utah divison of wildlife resources springville fish hatchery air stripper
UTAH DIVISON OF WILDLIFE RESOURCES SPRINGVILLE FISH HATCHERY AIR STRIPPER STRUCTURAL CALCULATIONS
2/01/17
02/01/2017
PREPARED BY: SUNRISE ENGINEERING, INC. 6875 SOUTH 900 EAST MIDVALE, UTAH 84047
SPRINGVILLE FISH HATCHERY AIR STRIPPER 2016 STRUCTURAL CALCULATIONS TABLE OF CONTENTS SECTION
PAGE NO.
SEISMIC LOADING ON RECTANGULAR TANKS
1
RISA 3D FEA MODEL ANALYSIS
4
REINFORCEMENT DESIGN IN WALLS
5
RISA 3D FEA MODEL GRAPHIC OUTPUT
20
FOUNDATION SLAB ANALYSIS
25
CONCRETE SUSPENDED ROOF SLAB ANALYSIS
35
RECTANGULAR TANK- GENERAL SEISMIC LOADING EVALUATION Fish Hatchery Air Stripper Base Data Concrete Unit Weight Concrete Strength Concrete Modulus of Elasticity Fluid Unit Weight
gc f'c Ec gw
150 4000 3604997 62.43
pcf psi psi pcf
Parameters of Tank Inducing Fluid Seismic Forces Inside Length of Long Side of Tank lb Exterior Wall Thickness tE Center to Center Length of Long Side b Inside Length of Short Side of Tank lc Center to Center Length of Short Side c Height of Tank from Top of Slab a Height of Soil Against Wall as Soil Coefficient of Friction ms
11 1.00 12.00 7 8 13.67 6.00 0.37
ft ft ft ft ft ft ft
Seismic Design of Tank Seismic Design Data (IBC Method) Site Class = Importance Factor, I = Response Modification Factor, R = Impulsive Response Modification Factor, Ri = Convective Response Modification Factor, Rc =
D 1.00 2.00 3.00 1.00
Spectral acceleration for short periods, Ss = Actual Coefficient, Fa = Spectral acceleration for a 1-second period, S1 = Actual Coefficinet, Fv =
1.14 1.04 0.42 1.58
Maximum spectral response for short periods, SMS = Maximum spectral response for 1-second periods, SM1 =
1.191 0.664
Design spectral response acceleration for short periods, SDS Design spectral response acceleration for 1-sec. periods, SD1
0.794 0.442
Seismic Design Category, SDC = Seismic Load Analysis (Perpendicular to Long Wall) Weight of Structure Inside to Inside Length of Perpendicular Wall, Lp = Inside to Inside Length of Parallel Wall, LL = Height of Walls, HW = Thickness of Walls, t w = Height of Liquid, HL = Height of Soil HS = Lp / HL = WI / WL = Wc / WL = Weight of Liquid, W L = LP x LL x HL x gW = Impulsive Weight of Fluid, W I = Convective Weight of Fluid, W c = Weight of Exterior Walls, W we = Weight of Interior Walls, W wi = Weight of Roof, W R = Effective height of impulsive weight, h I / HL = Effective height of convective weight, h c / HL = Height of impulsive weight, h i = Height of compulsive weight, h c = Mean height of exterior walls, h WE = Mean height of interior walls, h WI = Mean height of roof slab, h R = Periods of Structure Total Weight, W = W I + W we + W wi + W R = Mean height at which the inertia force and its contents act, Period coefficient, K = (E c/48) (t w/h )3 = Impulsive Period, T I = Convective Period Factor, 2p/g = Convective Period, T c = T s=
D
11.00 7.00 13.67 12.00 10.67 6.00 1.03 0.80 0.27 51,276 40,932 13,899 82,000 14350 10000 0.40332031 0.703 4.30 7.50 6.83 6.84 13.67 147,282 6.59 453 0.63 0.69 2.27 0.56
Seismic Load Analysis (Perpendicular to Short Wall) Weight of Structure Inside to Inside Length of Perpendicular Wall, Lp = Inside to Inside Length of Parallel Wall, LL = Height of Walls, HW = Thickness of Walls, t w = Height of Liquid, HL = Height of Soil HS = Lp / HL = WI / WL = Wc / WL = Weight of Liquid, W L = LP x LL x HL x gW = Impulsive Weight of Fluid, W I = Convective Weight of Fluid, W c = Weight of Exterior Walls, W we = Weight of Interior Walls, W wi = Weight of Roof, W R = Effective height of impulsive weight, h I / HL = Effective height of convective weight, h c / HL = Height of impulsive weight, h i = Height of compulsive weight, h c = Mean height of exterior walls, h WE = Mean height of interior walls, h WI = Mean height of roof slab, h R =
ft ft ft in ft ft
lb lb lb lb lb lb
ft ft ft ft ft
7.00 11.00 13.666667 12.00 10.67 6.00 0.66 0.90 0.17 51,276 46,386 8,882 82,000 14,350 10,000 0.438 0.796 4.68 8.49 6.83 6.84 13.67
Periods of Structure Total Weight, W = W I + W we + W wi + W R = 152,736 Mean height at which the inertia force and its contents act, 6.63 Period coefficient, K = (E c/48) (t w/h )3 = 446 Impulsive Period, T I = 0.65 Convective Period Factor, 2p/g = 0.69 Convective Period, T c = 1.83 T s= 0.56
lb ft kip/ft sec sec sec
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Springville Rec tank Loading.xls
1
ft ft in ft ft
lb lb lb lb lb lb
ft ft ft ft ft lb ft kip/ft sec sec sec
Base Shear Calculation CI= CC= Ct= Effective mass coefficient, e =
0.70 0.29 0.07 0.84
Base Shear Calculation CI= CC= Ct= Effective mass coefficient, e =
0.68 0.36 0.32 0.90
Weight of (1) long wall, W WL = Number of Walls Exterior Wall Inertia, Pe'W = Interior Wall Inertia, Pi'W = Roof Inertia, Pr = Impulsive Force, PI = Convective Force, PC = Dynamic Earth Pressure Resultant, PE =
22.55 2.00 4.42 2.79 2 10 4 7
kips
14.35 3.00 2.95 5.22 2 11 3 5
kips
kips kips kips kips kips kips
Weight of (1) short wall, W WL = Number of Walls Exterior Wall Inertia, Pe'W = Interior Wall Inertia, Pi'W = Roof Inertia, Pr = Impulsive Force, PI = Convective Force, PC = Dynamic Earth Pressure Resultant, PE =
Vi = VC = Mononobe-Okabe Dynamic Earth Pressure Resultant, PAE = Base Shear from Dynamic Soil, VE = Base Shear Neglecting Dynamic Soil, VT = sqrt(VI2 + VC2) = Total Base Shear, VT = sqrt(VI2 + VC2 +PE2) =
24 4 648 7,128 24 24,923 25
kip kip lb/ft lb kip kip kip
Vi = 27 VC = 3 Mononobe-Okabe Dynamic Earth Pressure Resultant, P 648.00 Base Shear from Dynamic Soil, VE = 4,536 Base Shear Neglecting Dynamic Soil, VT = sqrt(VI2 + VC2) = 27 Total Base Shear, VT = sqrt(VI2 + VC2 +PE2) = 27,462 27
kip kip lb/ft lb lb lb kip
kips kips kips kips kips kips
Overturning Moment Calculations EBP Mw = Mr = MI = MC =
Overturning Moment Calculations 79,562 31,909 41,114 30,433
ft-lb ft-lb ft-lb ft-lb
Mw = Mr = MI = MC =
96,069 31,107 49,381 27,403
ft-lb ft-lb ft-lb ft-lb
Total Overturning Moment, M b =
155,591
ft-lb
Total Overturning Moment, M b =
178,670
ft-lb
Total Weight of Tank and Contents = Resisting Moment = FS =
157,626 367,794 2.36
lb ft-lb OK
Total Weight of Tank and Contents = Resisting Moment = FS =
157,626 577,961 3.23
lb ft-lb OK
Sliding Calculations Total Weight of Tank and Contents = Sliding Resistance = FS =
157,626 58,322 2.34
lb lb OK
Sliding Calculations Total Weight of Tank and Contents = Sliding Resistance = FS =
157,626 58,322 2.12
lb lb OK
PI PI
Pressure Distribution on Walls For Impulsive Force Piy = PI x (4HL -6h I) - [(6HL-12h I) (y /HL)] 2HL2 At bot, y = 0 Pi y = At top, y = 10.7 Pi y =
0.06 0.03
PI PI
PC PC
For Convective Force PCy = PC x (4HL -6h C) - [(6HL-12h C) (y /HL)] 2HL2 At bot, y = 0 PCy = At top, y = 10.7 PCy =
-0.04 0.13
PC PC
PE PE
For Dynamic Earth Pressure Resultant PEy = PE x 2y Hs2 At bot, y = 0 At top, y = 6.0
0.00 0.33
PE PE
Determination of Wall Pressures (Long Wall) Pressure Distribution on Walls For Impulsive Force Piy = PI x (4HL -6h I) - [(6HL-12h I) (y /HL)] 2HL2 At bot, y = 0 At top, y = 10.7 For Convective Force PCy = PC x (4HL -6h C) - [(6HL-12h C) (y /HL)] 2HL2 At bot, y = 0 At top, y = 10.7 For Dynamic Earth Pressure Resultant PEy = PE x 2y Hs2 At bot, y = 0 At top, y = 6.0
Determination of Wall Pressures (Short Wall)
Pi y = Pi y =
PCy = PCy =
PEy = PEy =
0.07 0.02
-0.01 0.10
0.00 0.33
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Springville Rec tank Loading.xls
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PEy = PEy =
Pressure Distribution on Walls Continued… Pressure due to inertia, qW (P'W 1,000) 2 ((LP+2t W) HW)
qW =
24.90
psf
Pressure Distribution on Walls Continued… Pressure due to inertia, q (PW 1,000) 2 ((LP+2t W) HW)
qW =
23.96
psf
Pressure due to impulsive force, qI = Piy 1000 LP
qIbot =
64
psf
qIbot =
97
psf
qItop =
17
psf
Pressure due to impulsive force, qI = Piy 1000 LP
qItop =
45
psf
Pressure due to convective force, qC = PCy 1000 LP
qCbot =
-4
psf
qCbot =
-17
psf
qCtop =
38
psf
Pressure due to convective force, qC = PCy 1000 LP
qCtop =
60
psf
Pressure due to dynamic earth force, qE = PEy 1000 (LP + 2t w)
qEbot =
0
qEbot =
0
qEtop =
183
Pressure due to dynamic earth force, qE = PEy 1000 (LP + 2t w)
qEtop =
168
psf
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Springville Rec tank Loading.xls
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psf
Y
Z
X
N7
N12
N9
N8 N11 WP1 N10 WP4 WP2 N1
WP3
N6
N3
N2 N5 N4 Sunrise Engineering Trenton Brown
SK - 6 Springville Fish Hatchery
Jan 31, 2017 at 6:10 PM untitled.r3d
4
Company Designer Job Number Model Name
: Sunrise Engineering : Trenton Brown : : Springville Fish Hatchery
Jan 31, 2017 6:13 PM Checked By: SH/KJM
Joint Coordinates and Temperatures 1 2 3 4 5 6 7 8 9 10 11 12
Label
X [ft]
Y [ft]
Z [ft]
Temp [F]
N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12
.5 .5 8 8 8 .5 .5 .5 8 8 8 .5
0 0 0 0 0 0 13.667 13.667 13.667 13.667 13.667 13.667
0 12 0 12 7.5 7.5 0 12 0 12 7.5 7.5
0 0 0 0 0 0 0 0 0 0 0 0
Detach From Diap...
