HomeMy WebLinkAboutTED4001782.44GIRDER G
I GIRDER A
5H I M PLATE
11-4" 1/2" MIN.
X 11-1011
NP ALL 4 noes}
ALL 5EARI NG5
200 K. CAPAC,ITY
t
BEAR I NG 5EAR1 NG Ci, 5EAR1 NG
PIER 1 PIER 2 PIED 10
BEARING PIER 5
FBEARI NG5 ^, KEY FLAN
1/2" MIN.
ALL. BEAR I NCB
Zoo K. CAPACITY
o—�
o �
t—CL
G-
F,�EARI NG
PIER 11
70P SEARING Ass E M 15L`f
---� - IE 1 "_ 10�" X 1/2 u x 2"_ 0 ►"
WITH Co - 1/2" 4" 5T U D5
G 1 "- 2 3/4 " GA.
-- _-- SOLE PLATE
POT 6EARRI NG
It
" 1�2"" 1"-011 � �. 1 S DIA. HOLES
FOR .1'" DIA. 1/2" NON- GI- RI N K
ANCHOR BOL75 G;ZOUT
BEE DE7AI L
LOWER
11/4► 1 '/4" CHAMFER.
(TYPI CAL)
Ck, BEAR I NG
PIER 12
PARALLEL. TO
LONGIT. GRADE
5UPER5T .UC:TURE
BEARI NG
5U 5ST RUCI' U RE
1/4 V MARLING
SASE PLATE Asa EM I3LY
1 "- 4 �" ,� 1 1/51" x 1 "_ 4""
NOTE.: AT C,ON1" RACTO;z= OPTION A 20 x 91/' 2 $/S" FA5R I C. PAD
VV ITH A 20" x 3/3z" x 91/2" VI RG1 N TEFL ON PAD PLUS 5TAI N LE55 57EEL
PLATE 0.09" TH10G WNDED TO 60LB PLATE MA,Y BE S1.155TITLUTED
FOR POT BEARING. FA5;L I C, PAID TO BE GLUED TO GROUT PAD
WITH APPR0\/ED RU55ER CEMENT. THE VIRGIN TEFLON PAD SHALL 5E 1/8""TI-IIGK RECESSED
1/161" INTO A 1/,Z"" THICK STEEL PLATE BONDED TO THE_ 70P OF THE FABRIC PAD. THE STAIN LES5
STEEL SHALL. BE 16 G4A. MIN.) 5EAM WELDED ALL AROUND TO SOLE PLATE ANIP 10 RRM.S. FIN15H.
r44
21 BEAR I NG DETAIL AT PI E RS 1 12
NEOPRENE POT 5EARJ NG
� H 1� 5EE
NOTE 5 -
I� T" 5EE
NOTE, 1 A
�/4"' RECESS
ALE : 1 V2 '" 1 "- 0
1" MIN.
I r
BRASS SEAL -
B0770M OF R ECE 55
A i2
49
c 49
49
P1 ER. CAP
aw"s qis_ op� p-, a
PI ER
SECTI CAN ti 13EAR1 NG5 @ PIERS 213,10 11
5CALE : 11/2" -- 1'-0"
NON -GUIDED EEC PAN 51 C N F3EAlR I NG
Go" H "EADED
�TUD5 CS
TRANSV. 5PACI NG
REGION NO.
STATE
FEDERAL A!D KO.JET NO.
SHEET NO.
10
WASH.
B R M —128 8 (2 )
I-40b-3 (635)
83Wi06
PIER bF.AR I NG
I
DI RECTION OF
move MENT
2./Z x 2 /2. 5H I M5
CENTERED 5ELOW
OUTER CIRCUMFERENCE
OF POT. 4 PER 15RG.
5FACED EQUALLY.
