY: SUNRISE ENGINEERING, INC. 12227 SO. BUSINESS PARK DR. SUITE 220 DRAPER, UTAH 84020
SPRINGVILLE AIR STRIPPER FOUNDATION STRUCTURAL CALCULATIONS TABLE OF CONTENTS SECTION
PAGE NO.
Basis for Design
1
USGS Design Maps Summary Report
2
ASCE Seismic Demands on Nonstructural Components
3
Concrete Column Design and Analysis
5
Concrete Footing Analysis
10
Concrete Anchor Calculations
15
BASIS FOR DESIGN Project: Springville Air Stripper Foundation Columns and Footings 1.1 Building Codes:
American Concrete Institute (ACI) 318 "Building Code Requiremetns for Structural Concrete" International Building Code (IBC) ASCE 7-10 "Minimum Design Loads for Buildings and Other Structures"
1.2 Equipment Dead Load Operational Weight = 21,000 lb Platform and Ladder = 440 lb 1.3 Wind Load:
N/A Seismic Governs
1.4 Seismic Load:
Ss = 1.14 S1 = 0.42 SDS = 0.793 SD1 = 0.442 Seismic Design Category D Design per ASCE 7-10 Section 13 "Seismic Demands on Nonstructural Components ap = 1.0 Wp = 21,400 lb z = 2.0 ft Rp = 2.5 Ip = 1.0 z/h = 0.13 Fp Design = 5,091.06 lb
2.1 Foundation:
Allowable Bearing Pressure = 1500 psf
3.1 Concrete:
All concrete shall be normal weight using hardrock aggregates and shall meet all requirements of the specifications and plans. Minimum 28-day compressive strength be f'c = 4500 psi. Design of footings based off of f'c = 2500.
4.1 Reinforcing Steel:
Reinforcement shall conform to ASTM A615 or ASTM A706 and shall be Grade 60 (fy = 60 ksi) deformed bars.
1
Seismic Desgin Category D
2
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 9:43AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
ASCE Seismic Demands on Nonstructural Components
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617
Seismic Demands on Nonstructural Components per ASCE 7-10 Section 13.3.1 and 13.4.1 h =
15.0 ft
S DS =
0.7930
Description : Air Stripper aP = 1.00 W = 21,400.00 z = 2.00 ft RP = P 27,152.32 Fp Calc'd : Components = Fp Upper Limit = 5,091.06 Fp Lower Limit = Connections =
a
P
:
W : P Z : R : I
P
P
:
2.50
z/h Design = 1.00 z/h : Actual = 0.13 0.13 IP = 3,439.29 Fp DESIGN : Components = 5,091.06 Connections = 5,091.06 3,439.29 Fp - Calc'd
:
Calculated Fp, Eq (13.3-1), Same units as Wp
Fp - Upper
:
Upper Limit on Fp, Eq (13.3-2) ,(Same units as Wp
Component response modification factor (Table 13.5-1 or Table 13.6-1)
Fp - Lower
:
Lower Limit on Fp, Eq (13.3-3), Same units as Wp
Component importance factor (Section 13.1.3)
Fp - Design
:
Fp for design purposes, Same units as Wp
Component amplification factor, Table 13.5-1 or Table 13.6-1 Component operating weight Height of point of attachment
3
4
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description :
.
Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10
General Information f'c : Concrete 28 day strength = E= = Density = = fy - Main Rebar = E - Main Rebar = Allow. Reinforcing Limits = Min. Reinf. Max. Reinf. =
4.50 ft Overall Column Height = Top Free, Bottom Fixed End Fixity Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 4.5 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 4.5 ft, K = 1.0
2.50 ksi 2,850.0 ksi 150.0 pcf 0.850 60.0 ksi 29,000.0 ksi ASTM A615 Bars Used
1.0 % 8.0 % ..
Column Cross Section Column Dimensions :
22.0in Square Column, Column Edge to Rebar Edge Cover = 3.0in
Y
#6
Column Reinforcing :
4 - #6 bars @ corners,, 2.0 - #6 bars top & bottom between corner bars, 2.0 - #6 bars left & right between corner bars
X
#6
#6
#6
#6
#6
#6
#6
#6
#6
#6
X
#6
Y
Applied Loads
Entered loads are factored per load combinations specified by user.
