HomeMy WebLinkAboutSoake Pools Structural DesignProject Number: 2019.129.001
DESIGN COMPUTATIONS FOR
13’-0” x 7’-0” x 5’-1”
Precast Soake Pool/Spa
Concord, New Hampshire
PREPARED FOR:
Larson Design, LLC
118 Perkins Road
Madbury, New Hampshire 03823
PREPARED BY:
State License # 02101
860 Hooper Road, Endwell, New York 13760
TEL: 607-231-6600 FAX: 607-231-6650
EMAIL: precast@delta-eas.com
www.delta-eas.com
COA 02101
3/25/19 COA 111870
Page 2 of 12
Check: RA
PRECAST VAULT DESIGN
DESCRIPTION
Length (I.D.) = 13.08 ft
Width (I.D.) = 7.08 ft Denotes input field
Height (I.D.) = 5.08 ft
Wall Thickness = 4.50 in
Base Slab Thickness = 6.00 in
Cover Slab Thickness = 0.00 in
TECHNICAL DATA
Earth Cover (Min.) = 0.00 ft
Earth Cover (Max) = 0.00 ft
Min Watertable Depth = 0.00 ft
ka = 0.50
Unit Weight of Soil = 120 pcf
Equivalent Lateral Fluid Pressure = 0.091 kcf
LL Surcharge = 0.03 ksf
Depth Below F.G. to Apply Surcharge = 8.00 ft
Concrete Strength (f'c) = 4.0 ksi
Unit Weight of Concrete = 150 pcf
Ec = 57,000 * √f'c =3.60E+06 psi (19.2.2.1.b)
Yield Strength (fy) = 60 ksi
Es =2.90E+07 psi (20.2.2.2)
n = Es / Ec =8.0
β1 =0.85 (Table 22.2.2.4.3)
fr = 7.5 √f'c =474 psi (19.2.3.1)
Rho max = (.75 Ub) =0.0213801
Design Wheel Load (Pw) = 0 kips
Uniform Live Load = 0 psf
Capacity Reduction Factors:
I - Shear =0.75 (Table 21.2.1)
Load Factors: (Table 5.3.1)
E - LL =1.60
E - DL =1.20
E - EL =1.60 (5.3.8)
References:
3. “Rectangular Concrete Tanks, 5th Ed.” – PCA Publication.
5. "Standard Practice for Minimum Structural Design Loading for Monolithic or
Sectional Precast Concrete Water and Wastewater Structures" – ASTM C890
4. “Theory of Plates and Shells” – Timoshenko, S. 1959.
1. "Specifications for Highway Bridges, 17th Ed." - AASHTO
2."Building Code Requirements for Structural Concrete" - ACI 318-14.
13.08 ft
5.08 ft
7.08 ft
Vault Isometric View
(Joints not shown for clarity)
(All dimensions I.D.)
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 3 of 12
Check: RA
(avg.)
ka = 0.50
Unit Wt. of Soil = 120 pcf
Max. Fill Above Structure = 0.00 ft. (Worst Case)
Structure Inside Ht. = 5.08 ft.
Top Slab Thickness = 0.00 in.
Min. Watertable Depth = 0.00 ft.
Lateral Pressure (Dry) = 60.0 pcf
(Ka*Soil Wt.)
Lateral Pressure (Sat.) = 91.2 pcf
(Ka*(Soil Wt.-62.4pcf)+62.4pcf)
Equivalent Lateral Pressure = 91.2 pcf
Finished Grade
0.00 ft.
0.00 ft.
0 in. Water
Table Eq. Lat.
Pressure
5.08 ft. 5.08 ft.
EQUIVALENT LATERAL
FLUID PRESSURE:
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 4 of 12
Check: RA
Height, a = 5.08 ft.
Length, b = 13.08 ft.
Width, c = 7.08 ft.
Wall Thickness = 4.50 in
b/a = 2.6
Height a for Hor. = (1/4b) = 3.27 ft.
