Specifications BUaOO 0o iq3
11
l o OFFICE COPY
RECEIVED
'JUL 2 8 2020
CITY OF TIGARD
BUILDING DIVISION
THE FIELDS APARTMENTS
SWIMMING POOL
7790 5W Hunziker Rd.
Tigard,OR 97223
STRUCTURAL CALCULATIONS
VIMK Project Number:20200009.09
MKE & Associates
• 6915 SW Macadam Ave, Suite 200
Portland, OR 97219
05/15/2020
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E 6— 4-2021
vimmi< Prepared By: Meg Klein,EIT
May 15,2020
ENGINEERING + DESIGN
Structural Calculations:The Fields Apartments DC-1
Project: The Fields Apartments Pool Project Number: 20200009.04
Projed Address: 7790 SW Hunziker Rd. Document: Structural Calculations for
Tigard, OR 97223 Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC - 1 thru DC - 2
Structural Calculations C - 1 thru C - 6
Swimming Pool Site Plan SK - 1
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, although
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.
GNlcad2020\20200009\04 The Fields Apartments SP(OR) 5.15.20\02 Calculations\The Fields Apartments Commercial SP&S DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vlmk.com
Structural Calculations:The Fields Apartments DC-2
•
CODES
2019 Oregon Structural Code (Base on the 2018 International Building Code)
MATERIALS
Concrete
Swimming Pool and Spa Walls f 'c = 2,500 psi
Reinforcing Steel
ASTM A615 Gr. 60 Fy = 60 ksi
SOILS
Per Geotechnical Engineering Report Prepared by:
RhinoOne Geotechnical dated May 23, 2018
Lateral Earth Pressure (EFP)
Cantilevered Wall 45 pcf
G 4cad2020\20200009\04 The Fields Apartments SP(OR) 5-15.20\02 Calculations\The Fields Apartments Commercial SP&S DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
lai1
VLMK Project The Fields lob#: 20200009.04 By MHK Date: 5/15/2020 sheet#: C-1
ENGINEERING♦DESIGN
i
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 t(top)
R = 1 ft Input 1'-0" < R < 6'-0"
h1= 9 in - ,
112= 6 in 12,4 _
'-
h3= 24 ins
ttop= 12 in P (-
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness - �-.
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete
Fy= 60 ksi Steel Strength r t(°) R '
0 = 0.9 Load Factor ''
Cc= 3 in Reinforcing Clear Cover A' 0)
F'c= 2500 psi Concrete Strength \,
DESIGN OUTPUT 110
\124� 19
h4= 4.5 ft 6 P. o
Pmax= 201 psf Max Pool Depth 1 A
. t1= 6.0 in 4'-3" p(max) ,. d(i) /
t2= 6.0 in
T = 6.0 in
MOT,A= (1/2*h4*Pmax)(1/3*h4)*1.6= 1.07 kip-ft
Point Load Distance to 'A' Resisting Moments
P1= 0.113 kip d1= 0.61 ft P1*d1= 0.07 k-ft
P2= 0.019 kip d2= 0.78 ft P2*d2= 0.01 k-ft
P3= 0.188 kip d3= 0.36 ft P3*d3= 0.07 k-ft
P4= 0.036 kip d4= 0.33 ft P4*d4= 0.01 k-ft
P5= 0.036 kip d5= 0.15 ft P5*d5= 0.01 k-ft
P6= 0.016 kip d6= -0.06 ft P6*d6= 0.00 k-ft
0.9*MREs,A= 0.15 k-ft
MNET,A= 0.91 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc= 2.81 in (distance to reinforcing)
As,REQ'D = 0•07 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars' 1 # 3 at 12 in o.c. As= 0.11 in2
'B' Bars 0 # 3 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 9/239 tel:503.222.4453 far 503.248.9263 wwwvlmk.com
1
VV L M K : The Fields Job#: 20200009.04 BY: MHK Date: 5/15/2020 Sheet#: C-2
ENGINEERING+DESIGN
1-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
DESIGN INPUT AND GEOMETRY 1 t(top)
R = 2 ft Input 1'-0" < R < 6'-0"
h1= 9 in
I
h2= 6 in J
h3= 24 in --,--
P N11
ttop= 12 in i,,r,
