HomeMy WebLinkAboutB15-0811PERMIT
APE advanced pool engineering,
Paul Reilly, PE, Engineering Services
Ph 916 768-4656
Swimming Pool Engineering
Permit & Construction by.-
Blue
y.Blue Haven Pools
California License Class C53
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 filledwith water.
Shotcrete is typically applied directly to the face of firm
native earth. No active soil pressures are 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. '
e. Rotation: Stemwall failure due to lateral bending
is rarely encountered in forensic investigations.
G k is -- 08
Site
2013 California Building Code
Page 1
3.0 Bond Beam
The bond -beam on a pool vessel is the top of the pool
shell, adjacent to 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 coping around
swimming pools. Best practices for the design of
concrete boundary . elements includes increased
reinforcement at the bond -beam.
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 (dry -state, conservative). 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 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.
Please contact me if you have any questions.
BUTTE
141'
SER��
DATE ' S BYPage 1
APE WeJRegion: 2351 Sunset Boulevard, Suite 170.412,.Rocklin, Ca 95765
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.
Not moment at base is EMx= OTM - RM, with YE = unit weight of earth, applied,as an equivalent fluid 'pressure
FG FG
h + o
45 %
E
OTM = YE 63 RM = E x^OTM " YE 63 3 ! RM = E xiwi
Section: Conventional Retaining Wall Section: Distending Radius Foundation
W1
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 earth -retaining systems increase the magnitude of
the resisting moment and are disregarded in the analysis.
Page 2
APE Western Region: 2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765
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)
2. American Shotcrete Association, principles and practice
3. Army Corp of Engineers, "Shotcrete Design Practice"
4. J.Bowles, "Foundation Analysis and Design," 5"' Edition
Page 3
J.Nelson & Miller, "Expansive Soils," 1992
Braja M Das, "Shallow Foundations," 1999
Nilson/Darwin/Dolan, "Design of Conc Structures," 2004
Hugh Brooks, SE, 'Basics of Retaining Wall Design," 71h
APE Western Region 2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765
1
APE - Advanced Pool Engineering
Page 4
Paul Reilly, PE, Engineering Services
CADD Areas & Moment Arms
(916) 768-4656
DESIGN "H" =
4'
- - - - _ - - .
DESIGN "H" = 5'
Distending Stem
6'r
Distending Stem
6"
Radius
I
Radius
Interior 1.0
Interior 2:0'
Exterior 1.5'
I
Exterior 2.5'
M arm
Area
M arm Area
j
PC • A 0.25
1.50
PC • A 0.25 1.50
B 0.32
1.74
I
B 0.24 1.94
j
PI *C 0.52
.1.99
PI • C 0.32 2.38
D 0.78
2.23
I
, '
D 1.26 2.82
l
E 1.07
2.48
j
E 1.81 3.28
I@@
PC •8A'
PC 3.0',
-- - - --
' PI 2.01'
'
P�PI
7'
DESIGN "H"=.6'.
-------
DESIGN"H"=7'
-- - - - - --
Distending StemDistending
6"
Stem
6"
Radius
'Radius
Interior 3.0'
Interior 3.0'
Exterior 3.5'
I
Exterior 3.5'
M arm Area
j
M arm Area
I
PC *. A 0.25' 1.50
PC • A 0.25 2.00
j
B 0.45' 2.14
I
B 0.46 2.64
PI • C 0.98' 2.78
PI C 1.00 3.28
D 1.71' 3.41
I
-D 1.76 3.91
E 2.50' 4.05
E 2.59 4.55
i
A
I
PC 3.0'
/
PC 4.0'
-
1 ALT BAR REQ'D
/
�
PI 5.47
v
'
L
PI 6.47
No Scale This Sheet APE - Western Region
2351 Sunset Boulevard, Suite 170
Rocklin Ca 95765
r
APE - Advanced Pool Engineering Page 5
Paul Reilly, PE, Engineering Services CADD Areas & Moment Arms
(916) 768-4656
DESIGN "H" = 8'
Distending Stem
10'
- - - -
Radius
-
91
Interior
5.0'
j
Interior
Exterior
5.5'
I
j
Radius
Area
M arm I
PC • A
1.5
0.25
5.0'
'
M arm
d i
-PC 3.0'
Exterior
3.16
1.20 I
0.29
D
4.00
2.14
Area
E
d i
3.18
I
1 AL BAR REQ'D
3.38
0.33
0.40
j
B
4.76
0.65
0.41
0.28
- PC 6.17'
PI • C
6.14
1.52
0.40
PI 6.88
�/
DESIGN "H" =
10'
- - - -
Distending Stem 9"
-
91
Radius
8.
