Plans 11/12/2002 TUE FAX 15037363014 /�s Fir zoo].
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1500 N.E. IRVING, SUITE #530
PORTLAND, OR 97232 2.4°02,
FACSIMILE TRANSMITTAL SHEET
•
TO: FROM:
Daryl Jones Dave Fisher
COMPANY: DATE
City of Tigard 11/12/02
FAX NUMBER: TOTAL O. OF PAGES INCLUDING COVER:
503 - 6243681 •
PHONE NUMBER: PHON NUMBER:
503 - 267 -0717
Greenway — scholls ferry auto FAX NUMBER:
503 -736 -3014 or 503 - 232 -0519
❑ URGENT OFOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE
NOTES /COMMENTS:
Daryl,
The enclosed are the foundation & rebar drawings for the CMU wall installation for
this site. Please review these documents. Thank you for your help.
Please call me with any comments OR questions.
•
Dave Fisher •
Project Manager
• Global Wireless by
a rs lam ; , h ® ilea
APP it , VED
PCS 503 - 267 -0717 /
FAX 503 -736 -3014 OR 503 - 232 -0519
dave.flsher @t- mobile.com .
R ION
•
11/12/2002 TUE 15:16 FAX 15037363014 0
NOV 12 2002 12: 39 . PM FR MILLER CONSULTNG ENG246 1395 TO 5037 63014 i . OF / 2
f t
MILLER
CONSULTING
ENGINEERS
FACSIMILE TRANSMITTAL FORM
TO: Dave Fisher FIRM: T -Mobile
FROM: Tom Fowler PROJECT: Scholls Ferry Auto Site
DATE: Tuesday, November 12, 2002 PROJ. NO.: 020409
FAX NO.: 503- 736 -3014 TIME: 11:55 AM
0 Copy to follow via 0 US Mail ❑ Courier Service ❑ Other
Total number of pages: 5 , including this page. Please call (503) 246 -1250 if you do
not receive all pages.
MESSAGE: Details for the chimney foundation.
Copy: Tom Ginsbach Fax 15031 682 -2753
Copy: Cole Graves, Contractor ( Fax: 503- 650 -7378)
•
9570 SW Barbm Blvd, Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246.1250 Fax (503) 246 -1395
11/12/2002 TUE 15:17 FAX 15037363014 Q003
NOV 12 2002 12:3• ' PM FR MILLER CONSULTNG ENG246 1395 TO 5037363014 P. 02/05
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ENGINEERS Fax: Fax: 246-1395 By 7?r. Ck'd Date r •r - e 6 7 Page
11/12/2002 TUE 15:17 FAX 15037363014 Q004
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ENGINEERS Fax: 246-1395 By' it Ck'd Date // 4 -1 .- 4‘:12.-- Page
11/12/2002 TUE 15:18 FAX 15037363014 Ij005
NOV 12 2002 12:40' PM FR MILLER CONSULTNG ENG246 1395 TO 5037$63014 P. 04/05
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ENGINEERS Fax: 246 -1395 6Y TCfi Ck'd Date 14 Page
9
11/12/2002 TUE 15:19 FAX 15037383014 Q006
NOV 12 2002 12:40 PM FR MILLER CONSULTNG ENG246 1395 To 5037363014 P. 05/05
NOTE: PLACE A 6 -INCH LONG SLEEVE OF 1 -INCH DIAMETER PV •
AROUND THE #5BAR DOWELL. FILL PVC SLEEVE WITH
URETHANE FOAM TO KEEP DOWELL CENTERED IN PVC SLEEVE.
5 E.-_-g- vE5 L /A/SFr O F / of I)were..
•
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NOTE:
LOCATE WAVE GUIDE
/` ENTRY 16" MIN. BELOW /
., TOP OF CMU WALL d Z-
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"" MONOPOLE
N - COAX- ."C.0LE BY OTHERS INTERIOR (91199 BY MICROFLECT) I
\.. ANCHOR ATTACHMENT (E) 8" CMU WALL
`■ : Y OTHERS I W/ #6 AT 48" O,C.
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• 9395
_ OREGON A �''°� CMU CHASE PLAN
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EXPIRES: //b 7 /d
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** TOTAL PAGE. 05 **
11/1x2/2002, TUE 15:16 FAX 15037363014 el ow.
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G et more fro I ife
1500 N.E. IRVING, SUITE #530
PORTLAND, OR 97232 Aa2 eozy9
FACSIMILE TRANSMITTAL SHEET
TO: FROM:
Daryl Jones Dave Fisher
COMPANY: DATE
City of Tigard 11/12/02
FAX NUMBER: TOTAL O. OF PAGES INCLUDING COVER:
503- 624 -3681
PHONE NUMBER: PHON NUMBER:
503- 267 -0717
Greenway — scholls ferry auto FAX NUMBER:
503 - 736 -3014 or 503 -232 -0519
•
❑ URGENT DFOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE
NOTES /COMMENTS:
Daryl,
The enclosed are the foundation & rebar drawings for the CMU wall it sta:lation for
this site. Please review these documents. Thank you for your help.
Please call me with any comments OR questions. 1,,
Dave Fisher - /
Project Manager /4it Global Wireless by /
m Tm e _
AP f R 0 ED
PCS 503- 267 -0717 /
FAX 503- 736 -3014 OR 503 - 232 -0519
dave.fisher @t- mobile.com .
