HomeMy WebLinkAboutB16-1471 000-000-000Bi -County Pools, Inc.
675 Sutter Street
Yuba City, CA 95991
Office # 530-674-0405
Fax # 530-674-0412
Contractor License # 1012373'
Customer: Gary and Tracy Vaine
Address: 105 Tuscan Drive
Paradise, CA 95969
Phone number: 916-717-7480 _
New Gunite Pool Info
-New Gunite Pool
-Pool square footage: 600, '33'6"x19'6"
-Gallons Of pool: 20,000
-Pool Depth 3.5'-7'
-Evaluation: $50,000.00
Pool Equipment
-Filter/ Pentair Clean and Clear Plus Quod 100 Filter
-Pool (Light 2/ Pentair Intellabrite 5G Colored LED Pool
Lights with Pentair light niches that exceeds NEC codes
-Filtration pump Pentair Intelliflo variable speed 3hp pump.
-Auto pool cleaner Pentair Racer with Boostrite pump.
-Pentair Easytouch 4 control system
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
oATEC1 yE COMPLI CE
New Swimming Pool Construction Applicable Codes
-Applicable codes:
*2003 Uniform Swimming Pool, Spa and Hot Tub
*2013 CA Building Codes
*2013 CA Mechanical Codes
*2013 CA Plumbing Codes
*2013 CA Electric Codes
*2013 CA Fire Codes
*2013 CA Energy Codes
*2013 CAL Green Codes
-Bonding:
*Bond all metal piping and surface that are within 5' of the
inside walls of swimming pool.
*Bond from main drain vertical to horizontal rebar to top of
beam to equipment pad.
*Bond all four corners of pool rebar to concrete rebar.
-Fencing:
*All fencing, gates and door alarms will meet CA Health and
Safety Code sections 115920-115929
-Plumbing all PVC (2 skimmers and 4 returns in pool)
*All suction 2.5"
*AII returns 2.0"
*Using all sweep 90s
-Electric
*All electric receptacles will be minimum of 10' from the pool
walls and there will be a GFCI receptacle within 20' of the pool
walls.
*Using 50AMP supply to pool equipment subpanel with 6gauge
wire. Each pump and light will be with individual GFCI breakers.
-Equipment Pad
*All equipment will be on concrete with all plumbing in concrete
also.
-Suction Grates
*All suction grates are using approved anti -entrapment grates 3'
Split.
Marcus Lynch (President)
Cell # 530-330-1931
•
Bi County Pools, Inc.
675 Sutter St
Yuba City CA 95991
530-674-0405
CSLB# 1012373
Contractor -Marcus Lynch
Designer-Mendi Nevarez
See attached
applicable codes
4\ t V �,b Drive s
o -
Residence 5
All fencing and gates I '
will meet CA Health
and Safety codes,
Sections U= Sl�c �o
115920-115929 y
432.00'
All doors using Pool 5; tj;to
Guard Alarm ®APT -
2 meets UL 2017.
The horn is 85 db at
NORTH
10 ft.
1/5011
Owner: Valne 6o, �y TfAC�tate:
Address: /O S 7U'564n Q�iUL Zip:
City: Paradise �-
Phone: 716- -717- gv
432.00'
610.00'
BUTTE
COUNTY.
JUL 0 7 20%
DEVELOPMENT
SERVICES
Pw-)Yi)
Qo (
X00
PERMIT #
BUTTE
RE
C_qD
VED FOR
MPLIANCE
�t)
O5 t
1a 0 -Li
Separate Mechanical Permit
required for the installation of
a swimming pool heater.
I
i
R0�4 k' oI,'
k
�!n cutQoav swimming pool shell be vevided-with I
di
vwtinr. prevention safety feu oes Siie c ,ly rath-
rCnF,f4 v:
HwAh snd 4armty 0060 S r(-.0 ll'
These featwes dol Go cci rlfe� ul?ncef�d.
_'end eBf3emved-pne^x._to.; plasf�rs�G or:filfl� �tatii. eat .;
. N �
0
C)
- I- I Cq
ut
Joz) N
NORTH
Scale: 1/8" = 1 ft
' a?
_�qy__
�r
f. CEC 680.26C IEQUIPOTENTIAL BONDING GRID
tlyd'
SHALL BE INSTALLED AS DESCRIBED BY THIS f
CODE—THE EQUIPOTENTAIL BONDING GRID SHALL
EXTEND UNDER PAVED WALKING SURFACES
3FT HORIZONTALLY BEYOND THE INSIDE WALLS OF
THE POOL. _
�0�
��
1-tA
POOL SPECS
RETURNS:- I I2112'
a �2
BI County Pools, Inc.
SIZE: ��jl (�1f )( 1 (� I
SQFT: O
67-5 Sutter St
DEPTH: 3�/� '- -7
PERIMETER: I �O
Yuba City CA 95991
EST TOTAL GALLONS: 19,000
SKIMMERS:
530-674-0405
RETURNS: . -
INTERIOR MATERIAL:
SPECIAL:
TILE:
CSLB# 101237
NOTES:
Contractor -Mar Lynch
SPE SPECS
Designer -Nandi Nevarez
Al,
PERT:
DEPTH:
PERIMETER:
EST TOTAL GALLONS:
SPILLWAY:
See attached
RAISED HEIGHT:
SKIMMERS:
ppllcable codes
RETURNS: \\
TILE:
INTERIOR MATERIAL:
SPECIAL:
NOTES:
�.
II fencin
will meet C
+ t and Safety
Sections
115920-11
doo
Guard
2 m e
v
T{heo
7 . fy
nd gates
e a I t h
:qdes,
29
r using Pool
larm DAPT-
s UL 2017.
rn is 85 db at
NOTE: swimming pool shall comply Wit,' �
SPWMMh P001 Safety Act of 2ADB & CA
Hee/th si d Sofaty Code, Sections 115920
1'15929 '
Complete Anti -Entrapment Certification Form.
Provide to.building inspector prior to final inspection .�
Owner: GC^•
Address: _
City:
Phone: I
State: e
iUL Zip: Cl 5`0
PLUMBING
RETURNS:- I I2112'
a �2
I
SKIMMERS: �--
POOL MAIN DRAINS: 1_3 <1914 2 1/2
SPA MAIN DRAINS:
CLEANING SYSTEM: F1Z 1
HEADS:
VAC LINES: __--,
ROBOT VAC:
WATER FEATURES:
SPA SPILLWAY:
LIGHTS IN POOL: L�: P
LIGHTS IN SPA: —
TOTAL PIPE: —"
SPECIAL: —
NOTES: _
DECK
DECK TYPE: _tCola 54-01' "4 ELEVATION:
TOTALDECK SQFT: 19n C PERIMETER: & S'
RAISED BEAM: LIP STYLE: L-4111 7 -
MATERIAL
MATERIAL 1: — MATERIAL 2: —
SPECIAL
NOTES:
EQUIPMENT
POOL PUMP:US`' 0 2ND PUMP:
FILTRATION: ?fv,4. d Q v0&'f FILTER SIZE
HEATER: INLINE:
TIMER: �q�g %t� 2 /� GA
SPECIAL: BUTTE CCOU/NTY D ENT
NOTES: REVIEWED
BY
SERVICES
F®R
r'
11 07
L APE advanced pool engineering, Ref:��7
Paul Reilly, PE, Engineering Services
1 Ph 916 768-4656 Bi -County Pools & Spas to S muSe4fril
2013 California Building Code Permit & Construction = 1po ml "se GA- 9 �P9
Swimming Pool Engineering
1.0 State of Service
The California Pool & Spa Industry Education
Council, "California Swimming Pool Workmanship
Guidelines" define the normal state of a pool vessel
as filled with water. These design calculations
assume a "dry" vessel (pool empty).