Concrete Wall Panel Rebar Parameters Label
1
Vert Bar Si...Max Vert Bar ...Min Vert Bar ... Vert Bar In...Horz Bar S...Max Horz Bar...Min Horz Bar ...Horz Bar In...Group ...
Typical
#6
18
4
2
#4
18
4
2
Wall Panel Data 1 2 3 4
Label
A Joint
B Joint
C Joint
D Joint
WP1 WP2 WP3 WP4
N2 N4 N2 N6
N1 N10 N8 N12
N7 N9 N10 N11
N8 N3 N4 N5
Material Type Material Set Thicknes... Design Rule Concrete Conc4000NW 12 Typical Concrete Conc4000NW 12 Typical Concrete Conc4000NW 12 Typical Concrete Conc4000NW 12 Typical
Panel/Spacing
N/A N/A N/A N/A
Wall Panel Surface Loads (BLC 5 : Fluid Load) 1 2 3 4 5 6
Wall Panel Label
Direction
WP1 WP3 WP2 WP4 WP4 WP4
z z z z z z
Top Magnitude[psf,...Bottom Magnitude[...
0 0 0 0 0 0
Start Location[ft]
Height[ft]
0 0 0 0 0 0
10 10 10 10 10 10
Start Location[ft]
Height[ft]
0 0 0 0 0 0
5.833 5.833 5.833 6 6 6
Start Location[ft]
Height[ft]
0
10
624 624 624 624 -624 624
Wall Panel Surface Loads (BLC 7 : Lateral Soil Load) 1 2 3 4 5 6
Wall Panel Label
Direction
WP2 WP2 WP1 WP2 WP3 WP1
z z z z z z
Top Magnitude[psf,...Bottom Magnitude[...
0 0 0 0 0 0
0 0 0 -390 -390 -390
Wall Panel Surface Loads (BLC 9 : Impulsive Water Pressure) 1
Wall Panel Label
Direction
WP2
X
RISA-3D Version 14.0.1
Top Magnitude[psf,...Bottom Magnitude[...
17
64
[C:\Users\kmilne\Documents\RISA\Model Files\untitled.r3d]
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Page 1
Company Designer Job Number Model Name
: Sunrise Engineering : Trenton Brown : : Springville Fish Hatchery
Jan 31, 2017 6:13 PM Checked By: SH/KJM
Wall Panel Surface Loads (BLC 9 : Impulsive Water Pressure) (Continued) 2 3 4
Wall Panel Label
Direction
WP1 WP3 WP4
X Z Z
Top Magnitude[psf,...Bottom Magnitude[...
17 45 45
Start Location[ft]
Height[ft]
0 0 0
10 10 10
Start Location[ft]
Height[ft]
0 0 0 0
10 10 10 10
Start Location[ft]
Height[ft]
0 0 0 0
13.67 13.67 13.67 13.67
Start Location[ft]
Height[ft]
0 0
6 6
64 97 97
Wall Panel Surface Loads (BLC 10 : Convective Water Pressure) 1 2 3 4
Wall Panel Label
Direction
WP3 WP4 WP2 WP1
Z Z X X
Top Magnitude[psf,...Bottom Magnitude[...
60 60 38 38
-17 -17 -4 -4
Wall Panel Surface Loads (BLC 13 : Wall Inertial Load) 1 2 3 4
Wall Panel Label
Direction
WP4 WP3 WP1 WP2
Z Z X X
Top Magnitude[psf,...Bottom Magnitude[...
25 25 25 25
25 25 25 25
Wall Panel Surface Loads (BLC 14 : Dynamic Soil Force Passive) 1 2
Wall Panel Label
Direction
WP2 WP3
z z
RISA-3D Version 14.0.1
Top Magnitude[psf,...Bottom Magnitude[...
-183 -168
0 0
[C:\Users\kmilne\Documents\RISA\Model Files\untitled.r3d]
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Page 2
LOAD CASE 1: BENDING MOMENTS (My) & REINFORCEMENT IN WALL Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, fs (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 6.50 3.00 10.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior Reinforcement)
1250
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Un-Factored Bending Moment (ft-lb/ft) 575
Enter from FEA
1250 0.0110 0.0110 0.043 0.0006 0.043
Enter from FEA
At Max. Moment 1250 0.0110 0.0110 0.043 0.0006 0.043
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
Safety Factor 7.12 7.12 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Outside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
At Max. Moment 1.7 1.35 12 0.625 20.0 575 0.307 0.0039 8.04 0.22 0.93 3.74 5.35
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
7
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LOAD CASE 1: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, fs (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 6.50 3.00 10.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior Reinforcement)
2000
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Un-Factored Bending Moment (ft-lb/ft) 925
Enter from FEA
2000 0.0175 0.0177 0.069 0.0009 0.069
Enter from FEA
At Max. Moment 2000 0.0175 0.0177 0.069 0.0009 0.069
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
Safety Factor 4.44 4.44 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Outside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
At Max. Moment 1.7 1.35 12 0.625 20.0 925 0.307 0.0039 8.04 0.22 0.93 6.01 3.33
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
8
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LC 2: BENDING MOMENTS (My) & REINFORCEMENT IN WALL DUE TO SOIL PRESSURE (TANK EMPTY AND BACKFILLED) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, f s (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 8.50 3.00 12.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Un-factored Bending Top of Wall (ft) (ft-lb/ft) Moment (ft-lb/ft)
Max Bending Moment (Interior Reinf.)
650
300
Inside Wall Face Steel Requirement Maximum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
650 0.0033 0.0034 0.017 0.0002 0.017
Outside Wall Face Steel Requirement Maximum Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Vertical Steel per Foot - Outside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
650 0.0033 0.0034 0.017 0.0002 0.017
Enter from FEA
Enter from FEA
Chosen Steel Configuration Wall
Required Actual Steel Area per Foot, Bar Size (#) Spacing (inches As (si) o.c.)
Safety Factor
Inside Wall 5 12 0.31 Outside Wall 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
17.92 17.92 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Inside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Maximum Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
1.7 1.35 12 0.625 20.0 300 0.307 0.0030 8.04 0.20 0.93 1.48 13.54
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
9
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LC 2: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL DUE TO SOIL PRESSURE (TANK EMPTY AND BACKFILLED) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, f s (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 9.50 2.00 12.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Un-factored Bending Top of Wall (ft) (ft-lb/ft) Moment (ft-lb/ft)
Max Bending Moment (Interior Reinf.)
725
320
Inside Wall Face Steel Requirement Maximum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
725 0.0030 0.0030 0.017 0.0001 0.017
Outside Wall Face Steel Requirement Maximum Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Vertical Steel per Foot - Outside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
725 0.0030 0.0030 0.017 0.0001 0.017
Enter from FEA
Enter from FEA
Chosen Steel Configuration Wall
Required Actual Steel Area per Foot, Bar Size (#) Spacing (inches As (si) o.c.)
Safety Factor
Inside Wall 5 12 0.31 Outside Wall 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
17.94 17.94 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Inside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Maximum Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
1.7 1.35 12 0.625 20.0 320 0.307 0.0027 8.04 0.19 0.94 1.41 14.23
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
10
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LOAD CASE 1 & 2: WORST CASE SHEAR & REINFORCEMENT IN WALL Springville Fish Hatchery Air Stripper Miscellaneous Values Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Shear Strength Reduction Factor, f
3,000 9.50 2.00 12.00 0.75
psi in in in
Concrete Shear Capacity Summary Table Shear Capacity of Concrete Wall per Foot, fVc Maximum Applied Shear at Wall Base per Foot, Vu Safety Factor
9366 1425 6.57
lb lb
Worst Case from LC1 & LC 2 Enter from FEA
This is actually a conservative safety factor: "In the case of shear design, the EDF is applied to the excess shear strength carried by shear reinforcement only.
Base Steel Shear Capacity Summary Table Bar Size (#) Vertical Reinforcement - Inside Wall 5 Vertical Reinforcement - Outside Wall 5 Total Steel Area per Foot, As (si) Steel Yield Strength, fy (psi) Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Reinforcement per Foot, fVn (psi) Shear Stress due to Factored Loads, Vu (psi) Safety Factor
Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
12 12
0.31 0.31 0.61 60,000 0.75 45,000 2,322 19.38
Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu (lb) 1425.0 Coefficient of Friction for shear friction, m 0.6 Required Area of Shear Transfer Reinforcement, Avf (si) 0.053 Assume Dowel matches vertical steel, & only one side is available to resist shear Area of steel available to resist shear friction, Asvf (si) 0.31 11044.7 Shear Friction Strength based on steel, Vn (lb) Shear Friction Code Maximum, Vn (lb) 11044.7 Shear Friction Resistance, fVn (lb) 8283.5 Safety Factor 5.81
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
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1/31/2017
LOAD CASE 3: BENDING MOMENTS (My) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, fs (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
ACI 350 9.2.6.1
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
675 575 675 575
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
675 0.0044 0.0045 0.020 0.0002 0.020
Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
At Max. Moment 675 0.0044 0.0045 0.020 0.0002 0.020
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
Safety Factor 15.24 15.24 Yes Yes Yes
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
12
OK- Within 5%
1/31/2017
LOAD CASE 3: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, f s (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
1100 950 1100 950
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
1100 0.0072 0.0073 0.033 0.0004 0.033 At Max. Moment 1100 0.0072 0.0073 0.033 0.0004 0.033
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
13
Safety Factor 9.35 9.35 Yes Yes Yes
1/31/2017
LOAD CASE 4: BENDING MOMENTS (My) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, fs (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
ACI 350 9.2.6.1
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
600 400 600 400
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
600 0.0040 0.0040 0.018 0.0002 0.018
Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
At Max. Moment 600 0.0040 0.0040 0.018 0.0002 0.018
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
14
Safety Factor 17.14 17.14 Yes Yes Yes
OK- Within 5%
1/31/2017
LOAD CASE 4: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, f s (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
675 475 675 475
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
675 0.0044 0.0045 0.020 0.0002 0.020 At Max. Moment 675 0.0044 0.0045 0.020 0.0002 0.020
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
15
Safety Factor 15.24 15.24 Yes Yes Yes
1/31/2017
LOAD CASE 3 & 4: OUT-OF PLANE (Qy) AND IN-PLANE SHEAR & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Concrete Compressive Strength, f'c effective depth, d Protective Reinforcement Cover Tank Wall Thickness Shear Strength Reduction Factor, f
4,000 11.50 2.00 14.00 0.75
Concrete Shear Capacity Summary Table Shear Capacity of Concrete Wall per Foot, fVc Applied Shear at Wall Base per Foot, Vu Safety Factor
13092 900 14.55
psi in in in
Enter from FEA
This is actually a conservative safety factor: "In the case of shear design, the EDF is applied to the excess shear strength carried by shear reinforcement only.
Base Steel Shear Capacity Summary Table Bar Size (#)
Spacing (inches o.c.)
