2008, 03-06 Permit 08000666 Wall Panel, Brace CalcsWALL PANEL AND BRACE
CALCULATIONS FOR
CLASSIC WALL PANEL
(Pages 1-13)
Prepared for:
TECHNICAN PACIFIC INDUSTRIES, INC.
383 ELGIN STREET
BRANTFORD, ONTARIO N3P5W4
Prepared By:
SCHAFER ENGINEERING ASSOCIATES
1885 State Street
Schenectady, New York 12304
Phone: (518) 393-4767
Fax: (518) 393-3510
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
Calculation Assumptions:
a.) The panel ends provide minimal vertical stiffener reinforcement for the galvanized
steel pool panels. Therefore, the critical case for calculating vertical stiffener
strength occurs when a 3 foot panel is sandwiched between two 7 foot panels.
b.) The concrete pour at the base of the wall (i.e., bond beam) provides 10 inches of
vertical support to the panels, stiffeners and braces.
c.) Refer to the last page for more Material/Installation Assumptions.
Definition of Parameters:
Assumed Soil Properties: (Sandy silt soil material)
Wd (unit weight of dry soil) 105 Ib/ft3
VW (unit weight of saturated soil) 135 Ib/ft3
c (soils interior angle of friction) 30 degrees
Ka (lateral active soil coefficient) = tan2 (45-0/2) 0.333
yd (equivalent active unit weight of dry soil) = Ka Wd 35 Ib/ft3
7e (equivalent active unit weight of saturated soil) = KaWW 45 Ib/ft3
yW (unit weight of water) 62.4 Ib/ft3
(friction factor between soil and concrete) 0.45
Material Properties and Dimensions:
Panels/Stiffeners/Channels
E (modulus of elasticity) 29,000 k/in2
Fy (minimum yield stress of cold -formed steel) 42,000 Ib/in2
Fb (allowable bending stress of cold -formed steel) 25,150 lb/in2
Fb,plate (allowable bending stress of cold -formed plate steel) 31,500 Ib/in2
Ft (allowable tensile stress of cold -formed steel) 25,150 Ib/in2
tp (thickness of panel, stiffener, and channel steel) 0.0720 in
h (height of panel) 3.5 ft
hW (depth of water) 3.0 ft
heff (effective height of panel) 2.67 ft
b3 (maximum unstiffened 3 foot panel width) 3.0 ft
b7 (maximum unstiffened 7 foot panel width) 3.5 ft
R (maximum radius of panel) 29 ft
Ls (effective height/length of stiffener = heff) 2.67 ft
d (nominal depth of stiffener) 5.0 in
Lc (maximum brace spacing) 8.0 ft
Se,s (section modulus of stiffener) 0.5973 in3
bs (maximum unsupported length between stiffeners) 10.0 ft
Se,e (section modulus chi rj el) 0.6464 in3
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tions. Issue No. 28-5735
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
A307 Steel Bolts
Ft
Fv
s
db
(tensile stress of the bolt)
(shear stress of the bolt)
(bolt spacing)
(bolt diameter)
Concrete Bond Beam
F'c (compressive strength of concrete)
tc (thickness of base pour)
wc (width of base pour)
(unit weight of concrete)
(moment arm)
7c
am
Angled Braces/Rods
Fy
Fa
ra
A.
La
Lr
dr
rr
k
(minimum yield stress of steel)
(allowable axial stress)
(radius of gyration of angle)
(area of angle)
(maximum length of angle)
(maximum length of rod)
(rod diameter)
(radius of gyration of rod)
(effective length factor)
Analyses:
1. General Panel Configuration
20,000
10,000
6
0.3750
Ib/in2
Ib/in2
in
in
2,500 Ib/in2
10 in
2.0 ft
145 Ib/ft3
See Calculations
36,000 Ib/in2
9th Ed. ASD pp. 3-16
From Spreadsheet
From Spreadsheet
44
19
0.500
0.125
1.0
PAN
CO. EO. EO.
8-OXPANEL
XI
I
7.-
1A-
.---
J�
I
- PANEL
Y
- EO. • ,
J
E.O.
ASSIC WALL PANEL
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in
in
in
in
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
2. Loading Conditions: (Calculated per unit foot of wall.)
A.
B.