Shotcrete is typically applied directly to the face of firm
native earth. No soil pressure is present during the
construction phase.
The builder may "flash" excavations with a thin layer
of shotcrete to stabilize non -cohesive soils, or "flash"
may be used as a surface treatment to retard the loss
of moisture from the walls of excavations in highly
expansive soils; this treatment is non-structural.
2.0 Modes of Failure
a. Buoyancy: Hydrostatic pressure due to a high
water table or other sources can displace or float
a partially empty pool/spa. Specifications require
mitigation for adverse hydrostatic forces to relieve
hydrostatic pressure about all pools & walls.
b. Differential Subsidence: Loose embankment or
unsuitable fill. Soil compaction, 90% max dry
density, conforming to ASTM D1557, is required
for any earth fill sections placed about the shell.
c. Differential Settlement: Desiccation (soil moisture
removed by trees, or vegetation) this
phenomenon is rarely encountered.
d. Differential Heave: Expansive soils or large
trees/roots near a pool can cause damage to the
pool or surface decking. Expansive soils must be
pre -saturated prior to shotcrete.
3.0 Bond Beam
The bond -beam on a pool vessel is the top' of a
conventional pool wall, typically the top of the waterline
tile. The bond beam is a location, a point of reference.
The haunch, a widening or extension of the bond -beam,
was introduced during the early 1900s to accommodate
precast deck coping and is not required for the structural
integrity of the pool vessel. Best practices for the design
of all concrete boundary elements include increased
reinforcement at the bond -beam (or top of stemwall).
The structural details provide alternate sections for bond -
beam construction. The geometry and spacing of
reinforcement at the bond beam may vary with
architectural requirements or local trade practice.
4.0 Model Notes
General load case considers an infinitely long pool
stemwall (pool empty). Consider a primitive "channel
model" of the pool with opposing sections providing a
restrained toe through the floor section. The "channel
model" is subject to partial cantilever bending only.
The opposing 'toe' cannot translate horizontally, and an
overturning failure cannot be realized. However, the
term overturning -moment (OTM) is presented in the
design calculations to provide a conceptual reference for
the inward lateral force imposed on the cantilever
stemwall by the upper soil mass outside the pool.
Please contact me if you have any questions.
PERMIT #
e. Rotation: Stemwall failure due to lateraft nrdihi PNW DEVELOPMENT SERVICES N°P o6
is rarely encountered in forensic investigateVI : V 1f E®®R �` C1�� Fo
CO® COMPLIANCE STATr_ °SCA`\
Page 1
APE Westem Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765
V
APE advanced pool engineering,
Paul Reilly, PE, Engineering Services
Ph 916 768-4656
4.0 Model Notes (continued)
For primitive models of the soil -substructure interaction, the EFP component is truncated at the 45 -degree intercept to
more accurately assess actual forces acting on the base section. Design calculations incorporate an interpolated linear
reduction from the point of curvature to the 45 -degree intercept of the base section.
NET MOMENT AT BASE: TMX = OTM - RM, FOR YE= UNIT WEIGHT OF EARTH, APPLIED AS AN EQUIVALENT FLUID PRESSURE
OTM = YE 6
FG
I'E
OTM ~ YE t3I 3 I
RM = T x;w;
CONVENTIONAL RETAINING WALL DISTENDING RADIUS FOUNDATION
W,
5.0 Other Design Considerations
For shells with a geometric or rectangular shape (plan view) the structural capacity contributions from the horizontal
rebar near interior corners can be significant. However, this additional capacity is disregarded for the primitive case.
Free -form pools are classified as hyperbolic -paraboloids and have high levels of structural redundancy. For circular,
oval and portions of free -form pools, another model evaluation would be related to the horizontal sections:
compressive and tension states that may be resolved as hoop -stress. The infinite combinations of cases for hoop -
stress models is not practical for a standard plan. This additional capacity is disregarded for the primitive case.
6.0 Gravity and Surcharge Loads
Pool Site: The weight of a swimming pool is approximately one-half the weight of the soil that has been removed to
embed the pool. If soil or slope stability problems do not currently exist at a site, then the addition of a pool cannot
introduce an adverse gravity or surcharge load.
Line Load: An investigation of surcharge models considered a 2 klf line -load, applied 18" below finish grade, offset 5'
from the pool wall. These models do not impose significant or adverse lateral surcharge loads on the pool wall or
portions of the distending stemwall.
Rock Benches: Axial load cases acting on the vertical stemwall of ear$h-retaining sy,� s i cr asL—E
he magnitude of
the resisting moment and are disregarded in the analysis. PE ��-
BUTTE COUNTY B€V€LONT St=pVICCS__
ES - —
REVIEWED FOR
APE Western Region: 2351 Sunset Boulevard, SLyAtee 70, CO®E C95765—
KPL NC
Page 2 � D�
APE advanced pool engineering,
Paul Reilly, PE, Engineering Services
Ph 916 768-4656
7.0 Miscellaneous Detailing
The pool skimmer, light niche, pool cover vault(s) and other miscellaneous details present prescriptive designations
for reinforcement. No significant loads occur at these features and the geometry and spacing of reinforcement may
vary with manufacturer requirements or local trade practice.
8.0 Construction Tolerances
Minor deviations to the specified geometric specifications for stemwall construction may be realized during
construction without jeopardy.
9.0 Stemwalls Beyond the Limits of the Pool Shell
Stemwalls or wing -walls extending beyond the limits of the pool/spa shell that retain earth for landscape features are
not covered in this submittal. Any other retaining wall elements for landscape features or site development will be
submitted under separate cover with a unique design and signatory for each site.
10.0 Slope Paving & Landscape features
Excavations in granite or other igneous formations, shale, bluestone, sandstone, or horizontal bench -steps cuts in
slopes equal to, or flatter than 1:1, are considered slope paving. Reinforcement for these elements are prescriptive
designations. Specifications require mitigation to eliminate any potential hydrostatic forces.
