Specifications &o°201q-00233
`/7 sv6i*19-Vs
RECEIVED
AUG 2 2 1919
CITY OF FIGARD
BUILDING DIVISION
11799 SW 69th Ave.
Tigard, OR 97223
VLMK Project Number:20190009.04
MKE & Associates, Inc. �OV4
6915 SW Macadam Ave. #200 ���G�
Portland, Oregon 97219
08/13/2019
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EXPIR —30-2021
w Prepared By: Meg Klein
1:01 August 13, 2019
ENGINEERING + DESIGN
Structural Calculations:Hampton Inn&Suites Swimming Pool and Spa DC-1
Project: Hampton Inn & Suites Swimming Pool Project Number: 20190009.04
and Spa
Project Address: 11799 SW 69th Ave. 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 and Spa Site Plan SK - 1 thru SK - 3
DESCRIPTION OF STRUCTURAL SYSTEM
This project consists of a reinforced concrete below-grade swimming pool and spa. This package
includes structural ca culations providing the required reinforcing steel for the radius walls of the pool and
spa 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 va ve, 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 geotechnica 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 and
spa are 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 c ient, 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.
\\rv06wlmk-projectgcad2019\20190009\04 Hampton Inn Tigard 08-12-19\02 Calculations\ nmpton Inn&Suites(OR Commercial SP&S) DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Hampton Inn&Suites Swimming Pool and Spa DC-2
CODES
2014 Oregon Structural Specialty Code (Based on the 201 2 International Building Code)
MATERIALS
Concrete
Swimming Pool and Spa Walls f 1, = 2,500 psi
Reinforcing Steel
ASTM A615 Gr. 60 Fy = 60 ksi
SOILS
Per Geotechnical Engineering Report Prepared by:
PBS Engineering + Environmental Dated February 4, 2016
Allowable Soil Bearing Pressure 2,500 psf
Lateral Earth Pressure (EFP)
Cantilevered Wall 45 pcf
Passive Earth Pressure 250 pcf
Coefficient of Friction 0.35
\\rv06wlmk-projects\tcod2019\20190009\04 Hampton Inn Tigard 08-12-19\02 Calculationw nmpton Inn&Suites(OR Commercia SP&S) DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
VVLMK Project: Hampton Inn Job4 20190009.04 BY. MHK Dare: 8/13/2019 Sheet#: C-1
EN(e,E—LRi\G L'ES.GN
v3.01-Software Copjright 2015 VLMK Consulting Engineers. All fights Reserved.
Pool Wall Reinforcing 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" —
-
hi = 9 in , _
h2 = 6 in
h3 = 24 in .)71-(,) '-i.
ttop= 12 in Pam\ „
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness I ,-
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete
,t t(o) R r
Fv= 60 ksi Steel Strength ,
0 = 0.9 Load Factor /
4-
Cc= 3 in Reinforcing Clear Cover J ,�,`}
F'c= 2500 psi Concrete Strength il t r-
..0BM
DESIGN OUTPUT }�
_ g itliat h4= 4.5 ft —0-o
()max= 204 psf Max Pool Depth '''vir A
- ti= 6.0 in 4'-3" t d(i)
t2= 6.0 in i
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-Cc= 2.81 in (distance to reinforcing)
As,REQ'D = 0.07 in2/ft
Quantity Size Spacing F5= 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
^ p`s,TOTAL- 0�11 I rl2
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
VVLMK ! oiccr. Hampton Inn ,o`) 20190009.04 By'. MHK But.. 8/13/2019 Sher,. C-2
ENGINEERING a DESIGN
v3.01-Software Copyright 2015 VLMK Consultingineers. All Rights Reserved.
Pool Wall Reinforcing 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" I
hi = 9 in �,..__ _� _.___..... ,,
h2 = 6 in .)Pi '®
h3 = 24 in t e�i
top—
t = 12 in P ,
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness I
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete
F,= 60 ksi Steel Strength t{ )
r '
f y.
0 = 0.9 Load Factor \
Cc= 3 in Reinforcing Clear Cover tt.' l /
F'c= 2500 psi Concrete Strength v' ,
DESIGN OUTPUT f tiS,-%
h4= 5.3 ft ® Q.
Pmax= 237 psf Max Pool Depth , ,. A /
t1= 6.0 in 5- �1
p(max)
3 d(i) S
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
PI= 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
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
M N ET,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 F,= 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 ! Nr l n`3
• As,TOTAL= 0.11 in2
As,TOTAL > As,REQ'D ADEQUATE
IS ADE UATE
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vimk.com
Project; Hampton Inn lob#; 20190009.04 By MHK Dare, 8/13/2019 sBe tFe C-3
ZNGINEeRI NG ,G ESIGN
v3.01-Software Copyriht 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing 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 ; _N
h2= 6 in PI
\
h3= 24 in -(--,1'`
ttop= 12 in P2 ,--
to= 6 in Wall/Floor Thickness
T = 6 in Min Thickness l -E .
