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VISION
DEBBAN RESIDENCE
SWIMMING POOL
13736 SW Mistletoe Drive
Tigard,Oregon 97224
STRUCTURAL CALCULATIONS
VIMK Project Number:20160004.03
Often Landscape Architects, Inc.
3933 SW Kelly Avenue,Suite B
Portland, Oregon 97239
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Prepared By: Kevin M.Kaplan, PE,SE
Vliniv, K March 8,2016
ENGINEERING + DESIGN
Structural Calculations:Debban Residence Swimming Pool DC-1
Project Debban Residence Swimming Pool Project Number: 20160004.03
Project Address: 1 3736 SW Mistletoe Drive Document Structural Calculations for
Tigard, Oregon 97224 Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC - 1 thru DC - 2
Structural Calculations C- 1 thru C -6
DESCRIPTION OF STRUCTURAL SYSTEM
This project consists of a reinforced concrete below-grade swimming pool. This package includes structural calculations
providing the required reinforcing steel for the radius walls of the pool for varying radii. These structural calculations are
being provided to compliment drawings provided by others.
This design is done with 2,500 psi concrete to avoid the need for concrete special inspection, though the concrete to be
used is specified at 3,000 psi. This design is done based on 60 ksi reinforcing.
Due to the specified hydrostatic relief valve, no provisions for buoyancy have been incorporated.
This design is based on assumed geotechnical design criteria, code prescribed minimum properties, and without the use
of a geotechnical investigation. The client and owner have declined to obtain a geotechnical investigation and by doing
so, have accepted all liability for soil related design issues.
***LIMITATIONS***
VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information
provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is
assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural
Calculation Package.
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Debban Residence Swimming Pool DC-2
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
MATERIALS
Concrete
Swimming Pool Walls f = 2,500 psi
Reinforcing Steel
ASTM A615 Gr. 60 Fy = 60 ksi
SOILS
Lateral Earth Pressure (EFP)
Cantilevered Wall 30 pcf
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
1
STVLMK Project: Debban Res Pool Job#: 20160004.03 By: KMK Date: 3-8-16 Sheet It: C - 1
ENGINEERING a DESIGN
v3.00-Software Co. ri.ht 2015 VLMK Consultin. En.ineers. All Ri.hts Reserved.
Pool Wall Structural Calculations - General 1' Radius
[ Based on 2012 International Building Code and ASCE7-10
' DESIGN INPUT AND GEOMETRY t(top)
R = 1 ft Input 1'-0" < R < 6'-0"
h1 = 9 in - ,
h3 = 44 in
to = 6 in Radius Wall Thickness
P ` I
tt0p = 12 in
p = 30 pcf Soil Pressure
Wc0nc = 150 pcf Weight of Concrete
Fy = 60 ksi Steel Strength
0 = 0.9 Load Factor r :
Cc = 3.25 in Reinforcing Clear Cover
F'c = 2500 psi Concrete Compressive CZ!
'� /
Strength
DESIGN OUTPUT
h4 = 6.1767 ft 74 in f� �,
t1 = 6 in , A
t2 = 6 in d(i)
p(niax) r
T = 6 in
Pmax = 186 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 1.89 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 0.683 ft P1*d1 = 0.0768 k-ft
P2 = 0.0188 kip d2 = 0.85 ft P2*d2 = 0.0159 k-ft
P3 = 0.3125 kip d3 = 0.433 ft P3*d3 = 0.1353 k-ft
P4 = 0.0286 kip d4 = 0.343 ft P4*d4 = 0.0098 k-ft
P5 = 0.0286 kip d5 = 0.171 ft P5*d5 = 0.0049 k-ft
P6 = 0.0157 kip d6 = -0.059 ft P6*d6 = -0.0009 k-ft
0.9*MREs,A = 0.2177 k-ft
MNET,A = 1.6727 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 2.75 in (distance to reinforcing)
AS,REQ'D = (MNET,A*o)/(Fy*d) = 0.109 in2
Quantity Size Spacing Fy = 60 ksi
1 # 3 at 12 in o.c. A5 = 0.1104 in2
0 # 4 at 12 in o.c. A5 = 0 in2
As,TOTAL = 0.1104 in2
AS,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
1
VV LEVI K project: Debban Res Pool Job#: 20160004.03 By: KMK Date: 3-8-16 Sheet#: C - 2
ENGINEERING+DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Structural Calculations - General 2' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY t(top)
R = 2 ft Input 1'-0" < R < 6'-0"
h1
=
9 in
h2 = 6 in Mill
h3 = 36 in
tG = 6 in Radius Wall Thickness P.\ \\.\\\ / ,-�
tt0p = 12 in
p = 30 pcf Soil Pressure IP 1 ,
Wconc = 150 pcf Weight of Concrete
Fy = 60 ksi Steel Strength
0 = 0.9 Load Factor ...c. t` ' R
Cc = 3.25 in Reinforcing Clear Cover A ,
Pc = 2500 psi Concrete Compressive
illi3O)
Strength \ ,
tis `- ; `1 .
