Specifications /1 ST7--a
57300 S 10 ! ‘,St
RECEIVEP
APR 11 201F
CITY '° r.;;(;A
BUILDING `;u`,'a x+()1\
LUBRANO RESIDENCE
SWIMMING POOL AND SPA
15300 SW Finis Lane
Tigard, Oregon 97224
STRUCTURAL CALCULATIONS
VLMK Project Number: 20160005.7
Neptune Swimming Pool Company
13785 SE Ambler Road
Clackamas, Oregon 97015
EXPIRES. , ;;-2O 11
vIniamic Prepared By: Kevin M. Kaplan, PE, SE
March 31 , 2016
ENGINEERING + DESIGN
' r
Structural Calculations: Lubrano Residence Swimming Pool and Spa DC - 1
Project: Lubrano Residence Swimming Pool and Project Number: 20160005.7
Spa
Project 15300 SW Finis Lane Document: Structural Calculations for
Address: Tigard, Oregon 97224 Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC - 1 thru DC - 2
Structural Calculations C - 1 thru C - 12
Swimming Pool Site Plan SK- 1
DESCRIPTION OF STRUCTURAL SYSTEM
This project consists of a reinforced concrete below-grade swimming pool and spa. This package
includes structural calculations 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 500psi concrete to avoid theneedfor v concrete special inspection, though the
concrete to be used is specified at 3,000 psi. This design is done based on both 40 ksi and 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 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 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.vlrnk.com
Structural Calculations: Lubrano Residence Swimming Pool and Spa DC - 2
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
MATERIALS
Concrete
Swimming Pool and Spa Walls f ic = 2,500 psi
Reinforcing Steel
ASTM A615 Gr. 60 F> = 60 ksi
ASTM A615 Gr. 40 Fy = 40 ksi
SOILS
Lateral Earth Pressure (EFP)
Cantilevered Wall 35 pcf
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com
1
NTVLMK Project: Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 sheetrt: C - 1
ENGINEERING+DESIGN
V3.00-Software Copyright 2015 VLMK Cons ltiy n Engineers. All Rights 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" ? _-
i
h1 = 9 In
NI-
h2 = 6 in ,
,_______,,1 \
h3 = 40 in ,
to = 6 in Radius Wall Thickness P ~'I I. '�
ttop = 12 in 1 I\/
p = 35 pcf Soil Pressure lr
t
Wconc = 150 pcf Weight of Concrete I , l I
Fy = 60 ksi Steel Strength I 1 %
0 =0.9 Load Factor tip; ; R 4
I
Cc = 3.25 in Reinforcing Clear Cover ‘\\`• , ;'u '
F'c = 2500 psi Concrete Compressive t ,
Strength I \r'. i' /
DESIGN OUTPUT 4, :J
h4 = 5.8433 ft 70 in 1' i -+ t- ,
t 6 in + ``---_ _
't d(i)
t2 6 in \--p(may) __
T = 6 in ti
Pmax = 205 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 1.86 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 = 0.2875 kip d3 = 0.433 ft P3*d3 = 0.1245 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 = 0.2079 k-ft
MNET,A = 1.6568 k-ft
REINFORCING DESIGN SUMMARY
d = T-C, = 2.75 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. 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 L M K Project: Lubrano Res Pool lob#: 20160005.7 By: KMK Date: 3-31-16 Sheet It: C - 2
ENGINEERING+DESIGN
v3.00-Software Cop rht 2015 VLMK ConsultinEnpneers. All Ric hts Reserved.
