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I T Y O F A R L I N G,"[[ N
C O N S T R U C T I O N P E R M I T
DATE December 22, 1988 PERMIT NO.
Application is hereby made for permits to do the following work:
[ I New Residence I Addition [ I Duplex
[ I Carport I Remodel [ I Commercial
[ I Garage i I Mobile [ I Apartment/Condo
[ I Barn i I Mechanical [ I Relocation/Move
[ I Accessory Building[ I Plumbing [ I Demolition
[ Xl Other Industrial - Addition
I
Job Description: Addition to Building for the purpose of storage
No. of buildings: NA No. of Living Units: NA Land Use Code:
Valuation: 31,000.00 Tax Acct. #: 153105-4-016-0005
Property Address:19604 67th Ave NE
Legal Description:
Owner• GD & EM Zachry
Owner's Address• SAME
Builder: _ Cuz-_Concrete Prnrl._,,_Inc Lic. # CUZC-4l*23.4.01 —_
Builder's Address: 19521 63rd AVE NE Arlington, WA
Architect or Engineer: Wayne Zachry -
Applicant's signature: � Lco-u 'c'.-"
(owner o agent
Permission is hereby granted to do the work described, according to the
approved plans and specifications pertaining hereto subject to compliance
with the ordinances of the City of Arlington and the State of Washington.
The following is a breakdown of your permit fees.
1 . Plan Check Fee(341 .83.00) . . . . . . . . . . . . . . . . . . . $ 176.48 pd CR# 19726
2. Building Permit Fee(322. 10.00) . . . . . . . . . . . . . . a 291.0Q
3 . Plumbing Permit Fee(322. 10.00) . . . . . . . . . . . . . .
4. Mechanical Permit Fee(322. 10.00) . . . . . . . . . . . .
S . Energy Fee (386.00.02) . . . . . . . . . . . . . . . .
6 . State Fee (386.00.01 ) . . . . . . . . . . . . . . . . $ 3.50
7 . Water/Sewer Fees (see attached breakdown) . . . * _
8 . Additional Plan Cheok . .341%e3.00• . • • • . . . • • • • • • • . • � 12.67
9 T 0 T A L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . QT", IING
.S 307. 7
P A I D � C R # 2_Ll� B Y _ _Ad
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OFFICER
PROPERTY OWNERS ARE RESPONSIBLE FOR DETERMINING ALL PROPERTY LINE LOCATIONS
RELATED EASEMENTS.
NO OCCUPANCY PERMIT WILL BE ISSUED UNTIL THE INSPECTOR HAS APPROVED THE
FINISHED STRUCTURE.
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BUILDING PERMIT REVIEW CIIECKL I S T
BY
�'I_ANS RECEIVED
DOCUMENTS SUBMITTED:
_BUILDING PERMIT APPLICATION
PLANS FOIL BUILDING `
S T oltM DRAINAGE PLAN J(,t( n�
_CNVIROMENTAL CIIECICLIST �' �� �, �1 4�►��vp
PLOT PLAN CITY I IALI!i t!!lrlu a OLYM!'!c AVENUE
U 11IER AS fiV I ED A"LINGTON,wA 90223
CHECKED FOR ZUPIING COMPLIANCE:
7_014 I NG n
USE
APPROVED BY DEPARTMENTS :
WAl El?
SEWER
_STREET
SANITATION r
ENGINEERING
JUT ES :
READY FOR BUILDING INSPECTOR REVIEW:
APPROVED BY BUILDING INSPECTOR:
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December 5, 1988
TIRE SHOP FOR G. D. & E. M. ZACHRY
19604 - 67th Ave. N.E.
Arlington, WA
TYPE OF CONSTRUCTION: V-N
OCCUPANCY GROUP: B-2
BUILDING AREA: 1728 S.F.
BASIC ALLOWABLE AREA: 8000 S.F.
OCCUPANT LOAD: 17
VALUE: 1728 X 20.40 X .88 = $31,000.00
PERMIT FEE: $291.00 PLAN CHECK FEE: $189.15
Dear Mr. Myers:
The submitted drawings have been examined for compliance with the 1988
Edition of the Uniform Building Code. The following items should be corrected
and two copies of the corrected drawings should be submitted before the permit
is issued:
1. You should ensure that the city agencies such as Planning, Zoning, and the
Public Works approve of the project. Because it appears that the building is
for the storage of tires, you should be sure the Fire Department approves the
project.
2. The drawings should show where the nearest toilet facilities are located.
The distance to the nearest building providing toilet facilities should be
shown.
3. Continuous!:s special inspection should be provided during the taking of
test specimens and the placing of all reinforced concrete, except foundation
concrete and slabs, Section 306(a)l, and for reinforcing steel in the concrete
requiring special inspection. Section 306(a)4
4. The special inspector should be approved by the building official prior to
construction. Section 306(b)
5. The roof covering should be a Class C roofing assembly. Table 32A, foot-
note 3.