.
Column self weight included : 2,268.75 lbs * Dead Load Factor AXIAL LOADS . . . Stripper Load: Axial Load at 4.50 ft above base, Xecc = 5.0in, Yecc = 5.0in, D = 10.0 k BENDING LOADS . . . Seismic Load to Column: Lat. Point Load at 4.50 ft creating Mx-x, E = 2.50 k .
DESIGN SUMMARY Maximum SERVICE Load Reactions . . 0.0 k Top along Y-Y Bottom along Y-Y 0.0 k Top along X-X Bottom along X-X
Load Combination +1.20D+0.50L+0.20S+E+1.60H 4.470 ft Location of max.above base
Maximum Stress Ratio
=
Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 14.723 k * Pn = Pu = Mu-x = Mu-y =
-16.250 k-ft -5.0 k-ft
* Mn-x = * Mn-y =
0.073 : 1 202.506 k
0.0 k 2.50 k
Maximum SERVICE Load Deflections . . . 0.002944 in at 4.50 ft above base Along Y-Y for load combination : +D+0.70E+H 0.001302 in at 4.50 ft above base Along X-X for load combination : +D+H
-225.115 k-ft 57.591 k-ft
17.0 deg Mu Angle = 17.002 k-ft 232.571 k-ft Mu at Angle = Mn at Angle = Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities . . . Pnmax : Nominal Max. Compressive Axial Capacity 1,334.08 k -316.80 k Pnmin : Nominal Min. Tension Axial Capacity 693.72 k Pn, max : Usable Compressive Axial Capacity Pn, min : Usable Tension Axial Capacity -205.920 k
General Section Information . . . = 0.650 = 0.850 : % Reinforcing % Rebar % Ok 1.091 5.280 in^2 Reinforcing Area 484.0 in^2 Concrete Area
=
0.80
.
5
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description :
Governing Load Combination Results Governing Factored Load Combination
+1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H
Moment Dist. from X-X Y-Y base ft Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47 Actual Actual 4.47
Axial Load k
Pu 17.18 14.72 14.72 14.72 14.72 14.72 14.72 14.72 14.72 14.72 11.04 11.04
Bending Analysis k-ft
* Pn 408.22 408.22 408.22 408.22 408.22 408.22 408.22 408.22 408.22 202.51 408.22 170.69
x
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
x * Mux
-5.83 -5.00 -5.00 -5.00 -5.00 -5.00 -5.00 -5.00 -5.00 -16.25 -3.75 -15.00
y
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
y * Muy Alpha (deg) -5.83 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 45.000 -5.00 17.000 -3.75 45.000 -3.75 14.000
Reaction along X-X Axis @ Base @ Top
+D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only
+D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only
Reaction along Y-Y Axis @ Base @ Top k k k k k k k k k k k k k k k k k k k k
Maximum Moments Load Combination
8.25 7.07 7.07 7.07 7.07 7.07 7.07 7.07 7.07 17.00 5.30 15.46
Utilization Mn Ratio 195.66 0.042 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 195.66 0.036 232.57 0.073 195.66 0.027 240.38 0.064
Note: Only non-zero reactions are listed. .
Maximum Reactions Load Combination
Mu
1.750
1.313 1.750
2.500
Moment About X-X Axis @ Base @ Top
Axial Reaction @ Base
k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 12.269 k k 7.361 k k 7.361 k k 12.269 k k k k k k k k k k k k k Note: Only non-zero reactions are listed. Moment About Y-Y Axis @ Base @ Top
4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 4.167 2.500 2.500 4.167
6
k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft
4.167 4.167 4.167 4.167 4.167 4.167 4.167 12.042 4.167 4.167 10.073 2.500 10.375 4.167
k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description :
Maximum Moments
Note: Only non-zero reactions are listed. Moment About X-X Axis @ Base @ Top
Load Combination
Moment About Y-Y Axis @ Base @ Top
E Only H Only
k-ft k-ft
11.250 k-ft k-ft
.