Top of wall hinged? n (Y or N)
OUTSIDE FACE
Bar Cover = 1.50 in
Uniform Triangular
PCA Case # 8 3
(-) Max horiz. Coeff. = 0.343 0.084 Eq. Lat. Press.= 0.091 kcf
(-) Max vert. Coeff. = 0.299 0.113 W2 = 0.03 ksf
W3 = 0.49 ksf
Max horiz. neg. moment = 1.27 kip-ft
Max vert. neg. moment = 1.58 kip-ft
Mu IMn Bar Sz Sp d As a
Horiz 2.03 kip-ft 2.20 kip-ft # 4 10.0 in 2.25 in 0.24 in. sq/ft. 0.35 in
Vertical 2.53 kip-ft 2.73 kip-ft # 4 10.0 in 2.75 in 0.24 in. sq/ft. 0.35 in
Horiz Vertical
Moment, ФM (ACI 318 Table 21.2.2)=0.90 0.90
c=a/β1=0.41 0.41
Reinforcing Strain Ht= (d-c)/c*0.003 =0.0136 tension controlled 0.0172 tension controlled
Hty= fy/Es =0.002 0.002
Uniform Triangular
Side Edge Shear coeff. = 0.994 0.293
Vu = 1.35 kips IVc =2.56 kips IVc>Vu:OK
Bottom Edge Shear coeff. = 0.962 0.484
Vu = 2.06 kips IVc =3.13 kips IVc>Vu:OK
ldb = 12 in min lap = 21 in
Cracking Reinforcing Spacing:ACI 318 - Table 24.3.2
Horizontal Vertical
U = As / b * d =0.008727 0.007139983
U * n =0.070201 0.057436814
k = √(2Un + (Un)2) - Un =0.311 0.286
j = 1 - (k/3) = 0.896 0.905
M = 1.27 kip-ft 1.58 kip-ft
fs = M / As j d = 32.06 ksi OK 32.36 ksi OK
s =15(40000/fs)-2.5cc =15 in OK 15 in OK
[and <=12(40000/fs)]
Can NOT use forced cantilever with
top of the wall hinged.
MONOLITHIC BASE SECTION
WALL DESIGN
Lateral Earth Pressure
(Surcharge Applied Over Entire Height of Unit)
COMB. UNIFORM & TRIANGULAR LOAD
PCA Rectangular Concrete Tanks
Horizontal line indicates top of wall
(varies from 0.9 for tension
controlled to 0.65 for
compression controlled)
B.O.B.(W3)
T.O.B.(W2)0
1
2
3
4
5
6
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Depth ftW ksf
Soil Loading Diagram
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 5 of 12
Check: RA
Monolithic Base Section Design Continued:
MINIMUM REINFORCING - ACI 318 - Table 8.6.1.1
Horizontal
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft
Vertical
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft
INSIDE FACE
Bar Cover = 2.00 in
Uniform Triangular
PCA Case # 8 3
(+) Max horiz. Coeff. = 0.099 0.027 Max horiz. pos. moment = 0.40 kip-ft
(+) Max vert. Coeff. = 0.023 0.013 Max vert. pos. moment = 0.18 kip-ft
Mu IMn Bar Sz Sp d As a
Horiz 0.64 kip-ft 2.20 kip-ft # 4 10.0 in 2.25 in 0.24 in. sq/ft. 0.35 in
Vertical 0.29 kip-ft 1.67 kip-ft # 4 10.0 in 1.75 in 0.24 in. sq/ft. 0.35 in
Horiz Vertical
Moment, ФM (ACI 318 Table 21.2.2)=0.90 0.90
c=a/β1=0.41 0.41
Reinforcing Strain Ht= (d-c)/c*0.003 =0.0136 tension controlled 0.0099 tension controlled
Hty= fy/Es =0.002 0.002
Cracking Reinforcing Spacing:ACI 318 - Table 24.3.2
Horizontal Vertical
U = As / b * d =0.008727 0.011219974
U * n =0.070201 0.090257851
k = √(2Un + (Un)2) - Un =0.311 0.344
j = 1 - (k/3) = 0.896 0.885
M = Mdl + Mll = 0.40 kip-ft 0.18 kip-ft
fs = M / As j d = 10.17 ksi OK 5.86 ksi OK
s =15(40000/fs)-2.5cc =47 in OK 82 in OK
[and <=12(40000/fs)]
MINIMUM REINFORCING - ACI 318 - Table 8.6.1.1
Horizontal
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft
Vertical
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft OK, As Provided > As Min.