Pool Wall Structural Calculations - General 2' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY `(top)
R = 2 ft Input 1'-0" < R < 6'-0" — -
h1 = 9 in
h2 = 6 in 1 , LF-If
h3 32 in /
= 1'"f a
I
to = 6 in Radius Wall Thickness
trop = 12 in / 41,
p = 35 pcf Soil Pressure I l 1 --,
Wconc = 150 pcf Weight of Concrete /i l i�
Fy = 60 ksi Steel Strength �,i {(o)
0 = 0.9 Load Factor i -'--6- R
Cc = 3.25 in Reinforcing Clear Cover ? �'„' - i
F'c = 2500 psi Concrete Compressive i++ ..„\_,,,,
�' a"t� ./�,r
Strength / /
f
/
t ">..,,, \ -.�\,,,r,",:,"::/`\` /rs
DESIGN OUTPUT Il ;�,r;' � f
h4 = 6.0057 ft 72 in / '"'i `� .
t1 = 6 in f `
t2 =
6 in -�
—pt;rnax)
T = 6 in �,!
pm„ = 211 psf .A
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 2.03 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 = 0.2375 kip d3 = 0.877 ft P3*d3 = 0.2083 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 = 0.3875 k-ft
MNET,A = 1.6399 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
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
VV L M K Project: Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#: C - 3
ENGINEERING t DESIGN
v3 00-Software Copyright 2015 VLMK Consultin En.ineers. All Ri.hts Reserved. _
Pool Wall Structural Calculations - General 3' Radius I
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY , (top) ,
R = 3 ft Input 1'-0" < R < 6'-0" _ _ '
h1 = 9 in
_
h2 = 6 in 1 �1
h3 = 24 in J,
tD = 6 in Radius Wall Thickness R�,. ''iT
i _ F
tt0 = 12 in
p = 35 pcf Soil Pressure / 3
/Wconc = 150 pcf Weight of Concrete / . {� It I L
Fy = 60 ksi Steel Strength it(0)
0 = 0.9 Load Factor i R
Cc = 3.25 in Reinforcing Clear Cover `tit 4,
�
F'c = 2500 psi Concrete Compressive ' tib t 1`;, '� l,'
Strength ? ? 'F \'''1.
: l' /
i i\ % '
DESIGN OUTPUT 1 /1 _ � `eWr
h4 = 6.146 ft 74 in +I '� \`
ZeN
t2 = 6 in �—r(rria � .:�
T = 6 in S
Pmax = 216 psf -.
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 2.17 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 = 0.1875 kip d3 = 1.293 ft P3*d3 = 0.2424 k-ft
P4 = 0.0859 kip d4 = 1.149 ft P4*d4 = 0.0987 k-ft
P5 = 0.0859 kip d5 = 0.693 ft P5*d5 = 0.0595 k-ft
P6 = 0.047 kip d6 = 0.106 ft P6*d6 = 0.005 k-ft
0.9*MREs,A = 0.5501 k-ft
MNET,A = 1.6235 k-ft
REINFORCING DESIGN SUMMARY ,
d = T-Cc = 2.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.106 in2
Quantity Size Spacing FY = 60 ksi
`` 1 # 3 at 12 in o.c. A5 = 0.1104 in2
l
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
NIVLIVIK Project: Lubrono Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#: C - 4
ENGINEERING+DESIGN
v3.00-Software CoRyri ht 2015 VLMK ConsultmLEn ineerrss. 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 = 4 ft Input 1'-0" < R < 6'-0"
h1 9 In ,
h2 = 6 in / . ,�
h3 = 40 in / ;
/j
t P J�
D —— 7 in Radius Wall Thickness ',7'.
