HomeMy WebLinkAboutPlan, Tentative APPLICANT 4/27/2021BILL OF MATERIAL - BRIDGE 620.78
RED' D.
UNIT
DESCRIPTION
I
EA.
STEEL PONY BENT SPB-10 (PER NOTES, SHEET NO. 4 AND DETAILS,
STORE ITEM NO.
ORDERED
SHEET NO. II)
10
EA.
ANCHOR ROD SAR-10 (PER NOTES, SHEET NO. 4 AND DETAIL, SHEET NO. III
I
EA.
30" x 33'-10" PRESTRESSED CONCRETE BOX BEAM BG34-OR, NONSTANDARD,
8
EA.
TYPE I w/ SLOPED CURB (PER STD. DWG. 500000 SHT. BCI-BG3, NOTES,
120416-2
2
SHEET NO. 9 AND DETAILS, SHEET NO. 8)
1
EA.
30" x 33'-10" PRESTRESSED CONCRETE BOX BEAM BG34-OL, NONSTANDARD,
EA.
PRECAST CONCRETE BACKWALL CPBWIO FOR 30" CONCRETE BOX BEAM
(PER STD. DWG. 531200 SHT. 1-7)
TYPE I w/ SLOPED CURB (PER STD. DWG. 500000 SHT. BGI-BG3, NOTES,
4
EA.
SHEET NO. 9 AND DETAILS, SHEET NO. 8)
I
EA.
PRECAST CONCRETE END CAP CPCIO FOR 30" CONCRETE BOX BEAM
511-0480
511-7854
(PER STD. DWG. 531010 SHT. I AND 531200 SHT. 1-7)
1
EA.
PRECAST CONCRETE BACKWALL CPBW10 FOR 30" CONCRETE BOX BEAM
12
EA.
(PER STD. DWG. 531200 SHT. 1-7)
2
EA.
PRECAST CONCRETE WINGWALL CPW2 FOR 30" CONCRETE BOX BEAM
120416-5
4
(PER STD. DWG. 501000 SHT. All
I
EA.
PRECAST CONCRETE BACKWALL PCB -11 (PER NOTES, SHEET NO. 9 AND
BEAM STOP GS -3 (PER STD. DWG. 502000 SHT. 1-4)
511-0202
DETAILS, SHEET NO. 10)
8
EA.
12'-0" PRECAST CONCRETE BACKWALL PLANK (PER STD. DWG. 114258 SHT. 28)
3
EA.
HP14x89x 60'-0" STEEL PILE w/ POINTS (ASTM A572 GR. 50, PLAIN)
4
EA.
HP8x36x 20'-0" STEEL PILE (ASTM A572 GR. 50, PLAIN)
2
EA.
BEAM STOP GS -3 (PER STD. DWG. 502000 SHT. 1-4)
2
EA.
HANDRAIL ASSEMBLY C21 FOR 33'-10" CONCRETE INTERIOR SPAN
513-3020
8
(PER STD. DWG. 502000 SHT. 1-4)
2
EA.
END HANDRAIL ASSEMBLY CEH FOR CONCRETE SPAN
PL3hx24x 10'-0" (ASTM A36, PLAIN)
510-0590
(PER STD. DWG. 502000 SHT. 1-4)
I
EA.
DECK PLATE CDPI, GALVANIZED (PER STD. DWG. 502000 SHT. 1-4)
1
EA.
DECK PLATE CDP2, GALVANIZED (PER STD. DWG. 502000 SHT. 1-4)
2
EA.
DECK PLATE CDP3, GALVANIZED (PER STD. DWG. 502000 SHT. 1-4)
4
EA.
PL%x24x 10'-0" (ASTM A36, PLAIN)
I
LOT
NONSTANDARD MISCELLANEOUS STEEL (PER SCHEDULE, SHEET NO. 12)
1
EA.
END BALLAST TIE EBT -1, FABRICATED FROM A 10"x10"x 10'-0" BRIDGE TIE
3A"x7"x 0'-7" ELASTOMERIC BEARING PAD
410-2148
(PER NOTES, SHEET NO. 4 AND DETAILS, SHEET NO. 5)
5
EA.
RED HEAD EPCON C6+ 30oz EPDXY INJECTION CARTRIDGE, PART NO. CISP-30,
EA,
y2"x28"x 6'-4" PREMOLDED EXPANSION JOINT FILLER PER ASTM D1751
USE GUNS D102(M) OR D202(P)
10
EA.
HIGH FLOW MIXING NOZZLE FOR RED HEAD C6P-30 OR A7P-28, PART NO. 575,
510-3637
15
5A- HOLES MIN.
4
EA.
3A"x7"x 1'-2" ELASTOMERIC BEARING PAD
18
EA,
y2"x28"x 6'-4" PREMOLDED EXPANSION JOINT FILLER PER ASTM D1751
I
EA.
I BEARING PAD BP -10 (PER NOTES, SHEET NO. 4 AND DETAIL, SHEET NO. 11)
60
LIN.FT.
3A" NOMINAL DIAMETER WIRE ROPE, 7 WIRE, GALV. STEEL STRAND, SIEMENS
EA.
BRIDGE MARKER AND NO TRESPASSING SIGNS, MOUNTING POST AND MOUNTING
HARDWARE (PER STD. DWG. 0502, 0507, 0538 AND 0599)
MARTINS GRADE, A -COATING (4 & 15' LENGTHS)
17
EA.
y2" DIA. EYEBOLT, 2" LONG SHANK w/ I" I.D. EYE, PLAIN PATTERN, GALV.,
I
LOT
DROP FORGED STEEL (ASTM A489), w/ ZINC PLATED HEX NYLON INSERT LOCKNUT
512-2868
935
(ASTM A563) AND ZINC PLATED FLAT CIRCULAR WASHER (ASTM F436)
17
EA.
3A" EYE TYPE STRANDVISE CABLE GRIP CARTRIDGE (MACLEAN POWER PRODUCTS
CU.YD.
FILL MATERIAL (PER NOTES, SHEET NO. 4)
NO. 5102)
7
EA.
G206 DOWEL BAR (NB x 2'-6", ASTM A615, GR. 601
I
OT.
ZRC COLD GALVANIZING COMPOUND OR APPROVED ALTERNATE
I
EA.
BRIDGE MARKER AND NO TRESPASSING SIGNS, MOUNTING POST AND MOUNTING
EST. WT.
EST. WT.
EST. WT.
EST. WT.
CLSM AND
CLSM MAY
BULK MATERIAL
FILL QUANTITY
HARDWARE (PER STD. DWG. 0502, 0507, 0538 AND 0599)
165
TON
RIPRAP, CLASS I (PER NOTES, SHEET NO. 4)
1
LOT
BENT NC9 DRAINAGE MATERIAL (PER NOTES AND SCHEDULE, SHEET NO. 7)
1
LOT
4000 PSI SELF -LEVELING GROUT
I
LOT
4000 PSI NON -SHRINK CEMENTITIOUS GROUT
440
CU. YD.
CONTROLLED LOW -STRENGTH MATERIAL (CLSM) (PER NOTES, SHEET NO. 4)
9,300
CU. YD.
FILL MATERIAL (PER NOTES, SHEET NO. 4)
28
TON
WELL -GRADED 11/2" MINUS CRUSHED ROCK (PER STD. DWG. 530000 SHT. BI -B4)
I
LOT
PL -400 CONSTRUCTION ADHESIVE FOR BEARING PADS
(PER STD. DWG. 530000 SHT. AI -A5)
EST. WT. OF STRUCTURAL STEEL ( INCL. RODS) = 3,740 I.B.
EST. WT. OF STEEL PILING = 18,900 LB.
EST. WT. OF MISCELLANEOUS STEEL (NOT INCL. BOLTS) = 3,755 I.B.
EST. WT. OF DOWEL BARS = 50 LB.
CLSM AND FILL QUANTITIES INCLUDE FILLING IN PORTIONS OF SEGMENT A AND C ONLY.
CLSM MAY BE SUBSTITUTED FOR FILL MATERIAL.
BULK MATERIAL QUANTITIES ARE ESTIMATED.
FILL QUANTITY INCLUDES 30% FOR COMPACTION.
TO SPRINGFIELD 8
OAKRIDGE
(TIMETABLE SOUTH)
STA. 100+22.43
INSIDE FACE OF
" N PROPOSED BACKWALL
a (BRIDGE 620.78)
6 Z
� Zt,
z a ¢ EXISTING rL EXISTING
– PIER NBI PIER N82
I SEGMENT B
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JUP ENGINEERS
ILATITUDE:
Y
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BILL OF MATERIAL - BRIDGE 621.00
STORE ITEM NO.
ORDERED
BY
RED' D.
UNIT
DESCRIPTION
120416-1
MANAGER
TRACK
PROJECTS
I
8
EA.
30" x 29'-10" PRESTRESSED CONCRETE BOX BEAM BG30-0, TYPE I
w/ SLOPED CURB (PER STD. DWG. 500000 SHT. BGI-BG3)
120416-2
2
EA.
PRECAST CONCRETE END CAP CPCIO FOR 30" CONCRETE BOX BEAM
(PER STD. DWG. 531010 SHT. I AND 531200 SHT. 1-7)
120416-3
2
EA.
PRECAST CONCRETE BACKWALL CPBWIO FOR 30" CONCRETE BOX BEAM
(PER STD. DWG. 531200 SHT. 1-7)
120416-4
4
EA.
PRECAST CONCRETE WINGWALL CPW2 FOR 30" CONCRETE BOX BEAM
( PER STD. DWG. 501000 SHT. All
2
EA.
15'-0" PRECAST CONCRETE PILE CAP FOR USE WITH CAPMASTER w/ BEARING
PADS FOR BOX BEAMS (PER STD. DWG. 501000 SHT. CI -C2, 531010 SHT. I
AND 531800 SHT. 8)
511-0480
511-7854
2
EA.
PRECAST CONCRETE RISER BLOCK PRB-10 (PER NOTES AND DETAILS,
SHEET NO. 9)
511-0036
12
EA.
HP14x89x 60'-0" STEEL PILE w/ POINTS (ASTM A572 GR. 50, PLAIN)
8
EA.
CIOxl5.3x 20'-0" BRACE (ASTM A572 GR. 50, PLAIN) (FIELD CUT TO LENGTH)
120416-5
4
EA.
BEAM STOP GS -2 (PER STD. DWG. 502000 SHT. 1-4)
4
EA.
BEAM STOP GS -3 (PER STD. DWG. 502000 SHT. 1-4)
511-0202
4
EA.
HANDRAIL ASSEMBLY C21 FOR 29'-10" CONCRETE INTERIOR SPAN
( PER STD. DWG. 502000 SHT. 1-4)
510-7595
510-7550
4
EA.
END HANDRAIL ASSEMBLY CEH FOR CONCRETE SPAN
(PER STD. DWG. 502000 SHT. 1-4)
510-0596
510-0488
4
EA.
DECK PLATE CDPI, GALVANIZED (PER STD. DWG. 502000 SHT. 1-4)
4
EA.
DECK PLATE CDP2, GALVANIZED (PER STD. DWG. 502000 SHT. 1-4)
513-3020
8
EA.
DECK PLATE CDP3, GALVANIZED (PER STD. DWG. 502000 SHT. 1-4)
4
EA.
PL3hx24x 10'-0" (ASTM A36, PLAIN)
510-0590
1
LOT
NONSTANDARD MISCELLANEOUS STEEL (PER SCHEDULE, SHEET NO. 12)
510-0591
8
EA.
GI10 DOWEL BAR (N8 x I'-10", ASTM A615, GR. 60)
510-0592
2
EA.
RED HEAD EPCON C6+ 30oz EPDXY INJECTION CARTRIDGE, PART NO. C6P-30,
USE GUNS D102(M) OR D202(P)
510-7650
120416-6
4
EA.
HIGH FLOW MIXING NOZZLE FOR RED HEAD C15P-30 OR A7P-28, PART NO. S75,
Sot" HOLES MIN.
505-4019
8
EA.
3A"x7"x 0'-7" ELASTOMERIC BEARING PAD
410-2148
8
EA.
3A"x7"x 1'-2" ELASTOMERIC BEARING PAD
34
EA,
y2"x28"x 6'-4" PREMOLDED EXPANSION JOINT FILLER PER ASTM D1751
410-2149
18
EA.
y2"x40"x 6'-4" PREMOLDED EXPANSION JOINT FILLER PER ASTM D1751
510-3637
15
EA.
y2" DIA. EYEBOLT, 2" LONG SHANK w/ I" I.D. EYE, PLAIN PATTERN, GALV,
DROP FORGED STEEL (ASTM A489), w/ ZINC PLATED HEX NYLON INSERT LOCKNUT
(ASTM A563) AND ZINC PLATED FLAT CIRCULAR WASHER (ASTM F436)
511-8213
120416-7
15
EA.
3k" EYE TYPE STRANDVISE CABLE GRIP CARTRIDGE (MACLEAN POWER PRODUCTS
NO. 5102)
050-5394
1
OT.
ZRC COLD GALVANIZING COMPOUND OR APPROVED ALTERNATE
130-0370
1
EA.
BRIDGE MARKER AND NO TRESPASSING SIGNS, MOUNTING POST AND MOUNTING
HARDWARE (PER STD. DWG. 0502, 0507, 0538 AND 0599)
1
LOT
4000 PSI SELF -LEVELING GROUT
098-6081
I
LOT
4000 PSI NON -SHRINK CEMENTITIOUS GROUT
512-2868
935
CU.YD.
CONTROLLED LOW -STRENGTH MATERIAL (CLSM) (PER NOTES, SHEET NO. 4)
513-3960
17,020
CU.YD.
FILL MATERIAL (PER NOTES, SHEET NO. 4)
POO -2616
28
TON
WELL -GRADED ly2" MINUS CRUSHED ROCK (PER STD. DWG. 530000 SHT. BI -B4)
I
LOT
PL -400 CONSTRUCTION ADHESIVE FOR BEARING PADS
(PER STD. DWG. 530000 SHT. AI -A5)
562-2764
CONSTRUCTOR
POO -2616
EST. WT.
EST. WT.
EST. WT.
EST. WT.
CLSM AND
CLSM MAY
BULK MATERIAL
FILL QUANTITY
OF STEEL
OF STEEL
OF MISCELLANEOUS
OF DOWEL
FILL
BE SUBSTITUTED
PILING = 64,080 LB.
BRACING = 2,450 LB.
STEEL (NOT INCL. BOLTS) = 6,000 LB.
BARS = 40 LB.
QUANTITIES INCLUDE FILLING IN PORTIONS OF SEGMENT D AND F ONLY.
FOR FILL MATERIAL.
QUANTITIES ARE ESTIMATED.
INCLUDES 30% FOR COMPACTION.
z a ¢ EXISTING rL EXISTING
– PIER NBI PIER N82
I SEGMENT B
w
II
JUP ENGINEERS
ILATITUDE:
Y
�,w
STORE ITEM NO.
ORDERED
BY
JRB
o z
DESCRIPTION
SEGMENT
A
I
GENERAL PLAN AND BILL OF MATERIAL
2
BRIDGE 620.78 GENERAL ARRANGEMENT
511-0480
Q 2A
CULVERT 620.93 GENERAL ARRANGEMENT
Q 2B
CULVERT 620.93 TYPICAL SECTIONS AND BILL OF MATERIAL
511-7854
3
BRIDGE 621.00 GENERAL ARRANGEMENT
511-0036
4
GENERAL NOTES AND CONSTRUCTION SEQUENCE
5
BRIDGE 620.78 TYPICAL SECTIONS AND CONSTRUCTION DETAILS (SHEET I OF 2)
511-0352
6
----------
----� ':-------> ---- s:------
--------4 T---
�,�,—_—_�_
8
BOX BEAM MODIFICATION DETAILS
9
PRECAST CONCRETE RISER BLOCK PRB-10 DETAILS
510-7595
10
PROPOSED CONCRETE BOX BEAM SPAN
BENT NAI
I
STA. 100+00.00
INSIDE FACE OF
EXISTING BACKWALL
(BRIDGE 620.78)
LL
EXISTING TTPOD
SPAN ( TYP. )
PROPOSED BRIDGE 620.78, SHEET NO. 2
3
EXISTING
j PIER NCI
EXISTING CONCRETE
BOX BEAM SPAN (TYP.)
0 GENERAL PLAN
SCALE: I"=40'-0"
I. FOR PORTIONS OF EXISTING BRIDGE TO
BE FILLED IN, SEE TYPICAL FILL
SECTION, SHEET NO. 6.
2. CONSTRUCTOR DESIGNATES MANAGER BRIDGE
CONSTRUCTION IF CONSTRUCTION BY UPRR
AND CONTRACTOR IF CONSTRUCTION
BY CONTRACTOR.
TO SPRINGFIELD JCT. 8.
r� PROPOSED 48" DIA. SSP EAST PORTLAND
I STA. 107+69.75 (TIMETABLE NORTH)
STA. 107+24.45 STA. I I I+37.03 STA. 113+53.71
INSIDE FACE OF BORING B-2
EL EV. 444.00 INSIDE FACE OF INSIDE FACE OF
PROPOSED BACKWALL PROPOSED BACKWALL EXISTING BACKWALL
(BRIDGE 620.78) BORING B -I (BRIDGE 621.00)EXISTING (BRIDGE 620.78)
EL EV. 446.00 I BENT NEI =
¢ EXISTING rL BENT NI rV BENT N3 r BENT N5
BENT NC9 q FRANKLIN
SEGMENT C j BLVD, j
j j 4 BENT N2j j EXISTING BENT N6
j BENT NFI =
BENT N4
1 _ _� —
1 ----- ------ — - — - — - — - —
PROPOSED CONCRETE EXISTING CONCRETE
I -BEAM SPAN (TO REMAIN)
BOX BEAM SPAN ( TYP. )
onnoncrn nn,n, Cnl nn CUCCT kin z
LLU
13,
PROPOSED
CULVERT 620. 913,
SHEET NO. 2A
PORTION OF EXISTING BRIDGE TO BE
FILLED IN FROM STA. 107+24.45 TO
STA. III+37.03 PER FILL SECTION,
SHEET NO. 6
II
JUP ENGINEERS
ILATITUDE:
Y
zt DRAWING SCHEDULE
STORE ITEM NO.
ORDERED
BY
JRB
SHEET NO.
DESCRIPTION
511-7828
MANAGER
TRACK
PROJECTS
I
GENERAL PLAN AND BILL OF MATERIAL
2
BRIDGE 620.78 GENERAL ARRANGEMENT
511-0480
Q 2A
CULVERT 620.93 GENERAL ARRANGEMENT
Q 2B
CULVERT 620.93 TYPICAL SECTIONS AND BILL OF MATERIAL
511-7854
3
BRIDGE 621.00 GENERAL ARRANGEMENT
511-0036
4
GENERAL NOTES AND CONSTRUCTION SEQUENCE
5
BRIDGE 620.78 TYPICAL SECTIONS AND CONSTRUCTION DETAILS (SHEET I OF 2)
511-0352
6
BRIDGE 621.00 TYPICAL SECTIONS AND CONSTRUCTION DETAILS (SHEET 2 OF 2)
7
EXISTING BENT NC9 CONSTRUCTION DETAILS
120416-11
8
BOX BEAM MODIFICATION DETAILS
9
PRECAST CONCRETE RISER BLOCK PRB-10 DETAILS
510-7595
10
PRECAST CONCRETE BACKWALL PCB -11 DETAILS
247-6649
II
STEEL PONY BENT SPB-10 DETAILS
510-0595
12
MISCELLANEOUS STEEL DETAILS (SHEET I OF 2)
510-0596
13
MISCELLANEOUS STEEL DETAILS (SHEET 2 OF 2)
510-0472
14
BORING LOGS
IS
IRIGHT OF WAY EXHIBIT
513-3020
L�
NO.
DWG. NO.
SHEET NO.
REV.NO.
DESCRIPTION
510-0590
1
530000
AI -A5
B
BOX AND SLAB BEAM, CONSTRUCTION PLANS
510-0591
2
530000
BI -B4
A
30" BOX BEAM, CONSTRUCTION DETAILS
510-0592
3
500000
BGI-BG3
F
30" DOUBLE BOX BEAM, FABRICATION PLANS
510-7650
4
501000
Al
A
PRECAST END CAP FOR 30" BOX BEAM
120416-12
5
501000
CI -C2
A
PRECAST CONCRETE PILE CAP
512-2856
6
531010
1
A
PRECAST CONCRETE PILE CAP BEARING PADS
410-2148
7
502000
1-4
B
STEEL HARDWARE AND HANDRAIL ASSEMBLIES
8
531200
1-7
A
SINGLE TRACK TWO PIECE END CAP
410-2149
9
531800
8
B
CAPMASTER PRECAST CONCRETE 15' PILE CAP WITH
COIL INSERT DETAILS
510-3635
10
114258
28 OF
28
I
PRECAST BACKWALL PLANKS FOR BOX AND SLAB GIRDER
PLANK ABUTMENT
510-3637
511-8213
II
120096
-
UPRR BRIDGE 620.78 BROOKLYN SUBDIVISION SIGNED
12/14/15, DECK AND FOOTWALK REPLACEMENT OF
76' TTPOD AND 261' TTPOD (SEG. B)
120416-13
130 0370
VII
680000
2 3
D
GENERAL NOTES AND DETAILS FOR ROUND STEEL PIPE
CULVERTS
680010
1
B
CONSTRUCTION NOTES AND TABLE FOR SMOOTH STEEL
PIPE CULVERTS
098-6081
513-3960
POO -2616
I. FOR PORTIONS OF EXISTING BRIDGE TO
BE FILLED IN, SEE TYPICAL FILL
SECTION, SHEET NO. 6.
2. CONSTRUCTOR DESIGNATES MANAGER BRIDGE
CONSTRUCTION IF CONSTRUCTION BY UPRR
AND CONTRACTOR IF CONSTRUCTION
BY CONTRACTOR.
TO SPRINGFIELD JCT. 8.
r� PROPOSED 48" DIA. SSP EAST PORTLAND
I STA. 107+69.75 (TIMETABLE NORTH)
STA. 107+24.45 STA. I I I+37.03 STA. 113+53.71
INSIDE FACE OF BORING B-2
EL EV. 444.00 INSIDE FACE OF INSIDE FACE OF
PROPOSED BACKWALL PROPOSED BACKWALL EXISTING BACKWALL
(BRIDGE 620.78) BORING B -I (BRIDGE 621.00)EXISTING (BRIDGE 620.78)
EL EV. 446.00 I BENT NEI =
¢ EXISTING rL BENT NI rV BENT N3 r BENT N5
BENT NC9 q FRANKLIN
SEGMENT C j BLVD, j
j j 4 BENT N2j j EXISTING BENT N6
j BENT NFI =
BENT N4
1 _ _� —
1 ----- ------ — - — - — - — - —
PROPOSED CONCRETE EXISTING CONCRETE
I -BEAM SPAN (TO REMAIN)
BOX BEAM SPAN ( TYP. )
onnoncrn nn,n, Cnl nn CUCCT kin z
LLU
13,
PROPOSED
CULVERT 620. 913,
SHEET NO. 2A
PORTION OF EXISTING BRIDGE TO BE
FILLED IN FROM STA. 107+24.45 TO
STA. III+37.03 PER FILL SECTION,
SHEET NO. 6
STA. 113+02.25 _� L -PORTION OF EXISTING BRIDGE TO BE
INSIDE FACE OF FILLED IN FROM STA. 113+02.25 TO
PROPOSED BACKWALL STA. 113+53.71 PER FILL SECTION,
(BRIDGE 621.00) SHEET NO. 6
&mum wOL l m -W 10-25-18
POSTCONSTRUCTION COMPLIANCE
Contractor or UPRR Manager In charge of construction
to provide to the office of Structures Design as -built
drawings confirming that the project was constructed in
compliance with the plans and Indicating any construction
variances.
IN CHARGE OF CONSTRUCTION DATE
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
TE:
LETTER SERIES
SHEET NO. CUT ON SHEET NO. SHOWN ON
SECTION DESIGNATION
EST. WT. OF STEEL
PONY BENT SPB-10 = 3.648 I.B. (1.9 TON)
EST. WT. OF PRECAST CONCRETE
BOX BEAM BG34-OR = 60,350 I.B. (30.2 TON)
BOX BEAM BG34-OL = 60,350 LB. (30.2 TON)
BOX BEAM BG30-0 = 52,300 LB. EA. (26.2 TON)
15' PILE CAP= 19,700 LB. EA. 19.9 TON)
END CAP CPCIO = 17,650 LB. EA. (8.9 TON)
BACKWALL PCB -11 = 13,450 LB. (6.7 TON)
BACKWALL CPBW10 = 7,280 LB. EA. (3.7 TON)
WINGWALL CPW2 = 4,900 LB. EA. (2.5 TON)
RISER BLOCK PRB-10 = 3,200 I.B. EA. (1.6 TON)
12'-0" BACKWALL PLANK = 1,200 LB. EA. (0.6 TON)
2 03/15/2021 ADDED BASE FLOOD ELEVATIONS, SHTS. 2, 21
1 02/02/2021 ADDED CULV. 620.93
40. DATE REVISIONS
SP ROUTE SYMBOL CF, FORMER BRIDGE NO. 620.81
Ago benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SU
SPRINGFIELD, OR
I* IPA" PCB x 34' !IEGENT A1, NEW BACKWALL AT BENT xC9,
Ii -48" DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB z 60'
REPLACING 5 SPAN TSTBD x 60' I SEGMENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG DI AND 8 SPAN TSTBD x 121' (SEG FI
DWG TITLE
GENERAL PLAN AND
BILL OF MATERIAL
PROJECT ID:
II
JUP ENGINEERS
ILATITUDE:
Y
26537
UP-DGW
U �
DESIGN BY:
JRB
6 Z
LONGITUDE:
CHECKED BY:
(r W
123.02530" W
H W U
ACB
� EXISTING
o a
CHECKED BY:
BENT NF9
z
j
a
1 Of 15
120416
I
cDoz
z w w
I
Boz
virl c�
o —
wa¢
i
STA. 113+02.25 _� L -PORTION OF EXISTING BRIDGE TO BE
INSIDE FACE OF FILLED IN FROM STA. 113+02.25 TO
PROPOSED BACKWALL STA. 113+53.71 PER FILL SECTION,
(BRIDGE 621.00) SHEET NO. 6
&mum wOL l m -W 10-25-18
POSTCONSTRUCTION COMPLIANCE
Contractor or UPRR Manager In charge of construction
to provide to the office of Structures Design as -built
drawings confirming that the project was constructed in
compliance with the plans and Indicating any construction
variances.
IN CHARGE OF CONSTRUCTION DATE
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
TE:
LETTER SERIES
SHEET NO. CUT ON SHEET NO. SHOWN ON
SECTION DESIGNATION
EST. WT. OF STEEL
PONY BENT SPB-10 = 3.648 I.B. (1.9 TON)
EST. WT. OF PRECAST CONCRETE
BOX BEAM BG34-OR = 60,350 I.B. (30.2 TON)
BOX BEAM BG34-OL = 60,350 LB. (30.2 TON)
BOX BEAM BG30-0 = 52,300 LB. EA. (26.2 TON)
15' PILE CAP= 19,700 LB. EA. 19.9 TON)
END CAP CPCIO = 17,650 LB. EA. (8.9 TON)
BACKWALL PCB -11 = 13,450 LB. (6.7 TON)
BACKWALL CPBW10 = 7,280 LB. EA. (3.7 TON)
WINGWALL CPW2 = 4,900 LB. EA. (2.5 TON)
RISER BLOCK PRB-10 = 3,200 I.B. EA. (1.6 TON)
12'-0" BACKWALL PLANK = 1,200 LB. EA. (0.6 TON)
2 03/15/2021 ADDED BASE FLOOD ELEVATIONS, SHTS. 2, 21
1 02/02/2021 ADDED CULV. 620.93
40. DATE REVISIONS
SP ROUTE SYMBOL CF, FORMER BRIDGE NO. 620.81
Ago benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SU
SPRINGFIELD, OR
I* IPA" PCB x 34' !IEGENT A1, NEW BACKWALL AT BENT xC9,
Ii -48" DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB z 60'
REPLACING 5 SPAN TSTBD x 60' I SEGMENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG DI AND 8 SPAN TSTBD x 121' (SEG FI
DWG TITLE
GENERAL PLAN AND
BILL OF MATERIAL
PROJECT ID:
65121
JUP ENGINEERS
ILATITUDE:
WORK ORDER:
26537
UP-DGW
44.04332° N
DESIGN BY:
JRB
BENE5CH-JRB
LONGITUDE:
CHECKED BY:
TGM
123.02530" W
DRAWN BY:
ACB
SHEET NO.
