2007, 03-09 Permit App: 07000673 PoolProject Number: 07000673 Inv: I Application Date: 3/9/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: SWIMMING POOL Contact: HOWARD, RICHARD S
Address: 11011 E 26TH AVE
C - S - Z: SPOKANE VALLEY, WA 99206
Setbacks: Front Left: Right: Rear: Phone: (509) 922-8233
Group Name:
Site Information: Project Name.
Plat Key: 001393 Name: KOKOMO TOWNSITE (FEES) District: Sout
Parcel Number: 45283.3023 Block: Lot:
SiteAddress: 11011E 26TH AVE Owner: Name: HOWARD, RICHARD S
Address: 11011E 26TH AVE
Location:: CSV SPOKANE VALLEY, WA 99206
Zoning: UR -3.5 Urban Residential 3.5
Water District: 007 MODEL Hold: ❑
Area: 10,833 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review Information:
Review
Building Plan Review
Originally Released: 3/9/2007 By: TMELBOU
Landuse/Zoning/HE Conditions Released By.
Proposed pool is at least partially located in flood zone.
Originally Released: 3/7/2007 By: cjjanssen
Permits: ��,.- , .=s_ :w..-.
Swimming Pool
Contractor: OWNER Firm: OWNER
Phone: (000) 000-0000
Item Description
SWIM POOL > 5000 GAL
WSBCC SURCHARGE
Units Unit Desc
1 SELECT
1 SELECT
Permit Total Fees:
Fee Amount
$50.00
$4.50
$54.50
Operator: JD Printed By: JD Print Date: 3/9/2007
Project Number: 07000673 Inv: I Application Date: 3/6/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: SWIMMING POOL Contact: HOWARD, RICHARD S
Address: 11011 E 26TH AVE
C - S - Z: SPOKANE VALLEY, WA 99206
Setbacks: Front Left: Right: Rear: Phone: (509) 922-8233
Group Name:
Site Information Project Name:
Plat Key: 001393 Name: KOKOMO TOWNSITE (FEES) _ District: Sout
Parcel Number: 45283.3023 Block: Lot:
SiteAddress: 11011E 26TH AVE Owner: Name: HOWARD, RICHARD S
Address: 11011E 26TH AVE
Location:: CSV SPOKANE VALLEY, WA 99206
Zoning: UR -3.5 Urban Residential 3.5
Water District: 007 MODEL Hold: ❑
Area: 10,833 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review Information: ._ s.m .. , ..... .. ..
Permits:
-- - - — Swimming Pool -- —
Contractor: OWNER
Item Description
SWIM POOL > 5000 GAL
WSBCC SURCHARGE
Firm: OWNER
Phone: (000) 000-0000
Units Unit Desc
1 SELECT
1 SELECT
Permit Total Fees:
Fee Amount
$50.00
$4.50
$54.50
Operator: JD Printed By: JD Print Date: 3/6/2007
Project Number: 07000673 Inv: I Application Date: 3/9/2007 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Notes: >. .
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Swimming Pool $54.50 $54.50 $0.00 $54.50
$54.50 $54.50 $0.00 $54.50
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 3/9/2007
Project Number: 07000673 Inv: I Application Date: 3/6/2007 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Notes:
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Swimming Pool $54.50 $54.50 $0.00 $54.50
$54.50 $54.50 $0.00 $54.50
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 3/6/2007
Tuesday, Mar 06, 2007 10:18 AM
Permit Center
SaTy 11707 E Sprague Ave, Suite 106 PERMIT NUMBER:
�pOlime Spokane Valley, WA 99206
Valley PERMIT FEE:
y (509)688-0036 FAX: (509)688-0037
,,;00
www.5pokanevalley.org
Community Development
Residential Construction MAS d 2007 El New Construction F-1AccessoryBldg
`'
Permit Application ❑ Addition/Remodel ❑ Deck
Other:
SITE ADDRESS: l�D!/ Z('41re-
ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Kdk6tno wnS} (
I- 7L7 -� L.ZI l%�tl i.11r f-E4jn 11,K�F-
Building Owner:
Name:
Address:
City: s Jll State: Zip: 1 0
r
Phone: %l— 4q Fax:
Contact Person
Name:
Phone:
Proposed Use:
Contractor:
Name:
Address:
City: State: Zip:
Phone: Fax:
Contractor Lic No: Exp Date:
City Business Lic. No:
of work in det�il: Cost of Project: $ �, (960 � db
n_ _
**************The following MUST be complete: (write N/A if not applicable)**********************
HEIGHT TO PEAK:
DIMENSIQNS: ,
# OF STORIES:
TOTAL HABITABLE SPACE:
A; s(- 3 G X 4
MAIN FLOOR TO SQ.