Maximum Deflections for Load Combinations Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only
Max. X-X Deflection 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in 0.0013 in in 0.0013 0.0013 in 0.0013 in 0.0008 in 0.0008 in 0.0013 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in
Distance 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000
Max. Y-Y Deflection 0.001 in 0.001 in 0.001 in 0.001 in 0.001 in 0.001 in 0.001 in 0.003 in in 0.001 0.001 in 0.003 in 0.001 in 0.002 in 0.001 in 0.000 in 0.000 in 0.000 in 0.000 in 0.002 in 0.000 in
ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft
Distance 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 4.500 0.000 0.000 0.000 0.000 4.500 0.000
ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft
.
Sketches 10.0k
Y 10.0k
M-y Loads 2.50k
#6
#6
#6
#6
X
X
#6
#6
Height = 4.50 ft
#6
Height = 4.50 ft
#6
#6
#6
#6
#6
Looking along X-X Axis
Y
Looking along Y-Y Axis
.
Interaction Diagrams
7
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
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Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description : Concrete Column P-M Interaction Diagram
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
697.5
620.0
620.0
542.5
542.5
465.0
465.0
Phi * Pn (k)
697.5
387.5
310.0
387.5
310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
22.0
43.9
65.9
87.9
Phi * Mn @ Alpha (k-ft)
775.0
Phi * Pn (k)
775.0
109.9 131.8 153.8 175.8 197.7 219.7
0.0
Load Comb. = +1.40D+1.60H, Alpha= 45.0deg, (17.18, 8.25)
22.0
Concrete Column P-M Interaction Diagram
620.0
542.5
542.5
465.0
465.0 387.5 310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
22.0
43.9
65.9
109.9 131.8 153.8 175.8 197.7 219.7
Phi * Pn (k)
620.0
Phi * Pn (k)
697.5
310.0
87.9
Phi * Mn @ Alpha (k-ft)
775.0
697.5
387.5
65.9
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
775.0
43.9
Load Comb. = +1.20D+0.50Lr+1.60L+1.60H, Alpha= 45.0deg, (14.72, 7.07)
87.9 109.9 131.8 153.8 175.8 197.7 219.7
0.0
Load Comb. = +1.20D+1.60Lr+0.50L+1.60H, Alpha= 45.0deg, (14.72, 7.07)
22.0
43.9
65.9
87.9 109.9 131.8 153.8 175.8 197.7 219.7
Load Comb. = +1.20D+1.60Lr+0.50W+1.60H, Alpha= 45.0deg, (14.72, 7.07)
8
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
Concrete Column
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Stripper Column Description : Concrete Column P-M Interaction Diagram
Concrete Column P-M Interaction Diagram
Phi * Mn @ Alpha (k-ft)
697.5
620.0
620.0
542.5
542.5
465.0
465.0
Phi * Pn (k)
697.5
387.5 310.0
387.5
310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
22.0
43.9
65.9
Phi * Mn @ Alpha (k-ft)
775.0
Phi * Pn (k)
775.0
0.0
87.9 109.9 131.8 153.8 175.8 197.7 219.7
22.0
Phi * Mn @ Alpha (k-ft)
620.0
542.5
542.5
465.0
465.0 387.5 310.0
232.5
232.5
155.0
155.0
77.5
77.5
0.0
24.8
49.5
74.3
99.1
109.9 131.8 153.8 175.8 197.7 219.7
Phi * Pn (k)
620.0
Phi * Pn (k)
697.5
310.0
87.9
Phi * Mn @ Alpha (k-ft)
775.0
697.5
387.5
65.9
Concrete Column P-M Interaction Diagram
Concrete Column P-M Interaction Diagram 775.0
43.9
Load Comb. = +1.20D+0.50Lr+0.50L+W+1.60H, Alpha= 45.0deg, (14.72, 7.07)
Load Comb. = +1.20D+1.60S+0.50W+1.60H, Alpha= 45.0deg, (14.72, 7.07)
123.8 148.6 173.4 198.1 222.9 247.7
0.0
Load Comb. = +1.20D+0.50L+0.20S+E+1.60H, Alpha= 17.0deg, (14.72, 17.00)
22.0
43.9
65.9
87.9 109.9 131.8 153.8 175.8 197.7 219.7
Load Comb. = +0.90D+W+0.90H, Alpha= 45.0deg, (11.04, 5.30)
9
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10
General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear
= = = = = =
3.0 60.0 3,122.0 145.0 0.90 0.750 = = = = : : : :
ksi ksi ksi pcf
Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff.
