Plans 14 X 28 COMMODORE BILL OF MATERIALS
PROPERTY LINES SHALL 138 QTY DESCRIPTION
Approved plans CLEARLY IDENTIFIED PRIOR; I B' 0' STRAIGHT HAYWARD SKIMMER
TO FOOTING INSPEC hON 5 B' 0' STRAIGHT PLAIN
4
�i shall be on job site. 2 B' 0' STRAIGHT HAYWARD RETURN
2 2' 0' STRAIGHT PLAIN
v); _ 4 24' -0" 4' -0 " 4 3' 2' X 2' 0" RADIUS CORNER PLAIN
1
' 1 2 l r i b 14 A- FRAME, NON ADJUSTABLE SET
� 2 HARDWARE, STRAIGHT (30 /PK)
0 8 ' -0" SK 8' -O" B' -0" RT 2 HARDWARE, STRAIGHT (40 /PK)
I
A B C � # 2 STAKE ROD (25 /PK)
1 1 '.14%.," 0 '1 0
1 0 Co I 36. o °' °� W
r \ W '^ w
(/) ----......T R,
(• \ ‘ C c7 %‘`,-. '5 ig,
n . w
H G F ll" Q Q" a
8' - RT 8' -0" 8' -0" ���JJJ w Z `�
° w�
Q =�
�� mV
4 3 DIAGONALS /��l w _' z y c N =°
J a .
f - �.... w - n° m
A to C 24' -0" W A a N mo w u
`iN o = '3
6' -0" 4' D" 14' -0" B' -0 A to D 26' -0 7/8" ■ ` ~Q "i a x ,fin a
A to E 28' -7 5/8" W Z o S 1 J
AtoG 24' -5" u o
1 2 3 4 as
A to H 14' -0" `� a o
A to I 12' -2" d? Y oQ
A 4' -5 5/ 28' -0 7/8" 32' -3" 16' -5 7/8" A to J 2' -10" O
B 24' -1" 8' -3" 17-10 5/8" 28' -10 1 /8" 8 to C 4' -0" I w a '
C 28' -0 7/8" 4' -5 5 /8" 16' -5 7/8" 32' -3" B to D 6' -3 7/8" F- y S °
D 3D' -3 1/8" 4' -5 5 /B" 14' -1 3/4" 33' -1 1/4" B to E 13' -5" � '
E 33' -1 1/4" 14' -1 3/4" 4' -5 5/8" 30' -3 1/8" B to F 14' -6 3/4" Q y
F 32' -3" 16' -5 7/8" 4' -5 5 /8" 28' -0 7/8" B to G 14' -0"
G 28' -10 1/8" 17' -10 5/8" B' -3" 24' -1" B to H 24' -5" I O
H 16' -5 7/8" 32' -3" 28' -0 7/8" 4' -5 5/8" B to I 25' -0 3/4" >
I 14'- 1.3/4" 33' -1 1/4" 30' -3 1/8" 4' -5 5/8" B to J 22' -1 1/8"
J 4' -5 5/8" 30' -3 1/8" 33' -1 1/4" 14' -1 3/4" D to E 10' -0" ,
D to F 12' -2" •
D to G 13' - 5"
D to H 28' -7 5/8"
' LIABILITY D to I 29' -8 3/4"
D to J 28' -O" CITY OF TIGARD
This permit does not authorize the violation of any The City of Tigard and its Approved ( <1"
rights of holders of private easements. The ap- employees shall not be Conditionally Approved ( k
plicant is urged to contact any such parties and
i+ secu shier approval before commencing work. responsible fior discrepaneles P E only thew rk as described in:
! which may appear herein. 0 /N: R1428XD_02 Bee Letter NO. tt 1 P'a �' ?' 1
bee Letter to: Follow ( ):
,` Attach
Job Addr ss: _ i 1 ��
OFFICE COPY 8y: Date: , • PS - cr
I!! •
STEP LOCATIONS 1 4 X 28 COM IV ODORE t chn4':Con
(f i; P I;N:0 U S;T
I
X 2' -0 RAD
TYP YP 4 PL
N
I 8' -0" SR 8' -0" 8' -0" RT
o
(24(.......1.0.70.0w,..-
o
I
,-
I
p '
N 1 Q
° o W
0
Q -N
O
11 N -•rs a a iO
a o m
Ir __ � _o
8 RT 8' -O 8' 0"
a o � E=
E=
W z °o . in3
6' STEP a
°
IL m m9mua
'
W = tea q a i *
dH Om V
• AVERAGE WATER LEVEL 10 Z a o
• //11�� w 3i
In 1M V ,� < a < O
N o 2" BOTTOM w G�Va` - F z
Co °o ' FINISH a z
Mill \ —. I -
O
r N U =
ce
4'-0" 4' -0 14' -0" 6' -0" CI 0
28' -O
1 1'
J
WARNING REVISIONS
CHG. DATE BY CLASSIC STEEL
SWIMMING POOLS ARE DANGEROUS WHEN USED IMPROPERLY, YOUR DEALER F
• �'' CONSULT SWIMMIN POOLSOR INFORMATION ON THE SAFE NON — DIVING
N. IT IS THE RESPONSIBILITY OF TOWN OFFICIALS, BUILDERS VOLUME: 10983 IMP GAL DATE: JANUARY 1, 2002
AND HOME OWNERS TO FOLLOW ALL SAFETY RECOMMENDATIONS
OF N.S.P.I., ALL LOCAL ORDINANCES AND EQUIPMENT AREA: 388 SQ. FT. O \N: R1428ST - 02
5 8' STEP MANUFACTURERS. •
PERIMETER: 80' -8" SCALE: 1/8" = 1' —O"
•
COMMODORE'.
• J 4'
ED
® /
® L
® IPC — AES — (ST_ PPLIED WITH CLASSIC STKKT, ALL KITS)
BOLT •
TWO COMPONENT PANEL BRACE
W —
0 C -SHORT A -FRAME • N gg
p W
® W
F- LONG AFRAME ARM � o
J 1 ZU
V
W Es
TWO COMPONENTS ARE BOLTED TOGTHER AND TO THE POOL P� NTEL T O FORK[ A STRONG W z ( e o
NON - ADJUSTABLE PANEL BRACE. Q a d D
® THE UNIT IS ATTACHABLE TO PANEL JOINTS AND PANEL RIBS. (� o
x < W at2, a " = o
K J ' Q ry g W
d m d p r V
a
COMPONENTS ARE MADE FROM 14 GAUGE Z 700 G 1LVANIZED STEEL << W d „� m W
RECOMMENDED APPLICATION TO PANEL JOINTS ONLY. (ATTACHES WITH 3 BOLTS) " ; a d 3 0 = 4
F CAN BE USED WITH STANDARD DECK SUPPORTS (IPC -DSS) AND 30" DECK SUPPORTS (IPC- DSS30) W Q "N 2 m °_�
Z W ¢ F ~ Z
ce N z O
a Z y -
CD
W (1) 4 � o a z
n a
0. ° S z
Oq
O r �m
m
I w a=
H
U
m U m
fr
fr
® p U,
O
83 0
•
0 , REBAR STAKE
11111
AOLT 0 - ® c BO T
a
t,
s .
•
WALL 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
ha 1885 State Street $,... en
MIIIIIII �� �'� tiro �
Schenectady, New York 12304 c, �' 9 .