trap = 12 in li
/
p = 35 pcf Soil Pressure _
rn
Wconc = 150 pcf Weight of Concrete I1 / �'
Ci,/ 11
Fy = 60 ksi Steel Strength �r t(o) t r--_ J 1R
0 = 0.9 Load Factor it
Cc = 3.25 in Reinforcing Clear Cover 1 �. ''`'
F'c = 2500 psi Concrete Compressive tl � �k.0)} �r
Strength jr' , \\ /. f
DESIGN OUTPUTI Fr� ',�� r _�` ! jr+
h4 = 8.3958 ft 101 in I '( �~``V—. NM' ,
t1 = i / _
= �(a)
t27 in �F(rnx) V—
T = 7 in
Pmax = 294 psf "`
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 5.52 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 = 0.3354 kip d3 = 1.706 ft P3*d3 = 0.5722 k-ft
P4 = 0.1336 kip d4 = 1.553 ft P4*d4 = 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 = 1.0697 k-ft
MNET,A = 4.4512 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 3.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.214 in2
Quantity Size Spacing FY = 60 ksi
2 # 3 at 12 in o.c. A5 = 0.2209 in2
0 # 4 at 12 in o.c. AS = 0 in2
I As,TOTAL = 0.2209 in2
A5,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 L M K Project: Lu bra no Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#: C - 5
ENGINEERING♦DESIGN
v3.00-Software Copyright 2015 VLMK Consultin En ineers. All RIhg is Reserved._ _
_
Pool Wall Structural Calculations - General 5' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY , atop) 1
R = 5 ft Input 1'-0" < R < 6'-0" — — - ? -
h1 = 9 in
h2 = 6 in I
1 NI711s\ : "
h3 = 51 in
V i
to = 8 in Radius Wall Thickness r1 P � ,:
ttop = 12 in / IY li 1
p =35 pcf Soil Pressure 1� 1111
Wconc = 150 pcf Weight of Concrete 1 A 1
Fy = 60 ksi Steel Strength
l I t
0 = 0.9 Load Factor / t,o' R
Co = 3.25 in Reinforcing Clear Cover i! I ------ `i°
�-` /
/
F'0 = 2500 psi Concrete Compressive
J . �` .\,,,i___11,2',2„\-,--,---:� �';'
Strength 1 -;,D. / /
r �---,,,, s� �r'� � "
r ,
DESIGN OUTPUT / r `1
h4 = 9.3125 ft 112 in t1rit ti
ti. = 8 in l A
1 1i+�
t2 = 8 in —pin ax) -
T = 8 in ``.�
Pmax = 326 psf `"�
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 7.53 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 2.411 ft P1*dl = 0.2712 k-ft
P2 = 0.025 kip d2 = 2.577 ft P2*d2 = 0.0644 k-ft
P3 = 0.475 kip d3 = 2.161 ft P3*d3 = 1.0265 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 d5 = 0.265 ft P6*d6 = 0.0277 k-ft
0.9*MRES,A = 1.8066 k-ft
i
E MNET,A = 5.725 k-ft
REINFORCING DESIGN SUMMARY
d = T-C, = 4.75 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. As = 0 in2
As,TOTAL = 0.2209 in2
AS,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3433 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
lur1
VLMKProject: Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#: C - 6
ENGINEERING+DESIGN
v3.00-Software Co ri.ht 2015 VLMK Consulting Engineers. All Ri hts Reserved
Pool Wall Structural Calculations - General 6' Radius
Based on 2012 International Building Code and ASCE7-10
E
DESIGN INPUT AND GEOMETRY t(top)
R = 6 ft Input 1'-0" < R < 6'-0" — ---
h1 = 9 in
h2 = 6 inI .