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness t -
p = 45 pcf Soil Pressure it s
Wconc= 150 pcf Weight of Concrete
/ ..a. t
Fy= 60 ksi Steel Strength r t(o) R
0 = 0.9 Load Factor i "tv'
Cc= 3 in Reinforcing Clear Cover +t.0
F'c= 2500 psi Concrete Strength
DESIGN OUTPUT 12.-0., .._,,,,.ir �
l
h4= 5.3 ft 9 a
Pmax= 237 psf Max Pool Depth I A
t1= 6.0 in 5'-3" p(max) d(i)
t2= 6.0 in 1
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
P1 = 0.113 kip d1= 1.02 ft P1*d1= 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
Ps= 0.065 kip ds= 0.37 ft Ps*ds= 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 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 in2
'B' Bars 0 # 3 at 12 in o.c. AS= 0 in2
AS,TOTAL= 0.1104 in2
As,TOTAL > AS,REQUD REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 91239 tel:503.222.4453 fax:503.248.9263 www.vimk.com
l
'� VLMK ilea The Fields Jobe: 20200009.04 By: MHK Date: 5/15/2020 Sheet#: C-3
ENGINEERING t DESIGN
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 t(top)
R = 3 ft Input 1'-0" < R < 6'-0"
h1= 9 in
h2= 6 in Pal '"
h3= 24 in N\
ttop= 12 in P .
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness .
P0
p = 45 pcf Soil Pressure 1 E
Wconc= 150 pcf Weight of Concrete ` '
--
r t(o) R I
Fy= 60 ksi Steel Strength c
0 = 0.9 Load Factor ^'
N
Cc= 3 in Reinforcing Dear Cover illik.(,\)
F'c= 2500 psi Concrete Strength ��r
DESIGN OUTPUT
ha= 6.0 ft 6 1
Pmax= 270 psf Max Pool Depth A /
. /
tl= 6.0 in 6'-3" p(mox) 1"�� d(i) /!�3✓
t2 = 6.0 in
T = 6.0 in
•
MOT,A= (1/2*ha*Pmax)(1/3*ha)*1.6= 2.58 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.113 kip d1= 1.31 ft Pl*dl = 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
Pa= 0.094 kip da= 0.93 ft Pa*da= 0.09 k-ft
P5= 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*MREs,A= 0.46 k-ft
MNET,A= 2.12 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc= 2.81 in (distance to reinforcing)
As,REQ'D - 0•18 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 in2
'B' Bars 1 # 3 at 12 in o.c. As= 0.1104 in2
As,TOTAL= 0.2209 in2
As,TOTAL > As,REQD REINFORCING IS ADEQUATE
3933 SW Reny Avenue Portland,OR 97239 tel:503.222.4453 fax 503.248.9263 www.vlmk.com
I.
VV L M K The Fields lob#: 20200009.04 By: MHK Date: 5/15/2020 sheet#: C-4
ENGINEERING I.DESIGN
v3.01 -Software Copyright 2015 VLMK ConsultinjEngineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 4' Radius
Based on 2018 International Building Code and ASCE7-16
DESIGN INPUT AND GEOMETRY t(top)
R = 4 ft Input 1'-0" < R < 6'-0"
h1= 9 in
h2 = 6 in 121
h3= 24 in N
ttop= 12 in P s
to= 6 in Wall/Floor Thickness
T = 7 in Min Thickness .-,
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete �r ;r t(o) R ,
Fy= 60 ksi Steel Strength /
0 = 0.9 Load Factor I i ^;
00K
! CM
Co= 3 in Reinforcing Clear Cover / A10)
F'c= 2500 psi Concrete Strength r 114
49
DESIGN OUTPUT
h4= 6.8 ft I e j
Pmax= 306 psf Max Pool Depth r ,._________I 'IT A
• t1= 6.4 in 7'-3" p(max) r d(i)
t2= 6.9 in
T = 7.0 in
MOT,A= (1/2*h4*Pmax)(1/3*114)*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 Ps*ds= 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 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. As= 0.11 in2
'B' Bars 1 # 3 at 12 in o.c. As= 0.1104 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.vlmk.com
I.