C E NUMBER
CHECKED BY:
JRB
SCALE: AS NOTED
1 Of 15
120416
TO SPRINGFIELD 8
OAKRIDGE 2"
(TIMETABLE SOUTH) INSIDE FACE OF
PROPOSED BACKWALL -
z
Q
II �
Y
U Q H
Q z
z u PRECAST CONCRETE
z a END CAP CP Cl 8
a W BACKWALL CPBWIO
f2 PIECED
Boz
Z W W
NCLU
waa
-_-_-_-_-_-_I�11+t-_-_
DECK PLATE CDP3
(EACH SIDE)
PRECAST CONCRETE
WINGWALL CPW2 (TYP.I
END HANDRAIL
ASSEMBLY CEH ( TYP. )
I'-6" LAYER OF
CLASS I RIPRAP
• I. 8t: I SLOPE
(TYP. PERPENDICULAR TO TRACK)
33'-10" (OUT TO OUT OF BOX BEAMS)
HANDRAIL ASSEMBLY
C21 (TYP.)
DECK PLATES CDPI
8 CDP2
UTIL
STA. 100+23.10
I
END BALLAST
TIE EBT -I -
L
-
TO SPRINGFIELD JCT. 8
2' -PERFORATED POLYETHYLENE EAST PORTLAND
(HOLD) 2 7 DRAINAGE PIPE DAYLIGHTED (TIMETABLE NORTH)
-END OF EXISTING OUTSIDE FACE OF PRECAST CONCRETE AT GROUND SURFACE FOR
TTPOD STRINGER BRACKET BACKWALL PLANKS TO MATCH END OF CLEANOUT (CAP END(
AFTER REMOVALS PRECAST CONCRETE BACKWALL PCB II (TY P.I 900ELBOW 6" DIA. PERFORATED POLYETHYLENE
DRAINAGE PIPE, PLACE AS SHOWN
\ EXISTING TTPOD (SLOPE DOWNWARD FROM CAPPED END AT 2%)
\ (TO REMAIN) HANDRAIL POST HP -4R
••� DECK PLATE
1 END HANDRAIL CDP3 (EACH SIDE)
CLOSURE ANGLE CA -14 (TYP.( ASSEMBLY EHA-IR
_____r______�_.._______.._____-.__________
__.
------_ _______________________ ___________-
j -IALL SUBSURFACE MAT CONTINUOUS _
I----•----------------- COVER PLATE CP -13 ii STRIPS ON BACK FACE OF PRECAST DECK PLATE CDPI
CONCRETE BACKWALL PCB- 1 I AND Ja}.t1a td_
EXISTING CONCRETE
,% °\ j BENT CAP (TYP.) ! w AND EXISTING CONCRETE BENT CAP Y?°
-� a = PRECAST CONCRETE
-r- �---�--- ------------------- ----------- �-------------------------- ! o-------------------------------I-H-H
r - \\ J - END CAP CPC10 WITH
/ PRECAST CONCRETE BACKWALL PCB _1, ].t Li}d = PRECAST CONCRETE
COVER PLATE CP -12 (BACK FACE = BACK FACE OF
-r�--------°----------" ! i; 'l°T"fiA'"ATlOr BACKWALL CPBWIO-
--__,_--_-__--__-_--_-__ EXISTING CONCRETE BENT CAP)
j !i _ _ _ __ __ _i_ FIELD FABRICATE CLOSURE BETWEEN PRECAST
r--____ - - L -F - - ------------------
'_Li________ __ __ __ r HANDRAIL POST HP -4L L CONCRETE BACKWALL PCB -11 AND PRECAST
L. '; CONCRETE BACKWALL PLANKS AS REQUIRED (TYP.)
---------------_ + I. 8±: I SLOPE 4-12'-0" PRECAST CONCRETE
UTIL (TYP.) BACKWALL PLANKS (TYP.) DECK PLATE CDP2
UTIL EXISTING HANDRAIL
'___C w = POST AND CABLE (TYP.) EXISTING CONCRETE END HANDRAIL
EXISTING UTILITIES BOX BEAM SPAN (TYP.)
¢ \ ASSEMBLY EHA-IL
(PROTECT IN PLACE) J �
EXISTING PIER RBI a
PLAN
SCALE: y8"= I'-0"
STA. 100+56.60
END OF EXISTING
TTPOD STRINGER BRACKET
AFTER REMOVALS
BALLAST DEPTH = 8"
\ EXISTING TTPOD r
(TO REMAIN) « a
----------------
-------------------
Z ti W Z U m
Z U W J
z W Z ti H J
-1 van. N U Ul U U Y
XJ XOG±¢
EXISTING UTILITIES ---------------
77
(PROTECT IN PLACE) EXISTING CONCRETE
UTIL BOX BEAM SPAN -
UTIL
EXISTING PIER RBI PILE LAYOUT
SCALE: %8"= I'-0"
AT PILE CUTOFF
STA. 100+22.43 STA. 100+56.43 STA. 100+56.60
INSIDE FACE OF END OF PROPOSED BEAM = END OF EXISTING
PROPOSED BACKWALL EDGE OF STEEL PONY BENT TTPOD STRINGER BRACKET
34'-0" (INSIDE FACE OF BACKWALL AFTER REMOVALS
STA. 100+00.00 TO END OF BOX BEAM SPAN)
INSIDE FACE OF
EXISTING BACKWALL BEAM STOP GS -3
W/ %"x7"x 1'-2"
BEARING PAD
PROPOSED B/R =
EXISTING B/R
ELEV. 460.91 -
END HANDRAIL
ASSEMBLY CEH
1'-6" LAYER OF
CLASS I RIPRAP z
TYP. @6v
PILE / Y6 V \
INSTALL
2-PL3Ax24x 10'-0"_.,z
TRIM AS REQUIRED
Ee w
TO SPRINGFIELD 8
¢ OAKRIDGE
(TIMETABLE SOUTH)
z w SEGMENT A
�z
N U
A
SEGMENT A
SEGMENT B
2"
30" CONCRETE ( HOLD)
BOX BEAM BG34-OR
ii rl
GRADE: -0.239% HANDRAIL PROPOSED B/R = EXISTING HANDRAIL
(SET SEGMENT LEVEL( ASSEMBLY C21 EXISTING B/R POST AND CABLE ITYP.I
ELEV. 460.83
27
1 BALLAST DEPTH = 9"
z
DECK PLATE
I
COVER
PLATE
STA. 107+24,45
NG TSTB�ORD
WELDING
(HOLD)
DETAIL
WELDING
DETAIL
z
II
II II
rL HP14x89 STEEL PILE
a
EXISTING TSTBD
j (SEE PILE DRIVING
z
-��
f TO B_E REM_OVE_D)
DIAGRAM, SHEET N_O. 2l_
PILE
�N..
_____
_______________________________________________
CHORDL
nav
O
''
x¢�
PLUMB PILE
K+K+----
------------
2i14-- - - ---------------------
RAI_
�
I
SCALE: %"=1'-0"
=_____�__
_ -__________________________________________
-----------------------------------------------
EXISTING6.1
-' L
BATTER
BATTER PILE y2: 12
FILL MATERIAL (TYP.)
UTIL
BENT RA2
BENT RAI UTIL
ELEV. 454.93
TO SPRINGFIELD JCT. 8
2' -PERFORATED POLYETHYLENE EAST PORTLAND
(HOLD) 2 7 DRAINAGE PIPE DAYLIGHTED (TIMETABLE NORTH)
-END OF EXISTING OUTSIDE FACE OF PRECAST CONCRETE AT GROUND SURFACE FOR
TTPOD STRINGER BRACKET BACKWALL PLANKS TO MATCH END OF CLEANOUT (CAP END(
AFTER REMOVALS PRECAST CONCRETE BACKWALL PCB II (TY P.I 900ELBOW 6" DIA. PERFORATED POLYETHYLENE
DRAINAGE PIPE, PLACE AS SHOWN
\ EXISTING TTPOD (SLOPE DOWNWARD FROM CAPPED END AT 2%)
\ (TO REMAIN) HANDRAIL POST HP -4R
••� DECK PLATE
1 END HANDRAIL CDP3 (EACH SIDE)
CLOSURE ANGLE CA -14 (TYP.( ASSEMBLY EHA-IR
_____r______�_.._______.._____-.__________
__.
------_ _______________________ ___________-
j -IALL SUBSURFACE MAT CONTINUOUS _
I----•----------------- COVER PLATE CP -13 ii STRIPS ON BACK FACE OF PRECAST DECK PLATE CDPI
CONCRETE BACKWALL PCB- 1 I AND Ja}.t1a td_
EXISTING CONCRETE
,% °\ j BENT CAP (TYP.) ! w AND EXISTING CONCRETE BENT CAP Y?°
-� a = PRECAST CONCRETE
-r- �---�--- ------------------- ----------- �-------------------------- ! o-------------------------------I-H-H
r - \\ J - END CAP CPC10 WITH
/ PRECAST CONCRETE BACKWALL PCB _1, ].t Li}d = PRECAST CONCRETE
COVER PLATE CP -12 (BACK FACE = BACK FACE OF
-r�--------°----------" ! i; 'l°T"fiA'"ATlOr BACKWALL CPBWIO-
--__,_--_-__--__-_--_-__ EXISTING CONCRETE BENT CAP)
j !i _ _ _ __ __ _i_ FIELD FABRICATE CLOSURE BETWEEN PRECAST
r--____ - - L -F - - ------------------
'_Li________ __ __ __ r HANDRAIL POST HP -4L L CONCRETE BACKWALL PCB -11 AND PRECAST
L. '; CONCRETE BACKWALL PLANKS AS REQUIRED (TYP.)
---------------_ + I. 8±: I SLOPE 4-12'-0" PRECAST CONCRETE
UTIL (TYP.) BACKWALL PLANKS (TYP.) DECK PLATE CDP2
UTIL EXISTING HANDRAIL
'___C w = POST AND CABLE (TYP.) EXISTING CONCRETE END HANDRAIL
EXISTING UTILITIES BOX BEAM SPAN (TYP.)
¢ \ ASSEMBLY EHA-IL
(PROTECT IN PLACE) J �
EXISTING PIER RBI a
PLAN
SCALE: y8"= I'-0"
STA. 100+56.60
END OF EXISTING
TTPOD STRINGER BRACKET
AFTER REMOVALS
BALLAST DEPTH = 8"
\ EXISTING TTPOD r
(TO REMAIN) « a
----------------
-------------------
Z ti W Z U m
Z U W J
z W Z ti H J
-1 van. N U Ul U U Y
XJ XOG±¢
EXISTING UTILITIES ---------------
77
(PROTECT IN PLACE) EXISTING CONCRETE
UTIL BOX BEAM SPAN -
UTIL
EXISTING PIER RBI PILE LAYOUT
SCALE: %8"= I'-0"
AT PILE CUTOFF
STA. 100+22.43 STA. 100+56.43 STA. 100+56.60
INSIDE FACE OF END OF PROPOSED BEAM = END OF EXISTING
PROPOSED BACKWALL EDGE OF STEEL PONY BENT TTPOD STRINGER BRACKET
34'-0" (INSIDE FACE OF BACKWALL AFTER REMOVALS
STA. 100+00.00 TO END OF BOX BEAM SPAN)
INSIDE FACE OF
EXISTING BACKWALL BEAM STOP GS -3
W/ %"x7"x 1'-2"
BEARING PAD
PROPOSED B/R =
EXISTING B/R
ELEV. 460.91 -
END HANDRAIL
ASSEMBLY CEH
1'-6" LAYER OF
CLASS I RIPRAP z
TYP. @6v
PILE / Y6 V \
INSTALL
2-PL3Ax24x 10'-0"_.,z
TRIM AS REQUIRED
Ee w
TO SPRINGFIELD 8
¢ OAKRIDGE
(TIMETABLE SOUTH)
z w SEGMENT A
�z
N U
A
SEGMENT A
SEGMENT B
2"
30" CONCRETE ( HOLD)
BOX BEAM BG34-OR
ii rl
GRADE: -0.239% HANDRAIL PROPOSED B/R = EXISTING HANDRAIL
(SET SEGMENT LEVEL( ASSEMBLY C21 EXISTING B/R POST AND CABLE ITYP.I
ELEV. 460.83
SEGMENT B
r
I ri. BEAM STOP GS -7 INS) -----'
BEAM STOP GS -6 (FSl________________
-------------------
y" BEARING PAD
i/ •.
EXISTING CONCRETE
-- i BOX BEAM SPAN (TYP.) J i
'i EXISTING TTPOD
LOW CHORD
! ELEV. 454.37 !
j I EXISTING TTPOD !
(TO REMAIN) i
STEEL PONY EGL i
BENT SPB-10 V IDD
SEIDO IWRISEI �E IN (WE) i
EXISTING UTILITIES -
j ! (PROTECT IN PLACE)EsD - - �
I - }------------ i
y\ ,1
DAYLIGHT END OF HP8x36x 20'-0" STEEL PILE (PLANK
DRAINAGE PIPE OUT SEAT NOT SHOWN FOR CLARITY) (TYP.)
OF EMBANKMENT SLOPE PROVIDE RODENT
L_ SCREEN AT PIPE END [)
Tl
COVER PLATE CP -13 j:
T� I;
X16 V EXISTING
CONCRETE
BOX BEAM i.:
30" CONCRETE
BOX BEAM -
COVER PLATE CP -12
PRECAST CONCRETE
BACKWALL PCB -11
27
DECK PLATE
COVER
PLATE
STA. 107+24,45
NG TSTB�ORD
WELDING
DETAIL
WELDING
DETAIL
INSIDE FACE OF
II
II II
/
INSTALL
TRIM AS
NOTE:
10'-0"
HP14x89457.46STEEL
pp A(��Q
&440m ZUOLX.Ym-en
PILE
(TYP.)-�_,
N:I:ELEV.
CHORDL
457.00EXISTINGBENT
PROPOSED BACKWALL
PLUMB PILE
RAI_
SCALE: %"=1'-0"
SCALE: %"=1'-0"
(BRIDGE 620.78)
PLACE WELL -COMPACTED
EXISTING6.1
-' L
FILL MATERIAL (TYP.)
EXISTING
BENT RA2
STEEL PILE SHALL BE 4"
rL EXISTING
er
¢ BENT
RAI BENT RA3
J
BELOW TOP OF PRECAST
(BRIDGE 621.001 SIMILAR
4 EXISTING
BENT =A4
CONCRETE BACKWALL PCB -11.
TIMBER PILE,
E ------
-
CUT OFF AT
NOTE:
GROUNDLINE (TYP.)
SEGMENT B
r
I ri. BEAM STOP GS -7 INS) -----'
BEAM STOP GS -6 (FSl________________
-------------------
y" BEARING PAD
i/ •.
EXISTING CONCRETE
-- i BOX BEAM SPAN (TYP.) J i
'i EXISTING TTPOD
LOW CHORD
! ELEV. 454.37 !
j I EXISTING TTPOD !
(TO REMAIN) i
STEEL PONY EGL i
BENT SPB-10 V IDD
SEIDO IWRISEI �E IN (WE) i
EXISTING UTILITIES -
j ! (PROTECT IN PLACE)EsD - - �
I - }------------ i
y\ ,1
DAYLIGHT END OF HP8x36x 20'-0" STEEL PILE (PLANK
DRAINAGE PIPE OUT SEAT NOT SHOWN FOR CLARITY) (TYP.)
OF EMBANKMENT SLOPE PROVIDE RODENT
L_ SCREEN AT PIPE END [)
Tl
COVER PLATE CP -13 j:
T� I;
X16 V EXISTING
CONCRETE
BOX BEAM i.:
30" CONCRETE
BOX BEAM -
COVER PLATE CP -12
PRECAST CONCRETE
BACKWALL PCB -11
CONCRETE �Jr
BENT CAP Q _ _ _ _ UTIL = UTILITY PIPE
-------------------------------------------- -
1,,--EXISTING
------------------------------------------
PRECAST CONCRETE
BACKWALL PCB -II 2"*- i 2 4 INSIDE FACE OF HP8x36x 20'-0"
(BACK FACE = I 6•_O" STEEL PILE TO MATCH END
BACK FACE OF EXISTING (TYP.) OF PRECAST CONCRETE
CONCRETE BENT CAP) I BACKWALL PCB -11 (TYP.)
3'-Oy2" (TYP.) ¢ PILE � PILE
It EXISTING BENT RC9
STA. 107+24.28
SEGMENT C
i PROPOSED
GROUNDLINE
END OF EXISTING
CONCRETE BOX BEAM
HANDRAIL POST HP -41- (NS)
HANDRAIL POST HP -4R (FS)
CLOSURE ANGLE CA -14
--------------------------
EXISTING CONCRETE
BENT CAP 1 TYP. 1
+1.8+
I�-
EXISTING STEEL
PILE (TYP.) -
I �
\_1 EXISTING
�GROUNDLINE
j OHWM EXISTING
\ BENT RC8
WSE, -438.83
¢EXISTING EGL(, -441.92 ® WSEIDDINDRISE1=440.26
PIER xBl ELEVAT ION OEWM -430.73 s WSE10°'R`E' =440.40
STA. 100+58.10 SCALE: 1/8"= I'-0" ,.= P
SEGMENT C 111111
(.\
_-_
_____ ��____ r__.__Y______.✓______mc______•�_____w______:,e______ iJ__ __ _____111 __
SEGMENT B SEGMENT C I PROPOSED BRI[CIPROPOSED BRI[
PROPOSED BRIDGE 620.78 SHEET NOPROPOSED BRIDGE 620.78 SHEET 2
KEY PLAN PROPOSED
0 CULVERT 620.93,
SCALE: NO SCALE SHEET NO. 2A
TO SPRINGFIELD JCT. 8
EAST PORTLAND
(TIMETABLE NORTH)
SEGMENT D SEGMENT E,. SEGMENT F
PROPOSED BRIDGE 621.00
SHEET NO. 3
STA. 107+24.45
INSIUL FACL OF PHUPUSEU
BACKWALL (BRIDGE 620.78)
PROPOSED B/R =
EXISTING B/R
ELEV. 459.07
BRIDGE
PROPOSED 5'-83/4' 1 5'-83/4'
BASE OF RAIL
12, Y2L y2
112
PILE
f TYP. I
END HANDRAIL PILE CUTOUT
ASSEMBLY EHA-IL ELEVATION 5'-113/4" 5'-113/4"
5 70
12'-0" PRECAST CONCRETE PILE DRIVING DIAGRAM
BACKWALL PLANK (TYP.) SCALE: NO SCALE
PLANK SEAT SPS -I (TYP.) BENT #AI
HP8x36x 20'-0"
STEEL PILE (TYP.)
PRECAST CONCRETE BACKWALL PCB -II
Ij (BACK FACE = BACK FACE OF
ji EXISTING CONCRETE BENT CAP)
Ij DRAINAGE PIPE TO BE INSTALLED
ji TO RUN UNDER THE BOTTOM OF
THE PRECAST CONCRETE BACKWALL
PLANKS AND DAYLIGHT OUT OF
I; EMBANKMENT SLOPE
I
EXISTING
BENT RC9
STA. 107+24.28
EXISTING
STEEL PILE
EXISTING BRIDGE
- U
i
ii
27
DECK PLATE
COVER
PLATE
STA. 107+24,45
TYP.
WELDING
DETAIL
WELDING
DETAIL
INSIDE FACE OF
II
II II
/
INSTALL
TRIM AS
NOTE:
10'-0"
pp A(��Q
&440m ZUOLX.Ym-en
10-25- 18
PROPOSED BACKWALL
PLUMB PILE
TOP OF HP8x36x 20'-0"
SCALE: %"=1'-0"
SCALE: %"=1'-0"
(BRIDGE 620.78)
BENT RAI SHOWN
EXISTING
BENT xC9
STEEL PILE SHALL BE 4"
BENT RI, R2, RS AND a6
J
BELOW TOP OF PRECAST
(BRIDGE 621.001 SIMILAR
CONCRETE BACKWALL PCB -11.
E ------
-
NOTE:
-----------------------------
I
I 3 HP8x36x 20'-0"
CONTRACTOR TO REMOVE
GALVANIZING AS REQUIRED
'
STEEL PILE (TYP.)
TO MAKE FIELD WELDS
AS SHOWN. AFTER WELDS ARE
-----------------------------------------7
Q
COMPLETE, APPLY COLD
GALVANIZING COMPOUND TO
PLATES AS REQUIRED.
----------------------------i-
EXISTING
_
CONCRETE �Jr
BENT CAP Q _ _ _ _ UTIL = UTILITY PIPE
-------------------------------------------- -
1,,--EXISTING
------------------------------------------
PRECAST CONCRETE
BACKWALL PCB -II 2"*- i 2 4 INSIDE FACE OF HP8x36x 20'-0"
(BACK FACE = I 6•_O" STEEL PILE TO MATCH END
BACK FACE OF EXISTING (TYP.) OF PRECAST CONCRETE
CONCRETE BENT CAP) I BACKWALL PCB -11 (TYP.)
3'-Oy2" (TYP.) ¢ PILE � PILE
It EXISTING BENT RC9
STA. 107+24.28
SEGMENT C
i PROPOSED
GROUNDLINE
END OF EXISTING
CONCRETE BOX BEAM
HANDRAIL POST HP -41- (NS)
HANDRAIL POST HP -4R (FS)
CLOSURE ANGLE CA -14
--------------------------
EXISTING CONCRETE
BENT CAP 1 TYP. 1
+1.8+
I�-
EXISTING STEEL
PILE (TYP.) -
I �
\_1 EXISTING
�GROUNDLINE
j OHWM EXISTING
\ BENT RC8
WSE, -438.83
¢EXISTING EGL(, -441.92 ® WSEIDDINDRISE1=440.26
PIER xBl ELEVAT ION OEWM -430.73 s WSE10°'R`E' =440.40
STA. 100+58.10 SCALE: 1/8"= I'-0" ,.= P
SEGMENT C 111111
(.\
_-_
_____ ��____ r__.__Y______.✓______mc______•�_____w______:,e______ iJ__ __ _____111 __
SEGMENT B SEGMENT C I PROPOSED BRI[CIPROPOSED BRI[
PROPOSED BRIDGE 620.78 SHEET NOPROPOSED BRIDGE 620.78 SHEET 2
KEY PLAN PROPOSED
0 CULVERT 620.93,
SCALE: NO SCALE SHEET NO. 2A
TO SPRINGFIELD JCT. 8
EAST PORTLAND
(TIMETABLE NORTH)
SEGMENT D SEGMENT E,. SEGMENT F
PROPOSED BRIDGE 621.00
SHEET NO. 3
STA. 107+24.45
INSIUL FACL OF PHUPUSEU
BACKWALL (BRIDGE 620.78)
PROPOSED B/R =
EXISTING B/R
ELEV. 459.07
BRIDGE
PROPOSED 5'-83/4' 1 5'-83/4'
BASE OF RAIL
12, Y2L y2
112
PILE
f TYP. I
END HANDRAIL PILE CUTOUT
ASSEMBLY EHA-IL ELEVATION 5'-113/4" 5'-113/4"
5 70
12'-0" PRECAST CONCRETE PILE DRIVING DIAGRAM
BACKWALL PLANK (TYP.) SCALE: NO SCALE
PLANK SEAT SPS -I (TYP.) BENT #AI
HP8x36x 20'-0"
STEEL PILE (TYP.)
PRECAST CONCRETE BACKWALL PCB -II
Ij (BACK FACE = BACK FACE OF
ji EXISTING CONCRETE BENT CAP)
Ij DRAINAGE PIPE TO BE INSTALLED
ji TO RUN UNDER THE BOTTOM OF
THE PRECAST CONCRETE BACKWALL
PLANKS AND DAYLIGHT OUT OF
I; EMBANKMENT SLOPE
I
EXISTING
BENT RC9
STA. 107+24.28
EXISTING
STEEL PILE
EXISTING BRIDGE
- U
i
ii
TYP.
@
7%
PILE
II
II II
/
INSTALL
TRIM AS
2-PL3hx24x
REQUIRED
10'-0"
pp A(��Q
&440m ZUOLX.Ym-en
10-25- 18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
gz
/(/OMAHA, NSE I �/
:1y:v: Q R.
DATE:
NOTES:
I. FOR PORTIONS OF EXISTING BRIDGE TO
BE FILLED IN, SEE TYPICAL FILL SECTION,
SHEET NO. 6.
2. FOR ADDITIONAL DRAINAGE PIPE INSTALLATION
NOTES AND DETAILS, SEE SHEET NO. 7.
3. CONSTRUCTOR SHALL TAKE CARE NOT TO
DAMAGE EXISTING BENT xC9 FOR RE -USE
IN FINAL CONDITION.
4. DURING WORK WINDOWS, BLOCK OUT TIMBER
BALLAST CURBS AND BALLAST AND SHIFT
TIMBER TIES AND TIMBER STRINGERS TO
ALLOW FOR PILE DRIVING THRU EXISTING
DECK. PACK TIMBER STRINGERS BELOW
RAILS AS FEASIBLE.
5. CONSTRUCTOR TO MINIMALLY ADJUST PILE
LOCATIONS TO AVOID INTERFERENCE WITH
THE TIMBER BALLAST RETAINERS.
6. *CONSTRUCTOR SHALL MINIMALLY MODIFY THE
SLOPE OF THE PROPOSED EMBANKMENT AS
REQUIRED TO MAINTAIN ALL FILL MATERIAL ON
EXISTING UPRR RIGHT-OF-WAY.
7. LOCATION OF KNOWN UTILITIES IS APPROXIMATE.
LOCATION SHALL BE VERIFIED PRIOR TO
CONSTRUCTION. NOTIFY OREGON UTILITY
NOTIFICATION CENTER, 1-800-332-2344,
AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
8. FS= FAR SIDE
NS = NEAR SIDE
2 03/15/2021 ADDED BASE FLOOD ELEVATIONS
02/02/2021 ADDED CULV. 620.93 TO KEY PLAN,
UPDATED HYDRAULIC ELEVATIONS
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
FlILITf*SPAN PCB x 34' (SEGENT AI NEW BACKWALL AT BENT -C9,
11}-48" DIA. SSP x 90', 2 SPAN 9B x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG DI AND B SPAN TSTBD x 121' (SEG FI
DWG TITLE
BRIDGE 620.78 GENERAL ARRANGEMENT
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-DGW 44.043320 N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TOM 123.025300 W
DRAWN BY: ACB SHEET N0. C E NUMBER
CHECKED BY: JRB
SCALE: AS NOTED 2 Of I5 120416
R.O.W. PROPOSED MAIN TRACK =
EXISTING MAIN TRACK
55' 0" ALIGNMENT: TANGENT 55'-0"
=442. 62
„„= 10.52
J �
1JWO
U �
I. 8± SLOPE ; W
J
(TYP. 1 Baa
aa�
E
O �
H .y
R. 0. W.
55'- 0"
W:)tIOO IND-RISEI- "U. 71
WSE:M," =440.401
PROPOSED 48" DIA. SSP
�E1oD INLET INVERT
ELEV. 440.50
yWSE IOo I NO RISESW1E loo I BFI 1'
E so —
�w
TO SPRINGFIELD 8
OAKRIDGE
(TIMETABLE SOUTH)
z w SEGMENT A
�z
N U
X J
-IL_ 0000
F ,I
A
GRADE TO DRAIN (TYP.)
RIGHT_
PLAN $�
SCALE: %"=1'-0"
PROPOSED MAIN TRACK =
EXISTING MAIN TRACK
I
I
44'-0"
I
15'-0" 15'-0"
i
c PROPOSED B/R =
EXISTING B/R
ELEV. 458.29 r
� I �
BALLAST r /
SUBBALLAST �.
SSP_ 10 ISSP 20 SSP -20
SLOPE: I. III
EXCAVATE AS REOUIRED AND PLACE
WELL -COMPACTED PIPE BEDDING WHEN
INSTALLING PIPE USING OPEN CUT METHODS RIGHT
® SECTION X
SCALE: Y6 "= I'-0" A A
SEGMENT B SEGMENT C
EXISTING BRIDGE
(TO BE REMOVED)
-EXISTING LOW CHORD \
ELEV. 455.80±
-FILL UNDER EXISTING SPAN
WITH CLSM TO BOTTOM
OF EXISTING BEAMS
PLACE WELL -COMPACTED
FILL MATERIAL
I
\ r\
�- T;__ __,_,� �__ 0000___ 0000_ 0001 _-0000_1010
PROPOSED BRIDGE 620.78 SHEET NO. BRIDGE 620.78 SHEET NO. 22
KEY PLAN PROPOSED
620.
CULVERT 93,
SCALE: NO SCALE SHEET NO. 2A
46'-0"
PI PIP
010 0 ,
55'-0"
R.O.W.
EST. WT. OF SSP
i
i
I
I �
i
OUTSIDE
DIAMETER
2A
26
WEIGHT
I LB. /LIN. FT. I
WEIGHT
(LB.)