Vertical Reinforcement - Inside Wall 5 Vertical Reinforcement - Outside Wall 5 Total Steel Area per Foot, As (si) Steel Yield Strength, fy (psi) Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Reinforcement per Foot, fVn (psi) Shear Stress due to Factored Loads, Vu (psi) Safety Factor
Actual Steel Area per Foot, As (si)
12 12
0.31 0.31 0.61 60,000 0.75 45,000 1,467 30.68
in2 in2 in2 lb/in2
lb/in2
Radial Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu 900.0 lb Coefficient of Friction for shear friction, m 0.6 in2 Required Area of Shear Transfer Reinforcement, Avf 0.033 Assume Dowel matches vertical steel, & only one side is available to resist shear in2 Area of steel available to resist shear friction, Asvf 0.31 Shear Friction Strength based on steel, Vn 11044.7 lb Shear Friction Code Maximum, Vn 11044.7 lb Shear Friction Resistance, fVn 8283.5 lb Safety Factor 9.20
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
16
1/31/2017
In-Plane Shear Check Max. In-Plane Shear Aspect Ratio hw/lw Concrete Compressive Strength Factor, ac Horizontal Bar Size (#) Vertical Spacing of Horizontal Bars Individual Horizontal Bar Area Number of Horizontal Bar Curtains (#) Calculated Horizontal Bar Steel Ratio, r Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Wall in Vertical Plane, FVn Safety Factor
1.50 0.02 3.0 6 6 0.44 2 0.011 0.75 103 69.0
Transverse Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu (lb) 1500.0 Coefficient of Friction for shear friction, m 0.6 Required Area of Shear Transfer Reinforcement, Avf (si) 0.056 Area of steel available to resist shear friction, Asvf (si) 0.614 Shear Friction Strength based on steel, Vn (lb) 22089.3 22089.3 Shear Friction Code Maximum, Vn (lb) Shear Friction Resistance, fVn (lb) 16567.0 Safety Factor 11.04
From FEA
in in2
kip/ft
lb in2 in2 lb lb lb
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
17
kip/ft
1/31/2017
LOAD CASE 3 & 4: OUT OF PLANE (Qy) AND IN-PLANE (Qx) SHEAR & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Concrete Compressive Strength, f'c effective depth, d Protective Reinforcement Cover Tank Wall Thickness Shear Strength Reduction Factor, f
4,000 11.50 2.00 14.00 0.75
Concrete Shear Capacity Summary Table Shear Capacity of Concrete Wall per Foot, fVc Applied Shear at Wall Base per Foot, Vu Safety Factor
13092 1050 12.47
psi in in in
Enter from FEA
This is actually a conservative safety factor: "In the case of shear design, the EDF is applied to the excess shear strength carried by shear reinforcement only.
Base Steel Shear Capacity Summary Table Bar Size (#)
Spacing (inches o.c.)
Vertical Reinforcement - Inside Wall 5 Vertical Reinforcement - Outside Wall 5 Total Steel Area per Foot, As (si) Steel Yield Strength, fy (psi) Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Reinforcement per Foot, fVn (psi) Shear Stress due to Factored Loads, Vu (psi) Safety Factor
Actual Steel Area per Foot, As (si)
12 12
0.31 0.31 0.61 60,000 0.75 45,000 1,711 26.30
2
in 2 in 2 in 2 lb/in
lb/in
2
Radial Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu 1050.0 lb Coefficient of Friction for shear friction, m 0.6 2 in Required Area of Shear Transfer Reinforcement, Avf 0.039 Assume Dowel matches vertical steel, & only one side is available to resist shear 2 in Area of steel available to resist shear friction, Asvf 0.31 Shear Friction Strength based on steel, Vn 11044.7 lb Shear Friction Code Maximum, Vn 11044.7 lb 8283.5 lb Shear Friction Resistance, fVn Safety Factor 7.89
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
18
1/31/2017
In-Plane Shear Check Max. In-Plane Shear Aspect Ratio hw/lw Concrete Compressive Strength Factor, ac Horizontal Bar Size (#) Vertical Spacing of Horizontal Bars Individual Horizontal Bar Area Number of Horizontal Bar Curtains (#) Calculated Horizontal Bar Steel Ratio, r Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Wall in Vertical Plane, FVn Safety Factor
1.50 0.02 3.0 6 6 0.44 2 0.011 0.75 103 69.0
Transverse Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu (lb) 1500.0 Coefficient of Friction for shear friction, m 0.6 Required Area of Shear Transfer Reinforcement, Avf (si) 0.056 Area of steel available to resist shear friction, Asvf (si) 0.614 Shear Friction Strength based on steel, Vn (lb) 22089.3 Shear Friction Code Maximum, Vn (lb) 22089.3 Shear Friction Resistance, fVn (lb) 16567.0 Safety Factor 11.04
From FEA
in in2
kip/ft
lb in2 2 in lb lb lb
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
19
kip/ft
1/31/2017
Wall Panel Moment y lb-ft per ft ( LC 5 ) 1240 1100 960 820 680 540 400 260 120 -20 -160
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 5, LC1-ASCE Strength 3 (c) (Bending) Sunrise Engineering Trenton Brown
SK - 15 Springville Fish Hatchery LC1 MOMENT MY
20
Jan 31, 2017 at 6:49 PM untitled.r3d
Wall Panel Moment x lb-ft per ft ( LC 5 ) 1950 1650 1350 1050 750 450 150 -150 -450 -750 -1050
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 5, LC1-ASCE Strength 3 (c) (Bending) Sunrise Engineering Trenton Brown
SK - 16 Springville Fish Hatchery LC1 MOMENT MX
21
Jan 31, 2017 at 6:49 PM untitled.r3d
Wall Panel Moment y lb-ft per ft ( LC 7 ) 90.4 18.4 -53.6 -125.6 -197.6 -269.6 -341.6 -413.6 -485.6 -557.6 -629.6
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 7, LC2-ASCE Strength 2 (a) (Bending) Sunrise Engineering Trenton Brown
SK - 18 Springville Fish Hatchery LC2 MOMENT MY
22
Jan 31, 2017 at 6:50 PM untitled.r3d
Wall Panel Moment x lb-ft per ft ( LC 7 ) 294 195 96 -3 -102 -201 -300 -399 -498 -597 -696
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 7, LC2-ASCE Strength 2 (a) (Bending) Sunrise Engineering Trenton Brown
SK - 17 Springville Fish Hatchery LC2 MOMENT MX
23
Jan 31, 2017 at 6:50 PM untitled.r3d
Wall Panel Shear y lb per ft ( LC 17 ) 1100 850 600 350 100 -150 -400 -650 -900 -1150 -1400
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 17, LC1-ASCE Strength 1 (Shear) Sunrise Engineering Trenton Brown
SK - 14 Springville Fish Hatchery
Jan 31, 2017 at 6:47 PM untitled.r3d
24
FOUNDATION ANALYSIS Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Slabs Label
Thickness[in]
Material
Local Axis Angle[deg]
S1
12
Conc4000NW
0
1
Envelope Slab Soil Pressures 1
Label
UC
LC
Soil Pressure[psf]
Allowable Bearing[psf]
Point
S1
.924
9
1386.574
1500
N21
Load Combinations 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Label So...Se...A... SF Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac... LC1-AS... Yes DL 1.4 FL 2.61 LC1-AS... Yes EPL 1.6 FL 2.61 DL 1.2 LL 1.6 LLS 1.6 RLL .5 LC1-AS... Yes EPL 1.6 FL 2.61 DL 1.2 LL 1.6 LLS 1.6 SL .5 LC1-AS... Yes DL 1.2 RLL 1.6 LL 1 FL 2.61 LC1-AS... Yes DL 1.2 SL 1.6 LL 1 FL 2.61 LC1-AS... Yes Yes DL 1 SL 1 LL 1 FL 1 LC2-AS... Yes EPL 1.6 DL 1.2 LL 1.6 LLS 1.6 RLL .5 HL 2.61 LC2-AS... Yes EPL DL 1.2 LL 1.6 LLS 1.6 SL .5 1.6 HL 2.61 LC2-AS... Yes Yes EPL DL 1 LL 1 LLS 1 SL 1 1 HL 1 LC1-AS... DL 1.4 FL 2.7 LC1-AS... EPL 1.6 FL 2.7 DL 1.2 LL 1.6 LLS 1.6 RLL .5 LC1-AS... EPL 1.6 FL 2.7 DL 1.2 LL 1.6 LLS 1.6 SL .5 LC1-AS... DL 1.2 RLL 1.6 LL 1 FL 2.7 LC1-AS... DL 1.2 SL 1.6 LL 1 FL 2.7 LC2-AS... Yes EPL 1.6 DL 1.2 LL 1.6 LLS 1.6 RLL .5 HL 1.6 LC2-AS... Yes EPL 1.6 DL 1.2 LL 1.6 LLS 1.6 SL .5 HL 1.6 LC1-AS... Yes DL 1.4 FL 1.4 LC1-AS... Yes EPL 1.6 FL 1.2 DL 1.2 LL 1.6 LLS 1.6 RLL .5 LC1-AS... Yes EPL 1.6 FL 1.2 DL 1.2 LL 1.6 LLS 1.6 SL .5 LC1-AS... Yes DL 1.2 RLL 1.6 LL 1 FL 1.2 LC1-AS... Yes DL 1.2 SL 1.6 LL 1 FL 1.2 LC3- ACI...Yes DL 1.2 SL .2 RLL 1 EPL 1 FL 1.2 EL 1 LC3-ACI ...Yes DL .9 EPL .9 FL 1.2 EL 1 LC4- ACI...Yes DL 1.2 SL .2 RLL 1 EPL 1.6 OL1 1 1 HL 1.6 LC4-ACI ...Yes EPL 1.6 OL1 1 DL .9 1 HL 1.6 LC3- ACI...Yes Yes DL 1 SL .2 RLL 1 EPL 1 FL 1 EL 1 LC3-ACI ...Yes Yes DL .9 EPL 1 FL 1 EL 1 LC4- ACI...Yes Yes DL 1 SL .2 RLL 1 EPL 1 OL1 1 1 HL 1 LC4-ACI ...Yes Yes EPL 1 OL1 1 DL .9 1 HL 1
Strip Reinforcing 1 2
Label
UC Top
Top Bars
Governing Desig...