11.0 Stormwater & Debri-Flow
Builder plans shall incorporate appropriate mitigation to service any potential jeopardy of debri-flows from ascending
slopes above construction improvements, and to capture and convey all stormwater prior to earth retaining
structures, or slope paving. The builder plan shall also include mitigation for the conveyance of surface drainage
above stemwalls, or slope paving elements and all project retaining walls or stemwalls. Slope -paving and earth -
retaining structures must not be used to capture or convey stormwater run-off from landscape features or ascending
slopes above the pool/spa.
12.0 Specification & Design Criteria: See project structural plan sheet
12.1 Grotto, Spa -Grotto and Grotto Cover
When incorporated in the structural plan, evaluation considers that lateral forces behind grotto walls are transferred in
shear and axial compression to the grotto bond beam and do not adversely surcharge the pool stemwall.
The grotto, walls and lid are may be placed in phase construction: shell at waterline, grotto walls, then lid. The grotto
walls and lid are considered pin connections about horizontal cold joints as may occur.
References
1. ACI 301, 318 (concrete) & ACI 506 (shotcrete) 5. J.Nelson & Miller, "Expansive Soils," 1992
2. American Shotcrete Association, principles and practice. 6. Braja M Das, "Shallow Foundations," 1999
3. Army Corp of Engineers, "Shotcrete Design Practice" 7. Nilson/Darwin/Dolan, "Design of Conc Structures," 2004
4. J.Bowles, "Foundation Analysis and Design," 51' Edition 9. Hugh Brooks, SE, "Basics of Retaining Wall Design," 7"'
APE Western Region:
2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765
Page 3
.,
APE - Advanced Pool Engineering CADD Areas & Moment Arms
1
12
DESIGN "H" = 4' _ - _ - - _ _ . _
DESIGN "H" = 6-
Distending Stem
6"
Distending Stem
6"
Radius
I
Radius t
I
,Interior 1.0'
Interior 2.0'
Exterior 1.5'
j
Exterior 2.5'
I
''
M arm Area
M arm Area
j
- PCoA 0.25 1.50
/�1
PC e A 0.25 1.50
B 0.32 1.74.
I
' '
B 0.24 1.94
' PI U C 0.52 1.99
PI • C 0.32 2.38
D 0.78 2.23
I
, '
E 1.07 2.48
j
-
PC .3�0'C4
d82
DESIGN "H" = 6' ' _ _ _ _ _ _ _ . ,
DESIGN "H" = T
-- - - - - --
Distendin Stem ,.
g
��
6\X
Distending Stem
6"
Radius
Radius
Interior 3.0'
Interior 3.0'
j
Exterior 3.5'
I
Exterior 3.5'
M arm Area
j
M arm Area
PC O A 0:25' 1.50
PC • A 0.25 2.00
j
B 0.45' 2.14
I
B 0.46 2.64
PI OC 0.98' 2.78
PI • C 1.00 3.28
D 1.71' 3.41
I
D 1.76 3.91
E 4.05
E 2.59 4.55
I
.2.50'
A
PC 3.0'
'
PC 4.0'
/
3
1 ALT BAR REW
/
PI 5.47
'
li
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
�' PI 6.47'
C E COMPLI N
,
DATE B
r
No Scale This Sheet APE - Westem Region 2351 Sunset Boulevard, Suite
170 Rocklin Ca 95765
' Page 4
APE - Advanced Pool Engineering CADD Areas & Moment Arms
DESIGN "H" = 8' -----
DESIGN "H" = 9'
Distending Stem
s
Distending Stem 7"
i�
Radius
I
Radius
Interior 5.0'
j
Interior 5.0'
j
Exterior 5.5'
Exterior 5.5'
j
Area M arm
I
'Area M arm
d I
I
PC • A 1.5 0.25
PC*' A . 2.33 0.29
0.29
2.33 0.52
-PC 3.0'
B 3.52 0.61
0.32
I
3.16 1.20
I
PI • C 4.69 1.46
0.30
D 4.00 , 2.14
D '5.80 2.65
0.28
- PC 4.0 ,
E 3.18
6.87 4.00
0.25
1 AL BAR REQU
d
'
1 AL BAR REQ'D
PI 6.88
/
i
PI 7.88
_---E-,
DESIGN "H" _ ,10' - - - - -
DESIGN "H" = 12'
- - - - -
a.
-Distending Stem 8"
I
XK
Distending Stem 9"
s�
Radius
Radius
Interior 5.0'
Interior 5.0'
I
Exterior 5.5'
I
Exterior 5.5'
Area M arm d i
j
Area M arm
d i
PC • A 3.38 0.33 0.40
PC • A 5.37 0.37
0.48
I
B 4.76 0.65 0.41
B 6.94 0.74
0.52
j
PI • C 6.14 ' 1.52 0.40
I
PI • C 8.54 1.60
0.52
D 7.49 2.70 0.37
D 10.09 2.79
0.48
j
E 8.74 4.05 0.31
E 11.54 4.15
0.40
j
- PC 5.08'
I
NX
•
-II
2 A BAR REQ'D
,'
I
- PC 6.17'
dd
9
12" OC
/
2 A BAR REQ'D
PI 8.98
-
,
PI 11.05
L9�
�!.