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete
.4° t(o) R
F,= 60 ksi Steel Strength .c �.
0 = 0.9 Load Factor /
Cc= 3 in Reinforcing Clear Cover
F'c= 2500 psi Concrete Strength11 ' , /
DESIGN OUTPUT I(1116 A,
h4= 6.0 ft --0-
Pmax= 270 psf Max Pool Depth , A
t1= 6.0 in 6'-3" \—p(max) d(i)
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 P1*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
P5 = 0.094 kip d5= 0.48 ft P5*ds = 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 vhl'
, Vf;
'B' Bars 1 # 3 at 12 in o.c. AS= 0.1104 in2 t°.;
v. fa-
As,TOTAL= 0.221 in2 t -.... '- '
AS,TOTAL > As,REQ'D REINFORCING IS ADEQUATE rv.
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax:503.248.9263 www.vlmk.com
Project. Hampton Inn lobe, 20190009.04 1y MHK pore. 8/13/2019 Sheet.. C-4
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 4' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY t(top)
R = 4 ft Input 1'-0" < R < 6'-0" I
hi= 9 in t N
h2= 6 in P1
h3= 24 in -
ttoP= 12 in P2 ti
to= 6 in Wall/Floor Thickness
T = 7 in Min Thickness
N)
p = 45 pcf Soil Pressure A ,
Wconc= 150 pcf Weight of Concrete (0) R
Fy= 60 ksi Steel Strength
0 = 0.9 Load Factor N `
Cc= 3 in Reinforcing Clear Cover 14 ,,� ) /
F'c= 2500 psi Concrete Strength ila `-. ,,/
DESIGN OUTPUT 0
h4= 6.8 ft + "3` i
Pmax= 306 psf Max Pool Depth -,' A
t1 = 6.4 in 7'-3" d{i)
4
P(ma )
t2= 6.9 in
7
T = .0 in
MOT,A= (1/2*h4*Pmax)(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 in2/ft
Quantity Size Spacing Fy= 60 ksi
'A' Bars 1 # 3 at 12 in o.c. As= 0.11 in2 a'`
'B' Bars 1 # 3 at 12 in o.c. As= 0.1104 in2 \ ;
z
• As,TOTAL= 0.221 in
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
VVLMK Project: Hampton Inn fo!h# 20190009.04 By: MHK Date. 8/13/2019 sheet#: C-5
ENGINEERING+DESIGN
v3.01-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Pool Wall Reinforcing 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" ,-
hi= 9 in '
h2= 6 in `1 Z
h3= 24 in iN
ttop= 12 in P
to= 6 in Wall/Floor Thickness
T = 8 in Min Thickness
V
p = 45 pcf Soil Pressure
Wconc= 150 pcf Weight of Concrete
F,= 60 ksi Steel Strength t(o) ,,,
0 = 0.9 Load Factor s-
Cc= 3 in Reinforcing Clear Cover 14 t
F'c= 2500 psi Concrete Strength " .
DESIGN OUTPUT 6
11‘T ' .
h4= 7.6 ft �- a
Pmax= 343 psf Max Pool Depth f A
\—P(rrttax) ,,
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-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. A5= 0.11 in2 :
'B' Bars 1 # 3 at 12 in o.c. AS= 0.1104 in2 l i+
As,TOTAL= 0.221 in {f
ps,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
VLMK Project: Hampton Inn Jo5 4 20190009.04 By: MHK Date: 8/13/2019 sheet#: C-6
ENv IEEPING+DESIGN
v3.01-Software Copyright 2015 VLMK ConsultinnEngineers. All Rights Reserved.
Pool Wall Reinforcing Calculations - General 6' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY *op)
R = 6 ft Input 1'-0" < R < 6'-0"
h1 = 9 in
h2 = 6 in r51
h3 = 24 in ev
ttop= 12 in P2 ,
to= 6 in Wall/Floor Thickness
T = 9 in Min Thickness l 1,
p = 45 pcf Soil Pressure i "2"6-
Wconc= 150 pcf Weight of Concrete
F,�= 60 ksi Steel Strength t(o) r R
0 = 0.9 Load Factor /
Cc= 3 in Reinforcing Clear Cover \ \{,).
F'c= 2500 psi Concrete Strength . ,
I� ,�,�r i,; . .G'
DESIGN OUTPUT 6 �
h4= 8.4 ft ff o
Pmax= 379 psf Max Pool Depth E A.
t1= 7.3 in 9'-3.. \--(max) I <J(i)
l�
t2= 8.6 in
T = 9.0 in -4.,
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 d1= 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*d3 = 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
M N ET,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 F,= 60 ksi
f, ,-IN.f`\
A Bars 1 # 3 at 12 in o.c. AS= 0.11 in2 c."n -,
'B' Bars 1 # 4 at 12 in o.c. As= 0.1963 in2 , ' �`,
• As,TOTAL= 0.307 in2 , ,
As,TOTAL > As,REq'D Q REINFORCING IS ADEQUATE
-
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com