UC Bot
DS1 DS2
.392 .173
#5@16in #5@16in
DS1-X20 DS2-X25
.058 .042
Bot Bars/...Governin... UC Shear Governin... #5@16in DS1-X39 .142 DS1-X1 #5@16in DS2-X44 .08 DS2-X7
Envelope Soil Pressures 1 2 3 4 5
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N21 N22 N23 N24 R3D_N1
.924 .656 .921 .745 .913
9 6 27 9 9
1386.574 983.531 1381.908 1116.959 1368.953
1500 1500 1500 1500 1500
RISAFoundation Version 8.0.1
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25
Page 1
Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
R3D_N2 R3D_N3 R3D_N4 R3D_N5 R3D_N6 R3D_N42 R3D_N43 R3D_N60 R3D_N61 R3D_N82 R3D_N83 R3D_N101 R3D_N102 R3D_N112 R3D_N125 R3D_N131 R3D_N134 R3D_N137 R3D_N140 N25 N26 N27 N28 N29 N30 N31 N32 N33 N34 N35 N36 N37 N38 N39 N40 N41 N42 N43 N44 N45 N46 N47 N48 N49 N50 N51 N52 N53 N54 N55 N56 N57
.648 .762 .742 .526 .662 .697 .754 .68 .611 .534 .568 .558 .589 .652 .829 .658 .565 .605 .624 .643 .652 .628 .616 .579 .564 .572 .587 .761 .777 .743 .727 .793 .754 .785 .805 .723 .746 .718 .697 .637 .618 .601 .621 .729 .708 .762 .833 .875 .891 .851 .91 .912
6 9 27 6 6 9 9 9 9 6 6 6 6 6 9 27 9 6 6 9 9 9 9 6 6 6 6 9 9 9 9 9 9 9 9 9 9 9 9 9 6 6 9 9 9 9 9 9 9 9 9 9
971.506 1143.356 1112.261 788.777 992.415 1046.214 1130.716 1019.358 916.701 800.449 851.949 836.345 883.464 978.257 1244.097 986.771 846.832 907.271 935.635 964.737 978.254 942.152 923.712 868.286 845.8 857.463 879.911 1140.969 1165.366 1114.624 1090.829 1189.476 1130.639 1177.722 1207.095 1084.158 1119.448 1076.52 1044.924 955.006 926.382 901.445 931.401 1093.21 1062.749 1143.657 1249.808 1312.106 1335.815 1276.917 1365.594 1367.575
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
RISAFoundation Version 8.0.1
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Page 2
Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N58 N59 N60 N61 N62 N63 N64 N65 N66 N67 N68 N69 N70 N71 N72 N73 N74 N75 N76 N77 N78 N79 N80 N81 N82 N83 N84 N85 N86 N87 N88 N89 N90 N91 N92 N93 N94 N95 N96 N97 N98 N99 N100 N101 N102 N103 N104 N105 N106 N107 N108 N109
.895 .901 .544 .621 .585 .57 .749 .745 .768 .778 .666 .651 .689 .709 .629 .602 .586 .564 .571 .592 .562 .533 .529 .598 .549 .555 .571 .563 .544 .539 .527 .549 .711 .876 .831 .669 .61 .636 .629 .64 .662 .66 .637 .674 .698 .676 .657 .656 .641 .674 .69 .725
9 9 9 27 27 9 9 9 9 9 9 9 9 9 9 9 6 6 6 6 27 6 6 27 6 6 9 6 6 27 6 6 27 27 27 27 6 6 6 6 6 6 6 9 9 9 9 9 9 9 9 9
1342.64 1351.309 816.573 932.005 877.388 855.39 1123.392 1117.124 1152.597 1167.472 998.453 975.996 1033.116 1062.938 944.029 902.902 879.006 846.684 857.017 887.706 843.693 799.92 794.14 896.427 822.987 832.826 855.923 845.081 816.094 808.292 790.338 824.237 1066.995 1314.316 1246.258 1003.873 915.745 953.252 943.332 959.684 992.52 990.066 954.959 1010.497 1047.164 1013.516 984.792 984.603 961.377 1011.521 1034.726 1087.437
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
RISAFoundation Version 8.0.1
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Page 3
Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N110 N111 N112 N113 N114 N115 N116 N117 N118 N119 N120 N121 N122 N123 N124 N125 N126 N127 N128 N129 N130 N131 N132 N133 N134 N135 N136 N137 N138 N139 N140 N141 N142 N143 N144 N145 N146 N147 N148 N149 N150 N151 N152 N153 N154 N155 N156 N157 N158 N159 N160 N161
.544 .528 .545 .555 .558 .693 .68 .715 .673 .654 .606 .796 .817 .884 .874 .847 .599 .614 .587 .733 .72 .753 .745 .577 .561 .598 .618 .614 .633 .786 .742 .578 .648 .644 .623 .634 .609 .793 .81 .814 .778 .752 .855 .918 .54 .525 .66 .645 .63 .615 .66 .604
6 6 6 6 6 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 6 6 6 27 27 27 6 6 6 6 6 6 9 9 9 9 9 9 9 6 27 27 9 9 9 9 6
816.036 791.962 816.842 832.473 837.319 1039.545 1019.39 1072.852 1008.757 980.902 909.683 1194.708 1225.403 1326.337 1310.607 1270.304 898.094 921.674 879.869 1100.131 1080.523 1129.444 1117.603 866.117 842.129 896.703 927.371 920.494 948.868 1178.701 1113.555 867.134 972.462 965.267 934.836 950.271 913.62 1188.969 1215.412 1220.395 1167.312 1128.743 1282.459 1377.209 809.4 787.633 990.161 968.038 945.58 922.032 989.805 906.043
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
RISAFoundation Version 8.0.1
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Page 4
Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N162 N163 N164 N165 N166 N167 N168 N169 N170 N171 N172 N173 N174 N175 N176 N177 N178 N179 N180 N181
.58 .559 .701 .539 .588 .755 .604 .594 .664 .691 .674 .655 .585 .592 .832 .903 .582 .668 .659 .63
6 6 27 6 27 27 6 6 6 9 6 6 9 9 9 9 9 6 6 6
870.271 837.909 1050.787 808.847 882.532 1132.502 905.991 890.393 996.142 1037.241 1010.67 981.781 878.162 888.419 1247.349 1354.221 873.389 1001.96 988.188 944.369
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
RISAFoundation Version 8.0.1
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Page 5
Z
X
2236.717lb 624psf .182lb 148.617lb
21.488lb
N21 R3D_N1 248.686lb 2236.717lb -51.517lb R3D_N125 329.535lb -46.902lb R3D_N43 654.419lb # 21.488lb -28.181lb 3.748lb (T) R3D_N42 5@ n i 1 6 410.415lb 148.617lb 6 1 -1.082lb i 521.773lb @ n(T) ) R3D_N6 R3D_N3 #5 41.167lb (B 415.209lb n 248.686lb #-43.211lb i -.182lb N24 5 6 @ 1 572.11lb -51.517lb 1 @ R3D_N140 R3D_N60 6 5 R3D_N112 in 410.415lb # 329.535lb 60.399lb (-21.192lb B) -1.934lb 451.177lb 21.192lb -46.902lb R3D_N102 1.082lb R3D_N61 654.419lb R3D_N2 N22 437.893lb 43.211lb -36.863lb -28.181lb 3.748lb R3D_N101 R3D_N134 R3D_N137 521.773lb 451.177lb -7.003lb R3D_N5 1.934lb 41.167lb 7.003lb R3D_N83 572.11lb R3D_N131 36.863lb R3D_N82 60.399lb R3D_N4 N23
Loads: LL - Live Load Results for LC 1, LC1-ASCE Strength 1 (Bending)
Sunrise 2013 KM
SK - 20 Springville Hatchery
Jan 31, 2017 at 6:56 PM
Worst Case Loading
untitled.r3d
30
Z
Moment Z lb-ft per ft 3960 3470 2980 2490 2000 1510 1020 530 40 -450 -940
X
N21 R3D_N1 R3D_N125
N22
R3D_N2
R3D_N43 # (T) R3D_N42 5@ 1616in @ in(T) ) R3D_N6 #5 (B n #5 i @ 16 1R3D_N140 6in 5@ R3D_N112 # (B ) R3D_N102 R3D_N101
R3D_N137
R3D_N3 N24 R3D_N60 R3D_N61 R3D_N134
R3D_N5
R3D_N83
R3D_N131
R3D_N82 R3D_N4 N23
Results for LC 1, LC1-ASCE Strength 1 (Bending)
Sunrise 2013 KM
SK - 21 Springville Hatchery MOMENT MZ IN SLAB
31
Jan 31, 2017 at 6:57 PM untitled.r3d
Z
Moment X lb-ft per ft 3130 2710 2290 1870 1450 1030 610 190 -230 -650 -1070
X
N21 R3D_N1 R3D_N125
N22
R3D_N2
R3D_N43 # (T) R3D_N42 5@ 1616in @ in(T) ) R3D_N6 #5 (B n #5 i @ 16 1R3D_N140 6in 5@ R3D_N112 # (B ) R3D_N102 R3D_N101
R3D_N137
R3D_N3 N24 R3D_N60 R3D_N61 R3D_N134
R3D_N5
R3D_N83
R3D_N131
R3D_N82 R3D_N4 N23
Results for LC 1, LC1-ASCE Strength 1 (Bending)
Sunrise 2013 KM
SK - 22 Springville Hatchery MOMENT MX IN FOUNDATION SLAB
32
Jan 31, 2017 at 6:59 PM untitled.r3d
Z
Soil Pressure psf 1260 1120 980 840 700 560 420 280 140 .001 0
X
N21 R3D_N1 R3D_N125
N22
R3D_N2
R3D_N43 # (T) R3D_N42 5@ 1616in @ in(T) ) R3D_N6 #5 (B n #5 i @ 16 1R3D_N140 6in 5@ R3D_N112 # (B ) R3D_N102 R3D_N101
R3D_N137
R3D_N3 N24 R3D_N60 R3D_N61 R3D_N134
R3D_N5
R3D_N83
R3D_N131
R3D_N82 R3D_N4 N23
Results for LC 6, LC1-ASCE Service (Bending)
Sunrise 2013 KM
SK - 23 Springville Hatchery SOIL PRESSURE
33
Jan 31, 2017 at 7:00 PM untitled.r3d
Z
X
#5 @
#5 (T) @ 1616in @ in(T) #5 16
@ #5
in (B )
1
) (B n i 6
Results for LC 6, LC1-ASCE Service (Bending)
Sunrise 2013 KM
SK - 24 Springville Hatchery SLAB REINFORCING REQUIREMENTS
34
Jan 31, 2017 at 7:01 PM untitled.r3d
Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6
Project Title:
Engineer:
Project Descr:
Springville Fish Hatchery Steve Hansen, P.E. Roof Slab
Project ID:
Printed: 31 JAN 2017, 5:51PM
File = p:\SALTLA~1\STRUCT~1\Projects\SPRING~1\FISHHA~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.7.21, Ver:6.16.7.21
Concrete Beam
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Fish Hatchery Roof Slab - 1 Foot Cross Section Description :
CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10
Material Properties
fy - Main Rebar = E - Main Rebar =
3.0 ksi = 410.792 psi 145.0 pcf = 1.0 = 3,122.0 ksi
Phi Values
Flexure : Shear : =
1
Fy - Stirrups E - Stirrups = Stirrup Bar Size #
60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup =
0.90 0.750 0.850
40.0 ksi 29,000.0 ksi 3
9 in
f'c = 1/2 fr = f'c * 7.50 Density LtWt Factor Elastic Modulus =
2
12 in S(0.06) L(0.1) D(0.02)
12" w x 9" h
Span=9.0 ft
.
Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 9.0 in Span #1 Reinforcing.... 1-#5 at 2.0 in from Bottom, from 0.0 to 9.0 ft in this span
Service loads entered. Load Factors will be applied for calculations. .
Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020 k/ft, Tributary Width = 1.0 ft, (Roof Dead Load) Uniform Load : L = 0.10 k/ft, Tributary Width = 1.0 ft, (Live Load) Uniform Load : S = 0.060 k/ft, Tributary Width = 1.0 ft, (Snow)
DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable
Location of maximum on span Span # where maximum occurs
Design OK 0.373 Typical Section 3.488 9.341 4.492 Span # 1
:1 k-ft k-ft ft
Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection
Support notation : Far left is #1
Vertical Reactions Load Combination Overall MAXimum Overall MINimum +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
Maximum Deflection
Support 1 1.119 0.270 0.579 1.029 0.579 0.849 0.917 1.119 0.579 0.579 0.917
Support 2 1.119 0.270 0.579 1.029 0.579 0.849 0.917 1.119 0.579 0.579 0.917
35
0.006 in 0.000 in 0.016 in 0.000 in
.
Ratio = 16656 >=36 Ratio = 0 =18 Ratio = 999
2/01/17
02/01/2017
PREPARED BY: SUNRISE ENGINEERING, INC. 6875 SOUTH 900 EAST MIDVALE, UTAH 84047
SPRINGVILLE FISH HATCHERY AIR STRIPPER 2016 STRUCTURAL CALCULATIONS TABLE OF CONTENTS SECTION
PAGE NO.