2 FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
FTG:
AREA:
FINISHED BASEMENT
GARAGE SQ. FTG:
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
SQ. FTG:
PROPERTY:
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE:
SEWER OR SEPTIC?
The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or
local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before
this application can be proc sed.
SIGNATURE: / DATE:-? _7
Method of Payment:
❑ Cash ❑ Check ❑ Mastercard ❑ VISA
Bankcard #: Expires: VIN#:
Authorized Signature:
REVISED 2/15/07
SVdL&Lne
Valley
11707 E Sprague Ave Suite 106 0 Spokane Valley WA 99206
509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@Spokaneva11ey.org
Residential Plan Submittal Minimums
❑ Completed Building & Mechanical application with: Accurate address, Parcel
Number and/or Legal Description, description of work, owner and contractor
information, signature, and date.
❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans
With details, roof plan, framing plans & details.
❑ . Show the height of any proposed buildings or accessory structures.
❑ Floor plan for each floor. Dimension to scale (minimum 1/8") and label each
Room (including sq. footage of house and garage on plans) Show each
level of existing house and square footage of any additions.
❑ All braced wall panel types: show locations and details of installation, including
engineered design.
❑ Egress windows: Provide at least one window or exterior door approved for
Emergency escape or rescue from a basement and in every room for sleeping.
❑ Smoke detector locations
❑ 22"X 30" attic access location
❑ 18"X 24" crawl space access:
❑ One-hour separation detail: between house and garage
❑ Floor framing details: Joist type, size, spacing and installation details
❑ Roof framing plan and details
❑ Furnace and hot water heater location.
❑ All header locations: type, size, and connections
❑ Foundation plan
11 Insulation information
WALL PANEL AND BRACE
CALCULATIONS FOR 5" WIDE FLANGE,
42" HIGH STEEL WALL PANEL
(Pages 1-13)
Prepared for:
CARDINAL POOL SYSTEMS, INC.
269 South Rt. 61
Schuylkill Haven, PA 17972
Prepared By:
SCHAFER ENGINEERING ASSOCIATES
1885 State Street
Schenectady, New York 12304
Phone: (518) 393-4767
Fax: (518) 393-3510
........................
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CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel 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 4 foot panel is sandwiched between two 6 foot panels.