`. ' \
Phone: (518) 393 -4767 -') G z'cs`
Fax: (518) 393 - 3510 ° o� �t
• �4
Void: , t 7 . r � t �< ed se and r color watermark.
t3 �i ��
Not fo r n1Mas_ter PerrnitiApp„catio s sue No 27 -4920
Ozpiratk h: ate:.06 0 /08_ InstallatiortAddress: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
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 lb/ft
WW (unit weight of saturated soil) 135 lb/ft
(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 Wd 35 lb/ft
ys (equivalent active unit weight of saturated soil) = KaWW 45 Ib /ft
yw (unit weight of water) 62.4 lb/ft
µ (friction factor between soil and concrete) 0.45
Material Properties and Dimensions:
Panels /Stiffeners /Channels
E (modulus of elasticity) 29,000 k/in
F (minimum yield stress of cold- formed steel) 42,000 lb/in
Fb (allowable bending stress of cold- formed steel) 25,150 lb/in
Fb,plate (allowable bending stress of cold- formed plate steel) 31,500 lb /in
Ft (allowable tensile stress of cold- formed steel) 25,150 lb/in
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
he (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 = he) 2.67 ft
d (nominal depth of stiffener) 5.0 in
L. (maximum brace spacing) 8.0 ft
Se,s (section modulus of stiffener) 0.5973 in
bs (maximum unsupported length between stiffeners) 10.0 ft
Se, (section modulus of channel) 0.6464 in
:`:i.'„ y° ,
E '(1' " � `.`. -1'/1 . " - Schafer Engineering Associates
raised
Void °witht°stgnature, seal an)color watermark.
�.7..;,i� a mit A ! I 1of13
'Not f r e Ma ster 1 Per A. . -4920
,; r }k� . 4� -� e + d catio s Issue No 27
p ��
Egypt ptfOtt °Date: 06/ 30/0 In tal a ddress: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
t'
• TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
A307 Steel Bolts
Ft (tensile stress of the bolt) 20,000 lb/in
F8 (shear stress of the bolt) 10,000 lb/in
s (bolt spacing) 6 in
db (bolt diameter) 0.3750 in
Concrete Bond Beam
F. (compressive strength of concrete) 2,500 lb /in
t. (thickness of base pour) 10 in
we (width of base pour) 2.0 ft
7. • (unit weight of concrete) 145 lb /ft 3
am (moment arm) See Calculations
Angled Braces /Rods
F (minimum yield stress of steel) 36,000 lb /in
Fa (allowable axial stress) 9th Ed. ASD pp. 3 -16
ra (radius of gyration of angle) From Spreadsheet
A. (area of angle) From Spreadsheet
La (maximum length of angle) 44 in
L, (maximum length of rod) 19 in
dr (rod diameter) 0.500 in
rr (radius of gyration of rod) 0.125 in
k (effective length factor) 1.0
Analyses:
1. General Panel Configuration
r 3 " - 0" PANEL
EQ. Eo 1' Eo i' 8' -0" PANEL
5 f-
'4 -
i-
4 -0" PANEL
5 " -0" PANEL
6' -0" PANEL
'' EO / E.G 7 " -0" PANEL
_ CLASSIC WALL PANEL
Void v d out sjgnature l rai ed 11and color watermark. Schafer Engineering Associates
Irple F %rmit App ttohl Issue No. 27 -4920
a...� _,r, a t lic 2 of 13
Ezpirati ;D 'Q6 /30108: :InstaIlatin Address: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
TECHNICAN PACIFIC POOLS, INC
.. Classic Wall Panel
2. Loading Conditions: (Calculated per unit foot of wall.)
A. Dry Backfill, Pool Full
%�ij�� , \ ij�,,
Pd ! I =
. IL.
yd x h 35 x 3.5 2
Total lateral dry soil load [Pd] = 2 = = 214.38 lb /ft
2
yW xis2 62.4 x 3.0
Hw
Total lateral water load [PW] = 2 = = 280.80 lb/ft
2
Total lateral load per unit length [P] = PW - Pd = 280.80 — 214.38 = 66.43 lb/ft
p 66.43
Approximate distributed panel load [Pnet] = _ = 18.98 Ib /ft
h 3.5
B. Saturated Backfill, Pool Full
3
S P 2
Total lateral saturated soil load [Ps] = YS x h2 2
= 45 x 3.5
2 = 275.63 lb/ft
2
Total lateral load per unit length [P] = PW - P5 = 280.80 — 275.6 = 5.18 lb/ft
p 5.18 2
Approximate distributed panel load [Pnet] = = = 1.48 Ib /ft
h 3.5
::- iy.,;;, , f .F:. -, :,71 :1 -,:, Void`itho.u sign uYe
' t; rap' ed and olor watermark.