WEIGI
(TON
48"
0.625"
20'-0"
317
6,340
3.2
48"
0.625"
UpE-
317
3,170
1.6
!
i
i
�
i------------
i m
¢ o
p
J Z 1 I
Q
TOE OF
TOP OF
SLOPE
SUBGRADE
t
C CO j
TOP OF Z
-
SUBGRADE
dW-
j
2
F2B
—za
o
----J---
PROPOSED 48" DIA. SSP (TYP.)
to
p
!I '--I
CIL.
N
m
o
---`--------------I ---------------
____________r________________________________r_____________________�_________r___�__________
SSP -10 SSP -20 j SSP -20 I'
_____ __________ T__________________
SSP -20
–
CIL.
------------T---------------------------------U-----------
----------t----------------------
------------------U------------------
V)
o
�
o
N
E110: SSP -20 SSP -20
SSP -20
j �� j;
j
_—_
-------------
_—_—_
_ -a-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-+-_-_-_-_!_-0!010-
-_-_-1_-_-_-_101 1!-_-!-_-_-_-_-_
_-_-_-_-_-_-_-_-_-I_-_-_-_-_-_-_-_-_-
II
Q�
-----------------------------------------------
W O_
O
----- ---------- __________
____________________________________
CD
CLd
N
tO
r------------------------------- - r---------------------�---------Y-------------
SSP -10 SSP -20 SSP 20
------------------T------------------
SSP -20
C,
1i
---------
-----
-----1111------4---------------------------------+-----------------------
---------I'---•----------
------------------I------------------
�
---------------------------------------1111--
-----------------------T--------- --------------------------------
------------------
i i I i i
I
j EXISTING
BRIDGE
i i I i i (TO BE REMOVED) JI
i i I i i
c� —
�«
z
T -7X W
J �
1JWO
U �
I. 8± SLOPE ; W
J
(TYP. 1 Baa
aa�
E
O �
H .y
R. 0. W.
55'- 0"
W:)tIOO IND-RISEI- "U. 71
WSE:M," =440.401
PROPOSED 48" DIA. SSP
�E1oD INLET INVERT
ELEV. 440.50
yWSE IOo I NO RISESW1E loo I BFI 1'
E so —
�w
TO SPRINGFIELD 8
OAKRIDGE
(TIMETABLE SOUTH)
z w SEGMENT A
�z
N U
X J
-IL_ 0000
F ,I
A
GRADE TO DRAIN (TYP.)
RIGHT_
PLAN $�
SCALE: %"=1'-0"
PROPOSED MAIN TRACK =
EXISTING MAIN TRACK
I
I
44'-0"
I
15'-0" 15'-0"
i
c PROPOSED B/R =
EXISTING B/R
ELEV. 458.29 r
� I �
BALLAST r /
SUBBALLAST �.
SSP_ 10 ISSP 20 SSP -20
SLOPE: I. III
EXCAVATE AS REOUIRED AND PLACE
WELL -COMPACTED PIPE BEDDING WHEN
INSTALLING PIPE USING OPEN CUT METHODS RIGHT
® SECTION X
SCALE: Y6 "= I'-0" A A
SEGMENT B SEGMENT C
EXISTING BRIDGE
(TO BE REMOVED)
-EXISTING LOW CHORD \
ELEV. 455.80±
-FILL UNDER EXISTING SPAN
WITH CLSM TO BOTTOM
OF EXISTING BEAMS
PLACE WELL -COMPACTED
FILL MATERIAL
I
\ r\
�- T;__ __,_,� �__ 0000___ 0000_ 0001 _-0000_1010
PROPOSED BRIDGE 620.78 SHEET NO. BRIDGE 620.78 SHEET NO. 22
KEY PLAN PROPOSED
620.
CULVERT 93,
SCALE: NO SCALE SHEET NO. 2A
46'-0"
PI PIP
010 0 ,
55'-0"
R.O.W.
EST. WT. OF SSP
i
i
I
I �
i
OUTSIDE
DIAMETER
WALL
THICKNESS
LENGTH
WEIGHT
I LB. /LIN. FT. I
WEIGHT
(LB.)
WEIGI
(TON
48"
0.625"
20'-0"
317
6,340
3.2
48"
0.625"
10'-0"
317
3,170
1.6
!
TOE OF
SLOPE
I
----------SSP-20
-----------
i
i
I
I �
i
!
-----------
-------------------SSP-20
-----------
SSP-
o
0
-- _-_-_1010-_
1
I
i AO
-
N
M
---- -----SSP-20
__ _
I
I
i
i
i
i------------
i m
TOP OF RIPRAP
ELEV. 444.50
TO SPRINGFIELD JCT. 8
EAST PORTLAND
(TIMETABLE NORTH)
SEGMENT F
`L-2'-O" LAYER OF!
CLASS I RIPRAP!.
41-0.
OUTLET INVERT
ELEV. 439.50
2'-0" LAYER OF
CLASS I RIPRAP
EXISTING BRIDGE
PROPOSED BRIDGE 621.00
SHEET NO. 3
LIMITS OF REMOVAL
REMOVE EXISTING STRUCTURE TO 1'-0"
(MIN.) BELOW PROPOSED EMBANKMENT SLOPE
AND 2'-6" (MIN.) BELOW BASE OF RAIL.
NOTE'
*CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE
PROPOSED EMBANKMENT AS REQUIRED TO MAINTAIN ALL FILL
MATERIAL ON EXISTING UPRR RIGHT - OF - WAY AND TIE INTO
THE INVERTS OF THE PROPOSED CULVERT.
2 103/15/20211 ADDED BASE FLOOD ELEVATIONS
02/02/202 11 NEW SHEET
APPROXIMATE EXISTING GROUNDLINE I I b e n e sc h
UNION PACIFIC
0 NEW SHEET RAILROAD
Office of AVP Engineering Design
LOCATION
BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN
SPRINGFIELD. OR
ZVJlm-e T 02-03-2021
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NEI
Q
TE:
111LITf!SPAN PCB x 34' (SEGMENTAA NEW BACKWALL AT BENT xC9,
3-48" DIA. SSP x 90', 2 SPAN P�B x 60' AND 2 SPAN PCB It 60'
REPLACING 5 SPAN TSTBO x 60' (SEGMENT Al, PORTIONS OF
22 SPAN TSTBO x 318' (SEG 01 AND B SPAN TSTBO x 121' (SEG FI
DWG TITLE
CULVERT 620.93 GENERAL ARRANGEMENT
)RDER: 26537 UP-DGW 44.04332° N
BY: JRB BENESCH-JRB LONGITUDE:
D BY: ACB 123.02530" W
BY: ACB SHEET NO. . C E NUMBER
Wbjff- )q
AS NOTED I 2A Ot 15 1 1204 16
TO SPRINGFIELD 8
OAKRIDGE
(TIMETABLE SOUTH)
EXISTING
BENT #CIO
EXCAVATE AS REQUIRED AND PLACE
WELL -COMPACTED PIPE BEDDING —
TO SPRINGFIELD 8
OAKRIDGE
(TIMETABLE SOUTH)
PROPOSED B/R =
EXISTING B/R
ELEV. 458.29 —
to
PROPOSED B/R =
EXISTING B/R
ELEV. 458.29 —
PROPOSED 48" DIA. SSP
STA. 107+69. 75
SSP
I
6'-0- 6' - 0"
I I
II I
I
SSP 4 EXISTING
BENT #Cll
3'-8" STA. 107+85.42
I ( HOLD) 1
PROPOSED B/R =
I/ ELEV.
B/R
ELEV. 458.23
EXISTING BRIDGE
(TO BE REMOVED)
PLACE WELL -COMPACTED
FILL MATERIAL
PROPOSED SHIM AND TIE INTO PLACE AS REQUIRED
48" DIA. SSP
(TYP.) TO SECURE WHEN PLACING CLSM (TYP.)
16'-0" 1 1 1'-0"
IQi1
SECTION Y
SCALE: 6"= I'-0" A B
PROPOSED 48" DIA. SSP
I STA. 107+69.75
SSP SSP EXISTING
BENT aCll
6'-0" 6'-0" 1 3'-8" STA. 107+85.42
I ( HOLD)
PROPOSED B/R =
EXISTING B/R
�I ELEV. 458.23
I I I i
I I I i
I I I
I I I
I I I
S-"— PLACE WELL -COMPACTED
FILL MATERIAL
I I I
I I I
PROPOSED
48"DIA. SSP
I', P. 1
I I I
7
EXCAVATE AS REQUIRED AND PLACE
WELL -COMPACTED PIPE BEDDING
170" 1'-0"
18'-0"
SECTION Z
SCALE: %"= 1'-0" A B
DESIGN NOTES
I. This structure has been designed for Copper E-80 Live Load
with Impact and cover depth ranging from I'-6" to I8'-0".
2. Welders must possess valid certification.
TO SPRINGFIELD JCT. 8
EAST PORTLAND
(TIMETABLE NORTH)
III
!i! FILL UNDER EXISTING BRIDGE
lil WITH CLSM TO BOTTOM
it OF EXISTING BEAMS
I
EXISTING
BENT RC12
TO SPRINGFIELD JCT. 8
EAST PORTLAND
(TIMETABLE NORTH)
SUBBALLAST
BILL OF MATERIAL - CULVERT 620.93
REO'D.
UNIT
DESCRIPTION
STORE ITEM NO.
ORDERED BY
270
LIN.FT.
48" DIA. SMOOTH STEEL PIPE, %" WALL THICKNESS, (3 g 10', 12 0 20'1
( PER STD. DWG. 680010 SHT. 1 )
510-3293
MANAGER
BRIDGE
I
EA.
CULVERT MARKER SIGNS, MOUNTING POST AND MOUNTING HARDWARE
(PER STD. DWG. 0502, 0507 AND 0599)
POO -2616
PROJECTS
+
I
LOT
PIPE BEDDING (PER STD. DWG. 680000 SHT. 2-3)
CONSTRUCTOR
I
LOT
CONTROLLED LOW -STRENGTH MATERIAL (CLSM) (PER STD. DWG. 680000 SHT. 2-31
60
TON
RIPRAP, CLASS I (PER STD. DWG. 680000 SHT. 2-3)
562-2764
BULK QUANTITIES ARE ESTIMATED.
NOTE:
CONSTRUCTOR DESIGNATES MANAGER BRIDGE CONSTRUCTION IF
CONSTRUCTION BY UPRR AND CONTRACTOR IF CONSTRUCTION
BY CONTRACTOR.
LIMITS OF REMOVAL
REMOVE EXISTING STRUCTURE TO 1'-0"
(MIN.) BELOW PROPOSED EMBANKMENT SLOPE
AND 2'-6" (MIN.) BELOW BASE OF RAIL.
102/02/20211 NEW SHEET
Aft
benesch
UNION PACIFIC
Z 1 NEW SHEET RAILROAD
Office of AVP Engineering Design
LOCATION
BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD. OR
ZUElrLWn 02-03-2021
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NEI
TE:
111LITf!SPAN PCB x 34' 1SEGENT A1, NEW BACKWALL AT BENT -C9,
3-48" DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' 1 SEGMENT A1, PORTIONS OF
22 SPAN TS18O x 318' (SEG DI AND 8 SPAN TSTBO x 121' (SEG F)
DWG TITLE
CULVERT 620.93 TYPICAL SECTIONS
AND BILL OF MATERIAL
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: IRB BENESCH-JRB LONGITUDE:
CHECKED BY: ACB 123.02530° W
DRAWN BYE ACB SHEET N0. C E NUMBER
CHECKED BY: JRB
SCALE: AS NOTED 2B Of 15 120416
TO
SPRINGFIELD
8
U �
MATERIAL (TYP.)
:
Q Z
164'-IOy2"± (OUT TO OUT OF BOX BEAMS)
BEAM STOP GS -7 INS)
W
STEEL PILE
iG:
TO SPRINGFIELD JCT. 8.
1---------
OAK IDG
6il
�L
STA. 112+72.16 29."
-5
EXISTING TIMBER
r EXISTING
BEARING PAD
zoQ
BENT
=D18 I
EAST PORTLAND
(TIMETABLE
SOUTH)
2"
2"
EXISTING
2"
EDGE OF EXISTING
2"
4 HP14x89 9TE)EL PILE
2"
r± HP14x89 STEEL PILE
(SEE PILE DRIVING
2" (TIMETABLE NORTH)
(SEE PILE DRIVING
DIAGRAM, SHEET NO. 3)
!
ROADWAY (TYP.)
i
BLVD.
i
! !
DIAGRAM, SHEET N0. 3)
DIAGRAM, SHEET N0. 31
(HOLD)
i---------
L
+ U
L�
:�:
LL
INSIDE FACE OF(HOLD)
29'
10" 29' 10"
LII
44' 10/2"±
29' 10"
EXISTING
29' 10"
j BENT ND19
rL EXISTING
PROPOSED BACKWALL
EXISTING
_-_----------------33
r± BENT al
BENT aD20
- - - - - - - - - -
BENT ttD21
¢ EXISTING
INSIDE FACE OF
BENT aD22
¢
BENT a2
qe FRANKLINBLVD.
-
PROPOSED BACKWALL
xc�
END OF EXISTING END OF EXISTING
GAS VALVE G
_-_2H_-_
6" HIGH PRESSURE
CONCRETE I -BEAM j CONCRETE I -BEAM
NATURAL GAS LINE ( TYP. )
MAN HOLE
---------
---
-3
=
- - -
SEWER
Y
EDGE
EXISTING
OF
! EDGE OF EXISTING
i�
STORM
z
HANDRAIL
I ROADWAY (TYP.) W
EDGE OF
HANDRAIL
HANDRAIL
¢
W
W o
ASSEMBLY SIDEWALK
/
i I ("-�w
EXISTING CONCRETE
EXISTING .n
ASSEMBLY
ASSEMBLY
PRECAST CONCRETE
z
z o ¢
C21 30L
! !
BENT CAP (TYP.) ; i
:_,I�
Q
SIDEWALK o
C21 -30R
=�LC21
(TYP.)
END CAP CPCIO 8
BACKWALL CPBWIO
-- ---,`-------------------------- ---- -------------------------,o
Wim..
7'x
W
-------------
_ ,
--•
-
BG30-0 DECK PLATES CDP)
BG30 0
i i
COVER PLATE CP -10
f
BG30 0
BG30 0
v
-o-
�.t.tAtld.tt,
8 CDP2 (TYP. I
i
COVER PLATE CP- I I I
�e{,tntlAl.}si,
i
s .I
W
.................T
=
!
ii COVER PLATE CP -10
f COVER PLATE CP-IIElf
.I
BG30-0VERNICAL
DECK PLATE CDP3 ii
( EACH S 1 DE, TYP. I ii
o'Wa
!
;i ------------------------------------------------------------- I --------�
(3
i! BG30 0
ii
BG30 0
-Ii-I
..._._.._.._.._..._.._.._......._.._.._
............._..:.._..._......._....._....._.._.._....._.._.._.._
CLEARANCE '_
-------------------
4
PRECAST CONCRETE
.
_.._... _....._ ........ --
i �y
.:.::
.::::
..._
..... .....
WINGWALL CPW2 (TYP.)
X1.8+:1 SLOPE
HANDRAIL
i I
i F !o
3 WATER LINE
! ! Q
HANDRAIL
X1.8±:1 SLOPE
END HANDRAIL
( TYP. )
ASSEMBLY
i i
i 3 6
i i "
ASSEMBLY
( TYP. )
ASSEMBLY CEH ITYP. I
C21 -30R
I
" I i I
� i
I
C21-301_
GAS VALVE
E
IT
PLAN EXISTING
CONCRETE
3 6
I BEAM SPAN (TO REMAIN)
SCALE: %g"= I'-0"
STA. 1 1 1+97, 20 STA. 112+42.08
n,
EXISTING
Y4"±
END OF EXISTING END OF EXISTING
Y4"± V
BENT
NEI -
CONCRETE I -BEAM CONCRETE I -BEAM
BENT
N3 -1
7 "+
BALLAST DEPTH = 9y4"± BALLAST DEPTH = 8/8 _
)"-EXISTING
BENT IFI
STA. 1 1 1+37. 70
1 BALLAST DEPTH = 133/¢"±
29'-5"
Y
WELL -COMPACTED
I
U �
MATERIAL (TYP.)
:
Q Z
HP14x89
BEAM STOP GS -7 INS)
W
STEEL PILE
iG:
--------------
1---------
111+67.12 30'-1"
6il
�L
STA. 112+72.16 29."
-5
EXISTING TIMBER
r EXISTING
BEARING PAD
zoQ
BENT
=D18 I
BENT aD17
j.
(TYP.)
EXISTING
"moi (HOLD)
EXISTING
zSEGMENT A
EDGE OF EXISTING
f FRANKLIN
4 HP14x89 9TE)EL PILE
SIDEWALK
r± HP14x89 STEEL PILE
(SEE PILE DRIVING
rL HP 14x89 STEEL PILE
(SEE PILE DRIVING
(SEE PILE DRIVING
DIAGRAM, SHEET NO. 3)
!
ROADWAY (TYP.)
i
BLVD.
i
! !
DIAGRAM, SHEET N0. 3)
DIAGRAM, SHEET N0. 31
i---------
L
+ U
L�
:�:
LL
V .
HANDRAIL
LII
EXISTING
EXISTING
T�(
j BENT ND19
rL EXISTING
TOP OF EXISTING
EXISTING
_-_----------------33
r± BENT al
BENT aD20
- - - - - - - - - -
BENT ttD21
¢ EXISTING
BENT aD22
¢
BENT a2
-
xc�
_-_2H_-_
I
---------
---
-3
- - -
-
PROPOSED B/R =
EXISTING B/R
ELEV. 457.49 -
PLACE
WELL -COMPACTED
...
FILL
MATERIAL (TYP.)
:
STA. 113+01.58
HP14x89
BEAM STOP GS -7 INS)
163'-10 y2" + (CENTER TO
STEEL PILE
(TYP.)
--------------
1---------
111+67.12 30'-1"
6il
�L
STA. 112+72.16 29."
-5
EXISTING TIMBER
r EXISTING
BEARING PAD
¢ EXISTING
BENT
=D18 I
BENT aD17
j.
(TYP.)
TYP. AT v
PILE / Y6 V
INSTALL 2-PL%x24x 10'-0"
TRIM AS REQUIRED (TYP, 0
BENT al AND BENT #6)-
3
6)
I
rV HP14x89 STEEL PILE
(SEE PILE DRIVING
DIAGRAM, SHEET NO. 3)
-------------------------------
11
o �
------------------------
1
I
0
I
L BATTER PILE
i/2: 12
BENT a I
ELEV. 451.15
--------------
! I I
PLUMB PILE ! i
EDGE OF
EXISTING 1 - 1----------------------------�---------------------
SIDEWALK
- ----------------------
------------------ ---
---------------------------- -- I
LBATTER PILE y2: 12
E BENT N2 EXISTING CONCRETE I -BEAM
ELEV. 450.54 rL EXISTING SPAN (TO REMAIN)
BENT aEI =
¢ BENT
STA. 1 I 1 1+97. I4 PILE LAYOUT
I
SCALE: %8"= 1'-0"
STA 11 1+37 03 STA III+97 20 AT PILE CUTOFF
INSIDE FACE OF
PROPOSED BACKWALL
END OF EXISTING
CONCRETE I -BEAM
165'-21/2"± 1 INSIDE FACE T
60'-0" (INSIDE FACE OF BACKWALL TO END
BENT a4
:
STA. 113+01.58
BEAM STOP GS -3
BEAM STOP GS -7 INS)
163'-10 y2" + (CENTER TO
CENTER OF END BENT PILES)
W/ 3k"x7"x 1'-2" HANDRAIL ASSEMBLY C21 -30R INS)
BEAM STOP GS -6 IFS) 2"
I BALLAST DEPTH = 10"±
111+67.12 30'-1"
44'-10
'"
y2"-+ 30-1
STA. 112+72.16 29."
-5
EXISTING TIMBER
TRAVERTICAL CURVE_CK GRADE: T
^
BEARING PAD
GROUNDLINE
PROPOSED B/R =
EXISTING B/R
ELEV. 457.27
BALLAST RETAINER (TYP.)
HANDRAIL -
j.
(TYP.)
EXISTING
"moi (HOLD)
EXISTING
zSEGMENT A
EDGE OF EXISTING
f FRANKLIN
4 HP14x89 9TE)EL PILE
SIDEWALK
r± HP14x89 STEEL PILE
(SEE PILE DRIVING
rL HP 14x89 STEEL PILE
(SEE PILE DRIVING
(SEE PILE DRIVING
DIAGRAM, SHEET NO. 3)
!
ROADWAY (TYP.)
i
BLVD.
i
! !
DIAGRAM, SHEET N0. 3)
DIAGRAM, SHEET N0. 31
--------------
! I I
PLUMB PILE ! i
EDGE OF
EXISTING 1 - 1----------------------------�---------------------
SIDEWALK
- ----------------------
------------------ ---
---------------------------- -- I
LBATTER PILE y2: 12
E BENT N2 EXISTING CONCRETE I -BEAM
ELEV. 450.54 rL EXISTING SPAN (TO REMAIN)
BENT aEI =
¢ BENT
STA. 1 I 1 1+97. I4 PILE LAYOUT
I
SCALE: %8"= 1'-0"
STA 11 1+37 03 STA III+97 20 AT PILE CUTOFF
INSIDE FACE OF
PROPOSED BACKWALL
END OF EXISTING
CONCRETE I -BEAM
165'-21/2"± 1 INSIDE FACE T
60'-0" (INSIDE FACE OF BACKWALL TO END
OF BOX BEAM SPAN)
:
44' -
BEAM STOP GS -3
BEAM STOP GS -7 INS)
LOW CHORD
'1j:I. 8±
W/ 3k"x7"x 1'-2" HANDRAIL ASSEMBLY C21 -30R INS)
BEAM STOP GS -6 IFS) 2"
C E NUMBER
120416
ELEV. 453.46±
BEARING PAD (TYP.) HANDRAIL ASSEMBLY C21 -30L (FS)W/
34"x7"x I'-2" (HOLD)
TO SPRINGFIELD
TRAVERTICAL CURVE_CK GRADE: T
^
BEARING PAD
GROUNDLINE
PROPOSED B/R =
EXISTING B/R
ELEV. 457.27
SEGMENT B
PROPOSED B/R =
EXISTING B/R
ELEV. 457. 1 1 -
--
X30" CONCRETE
l
--------------------------�----ITT-
EXISTING TSTBD�
:
BOX BEAM (TYP.)
---------------------------'
EDGEOF---------------
LOW CHORD
'1j:I. 8±
�w
SHEET N0.
3 Of I5
C E NUMBER
120416
ELEV. 453.46±
Q
PROPOSED
TO SPRINGFIELD
EXISTING
j
GROUNDLINE
� Q OAKRIDGE
li
HANDRAIL -
j.
(TYP.)
EXISTING
CONCRETE
EXISTING
zSEGMENT A
z
_2___-_-_-_-_-_-_-_-_-_-_-_H-_
SIDEWALK
------
� z
_-_-_-s
------
----- ---
- ---------------
i---------
L
+ U
L�
:�:
LL
V .
HANDRAIL
LII
EXISTING
EXISTING
T�(
j BENT ND19
rL EXISTING
TOP OF EXISTING
EXISTING
_-_----------------33
r± BENT al
BENT aD20
- - - - - - - - - -
BENT ttD21
¢ EXISTING
BENT aD22
¢
BENT a2
SEGMENT B
PROPOSED B/R =
EXISTING B/R
ELEV. 457. 1 1 -
--
-I�-
Y
--------------------------�----ITT-
EXISTING CONCRETE 1 -BEA !
----
------
---------------------------'
EDGEOF---------------
LOW CHORD ELEV.
452.20
�w
SHEET N0.
3 Of I5
C E NUMBER
120416
EXISTING
SCALE: AS NOTED
EXISTING
TO SPRINGFIELD
8
EXISTING CONCRETE
¢ BENT a3
� Q OAKRIDGE
li
SIDEWALK
W
(TIMETABLE SOUTH)
EXISTING
CONCRETE
BENT a4
zSEGMENT A
z
_2___-_-_-_-_-_-_-_-_-_-_-_H-_
�
------
� z
_-_-_-s
o
EXISTING
J
n-
V .
HANDRAIL
SEGMENT A
SEGMENT B
PROPOSED B/R =
EXISTING B/R
ELEV. 457. 1 1 -
--
-I�-
---
--------------------------�----ITT-
EXISTING CONCRETE 1 -BEA !
----
------
---------------------------'
EDGEOF---------------
LOW CHORD ELEV.
452.20
jT,
SHEET N0.
3 Of I5
C E NUMBER
120416
EXISTING
SCALE: AS NOTED
EXISTING
BENTaFI =
EXISTING CONCRETE
¢ BENT a3
li
SIDEWALK
W
I -BEAM SPAN
EXISTING
CONCRETE
BENT a4
a
----------------
_2___-_-_-_-_-_-_-_-_-_-_-_H-_
( TYP. ) I
------
-----
_-_-_-s
o
EXISTING
J
n-
V .
HANDRAIL
W w
EXISTING
T�(
'
TOP OF EXISTING
ROADWAY gpRRRERE(TYP.)
_-_----------------33
---
---
- - - - - - - - - -
- I'I1I
- -3'#' _-__-------
_-__
I I
i 11 BATTER PILE 1/2: 12 BATTER PILE 1/2: 12
BENT N5 BENT a6
EXISTING ELEV. 450.31 ELEV. 450.82
BENT NFI =
rL BENT N4
STA. 112+42.14
STA. 112+42.08 STA. 113+02.25
END OF EXISTING INSIDE FACE OF
CONCRETE I -BEAM PROPOSED BACKWALL
60'-0" (INSIDE FACE OF BACKWALL TO END OF BOX BEAM SPAN)
2" BEAM STOP GS -6 (NS) BEAM STOP GS -2
BEAM STOP GS -7 (FS) W/ 2-3k"x7"x 0'-7"
(HOLD) W/ -%"x7"x 1'-2" BEARING PADS (TYP.)
BEARING PAD
f HANDRAIL ASSEMBLY C21-3OR (FS) TRACKBR DGE GRADETIU__ .4 CAL CURVE. /
!
22 SPAN TSTBD x 318' (SEG.
01 AND B SPAN TSTBO x 121' (SEG F)
DWG TITLE
BRIDGE 621.00 GENERAL ARRANGEMENT
EXISTING CONCRETE 1 -BEA !
UP ENGINEER:
UP-DGW
BENESCH-JRB
1 --------------------
---------------------------'
DESIGN BY: JRB
LOW CHORD ELEV.
452.20
jT,
SHEET N0.
3 Of I5
C E NUMBER
120416
EXISTING
SCALE: AS NOTED
BENT aEI =
BENTaFI =
EXISTING CONCRETE
¢ BENT a3
li
N
W
I -BEAM SPAN
EXISTING
CONCRETE
BENT a4
a
(TOREMAIN)
BENT CAP
( TYP. ) I
I
EXISTING
J
n-
V .
HANDRAIL
W w
EXISTING
T�(
'
TOP OF EXISTING
ROADWAY gpRRRERE(TYP.)
1Ui '
E E 435 54+
PRECAST CONCRETE
EXISTING PILE CAP (TYP.)-
TSTBD LOW CHORD
ELEV. 453.33±
PRECAST CONCRETE
RISER BLOCK
PRB-10 (TYP.)
EXISTING
SIDEWALK
PROPOSED BRIDGE 620.78
A KEY PLAN
SCALE: NO SCALE
SEGMENT C MR
PROPOSED UU
CULVERT 620.93,
SHEET NO. 2A
HANDRAIL ASSEMBLY
C21 ( TYP. )
PROPOSED B/R =
EXISTING B/R
ELEV. 456.88
r END HANDRAIL
ASSEMBLY CEH (TYP.)
LOW CHORD
ELEV. 452.88_/
52.88 =:........:
EXISTING TSTBD
:I LOW CHORD
CIOx15.3 SWAY 8 I� :j: ELEV. 453.13±
CROSS BRACING
( TYP. I
I:
- - - - - - - -
I : LSI
III `I+ III
e EXISTING L Y L' EXISTING
GROUNDLINE BENT aF7
EXISTING r± EXISTING V EXISTING
BENT ai3 q EXISTING BENT#F5BENT aF6
BENT a5 BENT ttF4 rL BENT N6
-TIMBER PILE
CUT OFF AT
GROUNDLINE (TYP.)