h3 = 51 inI c�`
to = 8.5 in Radius Wall Thickness f P
tt0 = 12 in / I /
j ,1
p = 35 pcf Soil Pressure t1 l' ,-Si'
Wconc = 150 pcf Weight of Concrete t/ /\ I
Fy = 60 ksi Steel Strength
I
0 = 0.9 Load Factor /t o R ,
Cc = 3.25 in Reinforcing Clear Cover 1 \ 1;--J< -
Fc = 2500 ` �/
psi Concrete Compressive / t -.-%) �- ,:
Strength / . , i' /'
i ---,,, 41,..i. ,..--c,-,\ :<<„,./
DESIGN OUTPUT is y
h4 = 9.3125 ft 112 in 1 ®'
t1 = 8.5 inii
'~-
t2 = 8.5 in '`
j
--ps`,rnax) 4
T = 8.5 in
Pmax = 326 psf --,
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 7.53 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 2.865 ft P1*d1 = 0.3223 k-ft
P2 = 0.0266 kip d2 = 3.032 ft P2*d2 = 0.0805 k-ft
P3 = 0.5047 kip d3 = 2.615 ft P3*d3 = 1.3198 k-ft
P4 = 0.2433 kip d4 = 2.404 ft P4*d4 = 0.5848 k-ft
P5 = 0.2433 kip d5 = 1.543 ft P5*d5 = 0.3754 k-ft
P6 = 0.1333 kip d6 = 0.353 ft P6*d6 = 0.047 k-ft
0.9*MREs,A = 2.4569 k-ft
MNET,A = 5.0747 k-ft
REINFORCING DESIGN SUMMARY
d = T-C, = 5.25 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.174 in2
Quantity Size Spacing Fy = 60 ksi
2 # ' 3 at 12 in o.c. A5 = 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.vlmk.com
_I
`ir V L M K Project: Lubrono Res Pool job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#: C - 7
ENGINEERING t DESIGN
v3.00-Software Co tri ht 2015 VLMK consulting Engineers. All Rights Reserved.
—.-y. x
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 ,�
h2 = 6 in t ; .
h3 = 32 in rt
tG = 6 in Radius Wall Thickness j NI
�' N "� r`'
ttDp = 12 in 1 tt/
p = 35 pcf Soil Pressure I 1n1
Wconc = 150 pcf Weight of Concrete t' /t\
Fy = 40 ksi Steel Strength I t
-e t&o ti- R
0 = 0.9 Load Factor i`
Cc = 3.25 in Reinforcing Clear Cover f I* /.4\\ 7 i
/
F'c = 2500 psi Concrete Compressive �� ;` � ,' -' Vii'. _—
Strength
DESIGN OUTPUT E t:,f/ ��; '
h4 = 5.1767 ft 62 in "'r `""-,,�.,�eI.
t1 -
6 in "" i
t2 = 6 in �
(
T = 6 in '----,.. , r
Pmax = 182 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 1.30 kip-ft r
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 = 0.2375 kip d3 = 0.433 ft P3*d3 = 0.1028 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 = 0.1885 k-ft
MNET,A = 1.1108 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 = 40 ksi
1 # 3 at 12 in o.c. A5 = 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 fox:503.248.9263 www.vlmk.com
1
`r V L M K Project: Lubrano Res Pool Jobu: 20160005.7 By: KMK Date: 3-31-16 sheet#: C - 8
ENGINEERING*DESIGN
v3.00-soRar
we Copyright 2015,W2 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" T_ 1___
h1 = 9 in t
h 2 = i ° -1 6 In e
{
h3 = 24 in I I r
to = 6 in Radius Wall Thickness P2N y
yl
trop = 12 in y
p = 35 pcf Soil Pressure 1 i
Wconc = 150 pcf Weight of Concrete / it
Fy = 40 ksi Steel Strength ,
I
0 = 0.9 Load Factor i t(0) t R
Co = 3.25 in Reinforcing Clear Cover ! � , 1,,'' "`, ''
f
F,, = 2500 psi Concrete Compressive 1I� ' ',...t:\'''L, ' - f/
Strength ,It v� /'
DESIGN OUTPUT /f
h4 = 5.339 ft 64 in M' ®'� ,
I
t1 = 6 in 1 A ;
i( '] �v_
t2 = 6 in ; ,•
T = 6 in
Pmax = 187 psf ���
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 1.42 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 = 0.1875 kip d3 = 0.877 ft P3*d3 = 0.1644 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 = 0.348 k-ft
i MNET,A = 1.072 k-ft
REINFORCING DESIGN SUMMARY
d = T-Cc = 2.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.105 in2
Quantity Size Spacing Fy = 40 ksi
1 # 3 at 12 in o.c. A5 = 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.vlmk.com
1
VV L MK Project: Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#: C - 9
ENGINEERING«DESIGN
v3.00-Software Co ri•ht 2015 VLMK Consultinc�En�eneers. All Ri hts Reserved.