1�,4�r TYP
B/2 PI ER
5YMM ETRY
49 HALF PLAN - BASE PLATE (5HOWN FOR 900 K. BEARING)
49 JCALE : 111211 1 -C
11
PIER CAP 4 TOP BE AR.I NCB A55E M SLY
1 70WAR06 CENTER OF BRIDGE _
al SEE TABLE
9 �► 911
i, Dn
EL
1 'OVERLAP
"1YP
1""MIN. OVERLAP \
TOP OF PI ERR COLUMN
EL`"H"5HEE7 1E
(L P I E R -bc7om
SEAR.( NG A55EM BL'�'"
C� ANCHOFk 5OLTS, T P
5EE DETA I L —�
C 49 SECTION
49
GROUT 71J5E. -1/2" CO. H ►G H DEN517 'r
PLA5TI C iU ESE 51-BALL. F(TN D TO
50TtOM OF PIPE. GROUT FROM
THE 15CT70M OF THE PIPE 5E FORE
GFZOUTING THE 5EARJNG FL.ATFco
BOTTOM OF RECE 55�
PARALLEL TO
LONG I TU D I N AL
GRADE
-3/4j' EMBEDDED 5EARI NG PLATE
MUV E M E NT
'/E�"I THICK PTFE PAD RECESSED
INTO P1 TON 111611
1"0 A 52 S 5OLT W/H EAV�r HEX
.
NUT 4 LOC WAS ER SNUG
T1GHT.
TOP OF E5A5 E PLATE.
5LACIK P I PE 3" c 5T D.
BAR 5 z x 1/2 WA►5HER
TACK WELD
ALPHA ENGINEERS INC.
CIVIL AND STRUCTURAL ENGINEERING CONSULTANTS
320 ANDOVER PARK EAST
ANCHOR 50L7 OETA1 L SEATTLE, WASHINGTON 98188
BEARING NOTES:
1. BEARINGS AT PIERS 1, 2,3 AND 10, 11, 12 SHALL HAVE THE FOLLOWING
MINIMUM LOAD CAPACITIES AS SHOWN IN THE TABLES:
PI ER
PREDICTED
D15TANCE
NO, BEARI NG5
VERT. LOAD, K I P5
NO.
MOVEMENT
"trt►'
REC' a
ST
S E
DL
L L + I
TC�iAL
AGE
�
SAC
1
- �' 411
21/4 1I
15/411
3
4
130
Gro
19G
200
12
+ 21/4 - CZ 1/411
15/4 It
5
4
101
r2a
1 Cc7
200
STAGE I 5EARI NG LOANS
PIER
NCB.
PREDICTED
MOVEMENT
DISTANCE
"a"
LOAD
KI PS
BCBARING NUMBER > LOAD5
+ 2„
- 54 ""
DL
92
4-05
L.L + I
154
17Z
TOTAL
54G
577
3 10
+ 1 2 „
-41/2
11/4"
DL
4 27
445
LL+ I
1Co1
150
TOTAL
�
588
12028
11
+ 21)
-5�'4"
�►
1 1/2
D L
392
4-05
LL+ I
154
172
TOTAL
54rc
577
67AGE I + II + M BEARING L0AD5
PI ER
NC
PREDICTED
M0VEMENT
0157ASCE
"a'"
LOAD
KIPS
BEARING Nl.UM5ER LCA05
E)
2
+ 2,"
,
5 5/4,
1 �/ "►
DL
421
477
G55
5119
LL+ I
45
2 39
178
150
TOTALT
1+
B 3ro
519
3 10
1/ a
t 1 2 "1
I
_4/2
1114"
DL
45G
4-95
G 90
54-7
LL + I
47
249
1 SCo
lee
7C77AL
4S3
744
S?F.�
BBS
11
2 "
- 5 5/4!'
11/2►"
DL
395
451
032
515
L L+ I
4-5
259
175
160
TOTAL
440
Co90
510
495
fJES I G N BEARING CAPAC 1Tt'`
ro4O K
' 90C� K
9oC� K
� K
NOTE5.1A. 50TTOM 5EARI NG PLATE 23 x 1 �/4►' x 23" ( K), 2�0 "' � 1 �/S" x 2�►'
(goo K).