b.) The concrete pour at the base of the wall (i.e., bond beam) provides 6 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
WW
(unit weight of saturated soil)
135
Ib/ft3
(D
(soils interior angle of friction)
30
degrees
Ka
(lateral active soil coefficient) = tan (45-0/2)
0.333
Yd
(equivalent active unit weight of dry soil) = Ka W d
35
Ib/ft3
ys
(equivalent active unit weight of saturated soil) = K.W W
45
Ib/ft3
yW
(unit weight of water)
62.4
Ib/ft3
µ
(friction factor between soil and concrete)
0.45
Material Properties
and Dimensions:
Panels/Stiffeners/Channels
E
(modulus of elasticity)
29,000
k/int
Fy
(minimum yield stress of cold -formed steel)
42,000
Ib/int
Fb
(allowable bending stress of cold -formed steel)
25,150
Ib/int
Fb,plate
(allowable bending stress of cold -formed plate steel)
31,500
Ib/int
Ft
(allowable tensile stress of cold -formed steel)
25,150
Ib/int
tp
(thickness of panel, stiffener, and channel steel)
0.0785
in
h
(height of panel)
3.5
ft
hW
(depth of water)
3.0
ft
heft
(effective height of panel)
3.0
ft
b4
(maximum unstiffened 4 foot panel width)
4.0
ft
b6
(maximum unstiffened 6 foot panel width)
3.0
ft
R
(maximum radius of panel)
15
ft
L;
(effective height/length of stiffener = heff)
3.0
ft
d
(nominal depth of stiffener)
5.0
in
L
(maximum brace spacing)
8.0
ft
S.,s
(section modulus of stiffener)
0.5973
in
b5
(maximum unsupported length between stiffeners)
10.0
ft
S...
(section modulus of channel)
0.6464
in3
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Schafer Engineering Associates
SSU '
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1of 13
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Address Only
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
A307 Steel Bolts
Ft (tensile stress of the bolt) 20,000 Ib/int
F,, (shear stress of the bolt) 10,000 Ib/int
s (bolt spacing) 6 in
db (bolt diameter) 0.3750 in
Concrete Bond Beam
F'. (compressive strength of concrete) 2,500 Ib/int
tc (thickness of base pour) 6 in
WC (width of base pour) 2.5 ft
yC (unit weight of concrete) 145 Ib/ft3
am (moment arm) See Calculations
Angled Braces/Rods
Fy
(minimum yield stress of steel)
36,000 Ib/int
Fa
(allowable axial stress)
9th Ed. ASD pp. 3-16
ra
(radius of gyration of angle)
From Spreadsheet
Aa
(area of angle)
From Spreadsheet
La
(maximum length of angle)
44 in
LE
(maximum length of rod)
19 in
dr
(rod diameter)
0.625 in
rE
(radius of gyration of rod)
0.1563 in
k
(effective length factor)
1.0
Analyses:
1. General Panel Configuration
EQ. EQ. EQ 8'-0" PANEL
EQ. E.Q. 6'-0PANEL
PANEL
5.0"/3.5' WALL PANEL
Schafer Engineering Associates
2of13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
2. Loading Conditions: (Calculated per unit foot of wall.)
A. Dry Backfill, Pool Full
ILI
Total lateral dry soil load [Pd] = yd x h2 -
2
2
1 1 t 1 d P - y,,xhW_
D 3:
w �
2
35 x 3.5
- 214.38 Ib/ft
L
62.4 x 3.0 2
Total atera wa Cl oa [ W] - 2 - = 280.80 Ib/ft
2
Total lateral load per unit length [P] = PW - Pd = 280.80 — 214.38 = 66.43 Ib/ft
Approximate distributed panel load [Pnet] _ p 66.43 =18.98 Ib/ft2
h 3.5
B. Saturated Backfill, Pool Full
N
ysxh2
Total lateral saturated soil load [Ps] = 2 =
W
45 x 3.5 2
= 275.63 Ib/ft
L
Total lateral load per unit length [P] PW - Ps = 280.80 — 275.6 = 5.18 ib/ft
Approximate distributed panel load [Pnet] _ _ p 5.18 = 1.48 Ib/ft2
h 3.5
0
Schafer Engineering Associates
3of13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
C. Dry Backfill, Pool Empty (See Material/Installation Assumptions)
Total lateral dry soil load [Pd] = 214.38 Ib/ft
Approximate distributed panel load [Pnet] _ Pd = 214.38 = 61.25 lb/ft2
h 3.5
3. Flat Plate Analysis: (4'-0" panel length governs as maximum spacing between
vertical stiffeners occurs with this panel. See Calculation Assumption b.)