= = = =
1.50 ksf No 250.0 pcf 0.30
Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below
= = =
2.0 ft ksf ft
=
ksf
=
ft
0.00180 1.0 : 1 1.0 : 1 Increases based on footing plan dimension Allowable pressure increase per foot of depth Yes Yes when max. length or width is greater than No No
Dimensions 4.0 ft 4.0 ft 12.0 in
Z 2'-2"
4'-0"
= = =
26.0 in 26.0 in 54.0 in
2'-2"
X
6.0 in 2'-0"
Reinforcing
4'-0" Z
#
7.0 5
= =
#
7.0 5
Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone
n/a n/a n/a
7 - # 5 Bars
7 - # 5 Bars 6"
= =
6"
Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size
X
Edge Dist. = 3"
Pedestal dimensions... = px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing =
2'-0"
Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness
X-X Section Looking to +Z
Z-Z Section Looking to +X
Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z
= = = = = =
D 10.220
Lr
L
S
W
E
1.273
10
H k ksf k-ft k-ft k k
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
DESIGN SUMMARY Min. Ratio PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
0.880 n/a 3.403 4.490 n/a n/a 0.04028 0.02659 0.02659 0.02659 0.08892 0.05714 0.05714 0.05714 0.06144
Design OK Item
Applied
Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching
1.320 0.0 4.901 0.8911 0.0 0.0 0.5377 0.3549 0.3549 0.3549 7.306 4.694 4.694 4.694 9.780
Capacity
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
1.50 0.0 16.676 4.001 0.0 0.0 13.349 13.349 13.349 13.349 82.158 82.158 82.158 82.158 159.182
Governing Load Combination
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
+D+0.70E+H about Z-Z axis No Overturning +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Sliding No Uplift +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H
Detailed Results Soil Bearing Rotation Axis & Gross Allowable Load Combination... X-X, +D+H 1.50 X-X, +D+L+H 1.50 X-X, +D+Lr+H 1.50 X-X, +D+S+H 1.50 X-X, +D+0.750Lr+0.750L+H 1.50 X-X, +D+0.750L+0.750S+H 1.50 X-X, +D+0.60W+H 1.50 X-X, +D+0.70E+H 1.50 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 X-X, +0.60D+0.60W+0.60H 1.50 X-X, +0.60D+0.70E+0.60H 1.50 Z-Z, +D+H 1.50 Z-Z, +D+L+H 1.50 Z-Z, +D+Lr+H 1.50 Z-Z, +D+S+H 1.50 Z-Z, +D+0.750Lr+0.750L+H 1.50 Z-Z, +D+0.750L+0.750S+H 1.50 Z-Z, +D+0.60W+H 1.50 Z-Z, +D+0.70E+H 1.50 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 Z-Z, +0.60D+0.60W+0.60H 1.50 Z-Z, +0.60D+0.70E+0.60H 1.50 Overturning Stability Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H
Xecc n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.232 0.0 0.0 3.174 0.0 7.054
(in)
Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X
Zecc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Overturning Moment None None None None None None None None None
11
0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.5211 0.5211 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.5211 0.5211 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.4167 0.8685 0.8685 0.5297 0.5211 0.06931
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 0.8685 1.320 0.8685 0.8685 1.207 0.5211 0.9729
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity
Actual / Allow Ratio 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.347 0.347 0.579 0.579 0.579 0.579 0.579 0.579 0.579 0.880 0.579 0.579 0.805 0.347 0.649
Status OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Overturning Stability Rotation Axis & Load Combination... X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H
Overturning Moment None None None None None None None None None None None 4.901 k-ft None None 3.676 k-ft None 4.901 k-ft
