Specifications MEAUT RESIDENCE
SWIMMING POOL
13922 SW Hillshire Drive
Tigard, OR 97223
STRUCTURAL CALCULATIONS
VLMK Project Number:10220004.35
Otten & Associates Landscape Architects, Inc.
3933 S Kelly Avenue, Suite B OFFICE COPY
Portland, Oregon 97239
05/20/22
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EXPIRES: 6-30-20 23
Prepared By: Emma Olds,PE
VLMK May 20,2022
ENGINEERING + DESIGN
Project. Meaut Residence Project Number. 20220004.35
Project Address: 13922 SW Hillshire Drive Document. Structural Calculations for
Tigard, OR 97223 Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC - I th ru DC - 2
Structural Calculations C - I th ru C - 6
Swimming Pool Site Plan SK - 1
DESCRIPTION OF PROJECT
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 a flat site, 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. It is the responsibility of the pool contractor to notify VLMK Engineering + Design if the pool is not
being constructed on a flat site.
'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.
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CODES
2018 Residential Swimming Pool and Spa Code
2019 Oregon Structural Specialty Code (Based on the 2018 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 45 pcf
,l
VL M K Protect' Meaut Res. lob#. 20220004.35 By. ERO Date: 06/22 Sheetk C-1
r.nc;r: ee nc . acs rr;
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 1' Radius
Based on 2018 International Building Code and ASCE7-16
DESIGN INPUT AND GEOMETRY
R = 1.0ft Input 1'-0" < R < 6'-0"
h1= 9 in
h3= 24 in d
ttop= 12 In d
to= 6 in Wall/Floor Thickness '
T = 6 in Min Thickness
p = 45 pcf Soil Pressure
W = 150' cf Weight of Concrete �'ti 3 `Q --'�
cont P 9 �
Fy= 60 ksi Steel Strength t '
I tj
0 = 0.9 Load Factor
Cc= 3 in Reinforcing Clear Cover
F'c= 2500 psi Concrete Strength
DESIGN OUTPUT
—o r1 tr r —
h4r
= 4.5 ft F. `
Pmax= 204 psf Max POOI Depth
t1= 6.0 in 4'-3"
t2= 6.0 in
T = 6.0 in
MOT,A =(1/2*h4*Pmax)(1/3*h4)*1.6= 1.12 kip-ft
Point Load Distance to 'A' Resisting Moments
P1= 0.113 kip d1 = 0.72 ft Pl*d1= 0.08 k-ft
P2= 0.019 kip d2= 0.88 ft P2*d2= 0.02 k-ft
P3= 0.188 kip d3= 0.47 ft P3*d3= 0.09 k-ft
P4= 0.036 kip d4= 0.43 ft P4*d4= 0.02 k-ft
P5= 0.036 kip d5= 0.25 ft P5*d5= 0.01 k-ft
P6= 0.024 kip d6= 0.00 ft P6*d6= 0.00 k-ft
0.9*MRES,A= 0.19 k-ft
MNET,A= 0.93 k-ft
REINFORCING DESIGN SUMMARY
d = T-C,= 2.81 in (distance to reinforcing)
As,REQ'D = 0.07 int/ft
Quantity Size Spacing Fv= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 int
'B' Bars 0 # 3 at 12 in o.c. As= 0.00 int
As,TOTAL= 0.1104 Int
As,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
i
VVLMK Proiert Meaut Res. lob#. 20220004.35 By. ERO Date: 06/22 Sheet#: C-2
ENG'NFEIRING . Df� (C%
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 2' Radius
Based on 2018 International Building Code and ASCE7-16
t(tcp)
DESIGN INPUT AND GEOMETRY
R = 2.0ft Input 1'-0" < R < 6'-0" r A
hl= 9 in fi
h2= 6 ind' �
h3= 24 in 1
ttop= 12 in _
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness 1 `'
p = 45 pcf Soil Pressure t(o) P
Wconc= 150 pcf Weight of Concrete # s' ,• `
F = 60 ksi Steel Strength 5}4
t ,
0 = 0.9 Load Factor "~•
Cc= 3 in Reinforcing Clear Cover
F'c= 2500 psi Concrete Strength
----