Pool Wall Structural Calculations - General 3' Radius ����
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY . t(top) ,
3,
R = 3 ft Input 1'-0" < R < 6'-0" ,
h1 = 9 in
%
N ;
h2 =
6 in n l r, 1 -'=
h3 = 31 in i" ;'
•
to = 6 in Radius Wall Thickness i F 4: 3\ --
ttop = 12 in
/ \
i
p = 35 pcf Soil Pressure
cont = 150 ` pcf Weight of Concrete
W Fy = 40 ksi Steel Strength /
i1� '}
0 = 0.9 Load Factor t .),, R 3
Cc = 3.25 in Reinforcing Clear Cover ! *\ , 1�; -----77,/7,,,
.—"7,/7,
F'0 = 2500 psi Concrete Compressive / "..0:\-----------//��f
Strength , \: • / /
rI ,._ \\ jam.'.;.,_'/'
DESIGN OUTPUT
h4 = 6.7293 ft 81 in �' `'.'�
t1 = 6 in
t2 = 6 in (1
T = 6 in
Pmax = 236 psf
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 2.85 kip-ft
Point Load Distance to 'A' Resisting Moments
o ents
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 = 0.2313 kip d3 = 1.293 ft P3*d3 = 0.299 k-ft
P4 = 0.0859 kip d4 = 1.149 ft P4*d4 = 0.0987 k-ft
P5 = 0.0859 kip d5 = 0.693 ft P5*d5 = 0.0595 k-ft
•
P6 = 0.047 kip d6 = 0.106 ft P6*d6 = 0.005 k-ft
0.9*MREs,A = 0.601 k-ft
MNET,A = 2.246 k-ft
s REINFORCING DESIGN SUMMARY
d = T-C, = 2.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.221 in2
•
• Quantity Size Spacing Fy = 40 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.vlmk.com
_1
�� V L M K Project: Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#:C - 10
ENGINEERING+DESIGN
v 3,00-Software Copri�ht 2015 VLMK Consulting Engineers All Ri•hts Reserved.
Pool Wall Structural Calculations - General 4' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY i,t(top)
R = 4 ft Input 1'-0" < R < 6'-0" -- i.
h1 = 9 in _.. i',. .a
h2 = 6 in I f l 1
3 = 38 in p(
to = 7 in Radius Wall Thickness / t
arI
tmp = 12 in t s,1
p = 35 pcf Soil Pressure / i'
Wcoric = 150 pcf Weight of Concrete 1 +l'iI,
FY = 40 ksi Steel Strength1 t
#(0) R
0 = 0.9 Load Factor
Cc = 3.25 in Reinforcing Clear Cover #
I �
F'c = 2500 psi Concrete Compressive i LI'M` l ---- fir
Strength 1 � , '
g it '•ti . `" ' ,,
� �r
DESIGN OUTPUT / ;.,7 ``�.-. q' '
ha = 8.2292 ft 99 in iil �'/ ®
t1 = 7 in - --,__
ik t2
�3\;,1
i T = 7 in '�,�
Pmax = 289 psf `-.,
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 5.21 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 = 0.3208 kip d3 = 1.706 ft P3*d3 = 0.5473 k-ft
P4 = 0.1336 kip d4 = 1.553 ft P4*d4 = 0.2074 k-ft
Ps = 0.1336 kip d5 = 0.97 ft P5*d5 = 0.1296 k-ft
P5 = 0.0732 kip d5 = 0.175 ft P6*d6 = 0.0128 k-ft
0.9*MREs,A = 1.0473 k-ft
MNET,A = 4.1664 k-ft
REINFORCING DESIGN SUMMARY
d = T-C, = 3.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(FY*d) = 0.300 in2
Quantity Size Spacing FY = 40 ksi
1 # 3 at 12 in o.c. A5 = 0.1104 in2
1 # 4 at 12 in o.c. A5 = 0.1963 in2
As,TOTAL = 0.3068 in2
As,TOTAL > As,REQ'D REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vlmk.com
1
VV L M K Project Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#:C - 11
ENGINEERING♦DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. Alleserved.