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 27.793 k-ft 0.0 k-ft 0.0 k-ft 27.793 k-ft 0.0 k-ft 16.676 k-ft
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity 5.671 Infinity Infinity 7.561 Infinity 3.403
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK All units k
Resisting Force 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 4.001 k 4.001 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 5.669 k 4.001 k 4.001 k 5.669 k 5.669 k 5.669 k
Stability Ratio No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding 6.362 No Sliding No Sliding 8.482 No Sliding 4.490 No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Sliding Stability Force Application Axis Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Footing Flexure Flexure Axis & Load Combination
X-X, +1.40D+1.60H X-X, +1.40D+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H
Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.6683 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Mu k-ft
0.3549 0.3549 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042
Side
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z
Tension Surface
As Req'd in^2
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
12
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349
Status OK OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Footing Flexure Flexure Axis & Load Combination
X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +0.90D+W+0.90H X-X, +0.90D+W+0.90H X-X, +0.90D+E+0.90H X-X, +0.90D+E+0.90H Z-Z, +1.40D+1.60H Z-Z, +1.40D+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+E+0.90H Z-Z, +0.90D+E+0.90H One Way Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Punching Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H
Mu k-ft
0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.2281 0.2281 0.2281 0.2281 0.3549 0.3549 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.3042 0.07070 0.5377 0.2281 0.2281 0.005342 0.4616
Side
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X
Tension Surface
As Req'd in^2
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Top Bottom
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
Status
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 20.673 13.349
OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 4.694 psi 4.694 psi 4.694 psi 4.694 psi 4.694 psi 82.158 psi 0.05714 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 4.024 psi 4.024 psi 4.024 psi 4.024 psi 4.024 psi 82.158 psi 0.04897 OK 0.7417 psi 7.306 psi 4.024 psi 4.024 psi 7.306 psi 82.158 psi 0.08892 OK 3.018 psi 3.018 psi 3.018 psi 3.018 psi 3.018 psi 82.158 psi 0.03673 OK 0.2642 psi 6.3 psi 3.018 psi 3.018 psi 6.3 psi 82.158 psi 0.07668 OK All units k Vu 9.78 8.383 8.383 8.383 8.383 8.383
Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
psi psi psi psi psi psi
13
Vu / Phi*Vn
Status
0.06144 0.05266 0.05266 0.05266 0.05266 0.05266
OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Engineer:
Project Descr:
Springville Air Stripper SMH
Project ID:
Printed: 6 OCT 2016, 9:44AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Column and Footing Description :
Punching Shear Load Combination... +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H
All units k Vu 8.383 8.383 8.383 8.383 6.287 6.287
Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
psi psi psi psi psi psi
14
Vu / Phi*Vn
Status
0.05266 0.05266 0.05266 0.05266 0.0395 0.0395
OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10
General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear
= = = = = =
3.0 60.0 3,122.0 145.0 0.90 0.750 = = = = : : : :
ksi ksi ksi pcf
Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff.