6. A floor or landing should be provided on each side of the exit doors not
more than 1/2" below the threshold. Section 3304(i)
7. A landing not less than 36 inches wide by 44 inches should be provided at
all exit doors. Section 3304 (j)
8. It is assumed that the building will not be heated. If heated, insulation
should be provided to comply with the requirements of the Washington Energy Code.
Sincerely,
ohn H. Farrens,lr.
DAD
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0
PRECAST WALL_ PANEL_ : 9, � -
ST.THK= S h. WT: 8.640 (kips) WIDTH: 7 ' i 1/2 HEIGHT: 18 = 4 7/8
RLATED PLATE
g //x
FF@ 0'-
A x=.0404---> 2A X=.0808 0 Y-.2914 Y= 8.8751
BATE: 11-10-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. DUATIER AND ASSOCIATES TEL: 776-6018 SCALE: i / 4 ck Sht // of ��
PRECAST WALL_ PANEL. # : 10
ST.THK=2 1/2 WT: 5.842 (kips) WIDTH: 6 = 8 3/4 HEIGHT: 17 2 1/2
n
� n
x TREATMO PL ATE
�*7
n
%I 3L4
m.
FF@ 0'- 6
- - --- -- ---
A x-.04587<--- 2A x-.09i74 A Y=i.05t Y= 9.6407
DATE: ii-10-1988 JOB NUMBER: R 3082 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776.-600 SCALE: i / 4 ck Sht /riot ��
PRECAST WALL PANEL # : 12
ST.THK= s % WT: 8.754 (kips) WIDTH: 7 L ii 1/2 HEIGHT: 16 L 0
-qX
FF@ 0'- 6
'T8
OATE. 11-10-1888 JOB NUMBER: tt 3052 PNL.10 JOB NAME! CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-6018 SCALE: i /4 ck Sht/.�of /�
.- PRECAST WALL_ PANEL. # : -/ ,
ST.TH015 '/v WT: 7.599 (kips) WIDTH: 6 L 8 3/4 HEIGHT: i7 = 2 1/2
n
n
FF@ 0'-
A x=.04---> 2A X=.08 AY-.29% Y= 8.2932
DATE: 11-10-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-600 SCALE: i / 4 ck Sht Idof /5-10
l404d i 4uafhr and orroaiotor 106,,%sZ
60nfvttinq snginoorr SHT
p.o.box 997 DES
lynnwood. wasNnpton • 98036
(206)778.6018 DATE
PRECAST CONCRETE FABRICATION
DETAILS
DRAW INGS
JOB NAME:
ADDRESS:
CONTRACTOR:
- - M, WAS
S
NOV 1 81988
/STaR�O
.!/0NAL
� I
SPEEDY, SAFE, , 'T1LT= UP
Super-Lift Is one of the safest and
simplest lifting systems on the market
today.
There are only two moving parts—
both visible for crane crew Inspection.
• No adjustments
• No bolts to tighten
r
• No springs to compress
• No"mousetraps"to set -
• No shimming or bearing pads to place
under lifting unit
• No preloading
WORKING LOADS IN LBS.
IN 2500 PSI CONCRETE,
�-� 2:1 SAFETY.-FACTOR
Insert ties easily Into rebar cur- Springy locator antennae do not
Size Tension Sksar Order Me. � tain.Grooved edges facilitate wire 2 Interferewithotherfinishingwork
placement and assure secure support. Antennae simply bend over and bounce
5" 9,240 12,950 (275)45-804 back
51/2" 12,060 15,330 (275)45-805
6" 14,460 16,000 (275)45-806
6%" 15,230 16,000 (275)45-807
7" 16,000 16,000 (275)45.808
7%" 16,000 16,000 (275)45-809
8" 16,000 18,000 (275)45-810
9" 16,000 16,000 (275)45-811
10" 16,000 16,000 (275)45-812
11" 16,000 16,000 (275)45-813 , '!
12" 16,000 16,000 (275)45.814
This table shows loads based on the
dead load. The dead load should be
Increased at least 33%to compensate A /
for the initial bond and Impact. Addi-
tional Increases due to unusual live
loads or cable angle magnification may
be required for some Job conditions.
The minimum edge distance required
( � to obtain the rated loads for face appli-
cations Is twice the Insert depth. For
lightweight concrete,reduce loads by Push the lever down toward the Quick visual Inspection of all levers
the ratio of the concrete densities. surface of the panel. shows that the lifting units have
engaged the anchor and are ready to
erect the panel.
C,
R'
Loyd i Quatior and azroaiator JOB NAME : log .0-c _
eonfultinq w4inoorr CONTRACTOR: SHT
p.o.box 997 DES
Irvmood. wssNngton • 96036 DATE
(206)776.60)8 PANEL FARETCATToN, NnTF..ql
1 . All panes are viewed from /,✓SiA-e unless otherwise
noted .
2 . 1/2" vertical joint has been provided between all panels .
3 . All panels have 3/4" chamfer on all edges .
.4 . All panels have continous plate @ top of panel .
5 . All dimensions are to top of
6 . Pick-up points noted on each panel i .e.