VVLIVIK Ptaiete The Fields Job#: 20200009.04 By: MHK Date: 5/15/2020 Sheet#: C-5
ENGINEERING r DESIGN
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
DESIGN INPUT AND GEOMETRY t(top)
R = 5 ft Input 1' 0" < R < 6' 0"
hi = 9 in
h2= 6 in
h3= 24 in
v
ttop= 12 in A5(
�a
to= 6 in Wall/Floor Thickness
T = 8 in Min Thickness / IP I -
p = 45 pcf Soil Pressure {' s
Wconc= 150 pcf Weight of Concrete
+ ,t t(o) R
Fy= 60 ksi Steel Strength
0 = 0.9 Load Factor Ii A
Cc= 3 in Reinforcing Clear Cover 111lik0
F' = 2500 psi Concrete Strength
)16.11,4
i,
DESIGN OUTPUT \
h4= 7.6 8 --►�► `
ft ~ � o
Pmax= 343 psf Max Pool Depth 1 • A
• ti= 6.9 in 8'-3" p(max) i d(i)
t2 = 7.8 in
T = 8.0 in
•
MOT,A= (1/2*ha*Pmax)(1/3*h4)*1.6= 5.29 kip-ft
Point Load Distance to 'A' Resisting Moments
Pi= 0.113 kip di= 1.88 ft Pi*di = 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
Pa= 0.163 kip da= 1.43 ft Pa*da= 0.23 k-ft
Ps= 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-Cc= 4.81 in (distance to reinforcing)
AS,REQ'D = 0.21 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 in2
'B' Bars 1 # 3 at 12 in o.c. AS= 0.1104 in2
AS,TOTAL= 0.2209 in2
As,TOTAL > As,REQ'o REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
1
1
VVLIVIK ProJett The Fields Job#: 20200009.04 BY: MHK Date: 5/15/2020 Sheet#: C-6
ENGINEERING+DESIGN
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
DESIGN INPUT AND GEOMETRY t(top)
R = 6 ft Input 1'-0" < R < 6'-0"
h1= 9 in I
h2 = 6 in WI
h3 = 24 in ---7\--
4
ttop= 12 in P ,,
to= 6 in Wall/Floor Thickness
T = 9 in Min Thickness - -.
�
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete
Fy= 60 ksi Steel Strength r t(a) R
T
0 = 0.9 Load Factor ^'
N
iopiK
lik. .
Cc= 3 in Reinforcing Clear Cover ����
F'c= 2500 psi Concrete Strength
4.1116k
DESIGN OUTPUT e
7
h4= 8.4 ft \ll ' o
Pmax= 379 psf Max Pool Depth t \ 1 A
t1 = 7.3 in 9'-3" \.... ) i d(i)
• 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 di = 2.16 ft P1*d1= 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-Cc= 5.75 in (distance to reinforcing)
As,REQ'D = 0.24 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. AS= 0.11 in2
'B' Bars 1 # 4 at 12 in o.c. AS= 0.1963 in2
As,TOTAL= 0.3068 in2
As,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Keay Avenue Portland,OR 91239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
4
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POOL POOL
IFITNESS
ORAG: MECHII STORAGE EQUIP
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JANITOR I` R POOL SIGNACE'X' POOL DEPTH
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COMMUNITY I 10.-r � a RELIEF'IF ,
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3102
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® POOL EQUIPMENT LAYOUT
SCALE: 1/8' = 1'-0' 0 4' 8' 16. _