SEISMIC LOADING ON RECTANGULAR TANKS
1
RISA 3D FEA MODEL ANALYSIS
4
REINFORCEMENT DESIGN IN WALLS
5
RISA 3D FEA MODEL GRAPHIC OUTPUT
20
FOUNDATION SLAB ANALYSIS
25
CONCRETE SUSPENDED ROOF SLAB ANALYSIS
35
RECTANGULAR TANK- GENERAL SEISMIC LOADING EVALUATION Fish Hatchery Air Stripper Base Data Concrete Unit Weight Concrete Strength Concrete Modulus of Elasticity Fluid Unit Weight
gc f'c Ec gw
150 4000 3604997 62.43
pcf psi psi pcf
Parameters of Tank Inducing Fluid Seismic Forces Inside Length of Long Side of Tank lb Exterior Wall Thickness tE Center to Center Length of Long Side b Inside Length of Short Side of Tank lc Center to Center Length of Short Side c Height of Tank from Top of Slab a Height of Soil Against Wall as Soil Coefficient of Friction ms
11 1.00 12.00 7 8 13.67 6.00 0.37
ft ft ft ft ft ft ft
Seismic Design of Tank Seismic Design Data (IBC Method) Site Class = Importance Factor, I = Response Modification Factor, R = Impulsive Response Modification Factor, Ri = Convective Response Modification Factor, Rc =
D 1.00 2.00 3.00 1.00
Spectral acceleration for short periods, Ss = Actual Coefficient, Fa = Spectral acceleration for a 1-second period, S1 = Actual Coefficinet, Fv =
1.14 1.04 0.42 1.58
Maximum spectral response for short periods, SMS = Maximum spectral response for 1-second periods, SM1 =
1.191 0.664
Design spectral response acceleration for short periods, SDS Design spectral response acceleration for 1-sec. periods, SD1
0.794 0.442
Seismic Design Category, SDC = Seismic Load Analysis (Perpendicular to Long Wall) Weight of Structure Inside to Inside Length of Perpendicular Wall, Lp = Inside to Inside Length of Parallel Wall, LL = Height of Walls, HW = Thickness of Walls, t w = Height of Liquid, HL = Height of Soil HS = Lp / HL = WI / WL = Wc / WL = Weight of Liquid, W L = LP x LL x HL x gW = Impulsive Weight of Fluid, W I = Convective Weight of Fluid, W c = Weight of Exterior Walls, W we = Weight of Interior Walls, W wi = Weight of Roof, W R = Effective height of impulsive weight, h I / HL = Effective height of convective weight, h c / HL = Height of impulsive weight, h i = Height of compulsive weight, h c = Mean height of exterior walls, h WE = Mean height of interior walls, h WI = Mean height of roof slab, h R = Periods of Structure Total Weight, W = W I + W we + W wi + W R = Mean height at which the inertia force and its contents act, Period coefficient, K = (E c/48) (t w/h )3 = Impulsive Period, T I = Convective Period Factor, 2p/g = Convective Period, T c = T s=
D
11.00 7.00 13.67 12.00 10.67 6.00 1.03 0.80 0.27 51,276 40,932 13,899 82,000 14350 10000 0.40332031 0.703 4.30 7.50 6.83 6.84 13.67 147,282 6.59 453 0.63 0.69 2.27 0.56
Seismic Load Analysis (Perpendicular to Short Wall) Weight of Structure Inside to Inside Length of Perpendicular Wall, Lp = Inside to Inside Length of Parallel Wall, LL = Height of Walls, HW = Thickness of Walls, t w = Height of Liquid, HL = Height of Soil HS = Lp / HL = WI / WL = Wc / WL = Weight of Liquid, W L = LP x LL x HL x gW = Impulsive Weight of Fluid, W I = Convective Weight of Fluid, W c = Weight of Exterior Walls, W we = Weight of Interior Walls, W wi = Weight of Roof, W R = Effective height of impulsive weight, h I / HL = Effective height of convective weight, h c / HL = Height of impulsive weight, h i = Height of compulsive weight, h c = Mean height of exterior walls, h WE = Mean height of interior walls, h WI = Mean height of roof slab, h R =
ft ft ft in ft ft
lb lb lb lb lb lb
ft ft ft ft ft
7.00 11.00 13.666667 12.00 10.67 6.00 0.66 0.90 0.17 51,276 46,386 8,882 82,000 14,350 10,000 0.438 0.796 4.68 8.49 6.83 6.84 13.67
Periods of Structure Total Weight, W = W I + W we + W wi + W R = 152,736 Mean height at which the inertia force and its contents act, 6.63 Period coefficient, K = (E c/48) (t w/h )3 = 446 Impulsive Period, T I = 0.65 Convective Period Factor, 2p/g = 0.69 Convective Period, T c = 1.83 T s= 0.56
lb ft kip/ft sec sec sec
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Springville Rec tank Loading.xls
1
ft ft in ft ft
lb lb lb lb lb lb
ft ft ft ft ft lb ft kip/ft sec sec sec
Base Shear Calculation CI= CC= Ct= Effective mass coefficient, e =
0.70 0.29 0.07 0.84
Base Shear Calculation CI= CC= Ct= Effective mass coefficient, e =
0.68 0.36 0.32 0.90
Weight of (1) long wall, W WL = Number of Walls Exterior Wall Inertia, Pe'W = Interior Wall Inertia, Pi'W = Roof Inertia, Pr = Impulsive Force, PI = Convective Force, PC = Dynamic Earth Pressure Resultant, PE =
22.55 2.00 4.42 2.79 2 10 4 7
kips
14.35 3.00 2.95 5.22 2 11 3 5
kips
kips kips kips kips kips kips
Weight of (1) short wall, W WL = Number of Walls Exterior Wall Inertia, Pe'W = Interior Wall Inertia, Pi'W = Roof Inertia, Pr = Impulsive Force, PI = Convective Force, PC = Dynamic Earth Pressure Resultant, PE =
Vi = VC = Mononobe-Okabe Dynamic Earth Pressure Resultant, PAE = Base Shear from Dynamic Soil, VE = Base Shear Neglecting Dynamic Soil, VT = sqrt(VI2 + VC2) = Total Base Shear, VT = sqrt(VI2 + VC2 +PE2) =
24 4 648 7,128 24 24,923 25
kip kip lb/ft lb kip kip kip
Vi = 27 VC = 3 Mononobe-Okabe Dynamic Earth Pressure Resultant, P 648.00 Base Shear from Dynamic Soil, VE = 4,536 Base Shear Neglecting Dynamic Soil, VT = sqrt(VI2 + VC2) = 27 Total Base Shear, VT = sqrt(VI2 + VC2 +PE2) = 27,462 27
kip kip lb/ft lb lb lb kip
kips kips kips kips kips kips
Overturning Moment Calculations EBP Mw = Mr = MI = MC =
Overturning Moment Calculations 79,562 31,909 41,114 30,433
ft-lb ft-lb ft-lb ft-lb
Mw = Mr = MI = MC =
96,069 31,107 49,381 27,403
ft-lb ft-lb ft-lb ft-lb
Total Overturning Moment, M b =
155,591
ft-lb
Total Overturning Moment, M b =
178,670
ft-lb
Total Weight of Tank and Contents = Resisting Moment = FS =
157,626 367,794 2.36
lb ft-lb OK
Total Weight of Tank and Contents = Resisting Moment = FS =
157,626 577,961 3.23
lb ft-lb OK
Sliding Calculations Total Weight of Tank and Contents = Sliding Resistance = FS =
157,626 58,322 2.34
lb lb OK
Sliding Calculations Total Weight of Tank and Contents = Sliding Resistance = FS =
157,626 58,322 2.12
lb lb OK
PI PI
Pressure Distribution on Walls For Impulsive Force Piy = PI x (4HL -6h I) - [(6HL-12h I) (y /HL)] 2HL2 At bot, y = 0 Pi y = At top, y = 10.7 Pi y =
0.06 0.03
PI PI
PC PC
For Convective Force PCy = PC x (4HL -6h C) - [(6HL-12h C) (y /HL)] 2HL2 At bot, y = 0 PCy = At top, y = 10.7 PCy =
-0.04 0.13
PC PC
PE PE
For Dynamic Earth Pressure Resultant PEy = PE x 2y Hs2 At bot, y = 0 At top, y = 6.0
0.00 0.33
PE PE
Determination of Wall Pressures (Long Wall) Pressure Distribution on Walls For Impulsive Force Piy = PI x (4HL -6h I) - [(6HL-12h I) (y /HL)] 2HL2 At bot, y = 0 At top, y = 10.7 For Convective Force PCy = PC x (4HL -6h C) - [(6HL-12h C) (y /HL)] 2HL2 At bot, y = 0 At top, y = 10.7 For Dynamic Earth Pressure Resultant PEy = PE x 2y Hs2 At bot, y = 0 At top, y = 6.0
Determination of Wall Pressures (Short Wall)
Pi y = Pi y =
PCy = PCy =
PEy = PEy =
0.07 0.02
-0.01 0.10
0.00 0.33
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Springville Rec tank Loading.xls
2
PEy = PEy =
Pressure Distribution on Walls Continued… Pressure due to inertia, qW (P'W 1,000) 2 ((LP+2t W) HW)
qW =
24.90
psf
Pressure Distribution on Walls Continued… Pressure due to inertia, q (PW 1,000) 2 ((LP+2t W) HW)
qW =
23.96
psf
Pressure due to impulsive force, qI = Piy 1000 LP
qIbot =
64
psf
qIbot =
97
psf
qItop =
17
psf
Pressure due to impulsive force, qI = Piy 1000 LP
qItop =
45
psf
Pressure due to convective force, qC = PCy 1000 LP
qCbot =
-4
psf
qCbot =
-17
psf
qCtop =
38
psf
Pressure due to convective force, qC = PCy 1000 LP
qCtop =
60
psf
Pressure due to dynamic earth force, qE = PEy 1000 (LP + 2t w)
qEbot =
0
qEbot =
0
qEtop =
183
Pressure due to dynamic earth force, qE = PEy 1000 (LP + 2t w)
qEtop =
168
psf
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Springville Rec tank Loading.xls
3
psf
Y
Z
X
N7
N12
N9
N8 N11 WP1 N10 WP4 WP2 N1
WP3
N6
N3
N2 N5 N4 Sunrise Engineering Trenton Brown
SK - 6 Springville Fish Hatchery
Jan 31, 2017 at 6:10 PM untitled.r3d
4
Company Designer Job Number Model Name
: Sunrise Engineering : Trenton Brown : : Springville Fish Hatchery
Jan 31, 2017 6:13 PM Checked By: SH/KJM
Joint Coordinates and Temperatures 1 2 3 4 5 6 7 8 9 10 11 12
Label
X [ft]
Y [ft]
Z [ft]
Temp [F]
N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12
.5 .5 8 8 8 .5 .5 .5 8 8 8 .5
0 0 0 0 0 0 13.667 13.667 13.667 13.667 13.667 13.667
0 12 0 12 7.5 7.5 0 12 0 12 7.5 7.5
0 0 0 0 0 0 0 0 0 0 0 0
Detach From Diap...
Concrete Wall Panel Rebar Parameters Label
1
Vert Bar Si...Max Vert Bar ...Min Vert Bar ... Vert Bar In...Horz Bar S...Max Horz Bar...Min Horz Bar ...Horz Bar In...Group ...
Typical
#6
18
4
2
#4
18
4
2
Wall Panel Data 1 2 3 4
Label
A Joint
B Joint
C Joint
D Joint
WP1 WP2 WP3 WP4
N2 N4 N2 N6
N1 N10 N8 N12
N7 N9 N10 N11
N8 N3 N4 N5
Material Type Material Set Thicknes... Design Rule Concrete Conc4000NW 12 Typical Concrete Conc4000NW 12 Typical Concrete Conc4000NW 12 Typical Concrete Conc4000NW 12 Typical
Panel/Spacing
N/A N/A N/A N/A
Wall Panel Surface Loads (BLC 5 : Fluid Load) 1 2 3 4 5 6
Wall Panel Label
Direction
WP1 WP3 WP2 WP4 WP4 WP4
z z z z z z
Top Magnitude[psf,...Bottom Magnitude[...
0 0 0 0 0 0
Start Location[ft]
Height[ft]
0 0 0 0 0 0
10 10 10 10 10 10
Start Location[ft]
Height[ft]
0 0 0 0 0 0
5.833 5.833 5.833 6 6 6
Start Location[ft]
Height[ft]
0
10
624 624 624 624 -624 624
Wall Panel Surface Loads (BLC 7 : Lateral Soil Load) 1 2 3 4 5 6
Wall Panel Label
Direction
WP2 WP2 WP1 WP2 WP3 WP1
z z z z z z
Top Magnitude[psf,...Bottom Magnitude[...
0 0 0 0 0 0
0 0 0 -390 -390 -390
Wall Panel Surface Loads (BLC 9 : Impulsive Water Pressure) 1
Wall Panel Label
Direction
WP2
X
RISA-3D Version 14.0.1
Top Magnitude[psf,...Bottom Magnitude[...