See symbol guide for load ratings .
7. Temporary bracing based on /t*�-, PSF wind load; 2 braces per
panel unless otherwise noted•.+denotes panel brace.
8. Standard weight concrete = 150 PSF.
9. Concrete compressive strength shall be P . S . I .
minumum and/or the modulus of rupture (_as_d_etermineEFby the
test beam break) shall be in excess of ,moo e-) p . s . i . prior
to erecting panels . These strength test results shall be
determined by field cured test specimens .
10. Insert manufacturer is responsible for insert performance .
11 . Strongbacks when specified shall be douglas fir; construction
grade, free of knots or defects .
12 . Layout and analysis assumes no bond between panel and casting
surface and no impact during erection.
13. This office should be contacted if any panel is redesigned or
changed in any way.
/'�; L .s
14. The +v:r ark- shown on the accompanying pages have been taken
from the architectural and structural dwp for this job.
Contractor to verify dimensions in the field.
15 . Layout & erection is certified to meet the requirements of
the UBC & AC I Code.
16. Use 2 # bars around all panel edges .
17 . Use 2 # 5 ' s around all panel openings unless otherwise specified,
per UBC 2614d placed 3/4 or 1'j CL, interior or weather face
respectfully.
18. Typical steel vertical: o Se e S �
Horizontal:
Apply one #4x4' long diagonally across the corner of all panel
openings
19. Where lifting steel
specified vertical and/or horizontal ,
3/4 Cls the vertical bars are placed @ 3/4 CL,- horizontal can
be placed diredtly on top.
c
w
TILT UP D CE SPACING TABLE
LINEAL-FEET 4F WALL P __QAACE
GRACING 110TES TYPE OF-, -BURKE QRAcE. _
�u L
1. This bracing chart has r v d 4 ° C a
been designed by David N co u .O � c� -5 c = %-�
L. Kelly. Calif, C.E. -4 - W "a ; - -� ;
Ls
16972, for a 10psf wind t.. .°J ,�, A .o 00 . "a x - iu " •�
load with a safety V .%a u "' c" e, i s
factor of .5. ; ;; w U u u c m ace h no
ao �'c
Vf N � 6� iC N r• m iL
�O H
20 20 20 20 9
2. 10 PSF is approxlmarely 20 20 20 20 10
48 a.p.h. with allow- 20
antes for pressure- 20
20 20 12
velocity, external shape, 20
internal pressure, expo• 1 20 20
sure and gusts. 20 20 14
3. For rind oressures 20 2 5
greater than 1t PSF or 20 20 18. 1 20 14 8 20 16
other data pertaining 17
to bracing, contact your 8 8 6 7 13.2 20 20.0 20 20,9
0 18
Burke representative. 20 3 2
A. See attached 'Brace 20 6 3 13 7 20 20.0 20 1 20 U 20
Instal lationDirrensions" 2 5. 5 .3 1 20 1 qT 8 2 1 920.0 1 20 1 20
sheet for insert type 3.8 11 .2 20 1,7 15 5 20.0 8.2 20 I
and location in the
floor and wal1;E 20
` 20 9,8 9 4 17,6 5. 7 11 .5 20.0 15.3 18.8 24
S. All inserts should be kept Pori than 1 foot 8.3 8.6 16.2 5.0 10.0 20.0 1114.1 17.3 2
1, 1 8,0 15,0 4,4 8, 1 20,0
frea edges of concrete 13.0 16.0 26
and all angles should 6. 1 7.4 13.9 3.8 7.7 19. 161 H 12.1 1 14.8 27
be maintained with in So. 6 2 4
6. See reverse for knee 6.4 12.0
bracing inforsmation. 6.0 11.3 4.7 9.8 1 12.0 30
7. Do not increase spacing for 5.6 10. 5 4 .4 111-. 1511 9.2 1 11 .2 3
openings due to suction on 4.9 10. 2 4 2 8.6 1 10.6
32
back. 4 2 ,8 3 9 ]
tXAMPLE: 3.6 9.6 3,51 9.2611 7.0 1 9.6 34
3.1 1 9.3 1 8.7d5
The brace points are required 2 7 8,8 .8 1 8.2611 57.0 1 9.0 36
for a panel height 27' above 2.3 8.2 2.6 7.8211 4.3 8.B 37
finished floor and found as 2.0 1.6 2 4 1.42 4. )
8,6
follows: l.8 7. 1 2.2� 7.04 3.2 8.3 39
1. Determine from your Burke
representative which -of the 8 6,31 2 4
brace types will be available for your project. 6. 7 2. 1 1.9 42
2. Enter the H colum (far right) at 27'. 1 5. 7911 1 .8 1 7.6 43
3. Read across the table to the•'type of brace and knee brace criteria .6 7.4 -44
desired. The number read is -the lineal feet of wall per brace. 1 .4 7.2 145 .
4. Turn to the attached sheet entitled "Brace Installation Dimensions"
and find the brace length and vertical and horizontal dimensions for the
Inserts for the type of brace selected.