Pool Wall Structural Calculations - General 5' Radius
Based on 2012 International Building Code and ASCE7-10
DESIGN INPUT AND GEOMETRY , *op) °.
R = < 5 ft Input 1'-0" < R < 6'-0" i__ ;�
I
h1 = 9 in g
h2 = 6 in t l �1 ti
h3 = 49 in ,
`�I \/ �
p.,2,\\ /, ,
to = 8 in Radius Wall Thickness i
ttop = 12 in t '; l
p = 35 pcf Soil Pressure I � ,,,--0--
Wconc = 150 pcf Weight of Concrete 1 ,7\
Fy = 40 ksi Steel Strength � ii
1
t(o) d
0 = 0.9 Load Factor i c °' R
Cc = 3.25 in Reinforcing Clear Cover tt 1\. , r �' %'
F'c = 2500 psi Concrete Compressive { ‘,ti4. ,�
Strength i� -. "° xa. /
\\,/ /
/r `
t.17., „ri.),:„.::,..,.../
DESIGN OUTPUT j ^ /
\ , ��r'',x` i-
h4 = 9.1458 ft 110 in f �'1 ''',17124
t1 = 8 in � ::
t2 = 8 in ci{ )
\—p(max)
T = 8 in `-
Pmax = 321 psf -\
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 7.15 kip-ft
Point Load Distance to 'A' Resisting Moments
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 = 0.4583 kip d3 = 2.161 ft P3*d3 = 0.9905 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
P5 = 0.1045 kip d6 = 0.265 ft P6*d6 = 0.0277 k-ft
0.9*MREs,A = 1.7742 k-ft
MNET,A = 5.3788 k-ft
,
,
REINFORCING DESIGN SUMMARY
d = T-Cc = 4.75 in (distance to reinforcing)
As,REQ'D = (MNET,A*O/(Fy*d) = 0.306 in2
Quantity Size Spacing Fy = 40 ksi
1 # 3 at 12 in o.c. As = 0.1104 in2
1 # 4 at 12 in o.c. A5 = 0.1963 in2
As,TOTAL = 0.3068 in2
AS,TOTAL > As,REQD REINFORCING IS ADEQUATE
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222A453 fax:503.248.9263 www.vlmk.com
1
Nir V L M K Project: Lubrano Res Pool Job#: 20160005.7 By: KMK Date: 3-31-16 Sheet#:C - 12
ENGINEERING.DESIGN
v3.00-Software C. oPyright 2015 VLMK Consultin En ineers. All Rishts Reserved. _ _ _ _ _ p _
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 �1t1
/
h3 = 55 in c,J
P %
to = 8.5 in Radius Wall Thickness I; �$�
ttop = 12 in ( 1 \ 3 E
p = 35 pcf Soil Pressure t/ 1P 1 .--.
Wconc = 150 pcf Weight of Concrete 1 . ;t
Fy = 40 ksi Steel Strength \
t,,O;
0 = 0.9 Load Factor R
Cc = 3.25 in ReinforcingClear Cover /I .� ' Its-) --17
F'c = 2500 psi Concrete Compressive ` � ` a'\ , i.