Dry Backfill, Pool Full
Total lateral dry soil load [Pd] =
Total lateral water Toad [PW] =
yd x h2 _ 35 x 3.5 2
= 214.38 Ib/ft
2
yw x hw2
2
2
62.4 x 3.0 2
_ = 280.80 Ib/ft
2
Total lateral Toad per unit length [P] = P.- Pd = 280.80 — 214.38 = 66.43 Ib/ft
p 66.43
Approximate distributed panel Toad [Pne] = _ =18.98 Ibfft2
h 3.5
Saturated Backfill, Pool Full
ysxh2
Total lateral saturated soil load [Ps] = 2 =
45 x 3.5 2
2
= 275.63 Ib/ft
Total lateral Toad per unit ngth [P] = P. - Ps = 280.80 — 275.6 = 5.18 Ib/ft
p 5.18
Approximate distribtd,p,load [Pnet] _ = = 1.48 Ib/ft2
h 3.5
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Classic Wall Panel
C. Dry Backfill, Pool Empty (See Material/Installation Assumptions)
•
Pd
Total lateral dry soil load [Pd] = 214.38 lb/ft
Pd 214.38
Approximate distributed panel load [Pnet] = _ = 61.25 Ib/ft2
h 3.5
3. Flat Plate Analysis: (7'-0" panel length governs as maximum spacing between
vertical stiffeners occurs with this panel. See Calculation Assumption b.)
Largest unsupported panel area: 2.67 ft x 3.5 ft
Modify lateral soil load to determine actual load acting on panel parts by taking
concrete bond beam into account. (Load Condition 2c governs and assumes
overturning/sliding analysis requirements are met.)
ydxheff2 35 x 2.672
P' = 2 2 = 124.44 lb/ft
Approximate distributed panel load [P'net] =
P'
Actual bending stress [fb] = h22b42
2tp ((hhart +b4 )
[fb] = 20,251.40 Ib/in2
F.O.S. =
Fb
31,500
fb 20,251.40
P' _ 124.44 = 46.67 ibift2
hell 2.67
2 2
46.67 x 2.67 x 3.5
2 x 0.0720 x ( 2.67 2 + 3.5 2)
= 1.56 >1.00K
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
4. Radial Panel Analysis: (Tensile hoop stress. Load Condition 2c governs and
modified lateral distributed panel Toad [P'net ] from Section 3 applies.)
P'net R
Actual Tensile Stress [ft] =
tp
46.67 x 29 x (1/12)
ft = = 1,566.36 Ib/in2
0.0720
Ft 25,150.00
F.O.S. = ft 1 566.36 16.06 > 1.0 OK
5. Bending along Vertical Axis at Vertical Stiffener:(See Calculation Assumption a.)
7' WIDE PANEL
VERTICLE 'Z'
ORIENTATION
P'
BRACE BRACE
POINT 7-0" L POINT
ca
co
u
-o
FLANGE
=1.125
FLANGE
— tp=0.072
WEB
Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.)
Maximum bending moment [Ms] = 9P (2S + 2 )
2 x 124.44 x 2.7 10.0 3.5
Ms = 9 ( + ) = 287.39 ft-lb
2 2
Actual bending stress [fb] = Ms
Se,S
F.O.S. =
Fb
fb
25,150
,7 3
287.39 x 12
0.5973
4.36 > 1.0 OK
= 5,773.82 Ib/in2
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
6. Bending in the Top Channel: (8'-0" panel length governs as maximum spacing
between braces occurs with this panel.)
BRACE
POINT
PLAN
FLANGE
=1.25
BRACE
POINT
d=5
/— FLAN GE=1.25
0
I I
a
L'
WEB
CHANNEL
X—SECTION
Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.)
Load along the channel [Plop] -
p' 124.44
3 3
= 41.48 ibift2
41.48 x 8.0 2
Maximum bending moment [M°] = P`°P L°2 = = 331.85 ft-Ib
8 8
Actual bending stress [fb] = M`
Se,c
F.O.S. =
Fb
fb
331.85 x 12
0.646
25,150
_ = 4.08 > 1.0 OK
6,160.62
= 6,160.62 Ib/in2
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
7. Overturning Analysis: (Moments taken about point A with concrete bond beam
in place. Calculated per unit foot of wall. Load Condition 2c governs.)