0.8 1 6.6 49
H.7
7
13o BRACE sPacrac 6
c�oM ANY ••�4 7/1/86 �.•.« a
0.5 5.4 57
0
w
BRACE INSTAL ATION DIMENSIONS (ELET) c
I0 0
d ^
TYPE pF 6URKE E3RACE
SUPER 17 LITTLE 'G' STANDARD 'G' B C p SUPER BIG 'G' =a
L V X L I V X L V X L V X L V X L V X H
17.00 8.0 15.00 5 8 11 00 14.50 8.00 12,00 9
4 0 13.50 9.00 10.00 14.50 9.00 11.33 10
11.00 10.0 13.75 13.5 0.00 9.0 14.50 10.00 10.5 11
17.00 11.00 13.00 13.5 11.00 7.8 i4.so II .00 9.4 1
17.00 12.00 12.0 13.5 11.69 6.7 14.50 12.00 8. 14 13
7 00 3 0 1 1 13.5 11,69 6. 7 14.50 12.56 7.25 14
l
13.5 I1.69 6. ) 14.50 12.56 7.25 16
13.5 11.69 6.7_ 2 2.501 16.0 15.82 14.50 12.56 7.25 22.00 16.00 15.10 17
13.5 11.69 b.7 22.50 7 14,74 14,50 12.56 7.25 22.00 17.00 13.96 24.0 17.00 16.94 18
17.00 14.75 8.50 (11 65 24
17.00 14.75 8.50 4.4 2 50 1, 2 50 2. 4,50 2.56 7.25 22, 0 19.0 11 0 24.0 19.00 14.6 20
17.00 14 75 15.1 13. 13 7.5 22.50 19.48 H.25 15.16 11. 13 7.58 22.00 1 11 0 24 OU 20.00 13.27 21
17,0 4 15.8 13. 75 7.9 22.50 14.48 11.25 15.88 13.75 7.94 22.00 19.05 11 .00 24.0 20.7t?
17.00 1 .75 16.6 14.38 8.3 22.50 19.48 11.25 16.60 14.38 8.30 22.0 19.05 11 .00 24.0 20.78 1?.0 j 21
17.00 14.75 8.50 17.3 15.00 8.6 22.50 19.48 11.25 7.32 5.00 8.66 22.0019.05 11 .00 24.p 20.78
18.0 15.63 9.0 22.50 19.48 11.25 18.04 15.63 9.02 22.0 19.05 11.00 24,0 20.78 12.0 25
1 6 5 4 5 . 76 6 5 J8 22.0 19. 5 11 00 24,0 20.7& 12.0 26
1 4 6 88 1 2.5 9 48 4 4 16.88 9, 74 22.0 1 05 11 24.0 20.78 12.0 27
20.2 17.50 10. 1 22.50 19.4 11.25 20.21 17.50 10. 10 22.0 19.05 11 .00 24.0 20.78 12.0 28
0 19. 8 11. 5 20.93 18. 1 , 22.0 19.05 I II.00
2. 50 19.48 11.251123.SOI 20.35 11. 5 .051 .0
22.50 19.48 11.251123.50 20.35 11.75 32.0 2). 16.00 24.0 20.78 1?. 1
23.09 20.0 11.55 23.50 20.35 11.75 32.0 27. 11 16.00 2a.0 20. 78 11.0 3
23.82 20.63 11.91 23.821 20.631 HAIR 32.0 27,71 16.00 24,0 20.)6 12.0 3J
24,54 2 .2 2 271126.54 21.25 2.27 32.0 27,11 16.00 24,54 21.25 12.2 34
21.71 16.00 25.2 21 .86 12.6 35
22.501 1
26. 70 23. 1 13.35 26.70 23.13 13.3 4 26.7 23. 131 13.3 37
27.42 23.7 13.71 27.42 2J.15 13.71 2.0 27. 71 16.00 2 23. 13.7
28. 15 24.3 14.07 28. 15 24.38 14.07 32.0 27. 71 16.00 2 . 1 24.381 1
28.87 25. 14.43 '28.871 25.001 14.4 32.0 27. 71 16.00 28.871 25.001 14. a0
6 3j 14 32.0 21. 71 16.00 29.59 25.631 14.7 41
27. 71 16.00 30.31 26.25 15. 1 42
32.0 16.00 15.5
32.0 27.71 16.00 31.7 27.5 15.1 44
3/4"-Single Sider (B-75) J2.4 ze. l3 16.24d 45
33.2 28.75 16.6 46
H 1
NOTE 34.6 30.0 17.3 48
Braces are designed for use with Burke 35.3 30.63 17.6 49
V LSuper Bolt or with cast-In-place B•75, 36.0 31 .2 18.0 50
81.75, BG-75, and BGM-75 inserts only. 36.81 31 .8P 18.4 51
Spacings in the brace chart are based on a 37.5 32.5 18. 7 El 52
5"thick concrete floor slab with a minimum 38.2 33. I 19. 1 5J
compressive strength of 2000 psi.Consult
The Burke Company Engineering Department i
for recommendations when these floorspea
ifications are not met. Burke does not re-
commend the use of expansion-type Inserts
for brace points and assumes no respon-
3/4"-Slab Anchor {BG-75) siblllty If used.