V SION
11 /1'2 /200. 15:18 FAX 15037363014 J 002
NOV 12 20 2 12:39 PM FR MILLER CONSULTNG ENG246 1395 TO 5037363014 V. /u5
MILLER •
CONSULTING
ENGINEERS
FACSIMILE TRANSMITTAL FORM
TO: Dave Fisher FIRM: T -Mobile
FROM: Tom Fowler PROJECT: Scholls Ferry Auto Site
DATE: Tuesday, November 12, 2002 PROJ. NO.: 020409
FAX NO.: . 503- 736 -3014 TIME: 11:55 AM
❑ Copy to follow via ❑ US Mail ❑ Courier Service ❑ Other
Total number of pages: 5 , including this page. Please call (503) 246 - 1250 if you do
not receive all pages.
MESSAGE: Details for the chimney Inundation.
Copy: Tom Ginsbach Fax (503) 682 -2753
Copy: Cole Graves, Contractor ( Fax: 503- 650 -7378)
9570 SW Barbra Blvd, Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246-1250 Fax (503) 246 - 1395
11/1::/2002 TUE 15:17 FAX 15037363014 U003
NOV 12 20b2 12:39 PM FR MILLER CONSULTNG ENG246 1395 TO 5037363014 P.02/05
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11/1Y'/2002 TUE 15:17 FAX 15037363014 J 004
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11/12/2002 TUE 15:18 FAX 15037363014 laoos
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11 /•2 /200? TUE 15:19 FAX 15037363014 a)006
NOV 12 2002 12:40 PM FR MILLER CONSULTNG ENG246 1395 TO 5037363014 P.05/05
•
NOTE: PLACE A 6 -INCH LONG SLEEVE OF 1 -INCH DIAMETER PV
AROUND THE #5BAR DOWELL. FILL PVC SLEEVE WITH
URETHANE FOAM TO KEEP DOWELL CENTERED IN PVC SLEEVE.
5 C� (/L= 5 'L ✓
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ENTRY 16" MIN. BELOW �X TOP OF CMU WALL ° Z
"• CENTERED ON
\ MONOPOLE
�,
--- COAX-..CABLE BY OTHERS INTERIOR ` ( B1199 BY MICROFLECT)
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--4- 36" DIA. PIER - ----- 1 --.\
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� C i . L.. — — — — — — — — I BARS TYP.
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� �- _+ VERTICAL STL. IN
'\ U 1 — '4 6 R JOINT (2) EACH
• �:c ` `i�'''�� f�;}► CENTER TYP. (3)
c7 ,� ,� AT GROUND LEVEL SIDES
r ! . 9399 Pa
� . OREGON 1 �'' 'r CMU CHASE PLAN •
, . ib 04), Ncs% ( 5-
-� N.T.S.
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** TOTAL PAGE. 05 **
09/20/02 FAX FAX 5 MICROFLECT ) /...---77(2.. • 0 022
i. 6U 'aooa -oa a �9
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1 (4) -1 V2'0 x 60' ANCHOR BOLTS F
ON A 20' BOLT CIRCLE / a 3 � � ��'�
3' - to 0' 0 HOOP P po-n
Diameter "�Iff 44100
( j A TO AID PLACEMENT a
OF ,ANCHOR BOLTS - - ���� i
ri iy ORIENT TIE HOOKS
IN SAME DIRECTION { •
MAINTAIN 3' MIN. 0 (6) -u9 VERTICAL '
. is .4., v rra.
COVERAGE REINFORCING BARS
SECTION A —A
NTS
3' APP1O\ji
1 REMOVE TEMPLATE AFTER /
1' CHAMFER Diameter » CONCRETE IS SET
■ (4)- 1.50'0 x 60' ANCHOR BOLTS
1 Q
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: 8 1/2' ANCHOR BOLT PROJECTION tx.
� • • •.• DOUBLE HOOPS 13 TOP
O
0 161 -09 VERTICAL
-- MI • REINFORCING BARS
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•
- ' • '• + HOOPS, APPROXIMATELY
I. r EQUALLY SPACED ON PIER
° HEIGHT, DOUBLE AT TOP.
• A ••• • ; ANCHOR BOLTS -
• o DOUBLE NUTS 8 F,W, •
/ \i■. =ASE PLATE
1
I- - 0' 7Z.1 -1 11•!, ,1 In
Diameter ¢ 111 LEVELING NUTS
PIER SECTION 1
NTS . E DRAIN PLATE
0
• NOTE: Z DRY PACK AFTER MONOPOLE
Adjust vertical rebar lengths to in IS ERECTED.
maintain 3' concrete cover, Pier DRAIN PLATE INSTALLATION
cap may be square by using a width
dimension equal to the fooling diameter. EXTREME CARE SHOULD BE TAKEN TO
ASSURE THAT ALL LEVELING NUTS ARE
LEVEL WITH RESPECT TO EACH OTHER
PRIOR TO ERECTION OF THE TOWER
° i DRILLED PIER FOUNDATION
P r1 VOICESTREAM WIRELESS
P Greenway SUV P003932D ym p
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tri 11 valmont V BY JLJ
. ^' MICROFLECT DATE 18JUNO2
IQ
m m s s STREET se, SALEM, OR 07302 5.0, 15700 -62 t
MAIN, 601363-9M PAX 50313E,-SO40 _
09/20/2002 FRI 13:50 FAX 15037363014 Q003
09/20/02 FRI 12:39 FAX 503 916 2040 , MICROFLECT 4009
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/ FOUNDATION NOTES:
1. Soil parameters per geotechnlcal evaluation by Northwest Geolech, Inc. Prof. No. 1053.46.1,
dated May 31, 2002.
2, All concrete shall have a minimum compressive strength of 3000 psi 8 28 days and shall conform to the ACI •
standard building code for reinforced conrete, ACI 318, the lastest edition.