+
Pd
E
0
4
wc
PC
,A
C m 1
= (Wc/2)+d
E Mresist = Mack + Mconc = Pbam1 + Pcam1 = Wdheffwcaml + Yctcwcaml
= 105 x 2.67 x 2 x 1.42 + 145 x 0.8 x 2 x 1.42
= 1,135.69 ft-Ib
2
E MOT = Msoii = Pd am2 = Yd 2 h am2
2
35 x 3.5
x
3.5
2 3
= 250.10 ft-Ib
F.O.S. = E Mresist
E MOT
1,135.6.9
= 4.54 > 1.5 OK
250.1 '
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TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
8. Sliding Analysis: (Concrete bond beam in place. Calculated per unit foot of wall.
Load Condition 2c governs.)
b + Pc )u
Presist = µb + Pc) = µ(Wd heffWc + yc tc wc)
= 0.45 x( 105 x 2.67 x 2 + 145 x 0.8 x 2
= 360.75
E Psliding = Pd —
yd h2
2
2
35 x 3.5
2
= 214.38
E Presist 360.75
F.O.S. =_ = 1.68 > 1.5 OK
E Psliding 214.38
-o
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TECHNICAN PACIFIC POOLS, INC
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9. Brace (Angle Section) Analysis: (Assumes concrete bond beam in place and
8'-0" panel length for maximum brace spacing.)
ILONG ANGLE
2'' x 2' x 44"
14 GA. GALVANIZED ANGLE
LATERAL LOAD DIAGRAM ADJUSTABLE and STATIONARY
AFRAME ASSEMBLY
A.) Compression Analysis: (Load Condition 2a governs.)
Max force at brace level [Pi] =
Axial Compression Force [P..] =
P 66.43
3 L= 3 8.0 = 177.13 Ib
p, p, 177.13
= 371.23 Ib
cos 0 cos ( 61.5) 0.4772
paxa 371.23
Actual axial stress [fa] = _ = 1,260.96 lb/in2
A. 0.2944
kLa 1.0x44
ra 0.4013
=109.64 Cc = 126.1 Fa = 11.72
Fa 11.720
F.O.S. = fa = 1.2610 9.29 > 1.0 OK
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Classic Wall Panel
Section Properties of Angle Brace
- - VERTICAL LEG
b=
c=
d=
- - HORIZONTAL LEG
b=
h=
c=
0.075
1.000
2.000
1.9250
0.0750
1.9625
- - PROPERTIES TOTAL SECTION
c
I = 0.0500
A = 0.150
I = 0.0001
Stop = 0.0018
Sbot = 0.0018
A = 0.1444
Ctotal = 1.4721
'total = 0.1182
Atotal = 0.2944
r x = 0.6337
k = -0.07081
la = 0.047412
ra = 0.401324
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Classic Wall Panel
B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P'] from
Section 3 applies.)
Max force at brace [Pi] =
Axial Tension Force [PaM] =
p124.44
3 Lc = 3 8.0 = 331.85 Ib
331.85
= 695.47 Ib
cos 0 cos (61.5) 0.4772
695.47
Actual axial stress [fa] = _ = 2,362.35 Ib/in2
Aa 0.2944
21.600
F.O.S. = f a = = 9.14 > 1.0 OK
2.3623
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10. Brace (Threaded Rod Section) Analysis: (Assumes concrete bond beam in
place and 8'-0" panel length for maximum brace spacing.)
A.) Compression Analysis: (Load Condition 2a governs.)
paxe 371.23
Actual axial stress [fa] = _ = 1,890.63 Ib/in2
Ar 0.1963
kLr 1x19
rr 0.125
Fa = 6.46
= 152 Cc = 126.1
Fa 6.46
F.O.S. = fa = 1.8906 = 3.42 > 1.0 OK
TURNBUCKLE
1/2-0 — 19- A307
THREADED ROD
TURNBUCKLE and THREADED ROD
AFRAME ASSEMBLY
B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P'] from
Section 3 applies.)
Actual axial tensile stress [ft] =
Paxt
695.47
Ar 0.1963
Ft _ 21.6 _
F.O.S. = ft 3.5420 6.10 > 1.0 OK
= 3,542.02 Ib/in2
11. Steel Bolt Analysis:
A.) Check Bolt Shear: (Load Condition 2c governs and modified lateral load [P'] from
Section 3 applies. Refer to Section 9b of brace analysis.)
pax 695.47
Actual bolt shear stress [fv] = _ = 6,296.93 Ib/in2
Ab 0.1104
F� _ 10,000
F.O.S. = f� = 6 296.93 1.59 > 1.0 OK
B.) Check Bolt Tension Stress: (Load Condition 2c governs and modified lateral
distributed panel load [P'net] from Section 3 applies. Refer to Section 4 of radial panel
analysis.)