Largest unsupported panel area: 3.0 ft x 4.0 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.)
yd x heff2 35 x 3.0 2
P' = = = 157.50 Ib/ft
2 2
P1 157.50
Approximate distributed panel load [P'net] _ _ = 52.50 Ib/ft2
hell 3.0
2 2
P'nethett2b42 52.50 x 3.0 x 4.0
Actual bending stress [fb] = 2 2 2 = 2 2 2
2tp (heti +b4) 2 x 0.0785 x ( 3.0 + 4.0 )
[fb] = 24,536.49 Ib/int
F.O.S. = Fb 31,500
= = 1.28 > 1.0 OK
fb 24,536.49
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Schafer Engineering Associates
4of13
4
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
Radial Panel Analysis: (Tensile hoop stress. Load Condition 2c governs and
modified lateral distributed panel load [P'nei ] from Section 3 applies.)
P'nei R
Actual Tensile Stress [fi] _
tp _., � nF POOL SIDE
52.50 x 15 x (1/12)= 835.99 Ib/int
ft =
0.0785
F.O.S. = f` 25,150.00 _ = 30.08 > 1.0 OK
835.99
5. Bending along Vertical Axis at Vertical Stiffener:(See Calculation Assumption a.)
6' WIDE PANEL
3'-0" 3'-0"
VERTICLE 'Z'
ORIENTATION
P'
BRACEBRACE
POINT 6'-0" POINT
FLANGE
00 tp=0.072
WEB
FLANGE
=1.125
Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.)
bs
Maximum bending moment [U] = 2P'L5 (+ b6
2 )
9 i� 2
2 x 157.50 x 3.0 10.0 3.0
MS = ( + ) = 394.04 ft -Ib
9� 2 2
Actual bending stress [fb] =
F.O.S.
Fb 25,150
_ _
fb 7,916.46
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MS 394.04 x 12
Se,. 0.5973
3.18 > 1.0 OK
= 7,916.46 Ib/int
Schafer Engineering Associates
5of13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
6. Bending in the Top Channel: (8'-0" panel length governs as maximum spacing
between braces occurs with this panel.)
d=5
FLANGE FLANGE= 1.25
=1.25
WEB
0
0
Q
P'/3 CHANNEL
j; i� i i i I� x -SECTION
BRACE BRACE
POINT 8 —0POINT
PLAN
Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.)
Load along the channel [Pt.p] _ p1 157.50 _ = 52.50 lb/ft2
3 3
Maximum bending moment [U] = PtoLc2 = 52.50 x 8.0 2 = 420.00 ft -lb
$ 8
fb = M° _
S.'.
F.O.S. = Fb
fb
420.00 x 12
0.646
- 7,797.03 Ib/int
25,150
_ - 3.23 > 1.0 OK
7,797.03
Schafer Engineering Associates
6of13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel 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.)
f
Z Mresisl = Mback + Mconc = Pbam, + Pcam, = Wdheffwcam, + 7Ctcwcam,
= 105 x 3.0 x 2.5 x 1.67 + 145 x 0.5 x 2.5 x 1.67
= 1,614.58 ft -Ib
—� ydxh 2
Z MOT = Msoii = Pd am2 = am2
2
2
35 x 3.5 3.5
x
2 3
250.10 ft -Ib
Mresisl 1,614.58
F.O.S. _ _ = 6.46 > 1.5 OK
E MOT 250.10
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Schafer Engineering Associates
7of13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
8. Sliding Analysis: (Concrete bond beam in place. Calculated per unit foot of wall.
Load Condition 2c governs.)
f
Z Presist = µ(Pb + Pc) _ �t(Wd heffwc + Yc tc wc)
(Pb + Pc )u
= 0.45 x ( 105 x 3.0 x 2.5 + 145 x 0.5 x 2.5 )
= 435.94
+ Yd
h2
E Psliding = Pd
2
35 x 3.5
_ 2
214.38
E Presist 435.94
F.O.S. =
Psliding 214.38
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= 2.03 >1.5OK
Schafer Engineering Associates
8of13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
9. Brace (Angle Section) Analysis: (Assumes concrete bond beam in place and
8'-0" panel length for maximum brace spacing.)