'sea t Schafer Engineering Associates
t :,y. / ..R €,t: € r�.P,i i .� U rr 1
N ot r s e 'i kCMasterfPer!nit.8ppIicatrn1 Issue No. 27-4920 3 of 13
Epirati /30/08; :Installtion_Address: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
I
TECHNICAN PACIFIC POOLS, INC •
• Classic Wall Panel
C. Dry Backfill, Pool Empty (See Material /Installation Assumptions)
P
/
‘L
Total lateral dry soil load [Pd] • = 214.38 lb/ft
P 214.38
Approximate distributed panel load [Pne] = 1 -7 1 — = = 61.25 Ib /ft
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.)
PI = yd x h eff 2 = 35 x 2.67 2 = 124.44 lb/ft
2 2
p' 124.44
Approximate distributed panel load [P = = = 46.67 Ib /ft
hell 2.67
2 2
P' h eff 2b 4 2 46.67 x 2.67 x 3.5
net
Actual bending stress [fb] = 2 2 2 = 2 2 2
2t (hell +b4) 2 x 0.0720 x ( 2.67 + 3.5 )
[fb] = 20,251.40 lb/in
Fb 31,500
F.O.S. = = = 1.56 > 1.0 OK
fb 20,251.40
Void d t sig. attire rats d sea and color watermark. Schafer Engineering Associates
i =r ,, j rfrwz
Note r usefn Issue No 27 -4920 4 of 13
Expiration Date:4/30/08 Instaliiion Address: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
.. TECHNICAN PACIFIC POOLS, INC . ,.
1 Classic Wall Panel
4. Radial Panel Analysis: (Tensile hoop stress. Load Condition 2c governs and
modified lateral distributed panel load [P'net ] from Section 3 applies.)
net
Actual Tensile Stress [ft] =
tp POOL SIDE
FILL SIDE
46.67 x 29 x (
ft = = 1,566.36 lb/in2 Pok
0.0720
25,150.00 I R
F.O.S. = f t 1 566.36 16.06 > 1.0 OK
5. Bending along Vertical Axis at Vertical Stiffener:(See Calculation Assumption a.)
7' WIDE PANEL
7' -0" i
/ FLANGE
IMF y
TIM
�? ,i t -0.072
- 3' -6" -- 3' -6" — n
- 0
VERTICLE 'Z' � j 1 � WEB
ORIENTATION FLANGE /
=1.125
P'
i 1 H
BRACE BRACE
POINT 1 7' -0" I POINT
r
Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.)
Maximum bending moment [Ms] = 9P 3 ( 2 + 2 )
2 x 124.44 x 2.7 10.0 3.5
Ms = 9 ( 2 + 2 ) = 287.39 ft-lb
Actual bending stress [fb] = MS = 287.39 x 12
S e,s 0 = 5,773.82 lb/in
0.5973
25,150
F.O.S. = f b = 5 773 82 = 4.36 > 1.0 OK
Void , ,P. - wtb; u signa,Lr,, raris °ed s eai, /qlor watermark.
"r�, g am t
No ter h A pplicj. .Issue No. 27 -4920 Schafer Engineering Associates
Exp to> 1 0 0!•4135/30/08/ Instglla ress: Mike Stpens, 11008 SW Brendon Ave., Tigard, OR 97222
. " LI :J. b f 5 of 13
:`:'',' /
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.)