--
No Scale This Sheet
-APE - Western Region 2351, Sunset Boulevard, Suite 170 Rocklin Ca 95765
- Page 5
APE - Advanced Pool Engineering
MT
LD Mo
Mmax
CBC, ACI 318, ASCE 7
EDL
Marm
MR
Load Case: U = 1.2D+1.6H
oM„
d;
a
Strength Design
As
Load Factor (LF) = 1.6
4' Max H
Y cont = 150
pcf
Lateral Force (P) = 85 EFP
ft2
D 4.00 ft Y soil = 120
pcf
Short Term (ST) = 1.00
ft.kip
t 6.00 in As
in
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DLJ
t Z 6.00 in #3 = 0.11
int
MT = yD3/6 (factored)
0.0
t s 6.00 in #4 = 0.20
in
MD = LD MT
LD: Distending section below PC. apply
b 12.00 in
0.0
M„ = MT/ST - MR
linear M reduction factor, PC thru PI
2.75
0.17
MR= Marm DLSTEM
0.11
r1 INTER. 1.00 ft fy = 40.00 ksi
(DM„ = 0.9 Asfy [d; -(a/2)] /12
(D = 0.9
r2 ExTER. 1.50 ft f'c= 2.50
ksi
AS Req = 1.8bd4f�fy
a= Asfy/(0.85 fib)
0.25
0.04
for AS > 1.3(AS Req) - ok
P max = 0.75 P b = 0.0232
PC = 3.00' , Point of Curvature
= (D -r2)
ref ACI 318, 10.5.3
0.11
PI = 4.00' , Point of Intercept
2.25
0.26
1.00 0.26
0.26
1.13
0.17
tDVn = 0.85( 24 f, bd + OVs) - ''/2V; ok
PC
PI
ENC
Death
Soec
D
MT
LD Mo
Mmax
Area
EDL
Marm
MR
M„
oM„
d;
a
As REQ
As
Stem
ft
ft.kip
ft.kip
ft.kip
ft2
kip
ft
ft.kip
ft.kip
ft.kip
in
in
x 1.33
in
Check
0
0.0
1.00 0.00
0.00
0.00
0.00
0.25
0.0
0.00
0.0 -
2.75
0.17
0.10
0.11
ok
2.00
0.18
1.00 0.18
0.18
1.00
0.15
0.25
0.04
0.14
0.88 -
2.75
0.17
0.10
0.11
ok
2.25
0.26
1.00 0.26
0.26
1.13
0.17
0.25
0.04
0.22
0.88 -
2.75
0.17
0.10
0.11
ok
2.30
0.28
1.00 0.28
0.28
1.15
0.17
0.25
0.04
0.23
0.88 -
2.75
0.17
0.10
0.11
ok
2.40
0.31
1.00 0.31
0.31
1.20
0.18
0.25
0.05
0.27
0.88 -
2.75
0.17
0.10
0.11
ok
3.00
0.61
1.00 0.61
=F1.50
0.23
0.25
0.06
0.56
0.88 -
2.75
0.17
0.10
0.11
1 ok
3.11
0.68
0.89 0.61
0.61
1.55
0.23
0.26
0.06
0.55
0.88 -
2.75
0.17
0.10
0.11
ok
3.23
0.76
0.77 0.59
0.61
1.60
0.24
0.28
0.07
0.55
0.88 -
2.75
0.17
0.10
0.11
ok
3.34
0.85
0.66 0.56
0.61
1.64
0.25
0.29 1
0.07 1
0.54
0.88 -
2.75
0.17
0.10
0.11
ok
3.46
0.94
0.54 0.51
0.61
1.69
0.25
0.31
0.08
0.53
0.88 -
2.75
0.17
0.10
0.11
ok
3.57
1.03
0.43 0.44
0.61
1.74
0.26
0.32
0.08
0.53
0.88 -
2.75
0.17
0.10
0.11
ok
3.66
1.11
0.34 0.38
0.61
1.79
0.27
0.36
0.10
0.52
0.88 -
2.75
0.17
0.10
0.11
1 ok
3.74
1.19 0.26 0.31
0.61
1.84
0.28
0.40
0.11
0.50
0.88 -
2.75
0.17
0.10
0.11
ok
3.83
1.27
0.17 0.22
0.61
1.89
0.28
0.44
0.12
0.49
0.88 -
2.75 1
0.17
0.10
0.11
ok
3.91
1.36
0.09 0.12
0.61
1.94
0.29
0.48
0.14 1
0.47
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
1.45
0.00 0.00
0.61
1.99
0.30
0.52
0.16
0.46
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.03
0.30
0.56
0.17
0.44
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.07
0.31
0.60
0.19
0.42
0.88 -
2.75
0.17
0.10
0.11
1 ok
4.00
0.00
0.00 0.00
0.61
2.10
0.32
0.65
0.20
0.41
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.14
0.32
0.69
0.22
0.39
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.18
0.33
0.73
0.24
0.37
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.22
0.33
0.77
0.26
0.35
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.25
0.34
0.82
0.28
0.34
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61 1
2.29
0.34
0.86
0.30
0.32
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.33
0.35
0.90
0.31
0.30
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.37
0.36
0.94
0.33
0.28
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00 0.00 0.00
0.61
2.40
0.36
0.99
0.36
0.26 1
0.88 -
2.75
0.17
0.10
0.11
ok
4.00
0.00
0.00 0.00
0.61
2.48
0.37
1.07
0.40
0.21 1
0.88 -
2.75
0.17
i 0.10
0.11
ok
PERMIT #-�V- l
BUTTE COUNTY D EL PMENT SERVS
REVIEWED F®
APE - Western Region 2351 Sunset Boulev , Si l i0 Rbe7cTira�Q� 95765- AN
CE
DATE B
Page 6
APE - Advanced Pool Engineering
CBC, ACI 318, ASCE 7
5' Max H
Lateral Force (P) = 85 EFP
Mmax
Load Case: U = 1.2D+1.6H
EDL
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
Strength Design
(DM„
MD = LD MT
LD: Distending section below PC. apply
M„ = MT/ST - MR
Y conc =
150
pcf
D 5.00 ft
Y soil =
120
pcf
t I 6.00 in
p max = 0.75 p b = 0.0232
As
ft.kip
t Z 6.00 in
#3 =
0.11
int
t a 6.00 in
#4 =
0.20
int
b 12.00 in
0.00
0.00
0.25
Irl INTER. 2.00 ft fy = 40.00
r2 ExTER. 2.50 ft f'c= 2.50
PC = 3.00' , Point of Curvature = (D -r2)
PI = 4.77' , Point of Intercept
PC
PI
END
Depth
Load Factor (LF) = 1.6
5' Max H
Lateral Force (P) = 85 EFP
Mmax
Short Term (ST) = 1.00
EDL
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
(DM„
MD = LD MT
LD: Distending section below PC. apply
M„ = MT/ST - MR
linear M reduction factor, PC thru PI
MR= Marm DLSTEM
ft ft.kip
ksi (DM„ = 0.9 Asfy [d; -(a/2)] /12
(D = 0.9
ksi AS Req = 1.8bd4f�fy
a= Asfy/(0.85 fib)
for AS > 1.3(AS Req) - ok
p max = 0.75 p b = 0.0232
ref ACI 318, 10.5.3
ft.kip
(DVn = 0.85(24 f'c bd + (DVs) ''/2V; ok
Saec
D MT
LD
Mo
Mmax
Area
EDL
Mum
MR
M „
(DM„
d;
a
As REQ
As
Stem
ft ft.kip
ft.kip
ft.kip
ftZ
kip
ft
ft.kip
ft.kip
ft.kip
in
in
x 1.33
int
Check
0 0.0
1.00
0.00 0.00
0.00
0.00
0.25
0.0
0.00
0.0
- 2.75
0.17
0.10
0.11
ok
2.00 0.18
1.00
0.18
0.18
1.00
0.15
0.25
0.04
0.14
0.88
- 2.75
0.17
0.10
0.11.