15. DUE TO DI F FERENT IAL 5ETTLE M E N'T of 2 f ►ETVY EE N PIERS,
15F AR I NG LOADSCAN VARY 5 1 20 KIPS , A �
(�))
3. "H" VARIES WITH MANUFACTURER OF BEARING. SPENCER BEARINGS ARE SHOWN. CONTRAC-
TOR IS TO COORDINATE WITH SUPPLIER OF BEARINGS AND ENGINEER TO FINALIZE THE DEPTH
"H", PRIOR TO REVIEW OF REINFORCEMENT SCHEDULES FOR PIERS.
17 r4491
4. BEARING SUPPLIER/MANUFACTURER IS TO SIZE THE SOLE PLATE IN PIER CAP.TO TAKE ACCOUNT
OF PREDICATED MOVEMENT DUE TO SHRINKAGE, CREEP AND TEMPERATURE. ALLOWABLE BEAR-
ING PRESSURE 1400 PSI. MAX.
5 BOTTOM BEARING PLATE AS SHOWN IS DESIGNED FOR 1400 PSI. MAX. PRESSURE. PLATE
THICKNESS MAY VARY DEPENDING ON SIZE OF POT BEARING, IF OTHER THAN THAT SHOWN.
6. ALL BEARINGS ARE TO BE INSTALLED IN A HORIZONTAL PLANE.
7. GROUT BEARING PLATES AFTER 2 1/2 INCH SQUARE SHIMS ARE INSTALLED TO PROPER ELEVA-
TION AND PRIOR TO POURING PIER CAPS OR PLACING END SPAN GIRDERS.
9. ALL BEARINGS TO HAVE A ROTATION CAPACITY OF AT LEAST .015 RADIANS IN ANY DIRECTION.
10. ALL PLATES AND BEARINGS SHALL BE HOT DIP GALVANIZED TO 2.0 OZ/SF IN ACCORDANCE
WITH ASTM A 153. ANCHOR BOLTS SHALL BE HOT DIP GALVANIZED TO 1 1/2 OZ/SF IN
ACCORDANCE WITH ASTM A 123.
FLAME METALLIZING USING ZINC MAY BE SUBSTITUTED IN LIEU OF HOT DIP GALVANIZING AND
SHALL BE APPLIED IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY AWS C2.2.
MINIMUM THICKNESS OF ZINC SPELTER FOR METALLIZING SHALL BE 8 MILS EXTERIOR FACES,
4 BAILS INTERIOR FACES. THE METHWOF APPLICATION SHALL BE SUBMITTED TO THE ENGINEER
FOR REVIEW PRIOR TO FABRICATION.
11. THE EMBEDDED BEARING PLATES IN THE PIER CAPS SHALL BE SECURELY TIED IN SUCH A
MANNER THAT THEY WI'LL NOT BE DISPLACED DURING THE INITIAL PIER CAP POUR. PROVIDE
ENGINEER WITH TIE DOWN DETAILS PRIOR TO CONSTRUCTION.
12. EACH EXPANSION BEARING AT PIERS 2, 3, 10 AND 11 IN STAGE I ONLY, SHALL BE PROVIDED
WITH A TIE DOWN SYSTEM TO RESIST 10% OF THE SUPERSTRUCTURE DEAD LOAD AS A
TENSION FORCE. n
of SY 10 ,�a;?' CITY OF RENTON
y0 DEPARTMENT OF PUBLIC WORKS
19
• t e
t
S.W. GRADY WAY BRIDGE
Of /3TE REPLACEMENT
NAL
e_ ,L R!`ARIN(� f1F'TAII
SCALE : 1 v2r� �, 11..&I -_ -
DESIGN
R MPANY 2 REVISED PER RECORD 01044, 3.12. E7 DRAWN.
RECORD DRAWING Consulting Engineers and Analysts RQV. jdtd ro, Dai. AJb�rzs 2 i 8 5-I1-84 C!iECICE
Seattle, Washington rNO. REVISION BY APPR. DATE APPROV
SUPERIOR REPROGRAPHICS
71 A *.,"AN N E O MAR 2 8 2003