P top
`/,,\K d =5
FLANGE FLANGE =1.25
p' =1.25 t
\ WEB
\ I o
bot
Q
P top CHANNEL
X— SECTION
BRACE BRACE
POINT 7 POINT
PLAN
Modified lateral soil (P') from Section 3 applies: (Load Condition 2c governs.)
p' 124.44
Load along the channel [Plop] = _ = 41.48 Ib /ft
3 3
41.48 x 8.0 2
Maximum bending moment [Mc] = pt ° pL ° = = 331.85 ft-lb
8 8
Mc 331.85 x 12 2
Actual bending stress [fb] = _ = 6,160.62 lb/in
0.646
Fb 25,150
F.O.S. = _ fb 6 160.62 4.08 > 1.0 OK
*iv*, Y ;
- Schafer Engineering Associates
/ neer ss
Void ' gout signature, tais d seal r color watermark. 6 of 13
Not for slii )taster Permit Appltcajt&'si Issue No. 27 -4920
Expiratiorf Date: 06/30/08 = Installation Address: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
�J.
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.)
r_
2
_�
h _,„ .
7 ,
e ae a
, . •
1 /
2 V W c P c
0
` amt _ (Wc /2)Wd
+
E Mresist = Mback + Mconc = Pb amt + Pc amt = Wd hell we aml + Yc tc we amt
= 105 x 2.67 x 2 x 1.42 + 145 x 0.8 x 2 x 1.42
= 1,135.69 ft-lb
± -► 2
E MOT = Msoii = Pd am2 = Yd 2 h am2
2
35 x 3.5 3.5
= x
2 3
= 250.10 ft -lb
E M 1,135.69
F.O.S. = = = 4.54 > 1.5 OK
E s MOT 250.10
0 ' .1) Vol thou s ignatu r e, r seal and color watermark.
N n : n Mastereeermtt Ptpplic� i s. Issue No. 27 -4920 Schafer En ineerin Associates
t y.�� -��� �/ 7 9 9
Exptr ionfAaf '::06/30/08 InstatlationCAddress: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
N h F ^ 1 (✓ 7 of 13
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.)
� P
VV (Pb P,)�,
+
f
E Presist = 1.1.(Pb + Pc) = '..t(Wd hell we + 'Yc tc Wc)
= 0.45 x ( 105 x 2.67 x 2 + 145 x 0.8 x 2 )
= 360.75
—±► Yd h
, Psliding = Pd =
2
35 x 3.5
_ 2
= 214.38
E P 360.75
F.O.S. = = = 1.68 > 1.5 OK
E Pslidin 214.38
P ; . V i F i s i .
I . v, - Schafer Engineering Associates
Void itf
' " ture , raised s'edl "a i- //�� nd color P watermark. 8 of 13
w�
Not f u t signature aster P er Issue No. 27 -4920
Exp' a io a 06/30/08. Instadation`�'A'idress: Mike Stephens, 11008 SW Brendon Ave., Ti g ard, OR 97222
•
TECHNICAN PACIFIC POOLS, INC • ' '
• Classic Wall Panel
9. Brace (Angle Section) Analysis: (Assumes concrete bond beam in place and
8' -0" panel length for maximum brace spacing.)
P B
a
P Iran
I LONG ANGLE
,� 2 ., x 2 ., x 44 -
4 GA. GALVANIZED ANGLE
P
e IMMO
B
LATERAL LOAD DIAGRAM ADJUSTABLE and STATIONARY
AFRAME ASSEMBLY
A.) Compression Analysis: (Load Condition 2a governs.)