Strength ,� ` �. /" /
DESIGN OUTPUT
AA.-.1 J `\ 'r`'1 �'
h4 = 9.6458 ft 116 in �!( � ,® _
t1 = 8.5 in �w
A –_
t2 = 8.5 in t t; �,
T = 8.5 in
Pmax = 338 psf `�
MOT,A = (1/2*h4*Pmax)(1/3*h4)*1.6 = 8.38 kip-ft
Point Load Distance to 'A' Resisting Moments
P1 = 0.1125 kip d1 = 2.865 ft P1*d1 = 0.3223 k-ft
P2 = 0.0266 kip d2 = 3.032 ft P2*d2 = 0.0805 k-ft
P3 = 0.5401 kip d3 = 2.615 ft P3*d3 = 1.4124 k-ft
P4 = 0.2433 kip d4 = 2.404 ft P4*d4 = 0.5848 k-ft
P5 = 0.2433 kip d5 = 1.543 ft P5*d5 = 0.3754 k-ft
P6 = 0.1333 kip d6 = 0.353 ft P6*d6 = 0.047 k-ft
0.9*MREs,A = 2.5403 k-ft
MNET,A = 5.8376 k-ft
REINFORCING DESIGN SUMMARY
d = T-C, = 5.25 in (distance to reinforcing)
As,REQ'D = (MNET,A*o)/(Fy*d) = 0.300 in2
Quantity Size Spacing Fy = 40 ksi
1 # 3 at 12 in o.c. AS = 0.1104 in2
1 # 4 at 12 in o.c. A5 = 0.1963 in2
As,TOTAL = 0.3068 in2
AS,TOTAL > As,REQD REINFORCING IS ADEQUATE
I_
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax:503.248.9263 www.vlmk.com
Specifications:
EXCAVATION-The Inderade of the swimming pool is to be compacted to a density of not less than 95%T-99 of relative
tasunan w density Any soft unstable subgrade malenah are to be removed end backfilled will crushed no.and compacted
o the required densIty.
REINFORCED STEEL-Standard deformed bare,Mtennsdlate grade,bee of rust and dirt.to be properly positioned and lied in
Mace with staggered splices.tap 40 bar diameters See renforong schedule.
GIJNITE-Minimum wall tNckness 5";through cover-6",1 6mlx,T sack,ulglmete strength 3,000 PSI et 28 days Sump Size Determined By: sin Drain cutlet
9 11.5 x Pipe 0)x Grate Frame Size •col Floor
BONDING-Pool fixtures.piping systems,reinforcing steel,conduit,and other appurtenances to the pool shall be bonded and
conform b all provisions as set forth in the National Electric Code ART 880 Swimming Pools for 1967 NE.F U No 70 By
COPING
Owner V —J MASTIC JOINT 6"CERAMIC MASTIC JOINT
ER LEVEL
GROUND FAULT INTERRUPTER-A ground-fault interrupter shall be dad on all branch circuits involved in lighting
.2%SLOPE — WA E.P.TILE — 2X SLOPE
grou p proiv g Igor
recptade outlets n accordance mth me National Electric Code.By Owner. I.II:=1I: w'0 :11'11:=1.11'1
Ale electrical work Is to be performed by a licensed electrical contractor and Is not the reepoosibCty of Me Poo Contractor.All IIJI SII i O4P
electrical work a to be Malaled as per slate and local codes.By Owner. 11: ��'1. 1
AfAtrl Zi itn: ..,on Line Per Plping Plan
PIPING•Mt 2"HydrestatIC A'� -� : li R 1'-6•
piping shall be PVC sMadule a0 end h to be NES approved. �iS�i. �,��'
relief Valve- ;Iley• .ae� 24'x24'Gravel sump
HEATING SYSTEM•Awn systems to be eghpped with one high temperature ASME regal valve e150 pal plumbed to w1NM Wafer Bo11y of T.-ass-off Run g'a B'drains b
tar-TVP _ R4'
,t• _- --------
6"of the Boor. •��•� � all wet spots FN
Nal 314'gravel wrapped 2"HYDRO STATIC ss
OTHER WORK BY OWNER-Fresh water supply to line or
room with proper back-flow prevention device to prase, In Mier fabric. RELIEF VALVE La®!
grwaM4aul1 Interrupters,venlig for healers,sewer Np w drainage for backwash,fencing,decking. -'
DECKING-To be concrete wen non slip finish.eloping minus 2%horn coping to drains.By Owner.