3. All reinforcing shall be intermediate grade deformed bars conforming to ASTM A615 grade 60 (60,000 psi min
yield) and -shall be provided by the foundation contractor.
4. Pour concrete against undisturbed soil and form portion above ground only.
5. Anchor bolts to be ASTM F 1554 Grade 55.
6. Underground utilltiee should be located prior to excavation.
7. Design based on the following reactions: Maximum overturning moment - 23.6 ft -kips,
Accumulative shear at base • 0.97 kips. Total weight - 1.99 kips
8. Estimated concrete volume - 3,53 cu. yards.
9, Dry packing procedures: Mix 2 parts sand, one part cement, and add just enough water to allow molding
a shape by hand. Restrict the water content to a minimum (this minimizes the possibility of shrinkage
when the mortar, dry -mixed for maximum density and strength. Is packed in place.) The packing shall be
done by hand, ramming with bare or caulking tools, or a combination thereof.
•
10. If water Is present in the excavation, the use of drilling fluid may be required to control flowing silts
and sands. The pier excavation will need to be cased to prevent caving and possible lose of support to
adjacent building foundation during construction. See referrenced geotechnlcal report.
REBAR LAP SPLICE GRADE 60 REBAR
(Uncoated rebar, normal wt. concrete) ACI 318 -95
Rebar Rebar Specified Overlap (inches) Size Part no. Wt /ft 10db dw dew
Size Grade Concrete Vert a3 11 -97203 0.38 2 1/4' 1 1/2'
Strength *4 11 -97204 0.67 5' 3' 2'
*3 60 3000 psi 13 005 11 -97205 1.04 3 3/4' 2 1/2'
*4 60 3000 psi 17 *6 11 -97200 1.50 4 1/2' 4 1/2'
u5 60 3000 psi 22 *7 11 -97207 2.04 5 1/4' 5 1/4'
*6 60 3000 psi • 26 a8 11 -97208 2.67 6' 6'
*7 60 3000 psi 38 59 11 -97209 3.40 9 1/2'
a8 60 3000 psi 43 1010 11 -97210 4.30 10 3/4'
*9 60 3000 psi 48 *1 4 • .11 5.31 12'
tt10 60 3000 psi 57 :: -- s'•' '• +standard hook detail chart
*11 60 3000 psi 71 '?' , etar • .1,? rrup hook detail chart
Splicing is an alternative to specified ???"' �, ' � I � 9
material listed in rebor schedule. - 15;f .
N _ \ outside din
4111pli 0•;:.4
J1‘ dew
• REINFORCEMENT STEEL SCHEDULE 0 135° bend
Sym Type Rebar Rebar Dimensions Weight Qty •
10db
Size Spacing a b c d ; (10db) (tbs)
1 A n9 13' -0' . 265 6
• 2 • F o4 EQUAL 2' -6' '2' • -5' . 88 15
Total steel weight for complate foundation Installation . • • 353 1-"--- °
SIR Option: May use u4 spiral 5 0 12' with 1 1/2 extra turn tap and bottom A
f = DRILLED PIER FOUNDATION . • • .•1
•
z M . VOICESTREAM WIRELESS •
° Greenway SUV P003932D • • - •
m
BY JU i
V110nt CK .16 _
S ^+ MICROFLECT
DATE 18JUNO2
3375 25Th STREET 3E. SALElb off 97302
MAIM 15031303 -0257 FAX. 150513•6 -2040 5.0. 15700 -62 b
09/20/2002 FRI 13:50 FAX 15037383014 N001
09/20/02 FRI 12:.38 FAX 503 316 2040 MICROFLECT A X01
PARTS LIST
11B.. M R 1 F HARDWARE LIST
iM a w ea,W /11P1
all
.7
1 A/Y �m ,
LY, . U10 N(AA
M . ,M IYAOG
TOTAL WLV. MPJOTT • 77OOO
n .
III
fz iii '61
III
4 11 w
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• 7 11
111
111
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1
gal [PAW
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ANL l 111 40.103, I I
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SECTION A -A
A.m. 1M
m Pa.
a
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Oo6LE Hun " MI. ., nAn ■ wn
�11`
1 aPAM KATE p
M
CPT PAC( APIG 10:0047.4
O ERECT=
DRAIN PLATE INSTALLATION
Ofnoe CAPE *pl ;o 00 ,N®1 TO
44 7147 NA LAMM 117/ ANS
WO. WTI MRCP TO EA01 aTMO '
19O1E TO ERsxTW TN. 4O Pale V
•
eo.
REFERENCE DRAWINGS: "
1711 nAn
in
RV 7.04411 UAL PLO RIX 1.4060
000001O wrNLATOI A•19I4 - - raP 101 L10 Lim 40 a 0400111111:01
MAIM PEP 440A1101 7 4711 .4097! .
