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of Engineers
Alaska District
US Army Corps
LOWELL CREEK TUNNEL
REPAIRS
W911KB-16-R-0008
SEWARD, ALASKA
SEW016
RFP, 14 APRIL 2016
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Drawing # 3-SEW-93-06-06 Sheet 1 of 41
P2 NO. 134737
GENERAL: GENERAL
SURVEY & MAPPING: PLANS
STRUCTURAL: PLANS
STRUCTURAL: ELEVATIONS
STRUCTURAL: SECTIONS
STRUCTURAL: DETAILS
STRUCTURAL: PHOTOS
EXHIBIT
ALASKA DISTRICT U.S. ARMY CORPS OF ENGINEERS
W911KB-16-R-0008
RFP - SEW016/P2 NO. 134737, 14 APRIL 2016
LOWELL CREEK TUNNEL REPAIRS
SEWARD, ALASKA
SCHEDULE OF DRAWINGS
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AutoCAD SHX Text
AutoCAD SHX Text G-001
AutoCAD SHX Text
COVER SHEET
AutoCAD SHX Text
AutoCAD SHX Text G-002
AutoCAD SHX Text
INDEX SHEET
AutoCAD SHX Text
AutoCAD SHX Text G-003
AutoCAD SHX Text
GENERAL NOTES AND ABBREVIATIONS
AutoCAD SHX Text
AutoCAD SHX Text V-101
AutoCAD SHX Text
LOCATION AND VICINITY MAP
AutoCAD SHX Text
AutoCAD SHX Text S-101
AutoCAD SHX Text
PLAN AND PROFILE
AutoCAD SHX Text
AutoCAD SHX Text S-102
AutoCAD SHX Text
INTAKE TRANSITION PLAN AND PROFILE
AutoCAD SHX Text
AutoCAD SHX Text S-201
AutoCAD SHX Text
RIGHT SIDE WALL CAVITY REPAIR
AutoCAD SHX Text
AutoCAD SHX Text S-301
AutoCAD SHX Text
INTAKE TRANSITION SECTIONS AND DETAILS
AutoCAD SHX Text
AutoCAD SHX Text S-501
AutoCAD SHX Text
RIGHT SIDE WALL CAVITY REPAIR DETAILS I
AutoCAD SHX Text
AutoCAD SHX Text S-502
AutoCAD SHX Text
RIGHT SIDE WALL CAVITY REPAIR DETAILS II
AutoCAD SHX Text
AutoCAD SHX Text S-503
AutoCAD SHX Text
DAM FACE CONCRETE REPAIRS
AutoCAD SHX Text
AutoCAD SHX Text S-901
AutoCAD SHX Text
SITE AND PREVIOUS CONSTRUCTION
AutoCAD SHX Text
AutoCAD SHX Text S-902
AutoCAD SHX Text
WATER DIVERSION
AutoCAD SHX Text
AutoCAD SHX Text S-903
AutoCAD SHX Text
CAVITY BELOW STA 1+12 AND SPALLED CROWN AT STA 0+70
AutoCAD SHX Text
AutoCAD SHX Text S-904
AutoCAD SHX Text
INTAKE TRANSITION
AutoCAD SHX Text
AutoCAD SHX Text S-905
AutoCAD SHX Text
WING WALL AND FACE OF DAM
AutoCAD SHX Text
AutoCAD SHX Text X-801
AutoCAD SHX Text
2003 COVER AND INDEX
AutoCAD SHX Text
AutoCAD SHX Text X-802
AutoCAD SHX Text
LV-1 LOC & VIC MAP
AutoCAD SHX Text
AutoCAD SHX Text X-803
AutoCAD SHX Text
S-1 TUNNEL INVERT
AutoCAD SHX Text
AutoCAD SHX Text X-804
AutoCAD SHX Text
S-2 SPILLWAY INTAKE
AutoCAD SHX Text
AutoCAD SHX Text X-805
AutoCAD SHX Text
S-3 SECTIONS & DETAILS
AutoCAD SHX Text
AutoCAD SHX Text X-811
AutoCAD SHX Text
1991 COVER AND INDEX
AutoCAD SHX Text
AutoCAD SHX Text X-812
AutoCAD SHX Text
S-1 PLAN AND PROFILE
AutoCAD SHX Text
AutoCAD SHX Text X-813
AutoCAD SHX Text
S-2 TUNNEL SECTIONS
AutoCAD SHX Text