THE
P I�JD�[X5=B oBWE INSINIATION DIMMIN
7/ 1/86 �( OR
4
t
SY MOOL GUIDE AND INSERT ILLUSTRATEGUS
SYMBOL - DESCRIPTION ILLUSTRATION
.a ,, •�,
S�.QE�9� �n/c/jo�C o:o. o;Q b•oona'oo? ':� oo" Odb,
o o' ply.'•o O o•' o.
y oa:o 0 0
3 9 ,
414 x z e..
u
Pf'rt
�___�( DOUBLE PICKUP INSERT 4
/ ` I
V/3 COILS @ 15" CENTERS
(Sw.,� F 7- G i� r t3y WIRI
? . -'
EDGE PICK INSERT TYPE
< E
Dashed line indtcotes special she bor.
See Detail w5 opposite poge 1" COILS
@ 12" CENTERS
thk/safe load_ `-% TYPE
TWIST-LIFT PICKUP INSERT 5 2=10,000 � TL
by Superior 6 =11,500
61-=12 500
STRONGBACK INSERT TYPE
5
See Detail =1 opposite page 1" COIL
WALL BRACE INSERT TYPE
w
(Leg construction may be similar
to TYPE S) 'i." COIL
TYPE
INVERTED WALL BRACE INSERT R
'/." COIL
�SrrPE,pLiFT hl y . n •-
thk/safe loads ��. _ �.
GROUND RELEASE �5 "= 9 ,653# � I
BY Richmond 6 "= 10,800;/ - -- LIFT
6'�"= 13 ,000�� ' t Ir:sE_�T
M
LLOYD F. QUATIER & ASSOCIATES
PO Box 997
Lynnwood, 1%A 98036
TEL: (206) 776-6018
C
ov
E61 F- '
Foy c5L VAC,5) e
Inc.ti4e.
..�n/��a GL f�T/a•�/ - �u�K E E,�c,�io,�/ �i /e�o.t.
W" f. QUADER & ASS MIB
U BOX 997
IYNNM, WASMNSIM 9M
11h(20)776911
0
U44d i Qwatwr end expeaietor JO$ NAME: JOB
eonfwltMq •n11neere ' SHT
p.o.box 997 CONTRACTOR: DES
lynnv-*"- w&W"ton . 90038
(406)776.601e 1 RIGGING DETAILS DATE
SPECIAL INPTD"rTIONS: Crane Contractor
Maximum Panel wt -�� ��� Tons Minimum effective cable
Maximum Insert Load Tons length to be for
Maximum Panel Height /rf '- a R ft.
R- 1 I R-12 R-13 R-14
�0•
R-21 R-22 R-23 R-24
I n
R-31 R-32 R-33 R-34
R-41 R-42 R-43 °' R-44
0
c
PRECAST WALL_ PANEL" # : 1
ST.THK 2 WT: 7.814 (kips) WIDTH: i7 = if 3/4 HEIGHT: 16 ' 0
3'- 7 3'- 7 /
mC .4X t '0=t4Rd PIStAD
IG ,Qav c�i o�
FF@ 0'- 6
A x-.00001<--- 2A x-.00002 A Y=1.10 Y= 9.1480
BRACING: BY BURKE (minimum of two) 51al,8 ."z Z"��'�
RIGGING: R= 12 --• 7A- I2"-,e —opt.
DATE: i i-i i-1988 JOB NUMBER: It 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-600 SCALE: i / 4 Ck L.iSht / of 9
g
PRECAST WALL PANEL_' : 2
ST.THK=5 1/2 WT: 6.447 (kips) WIDTH: 7 = 5 1/2 HEIGHT: 16 = 0
i _ 6
ZK 4X t-carted p1•
Cr)
I I I I
cr)
— O -- O
FF@ 0'- 6
A x=.0113---> 2A X=.0226 A Y=1.13t g 9.1354
BRACING: BY BURKE (minimum of two)
RIGGING: R= 12 ---(
DATE: i i-i i-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-6018 SCALE: i / 4 Ck el t�Sht y 0 5"
PRECAST WALL PANEL S ) �, s
ST.THK=5 1/2 WT: 8.204 (kips) WIDTH: 7 = 5 i/2 HEIGHT: 16 = 0
i'- 6
IL--1
2X XX tr•..t.d 1. .