Nmea0WOW r WO 01.0010 1
m0V1° w,. 4," o ‘ ,. ELEVATION
i 111
Q i1 1 if \ ` 4 • 1
aE � n 7OIIOEO {o 4a0 E TE,7�In�i n ?.a 1 41 I :::: :., 0 '.. I '
P J.1,1 1 It 1w YYiI n 01 0 s h 0 /gird W lM 1
+ j �' ��g YW .00• Man M 1 011 h o 0, m I 4 •
omA.ai 74. wV m 0*0 beIw 00.01e el
St - on J vM > Oa IAA OW N a Om, .70c0
+ • I. Nay tl O✓I m114,= ..s .sq'
• .. I. w Y1
40.- l...�
PARTS LIST
MARK DESCRIPTION OTY
116108 MONOPOLE WELDMENT _ 1
114786 HANDHOLE COVER PLATE 2
A7368 DRAW PLATE 1
HARDWARE LIST
SYM OTY DESCRIPTION
H4X 4 3/80 X 1 05 BOLT
LW3 4 3/80 LOCKWASHER
FW3 4 3/80 FLATWASHER
TOTAL GALV. WEIGHT - 2.300a
x 2001
n 4 n
I I I I
I 1 I 1
I 1 1 1
`gyp I I 1 1 1
I I 1 1 ' r
I I I I
I I I I
I I .1 I I - 40' - C
I I I I
I I I I I
I 1 I I
' I I I I I
I I I I
I . 1 I I
I 1 1 I
U J U
1 2 0 ' 0 2- CARRIER
1 CELL SILO
1 SEE DRAWING
N I B-116087
;a n a n
1 I I I
131 EMS ANTENNAS 1 I I I
RR65 -19 -0001. AT 1 I 1 I I
•� 40' -6' 8 32' -6' �'s T
B I I I I B
• � 4 1/2 OD. MAST I I I I I
1 1 1 1
I I d I 1 32' - 4_
I I I
I I I
SECTION B —B 1 1 11
I I I I
1 1 1
I ' I I
I I I
U j U
•1
I
\
TOP _ -
114786 TYP -.
141 -1 3/40 HOLES H4X -2
• \ ,
ON A 200 B.C. ® -2
/ �4r1-11--Witilb‘ , B ASE PL 1 THK. X 23 3/40
® -2
1 A. TWO 6 X 9 PORTS
\ \ WITH COVERS
1.,■\.
, ., , --/ °wJ
- - cc <Q I. -__ _ ____ \ _' ENTRY PO ET 18' - sa3 — _
ON THIS FACE Fc J r
OF POLE Za.
V
� • ONE ONLY
SECTION A —A
m Emil 1700a
o
i.
oi
ANCHOR BOLTS %111
DOUBLE NUTS 8 F.W.
1
1 \ 1) BASE PLATE
rv o
y
■ a ut _ 10r. LEVELING NUTS
0
i DRAIN PLATE m
0
Z DRY PACK AFTER MONOPOLE
11 IS ERECTED.
DRAIN PLATE INSTALLATION
EXTREME CARE SHOULD BE TAKEN TO
ASSURE THAT ALL LEVELING NUTS ARE
LEVEL WITH RESPECT TO EACH OTHER 14
PRIOR TO ERECTION OF THE POLE -- O.D
or ol
REFERENCE DRAWINGS:
A7368 I
m DRAIN PLATE
20'0 2- CARRIER CELL SILO INST. B- 116087
GROUNDING INSTALLATION A -75754 v •— TOP OF PIER LEVEL WITH TOP OF CONCRETE FLOOR
DRILLED PIER FOUNDATION 12 SHTS) B- 115575
ANCHOR BOLT ASSEMBLY B- 116113 - '
iEY DeS1:I1PTtaN DATE BY /Cx E L E V A T I O N
o -1 -< o n '/
V7 m m
3 � �
V
o • C Q l a ■ m m m
N S r l/ i -< • f p R ,�^. r
T '� O = < m �. `* (I. .� ALL ASTM A325 BOLTS AND MONOPOLE ANCHOR BOLTS
y Q v rt O im 3 / : � ARE TO BE TIGHTENED TO A SNUG TIGHT CONDITION.
s S 0 'A snug tight condition is defined as the tlghlness
V1 O that exists when all plies in a join) are in firm
U r w i O • / contact. This may be attained by a few impacts of
T p M 1--■ ':e • an impact wrench or the full effort of a man using
an ordinary spud wrench.'
Rel. •Specllication tar ASTM A325 or AC90 Bolls.'
Manual of Sleet Canstrucl
J N Allowable Stress Design. AISC. 9th Banc., 0p 1989. page 5 -273
.
BILL OF MATERIALS
MARK DESCRIPTION OTY
AC12329 20 '0 x 8' RADOME, GRAY 2 ,
116085 ANTENNA MAST 1
108761 MAST CAP 1
115856 ANTENNA MOUNTING BRACKET, 4 1/2 OD 12
106723 ANTENNA ATTACHMENT CLIP ANGLE 24
H4 3/80 x 1 G5 BOLT, NUT, & L.W. 24
H6 3/80 x 1 1/2 G5 BOLT, NUT, & L.W. 3
17 1/20 x 1 3/4 G5 BOLT, NUT, & L.W. 12
C14 3/40 x 3 1/2 A325 BOLT, NUT, & L.W. 4
NOTES:
1
1. FIBERGLASS CYLINDERS ARE MATCH DRILLED.
DO NOT INTERCHANGE CYLINDER HALVES.
2. RADOMES AND EXPOSED STEEL ARE PAINTED GRAY.
13/160 KNOCKOUT
FOR OPTIONAL
LIGHTNING ROD
108761 H6 -3
MAST CAP AC12329—� - . ---�-
i I 20'0 x 8' RADOME
IB BI
•
115856 -3 o < 1 �- 115856 Z
3 1- E ANTENNA MOUNT •
�\ 106723 -6 z z z 3 x 3/4 SLOTTED
z 0 < ; PAN HEAD SCREW, 116085 ' ®_6 I- 0_1- TYP. BOTH FACES.
Q < SCREWS SUPPLIED
4 1/2 OD 0 -3 In ° 4 1/2 I WITH RADOME.