(varies from 0.9 for tension
controlled to 0.65 for
compression controlled)
OK, As Provided > As Min.
OK, As Provided > As Min.
OK, As Provided > As Min.
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 6 of 12
Check: RA
ID OD
Length = 13.08 ft 13.83 ft
Width = 7.08 ft 7.83 ft
Wall Thickness = 4.50 in
Slab Thickness = 6.00 in
b/a = 1.8
Number of Wheels= 0 Distributed load used
Vertical Loads:from top slab design
Soil = 0.00 kips
Cover slab = 0.00 kips
Walls = 11.96 kips
Other =
Total Dead Load = 11.96 kips
Live Load = 0.00 kips
Net upward bearing pressure:
Dead Load, fbdl = 0.11 ksf
Hydrostatic, fbhyd = 0.35 ksf <== Controls
Live Load, fbll = + 0.00 ksf
w = 0.35 ksf
Wu = 0.42 ksf
Top cage
Transverse Coeff. = 0.093
Longitudinal Coeff. = 0.040
Bar cover = 1.50 in
Transverse Moment = 1.62 kip-ft
Longitudinal Moment = 0.69 kip-ft
Mu IMn Bar Sz Sp d As a
Transverse 1.94 kip-ft 3.63 kip-ft # 4 12.0 in 4.25 in 0.20 in. sq/ft.0.29 in
Longitudinal 0.83 kip-ft 3.19 kip-ft # 4 12.0 in 3.75 in 0.20 in. sq/ft. 0.29 in
Shear Coeff.= 0.452
Vu @ 'd'= 1.27 kips IVc =IVc>Vu:OK4.84 kips
BASE SLAB DESIGN
HINGED 4 SIDES
PCA Rectangular Concrete Tanks
Case #10
(5.58 ft * 0.0624 kcf)
F.G.5.58 ft0.00 ft5.58 ftfbll
fbdl OR fbhyd
Loading Diagram
Ref: ASTM C857 Sec 4.3
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 7 of 12
Check: RA
Transverse Longitudinal
Moment, ФM (ACI 318 Table 21.2.2)=0.90 0.90
c=a/β1=0.34 0.34
Reinforcing Strain Ht= (d-c)/c*0.003 =0.0345 tension controlled 0.0301 tension controlled
Hty= fy/Es =0.002 0.002
Cracking Reinforcing Spacing:ACI 318 - Table 24.3.2
Transverse Longitudinal
U = As / b * d =0.003850 0.004363
U * n =0.030971 0.035100
k = √(2Un + (Un)2) - Un =0.220 0.232
j = 1 - (k/3) = 0.927 0.923
M = 1.62 kip-ft 0.69 kip-ft
fs = M / As j d = 25.15 ksi OK 12.22 ksi OK
s =15(40000/fs)-2.5cc =19.09 in OK 39.29 in OK
[and <=12(40000/fs)]
MINIMUM REINFORCING - ACI 318 - Table 8.6.1.1
Transverse
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.13 in²/ft <= Controls
OR 0.0014 * Ag =0.10 in²/ft
Longitudinal
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.13 in²/ft <= Controls
OR 0.0014 * Ag =0.10 in²/ft
OK, As Provided > As Min.
OK, As Provided > As Min.