DESIGN OUTPUT A
d „ ;
h4= 5.3 ft
—Gat rrt a st j ....., }
pmax= 237 psf Max Pool Depth
t1= 6.0 in 5'-3"
t2= 6.0 in
T = 6.0 in
MOT,A= (1/2*h4*Pmax)(1/3*h4)*1.6= 1.75 kip-ft
Point Load Distance to 'A' Resisting Moments
Pl= 0.113 kip dl = 1.02 ft Pl*dl= 0.11 k-ft
P2= 0.019 kip d2 = 1.19 ft P2*d2= 0.02 k-ft
P3= 0.188 kip d3 = 0.77 ft P3*d3= 0.14 k-ft
P4= 0.065 kip d4= 0.68 ft P4*d4= 0.04 k-ft
P5= 0.065 kip d5= 0.37 ft P5*d5= 0.02 k-ft
P6= 0.029 kip d6= 0.00 ft P6*d6= 0.00 k-ft
0.9*MRES,A= 0.31 k-ft
MNET,A= 1.44 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc= 2.81 in (distance to reinforcing)
As,REQ'D = 0.11 int/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 int
'B' Bars 0 # 3 at 12 in o.c. AS= 0.00 int
As,TOTAL= 0.1104 int
As,TOTAI > A,,REQ'o REINFORCING IS ADEQUATE
VVLMK
Proiect: Meaut Res. lob# 20220004.35 By: ERO Date: 06/22 Sheet#. C-3
.=NG iN-f RING, 5(GN
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 3' Radius
Based on 2018 International Building Code and ASCE7-16
DESIGN INPUT AND GEOMETRY -
R = 3.0 ft Input 1'-0" < R < 6'-0"
hl= 9 in
h2= 6 in . _
h3= 24 in '
ttop= 12 in
to= 6 in Wall/Floor Thickness 3
T = 6 in Min Thickness tF `s
p = 45 pcf Soil Pressurei �� R
�f
Wconc= 150 pcf Weight of Concrete
Fy= 4
60 ksi Steel Strength
0 = 0.9 Load Factor
Cc= 3 in Reinforcing Clear Cover
F'c= 2500 psi Concrete Strength t
,0 --3
DESIGN OUTPUT
'4._�i(vnci:
h4= 6.0 ft
Pmax= 270 psf Max POOI Depth
t1= 6.0 in 6'-3"
t2 = 6.0 in
T = 6.0 in
MOT,A= (1/2*h4*Pmax)(1/3*h4)*1.6 = 2.58 kip-ft
Point Load Distance to 'A' Resisting Moments
P1= 0.113 kip d1= 1.31 ft Pl*d1= 0.15 k-ft
P2= 0.019 kip d2= 1.48 ft P2*d2= 0.03 k-ft
P3= 0.188 kip d3= 1.06 ft P3*d3= 0.20 k-ft
P4= 0.094 kip d4= 0.93 ft P4*d4= 0.09 k-ft
Ps= 0.094 kip d5= 0.48 ft P5*d5= 0.04 k-ft
P6= 0.031 kip d6= 0.00 ft P6*d6= 0.00 k-ft
0.9*MRE5,A= 0.46 k-ft
M N ET,A= 2.12 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc= 2.81 in (distance to reinforcing)
A5,REq'D = 0.18 int/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. As= 0.11 int
'B' Bars 1 # 3 at 12 in o.c. AS= 0.11 int
As,TOTAL= 0.2209 int
As,TOTAL > AS,REQ'D REINFORCING IS ADEQUATE
VVLMK Proles: Meaut Res. lobk 20220004.35 By: ERO Date: 06/22 Sheet#. C-4
EltiG1�EFiFINL �f.SkC.M1
v3,01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 4' Radius
Based on 2018 International Building Code and ASCE7-16
r(t'o )
DESIGN INPUT AND GEOMETRY
R = 4.0 ft Input 1'-0" < R < 6-0"
hl= 9 ` in
h2= 6 in
st
h3= 24 in j
j t1
ttop= 12 in f °'
to= 6 ' in Wall/Floor Thickness
f
T = 7in Min Thickness
p = 45 pcf Soil Pressure 's
Wcanc= 150' pcf Weight of Concrete
Fy= 60 ksi Steel Strength
0 = 0.9 Load Factor � .
Ccg= 3 in Reinforcing Clear Cover
Fc= 2500 psi Concrete Strength 8
DESIGN OUTPUT
h4= 6.8 ft
Pmex= 306 psf Max POOI Depth
t1= 6.4 in 7'-3"
t2= 6.9 in
T = 7.0 in
MOT,A = (1/2*h4*P nax)(1/3*h4)*1.6 = 3.77 kip-ft
Point Load Distance to 'A' Resisting Moments
' P1= 0.113 kip d1= 1.60 ft P1*d1= 0.18 k-ft
P2= 0.019 kip d2= 1.76 ft P2*d2 = 0.03 k-ft
P3= 0.188 kip d3= 1.35 ft P3*d3= 0.25 k-ft
P4= 0.127 kip d4= 1.18 ft P4*d4= 0.15 k-ft
P5= 0.137 kip d5= 0.60 ft P5*d5= 0.08 k-ft
P6= 0,043 kip d6= 0.00 ft P6*d6= 0.00 k-ft
0.9*MRES,A= 0.63 k-ft