• MAST i A ♦_OL7► CO ? z O.D.
rn pO
Q I B Bi
ee - 115856 •
1 ANTENNA MOUNT •
N T ❑0,❑
SECTION_ __B -B ' •
SCALE: 1 ° =1' -0" ;o 3 + B I B + AC12329F � '
00 Q e e 20'0 x 8' RADOME •
1- w I 1 115856 •
z • z Q 0 D AN MOUNT
LU •
F- 0_ 1 116085
< o MAST WELDMENT
•
ao cn 0 l 1 40011
(4) -COAX / 0 rn < 1 B 1 B •
HANGER - - -- u 115856
HOOKS "�
pl, (4) -7/8'0 HOLES ® , < ANTENNA MOUNT •
' _ lip `� 90° ON A 10° B.C. ^ t 1 i I IA N A+ i r°-�' , - (4) -COAX
"� HANGER
116085
\,,,, MONOPOLE HOOKS
SECTION A —A ELEVATION
SCALE: 1' =1' -0" SCALE: 3/8' =1' -0"
o P�irri'T` <
PI 1 20 "0 TWO CARRIER CELL SILO S ® 0 � ?? ;
z INSTALLATION m
I c a �� -'3, u,
� � � m
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o 0" BY PDC le&. Y o
V r , i � CK RM ' Y V _, ulz
°� m OD - MICROFLECT DATE 10AUG02 L �
3575 25TH STREET SE; SALEM. OR 97302 $ f 1 2 2002
MAIN: 1503)363 -9267 FAX: 1503)316 -2040 S.O.
A.
A
(4) -1 9/160 HOLES
��W ON A 200 BOLT CIRCLE
PARTS LIST / \
MARK DESCRIPTION OTY / \
•
AC50894 ANCHOR BOLT KIT 4 !
A7367 TEMPLATE 2
\ /
\ //
�r
A7367
e
0
0
0 o e
B e e
0 0
e e e
A7367 Iii 'II' Iii
REMOVE TOP TEMPLATE t• ' '•'
''II IIII IIII ''II II`` IIII
AFTER CONCRETE HAS SET. l� l� lI
AC50894
- -- --- - - _ TYP �— — -- —
A7367
NOTE:
LEAVE 1 1/2 — — El=
14 THREADS BELOW NUT. I I ,1171
1 4 LJ
A \CHOR BOLT ASSEMBLY
ASSEMBLY NO. 116113
rn 1 1/2 "o X 60" ANCHOR BOLT ASSEMBLY :. •`.` tf ' .,-
rn m
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u1 - MOCROFLECT DATE 13AUG02 SEP 1 2 268 .
3575 25TH STREET SE: SALEM, OR 97302
MAIN: (503)363 -9267 FAX: (503)316 -2040 S.O.
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va ont
MICROFLECT
Communication Division, Valmont Industries, Inc. 3575 25th Street SE Salem, Oregon 97302 -1123 USA
800- 547 -2151 Fax 503 - 363 -4613 www.valmont.coni
_JUN 1 9 2002
,
�'uW �J
V'• �/
EXPIRES ON
SUMMARY STRESS ANALYSIS JUN 3 0 2003
DATE: 18- Jun -02 VERSION: 2.01
TOWER MODEL: 44 ft Pipe Pole
CUSTOMER: VoiceStream Wireless
SITE: Greenway SUV P003932D
S.O. #: 15700 -62 BY: JLJ CK:
RZGE
juN2.
Lit I ofe liit ,
B UILDIN G
Page 1 of 7
v
•
MATERIALS & CODES:
STRUCTURAL STEEL: ASTM A36 & A572 GR.50, all pipe ASTM A53 GR.B (Min. Fy=46 ksi)
ERECTION BOLTS: ASTM A325X & SAE GR.5
ANCHOR BOLTS: ASTM F 1554 GR.55, Class. 2A, including supplementary requirement S1.
STEEL: AISC 9TH EDITION
CONCRETE: ACI 318-95
INDUSTRY: EIA \TIA -222 -F
DESIGN CRITERIA:
WIND: 80 mph
ICE: 1/2" Radial
SOIL: per report by Northwest Geotech, Inc. Proj. No. 1053.46.1 dated 31 May 02
DESIGN ANTENNA LOADING:
1.) (3) EMS RR065- 19 -00DP inside 19" radome from 38' -44'
2.) (3) EMS RR065- 19 -00DP inside 19" radome from, 32' -38'
•
•
•
LOAD CASES:
1. 100% Wind and no ice.
2. 75% Wind and 1/2" ice.
NOTES:
1. The maximum twist/sway at 50 mph wind loading is .1 degrees < 1.0 degrees. -- OK
2. All allowable stresses have been increased by 1/3 per EIA/TIA- 222 -F, Section 3.1.1.1.
Page 2 of 7
File Name = 15700
•
File Location = J: Monopole\
•
44ft MP for VoiceStream at Greenway SUV P003932D
Specification EIA -F
Wind Speed (MPH) 80
Base Elevation (ft.) 0
.Ground Mounted (Y or N) Y
• Pole. Height (ft.) 32
Increment Length (in.) 12
Ice Thickness (in.) 0
Ice Density (PCF) -56
•
POLE SECTION, DATA N DATA
Young's, Modulus, E = 29000000 psi
Shear Modulus, Es = • 12000000 psi _
Steel Density = -490 PCF
Sta To Dia Wall Area Inert Polar Wind Weight
ft ft in in inA2 • inA4 inA4 psf lb /ft .
0 32 14 • X 0.375 16.05 372.76 745.52 0 54.62
POLE LOADING DATA
Sta Thru Area/Ft Moment Weight Torque W
ft ft SqFt/Ft ft-lb lb in -lb lb /ft
32 32 11.9 -1960 240 0 0
SUPPORT CONDITIONS
Fixed at Base of Pole.