TO SPRINGFIELD JCT. 8
EA5T PORTLAND
(TIMETABLE NORTH)
SEGMENT D SEGMENT E,. SEGMENT F EXISTING BRIDGE
PROPOSED BRIDGE 621.00
SHEET NO. 3
r± BRIDGE
PROPOSED 5'-83/4' 5'-83,4" a
BASE OF RAIL
z z
w w
Y2 Y2 m m
12� �12 a
Q
PILE o
ITYP. I
PILE CUTOFJF
ELEVATION 5'-1 OR" 5'-117/g" BENT NI
5'-11 " 5'-113/4" BENT 06
PILE DRIVING DIAGRAM
SCALE: NO SCALE
BENT ttl AND a6
rL BRIDGE
PROPOSED 5'-83/" 5'-8Y4" u
BASE OF RAIL ,
z z
m m
V2 Yz
12� �12 0
- m
PILE
TYP.I O
PILE CUTOU
ELEVATION- 6' 0/8" 6'-01/8"
PILE DRIVING DIAGRAM
SCALE: NO SCALE
BENT a2 AND a5
GAS = GAS LINE
OVERHEAD = OVERHEAD POWER LINE
POWER
UTIL = UTILITY PIPE
W = WATER LINE
NOTES:
I. FOR DECK PLATE WELDING DETAIL, SEE SHEET NO. 2.
2. FOR COVER PLATE WELDING DETAIL, SEE SHEET NO. 6.
3. DURING WORK WINDOWS, BLOCK OUT BALLAST AND SHIFT TIMBER TIES AND
TIMBER STRINGERS TO ALLOW FOR PILE DRIVING THRU THE EXISTING DECK.
PACK TIMBER STRINGERS BELOW RAILS AS FEASIBLE.
4. CONSTRUCTOR TO MINIMALLY ADJUST PILE LOCATIONS TO AVOID
INTERFERENCE WITH THE TIMBER BALLAST RETAINERS.
5. *CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE PROPOSED
EMBANKMENT AS REOUIRED TO MAINTAIN ALL FILL MATERIAL ON EXISTING
UPRR RIGHT-OF-WAY.
6. LOCATION OF KNOWN UTILITIES IS APPROXIMATE. LOCATION SHALL BE
VERIFIED PRIOR TO CONSTRUCTION. NOTIFY OREGON UTILITY NOTIFICATION
CENTER, 1-800-332-2344, AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
7. OVERHEAD POWER LINE DIRECTLY NORTH OF BRIDGE 621.00 AND
BILLBOARD DIRECTLY SOUTH OF BRIDGE 621.00 NOT SHOWN FOR CLARITY.
B. FOR PORTIONS OF EXISTING BRIDGE TO BE FILLED IN, SEE TYPICAL
FILL SECTION, SHEET NO. 6.
9. FS= FAR SIDE
NS = NEAR SIDE
1 02/02/2021 ADDED CULV. 620.93 TO KEY PLAN
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
W it mA / FACILIi
pf�1KJQ/YIL(iQfFl 11L SPAN PCB z 34' 1SEGENT A) NEW BACKWALL AT BENT -C9,
10 25 18 I}Ar DIA SSP z 90', 2 SPAN P*B z 80' AND 2 SPAN PCB z 60'
REPLACING 5 SPAN TSTBD % 60' (SEGIENT A1, PORTIONS OF
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
/(/OMAHA, NE)
av: Q R 6dL
DATE:
22 SPAN TSTBD x 318' (SEG.
01 AND B SPAN TSTBO x 121' (SEG F)
DWG TITLE
BRIDGE 621.00 GENERAL ARRANGEMENT
PROJECT ID: 65121
UP ENGINEER:
UP-DGW
BENESCH-JRB
1 --------------------
---------------------------'
DESIGN BY: JRB
CHECKED BY: TOM
¢ EXISTING
SHEET N0.
3 Of I5
C E NUMBER
120416
EXISTING
SCALE: AS NOTED
BENT aEI =
BENTaFI =
EXISTING
¢ BENT a3
ELEVATION
BENT a4
BENT NF2
SCALE: 1/8.=I, -O.
PROPOSED BRIDGE 620.78
A KEY PLAN
SCALE: NO SCALE
SEGMENT C MR
PROPOSED UU
CULVERT 620.93,
SHEET NO. 2A
HANDRAIL ASSEMBLY
C21 ( TYP. )
PROPOSED B/R =
EXISTING B/R
ELEV. 456.88
r END HANDRAIL
ASSEMBLY CEH (TYP.)
LOW CHORD
ELEV. 452.88_/
52.88 =:........:
EXISTING TSTBD
:I LOW CHORD
CIOx15.3 SWAY 8 I� :j: ELEV. 453.13±
CROSS BRACING
( TYP. I
I:
- - - - - - - -
I : LSI
III `I+ III
e EXISTING L Y L' EXISTING
GROUNDLINE BENT aF7
EXISTING r± EXISTING V EXISTING
BENT ai3 q EXISTING BENT#F5BENT aF6
BENT a5 BENT ttF4 rL BENT N6
-TIMBER PILE
CUT OFF AT
GROUNDLINE (TYP.)
TO SPRINGFIELD JCT. 8
EA5T PORTLAND
(TIMETABLE NORTH)
SEGMENT D SEGMENT E,. SEGMENT F EXISTING BRIDGE
PROPOSED BRIDGE 621.00
SHEET NO. 3
r± BRIDGE
PROPOSED 5'-83/4' 5'-83,4" a
BASE OF RAIL
z z
w w
Y2 Y2 m m
12� �12 a
Q
PILE o
ITYP. I
PILE CUTOFJF
ELEVATION 5'-1 OR" 5'-117/g" BENT NI
5'-11 " 5'-113/4" BENT 06
PILE DRIVING DIAGRAM
SCALE: NO SCALE
BENT ttl AND a6
rL BRIDGE
PROPOSED 5'-83/" 5'-8Y4" u
BASE OF RAIL ,
z z
m m
V2 Yz
12� �12 0
- m
PILE
TYP.I O
PILE CUTOU
ELEVATION- 6' 0/8" 6'-01/8"
PILE DRIVING DIAGRAM
SCALE: NO SCALE
BENT a2 AND a5
GAS = GAS LINE
OVERHEAD = OVERHEAD POWER LINE
POWER
UTIL = UTILITY PIPE
W = WATER LINE
NOTES:
I. FOR DECK PLATE WELDING DETAIL, SEE SHEET NO. 2.
2. FOR COVER PLATE WELDING DETAIL, SEE SHEET NO. 6.
3. DURING WORK WINDOWS, BLOCK OUT BALLAST AND SHIFT TIMBER TIES AND
TIMBER STRINGERS TO ALLOW FOR PILE DRIVING THRU THE EXISTING DECK.
PACK TIMBER STRINGERS BELOW RAILS AS FEASIBLE.
4. CONSTRUCTOR TO MINIMALLY ADJUST PILE LOCATIONS TO AVOID
INTERFERENCE WITH THE TIMBER BALLAST RETAINERS.
5. *CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE PROPOSED
EMBANKMENT AS REOUIRED TO MAINTAIN ALL FILL MATERIAL ON EXISTING
UPRR RIGHT-OF-WAY.
6. LOCATION OF KNOWN UTILITIES IS APPROXIMATE. LOCATION SHALL BE
VERIFIED PRIOR TO CONSTRUCTION. NOTIFY OREGON UTILITY NOTIFICATION
CENTER, 1-800-332-2344, AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
7. OVERHEAD POWER LINE DIRECTLY NORTH OF BRIDGE 621.00 AND
BILLBOARD DIRECTLY SOUTH OF BRIDGE 621.00 NOT SHOWN FOR CLARITY.
B. FOR PORTIONS OF EXISTING BRIDGE TO BE FILLED IN, SEE TYPICAL
FILL SECTION, SHEET NO. 6.
9. FS= FAR SIDE
NS = NEAR SIDE
1 02/02/2021 ADDED CULV. 620.93 TO KEY PLAN
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
W it mA / FACILIi
pf�1KJQ/YIL(iQfFl 11L SPAN PCB z 34' 1SEGENT A) NEW BACKWALL AT BENT -C9,
10 25 18 I}Ar DIA SSP z 90', 2 SPAN P*B z 80' AND 2 SPAN PCB z 60'
REPLACING 5 SPAN TSTBD % 60' (SEGIENT A1, PORTIONS OF
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
/(/OMAHA, NE)
av: Q R 6dL
DATE:
22 SPAN TSTBD x 318' (SEG.
01 AND B SPAN TSTBO x 121' (SEG F)
DWG TITLE
BRIDGE 621.00 GENERAL ARRANGEMENT
PROJECT ID: 65121
UP ENGINEER:
UP-DGW
BENESCH-JRB
LATITUDE:
44.04332° N
LONGITUDE:
123.02530" W
WORK ORDER: 26537
DESIGN BY: JRB
CHECKED BY: TOM
DRAWN BY: ACB
SHEET N0.
3 Of I5
C E NUMBER
120416
CHECKED BY: JRB
SCALE: AS NOTED
GENERAL NOTES
I. All work requirements shown on these drawings and not otherwise detailed
shall be accomplished as specified In Union Pacific Railroad (UPRR)
Specifications and the American Railway Engineering and Maintenance -of -
Way Association (AREMA) Manual for Railway Engineering. In the event of
conflicts between specifications, the more restrictive shall apply.
2. Construction means and methods shall comply with All Permits Issued
(API) package.
3. Information used to prepare this drawing in addition to reference drawings:
Location survey prepared by CDM SMITH, dated 05/06/15.
Geotechnical Investigation and recorrmendat I on prepared by SHANNON 8
WILSON, INC., dated 12/04/15.
A. Field verify all dimensions, stations and elevations prior to start of construction.
5. Beams shall be supported by blocking within 1'-6" of ends during storage
and transport. Store beams in level position. Beams shall be stacked no
more than 3 high.
6. Contact the Union Pacific "Call Before You Dig" number 90 days (not less
than 60 days) prior to proposed construction start date. Prior to
construction, confirm that all necessary relocations have been completed.
The CBYD number is: 1-800-336-9193.
T. Location of known utilities Is approximate. Location shall be verified
prior to construction. Notify Oregon Utility Notification Center,
1-800-332-2344, at least 48 hours prior to construction.
RIGHT-OF-WAY
I. Approximately 50' both sides of existing main track centerline.
LAYOUT
I. Stationing: Sta. 100+00.00, North face of South backwoll of existing
Bridge No. 620.78.
A2. Elevation Datum: Elev. 460.74, NGVD 29, base of East roil of existing
main track, Sta. 100+00.00. Final plan elevations are based on the Top
of Rail Profile found on Sheet No. 18 of Ref. 11. Existing elevations
and stations were calculated using conversion factors between Ref. 11 and
the Location Survey Drawing prepared by CDM Smith, dated 05/06/15.
Constructor shall field verify elevations Prior to construction.
3. Temporary Benchmark: Elev. 461.13, rebor located at intersection of 2nd
Street and Railroad, 35.00' right of existing main track centerline,
Sta. 93+40.45.
4. Profile: No change in rail elevation.
5. Alignment: Tangent.
PILE DRIVING
I. All piles shall be driven to MIO ton capacity.
2. If any numbered pile cannot be driven to these capacities, the
Structures Design group of the UPRR Office of AVP Engineering
Design shall be notified.
3. Estimated capacity of driven piles shall be calculated using the
Modified ENR formula, with Factor of Safety of 5. Direct questions to
the Structures Design Group, Office of AVP Engineering Design. Pile
driving records and estimated capacities shall be submitted to the
Structures Design Group, Office of AVP Engineering Design.
4. Vibratory hammers shall not be permitted to drive any portion of any
bearing piles.
5. Splice pile per standard drawing Plan No. 530000, Sheet No. A2. Pile
splices shall be located a minimum of 15' below the proposed or
existing ground surface, whichever is lower.
6. Mark every pile with a dimension indicating the pile depth from cutoff to
point of pile. The dimension shall be rounded to the nearest foot. The
mark shall be welded on the outside face, low mile post side on the pile
flange, approximately 1'-0" below the bottom of the cap, and in numbers
of approximately 3" in height. If a pile is not exposed, no mark is
required.
7. All piles shall be advanced through the top fill and gravel alluvium and
into the Eugene formation bedrock. Due to the presence of cobbles and
possibly boulders, hard driving conditions are anticipated.
8. Expected minimum penetration of piles from B/R to pile tip is about 37
feet. If any numbered pile cannot be driven to this minimum depth, the
Structures Design group of the UPRR Office of AVP Engineering Design
shall be notified.
9. The Contractor shall complete a full pile driving record for the first
pile driven at each bent. This record shall consist of the number of hammer
blows per foot of penetration and the ram fall along the full length of
the pile and blows per inch for the last 5 feet. For the remaining piles
at each bent, the number of blows per inch and the ram fall shall be
recorded for the last 5 feet of penetration.
10. After pile driving Is complete, provide pile driving logs to:
UPRR Structures Design
1400 Douglas St., Stop 0910
Omaha, NE 68179
FIELD WELDING
I. Welding shall be accomplished with the SMAW or FCAW process.
2. Welding shall be in compliance with the requirements specified in AWS
D1.5, except" fillet welds may be made with a single pass.
3. Welding electrodes shall be E7018 for SMAW or E71T-7 for FCAW.
A. Welders shall possess valid qualifications.
GRADING
I. Provide and place all fill and subballost material per UPRR Grading
Specifications. Perform grading as required to drain and match existing
embankments and upstream and downstream channel flowline.
2. Perform grading as required for construction of the new structure and
replace areas removed and disturbed in the course of construction
to a condition equal to or better than existing.
GENERAL NOTES - CONT.
RIPRAP
I. Riprap shall be placed In such a manner as to avoid segregation of the
various sizes of rock. Individual rocks shall be placed In tight contact
with one another in such a way to produce the least amount of void spaces.
2. Riprop shoII be solid, unfractured rock or concrete, bulky In shape with
sharp angular edges. Weight of individual rocks shall vary from a minimum
of 50 Ib. to a maximum of 200 Ib. for Class I, UPRR Item No. 562-2764.
WELL -COMPACTED FILL
I. Well -compacted fill shall be well -graded granular soil free of any organic
material, stones larger than 3 inches, frozen lumps, debris or excessive
moisture. All compaction shall be determined using ASTM D1556 for field
test and ASTM D1557 for moisture density. Fill shall be compacted to
95% of maximum dry density as defined In ASTM D1557 (Modified Proctor).
Fill shall be placed in layers not to exceed 12 Inches.
DESIGN NOTES
I. The proposed superstructure and substructure have been designed In
accordance with the AREMA Manual for Railway Engineering, Chapter 8:
Concrete Structures and Foundations and Chapter 15: Steel Structures,
except longitudinal load, which Is designed per the 1996 AREA Manual
for Railway Engineering.
2. This structure was designed for Cooper E80 Live Load plus impact with a
30" maximum total depth of ballast.
3. Pile Design Lood (NOT TO BE USED FOR CONSTRUCTION):
End Bent: 82 Ton (Bridge 620.78) and 76 Ton (Bridge 621.00)
Interior Bent: 110 Ton (Bridge 621.00)
4. Bent Design Parameters:
Maximum Allowable Bent Height: 20'
Equilibrium Superelevotion: 0"
5. This drawing was prepared using 8" (min.) of ballast under timber ties.
CONSTRUCTOR NOTES (WHEN APPLICABLE)
DIVISION OF RESPONSIBILITY
A. RAILROAD
I. Remove ties, rail and OTM from existing bridge.
2. Provide and InstoII ballast, ties, rail and OTM for proposed bridges.
3. Provide material as shown in the Bill of Material.
4. Provide and install Private Property/No Trespassing sign and
bridge marker signs on right side at each end of bridge.
B. CONSTRUCTOR
I. Coordinate all construction activities with the Railroad.
2. Before Ordering any material, Constructor shall make a detalled field
Inspection of the site verifying all pertinent dimensions and elevations.
Any variations In dimensions or elevations from those shown on the
drawings shall be reported Immediately to the UPRR Project Manager.
3. Any modifications to this design shall be approved by the UPRR Office of
AVP Engineering Design prior to construction.
4. Verify the location, relocation, abandonment, and/or temporary support of
all utilities affected by the construction of the structure and
embankment and coordinate these activities with the appropriate utility
companies, agencies and/or authorities.
5. Apply for and obtain all construction permits necessary to perform the
work.
6. Bill of Material and Schedules are provided for information only.
Constructor shall be responsible for providing all material, not
provided by the Railroad, required to complete the work.
7. Perform all work not performed by the Railroad.
8. Provide the Railroad with a detailed construction plan defining the
activity, schedule and procedure for each aspect of the work.
Construction shall not begin until the construction plan has been
approved by the Railroad.
9. Provide all temporary structures (shoring, bracing and/or falsework)
required to support and protect the existing embankments and structures
affected by the work. Provide the Railroad with details, design and
procedure for all temporary structures. All temporary structures shall be
designed, signed and sealed by a professional engineer registered in the
State of Oregon. All temporary structures shall be approved by the
UPRR Office of AVP Engineering Design prior to beginning construction.
10. Provide temporary guardrail system as directed by UPRR Project Manager.
Guardrails on shoring shall include but not be limited to the following:
The top edge height of the top rail shall be 42" +/- 3" above the
walking/working surface.
At least one midrail shall be provided, evenly spaced between
walking/working surface and top rail.
Metal or timber posts or uprights shall be spaced at maximum
intervals of 10'-0".
Entire guardrail system, including anchorages, shall be capable of
withstanding without failure, a force of 200 lbs. applied in any
outward or downward direction at any point.
Guardrail system shall be surfaced to prevent injuries from
punctures and lacerations and prevent snagging of clothing. The
ends of top rails and midrails shall not extend past the posts or
uprights.
If conditions warrant, i.e. pedestrian traffic/weather, additional
protection shall be provided such as screens or mesh to prevent
slipping between the midrail and walking/working surface.
II. Direct channel flow as required to perform work.
12. Accomplish activities within the schedule specified in the approved
construction plan.
CONTROLLED LOW -STRENGTH
MATERIAL (CLSM) FILL NOTES
I. Controlled Low -Strength Material is a self -compacting, cementitious fill
material with an unconfined compressive strength of 50 to 300 psi. The
mixture shall consist of water, Portland cement, fly ash and sound fine
or coarse aggregate or both. The mix design shall allow adequate
flowabllity without segregation of aggregates. Hardening time Is of
prime Importance and CLSM should develop 50 psi In about one hour. The
maximum layer thickness for CLSM shall be three feet. Additional layers
shall not be placed until the CLSM has lost sufficient moisture to be
walked on without indenting more than two Inches.
END BALLAST TIE NOTES
I. End ballast tie shall be produced from softwood species, West Coast
Douglas Fir Select or Southern Pine No. I Dense.
2. Timber to be well seasoned and conditioned. Timber to be pressure
treated per Supply Department specifications.
STRUCTURAL STEEL NOTES
I. Materials, fabrication and shop assembly shall be in accordance with
Chapter 15: Steel Structures of the AREMA Manual for Railway
Engineering.
2. Material shall conform to the following requirements:
HP14x89 and Plates ASTM A572 Gr. 50 or ASTM A709 Gr. 50W
Bearing Pads Neoprene (60 Durometer)
Anchor Rods ASTM F1554 Gr. 36
Washers ASTM F436
Nuts ASTM A563
3. All welding shall be In accordance with the Bridge Welding Code, AWS
D1.5. Welding to be allowed only as shown on the drawings and approved
shop drawings.
4. The Fabricator shall submit copies of welders' certificates for all
welding processes. Welders shall possess valid qualifications.
5. Bearing pads shall be shipped flat.
6. 3/4" thick elastomeric bearing pads shall be Per Std. Dwg. 531010,
Sht. I and oil bearing pads shall meet the requirements of Table
15-5-5 of the AREMA Manual for Railway Engineering.
7. Fasten elostomeric bearing pods to the steel pony bent using
the following procedure: clean pads according to manufacturer's
recommendations; prime contact surface and glue to steel pony
bent with Sikodur 31 Hi -Mod Gel (1:1 mix ratio) or approved equal.
PROPOSED CONSTRUCTION SEQUENCE
All work to be performed by the Constructor except as noted in
parentheses.
BRIDGE 620.78
I. Traffic shall continue to operate on the existing main track.
2. During work windows, block out ballast and shift ties and timber
stringers as required. Drive all pile for Bent NAI and Existing
Bent N C9 and immediately remove pile to base of roll or pile cutoff.
3. Remove pile to final cutoff elevations.
4. Install precast concrete end cap under existing low chord.
5. Place well -compacted fill and CLSM as required up to existing low chord.
6. Take existing main track out of service (by Railroad).
7. Remove ties, rail and OTM from existing main track as required
(by Railroad).
B. Place remaining well - compacted and construct the proposed bridge per the
details in this plan set.
9. Grade as required and place riprop at Bent NAI.
10. install precast concrete backwall PCB -11 and backwall planks.
11. Install drainage pipe and grade proposed embankment as required.
12. Install ballast, ties, rail and OTM for existing main track (by Railroad).
13. Place existing main track back Into service (by Railroad).
14. Grade and place remainder of riprop as required.
15. Restore area to original condition or better.
BRIDGE 621.00
I. Traffic shall continue to operate on the existing main track.
2. During work windows, block out ballast and shift timber ties and timber
stringers as required. Drive all pile and immediately remove pile to base
of rail or pile cutoff.
3. Remove pile to finol cutoff elevations.
4. Install precast concrete end cops and pile cops under existing low chord.
5. Place well -compacted fill and CLSM as required up to existing low chord.
6. Take existing main track out of service (by Railroad).
7. Remove ties, roil and OTM from existing main track as required (by Railroad).
B. Place remaining well - compacted fill and construct proposed bridge per the
details in the plan set.
9. Install ballast, ties, roil and OTM for existing main track (by Railroad).
10. Place existing main track back Into service (by Railroad).
11. Restore area to original condition or better.
NOTE:
CONSTRUCTOR DESIGNATES MANAGER BRIDGE
CONSTRUCTION IF CONSTRUCTION BY UPRR
AND CONTRACTOR IF CONSTRUCTION
BY CONTRACTOR.
/
1 02/02/2021 UPDATED TITLE BLOCK AND NOTE
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
Q BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
j�
% /T n n FAGILLITf-SPAN PCB x 34' (SEGENT A), NEW BACKWALL AT BENT eC9,
&uoi�1 U/LIX�'/1'uen 10-25-18 1�-4W" DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' I SEGMENT A), PORTIONS OF
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
TE:
FA
22 SPAN TSiBO x 318' (SEG D) AND 8 SPAN TSTBD x 121' (SEG F)
DWG TITLE
GENERAL NOTES AND
CONSTRUCTION SEOUENCE
)RDER: 26537 UP-DGW 1 44.04332° N
BY: JRB BENESCH-JRB LONGITUDE
D BY: TGM 123.02530° W
BY: ACB SHEET NO I C r NUMBER
A5 NOTED 4 Of � 5 � 1204 1 6
NOTE:
EXISTING TTPOD SPAN
NOT SHOWN FOR CLARITY.
3/4" DIA, x 91/2" ASTM
A307 GRADE A HEX BOLT WITH
WASHER AND LOCKNUT (SHIPS I(
WITH HANDRAIL ASSEMBLY) (TYP.)�
PROPOSED B/R =
EXISTING B/R
PLACE LAYER OF 4000 PSI SELF -LEVELING
GROUT WITHIN LIMITS OF STEEL PONY
BENT TO ELEVATION SHOWN PRIOR TO
INSTALLATION OF STEEL PONY BENT AND
BEARING PAD TO ACHIEVE UNIFORM BEARING
6"
END BALLAST
TIE EBT -I —
rL EXISTING MAIN TRACK =
r� PROPOSED BRIDGE
8'-6" CLE
3/4" DIA. x 11" ASTM A307
GRADE A HEX BOLT WITH
WASHER AND LOCKWASHER (TYP.)
�Of
91-0.
v
RIGHT -
SECTION A
SCALE: h"= 7-0" 2 5
BALLAST
HANDRAIL ASSEMBLY
C21 (TYP.)
30" CONCRETE
BOX BEAM BG34-OR
BEAM STOP GS -7
W/ %"x7x 1'-2"
BEARING PAD
THICK M
BEARING PADD (TYP.)
STEEL PONY
7L BENT SPB-10
STRI
SCALE:
EXISTING UTILITIES
(PROTECT IN PLACE)
ANCHOR ROD i '
SAR-10 (TYP.) ;
BEARING PAD BP 10 !
(SHIPS ATTACHED I
TO PONY BENT)
USING THE STEEL PONY BENT AS A TEMPLATE,
FIELD DRILL I%- DIA. x 1'-3" DEEP HOLE
INTO TOP OF GROUT PAD AND EXISTING CONCRETE
PIER SEAT. INSTALL ANCHOR ROD SAR-10 WITH
ITW RED HEAD C6+ ADHESIVE (TYP.)
8'-43/4' 3 "
y i
30" CONCRETE
O w
OIL. O
p
BOX BEAM BG34-OL
MWOd
CIL r
BEA STOP GS -6
_
o
W/
x7x 1'-2"
Z TOP OF
�o
BEA
NG PAD
m
K W
TYP.
ELEV. 456.93
i EXISTING
PLACE LAYER OF 4000 PSI SELF -LEVELING
GROUT WITHIN LIMITS OF STEEL PONY
BENT TO ELEVATION SHOWN PRIOR TO
INSTALLATION OF STEEL PONY BENT AND
BEARING PAD TO ACHIEVE UNIFORM BEARING
6"
END BALLAST
TIE EBT -I —
rL EXISTING MAIN TRACK =
r� PROPOSED BRIDGE
8'-6" CLE
3/4" DIA. x 11" ASTM A307
GRADE A HEX BOLT WITH
WASHER AND LOCKWASHER (TYP.)
�Of
91-0.
v
RIGHT -
SECTION A
SCALE: h"= 7-0" 2 5
BALLAST
HANDRAIL ASSEMBLY
C21 (TYP.)
30" CONCRETE
BOX BEAM BG34-OR
BEAM STOP GS -7
W/ %"x7x 1'-2"
BEARING PAD
THICK M
BEARING PADD (TYP.)
STEEL PONY
7L BENT SPB-10
STRI
SCALE:
EXISTING UTILITIES
(PROTECT IN PLACE)
ANCHOR ROD i '
SAR-10 (TYP.) ;
BEARING PAD BP 10 !
(SHIPS ATTACHED I
TO PONY BENT)
USING THE STEEL PONY BENT AS A TEMPLATE,
FIELD DRILL I%- DIA. x 1'-3" DEEP HOLE
INTO TOP OF GROUT PAD AND EXISTING CONCRETE
PIER SEAT. INSTALL ANCHOR ROD SAR-10 WITH
ITW RED HEAD C6+ ADHESIVE (TYP.)
8'-43/4' 3 "
i
10"x9"x 9'-0" TIMBER TIE r± I" DIA. HOLES
O w
OIL. O
p
JdQ
MWOd
1
NOS
Q
LL�O
O U
Z TOP OF
w
pO' GROUT PAD
ELEV. 452.64
^
x 1TOP OF
i EXISTING
i PIER
o
Q
PLACE LAYER OF 4000 PSI SELF -LEVELING
GROUT WITHIN LIMITS OF STEEL PONY
BENT TO ELEVATION SHOWN PRIOR TO
INSTALLATION OF STEEL PONY BENT AND
BEARING PAD TO ACHIEVE UNIFORM BEARING
6"
END BALLAST
TIE EBT -I —
rL EXISTING MAIN TRACK =
r� PROPOSED BRIDGE
8'-6" CLE
3/4" DIA. x 11" ASTM A307
GRADE A HEX BOLT WITH
WASHER AND LOCKWASHER (TYP.)
�Of
91-0.
v
RIGHT -
SECTION A
SCALE: h"= 7-0" 2 5
BALLAST
HANDRAIL ASSEMBLY
C21 (TYP.)
30" CONCRETE
BOX BEAM BG34-OR
BEAM STOP GS -7
W/ %"x7x 1'-2"
BEARING PAD
THICK M
BEARING PADD (TYP.)
STEEL PONY
7L BENT SPB-10
STRI
SCALE:
EXISTING UTILITIES
(PROTECT IN PLACE)
ANCHOR ROD i '
SAR-10 (TYP.) ;
BEARING PAD BP 10 !
(SHIPS ATTACHED I
TO PONY BENT)
USING THE STEEL PONY BENT AS A TEMPLATE,
FIELD DRILL I%- DIA. x 1'-3" DEEP HOLE
INTO TOP OF GROUT PAD AND EXISTING CONCRETE
PIER SEAT. INSTALL ANCHOR ROD SAR-10 WITH
ITW RED HEAD C6+ ADHESIVE (TYP.)
8'-43/4' 3 "
10"x9"x 9'-0" TIMBER TIE r± I" DIA. HOLES
— — t — — —--------------------- — — — t---------------------------f--
I I I I
9" 3'-2" '-2' 3'-2"
10"x9"x 9'-0" TIMBER TIE
I" DIA. HOLE (TYP.)
ELEVATION
=2
LL END BALLAST TIE EBT -1
SCALE: 1"= 1'-0"
STRINGER BRACKET
EXISTING TTPOD
(TO REMAIN)
EXISTING BEARING =
END FLOORBEAM
FIELD DRILL DIA. HOLE THRU
LINE HANDRAIL POST CHP -2 AND INSTALL
_i 1/2" DIA. x 2" EYEBOLT WITH HEX
NYLON INSERT LOCKNUT AND WASHER (TYP.)