66.43
Max force at brace level [Pi] =
P L e = 3 8.0 = 177.13 lb
Axial Compression Force [Pa.] = P ' = P1 = 177.13
cos 0 = 371.23 lb
cos ( 61.5) 0.4772
P 371.23
Actual axial stress [fa] = = = 1,260.96 lb/in
Aa 0.2944
kLa 1.0
_ = 109.64 Cc = 126.1 Fa = 11.72
ra 0.4013
Fa 11.720
F.O.S. = fa = 1.2610 9.29 > 1.0 OK
Voide �t signet re, raised seal and �olor watermark. Schafer Engineering Associates
Not fo , °,n; Maste Rezit Ap64.9aps Issue No. 2 7 -4920
Expir`tio; [sate: 06/30/08 Installation Address: M Stephens, 11008 SW Brendon Ave., Tigard, OR 97222 9 of 13
fl
•
TECHNICAN PACIFIC POOLS, INC
Classic Wall Panel
Section Properties of Angle Brace
-- VERTICAL LEG
ir b
T
d
1 c
4
b = 0.075 I = 0.0500
c = 1.000 A = 0.150
d = 2.000
-- HORIZONTAL LEG
—b» h
T
c
i
b = 1.9250 I = 0.0001
h = 0.0750 s top = 0.0018
c = 1.9625 Sbot = 0.0018
A = 0.1444
-- PROPERTIES TOTAL SECTION
Ctotal = 1.4721
'total = 0.1182
Atotal = 0.2944
r, = 0.6337
k = - 0.07081
I = 0.047412
r = 0.401324
. - f 4
�JRid vJi c : $i 2 ised seal and9color• watermark.
9.
ture
No four &Se. Per ra mitApplicstio ) "ns is "sue No. 27 -4920 Schafer Engineering Associates
'Expiration ate ;06/30/0 - Installation i ddress: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222 10 of 13
TECHNICAN PACIFIC POOLS, INC
. Classic Wall Panel
B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P'] from
Section 3 applies.)
p 124.44
Max force at brace [Pi] = L = 8.0 = 331.85 lb
3 3
Axial Tension Force [Pat] = P ' = P1 = 331.85
= 695.47 lb
cos 0 cos ( 61.5) 0.4772
pat 695.47
Actual axial stress [fa] = _ = 2,362.35 lb/in
Aa 0.2944
Fa 21.600
F.O.S. = fa = 2.3623 9.14 > 1.0 OK
•
li - '-
.f i _ Schafer Engineering Associates
;E:;., 4 /�
Vpid hou /raised seal'and color watermark. 11 of 13
No f° ` ds piM ter Permit Appieatigns' Issue No 27-4920
Expiration Date: 6/30/08= Installation Address: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
1
TECHNICAN PACIFIC POOLS, INC . -
. Classic 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 \ WM
Actual axial stress [fa] = = = 1,890.63 lb /in
AT 0.1963
TURNBUCKLE
k Lr 1 X 19 ci T 00
= 152 Cc = 126.1
rr 0.125
Fa = 6.46
6.46
F.O.S. = F = = 3.42 > 1.0 OK TURNBUCKLE and THREADED ROD
Ta 1.8906 AFRAME ASSEMBLY
B.) Tension Analysis: (Load Condition 2c governs and modified lateral load [P'] from
Section 3 applies.)
Paxt 695.47
Actual axial tensile stress [ft] = = = 3,542.02 lb /in
Ar 0.1963
F 21.6
F.O.S. = f 3.5420 6.10 > 1.0 OK
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 [fv] = Pax = 695.47
= 6,296.93 lb/in
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 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
T S 1,353.33 x 6 x (
Actual bolt tensile stress [ft] = _ = 6,126.64 lb
Ab 0.1104
Ft 20,000
F.O.S. =. f 6 126.64 3.26 > 1.0 OK
V.i i r-) k Schafer Engineering Associates
vioid wit o g raised seal and color watermark. g 9
Not or il se n °Master�Pe mit/,ppaicati 4 lssue No. 27 -4920 12 of 13
Expiration , v ate: O /30/08 Installation Address: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
TECHNICAN PACIFIC POOLS, INC - ' • _w
Classic Wall Panel
Material /Installation Assumptions
1. 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 # /ft under non - saturated conditions and 45 # /ft 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 and signature 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 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.