' I I to
cn
— o -- o
I-FF@ 0'- 6
Y 8
BRACING: BY BURKE (minimum of two)
RIGGING: R= 12 ---
DATE: ii-Si-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-6018 SCALE: i / 4 ck G,d9Sht 3 of
e
PRECAST WALL_ PANEL # : 6 J 17 21o. +-
�
ST.THK=5 1/2 WT: 7.599 (kips) WIDTH: 6 = 8 3/4 HEIGHT: i7 = 2 1/2
V- 4
n
n
TR ATE ) PLATE
a
cn cc i t
'c*)
FF@ 0'- 6
A x-.04008<--- 2A x-.080i6 'A Y-.290J Y= 8.2932
BRACING: BY BURKE (minimum of two)
RIGGING: R= 12 ---
DATE: 11-11-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-6018 SCALE: i / 4 ck L. &Sht ql of 8
f
PRECAST WALL_ PANEL.... # : 7, i8 --
ST.THK=5 1/2 WT: 8.640 (kips) WIDTH: 7 = i 1/2 HEIGHT: iB ' 4 7/8
i'- 5
n
n
�FRID PLATE
a
I I
Ca I I
I CO I I
In I
FF@ 0'- 6
0 x-.04043<--- 20 x-.08086 0 Y-.2914 Y= 8.8751
BRACING: BY BURKE (minimum of two)
RIGGING: R= 2 ---
DATE: 11-11-1988 JOB NUMBER: R 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. DUATIER AND ASSOCIATES TEL: 776-6018 SCALE: 1 / 4 ck Z. &Sht S 0 d
PRECAST WALL. PANEL # : 8 )
ST.THK=5 1/2 WT: 9.307 (kips) WIDTH: 7 1 1/2 HEIGHT: 19 0
m
FF@ 0'- 6
T 9.5
BRACING: BY BURKE (minimum of two)
RIGGING: R= 12 ---
DATE: 11-11-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-6018 SCALE: 1 / 4 ck kSht of g
PRECAST WALL PANEL. # : 10
ST.THK=5 1/2 WT: 5.842 (kips) WIDTH: 6 = 8 3/4 HEIGHT: 0 ' 2 i/2
11- 4
n
n
TR ATED PLATK
a
I I
LC) 1
FF@ 0'- 6
A x-.04587<--- 2A x-.09i74 A Y=i.05t Y= 9.6407
BRACING: BY BURKE (minimum of two)
RIGGING: R= 12 ---
DATE: Si-11-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. QUATIER AND ASSOCIATES TEL: 776-600 SCALE: 1 / 4 ck (--119Sht 7of
A
PRECAST WALL PANE ? / 12
ST.THK=5 1/2 WT: 8.754 (kips) WIDTH: 7 = 11 i/2 HEIGHT: 16 = 0 S
Ltrsated
11- 7
1.
to C.0
FF@ 0'- 6
Y= 8
BRACING: BY BURKE (minimum of two)
RIGGING: R= 12 ---
DATE: ii-ii-1988 JOB NUMBER: H: 3052 PNL.10 JOB NAME: CUZ CONCRETE
LLOYD F. OUATIER AND ASSOCIATES TEL: 776-60i8 SCALE: 1 / 4 ck 1 d Sht 9 0f <9
j
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Son T TYPICAL
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•VERT E.F.
L3X3x4Xo'io"L.G
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LLogd f Quatter and afrocia+or
conrultinq enginearr
p.o.box 997
lynnwood, washington • 98036
10B,:,r0r:Z , SHT. office c206n76-6016
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VArtpnl.di CONCRETE VERTICAL PANEL DEFLECTION CALULATOR--Wind Loading
DATE:11-07-1988 INPUT SECTION --- CORRECTED 8-1-88 _76b . 5 o S Z
Roof+1/2PNL Load=in(#)1847 LL=(#)1457 Depth d=2.75 Thk 5.5 Width Sect B=12
28 dau Concrete Strength:3000 Area of Steel .2 Span Length= 19 Q
STEEL GRADE:60 MOMENT=.997 Dead Load=15 0 ecc= 5.25 �14+✓� P'�� L
OUT-PUT 4
Icr --- Deflection Component= 12.68561 in(forth)
Deflection= 5.747655 inches M(MAX) per RCA= 3.503142
KIP-FT Design M1= 3.152828 DESIGN M= .936236 Must be CM1
Check Maximum Deflection Limitation
Defl eax(L/150)= 1.52 inches M max W uncracked Section 1.380717
Uncracked Deflection .1727272
Conditions S unfactored service loads where Delf(max)= 1.52 Inches
Moment=767 M (Total) in-# 7078.16 Mcr= 16568.61
Final delectior--
MOMENT COMPONENTS (IN-LBS): Basic M= 7078.16 Ecc M= 8085
Defl M(dl)= 1403.72 Defl M(il)= 4555.44
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Vertpnl.dl CONCRETE VERTICAL PANEL DEFLECTION CALULATOR--Wind Loading
DATE:11-10-1988 INPUT SECTION --- CORRECTED 8-1-88
1/2PNL Load=in(#)2064 LL=(#)5670 Depth d=3.625 Thk 5.5 Width Sect B=36
28 dau Concrete Strength:3000 Area of Steel .99 Span Length= 16
STEEL GRADE:60 MOMENT=5760 Dead Loa - 90 ecc= 5.25
OUT-PUT
Icr --- Deflection Component= 96.96616 in(forth)
Deflection= 3.252517 inches M(MAX) per PCA= 21.36795
KIP-FT Design M1= 19.23115 DESIGN M= 7482.734 Must be <M1