•
ANALYSIS. OUTPUT
Ht Def Sway Curv. Shear Moment Mc /I Axial P/A Twist Wind Pressure
ft in deg kips K -ft ksi kips ksi deg PSF -
0 0 0 0 22.27 5.018 -1.99 -0.124 0 27.69
-0.93 •
32 1.137 0.2565 0.00003 1.96 0.442 -0.27 -0.017 0 27.69
0
PIPE COMBINED, STRESSES:
Section 1: 5.142 ksi < .66 *46 *(4/3) = 40.5 ksi Allowable -- OK
SWAY:
The maximum Sway at 50 mph and at the top of the monopole is .1 degrees.
• Page 3 of 7
Reactions:
(Reference Engineering Journal /AISC, 2nd Quarter, 1983, p.58)
Maximum Moment (kip -ft) = 2227 '1
Maximum Shear (kips) = - . 0.93 I
Maximum Axial (kips) = ;1.99.
Stress Increase Factor = 1.333 .,
Anchor Bolts:
Number of bolts = r . ; '. d Fy (ksi) = 5'51
Bolt Diameter (in.) = 1 ".5 Bolt Tensile Area (in ^2) = 1.410
Bolt Circle (in.) = L 20.00
Maximum Tensile Force (kips) = Moment/((# Bolts/2)*(Bolt Circle /2)) = 13.4
Maximim Shear Force (kips) = 0.233
ft (ksi ) = (Tensile Force + (1.85 "Shear Force)) /(Bolt Tensile Area)
ft (ksi) = 9.8
Ft (ksi) = 0.55*Fy*Stress Increase Factor
Ft (ksi) = 40.3 > 9.8 -- OK
USE 4 -1.500 Dia. ASTM F 1554 Grade 55 Anchor Bolts on a 20.00 Dia. B.C.
Base Plate:
For base plate bending resulting from the tensile load in one anchor bolt, consider the plate
to be fixed along the gussets and the pipe and free at the outer edge. Further simplify
to a rectangle with the dimensions shown.
Base Plate Diameter (in.) = , :23.75J
Reference Roark's formulas for Stress & Strain, Sixth Edition, Table 26, p. 469, section 10a,
to determine the minimum base plate thickness.
V u 2 a
t min = F b t min = 0.531 Pipe Weld
n t= F 1 A00 _ 1 / / / / / / ///
/ A B' /
Where: a (in.)= : / / y
b (in.)= 4.5) / / b
—y`
fl= 1.348 / / 0
q (ksi) = 0.371 / / °'
Fb (ksi) = 36 / C' D' /
USE 1.00 in. x 23.750 Dia. A36 BASE PLATE
Page 4 of 7
GUSSET PLATE AND WELDS:
In calculating stresses in the plates and welds for the gusset plates it is assumed that
the tensile load from one anchor bolt will be distributed 1/3 to the gusset plates on either
side of the bolt and 1/3 to the pipe base, plate.
' Tension per Gusset (kips) = T = 4.454 c (in.) _ • .1:06"
Weld thickness on gusset (in.) = wtgus = -- 0.250 d (in.) = - 1;:00'
Weld thickness on base (in.) = wtbas = . .0.250 k (in.) _ 3.625
Thickness of gusset (in.) = t gus = . 0 L (in.) = 8:000
Weld Fy (ksi) = Wfy = • 70 m (in.) = 0.875
Weld Stress Along 'FG':
=T /(2 *.707 *wtbas *k) = 3.5 ksi < 28.0 ksi allowable -- OK
Plate Tensile stress along 'FG':
=T /(t gus *k) = 3.3 ksi < 28.8 ksi allowable — OK
Moment along 'HJ':
= T *((k/2) +m) = MomHJ = 12.0 in -kips
Shear Stress in weld along 'HJ':
=(((6 *MomHJ /(2 *0. 707 * wtgus*(L^2)))^2)+((T /(2 *0.707 *wtgus *L)) ^2)) ^(1 /2)= 3.5 ksi
= 3.5 ksi < 28.0 ksi allowable -- OK
Plate Tensile stress along 'HJ':
= 6 *MomHJ /(t gus *(I ^2)) = 3.0 ksi < 28.8 ksi allowable -- OK
/\,1 r
PIPE MAST
GUSSET PLATE
4
wtgus
L ir wtgus • TYP
d wt bas U ' � �
IX
T m \ \\ ZINC CUP ∎ \ \
T L ZCCL
k
TYPICAL GUSSET PLATE MONOPOLE BASE DETAILS
Page 5 of 7
Base Reactions & Footing Dimensions:
' INPUTS
M= 22.27 Overturning Moment (kip -ft.)
V= 0.93 Lateral Shear (kips)
H= , ; 0.50 Cap Height (ft.)
S= 4.00 Cap Diameter (ft.) - (Check A/B physical fit)
B= ..4.00' Footing Diameter (ft.) - (Check A/B physical fit)
D= $,00 Footing Depth (ft.)
q= 250 Allow. Lateral Pressure (PSF /ft.)
F= '[.33 Stress Increase Factor
Cov= 6,00 Cover (in.)
Reference USBR DS -10 -7 Figure 3, Para. 2.5B:
C = MN + H = 24.45 ft.
b = (2 *V *D + 4 *V *C) /(2 *V + S_2 *D *B) = 2.55 ft.
a =D -b= 5.45 ft.
S_1 = (a ^2) *S_2 /(4 *D *b) = 0.45 ksf
S_2 = 12 *V *C /((D ^2) *B) + 6 *V /(D *B) = 1.24 ksf
S_1_allow = q *(a/2) = 0.68 ksf OK
S_2_allow = q *D = 2.00 ksf OK
By approximating the equation for the footing pressure curve,
the maximum shear and maximum moment in the pier can be found.