17
64
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Page 1
Company Designer Job Number Model Name
: Sunrise Engineering : Trenton Brown : : Springville Fish Hatchery
Jan 31, 2017 6:13 PM Checked By: SH/KJM
Wall Panel Surface Loads (BLC 9 : Impulsive Water Pressure) (Continued) 2 3 4
Wall Panel Label
Direction
WP1 WP3 WP4
X Z Z
Top Magnitude[psf,...Bottom Magnitude[...
17 45 45
Start Location[ft]
Height[ft]
0 0 0
10 10 10
Start Location[ft]
Height[ft]
0 0 0 0
10 10 10 10
Start Location[ft]
Height[ft]
0 0 0 0
13.67 13.67 13.67 13.67
Start Location[ft]
Height[ft]
0 0
6 6
64 97 97
Wall Panel Surface Loads (BLC 10 : Convective Water Pressure) 1 2 3 4
Wall Panel Label
Direction
WP3 WP4 WP2 WP1
Z Z X X
Top Magnitude[psf,...Bottom Magnitude[...
60 60 38 38
-17 -17 -4 -4
Wall Panel Surface Loads (BLC 13 : Wall Inertial Load) 1 2 3 4
Wall Panel Label
Direction
WP4 WP3 WP1 WP2
Z Z X X
Top Magnitude[psf,...Bottom Magnitude[...
25 25 25 25
25 25 25 25
Wall Panel Surface Loads (BLC 14 : Dynamic Soil Force Passive) 1 2
Wall Panel Label
Direction
WP2 WP3
z z
RISA-3D Version 14.0.1
Top Magnitude[psf,...Bottom Magnitude[...
-183 -168
0 0
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Page 2
LOAD CASE 1: BENDING MOMENTS (My) & REINFORCEMENT IN WALL Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, fs (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 6.50 3.00 10.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior Reinforcement)
1250
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Un-Factored Bending Moment (ft-lb/ft) 575
Enter from FEA
1250 0.0110 0.0110 0.043 0.0006 0.043
Enter from FEA
At Max. Moment 1250 0.0110 0.0110 0.043 0.0006 0.043
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
Safety Factor 7.12 7.12 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Outside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
At Max. Moment 1.7 1.35 12 0.625 20.0 575 0.307 0.0039 8.04 0.22 0.93 3.74 5.35
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
7
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LOAD CASE 1: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, fs (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 6.50 3.00 10.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior Reinforcement)
2000
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Un-Factored Bending Moment (ft-lb/ft) 925
Enter from FEA
2000 0.0175 0.0177 0.069 0.0009 0.069
Enter from FEA
At Max. Moment 2000 0.0175 0.0177 0.069 0.0009 0.069
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
Safety Factor 4.44 4.44 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Outside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
At Max. Moment 1.7 1.35 12 0.625 20.0 925 0.307 0.0039 8.04 0.22 0.93 6.01 3.33
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
8
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LC 2: BENDING MOMENTS (My) & REINFORCEMENT IN WALL DUE TO SOIL PRESSURE (TANK EMPTY AND BACKFILLED) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, f s (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 8.50 3.00 12.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Un-factored Bending Top of Wall (ft) (ft-lb/ft) Moment (ft-lb/ft)
Max Bending Moment (Interior Reinf.)
650
300
Inside Wall Face Steel Requirement Maximum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
650 0.0033 0.0034 0.017 0.0002 0.017
Outside Wall Face Steel Requirement Maximum Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Vertical Steel per Foot - Outside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
650 0.0033 0.0034 0.017 0.0002 0.017
Enter from FEA
Enter from FEA
Chosen Steel Configuration Wall
Required Actual Steel Area per Foot, Bar Size (#) Spacing (inches As (si) o.c.)
Safety Factor
Inside Wall 5 12 0.31 Outside Wall 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
17.92 17.92 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Inside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Maximum Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
1.7 1.35 12 0.625 20.0 300 0.307 0.0030 8.04 0.20 0.93 1.48 13.54
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
9
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LC 2: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL DUE TO SOIL PRESSURE (TANK EMPTY AND BACKFILLED) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness ACI Load Factor Permissable tensile stress in reinforcement, f s (psi) Environmental Durability Factor Sd Factor Used in FEA Load Combinations Flexure Strength Reduction Factor, f
60,000 3,000 9.50 2.00 12.00 1.70 20000 1.30 2.21 0.90
lb/in2 lb/in2 in in in lb/in2
ACI gov. load case ACI 350 9.2.6.1 ACI 350 Eq 9-8
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Un-factored Bending Top of Wall (ft) (ft-lb/ft) Moment (ft-lb/ft)
Max Bending Moment (Interior Reinf.)
725
320
Inside Wall Face Steel Requirement Maximum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
725 0.0030 0.0030 0.017 0.0001 0.017
Outside Wall Face Steel Requirement Maximum Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Vertical Steel per Foot - Outside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
725 0.0030 0.0030 0.017 0.0001 0.017
Enter from FEA
Enter from FEA
Chosen Steel Configuration Wall
Required Actual Steel Area per Foot, Bar Size (#) Spacing (inches As (si) o.c.)
Safety Factor
Inside Wall 5 12 0.31 Outside Wall 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
17.94 17.94 Yes Yes Yes
Stress in Reinforcement (Limiting Spacing for crack width) Combined Load Factor, g Strain Gradient Amplification Factor, b Spacing of flexural reinforcement at Inside wall (in. o.c.) Bar Diameter, db (in) Maximum Allowable Stress in Reinforcement, fsmax (ksi) Maximum Service Moment (lb-ft/ft) Area of Steel per foot, As (si) Reinforcement Ratio, r n k j Calculated Stress in Reinforcement fs (ksi) Safety Factor for Stress in Reinforcement
1.7 1.35 12 0.625 20.0 320 0.307 0.0027 8.04 0.19 0.94 1.41 14.23
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
10
ACI 350 Eq 10-4
ACI 350 10.6.4.6
1/31/2017
LOAD CASE 1 & 2: WORST CASE SHEAR & REINFORCEMENT IN WALL Springville Fish Hatchery Air Stripper Miscellaneous Values Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Shear Strength Reduction Factor, f
3,000 9.50 2.00 12.00 0.75
psi in in in
Concrete Shear Capacity Summary Table Shear Capacity of Concrete Wall per Foot, fVc Maximum Applied Shear at Wall Base per Foot, Vu Safety Factor
9366 1425 6.57
lb lb
Worst Case from LC1 & LC 2 Enter from FEA
This is actually a conservative safety factor: "In the case of shear design, the EDF is applied to the excess shear strength carried by shear reinforcement only.
Base Steel Shear Capacity Summary Table Bar Size (#) Vertical Reinforcement - Inside Wall 5 Vertical Reinforcement - Outside Wall 5 Total Steel Area per Foot, As (si) Steel Yield Strength, fy (psi) Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Reinforcement per Foot, fVn (psi) Shear Stress due to Factored Loads, Vu (psi) Safety Factor
Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
12 12
0.31 0.31 0.61 60,000 0.75 45,000 2,322 19.38
Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu (lb) 1425.0 Coefficient of Friction for shear friction, m 0.6 Required Area of Shear Transfer Reinforcement, Avf (si) 0.053 Assume Dowel matches vertical steel, & only one side is available to resist shear Area of steel available to resist shear friction, Asvf (si) 0.31 11044.7 Shear Friction Strength based on steel, Vn (lb) Shear Friction Code Maximum, Vn (lb) 11044.7 Shear Friction Resistance, fVn (lb) 8283.5 Safety Factor 5.81
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
11
1/31/2017
LOAD CASE 3: BENDING MOMENTS (My) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, fs (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
ACI 350 9.2.6.1
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
675 575 675 575
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
675 0.0044 0.0045 0.020 0.0002 0.020
Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
At Max. Moment 675 0.0044 0.0045 0.020 0.0002 0.020
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
Safety Factor 15.24 15.24 Yes Yes Yes
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
12
OK- Within 5%
1/31/2017
LOAD CASE 3: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, f s (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
1100 950 1100 950
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
1100 0.0072 0.0073 0.033 0.0004 0.033 At Max. Moment 1100 0.0072 0.0073 0.033 0.0004 0.033
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
13
Safety Factor 9.35 9.35 Yes Yes Yes
1/31/2017
LOAD CASE 4: BENDING MOMENTS (My) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, fs (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
ACI 350 9.2.6.1
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
600 400 600 400
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si)
600 0.0040 0.0040 0.018 0.0002 0.018
Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
At Max. Moment 600 0.0040 0.0040 0.018 0.0002 0.018
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
14
Safety Factor 17.14 17.14 Yes Yes Yes
OK- Within 5%
1/31/2017
LOAD CASE 4: BENDING MOMENTS (Mx) & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Steel Yield Strength, fy Concrete Compressive Strength, f'c effective depth, d (in) Protective Reinforcement Cover Tank Wall Thickness Permissable tensile stress in reinforcement, f s (psi) Flexure Strength Reduction Factor, f
60,000 3,000 7.50 2.00 10.00 20000 0.90
Hydrostatic Bending Moment per Relative Wall Position Relative Wall Position
Distance from Factored Bending Moment Top of Wall (ft) (ft-lb/ft)
Max Bending Moment (Exterior) Max Bending Moment (Exterior) Service Max Neg. Bending Moment (Interior) Max Neg. Bending Moment (Interior) Service
675 475 675 475
Inside Wall Face Steel Requirement Minimum Bending Moment - Inside Face (ft-lb/ft) Reinforcement Factor - Inside Face, Fw Steel Ratio Factor - Inside Face, w Calculated Vertical Steel per Foot - Inside Face, As (si) Calculated Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Inside Face, As (si) Outside Wall Face Steel Requirement Bending Moment - Outside Face (ft-lb/ft) Reinforcement Factor - Outside Face, Fw Steel Ratio Factor - Outside Face, w Calculated Required Vertical Steel per Foot - Outside Face, As (si) Calculated Required Steel Reinforcement Ratio, r Minimum Vertical Steel per Foot - Outside Face, As (si)
Enter from FEA Enter from FEA Enter from FEA Enter from FEA
675 0.0044 0.0045 0.020 0.0002 0.020 At Max. Moment 675 0.0044 0.0045 0.020 0.0002 0.020
Chosen Steel Configuration Wall
Bar Size (#)
Required Spacing (inches o.c.)
Actual Steel Area per Foot, As (si)
Inside Wall-Max 5 12 0.31 Outside Wall-Max 5 12 0.31 Inside Wall Reinforcement Greater than minimum? Outside Wall Reinforcement Greater than minimum? Does Longitudinal Reinforcement meet min. required in ACI 350 14.3.2?
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
15
Safety Factor 15.24 15.24 Yes Yes Yes
1/31/2017
LOAD CASE 3 & 4: OUT-OF PLANE (Qy) AND IN-PLANE SHEAR & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Concrete Compressive Strength, f'c effective depth, d Protective Reinforcement Cover Tank Wall Thickness Shear Strength Reduction Factor, f
4,000 11.50 2.00 14.00 0.75
Concrete Shear Capacity Summary Table Shear Capacity of Concrete Wall per Foot, fVc Applied Shear at Wall Base per Foot, Vu Safety Factor
13092 900 14.55
psi in in in
Enter from FEA
This is actually a conservative safety factor: "In the case of shear design, the EDF is applied to the excess shear strength carried by shear reinforcement only.
Base Steel Shear Capacity Summary Table Bar Size (#)
Spacing (inches o.c.)