ok
2.25 0.26 (
1.00
0.26
0.26
1.13
0.17
0.25
0.04
0.22
0.88
- 2.75
0.17
0.10
0.11
ok
2.30 0.28
1.00
0.28
0.28
1.15
0.17
0.25
0.04
0.23
0.88
- 2.75
0.17
0.10
0.11
ok
2.40 0.31
1.00
0.31
0.31
1.20
0.18
0.25
0.05
0.27
0.88
- 2.75
0.17
0.10
0.11
ok
3.00 0.61
1.00
0.61
0.61
1.50
0.23
0.25
0.06
0.56
0.88
- 2.75
0.17
0.10
0.11
ok
3.19 0.74
0.89
0.66
0.66
1.59
0.24
0.25
0.06
0.60
0.88
- 2.75
0.17
0.10
0.11
ok
3.38 0.88
0.78
0.69
0.69 I
1.68
0.25
0.25
0.06
0.63
0.88
- 2.75
0.17
0.10
0.11
ok
3.58 1.04
0.67
0.70 10.70
1.76
0.26
0.24
0.06
0.63 1
0.88
- 2.75
0.17
0.10
0.11
1 ok
3.77 1.21
0.57
0.69
0.70
1.85
0.28
0.24
0.07
0.63
0.88
- 2.75
0.17
1 0.10
0.11
ok
3.96 1.41
0.46
0.64
0.70
1.94
0.29
0.24
0.07
0.63
0.88
- 2.75
0.17
0.10
0.11
ok
4.12 1.59
0.37
0.58
0.70
2.03
0.30
0.26
0.08
0.62
0.88
- 2.75
0.17
0.10
0.11
ok
4.28 1.78
0.27
0.49
0.70
2.12
0.32
0.27
0.09
0.61
0.88
- 2.75
0.17
0.10
0.11
ok
4.44 1.99
0.18
0.36
0.70
2.20
0.33
0.29
0.10
0.60
0.88
- 2.75
0.17
0.10
0.11
ok
4.61 2.22
0.09
0.20
0.70
2.29
0.34
0.30
0.10
0.59
0.88
- 2.75
0.17
0.10
0.11
1 ok
4.77 2.46
0.00
0.00
0.70 2.38
0.36
0.32
0.11
0.58
0.88 -
2.75
1 0.17
0.10
0.11
ok
4.78 0.00
0.00
0.00
0.70
2.47
0.37
0.51
0.19
0.51
0.88 -
2.75
0.17
1 0.10
0.11
ok
4.80 0.00
0.00
0.00
0.70
2.56
0.38
0.70
0.27
0.43
0.88 -
2.75
0.17
0.10
0.11
ok
4.82 0.00
0.00
0.00
0.70
2.64
0.40
0.88
0.35
0.35
0.88 -
2.75
0.17
0.10
0.11
ok
4.83 0.00
0.00
0.00
0.70
2.73
0.41
1.07
0.44
0.26
0.88 -
2.75
0.17
0.10
0.11
ok
4.85 0.00
0.00
0.00
0.70
2.82
0.42
1.26
0.53
0.17
0.88 -
2.75
0.17
0.10
0.11
ok
4.87 0.00
0.00
0.00
0.70
2.89
0.43
1.34
0.58
0.12
0.88 -
2.75
0.17
0.10
0.11
ok
4.89 0.00
0.00
0.00
0.70
2.95
0.44
1 1.42
0.63
0.07
0.88 -
2.75
1 0.17
1 0.10
0.11
ok
4.91 0.00
0.00
0.70
3.02
0.45
1.50
0.68
0.02
0.88 -
2.75
0.17
0.10
0.11
ok
4.94 0.00
0.00
H0.00
0.70
3.08
0.46
1.57
0.73
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
4.96 0.00
0.00
0.00
0.70
3.15
0.47
1.65
0.78
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
4.98 0.00
0.00
0.00
0.70
3.21
0.48
1.73
0.83
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.00 0.00
0.00
0.00
0.70
3.28
0.49
1.81
0.89
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
APE -,Western Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765
Page 7
APE - Advanced Pool Engineering
Residential Pool Engineering
CBC, ACI 318, ASCE 7
LD
MD
M_
Area
Load Case: U = 1.2D+1.611
Marm
MR
M „
oM„
d;
Strength Design
As REQ
As
Stem
Load Factor (LF) = 1.6
6' Max H
ft.kip
ft.kip
7 conc =
150
pcf
Lateral Force (P) = 85 EFP
ft.kip
D
6.00 ft
7 soil =
120
pcf
Short Term (ST) = 1.00
0 0.0
It I
6.00 in
0.00
As
0.00
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
It Z
6.00 in
43 =
0.11
int
MT= ,yD3/6 (factored)
ok
It 3
6.00 in
#4=
0.20
int
MD = LD MT
LD: Distending section below PC. apply
b
12.00 in
0.88 -
2.75
0.17
M„ = MT/ST -'MR
linear M reduction factor, PC thru PI
ok
2.25 0.26
1.00
0.26
0.26
MR= Marm DLSTEM
0.17
rl INTER.
3.00 ft
fy =
40.00 ksi
(DM„ = 0.9 Asfy [d; -(a/2)] /12
cD = 0.9
r2 EXTER.
3.50 ft
f'c=
2.50
ksi
AS Req = 1.8bd4fc/fy
a = Asfy/(0.85 fib)
1.15
0.17
0.25
0.04
0.23
for AS > 1.3(AS Req) - ok
P mar = 0.75 p b = 0.0232
0.17
PC = 3.00'
, Point of Curvature
= (D -r2)
ref ACI 318, 10.5.3
1.00
0.31
PI = 5.77'
, Point of Intercept
0.18
0.25
0.05
0.27
0.88 -
2.75
0.17
0.10
0.11
(DVn = 0.85( 24 f'� bd + (DVs) - %V;ok
PC
PI
A NON
Depth
Spec
D MT
LD
MD
M_
Area
EDL
Marm
MR
M „
oM„
d;
a
As REQ
As
Stem
ft ft.kip
ft.kip
ft.kip
ft'
kip
ft
ft.kip
ft.kip
ft.kip
in
in
x 1.33
int
Check
0 0.0
1.00
0.00
0.00
0.00
0.00
0.25
0.0
0.00
0.0 -
2.75
0.17
0.10
0.11
ok
2.00 0.18
1.00
0.18
0.18
1.00
0.15
0.25
0.04
0.14
0.88 -
2.75
0.17
0.10
0.11
ok
2.25 0.26
1.00
0.26
0.26
1.13
0.17
0.25