A_1 = 2/3 *a/2 *S_1 *B = 3.29 kips
A_2 = A_1 - V = 2.36 kips
n(x ^2) = y[2nd order curve] = => n(a/2) ^2 = S_1 *B
solving for "n" gives: 0.24
A_2 = (S_1 *B) *x - (1 /3) *n *(x ^2) *x = 2.36 kips
solving for "x" gives: 1.44 ft.
Max. Shear = 2*A_1 - V = 5.65 kips
Max. Moment = M + V *(a/2 -x +H) - V *(a /2 -x) /3 = 23.53 ft-kips
Page 6 of 7
Foundation Reinforcement: vertical bars spaced equally inside hoops
INPUTS
•
N= "�` �! ;Yi1° Number of Vertica Bars 5% of Ag = 9.04778684
#= . R 9 Rebar Number (size)
__= Bending (Neglect Concrete Strength)
A = Area of One Bar = 0.99 in.A2
S. = I/c where; 81.48 in.A3
I = sum(A *d' "2)/2 = 1425.82 in. ^4
• d' = distance between neutral axis
& the centroid of each vertical bar = 16.94 in.
c = distance to extreme fiber = 17.50 in.
M_ult = I .7 *M = 480.11 in -kips
fb_ult = M ult/S = 5.89 ksi OK
Fb_allow = 0.9 *Fy *stress increase factor = 72.0
Use 10.- #9 Vertical Bars, 8.00 ft. long
equally spaced, inside 36 in. hoops.
__= Shear
V_ult = 1.7*V = 9.60 kips OK -
V_allow = 0.85 *2 *sgrt(fc) *bw *d = 183.0 kips
No Shear Reinforcement Required
Nominally provide #4 hoops, 36 in. diameter @ 12 in. spacing.
•
Appr. Concrete Volume = 3.96 CY
Vertical Bars:
Use - 10 # 9 bars, Length = 8.00 feet, weight = 272 lbs.
Horizontal Bars:
Use - 10 # 4 ties, 3.00 ft. Dia., weight = 69 lbs.
Anchor Bolt Projection:
Use an anchor bolt projection of 8.125 in. rounded up to the nearest 0.5 in.
Page 7 of 7
,,
ti
MATERIALS & CODES:
STRUCTURAL STEEL: ASTM A36 & A572 GR.50, •
All pipe is ASTM A53 GR.B (min Fy =46ksi).
ERECTION BOLTS: ASTM A325X & SAE GR.5
ANCHOR BOLTS: ASTM 1554 GR.55 Class 2A,
Including supplimentary requirement S1. (2) -19'0 x 72°
STEEL: AISC 9th Edition 7 EMS RADOMES
CONCRETE: ACI 318 -95
INDUSTRY: EIA \TIA -222 -F '
WELDING: American Welding Society D1.1
Structural Welding Code, Latest Edition iv
DESIGN CRITERIA: '
WIND: 80 mph + B B
ICE: 1/2' Radial
SOIL: Per report by Northwest
Geotech, Inc.
Project No. 1053.46.1
Dated: 31 May 02
°\-- 6 x 8 HANDHOLE
DESIGN ANTENNA LOADING: w/ COVER
1.) 19' Diameter AcCELLerator at 32' -38'
2.) 19' Diameter AcCELLerator at 38' -44'
REACTIONS:
Maximum Moment (kip -ft) = 22.27
Maximum Shear (kips) = 0.93
Maximum Axial (kips) = 1.99
0
v
8 x 16 PORT
fcD1) (4)- 13/160 SLOTS ,
ON A 120 B.C. --
FOR MOUNTING
FIBERGLASS ANTENNA.
A
C
-- - , — 14 °0
SECTION B -B
1 '=1' -0'
0
OD
Q / BASE PLATE
1 x 23 3/4 0.D.
\� �/
O • + A A+
�' `\ (4) -1 3/40 HOLES �,
FOR 1 1/20 A.B.'s
/ O \ ON A 2 FIG/t,RU _ - _r. L . r 3
Approved ( ): � - --/ . ' • >\\,,
Conditionally Approved ( ): , f 2 1 2002
For only the work as described in: Zo . ,
SECTION A
ERMIT NO. '� -Y ‘a.;.,: 4 . e Letter to: Follow B ULL ' TVp. '-'1,
1• =1' - 0' Attach `'
ELEVATION Job Address:
By: Date: 1/4° =1
2 "OD a.
0 m
N 44' PIPE POLE - PERMIT DRAWING 1 9 2°°: `
z VOICESTREAM WIRELESS �� PROfF m LA
P G3 SITE: G REENWAY SUV PO- 03932 -D � r ' � � NF . • A o <
Go
ga 7: 7 (7)
BY RS °
lIt T CK AHD + 4 / 1 Q m
ON j MICROFLECT DATE 19JUNO2 O 5
3575 25TH STREET SE, SALEM, OR 97302 E G �' m
MAIN: (503)363 -9267 FAX: (503)316 -2040 5.0. 15700 -62 x
arum WI
JUN 3 0 2003
T
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•
(4) -1 1/2'0 x 60' ANCHOR BOLTS
ON A 20' BOLT CIRCLE .
