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3400
3048
242
53.OB
18.02
25.88
103_50
25.BS
26.74
C.G. OF TOTAL
53.50
19.00
_- _ -_,_ -- -- .. _. -^
40.00
22. ;3
14.00
y P05T- FENSIONWG TF ".VIlQN5
31.50
1400
--
4600
A
8
d
75
3400
5046
24.5
53.09
13.02
s
100.50
BRG. PIER Ix
26.94
106.57
53.50
16.00
24.00
40.00
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;4.06
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3044
25.1
5'.08
13.02
2598
105.50
25.89
DI
106.5?
3.NU
16.00
24.00
40.06
22.13
14.00
4 PIER z
3150
GIRDER ELEVATION
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NUMBER
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D2 (FT.)
DS (FTJ
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3400
3048
242
53.OB
18.02
25.88
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POST - TENSIONING TABLE
MiN. CONE. 4'OMFRESSiYE
i FIER 3
GIROER ELEVATION
�nNOTES: 1
N + SEE GIRDER .SCHEDULE YADLE ON "WFIOOPTG SPLICED 6OWE9
DETAILS 5 OF 5 SHEET 5r -0 -36 FOR L0CATION OF 4 SRO.
YA 5EE 'SPpN 3 FRAMING PLAN d TYPICAL .SEC-POW SHEE] SO.O 31
GIRDER
OID
NUMBER
OF
STRANDS
PRESTRESSING LOAD kIPS
PRESTRESS
LU55 R.tii
Of (FP)
D2 (FT.)
DS (FTJ
D4 (FTJ
D5 (F *)
D6 (FT,)
D? FTJ
(
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Et6 QKJ
EE? (IN.)
EC9 (LV.J
GIRDER_
GIRDER
CLOSURE
JOINT
JACKING
AFTER 6EA'ING
A
8
6
P6
3400
3048
242
53.OB
18.02
25.88
103_50
25.BS
26.74
106.57
53.50
19.00
24.00
40.00
22. ;3
14.00
$1.50
31.50
1400
28.50
4600
A
8
6
75
3400
5046
24.5
53.09
13.02
L5AS
100.50
2586
26.94
106.57
53.50
16.00
24.00
40.00
22,13
;4.06
31.x0
31.50
14.00
2950
40,00
3
6
p6
%00
3044
25.1
5'.08
13.02
2598
105.50
25.89
2694
106.5?
3.NU
16.00
24.00
40.06
22.13
14.00
3100
3150
14.00
20.50
40.00
D
9
5
96
3460
5040
2fi4
55.09
1902
25.99
]OS 50
15.69
26 ,14
106.57
58.56
1fi.OD
24,00
40.00
22.13
i4.OG
31.50
31.50
14.00
28.50
gOAG
P05T- TENSIONING NOTES
..THE CAST -IN -PLACE CONCRETE IN DECK SLAB SHALL HE CLA55 40000, THE MINIMUM
COMPRESSIVE STRENGTH OF THE LASPIN -PLACE CONCRETE AT THE GIRVER CLOSURE JOINT
AT THE TIME OF P05T-.EN5IONING SHALL OF 4 ksl.
21 THE MINIMUM PRESTRESSING LOAD AFTER SEATING AND THE MINIMUM NUMBER OF
PRESTRE551NG STRANDS FOR EACH GINNER 5HALL 5E AS SHOWN
IN POST - TENSIONING TABLE.
3. THE DESIGN IS BASFD ON 0.6 INCH DIAMETER LOW RELAXATION 5TRA.ND5
WITH A JACKING LOAD FOR EACH GIRVER A5 SHOWN IN POST- TEN510NING TABLE,
AN ANCHOR SET OF % INCH. A CURVATURE FRICTION COEFFICIENT. µ = 0.20 AND
A W003LE FRICTION COEFFICIENT, k = 0.0002/ft, THE ACTUAL
ANCHOR SET USED 5Y THE CONTRACTOR 5HALL BE 5PE'CIFIEO IN THE SHOP PLAN&
AND INCLUDED IN THE TKAN5FER FORCE CALCULATIONS,
4, THE DESIGN IS 6A5ED ON THE ESTIMATED MAXIMUM LONG TERM F9E5T9C55 5, THE MAXIMUM OUT510E DIAMETER OF THE DUCT SHALL BE 4% i ICHE$.
LORE OF POST - TENSIONING STRANDS SHOWN IN PO6f4PNSIONNO TABLE DUE TO THE IN50E AREA OF THE DUCT 5HALL IMF AT LEAST 2.5 TIMES THE NET
51'EEI. RELAXATPON. ELASTIC SHORTENING. CREEP AND 5HRINKAVE OF CONCRETE. AREA OF THE P9E5T9E'SWNR5 STECL IN THE DUCT.
5. THE CONTRACTOR 5HALL SUBMIT THE ST4E5SIN'G SEQUENCE AND ELONGATION 1, ALL TENDONS SHALL BE 5FRE55EV FROM PER 4 END,
CALCULATIONS TO THE FNCaINEEK FOR APPROVAL, ALL L055E5 DUE TO TENDON
VERTICAL AND HORIZONTAL CURVATURE MUST VE INCLUDED IN ELONGATION
CALCULATIONS.
A. THE PREOTRES50016 FORCE SHALL ON DISTRIRUTEO WITH AN APPROXIMATELY
EQUAL AMOUNT IN EACH WEV.
V. NO MORE THAN ONE TENDON l6' ANY WED MAY BE
STRESSED BEFORE AN EQUAL FORCE LD OrkE55ED IN THE ADJACENT 'NF.85.
aaAManx .o wAa I 1 1 .. !I I
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TASK LEAD:
P. QUExnlEN mN�a a° Washington State
%624
®A6KAOE: Department of Transport
GIRDER A GIRDER D GIRDER C GIRDER D
OID
AND SR 515 INTERCHANGE
BENSON ROAD 0"009-
O O
O
O
15 ]3
14
15
TENDON 3TRE55tNG
5E4UENCE
NOTE: STRESS TENDONS IN NUMERICAL ORDER 5HONN
1-5 TO SR 1611
AND SR 515 INTERCHANGE
BENSON ROAD 0"009-