= = = =
1.50 ksf No 250.0 pcf 0.30
Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below
= = =
2.0 ft 0.0 ksf 0.0 ft
=
0.0 ksf
=
0.0 ft
0.00180 1.0 : 1 1.0 : 1 Increases based on footing plan dimension Allowable pressure increase per foot of depth Yes Yes when max. length or width is greater than No No
Dimensions = = =
4.0 ft 4.0 ft 12.0 in
Load location offset from footing center... ex : Prll to X-X Axis = =
Z 2'-2"
4'-0"
9 in in 26.0 in 26.0 in 54.0 in
X
2'-2"
X
Edge Dist. = 3"
Pedestal dimensions... = px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing =
2'-0"
Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness
6.0 in 2'-9" 4'-0" Z
Reinforcing #
7.0 5
= =
#
7.0 5
Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone
n/a n/a n/a
7 - # 5 Bars
7 - # 5 Bars 6"
= =
6"
Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size
X-X Section Looking to +Z
Z-Z Section Looking to +X
Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z
= = = = = =
D 5.350 0.0 0.0 0.0 0.0 0.0
Lr 0.0 0.0 0.0 0.0 0.0 0.0
L 0.0 0.0 0.0 0.0 0.0 0.0
15
S 0.0 0.0 0.0 0.0 0.0 0.0
W 0.0 0.0 0.0 0.0 0.0 0.0
E 0.0 0.0 0.0 0.0 1.273 0.0
H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k
ENERCALC Structural Calculations
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Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
DESIGN SUMMARY Min. Ratio PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
0.9367 n/a 1.719 3.507 n/a n/a 0.001543 0.02055 0.01318 0.01318 n/a 0.06093 0.02832 0.02832 0.03950
Design OK Item
Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching
Applied
1.405 0.0 4.901 0.8911 0.0 0.0 0.02059 0.4248 0.1759 0.1759 0.0 5.006 2.327 2.327 6.287
Capacity
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
1.50 0.0 8.425 3.125 0.0 0.0 13.349 20.673 13.349 13.349 82.158 82.158 82.158 82.158 159.182
Governing Load Combination
ksf k-ft k-ft k k k k-ft k-ft k-ft k-ft psi psi psi psi psi
+D+0.70E+H about Z-Z axis No Overturning +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Sliding No Uplift +0.90D+E+0.90H +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H n/a +1.20D+0.50L+0.20S+E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H
Detailed Results Soil Bearing Rotation Axis & Gross Allowable Load Combination... X-X, +D+H 1.50 X-X, +D+L+H 1.50 X-X, +D+Lr+H 1.50 X-X, +D+S+H 1.50 X-X, +D+0.750Lr+0.750L+H 1.50 X-X, +D+0.750L+0.750S+H 1.50 X-X, +D+0.60W+H 1.50 X-X, +D+0.70E+H 1.50 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.450W+H 1.50 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 X-X, +0.60D+0.60W+0.60H 1.50 X-X, +0.60D+0.70E+0.60H 1.50 Z-Z, +D+H 1.50 Z-Z, +D+L+H 1.50 Z-Z, +D+Lr+H 1.50 Z-Z, +D+S+H 1.50 Z-Z, +D+0.750Lr+0.750L+H 1.50 Z-Z, +D+0.750L+0.750S+H 1.50 Z-Z, +D+0.60W+H 1.50 Z-Z, +D+0.70E+H 1.50 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 Z-Z, +0.60D+0.60W+0.60H 1.50 Z-Z, +0.60D+0.70E+0.60H 1.50 Overturning Stability Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H
Xecc n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 4.773 4.773 4.773 4.773 4.773 4.773 4.773 11.288 4.773 4.773 9.659 4.773 15.632
(in)
Zecc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.3385 0.3385 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Overturning Moment None None None None None None None None None
0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.5642 0.3385 0.3385 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft
16
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.2332 0.2332 0.2332 0.2332 0.2332 0.2332 0.2332 0.0 0.2332 0.2332 0.0 0.1399 0.0
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8951 0.8951 0.8951 0.8951 0.8951 0.8951 0.8951 1.405 0.8951 0.8951 1.247 0.5371 1.274
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity
Actual / Allow Ratio 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.376 0.226 0.226 0.597 0.597 0.597 0.597 0.597 0.597 0.597 0.937 0.597 0.597 0.831 0.358 0.849
Status OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
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Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Overturning Stability Rotation Axis & Load Combination... X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H
Overturning Moment None None None None None None None None None None None 4.901 k-ft None None 3.676 k-ft None 4.901 k-ft
Resisting Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 22.066 k-ft 14.041 k-ft 22.066 k-ft 22.066 k-ft 14.041 k-ft 13.240 k-ft 8.425 k-ft
Stability Ratio Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity Infinity 2.865 Infinity Infinity 3.820 Infinity 1.719