----------- HANDRAIL ASSEMBLY C21
V EXISTING PIER xBl
R BRACKET MODIFICATION
EXISTING PIER RBI
BEARING PAD BP -10
TOP OF
GROUT PAD
TOP OF i
EXISTING SEAT;
EXISTING PIER
3/4" DIA. x 91/2" ASTM A307
GRADE A HEX BOLT WITH
WASHER AND LOCKNUT (SHIPS
WITH HANDRAIL ASSEMBLY) (TYP.)
3/4" DIA. x II" ASTM A307 GRADE A
HEX BOLT WITH WASHER AND LOCKWASHER
TAIL
W= 1'-0"
STA. 100+56.43
END OF PROPOSED BEAM =
EDGE OF STEEL PONY BENT
G
\ 5 5
END BALLAST
TIE EBT 1—
30" CONCRETE
BOX BEAM BG34-OR
GLUE BEARING PAD TO BEAM STOP WITH
PL -400 CONSTRUCTION ADHESIVE OR
APPROVED EQUAL. PLACE BEAM STOP AGAINST
BEAM AND WELD TO STEEL PONY BENT SPB-10 —
STEEL PONY
BENT SPB-10 —
EXISTING UTILITIES
(PROTECT IN PLACE)
STEEL PONY
BENT SPB-10
to
USING THE STEEL PONY BENT AS A TEMPLATE, /' R
FIELD DRILL 13h" DIA. x 1'-3" DEEP HOLE / \
INTO TOP OF GROUT PAD AND EXISTING CONCRETE
PIER SEAT. INSTALL ANCHOR ROD SAR-10 WITH ANCHOR ROD
ITW RED HEAD C6+ ADHESIVE (TYP.) SAR-10 (TYP.)
3/4" DIA. x II" ASTM A307 GRADE A
HEX DOLT WITH WA$nro uin inr"wAc uro
ANCHOR ROD INSTALLATION DETAIL
SCALE: 11/2"= 1'-0"
ID BALLAST TIE EBT -I
30" CONCRETE BOX
BEAM BG34-OL
(BG34-OR SIMILAR)
END BALLAST TIE ASSEMBLY DETAIL
SCALE: 1"=1'-0"
2"
(HOLD)
STA. 100+56.60
END OF EXISTING
TTPOD STRINGER BRACKET
AFTER REMOVALS
DIA. WIRE ROPE
r 3/6TY" EYE TYPE
/ STRANDVISE (TYP.)
BEAM STOP GS -7
° ; W/ %"x7x P-2"
BEARING PAD
_________________
! 'I
-ANCHOR ROD
! 1 SAR-10 (TYP.) !
i 0"± i
i 1 i
It EXISTING PIER aBl
VIEW B
FIELD DRILL %' DIA. HOLE
THRU HANDRAIL POST CHP -2
(OR EXISTING TRUSS CHORD) AND
INSTALL 1/2" DIA, x 2" EYEBOLT
WITH LOCKNUT AND WASHER (TYP. I
COAT CUT END WITH ZRC
COLD GALVANIZING COMPOUND
FIELD DRILL DIA. HOLE
THRU EXISTING TRUSS CHORD AND
INSTALL 1/2" DIA, x 2" EYEBOLT
WITH LOCKNUT AND WASHER (TYP.)
EXISTING TTPOD
(TO REMAIN)
HANDRAIL POST CHP -2 (SHOWN)
OR EXISTING TRUSS CHORD
3h" EYE TYPE
STRANDVISE
VIEW G
SCALE: Iy2"= I'-0" 5 5
%" DIA. WIRE ROPE
WIRE ROPE INSTALLATION INSTRUCTIONS°
I. THREAD WIRE ROPE THROUGH STRANDVISES.
2. HANG A MINIMUM OF 10 LB. ON CABLE BETWEEN STRANDVISES,
AND REMOVE ALL SAG TO A MAXIMUM OF 4 INCHES.
3. TIGHTEN STRANDVISES.
4. REMOVE WEIGHTS.
5. CUT AND REMOVE EXCESS WIRE ROPE, COAT CUT PORTIONS OF
WIRE ROPE WITH ZRC COLD GALVANIZING COMPOUND.
LIMITS OF REMOVAL
&440,1', w 10-25- 18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Tv: Q K.
DATE:
1 02/02/202 11 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
111LIT1=SPAN PCB x 34' 1SEGENT AI, NEW BACKWALL AT BENT -C9,
1i -,Ir DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG DI AND 8 SPAN TST80 x 121' (SEG FI
DWG TITLE
BRIDGE 620.78 TYPICAL SECTIONS AND
CONSTRUCTION DETAILS (SHEET I OF 2)
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-OGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BY: ACB SHEET NO. C E NUMBER
CHECKED BYE JRB
SCALE: AS NOTED 5 Of 15 1204 16
z
e
w
i
o
—
m
USING THE STEEL PONY BENT AS A TEMPLATE, /' R
FIELD DRILL 13h" DIA. x 1'-3" DEEP HOLE / \
INTO TOP OF GROUT PAD AND EXISTING CONCRETE
PIER SEAT. INSTALL ANCHOR ROD SAR-10 WITH ANCHOR ROD
ITW RED HEAD C6+ ADHESIVE (TYP.) SAR-10 (TYP.)
3/4" DIA. x II" ASTM A307 GRADE A
HEX DOLT WITH WA$nro uin inr"wAc uro
ANCHOR ROD INSTALLATION DETAIL
SCALE: 11/2"= 1'-0"
ID BALLAST TIE EBT -I
30" CONCRETE BOX
BEAM BG34-OL
(BG34-OR SIMILAR)
END BALLAST TIE ASSEMBLY DETAIL
SCALE: 1"=1'-0"
2"
(HOLD)
STA. 100+56.60
END OF EXISTING
TTPOD STRINGER BRACKET
AFTER REMOVALS
DIA. WIRE ROPE
r 3/6TY" EYE TYPE
/ STRANDVISE (TYP.)
BEAM STOP GS -7
° ; W/ %"x7x P-2"
BEARING PAD
_________________
! 'I
-ANCHOR ROD
! 1 SAR-10 (TYP.) !
i 0"± i
i 1 i
It EXISTING PIER aBl
VIEW B
FIELD DRILL %' DIA. HOLE
THRU HANDRAIL POST CHP -2
(OR EXISTING TRUSS CHORD) AND
INSTALL 1/2" DIA, x 2" EYEBOLT
WITH LOCKNUT AND WASHER (TYP. I
COAT CUT END WITH ZRC
COLD GALVANIZING COMPOUND
FIELD DRILL DIA. HOLE
THRU EXISTING TRUSS CHORD AND
INSTALL 1/2" DIA, x 2" EYEBOLT
WITH LOCKNUT AND WASHER (TYP.)
EXISTING TTPOD
(TO REMAIN)
HANDRAIL POST CHP -2 (SHOWN)
OR EXISTING TRUSS CHORD
3h" EYE TYPE
STRANDVISE
VIEW G
SCALE: Iy2"= I'-0" 5 5
%" DIA. WIRE ROPE
WIRE ROPE INSTALLATION INSTRUCTIONS°
I. THREAD WIRE ROPE THROUGH STRANDVISES.
2. HANG A MINIMUM OF 10 LB. ON CABLE BETWEEN STRANDVISES,
AND REMOVE ALL SAG TO A MAXIMUM OF 4 INCHES.
3. TIGHTEN STRANDVISES.
4. REMOVE WEIGHTS.
5. CUT AND REMOVE EXCESS WIRE ROPE, COAT CUT PORTIONS OF
WIRE ROPE WITH ZRC COLD GALVANIZING COMPOUND.
LIMITS OF REMOVAL
&440,1', w 10-25- 18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Tv: Q K.
DATE:
1 02/02/202 11 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
111LIT1=SPAN PCB x 34' 1SEGENT AI, NEW BACKWALL AT BENT -C9,
1i -,Ir DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG DI AND 8 SPAN TST80 x 121' (SEG FI
DWG TITLE
BRIDGE 620.78 TYPICAL SECTIONS AND
CONSTRUCTION DETAILS (SHEET I OF 2)
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-OGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BY: ACB SHEET NO. C E NUMBER
CHECKED BYE JRB
SCALE: AS NOTED 5 Of 15 1204 16
HANDRAIL ASSEMBLY C21 -30L
3/4" DIA. x 9Y2" ASTM
A307 GRADE A HEX BOLT WITH
WASHER AND LOCKNUT (SHIPS
WITH HANDRAIL ASSEMBLY) (TYP.)
PROPOSED B/R =
EXISTING B/R
o Y BEAM STOP GS -6
"o
CIL. CD W/ %"x7"x 1'-2"
a a oC>m BEARING PAD —
o TYP.---rT�
c�
TOP OF
GROUT PAD
ELEV. 452.27 (BENT 93)
ELEV. 452.14 (BENT 94)
PRECAST CONCRETE
RISER BLOCK PRB 10 !
(STENCIL LOCATION)
EXISTING
CONCRETE
BENT CAP
EXISTING
HANDRAIL (TYP.)
R. 0. W.
i
8'-6" CLEAR
COVER PLATE CP -11
O
rT EXISTING MAIN TRACK =
rT PROPOSED BRIDGE
I
I
8'-6" CLEAR
30" CONCRETE
BOX BEAM ( TYP. )
COVER PLATE CP -10
4 BALLAST
NOTES:
I. EXISTING CONCRETE I -BEAM SPAN BEYOND NOT
SHOWN FOR CLARITY.
2. CONSTRUCTOR SHALL TEMPORARILY GRADE BACK
OR RETAIN BALLAST ON EXISTING CONCRETE
I -BEAM SPAN DURING CONSTRUCTION AS
REQUIRED.
HANDRAIL ASSEMBLY C21 -30R
ED BEAM STOP GS -7
W/ %"x7"x 1'-2"
BEARING PAD
b
3/4" THICK ELASTOMERIC
BEARING PAD (TYP.)
FILL CAST HOLE IN RISER BLOCK WITH 4000
PSI NON -SHRINK CEMENTITIOUS GROUT (TYP.)
! i
i
ii ! ! ii i i u
i i I I i
ii � � ii i i i i �•
RIGHT
SECTION E
SCALE: 4b"= 1'-0" 3 6
50'-0"
SUBBALLAST
APPLY Y4" MAXIMUM LAYER OF 4000 PSI
SELF -LEVELING GROUT TO ELEVATION
SHOWN PRIOR TO INSTALLATION OF RISER
BLOCK TO ACHIEVE UNIFORM BEARING
USING RISER BLOCK AS A TEMPLATE,
FIELD DRILL IY4" DIA. x 1'-0"
DEEP HOLE INTO TOP OF GROUT PAD
AND EXISTING CONCRETE BENT CAP AND
INSTALL G110 DOWEL BAR WITH ITW RED
HEAD C6+ ADHESIVE (TYP.)
EXISTING STEEL
PILE ( TYP. )
EXISTING STEEL
BRACE (TYP.)
EXISTING
SIDEWALK
EXISTING
CONCRETE
BARRIER
rL EXISTING MAIN TRACK =
rL PROPOSED BRIDGE
I
I
15'-0" 15' - 0"
BALLAST
I
I
(
I 13'-4"±111PCB SPAN) ,(
COAT CUT END WITH ZRC
COLD GALVANIZING COMPOUND
EXISTING %" DIA. WIRE ROPE
TO BE SALVAGED AND REUSED
3k" EYE TYPE
STRANDVISE -
VIEWH
SCALE:IY2x=1'-0" 6 6
HANDRAIL ASSEMBLY C21 -30R
STA. 1 1 1+97.37
END OF PROPOSED BEAM =
END OF RISER BLOCK
H
66 -
3,6" EYE TYPE
STRANDVISE (TYP.)
WIRE ROPE INSTALLATION INSTRUCTIONS:
I. DISCONNECT AND SALVAGE EXISTING WIRE ROPE AT
EXISTING HANDRAIL POSTS.
2. AFTER PROPOSED HANDRAIL HAS BEEN INSTALLED, FIELD
DRILL HOLES THRU THE WEB OF HANDRAIL POST HP-31-
AND
P-3LAND HP -3R AND THRU THE FLANGE OF HANDRAIL POST
HP -41- AND HP -4R AND INSTALL EYEBOLTS.
3. INSTALL STRANDVISES TO EYEBOLTS AND THREAD EXISTING
WIRE ROPE THRU ALL STRANDVISES.
4. STRETCH WIRE ROPE, HANG A MINIMUM OF 10 LB. ON CABLE
BETWEEN TWO EXISTING POSTS AND REMOVE ALL SAG TO A
MAXIMUM OF 2 INCHES.
5. TIGHTEN EXISTING WIRE ROPE THRU STRANDVISES.
6. REMOVE WEIGHTS.
7. CUT AND REMOVE EXCESS WIRE ROPE, COAT CUT PORTIONS
OF WIRE ROPE WITH ZRC COLD GALVANIZING COMPOUND.
COVER PL
30"
BOX
COVER PL
BEAM STOP GS -7
W/ 3A"x7"x 1'-2"
BEARING PAD
30" CONCRETE
BOX BEAM
\
TYP.
PRECAST ���C(((666ONCCRETE
RISER BLOCK PRB-10-
USING RISER BLOCK AS A TEMPLATE,
FIELD DRILL IY4" DIA. x 1'-0"
DEEP HOLE INTO TOP OF GROUT PAD
AND EXISTING CONCRETE BENT CAP AND
INSTALL GIIO DOWEL BAR WITH ITW RED
HEAD C6+ ADHESIVE
STA. 1 1 1+97. 20
END OF EXISTING
CONCRETE I -BEAM
2"
HOLD)
EXISTING -%" DIA. WIRE
ROPE TO BE SALVAGED AND
REUSED (TYP.)
ISTING
WALKWAY
GLUE BEARING PAD TO BEAM STOP
WITH PL -400 CONSTRUCTION ADHESIVE
OR APPROVED EQUAL. PLACE BEAM STOP
AGAINST BEAM AND WELD TO EMBED PLATE
AND STEEL CHANNEL SC -10
FILL GAP BETWEEN ENDS OF BEAMS
WITH 4-Y2"x40"x 6'-4" PLIES
OF PREMOLDED EXPANSION JOINT FILLER
---------------
EXISTING CONCRETE
I -BEAM SPAN
APPLY Y4" MAXIMUM LAYER OF 4000 PSI
SELF -LEVELING GROUT TO ELEVATION
SHOWN IN SECTION E PRIOR TO
INSTALLATION OF RISER BLOCK TO
ACHIEVE UNIFORM BEARING
EXISTING
CONCRETE
BENT CAP
EXISTING
STEEL PILE
:ONCRETE 1 -BEAM
COVER PLATE
R.O.W. WELDING DETAIL
I
SCALE:
BENT x3 SHOWN, BENT R4 SIMILAR
50'-0"
NOTE:
! CONSTRUCTOR TO REMOVE GALVANIZING AS REQUIRED TO MAKE
FIELD WELDS AS SHOWN. AFTER WELDS ARE COMPLETE, APPLY
COLD GALVANIZING COMPOUND TO PLATES AS REQUIRED.
i
EXISTING CONCRETE !
BOX BEAM SPANS OR
TSTBD SPANS
(TO BE REMOVED)
FILL UNDER EXISTING CONCRETE BOX BEAM !
SPANS OR TSTBD SPANS WITH CLSM TO
BOTTOM OF EXISTING BEAMS OR STRINGERS *I. B±
�1
PLACE WELL -COMPACTED !
FILL MATERIAL /
I
I
i
i
EXISTING GROUNDLINE
i
RIGHT
TYPICAL FILL SECTION
SCALE:
NOTE:
EXISTING CONCRETE BOX BEAM SPAN
SHOWN, EXISTING TSTBD SPAN SIMILAR
AND NOT SHOWN FOR CLARITY.
EXISTING BENT nEI =
BENT R3
VIEW rF
SCALE: Y2"=1'-0" 3 6
LIMITS OF REMOVAL
NOTE:
*CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE
PROPOSED EMBANKMENT AS REQUIRED TO MAINTAIN ALL FILL
MATERIAL ON EXISTING UPRR RIGHT-OF-WAY.
&440m W OLJl.Y/YLWJ7 10-25- 18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Q
TE:
/
02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
Q BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
FACILIT1=SPAN PCB x 34' (SEGENT A), NEW BACKWALL AT BENT xC9,
11i -,Ir DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' I SEGMENT A1, PORTIONS OF
22 SPAN TS18O x 318' (SEG DI AND 8 SPAN TST80 x 121' (SEG FI
DWG TITLE
BRIDGE 621.00 TYPICAL SECTIONS AND
CONSTRUCTION DETAILS (SHEET 2 OF 2)
PROJECT ID: 65121 1UP ENGINEERS LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BY: ACB SHEET NO. C E NUMBER
CHECKED BYE JRB
SCALES AS NOTED 6 Of 15 1204 16
FIELD DRILL
DIA. HOLE THRU
HANDRAIL POST HP
-3R AND INSTALL
HA
HANDRAIL
POST
Y2" DIA. x 2" EYEBOLT WITH
HANDL OR
HOST
HEX NYLON INSERT
LOCKNUT AND
WASHER (PLACE AS
SHOWN) (TYP.)
-" DIA. x
9Y2" ASTM
""—Y2"
DIA. EYEBOLT
WITH HEX NYLON
A307 GRADE
WASHER AND
A HEX BOLT WITH
LOCKNUT (SHIPS
INSERT LOCKNUT AND
WASHER
WITH HANDRAIL ASSEMBLY) (TYP.)
WIRE ROPE INSTALLATION INSTRUCTIONS:
I. DISCONNECT AND SALVAGE EXISTING WIRE ROPE AT
EXISTING HANDRAIL POSTS.
2. AFTER PROPOSED HANDRAIL HAS BEEN INSTALLED, FIELD
DRILL HOLES THRU THE WEB OF HANDRAIL POST HP-31-
AND
P-3LAND HP -3R AND THRU THE FLANGE OF HANDRAIL POST
HP -41- AND HP -4R AND INSTALL EYEBOLTS.
3. INSTALL STRANDVISES TO EYEBOLTS AND THREAD EXISTING
WIRE ROPE THRU ALL STRANDVISES.
4. STRETCH WIRE ROPE, HANG A MINIMUM OF 10 LB. ON CABLE
BETWEEN TWO EXISTING POSTS AND REMOVE ALL SAG TO A
MAXIMUM OF 2 INCHES.
5. TIGHTEN EXISTING WIRE ROPE THRU STRANDVISES.
6. REMOVE WEIGHTS.
7. CUT AND REMOVE EXCESS WIRE ROPE, COAT CUT PORTIONS
OF WIRE ROPE WITH ZRC COLD GALVANIZING COMPOUND.
COVER PL
30"
BOX
COVER PL
BEAM STOP GS -7
W/ 3A"x7"x 1'-2"
BEARING PAD
30" CONCRETE
BOX BEAM
\
TYP.
PRECAST ���C(((666ONCCRETE
RISER BLOCK PRB-10-
USING RISER BLOCK AS A TEMPLATE,
FIELD DRILL IY4" DIA. x 1'-0"
DEEP HOLE INTO TOP OF GROUT PAD
AND EXISTING CONCRETE BENT CAP AND
INSTALL GIIO DOWEL BAR WITH ITW RED
HEAD C6+ ADHESIVE
STA. 1 1 1+97. 20
END OF EXISTING
CONCRETE I -BEAM
2"
HOLD)
EXISTING -%" DIA. WIRE
ROPE TO BE SALVAGED AND
REUSED (TYP.)
ISTING
WALKWAY
GLUE BEARING PAD TO BEAM STOP
WITH PL -400 CONSTRUCTION ADHESIVE
OR APPROVED EQUAL. PLACE BEAM STOP
AGAINST BEAM AND WELD TO EMBED PLATE
AND STEEL CHANNEL SC -10
FILL GAP BETWEEN ENDS OF BEAMS
WITH 4-Y2"x40"x 6'-4" PLIES
OF PREMOLDED EXPANSION JOINT FILLER
---------------
EXISTING CONCRETE
I -BEAM SPAN
APPLY Y4" MAXIMUM LAYER OF 4000 PSI
SELF -LEVELING GROUT TO ELEVATION
SHOWN IN SECTION E PRIOR TO
INSTALLATION OF RISER BLOCK TO
ACHIEVE UNIFORM BEARING
EXISTING
CONCRETE
BENT CAP
EXISTING
STEEL PILE
:ONCRETE 1 -BEAM
COVER PLATE
R.O.W. WELDING DETAIL
I
SCALE:
BENT x3 SHOWN, BENT R4 SIMILAR
50'-0"
NOTE:
! CONSTRUCTOR TO REMOVE GALVANIZING AS REQUIRED TO MAKE
FIELD WELDS AS SHOWN. AFTER WELDS ARE COMPLETE, APPLY
COLD GALVANIZING COMPOUND TO PLATES AS REQUIRED.
i
EXISTING CONCRETE !
BOX BEAM SPANS OR
TSTBD SPANS
(TO BE REMOVED)
FILL UNDER EXISTING CONCRETE BOX BEAM !
SPANS OR TSTBD SPANS WITH CLSM TO
BOTTOM OF EXISTING BEAMS OR STRINGERS *I. B±
�1
PLACE WELL -COMPACTED !
FILL MATERIAL /
I
I
i
i
EXISTING GROUNDLINE
i
RIGHT
TYPICAL FILL SECTION
SCALE:
NOTE:
EXISTING CONCRETE BOX BEAM SPAN
SHOWN, EXISTING TSTBD SPAN SIMILAR
AND NOT SHOWN FOR CLARITY.
EXISTING BENT nEI =
BENT R3
VIEW rF
SCALE: Y2"=1'-0" 3 6
LIMITS OF REMOVAL
NOTE:
*CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE
PROPOSED EMBANKMENT AS REQUIRED TO MAINTAIN ALL FILL
MATERIAL ON EXISTING UPRR RIGHT-OF-WAY.
&440m W OLJl.Y/YLWJ7 10-25- 18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Q
TE:
/
02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
Q BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
FACILIT1=SPAN PCB x 34' (SEGENT A), NEW BACKWALL AT BENT xC9,
11i -,Ir DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' I SEGMENT A1, PORTIONS OF
22 SPAN TS18O x 318' (SEG DI AND 8 SPAN TST80 x 121' (SEG FI
DWG TITLE
BRIDGE 621.00 TYPICAL SECTIONS AND
CONSTRUCTION DETAILS (SHEET 2 OF 2)
PROJECT ID: 65121 1UP ENGINEERS LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BY: ACB SHEET NO. C E NUMBER
CHECKED BYE JRB
SCALES AS NOTED 6 Of 15 1204 16
BENT aC9 DRAINAGE MATERIAL SCHEDULE
RED' D.
UNIT
DESCRIPTION
30
LIN.FT.
6" DIA. PERFORATED POLYETHYLENE DRAINAGE PIPE IN
44.04332° N
DESIGN BY:
FABRIC WRAP (ASTM F405) (PER DETAILS, SHEET NOS.
BENESCH-JRB
LONGITUDE:
2 AND 7)
6
LIN.FT.
6" DIA. NON -PERFORATED POLYETHYLENE DRAINAGE PIPE
DRAWN BY:
ACB
(ASTM F405)
I
EA.
90° ELBOW FOR 6" DIA. POLYETHYLENE PIPE
14
TON
WELL -GRADED 11/2" MINUS CRUSHED ROCK (PER DETAIL, SHEET
�i ♦ ♦ iii
7 Of 15
NO. 7, AND NOTES AND DETAILS, STD. DWG. 530000 SHT.
.I \
♦4-1
BI -B4)
I
EA.
GALVANIZED WIRE SCREEN, %" OPENINGS
2
EA.
STAINLESS WIRE TIES (16 GAGE)
I
EA.
CAP FOR 6" DIA. POLYETHYLENE DRAINAGE PIPE
60
SO.FT.
POLY FLOW 18 SUBSURFACE DRAINAGE MAT BACKED WITH
FILTER FABRIC FOR HORIZONTAL APPLICATION OR APPROVED
ALTERNATE
HANDRAIL POST HP -4R -
END HANDRAIL
ASSEMBLY EHA-IR
PRECAST CONCRETE
BACKWALL PCB -11
(BACK FACE =
BACK FACE OF EXISTING
CONCRETE BENT CAP)
EXISTING BEAM STOP
SALVAGE, MODIFY
AND REINSTALL (TYP.)
EXISTING
CONCRETE
BENT CAP
PL%x24x 10'-0" TRIM
AS REQUIRED (TYP.)-
! COVER PLATE CP -13
BALLAST
STAINLESS
1 AROUND PIPE TO SECURE SCREEN
GALVANIZED WIRE SCREEN -
OPENINGS TO OUTLET OF PIPE
iCREEI CIIEROS
1
TYP.
I
/ 1 0"
END VIEW SIDE VIEW
BACK FACE OF PRECAST
CONCRETE BACKWALL PCB -11
%" EYE TYPE
STRANDVISE (TYP.)
HANDRAIL POST HP -4L
EXISTING 3A" DIA. WIRE ROPE '
TO BE SALVAGED AND REUSED (TYP.)
TOP OF EXISTING-----------�;------- ---
CONCRETE WALKWAY !i
FIELD DRILL," DIA. HOLE THRU
HANDRAIL POST HP -4L AND INSTALL
Y2" DIA, x 2" EYEBOLT WITH HEX NYLON
INSERT LOCKNUT AND WASHER (TYP.)
PRECAST CONCRETE
BACKWALL PCB -II
(BACK FACE =
EXISTING CONCRETE BACK FACE OF EXISTING
BOX BEAM SPAN CONCRETE BENT CAP)—
FILL GAP BETWEEN END OF
EXISTING CONCRETE BOX BEAM AND
PRECAST CONCRETE BACKWALL PCB -11
WITH 4-y2"x28"x 6'-4" PLIES
OF PREMOLDED EXPANSION JOINT FILLER
*I. B+
CLOSURE ANGLE CA -14
3/4" DIA. x 2y2" ASTM A307 GRADE A HEX
BOLT WITH WASHER AND LOCKWASHER (TYP.))
EXISTING CONCRETE BENT CAP
TOP OF HANDRAIL POST HP -41_
TO MATCH TOP OF HANDRAIL POST
ON END HANDRAIL ASSEMBLY EHA-IL
(TYP. FOR HANDRAIL POST HP -4R)
EXISTING MAIN TRACK 2"
(TYP.)
FACE OF PIPE ON
r EXISTING CONCRETE BENT CAP = HANDRAIL ASSEMBLY EHA-IL
r" PRECAST CONCRETE BACKWALL PCB -II i'i ° HANDRAIL POST HP -41.
II END HANDRAIL
° ASSEMBLY EHA-IL
COVER PLATE CP -12 !i
12'-0" PRECAST CONCRETE
n !! BACKWALL PLANK (BEYOND) (TYP.)
RIGHT
SECTION C
SCALE: "=1'
Y2" 12'- 0"
GAP
3'-0' 6'- 0" 3'- 0"
TOP OF PRECAST
CONCRETE BACKWALL PLANK-
FIELD
LANK-
FIELD DRILL 7/8" DIA. HOLE THROUGH PRECAST
J j 7 7 j CONCRETE BACKWALL PLANK USING END HANDRAIL
7 7END HANDRAIL ASSEMBLY EHA-IL ASSEMBLY EHA-IL AS A TEMPLATE AND INSTALL
" DIA. x 8" ASTM A307 GRADE A HEX BOLT WITH
WASHER AND LOCKNUT (SHIPS WITH HANDRAIL ASSEMBLY)
I I
• J
,z
`• TOP OF PRECAST 12'-0" PRECAST CONCRETE
CONCRETE BACKWALL j ;., BACKWALL PLANK (TYP.) -
PLANK I ++
BALLAST
I: \- FIELD DRILL 7/g" DIA. HOLE THROUGH PRECAST PLANK SEAT SPS -1
' F :::::::::.::::- CONCRETE BACKWALL PLANK USING END HANDRAIL
ASSEMBLY EHA-IL AS A TEMPLATE AND INSTALL
.........
I. 1 Y4" DIA. x 8" ASTM A307 GRADE A HEX BOLT WITH WASHER
---- r -----------------'1'i AND LOCKNUT ( SHIPS WITH HANDRAIL ASSEMBLY) ( TYP. )
1 PROPOSED GROUNDLINE
.... ..................
::�:
�! :I PLANK SEAT SPS -1
I;
1 I ---HPBx36x 20'-0"
STEEL PILE (TYP.)