Maximum tensile force [T] = P'net R = 46.67 X 29 = 1,353.33 lb/in of panel depth
Actual bolt tensile stress [ft] =
20,00(5' ,.
F.O.S. = = = 3.26 > 1.0 OK
6.
Ft
T S 1,353.33 x 6 x (1/12)
J v- �
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Ab 0.1104
= 6,126.64 lb
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Classic Wall Panel
1.
Material/Installation Assumptions
Wall panel, brace and panel/brace fastener sizes, thickness, dimensional characteristics, material properties
and strengths used in these calculations were provided by Technican Pacific Pools, Inc. These calculations
assume that these elements have uniform thicknesses, sizes, and material properties/strengths and that they
are free of defects. These calculations cover only those elements identified herein and do not cover liners,
ladders, steps, slides, decks, railings, etc. This pool system is intended to be installed only by factory trained and
approved distributors/contractors.
2. Soil pressures used in these calculations constitute those soils which are in their active state and have a
maximum equivalent fluid pressure equal to 35 #/ft3 under non -saturated conditions and 45 #/ft3 under saturated
conditions. See definition of parameters section for more soil type assumptions used in these calculations.
These calculations do not consider the existence of expansive or adobe -type soils, high groundwater table
conditions, or adjacent uncompacted soil fill conditions. If existing site soil conditions dictate a different or
potentially higher equivalent fluid pressure than those used herein, the pool Purchaser/Installer shall contact a
local Geotechnical (Soils) Engineer for additional guidance and direction prior to pool installation.
3. Wall panel backfill materials shall consist of clean porous soils, free of roots and debris, installed and carefully
tamped to eliminate voids, in layers not exceeding 12" thick. In addition, backfill materials shall not exceed the
same equivalent fluid pressure characteristics identified in Item 2 above. Lastly, backfilling operations behind the
pool panels must be performed in conjunction with the pool filling operations. Although these calculations show
that backfill material can be placed behind the pool panels when the pool is empty, these pool panels should not
be considered capable of independently withstanding either the pool water's lateral forces or the lateral soil
forces (from behind the pool panels).
4. The pool is designed to remain full of water at all times. The pool may be damaged if the water level is allowed
to drop below the pool inlet. When appreciable drawdown is noticed or if it becomes necessary to drain the pool,
contact Technican Pacific Pools, Inc. or its agent immediately for instructions. Temporary shoring of the pool
panels is highly recommended.
5. These structural calculations shall be considered void if not complete (pages 1 - 13) and do not contain a raised
P.E. review seal, signature, and color watermark on each page.
6. Pool system is not designed for earthquake or surcharge loading (i.e., neighboring structures, vehicles, trees,
equipment, etc.).
7. Finished decks and/or grades shall be constructed in accordance with the pool manufacturer's guidelines and be
sloped away from the pool copings at a rate of not less than 1/4" per foot.
8. Concrete bond beam dimensions shall be 10" x 2'-0" minimum.
9. These calculations are in compliance with the following state and national codes:
1. 2000 thru 2006 Nationally accepted International Building Code (IBC)
2. 1999 Building Officials & Code Administrators (BOCA)
3. 1999 Standard Building Code (SBCCI)
4. 1997 Uniform Building Code (UBC)
10. Refer to the Pool Manufacture's "6 `st0ll ib`ri Manual for additional restrictions, requirements, guidelines, and
recommendations.
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BOLT
BOLT
ED
[�C-AFS - (SUPPLIED WITH CLASSIC ST.J'EL ALL ICI
TS)TWO COMPONENT PANEL BRACE
C-SHORT A -FRAME
F- LONG AFRAME ARM
TWO COMPONENTS ARE BOLTED TOGTHER AND TO THE POOL PANELTO FORM A STRONG
NON-ADJUSTABLE PANEL BRACE.
THE UNIT IS ATTACHABLE TO PANEL JOINTS AND PANEL RIBS.