Interior
Distending Stem 8"
I
j
Radius
Exterior
5.5'
j
j
Interior
5.0'
'
M arm
d i
j
Exterior
5.5'
2.33
0.29
j
0.52
Area
M arm
d i
I
I
PC • A
3.38
0.33
0.40
j
B
4.76
0.65
0.41
0.28
- PC 6.17'
PI • C
6.14
1.52
0.40
j
I
D
7.49
2.70
0.37
/
1 AL BAR REQ'D
E
8.74
4.05
0.31
7
- PC 5.08'
i
2 A BAR REQ'D
- PI 8.98
-E-.
I
DESIGN "H" = 9'
Distending Stem 7"
- - - -
Distending Stem 9"
Radius
91
Radius
Interior
5.0'
I
j
Exterior 5.5'
Exterior
5.5'
Area M arm
j
Area
M arm
d i
j
B 6.94 0.74
PC • A
2.33
0.29
0.29
0.52
. B
3.52
0.61
0.32
I
E • 11.54 4.15
PI • C
4.69
1.46
0.30
f�
D
5.80
2.65
0.28
- PC 6.17'
- PC 4.0'
6.87
4.00
0.25
I
12" OC
/
1 AL BAR REQ'D
2 A BAR REQ'D
,
7
PI 11.05
PI 7.88
�-F
DESIGN "H" = 12'
- - - -
Distending Stem 9"
91
Radius
Interior 5.0'
I
Exterior 5.5'
j
Area M arm
d i
PC • A 5.37 0.37
0.48
B 6.94 0.74
0.52
j
PI • C' 8.54 1.60
0.52
D 10.09 2.79
0.48
j
E • 11.54 4.15
0.40
j
j
y
f�
- PC 6.17'
12" OC
/
2 A BAR REQ'D
,
7
PI 11.05
No Scale This Sheet
APE - Western Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765
APE - advanced pool engineering
CBC, ACI 318, ASCE 7
LD Mo
Short Term (ST) = 1.00
Area EDL
Load Case: U = 1.2D+1.6H
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
omM
Strength Design
LD: Distending section below PC. apply
M„ = MT/ST - MR
linear M reduction factor, PC thru PI
MR= Marm DLSTEM
Y conc =
150
pcf
D 4.00 ft
Y soil =
120
pcf
t 6.00 in.
ft.kip
As
in
t Z 6.00 in
#3 =
0.11
in'
t, 6.00 in
#4 =
0.20
in'
b 12.00 in
0.0
0.00
0.0 -
rl INTER. 1.00 ft fy = 40.00 ksi
r2 ExTER. 1.50 ft 2.50 ;ksi
PC = 3.00' , Point of Curvature = (D -r2)
P1= 4.00' , Point of Intercept
PC
PI
ENC
Denth
Load Factor (LF) = 1.6 4- Max H
Lateral Force (P) = 85 EFP
LD Mo
Short Term (ST) = 1.00
Area EDL
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
omM
MD = LD MT
LD: Distending section below PC. apply
M„ = MT/ST - MR
linear M reduction factor, PC thru PI
MR= Marm DLSTEM
Stem
OM„ = 0.9 Asfy [d; -(a/2)] /12
(D = 0.9
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
OW = 0.85( 24 f'c bd + OVs) - %V; ok
Snec
D MT
LD Mo
M..
Area EDL
Marm
MR
M „
omM
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
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
0.61
1.50 0.23
0.25
0.06
0.56
0.88
2.75
0.17
0.10
0.11
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
0.07
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
1 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
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
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
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
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
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 1 0.00
0.61
2.33 0.35
0.90
1 0.31 1
0.30
0.88 -
2.75
1 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
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
0.88 -
2.75
0.17
0.10
0.11
ok
APE - advanced pool engineering
CBC, ACI 318, ASCE 7
MT
LD
Mn
Mm.