I I
ii FIELD FABRICATE CLOSURE BETWEEN PRECAST
CONCRETE BACKWALL PCB -II AND PRECAST
CONCRETE BACKWALL PLANKS AS REQUIRED
EXISTING 12'-0" PRECAST CONCRETE BACKWALL
PLANK ( PI ACF AS SHOWNI ( TVP_ )
BENT RC9
STA. 107+24.28
VIEW tl D
SCALE: 3A"= I'-0" 2 7
A. ,, USING HANDRAIL POST HP -4L OR HP -4R AS A TEMPLATE, FIELD
- - DRILL lYk " DIA. x4" DEEP HOLE INTO PRECAST CONCRETE BACKWALL
o PCB -II AND INSTALL" DIA. x 8-" ASTM A307 GRADE A THREADED
y ROD WITH LOCKNUT AND WASHER WITH ITW RED HEAD C6+ ADHESIVE (TYP.)
"1 FILL CAST HOLE IN PRECAST CONCRETE BACKWALL
WITH 4000 PSI NON -SHRINK GROUT (TYP.)
EXISTING CONCRETE HANDRAIL POST
BOX BEAM SPAN HP -4L OR HP -4R
3/" DIA. x 2y2" ASTM A307 GRADE A HEX COAT CUT END WITH ZRC
COLD GALVANIZING COMPOUND
BOLT WITH WASHER AND LOCKWASHER (TYP.)
CLOSURE ANGLE CA -14 EXISTING DIA.,;,
'1 (INSTALL TIGHT AGAINST EXISTING WIRE ROPE TO BE
CONCRETE BENT CAP) (TYP.) SALVAGED AND REUSED
3/6" EYE TYPE
HP8x36x 20'-0" STRANDVISE
I 1
STEEL PILE (TYP.)
1• PLACE BUTTER LAYER OF 4000 PSI SELF -LEVELING V I E W J
GROUT PRIOR TO INSTALLATION OF PRECAST CONCRETE SCALE: ly2"=1'-0" 7 7
BACKWALL PCB -II TO ACHIEVE UNIFORM BEARING
EXISTING STEEL PILE (TYP.)
USING PRECAST CONCRETE BACKWALL PCB -11 AS A TEMPLATE,
FIELD DRILL ly4" DIA, x I'-0" DEEP HOLE INTO TOP OF
EXISTING CONCRETE BENT CAP AND INSTALL G206 DOWEL BAR
WITH ITW RED HEAD C6+ ADHESIVE (TYP.)
M7
DAYLIGHT END OF DRAINAGE 7
PIPE OUT OF EMBANKMENT SLOPE
6" DIA. PERFORATED POLYETHYLENE A
DRAINAGE PIPE IN FABRIC WRAP 1/
SLOPE: 2%
JJU ` EMBANKMENT
Q SLOPE
• 1.8±
7
4
TOP OF PLANK SEAT A
HP8x36x 20'-0" A
STEEL PILE
PLANK SEAT SPS -1
"a+
A NOTE:
y4 PRECAST CONCRETE BACKWALL
PLANKS NOT SHOWN FOR CLARITY.
PLANK SEAT SPS -I
DETAIL L
SCALE: 3/4"= i' -O-\,!]7
FILL BEHIND END BENT
WITH WELL -GRADED
ly2" MAXIMUM SIZE
CRUSHED ROCK
------------------------
PRECAST CONCRETE BACKWALL PCB -11
(BACK FACE = BACK FACE OF EXISTING
CONCRETE BENT CAP)
EXISTING CONCRETE EXISTING
BOX BEAM SPAN CONCRETE
BENT CAP �!
PROPOSED GROUNDLINE I[
ma
' DIA. EYEBOLT
TH HEX NYLON INSERT
CKNUT AND WASHER
J
-HP8x36x 20'-0"
STEEL PILE
VIEW M
SCALE: 3/4"= I'-0" 7 7
END HANDRAIL ASSEMBLY EHA-IL
TOP OF PILE
HP8x36x 20'-0"
STEEL PILE
0
GRADE TO MATCH
1 f PROPOSED EMBANKMENT
= \-TOP OF PLANK SEAT
SECTION K
SCALE: - I'-0" 7 7
EXISTING ii i \\�/ REQUIRED TO WRAP FILTER
STEEL PILE FABRIC AROUND DRAINAGE PIPE
2-PL3/tx24x 10'-0"
TRIM AS REQUIRED
j PLACE WELL -COMPACTED
FILL MATERIAL
¢ EXISTING
BENT NC9
BOTTOM OF STA. 107+24.28
EXISTING
CONCRETE
BENT CAP
PROPOSED END BENT BACKFILL DETAIL
GROUNDLINE SCALE: 3,6"=1'-0"
NUNUILJLb:
I. CONSTRUCTOR SHALL TAKE CARE NOT TO DAMAGE EXISTING
BENT RC9 FOR RE -USE IN FINAL CONDITION.
2. FOR WIRE ROPE INSTALLATION INSTRUCTIONS, SEE SHEET
NO. 6.
3. BACKFILL BEHIND EXISTING BENT #C9 WITH WELL -GRADED
ly2" MINUS CRUSHED ROCK TO THE LIMITS SHOWN.
4. AS PART OF THE BACKFILLING PROCEDURE, INSTALL DRAINAGE
PIPE AS SHOWN ON SHEET NOS. 2 AND 7. PIPE SHALL HAVE
A GRADE OF 2% AND DRAIN TO THE NORTH. WRAP PIPE WITH
NON -WOVEN FILTER FABRIC AND PLACE WITH PERFORATIONS
DOWN. DEAD END OF PIPE SHALL BE TIGHTLY CLOSED WITH
PLUG. OUTLET END SHALL BE SCREENED.
5. *CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE
PROPOSED EMBANKMENT AS REQUIRED TO MAINTAIN ALL FILL
MATERIAL ON EXISTING UPRR RIGHT-OF-WAY.
WG�n¢n 10-25-18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Tv: Q K.
DATE:
I 02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
111LITf*SPAN PCB x 34' 1SEGENT A1, NEW BACKWALL AT BENT xC9,
Ili -48" DIA. SSP It 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD It 60' I SEGMENT A1, PORTIONS OF
22 SPAN TSiBO x 318' (SEG. 01 AND 8 SPAN TSTBO x 121' (SEG F)
DWG TITLE
EXISTING BENT uC9
CONSTRUCTION DETAILS
PROJECT ID:
1
JUP ENGINEER:
ILATITUDE:
WORK ORDER:
26537
UP-DGW
44.04332° N
DESIGN BY:
JRB
BENESCH-JRB
LONGITUDE:
CHECKED BY:
TGM
123.02530° W
DRAWN BY:
ACB
1 1
C E NUMBER
'1
1 �llp,/
\ i
�i ♦ ♦ iii
7 Of 15
.I \
♦4-1
.I .I ./ I
♦ ♦ ♦ _ ♦ \
1
♦...
Ell
1 ,
1 1 /
1 1'• 1
'1 1•
EXISTING ii i \\�/ REQUIRED TO WRAP FILTER
STEEL PILE FABRIC AROUND DRAINAGE PIPE
2-PL3/tx24x 10'-0"
TRIM AS REQUIRED
j PLACE WELL -COMPACTED
FILL MATERIAL
¢ EXISTING
BENT NC9
BOTTOM OF STA. 107+24.28
EXISTING
CONCRETE
BENT CAP
PROPOSED END BENT BACKFILL DETAIL
GROUNDLINE SCALE: 3,6"=1'-0"
NUNUILJLb:
I. CONSTRUCTOR SHALL TAKE CARE NOT TO DAMAGE EXISTING
BENT RC9 FOR RE -USE IN FINAL CONDITION.
2. FOR WIRE ROPE INSTALLATION INSTRUCTIONS, SEE SHEET
NO. 6.
3. BACKFILL BEHIND EXISTING BENT #C9 WITH WELL -GRADED
ly2" MINUS CRUSHED ROCK TO THE LIMITS SHOWN.
4. AS PART OF THE BACKFILLING PROCEDURE, INSTALL DRAINAGE
PIPE AS SHOWN ON SHEET NOS. 2 AND 7. PIPE SHALL HAVE
A GRADE OF 2% AND DRAIN TO THE NORTH. WRAP PIPE WITH
NON -WOVEN FILTER FABRIC AND PLACE WITH PERFORATIONS
DOWN. DEAD END OF PIPE SHALL BE TIGHTLY CLOSED WITH
PLUG. OUTLET END SHALL BE SCREENED.
5. *CONSTRUCTOR SHALL MINIMALLY MODIFY THE SLOPE OF THE
PROPOSED EMBANKMENT AS REQUIRED TO MAINTAIN ALL FILL
MATERIAL ON EXISTING UPRR RIGHT-OF-WAY.
WG�n¢n 10-25-18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Tv: Q K.
DATE:
I 02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
111LITf*SPAN PCB x 34' 1SEGENT A1, NEW BACKWALL AT BENT xC9,
Ili -48" DIA. SSP It 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD It 60' I SEGMENT A1, PORTIONS OF
22 SPAN TSiBO x 318' (SEG. 01 AND 8 SPAN TSTBO x 121' (SEG F)
DWG TITLE
EXISTING BENT uC9
CONSTRUCTION DETAILS
PROJECT ID:
65121
JUP ENGINEER:
ILATITUDE:
WORK ORDER:
26537
UP-DGW
44.04332° N
DESIGN BY:
JRB
BENESCH-JRB
LONGITUDE:
CHECKED BY:
TGM
123.02530° W
DRAWN BY:
ACB
SHEET NO.
C E NUMBER
CHECKED BY:
JRB
SCALE: AS NOTED
7 Of 15
120416
D3
I" DIA. HOLES FOR
HANDRAIL POST (TYP.)
ii' - In"
30" CONCRETE BOX BEAM BG34-OL
SCALE: 31A"=1'-0"
I" HOLES FOR
HAN6'RAIL POST (TYP.)
4" 4 SPA. a 1'-0" = 4'
d „
J
r
N ~
Al
SCALE:
D
VV
4 SPA. a B" = 2'-
D202b
D300b �
D506b
VIEW N L
SCALE: q"= I'-0" 8 8
T
7
D609 IEF)
1309 ( EF)
( EF)
II"
SECTION 0
SCALE: q"= 1'-0" 8 8
R
SCHEDULE
88
(OUANTITY PER END BALLAST DAM ADDITION FOR
ONE BE
R' -
10" 4 SPA. a 8" = 2'-8" B. 4 SPA. a 1'-0" = 4'-0"
C�j-
n D202b
D300b
(EF)
d„
J
(EF) D506b " a
D309 (EF)(EF)
D306 (EF)
rc
........................................................................
>, D300bx, D609 (EF)
> OR D506b
J VIEW P
SCALE' 21—I'-0" 8 18
12
r.,
M
D300bx
MATERIAL SCHEDULE
(OUANTITY PER END BALLAST DAM ADDITION FOR ONE BEAM)
RED' D. UNIT DESCRIPTION
0.3 CU. YD. 4000 PSI CONCRETE ( PER NOTES, STD. DWG. 500000 SHTe
BGI-BG3)
I LOT REINFORCING STEEL (PER NOTES, STD. DWG. 500000 SHTe
BGI-BG3 AND SCHEDULE, SHEET NO. 8)
2 EA. DAYTON SUPERIOR F-57 NC EXPANDED COIL FERRULE INSERT,
ELECTRO -GALVANIZED (3/4" BOLT DIA.)
D309 IEF)
D306 (EF)
D609 (EF)
D202b, D300bx,
D300b OR D506b
II"
SECTION R
SCALE: 3/4"=1'-0" 8 18
OVW,/UN/n ZV Jl/YLWJ7 10-25-18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
)ATE=
REINFORCING
SCHEDULE
(OUANTITY PER END BALLAST DAM ADDITION FOR
ONE BE
TOTAL
MARK
SIZE
LENGTH
SHAPE
D202b
85
2'-2"
I
D3001O
05
3'-0"
II
5
D300bx
05
3'-0"
2
D306
95
3'-6"
2
D309
05
3'-9-
3
D506b
95
5'-6"
IL
2
D609
N5
6'-9"
BENDING DIAGRAM
IDIMENSIONS ARE OUT TO OUT)
8"
8"
N
�
I
D202b
D300b
A.
A.
L m
or=.
NOTE:
BAR DESIGNATIONS CONSIST OF BAR SIZE 8 LENGTH
FOLLOWED BY THE LETTER "b" IF BENT. BAR SIZES
ARE REPRESENTED BY THE LETTERS A THROUGH L
CORRESPONDING TO BAR SIZE R2 THROUGH R18.
BAR LENGTHS ARE GIVEN IN FEET AND INCHES; THE
LAST TWO DIGITS ARE INCHES.
EST. WT. OF REINFORCING STEEL PER END BALLAST
DAM ADDITION = 70 LB.
NOTES:
I. ELEMENTS OF BOX BEAMS NOT SHOWN OR
DETAILED ON THIS SHEET ARE PER STD.
DWG. 500000 SHT. BGI-BG3.
2. MINIMALLY ADJUST REINFORCING AS REOUIRED
TO CLEAR FERRULE INSERTS AND CAST HOLES.
3. EF = EACH FACE
EST. WT. OF PRECAST CONCRETE
BOX BEAM BG34-OR = 60,350 I.B. (30.2 TON)
BOX BEAM BG34-OL = 60,350 LB. (30.2 TON)
02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
111LITf*SPAN PCB x 34' 1SEGENT A) NEW BACKWALL AT BENT -C9,
Ili -48" DIA. SSP x 90', 2 SPAN 9B x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBO x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSTBO x 318' ISEG 01 AND B SPAN TSTBO x 121' ISEG F)
DWG TITLE
BOX BEAM MODIFICATION DETAILS
)RDER: 26537 UP-DGW 1 44.04332° N
BY: JRB BENESCH-JRB LONGITUDE
D BY: TIM 123.02530° W
BY: AC SHEET N0. C E NUMBER
D BY JRB
AS NOTED 8 Of 15 1 1204 16
u
REO'D.
UNIT
1
3 SPA. g 3'-8" = 11'-0"
0
7" 8"
x
1'-2" 1'-11"
8" 4"!4" 8" 1' -II"
1'-2" 1'-II"1 8" 7"
z
EA.
STEEL CHANNEL SC -10 (PER NOTES AND DETAILS, SHEET NO. 9)
I
1
EA.
STEEL EMBED PLATE SEP -10 )PER NOTES AND DETAIL,
SHEET NO. 9)
LL
EA.
11 J
4
Y H
8 -TON SWIFT
ULLN
rE
3/4"x8"x 1'-2" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. 1)
� 3 �
m.n O
I ...... 0 .......
x
.
¢ z
W O �
~ N
ITYP. I
N
N
K.6U
ti
O
2 -- ----
O
a
O O
ti
STENCIL LOCATION
(END OF BLOCK) -
8
rL EXISTING MAIN TRACK =
rL RISER BLOCK
14'-6"
9"
14'-6"
REO'D.
UNIT
1
3 SPA. g 3'-8" = 11'-0"
9"
7" 8"
1'-11"
1'-2" 1'-11"
8" 4"!4" 8" 1' -II"
1'-2" 1'-II"1 8" 7"
1
EA.
STEEL CHANNEL SC -10 (PER NOTES AND DETAILS, SHEET NO. 9)
I
1
EA.
STEEL EMBED PLATE SEP -10 )PER NOTES AND DETAIL,
SHEET NO. 9)
2
EA.
B -TON SWIFT LIFT ANCHOR
4
EA.
8 -TON SWIFT
I
1
rE
3/4"x8"x 1'-2" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. 1)
... 0 ...... ...... 0 ............ 0 ............. 0 ............. 0 ............. 0 ............ 0 ............. 0 ............. 0 ............. 0 ............. 0 ............. 0 ......
I ...... 0 .......
.
LIFT ANCHOR
ITYP. I
O
O
O
O O
O
.....
LTJ
........
...........
0
0 0
0
o 0 0 0
0 0 4r o
STEEL
EMBED PLATE
STEEL CHANNEL SC -10
2}2" DIA. FULL
SEP 10
(TYP.)
Y4" THICK ELASTOMERIC
DEPTH CAST HOLE
BEARING PAD (TYP.)
(TYP.)
4'-9"
5'-0"
4--9-
'-9"
STEEL EMBED PLATE
SEP -10 [TYP.)
S PLAN
9 9
14'-6"
2-R4 BARS x 14'-1"-1
8 -TON SWIFT LIFTSTEEL CHANNEL SC -10
ANCHOR (TYP.)
ELEVATION
PRECAST CONCRETE RISER BLOCK PRB-10
SCALE: y"= 1'-0"
14'-6"
9" 13 SPA. 0 1'-0" = 13'-0"
3/4" THICK ELASTOMERIC
BEARING PAD (TYP.)
Y2" DIA. x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TOP AND
BOTTOM) (ALTERNATE PLACEMENT
AS SHOWN) (TYP.)
2y2" DIA. FULL DEPTH
CAST HOLE SPACING
NI .SEND OF SPAN
A,
8 -TON SWIFT LIFT
ANCHOR SPACING
I' - V
9" 11- DIA. VENT HOLE SPACING
C12x20.7x 1'-3"
I TYP. )
SURFACE OF
CONCRETE -
'--y2" DIA. x 1'-0" END WELDED
DEFORMED BAR ANCHOR
9" ( TOP AND BOTTOM) ( TYP. )
2-1/2" DIA, x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TYP.)
NOTE:
VENT HOLES ARE IN TOP FLANGE ONLY.
L C12x20.7x 14'-6" (TYP.)
12 SPA. a 1'-0" = 12'-0"
PLAN
14'-6"
C12x20.7x 14'-6" (TYP.)
y2" DIA, x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TYP.)
ELEVATION
LIFTING LINE STEEL CHANNEL SC -10
SCALE: Y4"= 1'-0"
EST. WT. = 677 LB. EA.
LIFTING DETAIL
SCALE: NO SCALE
8 -TON SWIFT LIFT
ANCHOR
CAVITY FORMED BY 8 -TON
SWIFT LIFT RECESS PLUG,
COVER AFTER INSTALLATION
NOTE:
8 -TON SWIFT LIFT RECESS PLUGS, ANCHORS AND LIFTING EYES
ARE AVAILABLE FROM DAYTON SUPERIOR CORP., 1125 BYERS ROAD,
MIAMISBURG, OH 45342, (937) 866-0711. THE MATERIALS FOR
THIS LIFTING SYSTEM ARE NOT INCLUDED IN THE BILL OF MATERIAL
BUT ARE TO BE ORDERED AS REQUIRED.
TYP.
9" 6" A ( y4) 0
600
C12x20.7x I'-3"
" (TYP.)
PRECAST CONCRETE NOTES
CONCRETE
I. All concrete materials, placement and workmanship sholI be In accordance
with Chapter 8: Concrete Structures and Foundations of the AREMA Manual
for Railway Engineering.
2. Minimum compressive strength at 28 days shall be 4000 psi.
3. Exposed surfaces shall be formed in a manner which shall produce a
smooth and uniform appearance without rubbing or plastering. Exposed
edges of 90" or less are to be chamfered 3/4" x Z". Top surface to have a
smooth finish, free of all float or trowel marks.
4. Concrete shall be proportioned such that the water - cement ratio (bY
weight) does not exceed 0.45. Concrete shall contain a minimum of 6y2
sacks of cement per cubic yard of concrete.
5. Cement shall be Type 1, Type II or Type III Portland Cement In
accordance with ASTM C150 specifications.
6. Aggregates shall be graded in accordance with ASTM C33 specifications.
Coarse aggregate shall be size no. 67. Fine aggregate shall be natural
sand.
7. Air content shall be between 5% and 7% (by volume).
B. Admixtures shall not be used without approval by the Railroad.
9. Curing sholl be accomplished by wet curing or application of a Type 2
membrane.
q" THICK ELASTOMERIC 10. The Fabricator sholl stencil the Fabricator's name, date of fabrication,
TEARING PAD )TYP.) bridge number and piece mark at location shown on the drawings.
TEEL CHANNEL SC -10 11. Production procedures for the manufacture of precast members shall be in
accordance with the AREMA Manual for Railway Engineering and the
Precast/Prestressed Concrete Institute's Manual MNL 116 for Quality Control.
14 BAR x 14'-1"
TYP.) 12. Dimensional tolerances governing the manufacture of precast members
shall conform to Division VI, Section 6.4 of the Precast/ Prestressed Concrete
Institute's Manual MNL 116 for Quality Control for the appropriate
shape. Tolerance for location of lifting devices shall be +/- Y2".
13. The Fabricator shall be responsible for loading and properly securing
SECT I O N S all precast concrete members for shipment. All concrete components shall
be made available for inspection by the Railroad at the Fabricator's
SCALE: 3/4"=1'-0" 9 9 plant prior to shipment, at the Railroad's discretion.
REINFORCING STEEL
I. Reinforcing steel shall be deformed, new billet bars per ASTM A615
specifications and meet Grade 60 requirements.
2. Fabrication of reinforcing steel shall be per Chapter 7 of the CRSI
Manual of Standard Practice. Dimensions of bending details are out to
out of bar.
3. Reinforcing steel shall be blocked and tied to proper location and
securely wired against displacement. Tie wires shall be installed at
every other bar intersection so that at least 50% of the Intersections
are tied. Tack welding of reinforcing is prohibited. Minimum concrete
cover on reinforcing not otherwise noted sholl meet the AREMA Manual for
Railway Engineering requirements.
EMBEDDED STEEL
I. Steel plates and channels shall conform to ASTM A36 or ASTM A709 -Grade 36
specifications.
2. Studs shall be C1015, C1017 or C1020 cold drawn steel which conforms to
ASTM A108 specifications.
3. Deformed bar anchors shall conform to ASTM A1064 specifications.
4. Where golvonizing is not indicated, material shall be plain.
LIFTING ANCHORS
I. Swift lift anchors shall be Dayton Superior P-52 anchors or approved
I" DIA. VENT HOLE alternate with a safe working load sufficient for the weight of the
I TYP.I precast element including form removal. The safe working load shall
1y2" provide a minimum safety factor of A.
f TYP. ) TYP.
� I
o " �C12x20.7 (TYP.)
y2" DIA. x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TYP.)
9.
N y2" DIA. x 6" END
WELDED STUD (3 TOTAL)
- -)-b
Q I I I PL1/2x4y2x 0'-9"
I I I
1V2" 3" 3" 1Y2"
�-PLy2x4y2x 0'-9"
y2" DIA. x6" END
WELDED STUD (3 TOTAL)
STEEL EMBED PLATE SEP -10
SCALE: 11/2"= 1'-0"
EST. WT. = 6.7 LB. EA.
SECTION
MATERIAL SCHEDULE
(QUANTITY PER PRECAST CONCRETE RISER BLOCK PRB-10)
REO'D.
UNIT
DESCRIPTION
0.6
CU.YD.
4000 PSI CONCRETE (PER NOTES, SHEET NO. 9)
4
EA.
R4 BAR x 14'-1" (PER NOTES, SHEET NO. 9)
1
EA.
STEEL CHANNEL SC -10 (PER NOTES AND DETAILS, SHEET NO. 9)
2
EA.
STEEL EMBED PLATE SEP -10 )PER NOTES AND DETAIL,
SHEET NO. 9)
2
EA.
B -TON SWIFT LIFT ANCHOR
4
EA.
3/4"x8"x 0'-10" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. 1)
2
rE
3/4"x8"x 1'-2" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. 1)
... 0 ...... ...... 0 ............ 0 ............. 0 ............. 0 ............. 0 ............ 0 ............. 0 ............. 0 ............. 0 ............. 0 ............. 0 ......
I ...... 0 .......
.
SURFACE OF
CONCRETE -
'--y2" DIA. x 1'-0" END WELDED
DEFORMED BAR ANCHOR
9" ( TOP AND BOTTOM) ( TYP. )
2-1/2" DIA, x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TYP.)
NOTE:
VENT HOLES ARE IN TOP FLANGE ONLY.
L C12x20.7x 14'-6" (TYP.)
12 SPA. a 1'-0" = 12'-0"
PLAN
14'-6"
C12x20.7x 14'-6" (TYP.)
y2" DIA, x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TYP.)
ELEVATION
LIFTING LINE STEEL CHANNEL SC -10
SCALE: Y4"= 1'-0"
EST. WT. = 677 LB. EA.
LIFTING DETAIL
SCALE: NO SCALE
8 -TON SWIFT LIFT
ANCHOR
CAVITY FORMED BY 8 -TON
SWIFT LIFT RECESS PLUG,
COVER AFTER INSTALLATION
NOTE:
8 -TON SWIFT LIFT RECESS PLUGS, ANCHORS AND LIFTING EYES
ARE AVAILABLE FROM DAYTON SUPERIOR CORP., 1125 BYERS ROAD,
MIAMISBURG, OH 45342, (937) 866-0711. THE MATERIALS FOR
THIS LIFTING SYSTEM ARE NOT INCLUDED IN THE BILL OF MATERIAL
BUT ARE TO BE ORDERED AS REQUIRED.
TYP.
9" 6" A ( y4) 0
600
C12x20.7x I'-3"
" (TYP.)
PRECAST CONCRETE NOTES
CONCRETE
I. All concrete materials, placement and workmanship sholI be In accordance
with Chapter 8: Concrete Structures and Foundations of the AREMA Manual
for Railway Engineering.
2. Minimum compressive strength at 28 days shall be 4000 psi.
3. Exposed surfaces shall be formed in a manner which shall produce a
smooth and uniform appearance without rubbing or plastering. Exposed
edges of 90" or less are to be chamfered 3/4" x Z". Top surface to have a
smooth finish, free of all float or trowel marks.
4. Concrete shall be proportioned such that the water - cement ratio (bY
weight) does not exceed 0.45. Concrete shall contain a minimum of 6y2
sacks of cement per cubic yard of concrete.
5. Cement shall be Type 1, Type II or Type III Portland Cement In
accordance with ASTM C150 specifications.
6. Aggregates shall be graded in accordance with ASTM C33 specifications.
Coarse aggregate shall be size no. 67. Fine aggregate shall be natural
sand.
7. Air content shall be between 5% and 7% (by volume).
B. Admixtures shall not be used without approval by the Railroad.
9. Curing sholl be accomplished by wet curing or application of a Type 2
membrane.
q" THICK ELASTOMERIC 10. The Fabricator sholl stencil the Fabricator's name, date of fabrication,
TEARING PAD )TYP.) bridge number and piece mark at location shown on the drawings.
TEEL CHANNEL SC -10 11. Production procedures for the manufacture of precast members shall be in
accordance with the AREMA Manual for Railway Engineering and the
Precast/Prestressed Concrete Institute's Manual MNL 116 for Quality Control.
14 BAR x 14'-1"
TYP.) 12. Dimensional tolerances governing the manufacture of precast members
shall conform to Division VI, Section 6.4 of the Precast/ Prestressed Concrete
Institute's Manual MNL 116 for Quality Control for the appropriate
shape. Tolerance for location of lifting devices shall be +/- Y2".
13. The Fabricator shall be responsible for loading and properly securing
SECT I O N S all precast concrete members for shipment. All concrete components shall
be made available for inspection by the Railroad at the Fabricator's
SCALE: 3/4"=1'-0" 9 9 plant prior to shipment, at the Railroad's discretion.
REINFORCING STEEL
I. Reinforcing steel shall be deformed, new billet bars per ASTM A615
specifications and meet Grade 60 requirements.
2. Fabrication of reinforcing steel shall be per Chapter 7 of the CRSI
Manual of Standard Practice. Dimensions of bending details are out to
out of bar.
3. Reinforcing steel shall be blocked and tied to proper location and
securely wired against displacement. Tie wires shall be installed at
every other bar intersection so that at least 50% of the Intersections
are tied. Tack welding of reinforcing is prohibited. Minimum concrete
cover on reinforcing not otherwise noted sholl meet the AREMA Manual for
Railway Engineering requirements.
EMBEDDED STEEL
I. Steel plates and channels shall conform to ASTM A36 or ASTM A709 -Grade 36
specifications.
2. Studs shall be C1015, C1017 or C1020 cold drawn steel which conforms to
ASTM A108 specifications.
3. Deformed bar anchors shall conform to ASTM A1064 specifications.
4. Where golvonizing is not indicated, material shall be plain.
LIFTING ANCHORS
I. Swift lift anchors shall be Dayton Superior P-52 anchors or approved
I" DIA. VENT HOLE alternate with a safe working load sufficient for the weight of the
I TYP.I precast element including form removal. The safe working load shall
1y2" provide a minimum safety factor of A.
f TYP. ) TYP.
� I
o " �C12x20.7 (TYP.)
y2" DIA. x 1'-0" END WELDED
DEFORMED BAR ANCHOR (TYP.)
9.
N y2" DIA. x 6" END
WELDED STUD (3 TOTAL)
- -)-b
Q I I I PL1/2x4y2x 0'-9"
I I I
1V2" 3" 3" 1Y2"
�-PLy2x4y2x 0'-9"
y2" DIA. x6" END
WELDED STUD (3 TOTAL)
STEEL EMBED PLATE SEP -10
SCALE: 11/2"= 1'-0"
EST. WT. = 6.7 LB. EA.