DESIGN OUTPUT ti
h4 = 6.339 ft 76 in P-) o
ti.
t1 = 6 in
t2 = 6 in p(max)
`(i)
T = 6 in
Pmax = 191 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 2.04 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 1.127 ft P1*d1 = 0.1268 k-ft
P2 = 0.0188 kip d2 = 1.293 ft P2*d2 = 0.0242 k-ft
P3 = 0.2625 kip d3 = 0.877 ft P3*d3 = 0.2302 k-ft
P4 = 0.0572 kip d4 = 0.77 ft P4*d4 = 0.0441 k-ft
P5 = 0.0572 kip d5 = 0.456 ft P5*d5 = 0.0261 k-ft
P6 = 0.0314 kip d6 = 0.034 ft P6*d6 = 0.0011 k-ft
0.9*MRES,A = 0.4072 k-ft
MNET,A = 1.6374 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 2.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.107 in2
1
Quantity Size Spacing Fy = 60 ksi
1 # 3 at 12 in o.c. AS = 0.1104 in2
0 # 4 at 12 in o.c. A5 = 0 in2
As,TOTAL = 0.1104 in2
As,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
1
V ,
V L M K Project: Debban Res Pool Job#: 20160004.03 By: KMK Date: 3-8-16 Sheet#: C - 3
ENGINEERING♦DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Structural Calculations - General 3' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY t(top)
R = 3 ft Input 1'-0" < R < 6'-0"
h1 = 9 in
h2 = 6 in -t
h3 = 29 in 'r
to = 6 in Radius Wall Thickness P "/ .
tt0p = 12 in
p = 30 pcf Soil Pressure
Wconc = 150 pcf Weight of Concrete
Fy = 60 ksi Steel Strength
to R k.
0 = 0.9 Load Factor c
Co = 3.25 in Reinforcing Clear Cover
F'c = 2500 psi Concrete Compressive 1;!.1ar"1
�} .
ii tk.
Strength iiiiiP raw ///
DESIGN OUTPUT
i
h _ \i ,
a — 6.5627 ft 79 in d
t1 = 6 in • --'
t2 = 6 in d(') IF
p(max)
T = 6 in
Pmax = 197 psf
MOT,A = (1/2*ha*Pmax)(1/3*ha)*1.6 = 2.26 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 1.543 ft P1*d1 = 0.1736 k-ft
P2 = 0.0188 kip d2 = 1.71 ft P2*d2 = 0.0321 k-ft
P3 = 0.2188 kip d3 = 1.293 ft P3*d3 = 0.2828 k-ft
P4 = 0.0859 kip d4 = 1.149 ft Pa*da = 0.0987 k-ft
P5 = 0.0859 kip d5 = 0.693 ft P5*ds = 0.0595 k-ft
P6 = 0.047 kip d6 = 0.106 ft P6*d6 = 0.005 k-ft
0.9*MREs,A = 0.5865 k-ft
MNET,A = 1.6738 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 2.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.110 in2
Quantity Size Spacing Fy = 60 ksi
1 # 3 at 12 in o.c. A5 = 0.1104 in2
0 # 4 at 12 in o.c. A5 = 0 in2
As,TOTAL = 0.1104 in2
I As,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Pariiand,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.cam
1
VVLMK ProJect: Debban Res Pool Job#: 20160004 03 By: KMK Date: 3-8-16 Sheet#: C - 4
ENGINEERING+DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Structural Calculations - General 4' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY t(top)
r
R = 4 ft Input 1'-0" < R < 6'-0"
h
9 in
h2 = 6 in WI
h3 = 28 in
to = 7 in Radius Wall Thickness P2'
tt0p = 12 in
p = 30 pcf Soil Pressure IP I ,
Wconc = 150 pcf Weight of Concrete / E
Fy = 60 ksi Steel Strength t(Q) 1 R ,
0 = 0.9 Load Factor 1,
Cc = 3.25 in Reinforcing Clear Cover A r`-' 1
*rmF'c = 2500 psi Concrete Compressive ����,`}
Strength , r/
Tom.