Vertical Reinforcement - Inside Wall 5 Vertical Reinforcement - Outside Wall 5 Total Steel Area per Foot, As (si) Steel Yield Strength, fy (psi) Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Reinforcement per Foot, fVn (psi) Shear Stress due to Factored Loads, Vu (psi) Safety Factor
Actual Steel Area per Foot, As (si)
12 12
0.31 0.31 0.61 60,000 0.75 45,000 1,467 30.68
in2 in2 in2 lb/in2
lb/in2
Radial Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu 900.0 lb Coefficient of Friction for shear friction, m 0.6 in2 Required Area of Shear Transfer Reinforcement, Avf 0.033 Assume Dowel matches vertical steel, & only one side is available to resist shear in2 Area of steel available to resist shear friction, Asvf 0.31 Shear Friction Strength based on steel, Vn 11044.7 lb Shear Friction Code Maximum, Vn 11044.7 lb Shear Friction Resistance, fVn 8283.5 lb Safety Factor 9.20
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
16
1/31/2017
In-Plane Shear Check Max. In-Plane Shear Aspect Ratio hw/lw Concrete Compressive Strength Factor, ac Horizontal Bar Size (#) Vertical Spacing of Horizontal Bars Individual Horizontal Bar Area Number of Horizontal Bar Curtains (#) Calculated Horizontal Bar Steel Ratio, r Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Wall in Vertical Plane, FVn Safety Factor
1.50 0.02 3.0 6 6 0.44 2 0.011 0.75 103 69.0
Transverse Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu (lb) 1500.0 Coefficient of Friction for shear friction, m 0.6 Required Area of Shear Transfer Reinforcement, Avf (si) 0.056 Area of steel available to resist shear friction, Asvf (si) 0.614 Shear Friction Strength based on steel, Vn (lb) 22089.3 22089.3 Shear Friction Code Maximum, Vn (lb) Shear Friction Resistance, fVn (lb) 16567.0 Safety Factor 11.04
From FEA
in in2
kip/ft
lb in2 in2 lb lb lb
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
17
kip/ft
1/31/2017
LOAD CASE 3 & 4: OUT OF PLANE (Qy) AND IN-PLANE (Qx) SHEAR & REINFORCEMENT IN WALL (SEISMIC) Springville Fish Hatchery Air Stripper Miscellaneous Values Concrete Compressive Strength, f'c effective depth, d Protective Reinforcement Cover Tank Wall Thickness Shear Strength Reduction Factor, f
4,000 11.50 2.00 14.00 0.75
Concrete Shear Capacity Summary Table Shear Capacity of Concrete Wall per Foot, fVc Applied Shear at Wall Base per Foot, Vu Safety Factor
13092 1050 12.47
psi in in in
Enter from FEA
This is actually a conservative safety factor: "In the case of shear design, the EDF is applied to the excess shear strength carried by shear reinforcement only.
Base Steel Shear Capacity Summary Table Bar Size (#)
Spacing (inches o.c.)
Vertical Reinforcement - Inside Wall 5 Vertical Reinforcement - Outside Wall 5 Total Steel Area per Foot, As (si) Steel Yield Strength, fy (psi) Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Reinforcement per Foot, fVn (psi) Shear Stress due to Factored Loads, Vu (psi) Safety Factor
Actual Steel Area per Foot, As (si)
12 12
0.31 0.31 0.61 60,000 0.75 45,000 1,711 26.30
2
in 2 in 2 in 2 lb/in
lb/in
2
Radial Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu 1050.0 lb Coefficient of Friction for shear friction, m 0.6 2 in Required Area of Shear Transfer Reinforcement, Avf 0.039 Assume Dowel matches vertical steel, & only one side is available to resist shear 2 in Area of steel available to resist shear friction, Asvf 0.31 Shear Friction Strength based on steel, Vn 11044.7 lb Shear Friction Code Maximum, Vn 11044.7 lb 8283.5 lb Shear Friction Resistance, fVn Safety Factor 7.89
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
18
1/31/2017
In-Plane Shear Check Max. In-Plane Shear Aspect Ratio hw/lw Concrete Compressive Strength Factor, ac Horizontal Bar Size (#) Vertical Spacing of Horizontal Bars Individual Horizontal Bar Area Number of Horizontal Bar Curtains (#) Calculated Horizontal Bar Steel Ratio, r Shear and Torsion Strength Reduction Factor, f Factored Shear Capacity of Wall in Vertical Plane, FVn Safety Factor
1.50 0.02 3.0 6 6 0.44 2 0.011 0.75 103 69.0
Transverse Shear Transfer from Wall to Slab Based on Shear Friction Applied Shear at Wall Base per Foot, Vu (lb) 1500.0 Coefficient of Friction for shear friction, m 0.6 Required Area of Shear Transfer Reinforcement, Avf (si) 0.056 Area of steel available to resist shear friction, Asvf (si) 0.614 Shear Friction Strength based on steel, Vn (lb) 22089.3 Shear Friction Code Maximum, Vn (lb) 22089.3 Shear Friction Resistance, fVn (lb) 16567.0 Safety Factor 11.04
From FEA
in in2
kip/ft
lb in2 2 in lb lb lb
P:\Salt Lake Metro\Structural\Projects\Springville Fish Hatchery\Tank_for FEA Springville.xls
19
kip/ft
1/31/2017
Wall Panel Moment y lb-ft per ft ( LC 5 ) 1240 1100 960 820 680 540 400 260 120 -20 -160
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 5, LC1-ASCE Strength 3 (c) (Bending) Sunrise Engineering Trenton Brown
SK - 15 Springville Fish Hatchery LC1 MOMENT MY
20
Jan 31, 2017 at 6:49 PM untitled.r3d
Wall Panel Moment x lb-ft per ft ( LC 5 ) 1950 1650 1350 1050 750 450 150 -150 -450 -750 -1050
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 5, LC1-ASCE Strength 3 (c) (Bending) Sunrise Engineering Trenton Brown
SK - 16 Springville Fish Hatchery LC1 MOMENT MX
21
Jan 31, 2017 at 6:49 PM untitled.r3d
Wall Panel Moment y lb-ft per ft ( LC 7 ) 90.4 18.4 -53.6 -125.6 -197.6 -269.6 -341.6 -413.6 -485.6 -557.6 -629.6
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 7, LC2-ASCE Strength 2 (a) (Bending) Sunrise Engineering Trenton Brown
SK - 18 Springville Fish Hatchery LC2 MOMENT MY
22
Jan 31, 2017 at 6:50 PM untitled.r3d
Wall Panel Moment x lb-ft per ft ( LC 7 ) 294 195 96 -3 -102 -201 -300 -399 -498 -597 -696
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 7, LC2-ASCE Strength 2 (a) (Bending) Sunrise Engineering Trenton Brown
SK - 17 Springville Fish Hatchery LC2 MOMENT MX
23
Jan 31, 2017 at 6:50 PM untitled.r3d
Wall Panel Shear y lb per ft ( LC 17 ) 1100 850 600 350 100 -150 -400 -650 -900 -1150 -1400
Y
Z
X
N7
N12
N9
N8 N11 N10
N1
N6
N3
N2 N5 N4
Results for LC 17, LC1-ASCE Strength 1 (Shear) Sunrise Engineering Trenton Brown
SK - 14 Springville Fish Hatchery
Jan 31, 2017 at 6:47 PM untitled.r3d
24
FOUNDATION ANALYSIS Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Slabs Label
Thickness[in]
Material
Local Axis Angle[deg]
S1
12
Conc4000NW
0
1
Envelope Slab Soil Pressures 1
Label
UC
LC
Soil Pressure[psf]
Allowable Bearing[psf]
Point
S1
.924
9
1386.574
1500
N21
Load Combinations 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
Label So...Se...A... SF Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac...Cat...Fac... LC1-AS... Yes DL 1.4 FL 2.61 LC1-AS... Yes EPL 1.6 FL 2.61 DL 1.2 LL 1.6 LLS 1.6 RLL .5 LC1-AS... Yes EPL 1.6 FL 2.61 DL 1.2 LL 1.6 LLS 1.6 SL .5 LC1-AS... Yes DL 1.2 RLL 1.6 LL 1 FL 2.61 LC1-AS... Yes DL 1.2 SL 1.6 LL 1 FL 2.61 LC1-AS... Yes Yes DL 1 SL 1 LL 1 FL 1 LC2-AS... Yes EPL 1.6 DL 1.2 LL 1.6 LLS 1.6 RLL .5 HL 2.61 LC2-AS... Yes EPL DL 1.2 LL 1.6 LLS 1.6 SL .5 1.6 HL 2.61 LC2-AS... Yes Yes EPL DL 1 LL 1 LLS 1 SL 1 1 HL 1 LC1-AS... DL 1.4 FL 2.7 LC1-AS... EPL 1.6 FL 2.7 DL 1.2 LL 1.6 LLS 1.6 RLL .5 LC1-AS... EPL 1.6 FL 2.7 DL 1.2 LL 1.6 LLS 1.6 SL .5 LC1-AS... DL 1.2 RLL 1.6 LL 1 FL 2.7 LC1-AS... DL 1.2 SL 1.6 LL 1 FL 2.7 LC2-AS... Yes EPL 1.6 DL 1.2 LL 1.6 LLS 1.6 RLL .5 HL 1.6 LC2-AS... Yes EPL 1.6 DL 1.2 LL 1.6 LLS 1.6 SL .5 HL 1.6 LC1-AS... Yes DL 1.4 FL 1.4 LC1-AS... Yes EPL 1.6 FL 1.2 DL 1.2 LL 1.6 LLS 1.6 RLL .5 LC1-AS... Yes EPL 1.6 FL 1.2 DL 1.2 LL 1.6 LLS 1.6 SL .5 LC1-AS... Yes DL 1.2 RLL 1.6 LL 1 FL 1.2 LC1-AS... Yes DL 1.2 SL 1.6 LL 1 FL 1.2 LC3- ACI...Yes DL 1.2 SL .2 RLL 1 EPL 1 FL 1.2 EL 1 LC3-ACI ...Yes DL .9 EPL .9 FL 1.2 EL 1 LC4- ACI...Yes DL 1.2 SL .2 RLL 1 EPL 1.6 OL1 1 1 HL 1.6 LC4-ACI ...Yes EPL 1.6 OL1 1 DL .9 1 HL 1.6 LC3- ACI...Yes Yes DL 1 SL .2 RLL 1 EPL 1 FL 1 EL 1 LC3-ACI ...Yes Yes DL .9 EPL 1 FL 1 EL 1 LC4- ACI...Yes Yes DL 1 SL .2 RLL 1 EPL 1 OL1 1 1 HL 1 LC4-ACI ...Yes Yes EPL 1 OL1 1 DL .9 1 HL 1
Strip Reinforcing 1 2
Label
UC Top
Top Bars
Governing Desig...