SECTION
MATERIAL SCHEDULE
(QUANTITY PER PRECAST CONCRETE RISER BLOCK PRB-10)
REO'D.
UNIT
DESCRIPTION
0.6
CU.YD.
4000 PSI CONCRETE (PER NOTES, SHEET NO. 9)
4
EA.
R4 BAR x 14'-1" (PER NOTES, SHEET NO. 9)
1
EA.
STEEL CHANNEL SC -10 (PER NOTES AND DETAILS, SHEET NO. 9)
2
EA.
STEEL EMBED PLATE SEP -10 )PER NOTES AND DETAIL,
SHEET NO. 9)
2
EA.
B -TON SWIFT LIFT ANCHOR
4
EA.
3/4"x8"x 0'-10" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. 1)
2
EA.
3/4"x8"x 1'-2" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. 1)
EST. WT. OF REINFORCING STEEL = 40 LB.
OV x4oin wCLIllm-e 7 10-25-18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
Q
)ATE=
I. BEARING PADS SHALL BE SHOP ATTACHED
PER STD. DWG. 531010 SHT. I.
2. MINIMALLY ADJUST REINFORCING AND
DEFORMED BAR ANCHORS AS REQUIRED
TO CLEAR EMBEDDED ITEMS AND CAST
HOLES.
EST. WT. OF PRECAST CONCRETE
RISER BLOCK PRB-10 = 3,200 LB. EA. (1.6 TON)
02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
FlILITf*SPAN PCB x 34' 1SEGENT A) NEW BACKWALL AT BENT -C9,
Ili -48" DIA. SSP x 90', 2 SPAN 9B x 60' AND 2 SPAN PCB x 60'
REPLACI NOS SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSiBO x 318' (SEG DI AND 8 SPAN TSTBO x 121' (SEG F)
DWG TITLE
PRECAST CONCRETE RISER
BLOCK PRB-10 DETAILS
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530° W
DRAWN BY: ACB SHEET NO. C E NUMBER
CHECKED BYE JRB
SCALES A5 NOTED 9 Of 15 120416
9
D 1307b -
3"
rL EXISTING CONCRETE BENT CAP =
rL BACKWALL
I
20'-0"
10' - 0"
3'- 10" 6'-2- ! 6'-2- 3'- 10"
10' -o"
5'-0'
5'-0' !
5'-0' 5'-0'
I
I
I
---------------------------
----
O
D302b
- \7 -
3'-2"
ar.
I�
U
3'-6"
sr.
8 -TON SWIFT
LIFT ANCHOR (TYP.)
2y2" DIA. FULL DEPTH ! FERRULE
12
I
CAST HOLE (TYP. I INSERT (TYP. l
I
4'-0" 3 SPA. g 2'-0"
= 6'-0" !
I
3 SPA. g 2'-0" = 6'-0" 4'-0"
PLAN
rL EXISTING CONCRETE BENT CAP =
¢ BACKWALL
I
20'-0"
10' - 0" 10' -0"
3'- 10" 6'-2- ! 6'-2- 3'- 10"
D306 l EF)
D209b
MARK
81/4"
8A"
10
2Y2" ! 2Y2"
V
D302b (EF) I I
(TYP.) D503b (TYP.)
D1908 (EF)
D803b D803b
85
81/4"
8A
D302b
D306 ( EF)
D209b
3'-2"
8
I�
U
3'-6"
8
D501b
mQ D503b
5'-1"
12
N
(y
5'-3"
4
D803b
¢ 2" CLR.
_
8'-3"
6
D13071O
ITYP. I
13'-7"
8
D1908
=5
19'-8"
C
N
334"
FERRULE
INSERTS
1'-ly2"
101/2"
8 -TON FT
d B0 SWI
J
U LI FT ANCHOR (TYPO
7-
N
Q
II SPA. Q I' -O"= 11'-0"
_
r
_ ___
___
3 4'
4 FERRULE
INSERTS
j
D501b
I'-0"
I'-0"
3"
~
IOy2"
I'-ly2"
3"
D501b
2'-6"
12-D503b
15'-0"
SCALE:
11
ELEVATION
fl
12
F&
=1'-0"
8 -TON SWIFT LIFT
ANCHOR SPACING
2y2" DIA. FULL DEPTH
CAST HOLE SPACING
3"
>MAW
MATERIAL SCHEDULE
RED' D. UNIT DESCRIPTION
3.3 CU. YD. 4000 PSI CONCRETE ( PER NOTES, SHEET NO. 9)
1 LOT REINFORCING STEEL (PER NOTES, SHEET NO. 9 AND SCHEDULE,
SHEET NO. 10)
2 EA. 8 -TON SWIFT LIFT ANCHOR
4 EA. DAYTON SUPERIOR F-57 NC EXPANDED COIL FERRULE INSERT,
ELECTRO -GALVANIZED (314" BOLT DIA.)
FERRULE
INSERT ( TYP. )
VIEW T
SCALE: I"=1'-0" 010
I
SCHEDULE
TOTAL
MARK
SIZE
LENGTH
10
D209b
85
2'-9"
8
D302b
95
3'-2"
8
I�
U
3'-6"
8
D501b
mQ D503b
5'-1"
12
N
(y
5'-3"
4
D803b
¢ 2" CLR.
_
8'-3"
6
D13071O
ITYP. I
13'-7"
8
D1908
=5
19'-8"
C
N
D1908 (EF)
FERRULE INSERT (TYP.)
SECTION V
SCALE: 1"=1'-0" 1010
REINFORCING
SCHEDULE
TOTAL
MARK
SIZE
LENGTH
10
D209b
85
2'-9"
8
D302b
95
3'-2"
8
D306
85
3'-6"
8
D501b
95
5'-1"
12
D503b
R5
5'-3"
4
D803b
05
8'-3"
6
D13071O
R5
13'-7"
8
D1908
=5
19'-8"
BENDING DIAGRAM
IDIMENSIONS ARE OUT TO OUT)
SHAPE
""
D209b D501b
1'-7"
D302b
10"
D503b D803b D1307b
NOTE:
BAR DESIGNATIONS CONSIST OF BAR SIZE B LENGTH
FOLLOWED BY THE LETTER "b" IF BENT. BAR SIZES
ARE REPRESENTED BY THE LETTERS A THROUGH L
CORRESPONDING TO BAR SIZE u2 THROUGH 018.
BAR LENGTHS ARE GIVEN IN FEET AND INCHES; THE
LAST TWO DIGITS ARE INCHES.
EST. WT. OF REINFORCING STEEL = 480 LB.
NOTES:
I. FOR LIFTING DETAIL, SEE SHEET NO. 9.
2. MINIMALLY ADJUST REINFORCING AS REOUIRED
TO CLEAR EMBEDDED ITEMS AND CAST HOLES.
3. EF = EACH FACE
EST, WT[ OF PRECAST CONCRETE
BACKWALL PCB -II = 13,450 LB. (6.7 TON)
1 02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
I� zoiACIL-
pf�1KJQ/YIL(iQfFl 11L SPAN PCB z 34' (SEGENT A) NEW BACKWALL AT BENT -C9,
10 25 18 1} 48 DIA SSP z 90', 2 SPAN 98 x 80' AND 2 SPAN PCB z 60'
REPLACING 5 SPAN TSTBO x 80' (SEGMENT A1, PORTIONS OF
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
TE:
FA
22 SPAN TST80 x 318' (SEG 0) AND 8 SPAN TST80 x 121' (SEC. F)
DWG TITLE
PRECAST CONCRETE
BACKWALL PCB -II DETAILS
)RDER: 26537 UP-DGW 1 44.04332° N
BY: JRB BENESCH-JRB LONGITUDE
D BY: TGM 123.02530" W
BY: AC SHEET N0. C E NUMBER
D BY JRB
AS NOTED 10 Of 15 1 1204 16
10_n -
1 1 STIFFENER PL3/x6%x I
1'- 0%" (TYP.) HP14x89x 15'-0"
" THICK ELASTOMERIC
BEARING PAD (TYP.)
TOP PLAN
15'-0"
� N
v
x
Q
Q
_
(N �
I
Q
6" 4'-6- 3'-0' 4'-6- 1'-6-
'-6"10"
4'-6"
10"8" 1'-11" 1'-2" 1' -II" 1 8" 4" 4" 8" 1'-11" 1'-2" 1'-11" 8" 10"
1
j 3'-0"
1
j
I
1
I
-
-
i - - - - - - - - - - i----------------------� - - - -
------------
I
151-0"
I
..
—'-�
u�
:. ...._._ ...:...:...:...
P
G
f
_:i _:i _:i _:u.
1
iP
El�l:
1 1 STIFFENER PL3/x6%x I
1'- 0%" (TYP.) HP14x89x 15'-0"
" THICK ELASTOMERIC
BEARING PAD (TYP.)
TOP PLAN
15'-0"
� N
v
x
Q
Q
_
(N �
I
Q
ELEVATION
STEEL PONY BENT SPB-10
SCALE: 3/4"=1'-0"
EST. WT. = 3,648 LB. EA.
15'-0"
4'-6" 3'-0"
1
4'-6"
I
6" 3'- 3" 3'- 9" 3'- 9"
1
j 3'-0"
1
j
4'-6-
'-6"15'-0"
1
I I
-
-
i - - - - - - - - - - i----------------------� - - - -
------------
- - - - -
151-0"
------
..
—'-�
_ _ .. .... .... ... _ _ _ _
:.::::.::::.:.......::::.: _:i _:i _:i _:i _:. �.". --------------:::...'r::: :::: :: _: :: ::_:.
:. ...._._ ...:...:...:...
ELEVATION
STEEL PONY BENT SPB-10
SCALE: 3/4"=1'-0"
EST. WT. = 3,648 LB. EA.
15'-0"
4'-6" 3'-0"
4'-6"
1'-6"
I
6" 3'- 3" 3'- 9" 3'- 9"
"
3'- 3" j -6-
I I I I I I
I
I I
-
-
i - - - - - - - - - - i----------------------� - - - -
------------
- - - - -
- - - - - - - -
------
..
—'-�
_ _ .. .... .... ... _ _ _ _
:.::::.::::.:.......::::.: _:i _:i _:i _:i _:. �.". --------------:::...'r::: :::: :: _: :: ::_:.
:. ...._._ ...:...:...:...
_ _ _
_... _I:::-:: ::-: _:i
_:i _:i _:i _:u.
:. _
.......
---------------------
HPI4x89x I' -113A" (TYP.)
15A" DIA. HOLES
(TOP AND BOTTOM FLANGE)
SECTION W
SCALE: 4"=1'-0"11
HP14x89x 15'-0"
rL HP14x89
I
I
j 3/4" THICK ELASTOMERIC BEARING PAD
HP14x89x 15'-0"
TYP. y4 V4 TYP.
CLIP -" x 3/4" ( TYP. ) STIFFFFENER YPL-x6%x
14x89x 1'-113/fi" ITYP.Ila-j
j� TYP.
I
4-HP14x89x I' -113k"
MILL TO BEAR ( TYP. ) -T, k
E HP14x89x 15'-0"
9Y-�
I I
15h" DIA. HOLES
1'-23/4"
SIDE VIEW
15'- 0"
MATERIAL SCHEDULE
RED' D. UNIT DESCRIPTION
2 EA. HP14x89x 15'-0" STEEL PILE
4 EA. HP14x89x I' -113h" STEEL PILE
16 EA. PLyAx6%x I' -05h"
4 EA. Y4"x8"x 0'-10" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. Il
2 EA. 3/4"x10"x 1'-2" ELASTOMERIC BEARING PAD, RANDOM ORIENTED
FIBER MATERIAL (PER STD. DWG. 531010 SHT. Il
I LOT SIKADUR 31 HI -MOD GEL 11:1 MIX RATIO) OR APPROVED ALTERNAT
6" . 3'- 3" 3'-9- 3'- 9" 3'-3-
- - - - - - - - - - - - - - - -
'-3"---------------- ----------------------------- t-----------------------+--------------------
�
------�----------------- - - - ------------------------ ------------------------ ---------------------
M�
V rX 1%" DIA. HOLES " THICK NEOPRENE PAD
(60 DUROMETER)
BEARING PAD BP -10.
SCALE: 3/4"=1'-0"
OVW.TUN/n toil -en 10-25- 18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
DATE:
II/4" DIA.
Ili
1'-2" SWEDGE
STANDARD WROUGHT WASHER
2-II/4" DIA. HEAVY HEX NUTS
ANCHOR ROD SAR- 10
SCALE: IY2'= I'-0"
EST. WT. = 9. 1 LB. EA.
FLAT CIRCULAR WASHER (ASTM F436),
HEAVY HEX NUT (ASTM A563)
NUItJ"
I. FOR STRUCTURAL STEEL NOTES, SEE SHEET NO. 4.
2. 3/4" THICK ELASTOMERIC BEARING PADS SHALL BE
SHOP ATTACHED PER STD. DWG. 531010 SHT. 1
3. BEARING PAD BP -10 SHALL BE SHOP ATTACHED
PER NOTES, SHEET NO. 4.
102/02/20211 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
111LITf*SPAN PCB x 34' (SEGMENT AI NEW BACKWALL AT BENT -C9,
Ili -48" DIA. SSP x 90', 2 SPAN Ah
x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBO x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TST80 x 318' (SEG. 0) AND B SPAN TSTBO x 121' (SEC. F)
DWG TITLE
STEEL PONY BENT SPB-10 DETAILS
PROJECT ID: 65121 JUP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: JRB BENE5CH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BY: ACB SHEET NO. C E NUMBER
CHECKED BY: JRB
SCALE: AS NOTED I I Of 15 120416
I" 10"
41V6 " 41V6 "
PLAN
Pl. Ix6x 0'-IOy2"
ELEVATION
%' GUSSET PLATE
�6
23/" L6x4x%
n
Q
I Oy2"
SIDE VIEW
BEAM STOP QS -6
SCALE: We= '_O.
EST. WT. = 36.9 LB. EA.
m--- - ---------------------------------------•.......-----
Q
PL%xBx 7'-7y2"
PLAN
Tc
`PL3Axl7x 1'-6"
ELEVATION
COVER PLATE CP -13
SCALE: 1.=1'-0"
EST. WT. = 82.9 LB. EA.
GALVANIZE AFTER FABRICATION
\-PL3kx4%x 1'4/6"
PLAN
1'-5"
1.3C
�_PL36XBX 7'- 1 ly2"
ELEVATION
COVER PLATE CP- 1 1
SCALE: I"= 1' 0"
EST. WT. = 127 LB. EA.
GALVANIZE AFTER FABRICATION
PL3,6xA%x I'-7
Q�
19
10
In"
ru
PLAN
L6x4x 2�"
Pl. Ix6x 0'-IOy2"
io v
't
51
I Oy2"
SIDE VIEW ELEVATION
%" GUSSET PLATE
BEAM STOP GS -7
SCALE: Iy2"= 1'-0"
EST. WT. = 36.9 LB. EA.
PL3AxBx 7'- 7Y2"
PLAN
Rw
SIDE VIEW
rY DIA. x 2" LONG
I SLOTTED HOLES
14
I
I
"7�_L7x4x%x 2'-8"
PLAN
ELEVATION ELEVATION
COVER PLATE CP -12 CLOSURE ANGLE CA -14
SCALE: 1"= 1'-0" SCALE: 1"= 1'-0"
EST. WT. = 88.9 I.B. EA. EST. WT. = 36.3 LB. EA.
GALVANIZE AFTER FABRICATION
1'-6" PL%xI7x 1
7'- 1 1y2" PLxBx 7'- 1 Iy2
SIDE VIEW
%x4%x 1-TIM/X
G➢
PL-%xl7x 1'-6"
------------------------------------------------------
PL3/fix8x 7'-I1y2"J PL3kx4%x I' -71y6"
PLAN
xe"
ELEVATION
COVER PLATE CP -10
SCALE: I"=1'-0"
EST. WT. = 133 LB. EA.
GALVANIZE AFTER FABRICATION
NONSTANDARD MISCELLANEOUS STEEL SCHEDULE - BRIDGE 620.78
REO' D.
UNIT
DESCRIPTION
4
EA.
PLANK SEAT SPS -1 (PER NOTES AND DETAIL, SHEET N0. 13)
1
EA.
HANDRAIL POST HP -41. (PER NOTES AND DETAIL, SHEET NO. 13)
I
EA.
HANDRAIL POST HP -4R (PER NOTES AND DETAIL, SHEET NO. 13)
1
EA.
COVER PLATE CP -12 (PER NOTES, SHEET NO. 13 AND DETAIL,
PLATE
CP -10
SHEET NO. 12)
1
EA.
COVER PLATE CP -13 (PER NOTES, SHEET NO. 13 AND DETAIL,
SHEET
SHEET NO. 12)
2
EA.
CLOSURE ANGLE CA -14 (PER NOTES, SHEET NO. 13 AND DETAIL,
2
SHEET NO. 12)
I
EA.
END HANDRAIL ASSEMBLY EHA-IL (PER DETAILS, SHEET NO. 13
(PER NOTES, SHEET
NO.
AND NOTES AND DETAILS, STD. DWG. 502000 SHT. 1-4)
1
EA.
END HANDRAIL ASSEMBLY EHA-IR (PER DETAILS, SHEET NO. 13
NO.
12)
AND NOTES AND DETAILS, STD. DWG. 502000 SHT. 1-4)
1
EA.
BEAM STOP GS -6 (PER NOTES, SHEET NO. 13 AND DETAIL,
EA.
HANDRAIL
SHEET NO. 12)
1
EA.
BEAM STOP GS -7 (PER NOTES, SHEET NO. 13 AND DETAIL,
SHEET NO. 12)
6
EA.
3/4" DIA. x 83/4" ASTM A307 GRADE A THREADED ROD WITH
SHT.
1-4)
HEAVY HEX LOCKNUT (MIL-DTL-32258) AND FLAT CIRCULAR
EA.
HANDRAIL
WASHER (ASTM F436), EACH COMPONENT HOT DIP OR
ASSEMBLY
C21 -30R (PER DETAILS,
MECHANICALLY ZINC COATED
4
EA.
3/4" DIA. x 11" ASTM A307 GRADE A HEX BOLT WITH FLAT
NOTES
AND
CIRCULAR WASHER (ASTM F436) AND LOCKWASHER (ASTM F436),
STD. DWG. 502000
SHT.
EACH COMPONENT HOT DIP OR MECHANICALLY ZINC COATED
7
EA.
3/q" DIA. x 2y2" ASTM A307 GRADE A HEX BOLT WITH FLAT
STOP
GS -6 (PER NOTES, SHEET NO.
CIRCULAR WASHER (ASTM F436) AND LOCKWASHER (ASTM F436),
AND DETAIL,
EACH COMPONENT HOT DIP OR MECHANICALLY ZINC COATED
EST. WT. OF NONSTANDARD MISCELLANEOUS STEEL (NOT INCL. BOLTS) = 1,290 LB.
NONSTANDARD
MISCELLANEOUS
STEEL SCHEDULE-
BRIDGE 621.00
RED' D.
UNIT
DESCRIPTION
m
2
EA.
COVER
PLATE
CP -10
(PER NOTES, SHEET
NO.
13 AND DETAIL,
SHEET
NO.
12)
2
EA.
COVER
PLATE
CP -11
(PER NOTES, SHEET
NO.
13 AND DETAIL,
SHEET
NO.
12)
2
EA.
HANDRAIL
ASSEMBLY
C21 -30L (PER DETAILS,
SHEET NO. 13 AND
NOTES
AND
DETAILS,
STD. DWG. 502000
SHT.
1-4)
2
EA.
HANDRAIL
ASSEMBLY
C21 -30R (PER DETAILS,
SHEET NO. 13 AND
NOTES
AND
DETAILS,
STD. DWG. 502000
SHT.
1-4)
2
EA.
BEAM
STOP
GS -6 (PER NOTES, SHEET NO.
13
AND DETAIL,
SHEET
NO.
12)
2
EA.
BEAM
STOP
GS -7 (PER NOTES, SHEET NO.
13
AND DETAIL,
SHEET
NO.
12)
EST. WT. OF NONSTANDARD MISCELLANEOUS STEEL (NOT INCL. BOLTS) = 1,940 LB.
&440m W OLJl.Y/YLWJ7 10-25-18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
TE:
7
7 7
7 7
02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
Q BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
111LIT)=SPAN PCB x 34' 1SEGENT A1, NEW BACKWALL AT BENT -C9,
1i -,Ir DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSiBO x 318' (SEG DI AND 8 SPAN TSTBO x 121' (SEG F)
DWG TITLE
MISCELLANEOUS STEEL DETAILS
(SHEET I OF 2)
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BYE ACB SHEET N0. C E NUMBER
CHECKED BYE JRB
SCALES AS NOTED 12 Of 15 1204 16
a
x
m
�
&440m W OLJl.Y/YLWJ7 10-25-18
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
( OMAHA, NE)
TE:
7
7 7
7 7
02/02/2021 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
Q BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
111LIT)=SPAN PCB x 34' 1SEGENT A1, NEW BACKWALL AT BENT -C9,
1i -,Ir DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSiBO x 318' (SEG DI AND 8 SPAN TSTBO x 121' (SEG F)
DWG TITLE
MISCELLANEOUS STEEL DETAILS
(SHEET I OF 2)
PROJECT ID: 65121 UP ENGINEER: LATITUDE:
WORK ORDER: 26537 UP-DGW 44.04332° N
DESIGN BY: JRB BENESCH-JRB LONGITUDE:
CHECKED BY: TGM 123.02530" W
DRAWN BYE ACB SHEET N0. C E NUMBER
CHECKED BYE JRB
SCALES AS NOTED 12 Of 15 1204 16
OUTSTANDING
ANGLE LEG ( TYP. )
" 8'-93/4"
10,_O.
8' 93/4n
I' -3y"
29'-10" (OUT TO OUT OF HANDRAIL)
HANDRAIL ASSEMBLY C2I-30L
SCALE: y2"= I'-0"
EST. WT. = 318 LB. EA.
SHIP WITH II -34" DIA. x 9y2" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
TOP OF PIPE
HANDRAIL SHOP SPLICE ITYP.16 I
AS REOUIRED ITYP. I
3 LOCATIONS
TYP.
POST
k
HANDRAIL ASSEMBLY C2I-30R
SCALE: y2'= I'-0"
EST. WT. = 318 I.B. EA.
SHIP WITH II -3/4" DIA. x 9y2" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
q HSS2x2xy4x I' -I"
x I' -I" ( TYP. )
WT4x15.5x 4'-93/4"
a
N
I
Q
N
CLIP 2" x 2" (TYP.)
�q IY6 DIA. HOLES
2"-1 .2
ELEVATION SIDE VIEW
HANDRAIL POST HP -4L
SCALE: "= I'-0"
EST. WT. = 86.3 I.B. EA.
HSS2x2xy4x I' -I"
HSS2x2xy4x I' -I" (TYP.
WT4xl5.5x 4'-93/4"
CLIP 2" x 2" (TYP.)
rT LY6 " DIA. HOLES
2" 2"
SIDE VIEW ELEVATION
HANDRAIL POST HP -4R
SCALE: I"=1'-0"
EST. WT. = 86.3 I.B. EA.
CLOSURE (TYP.)
END CLOSURE (TYP.)
SEND CLOSURE (TYP.1
HANDRAIL POST
CHP -IR
POST
9" 4--
FYP.
K
I
TOP OF PIPE
I TYP. 1
PIPE ly2" STD.
BACK
I'-
OF
OUTSTANDING
ANGLE LEG ( TYP. )
?U,"
3 LOCATIONS)___6 POST
I
12'-7"
HANDRAIL POST
CHP -2 ( TYP. )
-7n
LIVU FI FA IVU RFA I L HJ3 LIVI0L I LF'I/A— I L
SCALE: y2'= I'-0"
EST. WT. = 235 LB. EA.
SHIP WITH 9-3/4" DIA. x B" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
POST
3 LOCATIONS TOP PIPE
y6 1 1 TYP..I
PIPE ly2" STD.
HANDRAIL POST
CHP -2 ( TYP. ) _
BACK OF
1 OUTSTANDING
ANGLE LEG ( TYP. )
2" 5'-2V2" 5'-2V2"
12'-7"
END HANDRAIL ASSEMBLY EHA-IR
SCALE: y2'= 1'-0'
EST. WT. = 235 LB. EA.
SHIP WITH 9-3/4" DIA. x 8" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
PL5/fIxl5x P-6"
PL%x6ygx I'-6" y4
PL%x6y4x I'-6"
ELEVATION
—PL%x6y4x I'-Oy2" y
PL5/tx6y4x I'-Oy2"
PLANK SEAT SPS -1
SCALE: I"=1'-0"
EST. WT. = 81.6 LB. EA.
2'-0'
HANDRAIL POST
CHP- I L
" IP 3�q" x 3/4"
WT4xl5.5x 4'-43/q"
22 SPAN TS18O x 318' (SEG D) AND 8 SPAN TSTBD x 121' (SEG Fl
I
I
I
I
�
I
�
I
DESIGN BY: JRB
�
PIPE ly2" STD.
DRAWN BY:
I
I
I
I
C E NUMBER
1204 1 6
Q
SCALE: AS NOTED
Q
N
I
N
HANDRAIL POST
HANDRAIL POST
HP -3R
CHP -2 ( TYP. )
BACK OF
OUTSTANDING
ANGLE LEG ( TYP. )
I"
8'-93/4"
10'-0"
9'-21/4"
I"
29'-10" (OUT TO OUT OF HANDRAIL)
TYP.
POST
k
HANDRAIL ASSEMBLY C2I-30R
SCALE: y2'= I'-0"
EST. WT. = 318 I.B. EA.
SHIP WITH II -3/4" DIA. x 9y2" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
q HSS2x2xy4x I' -I"
x I' -I" ( TYP. )
WT4x15.5x 4'-93/4"
a
N
I
Q
N
CLIP 2" x 2" (TYP.)
�q IY6 DIA. HOLES
2"-1 .2
ELEVATION SIDE VIEW
HANDRAIL POST HP -4L
SCALE: "= I'-0"
EST. WT. = 86.3 I.B. EA.
HSS2x2xy4x I' -I"
HSS2x2xy4x I' -I" (TYP.
WT4xl5.5x 4'-93/4"
CLIP 2" x 2" (TYP.)
rT LY6 " DIA. HOLES
2" 2"
SIDE VIEW ELEVATION
HANDRAIL POST HP -4R
SCALE: I"=1'-0"
EST. WT. = 86.3 I.B. EA.
CLOSURE (TYP.)
END CLOSURE (TYP.)
SEND CLOSURE (TYP.1
HANDRAIL POST
CHP -IR
POST
9" 4--
FYP.
K
I
TOP OF PIPE
I TYP. 1
PIPE ly2" STD.
BACK
I'-
OF
OUTSTANDING
ANGLE LEG ( TYP. )
?U,"
3 LOCATIONS)___6 POST
I
12'-7"
HANDRAIL POST
CHP -2 ( TYP. )
-7n
LIVU FI FA IVU RFA I L HJ3 LIVI0L I LF'I/A— I L
SCALE: y2'= I'-0"
EST. WT. = 235 LB. EA.
SHIP WITH 9-3/4" DIA. x B" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
POST
3 LOCATIONS TOP PIPE
y6 1 1 TYP..I
PIPE ly2" STD.
HANDRAIL POST
CHP -2 ( TYP. ) _
BACK OF
1 OUTSTANDING
ANGLE LEG ( TYP. )
2" 5'-2V2" 5'-2V2"
12'-7"
END HANDRAIL ASSEMBLY EHA-IR
SCALE: y2'= 1'-0'
EST. WT. = 235 LB. EA.
SHIP WITH 9-3/4" DIA. x 8" ASTM A307 GRADE A HEX BOLTS
w/ FLAT CIRCULAR WASHER (ASTM F436) AND LOCKNUT (MIL-DTL-32258)
GALVANIZE AFTER FABRICATION
PL5/fIxl5x P-6"
PL%x6ygx I'-6" y4
PL%x6y4x I'-6"
ELEVATION
—PL%x6y4x I'-Oy2" y
PL5/tx6y4x I'-Oy2"
PLANK SEAT SPS -1
SCALE: I"=1'-0"
EST. WT. = 81.6 LB. EA.
2'-0'
HANDRAIL POST
CHP- I L
" IP 3�q" x 3/4"
WT4xl5.5x 4'-43/q"
r rL 2" DIA. HOLE
�WT4x15.5x 4'-43/4"
CL IP2"x 2"
II
x IT
SLOTTED HOLES I I
2V4" I 1 12y4"
ELEVATION SIDE VIEW
HANDRAIL POST HP -3R
SCALE: I"=1 0"
EST. WT. = 68. 1 LB. EA.