Load Case: U = 1.2D+1.6H
EDL
Marm
MR
Mu
(DM„
Strength Design
a
As KEQ
As
Load Factor (LF) = 1.6
5- Max H
ft.kip
Y conc =
150
pcf
Lateral Force (P) = 85 EFP
kip
D 5.00 ft
Y soil =
120
pcf
Short Tenn (ST) = 1.00
in
t 6.00 in
in
As
0
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
t Z 6.00 in
#3 =
0.11
in
MT = yD3/6 (factored)
0.0
t 3 6.00 in
#4=
0.20
in
MD = LD MT
LD: Distending section below PC. apply
b 12.00 in
2.00
0.18
1.00
M„ = MT /ST - MR
linear M reduction factor, PC thea PI
1.00
0.15
0.25
0.04
MR= Marm DLSTEM
0.88 -
r, INTER. 2.00 ft
fy =
40.00
ksi
OM„ = 0.9 Asfy [di -(a/2)] /12
(D = 0.9
r2 ExTER. 2.50 ft
f',=
2.50
ksi
AS Req = 1.8bd4fc/fy
a = AsfyQ.85 fib)
0.25
0.04
0.22
0.88 -
for AS > 1.3(AS Req) - ok
p m. = 0.75 p b = 0.0232
PC = 3.00'
, Point of Curvature =
(D -r2)
ref ACI 318, 10.5.3
0.28
P1 = 4.77'
, Point of Intercept
0.28
1.15
0.17
0.25
PC
PI
Fa TO 0
Death
(DVn = 0.85( 24 f'c bd + (DVs) - %V; ok
Snec
D
MT
LD
Mn
Mm.
Area
EDL
Marm
MR
Mu
(DM„
d;
a
As KEQ
As
Stem
ft
ft.kip
ft.kip
ft.kip
ft
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
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
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
0.70
1.76
0.26
0.24
0.06
0.63
1 0.88 -
2.75
0.17
0.10
0.11
ok
3.77
1.21
0.57
0.69
0.70
1.85
1 0.28
0.24
0.07
0.63
0.88 -
2.75
0.17
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 1
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 1
2.38
0.36
0.32
0.11
0.58
0.88 -
2.75
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
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
1 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
1.42 1
0.63
1 0.07
0.88 -
2.75
0.17
0.10
0.11
ok
4.91
0.00
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
0.00
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
MT•
D . 'MT'
LD
MD'
MI Z,
Area EDL
Marm
MR
M, oM„
y Engineering Services +
: d;'
` ''
Residential Pool Engineering
CBC, ACI.318, ASCE 7"
As
Stem
ft ft.kip
Load Case: U = 1 213i+ 1.61-1
^
ft.kip
-ft z kip
Strength Design
_
Load Factor (LF) _ .L6,
6' *Max H 1,
in
1.4 - Y cont =
150 pcf
Lateral Force (P) = 85 EFP
•
''
^ D 6.00. ft Y soil =
120; pcf
;. Short Term (ST) = 1.00 - - -
' t 6.00 id
As .-•
Axial DL (stem) = 0.00. kip [no Bldg or other significant axial DL]
It i 6.00 in #3 =
' •0.11 int
MT = yD3/6 (factored)
•. r:" '
t 3 6.00 in "#4 =
0.20 'in2 °^
M6= LD MT'
LD: Distending'section below PC..apply
b 12.00 ` in • ,
i ^
M„ = MT /ST. - MR
linear M reduction factor, PC thru PI
}
.1.00 0.15
. 0.25.