DESIGN OUTPUT
114 = 7.3958 ft 89 in "' � _
t1 = 7 in
6
ci(1)
t2 = 7 in \—p(max)
T = 7 in
Pmax = 222 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 3.23 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 1.956 ft P1*d1 = 0.2201 k-ft
P2 = 0.0219 kip d2 = 2.123 ft P2*d2 = 0.0464 k-ft
P3 = 0.2479 kip d3 = 1.706 ft P3*d3 = 0.4229 k-ft
Pa = 0.1336 kip d4 = 1.553 ft Pa*da = 0.2074 k-ft
P5 = 0.1336 kip d5 = 0.97 ft P5*d5 = 0.1296 k-ft
P6 = 0.0732 kip d6 = 0.175 ft P6*d6 = 0.0128 k-ft
0.9*MREs,A = 0.9353 k-ft
MNET,A = L2996 k-ft
REINFORCING DESIGN SUMMARY
d = T-C, = 3.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.110 in2
Quantity Size Spacing Fy = 60 ksi
1 # 3 at 12 in o.c. A5 = 0.1104 in2
0 # 4 at 12 in o.c. A5 = 0 in2
AS,TOTAL = 0.1104 in2
AS,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
1
VVLMKProject: Debban Res Pool Job#: 20160004.03 By: KMK Date: 3-8-16 Sheet#: C - 5
ENGINEERING t DESIGN
v3.00-Software Co. ri•ht 2015 VLMK Consultin• En•ineers. All Ri.hts Reserved.
Pool Wall Structural Calculations - General 5' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY t(top)
R = 5 ft Input 1'-0" < R < 6'-0"
h1 = 9 in -3-- -
h2 = 6 in 7- 1
h3 = 38 in NI
to = 8 in Radius Wall Thickness i'- J
ttop = 12 in
p = 30 pcf Soil PressureM
Wconc = 150 pcf Weight of Concrete
Fy = 60 ksi Steel Strength .
0 = 0.9 Load Factor
t(�) R ,
Cc = 3.25 in Reinforcing Clear Cover
111.-
I-) �r
Fc = 2500 psi Concrete Compressive ,ti
Strength li-IL�i ". ..
DESIGN OUTPUT
h4 = 8.2292 ft 99 in GIT~"`
t1 = 8 in A
t2 = 8 in p(rnox) d(0)
T = 8 in
Pmax = 247 psf
I
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 4.46 kip-ft
Point Load Distance to 'A' Resisting Moments
I
P1 = 0.1125 kip d1 = 2.411 ft P1*d1 = 0.2712 k-ft
P2 = 0.025 kip d2 = 2.577 ft P2*d2 = 0.0644 k-ft
P3 = 0.3667 kip d3 = 2.161 ft P3*d3 = 0.7924 k-ft
P4 = 0.1908 kip d4 = 1.979 ft P4*d4 = 0.3776 k-ft
P5 = 0.1908 kip d5 = 1.257 ft P5*d5 = 0.2398 k-ft
P6 = 0.1045 kip d6 = 0.265 ft P6*d6 = 0.0277 k-ft
0.9*MREs,A = 1.5959 k-ft
MNET,A = 2.8601 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 4.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.108 in2
Quantity Size Spacing Fy = 60 ksi
1 # 3 at 12 in o.c. AS = 0.1104 in2
0 # 4 at 12 in o.c. AS = 0 in2
As,TOTAL = 0.1104 in2
As,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com
1
V VLMK
project: Debban Res Pool Job#: 20160004.03 By: KMK Date: 3-8-16 sneer#: C - 6
ENGINEERING F DESIGN
v3.00-Software Co. ri.ht 2015 VLMK Consultin. En.ineers. AS Ri.hts Reserved.
Pool Wall Structural Calculations - General 6' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY t(top)
R = 6 ft Input 1'-0" < R < 6'-0"
( h1 = 9 in
----.-
h2 = 6 in un c
h3 = 65 in w _.�
'cN,
to = 9 in Radius Wall Thickness P*2
•----
ttop = 12 in
p = 30 pcf Soil Pressure
Wconc = 150 pcf Weight of Concrete
Fy = 60 ksi Steel Strength
0 = 0.9 Load Factor c 1..
Cc = 3.25 in Reinforcing Clear Cover A T`'
/71
F'c = 2500 psi Concrete Compressive17111tl11
r //
Strength '. /
1:x•7 `�1~` T 3•
DESIGN OUTPUT "�
h4 = 10.479 ft 126 in N- \ k `llik - d
ti = 9 in
t2 = 8.75 in d(')
\—p(max)
T = 8.5 in
Pmax = 315 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 9.22 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 2.865 ft P1*d1 = 0.3223 k-ft
P2 = 0.0281 kip d2 = 3.032 ft P2*d2 = 0.0853 k-ft
P3 = 0.6656 kip d3 = 2.615 ft P3*d3 = 1.7406 k-ft
P4 = 0.2576 kip d4 = 2.404 ft P4*d4 = 0.6193 k-ft
P5 = 0.254 kip d5 = 1.543 ft P5*d5 = 0.3919 k-ft
P6 = 0.1352 kip d6 = 0.353 ft P6*d6 = 0.0477 k-ft
0.9*MREs,A = 2.8864 k-ft
MNET,A = 6.3286 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 5.25 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.217 in2
Quantity Size Spacing Fy = 60 ksi
2 # 3 at 12 in o.c. AS = 0.2209 in2
0 # 4 at 12 in o.c. A5 = 0 in2
As,TOTAL = 0.2209 in2
AS,TOTAL > AS,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com