0.04
0.22
0.88 -
2.75
0.17
0.10
0.11
ok
2.30 0.28
1.00
0.28
0.28
1.15
0.17
0.25
0.04
0.23
0.88 -
2.75
0.17
0.10
0.11
ok
2.40 0.31
1.00
0.31
0.31
1.20
0.18
0.25
0.05
0.27
0.88 -
2.75
0.17
0.10
0.11
ok
3.00 0.61
1.00
0.61
0.61
1.50
0.23
0.25
0.06
0.56
0.88 -
2.75
0.17
0.10
0.11
ok
3.27 0.79
0.89
0.70
0.70
1.63
0.24
0.29
0.07
0.63
0.88 -
2.75
0.17
0.10
0.11
ok
3.53 1.00
0.78
0.78
0.78
1.76 1
0.26
0.33
0.09
0.70
0.88 -
2.75
0.17
0.10
0.11
ok
3.80 1.24
0.68
0.84 0.84
1.88
0.28
0.37
0.10 1
0.74
1 0.88 -
2.75
0.17
0.10 1
0.11
ok
4.06 1.52 1
0.57
0.87 10.87
2.01
0.30
0.41
0.12
0.74
0.88 -
2.75
0.17
0.10
0.11
ok
4.33 1.84
0.46
0.85
0.87
2.14
0.32
0.45
0.14
0.72
0.88 -
2.75
0.17
0.10
0.11
ok
4.56 2.15
0.37
0.79
0.87
2.27
0.34
0.56
0.19
0.68
0.88 -
2.75
0.17
0.10
0.11
ok
4.79 2.48
0.28
0.69
0.87
2.40
0.36
0.66
0.24
0.63
0.88 -
2.75
0.17
0.10
0.11
ok
5.01 2.86
0.18
0.53
0.87
2.52
0.38
0.77
0.29
0.58
0.88 -
2.75
0.17
0.10
0.11
1 ok
5.24 3.26
0.09
0.30
0.87
2.65
0.40
0.87
0.35
0.52
0.88 -
2.75
0.17
0.10
0.11
ok
5.47 ( 3.71 1
0.00
0.00
0.87
2.78 1
0.42
0.98
0.41
0.46
1 0.88 -
2.75
0.17
0.10
0.11
ok
5.53 0.00
0.00
0.00
0.87
2.91
0.44
1.13
0.49
0.38
0.88 -
2.75
0.17
0.10
0.11
ok
5.58 0.00
0.00
0.00
0.87
3.03
0.45
1.27
0.58
0.29
0.88 -
2.75
0.17
0.10
0.11
ok
5.64 0.00
0.00
0.00
0.87
3.16
0.47
1.42
0.67
0.19
0.88 -
2.75
0.17
0.10
0.11
ok
5.69 0.00
0.00
0.00
0.87
3.28
0.49
1.56
0.77
0.10
0.88 -
2.75
0.17
0.10
0.11
ok
5.75 0.00
0.00
0.00
0.87
3.41
0.51
1.71
0.87
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.79 0.00
0.00
0.00
0.87
3.50 1
0.53
1.82
0.96
1 0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.82 0.00
0.00
0.00
0.87
3.59
0.54
1.94
1.04
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.86 0.00
0.00
1 0.00
0.87
3.68
0.55
2.05
1.13
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.89 0.00
0.00
0.00
0.87
3.78
0.57
2.16
1.22
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.93 0.00
0.00
0.00
0.87
3.87
0.58
2.27
1.32
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
5.96 0.00
0.00
F0,00
1 0.87
3.96
0.59
2.39
1.42
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.00 0.00
O.GO
0.00
0.87
4.05
0.61
2.50
1.52
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
PERMIT# LJ
BUTTE COUNTY DEV MENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
APE - Western Region 2351 Sunset Boulet*( Suit c lin Ca 95765 BY
-_
Page 8
APE - Advanced Pool Engineering
CBC, ACI 318, ASCE 7
LD
Short Term (ST) = 1.00
Mm.
Load Case: U = 1.2D+1.6H
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
MR
Strength Design
LD: Distending section below PC. apply
Mu = MT /ST -MR
linear M reduction factor, PC thru PI
MR= Mann DLSTEM
Y cone =
150
pcf
D 7.00 ft
Y soil =
120
pcf
It 6.00 in
ft
As
ft.kip
It 2 6.00 in
#3 =
0.11
int
t s 6.00 in
#4 =
0.20
int
b 12.00 in
0.00
0.00
0.00
rl INTER. 4.00 ft
fy =
40.00
ksi
r2 ExTER. 4.50 ft
f',,=
2.50
ksi
PC
PI
END
Notes One Alternate Bar Re uired
1. The MR area and Marm offset to centroid for distending stemwalls derived by CADD application.
2. AS Required: Ref Nilson, Darwin & Dolan, "Design of Concrete Structures", 2004
PC = 3.00' , Point of Curvature = (D -r2)
P1 = 6.18' , Point of Intercept
Depth
Residential Pool Engineering
Load Factor (LF) = 1.6 1 7' Max H
Lateral Force (P) = 85 EFP
LD
Short Term (ST) = 1.00
Mm.
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
MR
Mo = LD MT
LD: Distending section below PC. apply
Mu = MT /ST -MR
linear M reduction factor, PC thru PI
MR= Mann DLSTEM
As
OM„ = 0.9 Asfy [di -(a/2)] /12
(D = 0.9
AS Req = 1.8bd4f,/fy
a= Asfy/(0.85 fib)
for AS > 1.3(AS Req) -> ok
p m. = 0.75 p b = 0.0232
ref ACI 318, 10.5.3
NVn = 0.85( 24 f', bd + OVs) -- ''/2V; ok
Soec
D MT
LD
M. I
Mm.