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK All units k
Resisting Force 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 3.125 k 3.125 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 4.208 k 3.125 k 3.125 k 4.208 k 4.208 k 4.208 k
Stability Ratio No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding 4.722 No Sliding No Sliding 6.296 No Sliding 3.507 No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding No Sliding
Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Sliding Stability Force Application Axis Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X, +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.70E+H X-X, +D+0.750Lr+0.750L+0.450W+H X-X, +D+0.750L+0.750S+0.450W+H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.60W+0.60H X-X, +0.60D+0.70E+0.60H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.750L+0.750S+0.450W+H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +0.60D+0.70E+0.60H Z-Z, +D+0.60W+H Z-Z, +D+0.70E+H Z-Z, +D+0.750Lr+0.750L+0.450W+H Footing Flexure Flexure Axis & Load Combination
X-X, +1.40D+1.60H X-X, +1.40D+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50L+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H X-X, +1.20D+1.60Lr+0.50W+1.60H
Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.6683 k 0.0 k 0.8911 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Mu k-ft
0.1759 0.1759 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508
Side
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z
Tension Surface
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom
As Req'd in^2
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
17
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349
Status OK OK OK OK OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Footing Flexure Flexure Axis & Load Combination
X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+0.50L+1.60S+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+1.60S+0.50W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50Lr+0.50L+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.50S+W+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +1.20D+0.50L+0.20S+E+1.60H X-X, +0.90D+W+0.90H X-X, +0.90D+W+0.90H X-X, +0.90D+E+0.90H X-X, +0.90D+E+0.90H Z-Z, +1.40D+1.60H Z-Z, +1.40D+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+0.50Lr+1.60L+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50L+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+1.60Lr+0.50W+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+0.50L+1.60S+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+1.60S+0.50W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.50S+W+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +1.20D+0.50L+0.20S+E+1.60H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+W+0.90H Z-Z, +0.90D+E+0.90H Z-Z, +0.90D+E+0.90H One Way Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Punching Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H
Mu k-ft
0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1508 0.1131 0.1131 0.1131 0.1131 0.1092 0.01169 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.09361 0.01002 0.4248 0.02045 0.07021 0.007517 0.3313 0.02059
Side
Tension Surface
+Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X -X +X
Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Top Bottom Bottom Bottom Top Bottom
Vu @ -X Vu @ +X 1.277 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 1.095 psi 5.006 psi 0.8212 psi 3.754 psi Vu 6.287 6.287 6.287 6.287 6.287 6.287
psi psi psi psi psi psi
0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi 0 psi
As Req'd in^2
0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592
Gvrn. As in^2
Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp %
Actual As in^2
0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425 0.5425
Phi*Mn k-ft
Status
13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 13.349 20.673 13.349 13.349 13.349 20.673 13.349
OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK
Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 2.327 psi 2.327 psi 2.327 psi 82.158 psi 0.02832 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 1.994 psi 82.158 psi 0.02428 OK 1.994 psi 1.994 psi 5.006 psi 82.158 psi 0.06093 OK 1.496 psi 1.496 psi 1.496 psi 82.158 psi 0.01821 OK 1.496 psi 1.496 psi 3.754 psi 82.158 psi 0.04569 OK All units k Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
18
Vu / Phi*Vn 0.0395 0.0395 0.0395 0.0395 0.0395 0.0395
Status OK OK OK OK OK OK