WATER REMOVAL-The pool Is designed to have water In It al all times.Removal of water for pool repair or cleaning shall
uground Hydrostatic Relief Valve Longitudinal Pool Section o
SIGNS-Stale neem signs are to be posted at the entrance of pod. scale:1 112'-1 Scale:3/16".1' _U
REGULATIONS-Operating kaWctbns are to be furnished to the Owner by the Pool Conga.,and the Owner must tallow all Z
CM,County,and Sale codes and laws governing the use end operation of me Pod. O'o 0
CL ito
CDt_N—
C CD Ir
�QOc
3c
,,cnui m•
THICKNESS TANM A D REINFORCING SCHEDULE0 ASTM A -°5 GFUDE W ns M ai o
rRr 'A'BARS E'BARS Hone Bars M.BARS E'BARS HOW.BARS 'T'Mln O` N Cr)-C
8"T02-0' N3 AT 1,0" e3411'0"0C N3 AT 1'-0- yo10'O.C. d Z r O L
-
2.-1'TO 3'-0' 03 AT 1'-0' 03 AT 1'-0' 1361'0'O C N3 AT 1'-0' 1/3@rvO.C.-
g-
3'-4'304'-0' N3 AT 1'-0" 04 AT1'-0' a3QI0'O.C. 1/3 AT 1-0' 83 AT 1'0' N3®10"O.C. T•
4'-1"TO 5'-0" N3 AT 1'-0" Na AT 1'-0" 10309"O C 03 AT 1,0" N3 AT 1'.0' N3@9"O.C. g• ?;T
5'-I'TO 6'-0" N4 AT 1-0" 04 A7 1'-0- N3@8"O G 113 AT 1'-0 113 AT 1'-0' N366"O C 8-ill
Z.
General Notes: 4- SEPTIC EXISTING
�C' • 90' HOME
1.Mnaan miconcrete strength:3000 P.S.1 at 20 days O.
2 All pouted concrete to neve a maximum slump of 4' 0
3.All gunge lo have 3'to 5'slump a
4.TIM design h prodded Ion the'named project'only.Design A,
A not pparade to other locations or condnons nth 2.22.
NEW SPA J N
Concrete Dee 8 X 8 C y d
NEW POOL 12
By Olhar6 NOTE.Provide Raocaeabovenlororg Note: FENCE .D Il
N3 Bart Cant. atskimmer.re Relocate above or _
— below e.required. PER CODE
.11 T Swimming Pool has a powered moiety cover 2W 15 O O
which complies with ASTMF 1346-91 Standard DRAIN FIELD 1
'A'Bare(see SUrsdule)
performance specllcatbns and requirements. p -�(0 C7
41,
^ Q Ori
2.Where a oneeA d h dwellingiserves condeis ps rt of 0015
the birder of heti b following condiliona mull be 4 Date 03128118
eI tY O.0 TYP mel:The pool shall be equipped with a powered ry
safely cover in compliance with ASTM F1346 or e
3'Clean 'B'Ben Drawn M:ATI
TTP" 'I Sas Schedule other means of protection,such as eellrAosing er
h 1111
`3� doors with megaalakng devices latches:hex Co
.? boated 42.54"above ground.
• Scala:of shown
•
NOTE Hall aN relnlwdrg 3-deer 3.Grading and compaction of all fel areas by Ravlebna:
'1'leve sOleddel d lace of concrete.Typical °mere'
g• :La,:12on center 63.53,
w.y RO
P
III
Lop Aa Reinforcing NF
1'-9"MlnMwm.TypicalPlot Plan Page:
Typical Wall Section-Top of Pool at Grade Scale 1•=50
Scale Not to Scale 1 of 1
7