Area
EDL
Marm
MR
M "
oM„
d;
a
As REQ
As
Stem
ft ft.kip
ft.kip
ft.kip
ft
kip
ft
ft.kip
ft.kip
ft.kip
in
in
x 1.33
int
Check
0 0.0
1.00
0.00_1
0.00
0.00
0.00
0.30
0.0
0.00
0.0 -
2.75
0.17
0.10
0.11
ok
1.00 0.02
1.00
0.02
0.02
0.50
0.08
0.30
0.02
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
2.00 0.18
1.00
0.18
0.18
1.00
0.15
0.30
0.05
0.14
0.88 -
2.75
0.17
0.10
0.11
ok
2.50 0.35
1.00
0.35
0.35
1.25
0.19
0.30
0.06
0.30
0.88 -
2.75
0.17
0.10
0.11
ok
2.75 0.47
1.00
0.47
0.47
1.38
0.21
0.30
0.06
0.41
0.88 -
2.75
0.17
0.10
0.11
ok
3.00 0.61
1.00
0.61
0.61
1.50
0.23
0.25
0.06
0.56
0.88 -
2.75
0.17
0.10
0.11
ok
3.47 0.94
0.85
0.81
0.81
1.67
0.25
0.30
0.08
0.73
0.88 -
2.75
0.17
0.10
0.11
ok
3.93 1.38
4.40 1.93
0.71
0.56
0.97
1.08
0.97
1.08
1.83
2.00
0.27
0.30
0.36
0.41
0.10
0.12
0.88
0.96
1.70 -
1.70 -
2.75
2.75
0.35
0.35
0.10
0.10
0.22
0.22
ok
ok
4.86 2.61
0.41
1.08
1.08
2.16
0.32
1 0.47
0.15
0.93 1
1.70 -
1 2.75
0.35 1
1 0.10
0.22
ok
5.33 3.43
0.27
0.92
1.08 2.33
0.35
0.52
0.18
0.90
1.70 -
2.75
0.35
0.10
0.22
ok
5.50 3.77
0.21
0.81
1.08
2.50
0.37
0.66
0.25
0.84
1.70 -
2.75
0.35
0.10
0.22
ok
5.67 4.13
0.16
0.66
1.08
2.66
0.40
0.79
0.32
0.76
1.70 -
2.75
0.35
0.10
0.22
ok
5.84 4.52
0.11
0.48
1.08
2.83
0.42
0.93
0.39 1
0.69
0.88 -
2.75
0.17
0.10
0.11
ok
6.01 4.92
0.05
0.26
1.08
2.99
0.45
1.06
0.48
0.60
0.88 -
2.75
0.17
0.10
0.11
ok
6.18 5.36
0.00
0.00
1.08 3.16
0.47
1.20
0.57
0.51
0.88 -
2.75
0.17
0.10
0.11
ok
6.30 0.00
0.00
0.00
1.08
3.33
0.50
1.39
0.69
0.39
0.88 -
2.75
0.17
0.10
0.11
ok
6.41 0.00
0.00
0.00
1.08
3.50
0.52
1.58
0.83
0.25
0.88 -
2.75
0.17
0.10
0.11
ok
6.52 0.00
0.00
0.00
1.08
3.66
0.55
1.76
0.97
0.11
0.88 -
2.75
0.17
0.10
0.11
ok
6.64 0.00
0.00
0.00
1.08
3.83
0.57
1.95
1.12
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.75 0.00
0.00
0.00
1.08 4.00
0.60
2.14
1.28
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.79 0.00
0.00
0.00
1.08
4.12
0.62
2.29
1.41
1 0.00
0.88 -
1 2.75
0.17
0.10
0.11
ok
6.82 0.00
0.00
0.00
1.08
4.24
0.64
2.44
1.55
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.86 0.00
0.00
0.00
1.08
4.36
0.65
2.59
1.69
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.89 0.00
0.00
0.00
1.08
4.48
0.67
2.73
1.84
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.93 0.00
0.00
0.00
1.08
4.60
0.69
2.88
1.99
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
6.96 0.00
0.00
0.00
1.08
4.72
0.71
3.03
2.15
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
7.00 0.00
0.00
0.00
1.08
4.84
0.73
3.18
2.31
0.00
0.88 -
2.75
0.17
0.10
0.11
ok
APE 2 Western Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765
Page 9
'' _ APE - Advanced Pool Engineering
J CBC, ACI 318, ASCE 7
Load Case: U = 1.2D+1.6H
Strength Design
PC
PI
END
Y cont = 150 pcf
Y soil = 120 pcf
As
f, = 40 ksi
f',= 2.5 ksi
Distending (Curved)
Stemwall Models
Rebar
Size
As #3 = 0.11 int
#4'= 0.20 in
8' Max Depth
D
Mu
(J)Mn
As
Stem
ft
ft.kip
ft.kip
in
Check
0
0.00
0.88
0.11
ok
1.00
0.00
0.88
0.11
ok
2.00
0.17
0.88
0.11
ok
2.50
0.36
0.88
0.11
ok
2.75
0.49
0.88
0.11
ok
3.00
0.66
0.88
0.11
ok
3.42
0.87
1.70
0.11
ok
3.84
1.07
1.70
0.22
ok
4.26
1.25
1.70
0.22
ok
4.68
1.37
1.70
0.22
ok
5.10
1.40
1.70
0.22
ok
5.46
1.32
1.70
0.22
ok
5.81
1.22
1.70
0.22
ok
6.17
1.11
1.70
0.22
ok
6.52
1.00
1.70
0.22
ok
6.88
0.87
1.70
0.11
ok
7.05
0.70
0.88
0.11
ok
7.23
0.51
0.88
0.11
ok
7.40
0.30
0.88
0.11
ok
7.58
-
0.88
0.11
-
7.75
-
0.88
0.11
-
7.79
-
0.88
0.11
-
7.82
-
0.88
0.11
-
7.86
-
0.88
0.11
-
7.89
-
0.88
0.11
-
7.93
-
0.88
0.11
-
7.96
-
0.88
0.11
-
8.00
-
0.88
0.11
-
PC
PI
Load Factor (LF) = 1.6
M u
Summary
Lateral Force (P) = 85 EFP
Stem
H = 8', 10', & 12'
Short Term (ST) = 1.00
ft.kip
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
0.00
MD = LD MT
LD: Distending section below PC. apply
Mu = MT/ST - MR
linear M reduction factor, PC thru PI
MR= Marm DLSTEM
0.88
(DM„ = 0.9 A,fy [di -(a/2)] /12
(D = 0.9
A, Req = 1.8bd4f,/fy
a= A,f,/(0.85 f,b)
for A, > 1.3(A, Req) -� ok
p m. = 0.75 P b = 0.0232
ref ACI 318, 10.5.3
'
0.63
<DVn = 0.85( 24 f'c, bd + (DVs) -- %V; ok
10' Max Denth
D
M u
(DMn
As
Stem
ft
ft.kip
ft.kip
in
Check
0
0.00
0
0.11
ok
1.00
0.00
0.88
0.11
ok
2.00
0.15
0.88
0.11
ok
3.00
0.63
0.88
0.11
ok
4.00
1.59
1.70
0.22
ok
5.08
3.34
4.50
0.33
ok
5.50
3.75
4.52
0.33
ok
5.93
4.08
4.54
0.33
ok
6.35
4.28
4.57
0.33
ok
6.77
4.30
4.59
0.33
ok
7.19
4.23
4.61
0.33
ok
7.55
4.07
4.59
0.33
ok
7.91
3.90
4.61
0.33