LATERAL LOAD DIAGRAM
LLONGNGLE
x 1 1/2" x 44"
GALVANIZED ANGLE
ADJUSTABLE and STATIONARY
AFRAME ASSEMBLY
A.) Compression Analysis: (Load Condition 2a governs.)
Max force at brace level [P,] = 3 P Lc = 3 66.43 8.0 = 177.13 ib
P, P1 177.13
Axial Compression Force [Pax.] _ _ _ = 371.23 ib
cos 0 cos ( 61.5) 0.4772
Paxc371.23
Actual axial stress [fa] _ _ = 1,072.91 ib/int
Aa 0.346
kLa 1.0x44
_ = 148.4 Cc = 126.1 Fa = 6.781
ra 0.2965
F.O.S. = f 6.781 a = = 6.32 > 1.0 OK
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Schafer Engineering Associates
9of13
Schafer Engineering Associates Title : Cardinal Pools Job # N/A
1885 State Street Dsgnr: SEA Date:
Schenectady, New York 12304 Description: 5" Wide Flange, 48" High Wall Panel
Phone: (518) 3934767 Scope : N/A
Fax: (518) 3933510
Rev:510300 p r Page 1
User: KW -0603794, Ver 5.1.3, 22 -Jun -1999, Win32 Built -Up Section Properties
(c) 1983-99 ENERCALC is ro'ects. ools s03-998. cardinal ools 200'.
Description Properties of Angle Calculation
Sketch & Diagram
IC = - 1.3sxi.Sx 1,3�xI SXo,IZ ;-0.DgLI0
4- O,o7iSI x cos r!�t �� _- �G c �Z X Sz Coo
0,2�iL' �_
ixx 0.08 in4
r xx
0.466 in
Total Area
0.346 in2
lyy 0.08 in4
r yy
0.466 in
X cg Dist.
0.36 in Edge Distances from CG...
Y cg Dist.
0.39 in +X 0.419 in
S left
0.069 in3
-X -1.081 in
S right
0.179 in3
+Y 1.081 in
S top
0.069 in3
-Y -0.419 in
S bottom
0.179 in3
Sketch & Diagram
IC = - 1.3sxi.Sx 1,3�xI SXo,IZ ;-0.DgLI0
4- O,o7iSI x cos r!�t �� _- �G c �Z X Sz Coo
0,2�iL' �_
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P] from
Section 3 applies.)
Max force at brace [P,] = p' 157.503 L = 3 8.0 = 420.00 ib
Axial Tension Force [Paxa] _ p, _ p, 420.00 _ = 880.21 Ib
cos 0 cos ( 61.5) 0.4772
Actual axial stress [fa] = P.M = 880.2 80.21 2,543.96 Wine
Aa 0.346
F.O.S. = f a = 21.600 = 8.49 > 1.0 OK
2.5440
F)
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orin5tallation address Only i!
Schafer Engineering Associates
11 of 13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
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.)
Paxc 371.23
Actual axial stress [fa] = _ = 1,210.01 ib/int
Ar 0.3068 TURNBUCKLE
L*.5/8"O19° A307
k Lr 1 x 19 °D ROD
121.6 Cc= 126.1
rr 0.15625
Fa = 10.05
10.05
F.O.S. = f a = = 8.31 > 1.0 OK TURNBUCKLE and THREADED ROD
1.2100 AFRAME ASSEMBLY
B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P] from
Section 3 applies.)
Actual axial tensile stress [ft] _ PaM 880.21 _ = 2,869.04 Ib/int
Ar 0.3068
F.O.S. = ft 21.6 = = 7.53 > 1.0 OK
2.8690
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.)