0.04
+ -
, -
MR= Marm DLSTEM
ti
rr INTER. 3.00 ft fyx=
40.00 ksi • :, ;' ,
(DM„'= 0.9; Asfy [di -(a/2)] /12 ,
" , cp = 0.9 l
%l
1.00
0.26
s
r2 ExTER. 3.50 ft _ .f,=
2.50 ksi
Y
AS Req'=-1.8bd4f�/fy
'
a = Asfy/(0.85 fib)
+ -
2.75
for A, > 1.3(AS Req) -> ok
P mex =,0.75 P b = 0.0232
` 1 PC = 3.00' , Point of Curvature
= (D -r2)
ref ACI 318, 10.5.3
2.30 ,0.28
P15.77' Y, Point of Intercept
0.28
_
•. 1
VVn'= 0.85( 2 f', bd + OVs) %2V; ok
0.25-
0.04 r '
x0.23 0.88
-:
Depth
'0.17
{�
.. . Spec
MT•
D . 'MT'
LD
MD'
MI Z,
Area EDL
Marm
MR
M, oM„
: d;'
a ,
•'
`As REQ
As
Stem
ft ft.kip
ft.kip
ft.kip
-ft z kip
ft
ft.kip
ft.kip ft.kip
in
in
x 1.33
' - in2
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 •
10.11
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 r '
x0.23 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
+ -.4,-
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
136 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
0.74 0.88
-
2.75
0.17
0.10
0.11'
ok
4.06 ' 1752
0.57-10.87
0.87
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 12.48
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
ok
5.24 3.26
0.09
430
0.87
2.65 0.40
0.87
0.35
0.52 0.88
2.75
0:17
t
0.10
0.11
ok
5.47 3.71
0.00
0.00.
0.87
2.78 0.42
_" 0.98
0.41
0.46 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,
40.10 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
r
0.10
0.11
ok
5.79 -0.00
0.00
0.00
0.87
3.50 0.53'
1.82
0.96
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
0.00
0.87
3.68 - 0.55
2.05 w
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 4
0.00 0.88
2.75
0.17
'-
.0.10
0.11
ok
5.96 0.00
0.00 `
0.00
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
0.00'
'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
a ..
Engineering Services
LD Mo Mmax
Area
EDL
r
Residential Pool Engineering
CBC, ACI 318, ASCE 7
d; a
As REQ
As
Load Case: U = 1.2D+1.6H
ft ft.kip
ft.kip ft.kip
ft2
kip
Strength Design
ft.kip ft.kip
in in
Load Factor (LF) = 1.6
7' Max H
Check
Y conc = 150
pcf
Lateral Force (P) = 85 EFP
0.00
D 7.00 ft
Y soil = 120
pcf
Short Term (ST) = 1.00
0.11
t I 6.00 in
As
1.00 0.02 0.02
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
t Z 6.00 in
#3 = 0.11
in
MT = yD3/6 (factored)
0.11
t s 6.00 in
#4= 0.20
in
MD = LD MT
LD: Distending section below PC. apply
b 12.00 in
0.14 0.88
- 2.75 0.17
M„ = MT/ST -MR
linear M reduction factor, PC thru PI
ok
2.50 0.35
1.00 0.35 0.35
MR= Marm DLSTEM
0.19
r, INTER. 4.00 ft
f, = 40.00
ksi
OM„ = 0.9 Asfy [d; -(a/2)] /12
cp = 0.9
r2 EXTER. 4.50 ft
f',= 2.50
ksi
AS Req = 1.8bd4f,/fy
a= Asfy/(0.85 fib)
0.30 0.06
0.41 0.88
- 2.75 0.17
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
0.23
PI = 6.18'
, Point of Intercept
- 2.75 0.17
0.10
0.11
ok
3.47 0.94
0.85 0.81 0.81
1.67
(DVn = 0.85( 24 f', bd + (DVs) - %V; ok
PC
PI
ENE
Denth
inee
D MT
LD Mo Mmax
Area
EDL
Mann MR
MU 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
0.30 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
0.71 0.97 0.97 1.83
0.56 1.08 1.08 2.00
0.27\
0.36 0.10
0.88 1.70
- 2.75 0.35
0.10
0.22
ok
4.40. 1.93
0.30
0.41 0.12
0.96 1 1.70
- 2.75 0.35
0.10
0.22
ok
4.86 2.61
0.41
1.08 1.08
2.16
0.32
0.47 0.15
0.93 1.70
- 1 2.75 0.35
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
1 0.76 1.70
- 2.75 0.35
0.10
0.22
1 ok
5.84 4.52
0.11
0.48 1.08
2.83
0.42
0.93 0.39
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
- 1 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 1 0.88
- 2.75 0.17
0.10
1 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
1 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
0.00 0.88
- 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
1 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
1 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
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 1 2.31
0.00 0.88
- 2.75 0.17
0.10
0.11
ok
Notes I 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
APE - advanced pool engineering
PC
PI
END
CBC, ACI 318, ASCE 7
M u
(DM.