4' - 0' ()HOOP
Diameter
''` TO AID PLACEMENT
/1 1 :2 OF ANCHOR BOLTS
ORIENT TIE HOOKS IN SAME DIRECTION
MAINTAIN 6° MIN. 0 (10) -tt9 VERTICAL
COVERAGE REINFORCING BARS
SECTION A -A
. NTS
4' -0° I REMOVE TEMPLATE AFTER •
1° CHAMFER Diameter CONCRETE IS SET .
a (4)- 1.50 °0 x 60° ANCHOR BOLTS
E
;o
e 1
6 8 1/2° ANCHOR BOLT PROJECTION
s
'0% e • • • • s • • • • DOUBLE HOOPS @ TOP
1 o
0 (10) -1:39 VERTICAL
. ,..• REINFORCING BARS
A • n A I .
p
• . , v . • D • • - _
. .� O (10) -tt4 REINFORCING BAR
Co HOOPS, APPROXIMATELY
EQUALLY SPACED ON PIER
HEIGHT, DOUBLE AT TOP.
V
• o ANCHOR BOLTS I -
•• .• n •°d. • M1 1 1
• • 9--, o 1 DOUBLE NUTS & F.W.
��_-- I o
11 t1 BASE PLATE
fir MO
Diameter WI 1�1� LEVELING NUTS
. PIER SECTION v
NTS E DRAIN PLATE
0
z
* NOTE:
DRY PACK AFTER MONOPOLE
in IS ERECTED. •
Adjust vertical rebar lengths to
maintain 3° concrete cover. Pier DRAIN PLATE INSTALLATION
cap may be square by using a width .
dimension equal to the footing diameter. EXTREME CARE SHOULD BE TAKEN TO
ASSURE THAT ALL LEVELING NUTS ARE
LEVEL WITH RESPECT TO EACH OTHER
PRIOR TO ERECTION OF THE TOWER
73 - rn DRILLED PIER FOUNDATION ' O PROF JUN 1 9 2002. `
rn VOICEST WIRELESS 4 ' � S Si,
in
° • Greenway SUV P003932D 4 , F9 4, �_-- Z m
1v tar • $ 4
V)
p BY JLJ !.� ( z
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V v f' m
` i MI CROFLECT DA T E 1 8JUNO2 �Y 20_1,2',7.4°:)./
N 3575 25TH STREET SE, SALEM. OR 97302 E. f `
MAIN: (503)363 -9267 FAX: 1503)316 -2040 5.0. 15700 -6 x
- Ehr1110 ur
JUN 3 0 2003
b
•
FOUNDATION NOTES:
1. Soil parameters per geotechnical evaluation by Northwest - Geotech, Inc. Proj. No. 1053.46.1,
dated May 31, 2002.
2. All concrete shall have a minimum compressive strength of 3000 psi ® 28 days and shall conform to the ACI
standard building code for reinforced conrete, ACI 318, the lastest edition.
3. All reinforcing shall be intermediate grade deformed bars conforming to ASTM A615 grade 60 (60,000 psi min
yield) and shall be provided by the foundation, contractor.
4. Pour concrete against undisturbed soil and form portion above ground only..
5. Anchor bolts to be ASTM F 1554 Grade 55.
•
6. Underground utilities should be located prior to excavation.
7. Design based on the following reactions: Maximum overturning moment = 22.3 ft -kips,
Accumulative shear at base = 0.93 kips, Total weight = 1.99 kips
8. Estimated concrete volume = 4.0 cu. yards.
9. Dry packing procedures: Mix 2 parts sand, one part cement, and add just enough water to allow molding
a shape by hand. Restrict the water content to a minimum (this minimizes the possibility of shrinkage
when the mortor, dry -mixed for maximum density and strength, is packed in place.) The packing shall be
done by hand, ramming with bars or caulking tools, or a combination thereof.
10. If water is present in the excavation, the use of drilling fluid may be required to control flowing silts
and sands. The pier excavation will need to be cased to prevent caving and possible loss of support to
adjacent building foundation during construction. See ref errenced geotechnical report.
REBAR LAP SPLICE
(Uncoated rebar, normal wt. concrete) ACI 318 - 95 • .GRADE . 60 REBAR
Rebar Rebar Specified Overlap (inches) Size Part no. Wt /ft 10db d* d **
Size Grade Concrete Vert 333 11 -97203 0.38 2 1/4' 1 1/2' •
_ _ - Strength 334 11 -97204 0.67 5° 3° 2°
333 60 3000 psi 13 335 11 -97205 1.04 3 3/4' • 2 1/2°
334 60 3000 psi 17 336 11 -97200 1.50 4 1/2' 4 1/2°
335 60 3000 psi 22 337 11 -97207 2.04 5 1/4' 5 1/4°
336 60 3000 psi 26 338 11 -97208 2.67 6' 6°
337 60 3000 psi 38 339 11 -97209 3.40 9 1/2°
338 60 3000 psi 43 3310 11 -97210 4.30 10 3/4'
339 60 3000 psi 48 3311 11 -97211 5.31 12°
3310 60 3000 psi 57 * Refers to ACI standard hook detail chart
3311 60 3000 psi 71 .. ** Refers to ACI stirrup hook detail chart
Splicing is an alternative to specified
material listed in rebar schedule.
• outside dia
a
d **
RE INF ORCEMENT STEEL SCHEDULE 0 135° bend
Sym Type Rebar Rebar Dimensions Weight Oty 10db
Size Spacing a b c d (10db) (lbs)
1 A 339 ' 8' -0' 272 10
* 2 F 334 EQUAL 3' -0' 2' 5' 69 10
Total steel weight for complate foundation installation = 341 a
*Option: May use 334 spiral ® 12° with 1 1/2 extra turn top and bottom
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N MICROFLECT DATE 18JU 02i ( y 20 � co
3575 25TH STREET SE. SALEM, OR 97302 k' Ee r(ay� e •
MAIN: (503)363 -9267 FAX: (503)316 -2040 $.0. 15700 -62 _,
EXPIRES ON
JUN 3 0 2003
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