AutoCAD SHX Text X-814
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S-3 TUNNEL SECTIONS
AutoCAD SHX Text
AutoCAD SHX Text X-821
AutoCAD SHX Text
1983 COVER - 1 OF 16
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AutoCAD SHX Text X-822
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PLAN & PROFILE - 2 0F 16
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AutoCAD SHX Text X-823
AutoCAD SHX Text
INTAKE TRANS - 3 OF 16
AutoCAD SHX Text
AutoCAD SHX Text X-824
AutoCAD SHX Text
TUNNL ENTRANCE - 4 OF 16
AutoCAD SHX Text
AutoCAD SHX Text X-825
AutoCAD SHX Text
WALL ARMOR - 5 OF 16
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AutoCAD SHX Text X-826
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TUNNL ENTRANCE - 6 OF 16
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AutoCAD SHX Text X-827
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TUNNL ENTRANCE - 7 OF 16
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AutoCAD SHX Text X-828
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TUNNEL SECTIONS - 8 OF 16
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AutoCAD SHX Text X-829
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DETAILS - 9 OF 10
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AutoCAD SHX Text X-830
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DETAILS - 10 OF 16
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AutoCAD SHX Text X-831
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GENERAL PLAN - 1 OF 2
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AutoCAD SHX Text X-832
AutoCAD SHX Text
REPAIR DETAILS - 2 OF 2
AutoCAD SHX Text
AutoCAD SHX Text X-841
AutoCAD SHX Text
1945 - 1 OF 4
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AutoCAD SHX Text X-842
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1945 - 2 OF 4
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AutoCAD SHX Text X-843
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1945 - 3 OF 4
AutoCAD SHX Text
AutoCAD SHX Text X-844
AutoCAD SHX Text
1945 - 4 OF 4
AutoCAD SHX Text Drawing X:\UNIFIED\EN-CW\Jobs\SEW016\10 Dwgs\CAD\SEW016-02-G-002.dwg last saved on 4/6/2016 1:10 PM was plotted by Tedrick, Robert C POA on 4/6/2016 1:13 PMX:\UNIFIED\EN-CW\Jobs\SEW016\10 Dwgs\CAD\SEW016-02-G-002.dwg last saved on 4/6/2016 1:10 PM was plotted by Tedrick, Robert C POA on 4/6/2016 1:13 PM last saved on 4/6/2016 1:10 PM was plotted by Tedrick, Robert C POA on 4/6/2016 1:13 PM4/6/2016 1:10 PM was plotted by Tedrick, Robert C POA on 4/6/2016 1:13 PM was plotted by Tedrick, Robert C POA on 4/6/2016 1:13 PMTedrick, Robert C POA on 4/6/2016 1:13 PM on 4/6/2016 1:13 PM4/6/2016 1:13 PM