Check Maximum Deflection Limitation
Defl max(L/150)= 1.28 inches M max p uncracked Section 4.142151
Uncracked Deflection .122488
Conditions 8 unfactored service loads where Delf(max)= 1.28 Inches
Moment=5760 M (Total) in-# 67813.26 Mcr= 49705.82
FINAL DELLECTION .3966738 Inches
MOMENT COMPONENTS (IN-LBS): Basic M= 67813.26 Ecc M= 13072.5,
Defl M(dl)= 1320.96 Defl M(ll)= 10444.8
Vertpnl.dl CONCRETE VERTICAL PANEL DEFLECTION CALULATOR--Wind Loading
DATE:11-10-1988 INPUT SECTION --- CORRECTED 8-1-88
1/2PNL Load=in(#)2064 LL=(#)5670 Depth d=3.625 Thk 5.5 Width Sect B=36
28 day Concrete Strength:3000 Area of Steel:.99 Span Length= 16
STEEL GRADE:60 MOMENT=5760 Dead Load=2490 ecc= 5.25
OUT-PUT
Icr --- Deflection Component= 96.96616 in(forth)
Deflection= 3.252517 inches M(MAX) per PCA= 21.36795
KIP-FT Design M1= 19.23115 DESIGN M= 7482.734 Must be <M1
Check Maximum Deflection Limitation
Defl max(L/150)= 1.28 inches M max 8 uncracked Section 4.142151
Uncracked Deflection .122488
Conditions W unfactored service loads where Delf(max)= 1.28 Inches
M (Total) in-# 67813.26 Mcr= 49705.82
FINAL DELLECTION .3966738 Inches
MOMENT COMPONENTS (IN-LBS) : Basic M= 67813.26 Ecc M= 13072.5
Defl M(dl)= 1320.96 Defl M(11)= 10444.8
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RATE:11-10-1988 INPUT SECTION --- CORRECTED 8-1-88
1/2PNL Load=in(#)1926 LL=(#)2205 Depth d=3.625 Thk 5.5 Width Sect B=24
28 day Concrete Strength:3000 Area of Steel:.31 Span Length= 7.25
STEEL GRADE:60 MOMENT=2240 Dead Load=945 ecc= 5.25
OUT-PUT
Icr --- Deflection Component= 41.17225 in(forth)
Deflection= .5590912 inches M(MAX) per PCA= 7.595812
KIP-FT Design M1= 6.836231 DESIGN M= 2908.73 Must be <M1
Check Maximum Deflection Limitation
Defl max(L/150)= .58 inches M max C uncracked Section 2.761435
Uncracked Deflection 2.514952E-02
Conditions 8 unfactored service loads where Delf(max)= .58 Inches
M (Total) in-# 24304.29 Mcr= 33137.22
Final defection= 1.844576E-02
MOMENT COMPONENTS (IN-LBS) : Basic M= 24304.29 Ecc M= 4961.25
Defl M(dl)= 558.54 Defl M(11)= 1827
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The following notes apply unless noted otherswise of plans.
CODE: Uniform Blida Code --- 1985 addition.
LIVE LOADS
ROOF .. . . . .. . 25 PSF WIND . . .Sect 2311 (d) SEISMIC . . . . . ZONE 3
FOUNDATIONS
SOIL BEARING 2000 PSF assupied: Owner-Contractor to verify in the
field. ALL EXTERIOR FOOTING SHALL BE A MIN. OF 1'-6" BELOW FINISHED
GRADE. SLABS AND FOOTINGS SHALL BEAR ON FILL COMPACTED TO 95% MODIFIED
�o PROCTOR - ASTM D-1557. OR UNDISTURBED SOIL.
zz CONCRETE
F'C = 2500 INSPECTED FOR ALL SLABS ON GRADE AND FOOTINGS. Minimum of 5
sacks cement per cu yd of concrete and a maximum of 6-3/4 gal of water
per 94# sack of cement. Concrete for wall panels shall be a minimum of
5 1/2. sacks per cu ud and a maximum of 6 gal of water per 94# sack of
cement. Design mix not recommended. No addatives are recommened.
F'C = 3000 PSI INSPECTED FOR ALL PRECAST PANELS
ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL
CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC.
AND ACI CODE 318-81, PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS
TO PRODUCE A DENSE WORKABLE MIX WITH 3" MAX. SLUMP WHICH CAN BE PLACED
WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. NO ADMIXTURE ALLOWED.
3/4" CHAMFER ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON
DRAWINGS. WATER CURING SHALL BE USED. 1/2" TYPICAL PANEL JOINT.
REINFORCING STEEL
ALL STEEL IN WALLS b FOOTINGS SHALL BE DEFORMED PER ASTM A615-68
GR 60 (fu = 60.000 PSI) ALL BENT STURREPS; DOWELS ETC. SHALL BE GR 40
(fy =' 40,000 PSI).THE VERTICAL BAR IN WALL PNLS ARE PLACED IN THE
CENTER: THE HORIZONTAL MATT MAY BE PLACED EITHER SIDE OF THE VERTICALS.