END CLOSURE ( TYP. )
r 2" DIA. HOLE 4 N
WT4x15.5x 4'-43/4"
I
I
I
22 SPAN TS18O x 318' (SEG D) AND 8 SPAN TSTBD x 121' (SEG Fl
I
I
I
I
�
I
�
I
DESIGN BY: JRB
�
DRAWN BY:
I
I
I
I
C E NUMBER
1204 1 6
Q
SCALE: AS NOTED
Q
N
I
r rL 2" DIA. HOLE
�WT4x15.5x 4'-43/4"
CL IP2"x 2"
II
x IT
SLOTTED HOLES I I
2V4" I 1 12y4"
ELEVATION SIDE VIEW
HANDRAIL POST HP -3R
SCALE: I"=1 0"
EST. WT. = 68. 1 LB. EA.
END CLOSURE ( TYP. )
r 2" DIA. HOLE 4 N
WT4x15.5x 4'-43/4"
I
I
I
22 SPAN TS18O x 318' (SEG D) AND 8 SPAN TSTBD x 121' (SEG Fl
DWG TITLE
MISCELLANEOUS STEEL DETAILS
(SHEET 2 OF 2)
I
I
�
LATITUDE:
44.04332° N
LONGITUDE:
123.02530" W
I
I
DESIGN BY: JRB
CHECKED BY: TGM
DRAWN BY:
ACB
I
C E NUMBER
1204 1 6
Q
SCALE: AS NOTED
Q
I
N
CLIP 33/4" x 33/4"
WT4x15. 5x 4'-43/4"
N
--T T
Q
CLIP 2" x 2"
I I I
" x IT
SLOTTED HOLES
PL%x15x I'-6" 2y4" I I 12y4"
CLIP y2" x y2" #
SIDE VIEW ELEVATION
�2 m HANDRAIL POST HP- 3L
m SCALE: 1"=
N EST. WT. = 68.1 LB. EA.
a
NOTE:
a — HANDRAIL NOTES AND DETAILS NOT SHOWN
ARE PER STD. DWG. 502000 SHT. 1-4.
SIDE VIEW
MISCELLANEOUS STEEL NOTES
I. Materials, fabrication and workmanship shall be in accordance with
Chapter 15: Steel Structures of the current AREMA Manual for Railway
Engineering.
2. Miscellaneous steel shall conform to ASTM A36 specifications unless
noted otherwise. Miscellaneous steel shall be plain unless noted
otherwise.
3. Where galvanizing is indicated, miscellaneous steel shall be pickled in
accordance with SSPC-SP8 and hot -dipped galvanized in accordance with
ASTM A123 specifications. Coating weight shall be 2.3 oz. per sq. ft.
4. Bolts and nuts to be zinc plated in accordance with ASTM A153
specifications unless noted otherwise.
5. Welding shall be by the arc process per AREMA Manual for Railway
Engineering and AWS D1.1 Structural Welding Code. Welding shall be
performed by qualified welders.
02/02/2021 1 UPDATED TITLE BLOCK
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620. 78, CULV. 620. 93, 8 BR. 621.00 BROOKLYN SUE
SPRINGFIELD, OR
o,Jfl/r440/n % /f n n 111LLIT)=SPAN PCB x 34' (SEGENT A), NEW BACKWALL AT BENT -C9,
U/LIX�'/1'L, n 10-25- 18 1�-4W" DIA. SSP x 90', 2 SPAN PCB x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
APPROVED FOR
UNION PACIFIC RAILROAD CO.
BY
ALFRED BENESCH 8 CO.
/(/OMAHA, NSE)
:1y:Q 6dL
DATE:
22 SPAN TS18O x 318' (SEG D) AND 8 SPAN TSTBD x 121' (SEG Fl
DWG TITLE
MISCELLANEOUS STEEL DETAILS
(SHEET 2 OF 2)
PROJECT ID: 65121
UP ENGINEER:
UP-DGW
BENESCH-JRB
LATITUDE:
44.04332° N
LONGITUDE:
123.02530" W
WORK ORDER: 26537
DESIGN BY: JRB
CHECKED BY: TGM
DRAWN BY:
ACB
SHEET N0.
� 3 Of � 5
C E NUMBER
1204 1 6
CHECKED BYE JRB
SCALE: AS NOTED
Total Depth: 30.251. Northing: -147.259 R.
Drilling Method:
HSA and Mud Rotary Hole Diem.: 8and 5 in.
Top Elevation: -4481. Easting: -7,537.1971.
Dulling Company:
Western Steres Rod Type: NWJ
Vert. Datum: NAVDW Station:
Drill Rig Equipment: CME -75
Hammer Type: Auldmetk
Holz. Datum: OR83-NF Offset:
Other Comments:
Drilled uabm
HolldwStem Armen Ad 20 feet
SOIL DESCRIPTIONv
Elev.
Union Pacific Railroad
is
- .- 0
PENETRATION RESISTANCE, N (bloaam.)
Renamo Merepar VtreproperuWeml WMgofrhe
Depth
n n
E
n
c m
m ny
A Hemmer WL 14016s/30Nwhes
R
subswfacemahxlalsanddfilfingnwMods. Tnesnenficalkn
4
December 2015 51-1-10138-003
E
December 2015 51-1-10138-003
a. The hots location dna elevation should be considered approximate.
lines regesenr lheapprobmafe aouMarbs beble9n so(R.)
K
N 4
PENETRATION RESISTANCE, N intense)
(0 3
(n
O
medium dense, crown and gray, voony
Graded Gravel with Sift, Sand and Cobbles
(GP -GM); moist; few cobbles; fine to
coarse, angular to subrounded gravel; fine
to coarse sand; low plasticity fines.
FILL
Medium dense, brown and gray,
Well -Graded Gravel with Silt and Sand
(GW -GM); moist; fine to coarse,
subangular to rounded gravel; fine to
coarse sand; low plasticity fines.
12 -inch thick brown Sandy Silt layer at 10.5
feet
---- QUATERNARY ALLUVIUM
Medium dense, brown and gray,
Well -Graded Gravel with Sand (GW);
moist; fine to coarse, subangular to
rounded gravel; fine to coarse sand.
SANDSTONE: very low strength (R1);
gray, fine sand grained, slightly weathered,
trace shell fragments.
_
EUGENE FORMATION
SILTSTONE: very low strength (R1); grey,
fine grained, slightly weathered, trace shell
fragments.
m1s !
4.5 TT 5
0 8-11
•
• T
70
13.0
13.a
0 saz 25
41. = o BBm= 30
30.3
y
0 20 40 60 80 100
LEGEND
15
1 Standard Peneba0on Teat
X0-1
Tap Elevation:
e % Water Content
Ewing:
•
Drilling Company.
Wessem States Rod Type: NWJ
Vert. Datum:
MP 620.78 Bridge Replacement
Station:
Union Pacific Railroad
is
- .- 0
gi
20
19.5
19.5
423.0'
2. Groandan te, Nuel, IF ove
Indicated ab, is for the data specified and may vary.
LOG OF BORING B-2
3. Group symbol is based on visual -manual identification and selected lab testing.
no
4
December 2015 51-1-10138-003
xima.
4. The holes and oelevator shoum consideredbeconsideredaapmte
0 saz 25
41. = o BBm= 30
30.3
y
0 20 40 60 80 100
LEGEND
I] Rxnven, I%)
1 Standard Peneba0on Teat
O %Flews (A.075mm)
Tap Elevation:
e % Water Content
Ewing:
Plastic Limit Liquid Limit
Drilling Company.
Wessem States Rod Type: NWJ
Vert. Datum:
MP 620.78 Bridge Replacement
Station:
Union Pacific Railroad
is
Brooklyn Subdivision, Oregon
NOTES
OR83-NF
1. War to KEY forexplarationofs idails,bodes,abbreviationsanddefinitions
LOG OF BORING B-1
2. Groandan te, Nuel, IF ove
Indicated ab, is for the data specified and may vary.
LOG OF BORING B-2
3. Group symbol is based on visual -manual identification and selected lab testing.
4
December 2015 51-1-10138-003
xima.
4. The holes and oelevator shoum consideredbeconsideredaapmte
December 2015 51-1-10138-003
a. The hots location dna elevation should be considered approximate.
SHANNON & WILSON, INC. FIG. A2
K
eeommnimem Envyonmangll>aaaaerb
7
Total Depth:
30.25 R.
Northing:
-147,2051.
Drilling Method:
Mud Rosary Hole Diem.: 5in.
Tap Elevation:
-444 R.
Ewing:
-7,537,0631.
Drilling Company.
Wessem States Rod Type: NWJ
Vert. Datum:
NAVOBB
Station:
Union Pacific Railroad
DNII Rig Equipment:
CME -75 Hammer Type: Automs8c
Horiz. Datum:
OR83-NF
Offset:
Other Comments:
LOG OF BORING B-2
n 2. Groundwater level x indicated above, is for the data speared and may vary.
3. Group symbol is based on visual -manual ldentincadon and selected lab reading.
SOIL DESCRIPTION-
J
December 2015 51-1-10138-003
a. The hots location dna elevation should be considered approximate.
J
K
a ,e
PENETRATION RESISTANCE, N intense)
Elev. d
Depth E
(R.) rn
ores, aw"l ansnlpna maYbegmdual
Medium dense, brown and gray, Poorly
Graded Gravel with Silt, Sand and Cobbles
(GP -GM); moist; few cobbles; fine to
coarse, angular to subangular gravel; fine
to coarse santl; nonplastic to low plasticity
fines. 4365
Approximately 25 gallons drilling mud low 5.5
from 1 -to 5 -feet.
FILL
Medium dense to very dense, brown and
gray, Well -Graded Gravel with Silt and
Sand (GW -GM); moist; fine to coarse,
subangular to rounded gravel; fine to
coarse sand; nonplastic to low plasticity
Them.
QUATERNARY ALLUVIUM
426.5
SANDSTONE: very low strength (R1); 17.5
gray, fine sand grained, slightly weathered,
trace shell fragments.
EUGENE FORMATION
SILTSTONE: very low strength (R1); gray, 23.0
fine grained, slightly weathered, trace shell
fragments.
SANDSTONE: vryow
els6en(R1); gthzed
grey, fine sand grained, slightly weathered,
trace shell fragments. 413.8
30.3
Completed: November 2, 2015
o, c m if A Hammer Wl.&Drop: 140/2a,hes
/301nc
w 23 x
7
0 s-tI
0 a'I
o I sa=
0 1 sax
DWS
H
0 20 40 60 80 100
LEGEND
El Recovery (%)
K = Standard Penerstion Tea[
O %Flrlu (<0.075mm)
e % Water Content
0
Plastic Limit UWia Until
MP 620.78 Bridge Replacement
Union Pacific Railroad
Brooklyn Subdivision, Oregon
NOTES
1. Rarer to KEY for explareuon ofsymbols, bodes, abbreviations and dennitlons.
LOG OF BORING B-2
n 2. Groundwater level x indicated above, is for the data speared and may vary.
3. Group symbol is based on visual -manual ldentincadon and selected lab reading.
J
December 2015 51-1-10138-003
a. The hots location dna elevation should be considered approximate.
K
SHANNON
FIG. A3
cas EmAra:nl:,�l�N,nwaras'
1. SUBSURFACE INFORMATION IS PROVIDED FOR INFORMATION ONLY FROM SHANNON 8 WILSON,
INC. REPORT TITLED "SUBSURFACE EXPLORATION 8 RECOMMENDATIONS FORM", DATED
12/04/15. A COMPLETE COPY OF THE REPORT MAY BE OBTAINED FROM THE OFFICE OF AVP
ENGINEERING DESIGN UPON REQUEST.
2. SUBTRACT 2127+33.27 FROM SUBSURFACE EXPLORATION 8 RECOMMENDATIONS FORM STATIONS
TO CONVERT TO PLAN STATIONS.
3. BORING B-1: STA. 109+95.73
18.00' LEFT OF EXISTING MAIN TRACK CENTERLINE
ELEV. 446.00
BORING B-2: STA. 111+48.73
21.00' LEFT OF TRACK EXISTING MAIN CENTERLINE
ELEV. 444.00
02/02/20211 UPDATED TITLE BLOCK
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
111LITf+SPAN PCB x 34' (SEGMENT A) NEW BACKWALL AT BENT IC9,
11}-48" DIA. SSP x 90', 2 SPAN 9B x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGMENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG. 01 AND B SPAN TSTBD x 121' (SEG Ft
DWG TITLE
BORING LOGS
)RDER: 26537 UP-OGW 1 44.04332° N
BY: BENESCH-JRB LONGITUDE:
D BY: 123.02530° W
BY: ACB SHEET NO I C F NUMBER
131 li
AS NOTED 14 Of 15 1 1204 16
RIGHT OF WAY SURVEY AND EXHIBIT
A PORTION OF SOUTHERN PACIFIC RAILROAD RIGHT OF WAY
LOCATED IN THE SOUTHEAST 1/4, OF SECTION 34,
AND THE SOUTHWEST 1/4 OF SECTION 35, TOWNSHIP 17 SOUTH, RANGE 3 WEST,
OF THE W.M., COUNTY OF LANE, STATE OF OREGON
BRIDGE 620.78
N24'31'47"W
LOCATION OF GREENWAY SETBACK LINE 10.00'
PER C.S. NO. 43441 105Q
\ N65'28'13"E
\\ �� 11.06' y1a1y�eR�MI
\ S24'31'47"E-
OWNER: \
\\ STOVER MOBILE HOME PARK LLC 10.00'
1325 ERIC LEY RD
EUGENE. OREGON 97401
\ PARCEL NO.: 1703344400100EAST
\ , PARCEL I
OWNER:
S24')i1'47"E p \A
vELacm PARK Luc \ 5.00 2pp0
578 WASHINGTON BLVD 614 /��, xEs swN
MARINA DEL REY, CALIFORNIA 97292 / \ a e $ \��' MMARERTE
N PARCEL NO.: 1]03344400101
$. RNER
C.S. NO. 863z / / \ �y5�- A\ as ,a�AR
/ $ •N]RNI
' \$ COMER FNLS AT
FERVt /'�' SO FRA^1 CEN]ERUNE
5/IVION CA'
CER \ PLS D iii / $ OF RML
PL5 655 \ 20p Op / 0 0� S24'31'47"E
/
N24°31'47"W r �,-;C"FLp \ 10.00'
5.00' 91'� cwA' F
5/8- NEW N652 2a 1� N65'28'13"E
WON 3yy l� po 56y \ \ 11.06'
\ PUC 'Ox 'Tr pp. N24'31'47W
\\ 28 �sJrF'TCMc`, wc` 652a 52001'47"E \/ j
PANEL 43
S '
BRING RECYCLING 515'37'47"Fr \ J \ �yy f CULV ERT 620.93 IN/'�BRP'EA-TT
4446 FRANKLIN BLVD 10.12 \05
EUGENE, OR 9]403
OWNER: PARCEL NO.: 1703344401500 A,
COMPTON REVOCABLE MUST 1703344401600 BRIDGE 621.00 EF>� ;L1 N2431'47"W OVMERPO :
SPRINGFIELD. OREGON C.S. NO. 9345 // $ f WW' 29N S.DD' 'pg' SLAVER MHP LLC
PARCEL NO.: 1703344402201 / / �t LAMS\ /SQ1', \ 14845 TO MUMMY SCROLLS DR SIE 110
C.S. NO. 2292] r i� ,,1 n BEAVERiON, OR 9]00]
v` 1 �j" v, 2Q1 1 `� \ PARCEL NO.: 1]03344400102
BmmxG COMER 1 df \ 1 (V'3 W CS. NO. 31055
:;
is
499• \W %` Y, \ 2B 51 211 \
INTO RGNT OF FOUND ON \\
------
---- .EX
INC
NG248�g'� PPE \
I Q.sff � 5l 51211 \
A01MEGNIN DIGGING O/ HANG 11
O ,C\ O LAID ffxCelxE IIETA &II.M. 3.]S Fug 's, Oyy r`O \\ $'2 \ 1.5. 05N \
10 R.O.W. UNE,'Ti
NANG
Q�`NOQOP N�SN\ I N2'24207F WR.0W. tiE"x' \
ro R.0 W. LINE
0 S E3'(� �� I PARCEL 10
PARCEL 8 — — — PARCEL 10
t Ea Pg ARGUE PDINT
FENDDRUNEPARCELS F — — PARCELS
I
MCUUNDNI
MQE POINT IN F S87'42'52"E
RNLI OF WAY iJ'`+" 127.46' $• a \�'
I�—�------- PARCEL] fyW+ // x / \
i 2 9
A& 16 eN•'" / t4�Jf �Pyl / / ? \ W
I = CNxCIRTWMxES NTO
NIGHT OF wAY BY
6*AKMaxcO nu
5 IM
Z `G�OF
x CRO RW NMErvi by9• / / /
22.44' 15"E W
`" �• �I eN� 6528 / \\x // \ o�
AREA ONUNKNOWN OWNERSHIP
MIL \
ALL PARCELS CALL FOR RIGHT OF Aj'
WAY BEING NTE SOUTHEASTERLY FROM E1\ \
RN VJDED FOR THINE. NO DEED WAS •�
PROVIDED FOR THIS AREA AND NO 6:\
ASSESSORS PARCEL SHOWS ON COUNTY FOUND NE.
MAPS. PLC'm Cas \ J
PLS ].NII
RO GE'
HE OP SECTION 3A \
-- iT-----L TovmsHlP nBOIm'
/ /--------------- R.wDEBMEsr
i /------------ ------ N88°57'06"W ' \
e / P.O.B. / Ox,5. / N88°57'06' W 55—
aEASTERLY LINE 865.06' TO R.O.W LINE (SE) ------------------------
e�µEF)/vt`R.G� o / / OWNERSHIOF BPP
6 /
M. row COOT u 0RINERnOF SECTOR
PER COLwtt SURNEYOR CORNER REPORT FOR.
x
No. 185. ERRINGNE
LACOUNTY'--C EILEEN B TE MINIDEPARTMENT MENNIMNET WAS NOT FOUND
/ 2236 HE PHEASANT LN DUE To AN ADDRON To THE NONE an THE PROPERTY
/ BEND, OREGON 9]]01 RE-EETABUCH CORNER WED ON ACCORD TIES.
AUL DEC PER COMOR REPORT FOR
/ PARCEL NO.: 183031100800 MERE FOUND AND CHECK TO CONNOR REPORT FOR.
C.S. NO. 14069
\ I i 411"' PARCEL 15
\ a+R" uNM oExNa I 1= Ulo"SALE" I i
IGs`
ASMiOM.ATE y NBB15'87°w
EAST GAIN
LMLI.wETTE V
FIRM
6I ��
OWNER:
BORDEN CHEMICAL INC
1818 TELLER AVE STE 277
INNE RNIA 92612
PARCEL NK). 17]03 53300500 I
C.S. NO. 514
91908 \\ I
I I I
OWNER. I I I
BORDEN CHEMICAL INC \\
1818 TELLER AVE STE 277
IRVIELME, CALIFORNIA NOI 8
1703353300
12
PAN500 I I
C.S. NO. 514 \ I
--L-1— VACATED
SCHEDULE OF PROPERTY
PARCEL NO.
GRANTOR
BOOK AND PAGE
COST. NO.
PARCELS
M.J. CLARK
GRINER
�p
PARCEL 7
W.R. WALKER
BORDENCHEMICAL
INC]
]
18818818 TELLER LER AEi2tNW
SeR�NP
--------------
LANE COUNTY
92612
tp ppb
\
A. KIRKLAND
PARCEL NO.: 17033
00
pe
PARCEL 10
J.J. DURR
CS. NO
\'(��`0
\
I
D.B. 61 PAGE 91
16751
PARCEL 12
BOOTH KELLY LUMBER
D.B. 61 PAGE 360
15220
pinI
BOOTH KELLY LUMBER
SOUTH R STREET
5/8• RE&R
\
A. HUNTLY
(66' RIGHT OF WAY)
IF"" CAP
PARCEL 15
J. NEAT
D.B. 62 PAGE 456
15515
\
I I
OUND
15518
OWNER:
B.A. WASHBURN
e/4' RIP
15517
\ BORDEN CHEMICAL INC
I I
ORD. 916
18818TELLER AVE STE 2]]
C
OWNER: I
I
\ CALIFORNIA
I I
CHEMICAL
I FOUND -
NO RECORD
PARCEL N0.:103353305 00
"
I
188MORDEN
�R AVE STEIN 2]] PIff
Sit)
\ C.S. N0. 14434
d I
IRNNE. CALIFORNIA 92612 I
\
I I
PARCEL : 1704
� N
CNO. 4300300
PARCEL
No
N
\
16
I PARCEL 17
I I
I
$
$
PARCEL 15
\
PARCEL 13 --
---�
I
BRIDGE 620.78
N24'31'47"W
LOCATION OF GREENWAY SETBACK LINE 10.00'
PER C.S. NO. 43441 105Q
\ N65'28'13"E
\\ �� 11.06' y1a1y�eR�MI
\ S24'31'47"E-
OWNER: \
\\ STOVER MOBILE HOME PARK LLC 10.00'
1325 ERIC LEY RD
EUGENE. OREGON 97401
\ PARCEL NO.: 1703344400100EAST
\ , PARCEL I
OWNER:
S24')i1'47"E p \A
vELacm PARK Luc \ 5.00 2pp0
578 WASHINGTON BLVD 614 /��, xEs swN
MARINA DEL REY, CALIFORNIA 97292 / \ a e $ \��' MMARERTE
N PARCEL NO.: 1]03344400101
$. RNER
C.S. NO. 863z / / \ �y5�- A\ as ,a�AR
/ $ •N]RNI
' \$ COMER FNLS AT
FERVt /'�' SO FRA^1 CEN]ERUNE
5/IVION CA'
CER \ PLS D iii / $ OF RML
PL5 655 \ 20p Op / 0 0� S24'31'47"E
/
N24°31'47"W r �,-;C"FLp \ 10.00'
5.00' 91'� cwA' F
5/8- NEW N652 2a 1� N65'28'13"E
WON 3yy l� po 56y \ \ 11.06'
\ PUC 'Ox 'Tr pp. N24'31'47W
\\ 28 �sJrF'TCMc`, wc` 652a 52001'47"E \/ j
PANEL 43
S '
BRING RECYCLING 515'37'47"Fr \ J \ �yy f CULV ERT 620.93 IN/'�BRP'EA-TT
4446 FRANKLIN BLVD 10.12 \05
EUGENE, OR 9]403
OWNER: PARCEL NO.: 1703344401500 A,
COMPTON REVOCABLE MUST 1703344401600 BRIDGE 621.00 EF>� ;L1 N2431'47"W OVMERPO :
SPRINGFIELD. OREGON C.S. NO. 9345 // $ f WW' 29N S.DD' 'pg' SLAVER MHP LLC
PARCEL NO.: 1703344402201 / / �t LAMS\ /SQ1', \ 14845 TO MUMMY SCROLLS DR SIE 110
C.S. NO. 2292] r i� ,,1 n BEAVERiON, OR 9]00]
v` 1 �j" v, 2Q1 1 `� \ PARCEL NO.: 1]03344400102
BmmxG COMER 1 df \ 1 (V'3 W CS. NO. 31055
:;
is
499• \W %` Y, \ 2B 51 211 \
INTO RGNT OF FOUND ON \\
------
---- .EX
INC
NG248�g'� PPE \
I Q.sff � 5l 51211 \
A01MEGNIN DIGGING O/ HANG 11
O ,C\ O LAID ffxCelxE IIETA &II.M. 3.]S Fug 's, Oyy r`O \\ $'2 \ 1.5. 05N \
10 R.O.W. UNE,'Ti
NANG
Q�`NOQOP N�SN\ I N2'24207F WR.0W. tiE"x' \
ro R.0 W. LINE
0 S E3'(� �� I PARCEL 10
PARCEL 8 — — — PARCEL 10
t Ea Pg ARGUE PDINT
FENDDRUNEPARCELS F — — PARCELS
I
MCUUNDNI
MQE POINT IN F S87'42'52"E
RNLI OF WAY iJ'`+" 127.46' $• a \�'
I�—�------- PARCEL] fyW+ // x / \
i 2 9
A& 16 eN•'" / t4�Jf �Pyl / / ? \ W
I = CNxCIRTWMxES NTO
NIGHT OF wAY BY
6*AKMaxcO nu
5 IM
Z `G�OF
x CRO RW NMErvi by9• / / /
22.44' 15"E W
`" �• �I eN� 6528 / \\x // \ o�
AREA ONUNKNOWN OWNERSHIP
MIL \
ALL PARCELS CALL FOR RIGHT OF Aj'
WAY BEING NTE SOUTHEASTERLY FROM E1\ \
RN VJDED FOR THINE. NO DEED WAS •�
PROVIDED FOR THIS AREA AND NO 6:\
ASSESSORS PARCEL SHOWS ON COUNTY FOUND NE.
MAPS. PLC'm Cas \ J
PLS ].NII
RO GE'
HE OP SECTION 3A \
-- iT-----L TovmsHlP nBOIm'
/ /--------------- R.wDEBMEsr
i /------------ ------ N88°57'06"W ' \
e / P.O.B. / Ox,5. / N88°57'06' W 55—
aEASTERLY LINE 865.06' TO R.O.W LINE (SE) ------------------------
e�µEF)/vt`R.G� o / / OWNERSHIOF BPP
6 /
M. row COOT u 0RINERnOF SECTOR
PER COLwtt SURNEYOR CORNER REPORT FOR.
x
No. 185. ERRINGNE
LACOUNTY'--C EILEEN B TE MINIDEPARTMENT MENNIMNET WAS NOT FOUND
/ 2236 HE PHEASANT LN DUE To AN ADDRON To THE NONE an THE PROPERTY
/ BEND, OREGON 9]]01 RE-EETABUCH CORNER WED ON ACCORD TIES.
AUL DEC PER COMOR REPORT FOR
/ PARCEL NO.: 183031100800 MERE FOUND AND CHECK TO CONNOR REPORT FOR.
C.S. NO. 14069
\ I i 411"' PARCEL 15
\ a+R" uNM oExNa I 1= Ulo"SALE" I i
IGs`
ASMiOM.ATE y NBB15'87°w
EAST GAIN
LMLI.wETTE V
FIRM
6I ��
OWNER:
BORDEN CHEMICAL INC
1818 TELLER AVE STE 277
INNE RNIA 92612
PARCEL NK). 17]03 53300500 I
C.S. NO. 514
91908 \\ I
I I I
OWNER. I I I
BORDEN CHEMICAL INC \\
1818 TELLER AVE STE 277
IRVIELME, CALIFORNIA NOI 8
1703353300
12
PAN500 I I
C.S. NO. 514 \ I
--L-1— VACATED
SCHEDULE OF PROPERTY
PARCEL NO.
GRANTOR
BOOK AND PAGE
COST. NO.
PARCELS
M.J. CLARK
D.B. 61 PAGE 34
15505
PARCEL 7
W.R. WALKER
D.B. 61 PAGE 36
15502
PARCEL 8
LANE COUNTY
D.B. 61 PAGE 37
15511
PARCEL9
A. KIRKLAND
D.B. 61 PAGE 91
15512
PARCEL 10
J.J. DURR
D.B. 61 PAGE 169
15509
PARCEL 11
A. CHURCHILL
D.B. 61 PAGE 91
16751
PARCEL 12
BOOTH KELLY LUMBER
D.B. 61 PAGE 360
15220
PARCEL 13
BOOTH KELLY LUMBER
D.B. 25 PAGE 333
15220
PARCEL 14
A. HUNTLY
D.B. 61 PAGE 37
15510
PARCEL 15
J. NEAT
D.B. 62 PAGE 456
15515
PARCEL 16
B.A. WASHBURN
D.B. 61 PAGE 362
15518
PARCEL 17
B.A. WASHBURN
D.B. 61 PAGE 362
15517
PARCEL49
TOWN OF SPRINGFIELD
ORD. 916
PARCEL 43
COUNTY OF LANE
FRANCHISE
FRAN 416
PARCEL47
WILLAMETTE CROSSING
NO RECORD
NO RECORD
1 02/02/2021 ADDED CULV. 620.93
Aft
benesch
UNION PACIFIC
RAILROAD
Office of AVP Engineering Design
LOCATION
QI BR. 620.78, CULV. 620.93, 8 BR. 621.00 BROOKLYN SL
SPRINGFIELD, OR
FAGu.ITf*SPAN PCB x 34' (SEGENT A) NEW BACKWALL AT BENT xC9,
Ili -48" DIA. SSP x 90', 2 SPAN 9B x 60' AND 2 SPAN PCB x 60'
REPLACING 5 SPAN TSTBD x 60' (SEGENT A1, PORTIONS OF
22 SPAN TSTBD x 318' (SEG DI AND B SPAN TSTBD x 121' (SEG F)
DWG TITLE
RIGHT OF WAY EXHIBIT
)RDER: 26537 UP-DGW 1 44.04332° N
BY: BENESCH-JRB LONGITUDE:
D BY: 123.02530° W
BY: ACB SHEET N0. I C E NUMBER
D BY:
AS NOTED 15 of 15 1 1204 16