(varies from 0.9 for tension
controlled to 0.65 for
compression controlled)
BASE SLAB DESIGN
HINGED 4 SIDES
PCA Rectangular Concrete Tanks
Case #10
(Continued)
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 8 of 12
Check: RA
PRECAST VAULT DESIGN
Free Standing, Full of Water
Length (I.D.) = 13.08 ft
Width (I.D.) = 7.08 ft Denotes input field
Height (I.D.) = 5.08 ft
Wall Thickness = 4.50 in
Base Slab Thickness = 6.00 in
Cover Slab Thickness = 0.00 in
TECHNICAL DATA
Earth Cover (Min.) = 0.00 ft
Earth Cover (Max) = 0.00 ft
Min Watertable Depth = 0.00 ft
ka = 0.00
Unit Weight of Soil = 0 pcf
Equivalent Lateral Fluid Pressure = 0.064 kcf
LL Surcharge = 0.00 ksf
Depth Below F.G. to Apply Surcharge = 8.00 ft
Concrete Strength (f'c) = 4.0 ksi
Unit Weight of Concrete = 150 pcf
Ec = 57,000 * √f'c =3.60E+06 psi (19.2.2.1.b)
Yield Strength (fy) = 60 ksi
Es =2.90E+07 psi (20.2.2.2)
n = Es / Ec =8.0
β1 =0.85 (Table 22.2.2.4.3)
fr = 7.5 √f'c =474 psi (19.2.3.1)
Rho max = (.75 Ub) =0.0213801
Design Wheel Load (Pw) = 0 kips
Uniform Live Load = 0 psf
Capacity Reduction Factors:
I - Shear =0.75 (Table 21.2.1)
Load Factors: (Table 5.3.1)
E - LL =1.60
E - DL =1.20
E - EL =1.60 (5.3.8)
References:
3. “Rectangular Concrete Tanks, 5th Ed.” – PCA Publication.
5. "Standard Practice for Minimum Structural Design Loading for Monolithic or
Sectional Precast Concrete Water and Wastewater Structures" – ASTM C890
4. “Theory of Plates and Shells” – Timoshenko, S. 1959.
1. "Specifications for Highway Bridges, 17th Ed." - AASHTO
2."Building Code Requirements for Structural Concrete" - ACI 318-14.
13.08 ft
5.08 ft
7.08 ft
Vault Isometric View
(Joints not shown for clarity)
(All dimensions I.D.)
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 9 of 12
Check: RA
ka = 0.00
Unit Wt. of Soil = 0 pcf
Max. Fill Above Structure = 0.00 ft. (Worst Case)
Structure Inside Ht. = 5.08 ft.
Top Slab Thickness = 0.00 in.
Min. Watertable Depth = 0.00 ft.
Lateral Pressure (Dry) = 0.0 pcf
(Ka*Soil Wt.)
Lateral Pressure (Sat.) = 62.4 pcf
(Ka*(Soil Wt.-62.4pcf)+62.4pcf)
Equivalent Lateral Pressure = 62.4 pcf
Finished Grade
0.00 ft.
0.00 ft.
0 in. Water
Table Eq. Lat.
Pressure
5.08 ft. 5.08 ft.
EQUIVALENT LATERAL
FLUID PRESSURE:
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 10 of 12
Check: RA
Height, a = 5.08 ft.
Length, b = 13.08 ft.
Width, c = 7.08 ft.
Wall Thickness = 4.50 in
b/a = 2.6
Height a for Hor. = (1/4b) = 3.27 ft.