LAP CONTINIOUS REINFORCING BARS 30 BAR DIAMETERS, 1'-7" MIN. UNLESS
OTHERWISE NOTED. CORNER BARS (1 '-7" BEND) WILL BE PROVIDED FOR ALL
HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE "ACI
MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE
STRUCTURES." u/t/,?e �� t 6� �� 180y�o�WAS ryq
COVER TO MAIN REINFORCENMENT TO BE:
v+
FOOTINGS .. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . 3 INCHES � � -
FORMED SURFACES - WEATHER FACE . . . . . . 1-1/2 INCHES ,p 1
- INTERIOR FACE . . . . . . . . . 3/4 INCH O 6,105
7pNAL
Lloyd f Quatier and ®froaiater
aonrul.tinq englneerr
p.o.box 997
lynnwood, Washington 98036
O6 T office czos»7s-soya
REBAR WELDING SHOP DWAWINGS:
1. TRUSS DWGS: SUBMIT TO ENGINEER FOR REVIEW
ALL WELDED REBAR TO BE GRADE 40 (fy = 40,000 PSI) MAX. CARBON CONTENT
.35%. SUBMIT MILL CERTIFICATE SHOWING REBAR CHEM. CONTENTS TO ENGINEER. 2. MISCELLEAEOUS EMBEDED STEEL IN WALL PNLS: SUBMIT TO ENGINEER
FOLLOW "RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL, METAL FOR VIEW.
INSERTS AND CON-NECTIONS IN REINFORCED CONCRETE CONSTRUCTION" BY THE 3. REINFORCING STEEL: SUBMIT TO ENGINEER FOR REVIEW.
AMERICAN WELDING SOCIETY. ALL REBAR WELDING SHALL BE BY CERTIFIED
WELDERS. USE FRESH LOW HYDROGEN E70XX ELECTRODES CONFORMING TO THE
SPEC. FOR MILD STEEL ARC-WELDING ELECTRODES (AWS DESIG. A5.1; ASTM SPECIAL CONDITIONS
DESIG. A233). BENDS IN REBAR TO BE WELDED SHALL NOT BE CLOSER THAN 3"
TO WELD. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD, AND SHALL PROVIDE ADEQUATE
SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR
STRUCTURAL AND MISCELLANEOUS STEEL SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLANTION. CALL
ENGINEER FOR ROOF PLYWOOD NAILING BEFORE COVERING.
MISC STEEL SHALL CONFORM TO ASTM A-36 (fy = 36,000 PSI) . WELDS
NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MIN. ALL WELDS TO BE BY �c qL �, ,Q�P/ "j
CERTIFIED WELDERS - USE ASTM 233 CLASS E70XX ELECTRODES. See ace wee s � s �p,e S��e ��Ji a
MISCELLANEOUS HANGERS TO SIMPSON, BOWMAN, OR APPROVED EQUAL. ALL Terms T`j,4 T
C1/p�S it/o f e �'���•✓
HANGERS TO BE FASTENED TO WOOD WITH PROPER NAIL - ALL HOLES SHALL BE
NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO CONCRETE MAY BE
PARA-BOLTS, KWIK BOLTS, OR APPROVED EQUAL; MINIMUM EMBEDMENT PER UBC
TABLE 26-1.
TRUSSES
I
DWGS BY TILTON TRUSS OR WESTERN WOODS OR APPROVED EQUAL. TRUSSES ARE
SHOWN AS 24 INCHES C/C. SEE NOTES ON PLYWOOD. TRUSSES ARE A BIDDER
DESIGNED SYSTEM AND MUST BE STAMPED BY A REGISTERED WASHINGTON STATE
ENTINEER. SUBMIT CALCULATIONS FOR REVIEW.
MISCELLANEOUS LUMBER - OF #2 j
/A�Y/fiiM
ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER - - g.
• Q vq
1970 EDITION." BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE 1�N0'��o WASy�y J00,
PROVIDED WITH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH CONCRETE
SHALL BE TREATED. r�
PLYWOOD
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ROOF SHEATHING EQUIVALENT TO 19/32" CDX PLYWOOD (UBC IDENTIFICATION INDEX o,�, F01STE9 �4-
32/16) . NAILING PER PLANS. s`UONAL -
PRECAST WALL PANEL JOINTS 1/2" TYPICAL - SEE PLANS. SEAL WITH BUTYL OR
ACRYLIC SEALENT - SEE PRE-CAST PANEL DWGS. «oyd Quatter and arroai®ter
ERECT PANEL it PLACE engineers
PLACE ON SHIMMING PADS: ALIGN 8 LEVEL PER PANEL PLANS - FILL c�Q� � �L — ��� �pic/C•P�e p,o,box 997
WITH PRESSURE OR VIBRATED GROUT: 2500 PSI STRENGTH Iyr,n, weehinpton 98038
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