COMPONENTS ARE MADE FROM 14 GAUGE Z-700 GALVANIZED STEEL
RECOMMENDED APPLICATION TO PANEL JOINTS ONLY. (ATTACHES WITH 3 BOLTS)
CAN BE USED WITH STANDARD DECK SUPPORTS (IPC-DSS) AND 30" DECK SUPPORTS (IPC-DSS30)
DOI T
1t1B,Ut STAKG
STRUCTURAL P.E. REVIEW SEAL
VOID WITHOUT SIGNATURE AND RAISED SEAL
NOT FOR USE IN MASTER PERMIT APPLICATIONS
?,''
ISSUE#: 28-5735 DATE: 02/28/08 EXPIRATION DATE: 06/19/09
SEAL IS APPLICABLE FOR:
Tim PARKER
14222 E Crown
Spokane Valley, WA 99216
STRUCTURALLY COMPLIANT WITH THE BOCA (1999); SBCCI (1999),
UBC (1997), NSPI-5 (1995) AND
NATIONALLY ACCEPTED IBC/IRC (2000 thru 2006) CODES
f -FRAMES LOCATED AT
PA?* _L JO WTS AS Si+DI M
4'
16' 8'
4'
tech nlcan
'CODE: ISK-RE-1632-0S-STD
CUSTOMER: LEISURE-SPOKANE
DATE: 42128r08
D 08LS-0258
9D'
90'
8
3' 4"
1
4' -8"
8-0"S K
8'-0"RT
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8'-0hl 8'-0"
8'-0" 8'-0„
8'-0"RT
8'-0"
9O'
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90'
9'J' .2,NGLE BRACE
WITH 6' 21SERTS
TiP 4 Pi.
4' 6'
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14'
32'
8'
16-0 X 32-0 RECTANGLE-6IN. RAD
TAG NAME: 'r"
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STEP: ST99-9S-S T P
RECIRC HAYWARD 1086
VOLUME (US GAL): 17,859
feet Furst
PERIMETER: 104'-0°
AREA (SQ.: T_): 544
LINER AREA (SQ,FT.): 512
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1
2'-10"
38'-0 3/4"
42'-0 112"
18'-1 1/4'
2
34'-0 314'
6'-4"
18'-11 314"
38'-5 3/4"
3
34'-6
8'-5 3/4'
1 S-2 3I4"
36'-9 1/4"
4
38'-9 1/4'
15'-2 3/4'
8'-5 314'
34'-6 114"
5
38'-5 3/4"
18--i i 3/4'
6'-4`
34'-0 314"
6
18'-1114'
42'-01/2'
' 38'-03/4-
2'-10"
Si
26'-1"
14'-13/4'
22'-93/4"
31'-71/2'
52
31'-71/2'
2T-9314"
14'-1314'
26'-1-
Hi 1
12'-2'
28'-0 3/4"
33'-3 1/2"
21-7 1 /2'
H{2
[ 21'-7 1/2' ,
33.3112"
28'-0 3/4'
12'-2'
' A
-
40'-0"
, 44'-8 3/4"
20'-0'
3
4
c
r
•
1 TO 21
32'-0"
1 TO 3 32'-3"
1 TO 4 34'-2"
1 TO 5 35'-9 1!4
1 TO 6 I 16'-0'
1 TO S1
1 TO S2
1 TO HI
L 28'-101/4"
10'-0'
1 TO H2
2 TO 3
2 TO 4
2 TO 5
2 TO 6
2 TO Si
2TOS2
2T0H1
2 TO H2
3 TO 4
3 TO 5
3 TO 6
3TOS1
3 TO S2
3TOH1
3TOH2
4 TO 5
4 TO 6
4 TO S1
4 TO S2
4 TO HI
4 TO H2
5 TO 6
18'-10 1/2"
4'-0"
12'-0"
16'-0'
35-9 1/4"
8'-0"
1T-ID 314"
Z7'-21/2"
8'-0^
12'-0"
8'-11 1/4"
14'-5'
22'-4 1/4'
25'-0 314"
4'-0"
32'-3"
8'-11 114"
25-0 314'
J
22`41/4'
32 -0.
5TOS1
1T-10 3/4"
5TOS2
8'-0"
5 TO H1
5 TO H2
6TOS1
6 TO S2
6TOH1
6TOH2
Si TO S2
S 1 TO H1
Si TO H2
S2 TO H1
S2TOH2
H1 TO H2
27 -2112° 1
22'-0"
28'-10 114"
24'-0"
18'-10 1 /2°
10'-0'
16'-0"
14.-0'
21'-3"
21'-3"
14'-0"
16'-0"
tectnican
POOL PRODUCTS
16-0 X 32-0 RECTANGLE-6IN RAD
'°wG08LS-0258
DATE: 02/28/08
SHEET: 2 OF 2
CITY COPY
TH RUILDINGSUP !r:rsT
T. L.) 1NSPEC 11C,
ley
REVIEWED FOR CODE Cr•MPLIANE:F.
SPOKANE VALLEY
'111/t_ 3