Schafer Engineering Associates
Vo : utig n : tu r
ic��wi+ •�sigare, raised seal and color watermark. 13 of 13
Not „for; "f . ,Master- Pe_mit- Applications 1Issue No 27 -4920
Expiration Date:: 030/08 Installati Ad
�n dress: Mike Stephens, 11008 SW Brendon Ave., Tigard, OR 97222
f
�T MORISSE:- •
Lr., ? > H 0 M 14,
5 I N C O R P�O�R "T i i" — 'iLOT:- iy16.. -- STREET ' " t 1
';':,'.,•
j{.r - . t L A K E O S A E G O, OREGON ; 9, 7 ; 0 .3 5 DATE: 08%16/2,006 ' ''
N '_.. . . (503)387 -7538 FAX (503)387 -7815 1 ' '
• • • • • • • PROPERTY: DAKOTA = GLEN ' • • • • • • : • : -- -" :` CITY:; • . ; ' TIGARD • - - ,
• ,, • .• -..
^ S a j,Lst , ,•.-,.;: • •• • , PLAID NO.: 198A•1•,.:f ' '
r
5 r r-1= 1 PopBCV�0 *� r OPTIO 2 'ELEVATION: r
1 F \' "CR�9t'4 11 oo8 SITU : rp. •� � • • f it . . _ ... :NI ° ,a - ii
re
EL•215c 14.05' EL•214' I '" A ''''' J ELL214.'1'fj�:, a ,§ (., /i' } 4 2. ' = +..4'
.6 .12 t', ). °.. ° ..•,
4' PA-C_ 25 - d - , -,,.. , .� -. �` �G� ,.
b` ; WATER -- - CONCRETES I �,— — — ''-�— _•-j -. „,./.::., ✓ ti.g�
y � ∎RIVEWAY 0 in
..:.4' ' .. • 20'4'
• L. 251 .' `'' : '• 211' PORCH .0
- 19' 1.1 - ti 'r3 ? — 211
1 4'
409 64.11. a
n 2 car gar.
- FFE. 211'
z�
11 . 4 . M
` 4 bdrm9 ft. ' s
2 I!2 bath
o FFE.2195'
all G
8' _ 18' /�
2prr_r ; z19; r a ,
14• ” -: i
LEGEND
I
(0 •) — E XISTING TREES, )1' ' ". 1
`"••" TO REMAIN �°.� 0 6.
- r
I
a o o TREE PROTECTION ti� �- n
f . .
FENCING 0 ti
1
LOT COVERAGE t V k (� - > ! C. -Ii
• J "' • •
LOT AREA: 6,86
FT. �� n r
BUILDING AREA: 1,564 SQ. FT. --,
PERCENTAGE: 28.6 r
`N
i .
NOTES: EL•221' 5000' EL =220'
ALL GRADE 'AND PR LINES ARE ESTIMATES OF CURRENT LOCATIONS. 1 0T 6
ALL DIMENSIONS AND SQUARE FOOTAGE ARE APPROXIMATE FIGURES.
ALL RET4INNG WALL_ HEIGHTS AND LOCATIONS ARE ESTIMATES, 6v
,S2 3Cj. ft. ;
TI-IEY MAY VAR BE SUBJECT to C!- IANGE. •
„.
Artamattammair
:
CITY OF TIGARp Sy1' i � :
BUILDING PERMIT NO. • •
PLANNING DIVISION: '1
Required Setbacks: Approved 0 Not Approved ` ,b'
Side: Street Si e:. .4D ••• •� :.' ,Elks •
Front. ;J1.IJ . Ga 4t:: � . •, kea:r: i
Visual Clearance: [� Approved 'D•Vot Approvtd 3
Maximum Building Height. feet �,/
CVt'S Service Provider Letter Relu'unl:.❑ ) s •;•l.a;N0
B � ))//�� : : •. : :a ceiLed
B . . l am, o l'.. .: j T D L • t;: • (� no 1:.
ENG NEERIN DEPARTMENT:
Actual Siope:_t..% ErApproved Q Not Approved s`
Site Plan: ®'Approved ❑ Not Approved Y,
B 'ter,.:_ - Date: — ,r n r