UC Bot
DS1 DS2
.392 .173
#5@16in #5@16in
DS1-X20 DS2-X25
.058 .042
Bot Bars/...Governin... UC Shear Governin... #5@16in DS1-X39 .142 DS1-X1 #5@16in DS2-X44 .08 DS2-X7
Envelope Soil Pressures 1 2 3 4 5
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N21 N22 N23 N24 R3D_N1
.924 .656 .921 .745 .913
9 6 27 9 9
1386.574 983.531 1381.908 1116.959 1368.953
1500 1500 1500 1500 1500
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Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
R3D_N2 R3D_N3 R3D_N4 R3D_N5 R3D_N6 R3D_N42 R3D_N43 R3D_N60 R3D_N61 R3D_N82 R3D_N83 R3D_N101 R3D_N102 R3D_N112 R3D_N125 R3D_N131 R3D_N134 R3D_N137 R3D_N140 N25 N26 N27 N28 N29 N30 N31 N32 N33 N34 N35 N36 N37 N38 N39 N40 N41 N42 N43 N44 N45 N46 N47 N48 N49 N50 N51 N52 N53 N54 N55 N56 N57
.648 .762 .742 .526 .662 .697 .754 .68 .611 .534 .568 .558 .589 .652 .829 .658 .565 .605 .624 .643 .652 .628 .616 .579 .564 .572 .587 .761 .777 .743 .727 .793 .754 .785 .805 .723 .746 .718 .697 .637 .618 .601 .621 .729 .708 .762 .833 .875 .891 .851 .91 .912
6 9 27 6 6 9 9 9 9 6 6 6 6 6 9 27 9 6 6 9 9 9 9 6 6 6 6 9 9 9 9 9 9 9 9 9 9 9 9 9 6 6 9 9 9 9 9 9 9 9 9 9
971.506 1143.356 1112.261 788.777 992.415 1046.214 1130.716 1019.358 916.701 800.449 851.949 836.345 883.464 978.257 1244.097 986.771 846.832 907.271 935.635 964.737 978.254 942.152 923.712 868.286 845.8 857.463 879.911 1140.969 1165.366 1114.624 1090.829 1189.476 1130.639 1177.722 1207.095 1084.158 1119.448 1076.52 1044.924 955.006 926.382 901.445 931.401 1093.21 1062.749 1143.657 1249.808 1312.106 1335.815 1276.917 1365.594 1367.575
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
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Page 2
Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N58 N59 N60 N61 N62 N63 N64 N65 N66 N67 N68 N69 N70 N71 N72 N73 N74 N75 N76 N77 N78 N79 N80 N81 N82 N83 N84 N85 N86 N87 N88 N89 N90 N91 N92 N93 N94 N95 N96 N97 N98 N99 N100 N101 N102 N103 N104 N105 N106 N107 N108 N109
.895 .901 .544 .621 .585 .57 .749 .745 .768 .778 .666 .651 .689 .709 .629 .602 .586 .564 .571 .592 .562 .533 .529 .598 .549 .555 .571 .563 .544 .539 .527 .549 .711 .876 .831 .669 .61 .636 .629 .64 .662 .66 .637 .674 .698 .676 .657 .656 .641 .674 .69 .725
9 9 9 27 27 9 9 9 9 9 9 9 9 9 9 9 6 6 6 6 27 6 6 27 6 6 9 6 6 27 6 6 27 27 27 27 6 6 6 6 6 6 6 9 9 9 9 9 9 9 9 9
1342.64 1351.309 816.573 932.005 877.388 855.39 1123.392 1117.124 1152.597 1167.472 998.453 975.996 1033.116 1062.938 944.029 902.902 879.006 846.684 857.017 887.706 843.693 799.92 794.14 896.427 822.987 832.826 855.923 845.081 816.094 808.292 790.338 824.237 1066.995 1314.316 1246.258 1003.873 915.745 953.252 943.332 959.684 992.52 990.066 954.959 1010.497 1047.164 1013.516 984.792 984.603 961.377 1011.521 1034.726 1087.437
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
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Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N110 N111 N112 N113 N114 N115 N116 N117 N118 N119 N120 N121 N122 N123 N124 N125 N126 N127 N128 N129 N130 N131 N132 N133 N134 N135 N136 N137 N138 N139 N140 N141 N142 N143 N144 N145 N146 N147 N148 N149 N150 N151 N152 N153 N154 N155 N156 N157 N158 N159 N160 N161
.544 .528 .545 .555 .558 .693 .68 .715 .673 .654 .606 .796 .817 .884 .874 .847 .599 .614 .587 .733 .72 .753 .745 .577 .561 .598 .618 .614 .633 .786 .742 .578 .648 .644 .623 .634 .609 .793 .81 .814 .778 .752 .855 .918 .54 .525 .66 .645 .63 .615 .66 .604
6 6 6 6 6 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 6 6 6 27 27 27 6 6 6 6 6 6 9 9 9 9 9 9 9 6 27 27 9 9 9 9 6
816.036 791.962 816.842 832.473 837.319 1039.545 1019.39 1072.852 1008.757 980.902 909.683 1194.708 1225.403 1326.337 1310.607 1270.304 898.094 921.674 879.869 1100.131 1080.523 1129.444 1117.603 866.117 842.129 896.703 927.371 920.494 948.868 1178.701 1113.555 867.134 972.462 965.267 934.836 950.271 913.62 1188.969 1215.412 1220.395 1167.312 1128.743 1282.459 1377.209 809.4 787.633 990.161 968.038 945.58 922.032 989.805 906.043
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
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Company Designer Job Number Model Name
: Sunrise 2013 : KM : : Springville Hatchery
Jan 31, 2017 6:54 PM Checked By:_____
Envelope Soil Pressures (Continued) 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181
Label
Max UC
Max LC
Soil Pressure[psf]
Allowable Bearing[psf]
N162 N163 N164 N165 N166 N167 N168 N169 N170 N171 N172 N173 N174 N175 N176 N177 N178 N179 N180 N181
.58 .559 .701 .539 .588 .755 .604 .594 .664 .691 .674 .655 .585 .592 .832 .903 .582 .668 .659 .63
6 6 27 6 27 27 6 6 6 9 6 6 9 9 9 9 9 6 6 6
870.271 837.909 1050.787 808.847 882.532 1132.502 905.991 890.393 996.142 1037.241 1010.67 981.781 878.162 888.419 1247.349 1354.221 873.389 1001.96 988.188 944.369
1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500 1500
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Page 5
Z
X
2236.717lb 624psf .182lb 148.617lb
21.488lb
N21 R3D_N1 248.686lb 2236.717lb -51.517lb R3D_N125 329.535lb -46.902lb R3D_N43 654.419lb # 21.488lb -28.181lb 3.748lb (T) R3D_N42 5@ n i 1 6 410.415lb 148.617lb 6 1 -1.082lb i 521.773lb @ n(T) ) R3D_N6 R3D_N3 #5 41.167lb (B 415.209lb n 248.686lb #-43.211lb i -.182lb N24 5 6 @ 1 572.11lb -51.517lb 1 @ R3D_N140 R3D_N60 6 5 R3D_N112 in 410.415lb # 329.535lb 60.399lb (-21.192lb B) -1.934lb 451.177lb 21.192lb -46.902lb R3D_N102 1.082lb R3D_N61 654.419lb R3D_N2 N22 437.893lb 43.211lb -36.863lb -28.181lb 3.748lb R3D_N101 R3D_N134 R3D_N137 521.773lb 451.177lb -7.003lb R3D_N5 1.934lb 41.167lb 7.003lb R3D_N83 572.11lb R3D_N131 36.863lb R3D_N82 60.399lb R3D_N4 N23
Loads: LL - Live Load Results for LC 1, LC1-ASCE Strength 1 (Bending)
Sunrise 2013 KM
SK - 20 Springville Hatchery
Jan 31, 2017 at 6:56 PM
Worst Case Loading
untitled.r3d
30
Z
Moment Z lb-ft per ft 3960 3470 2980 2490 2000 1510 1020 530 40 -450 -940
X
N21 R3D_N1 R3D_N125
N22
R3D_N2
R3D_N43 # (T) R3D_N42 5@ 1616in @ in(T) ) R3D_N6 #5 (B n #5 i @ 16 1R3D_N140 6in 5@ R3D_N112 # (B ) R3D_N102 R3D_N101
R3D_N137
R3D_N3 N24 R3D_N60 R3D_N61 R3D_N134
R3D_N5
R3D_N83
R3D_N131
R3D_N82 R3D_N4 N23
Results for LC 1, LC1-ASCE Strength 1 (Bending)
Sunrise 2013 KM
SK - 21 Springville Hatchery MOMENT MZ IN SLAB
31
Jan 31, 2017 at 6:57 PM untitled.r3d
Z
Moment X lb-ft per ft 3130 2710 2290 1870 1450 1030 610 190 -230 -650 -1070
X
N21 R3D_N1 R3D_N125
N22
R3D_N2
R3D_N43 # (T) R3D_N42 5@ 1616in @ in(T) ) R3D_N6 #5 (B n #5 i @ 16 1R3D_N140 6in 5@ R3D_N112 # (B ) R3D_N102 R3D_N101
R3D_N137
R3D_N3 N24 R3D_N60 R3D_N61 R3D_N134
R3D_N5
R3D_N83
R3D_N131
R3D_N82 R3D_N4 N23
Results for LC 1, LC1-ASCE Strength 1 (Bending)
Sunrise 2013 KM
SK - 22 Springville Hatchery MOMENT MX IN FOUNDATION SLAB
32
Jan 31, 2017 at 6:59 PM untitled.r3d
Z
Soil Pressure psf 1260 1120 980 840 700 560 420 280 140 .001 0
X
N21 R3D_N1 R3D_N125
N22
R3D_N2
R3D_N43 # (T) R3D_N42 5@ 1616in @ in(T) ) R3D_N6 #5 (B n #5 i @ 16 1R3D_N140 6in 5@ R3D_N112 # (B ) R3D_N102 R3D_N101
R3D_N137
R3D_N3 N24 R3D_N60 R3D_N61 R3D_N134
R3D_N5
R3D_N83
R3D_N131
R3D_N82 R3D_N4 N23
Results for LC 6, LC1-ASCE Service (Bending)
Sunrise 2013 KM
SK - 23 Springville Hatchery SOIL PRESSURE
33
Jan 31, 2017 at 7:00 PM untitled.r3d
Z
X
#5 @
#5 (T) @ 1616in @ in(T) #5 16
@ #5
in (B )
1
) (B n i 6
Results for LC 6, LC1-ASCE Service (Bending)
Sunrise 2013 KM
SK - 24 Springville Hatchery SLAB REINFORCING REQUIREMENTS
34
Jan 31, 2017 at 7:01 PM untitled.r3d
Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6
Project Title:
Engineer:
Project Descr:
Springville Fish Hatchery Steve Hansen, P.E. Roof Slab
Project ID:
Printed: 31 JAN 2017, 5:51PM
File = p:\SALTLA~1\STRUCT~1\Projects\SPRING~1\FISHHA~1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.7.21, Ver:6.16.7.21
Concrete Beam
Licensee : SUNRISE ENGINEERING
Lic. # : KW-06005617 Fish Hatchery Roof Slab - 1 Foot Cross Section Description :
CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10
Material Properties
fy - Main Rebar = E - Main Rebar =
3.0 ksi = 410.792 psi 145.0 pcf = 1.0 = 3,122.0 ksi
Phi Values
Flexure : Shear : =
1
Fy - Stirrups E - Stirrups = Stirrup Bar Size #
60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup =
0.90 0.750 0.850
40.0 ksi 29,000.0 ksi 3
9 in
f'c = 1/2 fr = f'c * 7.50 Density LtWt Factor Elastic Modulus =
2
12 in S(0.06) L(0.1) D(0.02)
12" w x 9" h
Span=9.0 ft
.
Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 9.0 in Span #1 Reinforcing.... 1-#5 at 2.0 in from Bottom, from 0.0 to 9.0 ft in this span
Service loads entered. Load Factors will be applied for calculations. .
Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020 k/ft, Tributary Width = 1.0 ft, (Roof Dead Load) Uniform Load : L = 0.10 k/ft, Tributary Width = 1.0 ft, (Live Load) Uniform Load : S = 0.060 k/ft, Tributary Width = 1.0 ft, (Snow)
DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable
Location of maximum on span Span # where maximum occurs
Design OK 0.373 Typical Section 3.488 9.341 4.492 Span # 1
:1 k-ft k-ft ft
Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection
Support notation : Far left is #1
Vertical Reactions Load Combination Overall MAXimum Overall MINimum +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
Maximum Deflection
Support 1 1.119 0.270 0.579 1.029 0.579 0.849 0.917 1.119 0.579 0.579 0.917
Support 2 1.119 0.270 0.579 1.029 0.579 0.849 0.917 1.119 0.579 0.579 0.917
35
0.006 in 0.000 in 0.016 in 0.000 in
.
Ratio = 16656 >=36 Ratio = 0 =18 Ratio = 999