MNET,A= 3.14 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc= 3.81 in (distance to reinforcing)
As,REQ'D = 0.19 int/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 - # 3 at 12 in o.c. AS= 0.11 int
'B' Bars 1 # 3 at 12 in o.c. AS= 0.11 int
As,TOTAL= 0.2209 int
As,TOTAI > A,,REQ'D REINFORCING IS ADEQUATE
i
VL M K Project: Meaut Res. lob#. 20220004.35 By. ERO Dote: 06/22 Sheet#: C-5
r".P,'C!PF EL:F.INCs DES€CM1
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 5' Radius
Based on 2018 International Building Code and ASCE7-16
t(top)
DESIGN INPUT AND GEOMETRY –
R = 5.0 ft Input 1'-0" < R < 6'-0"
hl= 9 in
i
i
h2= 6 in 3� P1^,. I
h3= 24 in 1
ttop= 12 in
l
to= 6 in Wall/Floor Thickness
T = S ` in Min Thickness 1
p = 45 pcf Soil Pressure
Wconc= 150pcf Weight of Concrete '` �
Fy= 60 ksi Steel Strength ~`
0 = 0.9 Load Factor
Cc= 3 in Reinforcing Clear Cover i i VX1
F'c= 2500 psi Concrete Strength
t�
DESIGN OUTPUT d(i)
h4= 7.6 ft '—P( ax') w
pr,aX= 343 psf Max Pool Depth
t1= 6.9 in 8'-3"
t2= 7.8 in
T = 8.0 in
MOT,A = (1/2*h4*pmax)(1/3*h4)*1.6= 5.29 kip-ft
Point Load Distance to 'A' Resisting Moments
P1= 0.113 kip d1= 1.88 ft P1*d1= 0.21 k-ft
P2= 0.019 kip d2= 2.04 ft P2*d2= 0.04 k-ft
P3= 0.188 kip d3= 1.63 ft P3*d3= 0.31 k-ft
P4= 0.163 kip d4= 1.43 ft P4*d4= 0.23 k-ft
P5= 0.186 kip d5= 0.72 ft P5*d5= 0.13 k-ft
P6= 0.057 kip d6= 0.00 ft P6*d6= 0.00 k-ft
0.9*MRES,A= 0.83 k-ft
MNET,A= 4.46 k-ft
REINFORCING DESIGN SUMMARY
d = T-C,= 4.81 in (distance to reinforcing)
As,REQ'D = 0.21 int/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. As= 0.11 int
'B' Bars 1 # 3 at 12 in o.c. As= 0.11 int
As,TOTAL= 0.2209 Int
As,TOTAL > A,,REQ'D REINFORCING IS ADEQUATE
i
VL M K Proiert Meaut Res. lob#. 20220004.35 By: ERO Date: 06/22 Sheet#: C-6
rncrre:r:uo . ars+.cn
s
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
~ Pool Wall Reinforcing Calculations - General 6' Radius
Based on 2018 International Building Code and ASCE7-16
t,(top}
DESIGN INPUT AND GEOMETRY --
R = 6.0 ft Input 1'-0" < R < 6'-0"
hl= 9 in 4J
h2= 6 in r .
h3= 24 in
ttop= 12 in
to= 6 in Wall/Floor Thickness
T = 9 in Min Thickness EJ, ,
p = 45 pcf Soil Pressure eJ
Wconc= 150 : pcf Weight of Concrete
Fy= 60� ksi Steel Strength
r
0 = 0.9 Load Factor � �,, ��• ,
Cc= 3 in Reinforcing Clear Cover
F'c= 2500 psi Concrete Strength `
DESIGN OUTPUT d
h4= 8.4 ft
pmax= 379 psf Max Pool Depth
t1= 7.3 in 9'-3"
t2= 8.6 in
T = 9.0 in
MOT,A= (1/2*h4*pmaX)(1/3*h4)*1.6= 7.16 kip-ft
Point Load Distance to 'A' Resisting Moments
P1= 0.113 kip dl = 2.16 ft Pl*dl= 0.24 k-ft
P2= 0.019 kip d2= 2.33 ft P2*d2= 0.04 k-ft
P3= 0.188 kip d3 = 1.91 ft P3*d3= 0.36 k-ft
P4= 0.201 kip d4= 1.68 ft P4*d4= 0.34 k-ft
P5= 0.243 kip d5= 0.85 ft P5*d5= 0.21 k-ft
P6= 0.073 kip d6= 0.00 ft P6*d6= 0.00 k-ft
0.9*MRES,A= 1.07 k-ft
MNET,A= 6.10 k-ft
REINFORCING DESIGN SUMMARY
d = T-C,= 5.75 in (distance to reinforcing)
A,,REQ'D = 0.24 int/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 int
'B' Bars 1 # 4 at 12 in o.c. As= 0.20 int
As,TOTAL= 0.3068 int
As,TOTAL > A,,REQ'D REINFORCING IS ADEQUATE
SK-1
SW HILLSHIRE �R
PROPERTY ►-INE
DRIVEWAY 1
1
0) J
N
RESIDENCE
w
wl 0
zPOOL w
EQUIPMENT
AREA
Ofw
0-
0
5'-0"
0
I 1 34'-0" N
POOL 1
12'x24' AUTOCOVER
38'-2"
i�
i�
8' BAJA LEDGE
PROPERTY LINE
SITE PLAN
SCALE: 1 "=20'-O"