Top of wall hinged? n (Y or N)
INSIDE FACE
Bar Cover = 2.00 in
Uniform Triangular
PCA Case # 8 3
(-) Max horiz. Coeff. = 0.343 0.084 Eq. Lat. Press.= 0.064 kcf
(-) Max vert. Coeff. = 0.299 0.113 W2 = 0.00 ksf
W3 = 0.33 ksf
Max horiz. neg. moment = 0.71 kip-ft
Max vert. neg. moment = 0.95 kip-ft
Mu IMn Bar Sz Sp d As a
Horiz 1.13 kip-ft 2.20 kip-ft # 4 10.0 in 2.25 in 0.24 in. sq/ft. 0.35 in
Vertical 1.52 kip-ft 1.67 kip-ft # 4 10.0 in 1.75 in 0.24 in. sq/ft. 0.35 in
Horiz Vertical
Moment, ФM (ACI 318 Table 21.2.2)=0.90 0.90
c=a/β1=0.41 0.41
Reinforcing Strain Ht= (d-c)/c*0.003 =0.0136 tension controlled 0.0099 tension controlled
Hty= fy/Es =0.002 0.002
Uniform Triangular
Side Edge Shear coeff. = 0.994 0.293
Vu = 0.78 kips IVc =2.56 kips IVc>Vu:OK
Bottom Edge Shear coeff. = 0.962 0.484
Vu = 1.28 kips IVc =1.99 kips IVc>Vu:OK
ldb = 12 in min lap = 21 in
Cracking Reinforcing Spacing:ACI 318 - Table 24.3.2
Horizontal Vertical
U = As / b * d =0.008727 0.011219974
U * n =0.070201 0.090257851
k = √(2Un + (Un)2) - Un =0.311 0.344
j = 1 - (k/3) = 0.896 0.885
M = 0.71 kip-ft 0.95 kip-ft
fs = M / As j d = 17.84 ksi OK 31.21 ksi OK
s =15(40000/fs)-2.5cc =27 in OK 14 in OK
[and <=12(40000/fs)]
Lateral Earth Pressure
(Surcharge Applied Over Entire Height of Unit)
COMB. UNIFORM & TRIANGULAR LOAD
PCA Rectangular Concrete Tanks
Horizontal line indicates top of wall
(varies from 0.9 for tension
controlled to 0.65 for
compression controlled)
Can NOT use forced cantilever with
top of the wall hinged.
MONOLITHIC BASE SECTION
WALL DESIGN
B.O.B.(W3)
T.O.B.(W2)0
1
2
3
4
5
6
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
Depth ftW ksf
Soil Loading Diagram
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 11 of 12
Check: RA
Monolithic Base Section Design Continued:
MINIMUM REINFORCING - ACI 318 - Table 8.6.1.1
Horizontal
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft
Vertical
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft
OUTSIDE FACE
Bar Cover = 1.50 in
Uniform Triangular
PCA Case # 8 3
(+) Max horiz. Coeff. = 0.099 0.027 Max horiz. pos. moment = 0.23 kip-ft
(+) Max vert. Coeff. = 0.023 0.013 Max vert. pos. moment = 0.11 kip-ft
Mu IMn Bar Sz Sp d As a
Horiz 0.37 kip-ft 2.20 kip-ft # 4 10.0 in 2.25 in 0.24 in. sq/ft. 0.35 in
Vertical 0.18 kip-ft 2.73 kip-ft # 4 10.0 in 2.75 in 0.24 in. sq/ft. 0.35 in
Horiz Vertical
Moment, ФM (ACI 318 Table 21.2.2)=0.90 0.90
c=a/β1=0.41 0.41
Reinforcing Strain Ht= (d-c)/c*0.003 =0.0136 tension controlled 0.0172 tension controlled
Hty= fy/Es =0.002 0.002
Cracking Reinforcing Spacing:ACI 318 - Table 24.3.2
Horizontal Vertical
U = As / b * d =0.008727 0.007139983
U * n =0.070201 0.057436814
k = √(2Un + (Un)2) - Un =0.311 0.286
j = 1 - (k/3) = 0.896 0.905
M = Mdl + Mll = 0.23 kip-ft 0.11 kip-ft
fs = M / As j d = 5.79 ksi OK 2.31 ksi OK
s =15(40000/fs)-2.5cc =83 in OK 208 in OK
[and <=12(40000/fs)]
MINIMUM REINFORCING - ACI 318 - Table 8.6.1.1
Horizontal
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft
Vertical
As, min = Max of
((0.0018*60,000)/fy) * Ag = 0.10 in²/ft <= Controls
OR 0.0014 * Ag =0.08 in²/ft OK, As Provided > As Min.
(varies from 0.9 for tension
controlled to 0.65 for
compression controlled)
OK, As Provided > As Min.
OK, As Provided > As Min.
OK, As Provided > As Min.
DESCRIPTION: 13' x 7' x 5'-1" Soake Pool
JOB: 2019.129.001
SHEET NO.: of
CALCULATED BY: MPD Date 3/20/19
CHECKED BY: Date
Page 12 of 12
Check: RA