Actual bolt shear stress [L] = Pax 880.21 = = 7,969.55 Ib/int
Ab 0.1104
F.O.S. = ,, 10,000
= = 1.25 > 1.0 OK
7,969.55
B.) Check Bolt Tension Stress: (Load Condition 2c governs and modified lateral
distributed panel load [P'nel] from Section 3 applies. Refer to Section 4 of radial panel
analysis.)
Maximum tensile force [T] = P'net R = 52.50 x 15 = 787.50 Ib/in of panel depth
Actual bolt tensile stress [ft] _ T S 787.50 x 6 X (112) _ = 3,565.07 Ib
Ab 0.1104
F.O.S. = ft 20,000 = = 5.61 > 1.0 OK
3,565.07
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issue 7' $9t , xpi1y`°atibn [ of '' 7
1=orfnstattion Addfess Only
Schafer Engineering Associates
12 of 13
CARDINAL POOL SYSTEMS
5" Wide Flange, 42" High Steel Wall Panel
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 Cardinal Pool Systems, 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 Cardinal Pool Systems, 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 6" x 2'-6" minimum.
9. These calculations are in compliance with the following state and national codes:
1. 2000 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 Installation Manual for additional restrictions, requirements, guidelines, and
recommendations.
Void v out #gnature and raised KI '
{Vht for e Master Permit Applitatigns„'
lssu$1 -AY-4$10 Expi f�tion Date: 407
/07
1..or tnaifa inn a *s On
Schafer Engineering Associates
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PERIMETER = 104'-0"
-NOTE-
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RECTANGLE
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STRUCTURAL P.E. REVIEW SEAL
VOID WITHOUT SIGNATURE AND RAISED SEAL
(NOT FOR USE IN MASTER /BULK PERMIT APPLICATIONS)
I.
ISSUER: 274809 DATE: 02/27107 EXPIRATION DATE: 06/19/07
SEAL IS APPLICABLE FOR INSTALLATION ONLY
STRUCTURALLY COMPLIANT WITH THE BOCA (1999); SBCCI (1999), NSPI-5 (1995)
UBC (1997), AND NATIONALLY ACCEPTED IBCIIRC (200012003) CODES
ALUMINUM COPING
14 GA. GALVANIZED
STEEL WALL PANEL
3/8"0 A307 MB.
(1) BOLT IN ALL HOLES
OF INSIDE ROW(NEXT TO
POOL) AS A MINIMUN
USE 2nd SET OF HOLES —�
TO ATTACH PLASTIC COMPONENTS
(STEPS, SWIM OUT, ETC.)
2" BOTTOM
MATERIAL
2"x 8"x 16" PATIO BLOCK
AT EACH PANEL JOINT
AND CORNER FOR
LEVELING, AT
CONTRACTORS OPTION
3'
1 112 X I I/L x c•r
14 GA. GALVANIZED ANGLE
CS606SA
UNDISTURBED EARTH
SHORT DECK BRACE ANGLE
2" x 2" x 31 1/2"
14 GA. GALVANIZED ANGLE
CS70ODS
LONG DECK BRACE ANGLE
1 1/2" x 1 1/2" x 55 1 /8"
14 GA. GALVANIZED ANGLE
CS70ODL
CARDINAL CRIMP TURNBUCKLE ANG
3/4" x 1 1/4" x 3/4" x 25 1/4"
11 GA. GALVANIZED CHANNEL
DRIVE STAKE
1 1/2" x 1 1/2" x 18"
14 GA. GALVANIZED ANGLE
CS608DS
6" CONTINUOUS
CONCRETE COLLAR
BEARING PLATE
7 1/2" x 4 1/2" x 12"
14 GA. GALV. ANGLE
CS607BP
NOTE: BACKFILL TO BE SAND, GRAVEL
OR OTHER NON EXPANSIVE MATERIAL
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PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
REVIEWED FOR CODE OMPLIANCE
SPOKANE VALLEY UIL ING DIVISION
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