ENERCALC Structural Calculations
Project Title:
Project ID:
Engineer:
Project Descr:
Printed: 6 OCT 2016, 11:13AM
File = p:\SEIFIL~1\SPRING~1\SPRING~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
General Footing
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Air Stripper Foundation Eccentric Footing Description :
Punching Shear Load Combination... +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H
All units k Vu 6.287 6.287 6.287 6.287 6.287 6.287
psi psi psi psi psi psi
Phi*Vn 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi 159.182 psi
19
Vu / Phi*Vn 0.0395 0.0395 0.0395 0.0395 0.0395 0.0395
Status OK OK OK OK OK OK
Anchor Designer™ Software Version 2.0.5090.63
Company: Engineer: Project: Address: Phone: E-mail:
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
10/6/2016 1/4
1.Project information Customer company: Customer contact name: Customer e-mail: Comment:
Project description: Location: Fastening description:
2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, hef (inch): 10.000 Anchor category: Anchor ductility: Yes hmin (inch): 11.63 Cmin (inch): 5.25 S min (inch): 5.25
Base Material Concrete: Normal-weight Concrete thickness, h (inch): 48.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.2 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate
Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
20 15
Anchor Designer™ Software Version 2.0.5090.63
Company: Engineer: Project: Address: Phone: E-mail:
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
10/6/2016 2/4
Recommended Anchor Anchor Name: J- or L-Bolt - 7/8"Ø J- or L-Bolt, F1554 Gr. 36
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
21 16
Company: Engineer: Project: Address: Phone: E-mail:
Anchor Designer™ Software Version 2.0.5090.63
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
10/6/2016 3/4
3. Resulting Anchor Forces Anchor Tension load, Nua (lb)
Shear load x, V uax (lb)
Shear load y, V uay (lb)
Shear load combined, √(Vuax)²+(Vuay)² (lb)
1
0.0
2500.0
-800.0
2624.9
Sum
0.0
2500.0
-800.0
2624.9
Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
8. Steel Strength of Anchor in Shear (Sec. D.6.1) V sa (lb) fgrout f fgroutfVsa (lb) 16080
1.0
0.65
10452
9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in x-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) le (in)
da (in)
7.00
0.88
la 1.00
f’c (psi)
ca1 (in)
V bx (lb)
2500
6.00
6614
Yh,V 1.000
6614
fV cbx =f (AVc / AVco)Yed,VYc,VYh,VVbx (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 0.900
Yc,V 1.200
V bx (lb)
f 0.70
fVcbx (lb) 4167
f 0.70
fVcby (lb) 4167
f 0.70
fVcby (lb) 9259
Shear perpendicular to edge in y-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) le (in)
da (in)
7.00
0.88
la 1.00
f’c (psi)
ca1 (in)
V by (lb)
2500
6.00
6614
Yh,V 1.000
6614
fV cby =f (AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 0.900
Yc,V 1.200
V by (lb)
Shear parallel to edge in y-direction: V bx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) le (in)
da (in)
7.00
0.88
la 1.00
f’c (psi)
ca1 (in)
V bx (lb)
2500
6.00
6614
Yh,V 1.000
6614
fV cby =f (2)(AVc / AVco)Yed,VYc,VYh,VVbx (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 1.000
Yc,V 1.200
V bx (lb)
Shear parallel to edge in x-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-33 & Eq. D-34) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
22 17
Company: Engineer: Project: Address: Phone: E-mail:
Anchor Designer™ Software Version 2.0.5090.63
le (in)
da (in)
7.00
0.88
la 1.00
Sunrise Engineering Date: SMH Page: Springville Air Stripper Connection
f’c (psi)
ca1 (in)
V by (lb)
2500
6.00
6614
Yh,V 1.000
6614
10/6/2016 4/4
fV cbx =f (2)(AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1 & Eq. D-30) A Vc (in2)
A Vco (in2)
135.00
162.00
Yed,V 1.000
Yc,V 1.200
f 0.70
V by (lb)
fVcbx (lb) 9259
10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3)
fVcp = fkcpNcb = fkcp(ANc / ANco)Yed,NYc,NYcp,NNb (Eq. D-40) kcp
A Nc (in2)
A Nco (in2)
2.0
441.00
900.00
Yed,N 0.820
Yc,N 1.000
Ycp,N 1.000
11. Interaction of Tensile and Shear Forces (Sec. D.7) Factored Load, V ua (lb) Design Strength, øVn (lb) Shear Steel 2625 10452 T Concrete breakout x+ 2500 4167 T Concrete breakout y800 4167 || Concrete breakout x+ 800 9259 || Concrete breakout y2500 9259 Concrete breakout, combined Pryout 2625 21346
Nb (lb)
37947
f 0.70
fVcp (lb) 21346
Ratio 0.25 0.60 0.19 0.09 0.27 0.63
Status Pass Pass Pass Pass Pass Pass (Governs)
0.12
Pass
7/8"Ø J- or L-Bolt, F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
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