Load Case: U = 1.2D+1.6F
Stem
ft
Strength Design
ft.kip
in
Y cont =
150
pcf
Y soil =
120
pcf
1.00
As
0.88
fy =
40
ksi
f', =
2.5
ksi
Distending (Curved)
Stemwall Models
Rebar
Size
As #3= 0.11 in'
#4 = 0.20 in
8' Max Depth
D
M u
(DM.
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 1.25
1 1.70
0.22
1 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 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
END
Load Factor (LF) = 1.6
M u
Summary
As
Lateral Force (P) = 85 EFP
R
H = 81, 101, & 12'
ft.kip
Short Term (ST) = 1.00
Check
Axial DL (stem) = 0.00 kip
[no Bldg or other significant axial DL]
MT = yD3/6 (factored)
0.11
Mo = LD MT
LD: Distending section below PC. apply
M„ = MT/ST - MR
linear M reduction factor, PC thru PI
MR= Marm DLSTEM
ok
(DM„ = 0.9 Asfy [di -(a/2)] /12
(D = 0.9
A, Req = 1.8bd4f,/fy
a = Asfy/(0.85 f,,b)
for A, > 1.3(A, Req) � ok
P mi,X = 0.75 P b = 0.0232
ref ACI 318, 10.5.3
0.88
0.11
(DVn = 0.85( 24 f'� bd + OVs) - %V; ok
10' Max Depth
D
M u
(I)Mn
As
Stem
R
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 1
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 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 1
0.11
ok
PC
PI
END
12' Max Depth
D
M u
(DMu
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
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 10.001 10.38
ok
8.05 10.00 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 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 1 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
0.40
0.40
ok
96 5.38
11.89t4.07
ok
11.9352 5.38
ok
11.96 5.38
ok
12.0 3.61 2.79
ok
Floor 4.56 0.20
One #3 Alternate Bar Required Two #3 Alternate Bars Required Floor 4.06 0.20
Typical Vertical Rebar #4 @ 12" oc
Two #4 Alternate Bars Required
,
Engineering Services
CBC, ACI 318, ASCE 7
MT
Load Case: U = 1.7L (water)
£DL
Strength Design
Load Factor (LF) = 1.7
Y conc = 150 pcf
Lateral Force (P) = 63 EFP , nwr
*D 8.00 ft Y soil = 120 pcf
Short Term (ST) = 1.00
t , 10.00 in A
Axial DL (stem) = 0.00 kip
t 2 10.00 in #3= 0.11 in
MT = yD3/6 (factored)
t 3 8.00 in #4 = 0.20 in
ft.kip
b 12.0 in
M„=MT -MR
ft
MR= Marm DLsTEM
r2 2.00 ft f,. = 40.00 ksi
(DM„ = 0.9 Asfy [di -(a/2)] /12
r, 1.33 ft f'c= 2.50 ksi
0Vn = 0.85(24 f'c bd + (DVs) - '/2V;ok
'geometry for 8' max extended stemwall shown, 5.5' max depth
case similar.
Case 1: embedment T min: (2'+ 3.5' Extended) = 5.5' total
depth.
Case 2: embedment 2' min: (2'+ 6.0' Extended) = 8.0' total
depth.
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 = 1.8bd4fc/fy
5.5'
0.17
Max Depth
-
1.
Residential Pool Engineering
Extended Stemwalls
5.5' & 8.0'
Notes
MT: absolute value of MT shown.
(D = 0.9
a = ASf,1(0.8517cb)
Pool
H WATER FG
r ---,H son.
Snec
D
MT
MMAX
£DL
Marm
MR
M„
d>M„
di
a
c
AS RrQ
As
Stem
ft
ft.kip
ft.kip
kip
ft
ft.kip
ft.kip
ft.kip
in
in
in
x1.33
in'
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
0.06
0.09
0.88
2.75
0.17
0.15
0.01
0.11
ok
3.00
0.48
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
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)
MT
MMA �
EDL
Marm
MR
M „
4>M„
d
a
c
s RrQ
As
tem
R
ft.kip
ft.ki
ki
ft
ft.kip
ft.kip
ft.ki
in
in
in
x1.33
in'
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
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)