ok
8.26
3.71
4.59
0.33
ok
8.62
3.51
4.57
0.33
ok
8.98
3.29
'4.54
0.33
ok
9.13
•3.00
4.52
0.33
ok
9.29
2.70
4.50
0.33
ok
9.44
2.37
4.42
0.33
ok
9.60
2.02
4.35
0.22
ok
9.75
1.66
4.28
0.22
ok
9.79
1.37
2.86
0.22
ok
9.82
1.06
2.82
0.22
ok
9.86
0.75
2.75
0.22
ok
9.89
0.42
2.68
0.22
ok
9.93
0.09
2.61
0.22
ok
9.96
0.00
2.54
0.22
ok
10.0
0.00
2.48
0.11
ok
PC
PI
END END
Floor 4.56 0.20
One #3 Alternate Bar Required Two #3 Alternate Bars Required Floor 4.06 0.20
12' Max Death
D
M u
(DMn
As
Stem
ft
ft.kip
ft.kip
in
Check
0
0.00
0
0.20
ok
2.00
0.15
2.79
0.20
ok
3.00
0.62
2.79
0.20
0.20
ok
4.00 1.57 2.79
ok
5.00
3.16
5.50
0.40
1 ok
7.17
9.52
10.38
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
ok
7.39 9.76 10.38
ok
7.61 9.94 10.38
ok
7.83 10.00 10.38
ok
8.05 10.001 10.38
ok
8.27 10:00 10.21
ok
8.83 9.80 10.04
ok
9.38 9.57 9.87
ok
9.94 9.31 9.69
ok
10.49 9.04 9.52
ok
11.05 8.75 1 9.18
ok
11.19 8.36 8.83
ok
11.33 7.95 8.48
ok
11.47 7.51 8.14
ok
11.61 7.05 7.79
ok
11.75 6.57 7.79
ok
11.79 6.19 7.79
ok
11.82 5.79 7.79
ok
11.86
5.38
5.38
0.40
0.40
0.40
0.40Pok
0.40
ok
11.89 4.96 5.38
ok
11.93 4.52 5.38
ok
11.96 4.07 5.38
k
12.0 3.61 2.79
Typical Vertical Rebar #4 @1 12^ oc
Two #4 Alternate Bars Required
PERMIT # `' _
BUTTE COUNTY -- O�MENT SERVICES
APE - Western Region 2351 Sunset Boulevard, Suite 170 �Ehh", , `ta�9�", ` �5' /E ® Fi'�� q uo
Page 10 FOTIi/ IcCo�/ymp/�,JI�IVE
DAT_(?-_..� _..__... B
APE - Advanced Pool Engineering
CBC, ACI 318, ASCE 7
MT MMAX
Load Case: U = 1.7L (wafer)
Martin
Strength Design
Load Factor (LF) = 1.7
7 cont = 150 pcf
Lateral Force (P) = 63 EFP watar
*D 8.00 ft 7 soil = 120 pcf
Short Term (ST) = 1.00
t 1 10.00 in As
Axial DL (stem) = 0.00 kip
t 2 10.00 in 43= 0.11 int
MT = yD3/6 (factored)
t 3 8.00 in #4 = 0.20 int
kip
b 12.0 in
M„ = MT -MR
ft.kip
MR= Marm DLsTEM
r2 2.00 ft fy = 40.00 ksi
(DM„ = 0.9 Asf, [di -(a/2)] /12
r, 1.33 ft 2.50 ksi
cGVn = 0.85(2 1 f', bd + 0Vs) - %V; ok
*geometry for 8' max extended stemwall shown, 5.5' max depth case similar.
Case 1: embedment 2' min: (2'+ 3.5' Extended) = 5.5' total
depth.
Case 2: embedment 2' min: (2'+ 6.0' Extended) = 8.0' total
depth.
0.23
ref ACI 318, 10.5.3
PC = 6.67 , Point of Curvature = (D -r2)
for As > 1.3(As Req) - ok
P1= 7.61 , Point of Intercept= D- r2(0.293)
AS Req = 1.8bdgfc/fy
5.5'
-
Max Depth
ok
Residential Pool Engineering
Extended Stemwalls'
5.5' & 8.0'
Notes
MT: absolute value of MT shown.
0 = 0.9
a = Aaf/(0.85f,b)
Pool
H WATER FG
L�,H SOIL
Sner.
D
MT MMAX
EDL
Martin
MR
M a
omn
d;
a
c
As REQ
As
Stem
ft
ft.kip ft.kip
kip
ft
ft.kip
ft.kip
ft.kip
in
in
in
x1.33
int
Check
0 -
0.0
0.00
0.23
0.0
0.00
0.0 -
2.75
0.17
0.15
-
0.11
ok
1.00
0.02
0.13
0.23
0.03
0.00
0.88 -
2.75
0.17
0.15
0.00
0.11
ok
2.00
0.14
0.25
0.23 1
0.06
0.09
0.88 -
2.75
0.17
0.15
0.01
0.11
ok
3.00
0.48 1
0.38
0.23
0.09
0.40
0.88 -
2.75
0.17
0.15
0.06
0.11
ok
3.50
0.77 1
0.44
0.23
0.10
0.66
0.88 -
2.75
0.17
0.15
0.11
0.11
ok
4.00
1.14
0.50
0.23
0.12
1.03
1.70 -
2.75
0.35
0.29
0.17
0.22
ok
4.50
1.63
0.56
0.23
0.13
1.50
2.06 -
3.30
0.35
0.29
0.21
0.22
ok
5.00
2.23
0.63
0.23
0.14
2.09
2.45
3.88
0.35
0.29
0.25
0.22
ok
5.50
2.97
0.69
0.23
0.16
2.81
2.82
4.45
0.35
0.29
0.29
0.22
ok
(one alternate bar required)
8.0'
Max Depth
(one alternate bar required)
' Page 11
I
M M
£DL
Mum
M
M„
4)M„
d
a
c
s REQ
As
tem
ft
ft.ki ft.ki
ki
ft
ft.ki
ft.ki
ft.ki
in
in
in
x1.33
int
Check
0
0.0
0.00
0.58
0.0
0.00
0.0
7.00
0.17
0.15
-
0.11
ok
1.00
0.02
0.13
0.58
0.07
0.00
2.28
7.00
0.17
0.15
0.00
0.11
ok
2.00
0.14
0.25
0.58
0.15
0.00
2.28
7.00
0.17
0.15
0.00
0.11
ok
2.50
0.28
0.31
0.58
0.18
0.00
2.28
7.00
0.17
0.15
0.00
0.11
ok
3.00
0.48
0.38
0.58
0.22
0.00
2.28
- 7.00
0.17
0.15
0.00
0.11
ok
3.50 -
0.77
0.44
0.58
0.25
0.00
2.28
- 7.00
0.17
0.15
0.00
0.11
ok
4.00 -
1.14
0.50
0.58
0.29
0.00
2.28
- 7.00
0.17
0.15
0.00
0.11
ok
4.50 -
1.63
0.56
0.58
0.33
1.30
2.28
- 7.00
0.17
0.15
0.08
0.11
ok
5.00
2.23
0.63
0.58
0.36
1.87
2.28
- 7.00
0.17
0.15
0.12
0.11
ok
5.50
2.97
0.69
0.58
0.40
2.57
4.51
- 7.00
0.35
0.29
0.17
0.22
ok
6.00
3.86 1
0.75
0.58
0.44
3.42
4.51
7.00
0.35
0.29
0.22
0.22
ok
6.50
4.90
0.81
0.58
0.47
4.43
4.51
7.00
0.35
0.29
0.29
0.22
ok
7.00
6.12
0.88
0.58
0.51
5.62
5.66
8.75
0.35
0.29
0.29
0.22
ok
7.50
7.53
0.94
0.58
0.54
6.99
7.01
- 10.80
0.35
0.29
0.29
0.22
ok
8.00
9.14
1.00
0.58
0.58
8.56
8.60
- 13.20
0.35
0.29
0.29
0.22
ok
(one alternate bar required)
' Page 11
I