AutoCAD SHX Text Drawing # 3-SEW-93-06-06 Sheet 2 of 413-SEW-93-06-06 Sheet 2 of 41 Sheet 2 of 412 of 41 of 4141
ABBREVIATIONS (NOT ALL USED IN THESE DRAWINGS)GENERAL NOTES
1. SCOPE OF WORK: THIS PROJECT INCLUDES REPAIRS TO THE LOWELL CREEK
TUNNEL AND ASSOCIATED INTAKE AND OUTLET TRANSITIONS. REPAIR WORK SHALL
BE ACCOMPLISHED DURING THE WINTER LOW-FLOW PERIOD. EXECUTION OF THE
WORK WILL BE HIGHLY DEPENDENT ON MAINTAINING A SUCCESSFUL STREAM
DIVERSION AND CONTROLLING SEEPAGE FLOWS BOTH INTO AND WITHIN THE
TUNNEL. WORK SHALL INCLUDE REMOVAL OF DEBRIS, LOOSE MATERIAL AND
ROCKS FROM THE INTAKE TRANSITION AND TUNNEL DOWN TO STA 2+80 FOR BASE
ITEM WORK AND BELOW STA 2+80 IN THE TUNNEL AND OUTLET TRANSITION FOR
OPTION 1 WORK. DIVERSION OF FLOW AND DISPOSAL OF LOOSE MATERIAL FROM
THE CONSTRUCTION AREA IS THE RESPONSIBILITY OF THE CONTRACTOR AND
SHALL BE COORDINATED WITH THE CITY OF SEWARD. INSTALL AND FASTEN
SECURELY ALL DEVICES NECESSARY TO PREVENT EROSION OF FRESHLY PLACED
CONCRETE BY RUNNING WATER UNTIL THE CURING PERIOD IS OVER. TUNNEL
CONDITION INDICATED IS AS OF MARCH 2015. CURRENT CONDITION IS UNKNOWN.
2. STAGING AREA AND TRAFFIC FLOW REQUIREMENTS: NO STAGING AREA IS
DESIGNATED. COORDINATE WITH THE CITY OF SEWARD. PUBLIC ACCESS ALONG
LOWELL POINT ROAD SHALL BE MAINTAINED DURING CONSTRUCTION ACTIVITIES.
ACCESS FOR CITY OF SEWARD MAINTENANCE VEHICLES TO EXISTING
INFRASTRUCTURE SHALL BE MAINTAINED TO AND ABOVE THE GATE ON LOWELL
CANYON ROAD (THE EXTENSION OF JEFFERSON STREET THAT PROVIDES VEHICLE
ACCESS TO LOWELL CREEK CANYON). TEMPORARY CLOSURES, UP TO 8 HOURS,
SHALL BE PERMITTED PROVIDED THEY ARE COORDINATED AND APPROVED BY THE
CITY OF SEWARD AND THE CONTRACTING OFFICER. ACCESS TO THE HOSPITAL
FACILITIES ALONG JEFFERSON STREET SHALL NEVER BE IMPEDED.
3. STREAM DIVERSION: LOWELL CREEK IS SUBJECT TO LARGE VARIATIONS IN FLOW
DURING ALL TIMES OF THE YEAR, INCLUDING THE WINTER LOW-FLOW PERIOD. THE
EXHIBIT DRAWING SHEET X-821 AND SPECIFICATION 01 19 40.00 29 PROVIDE THE
ONLY AVAILABLE STREAM-FLOW DATA, HOWEVER THE CONTRACTOR IS CAUTIONED
THAT THIS IS APPROXIMATE DATA BASED ON A SHORT, APPROXIMATELY 3-YEAR,
PERIOD OF RECORD. DETAILS OF THE CONTRACTOR'S DIVERSION WORKS WILL BE
EXTREMELY IMPORTANT IN MAXIMIZING THE POTENTIAL CAPACITY OF THE EXISTING
DIVERSION/STORM DRAIN, OR HIS ALTERNATIVE PLAN. THE CONTRACTOR'S
DIVERSION PLAN SHALL ANTICIPATE FLOWS EXCEEDING THE CAPACITY OF THE
EXISTING 24" CMP DIVERSION/STORM DRAIN LINE, OR HIS ALTERNATIVE PLAN, AND
ACCOMMODATE THIS WITHOUT PROLONGED DELAY OF THE WORK WHEN FLOWS
HAVE DECREASED. WATER DIVERSION WILL BE THE CONTRACTOR'S
RESPONSIBILITY TO PROPERLY CONTROL DURING ALL PHASES OF THE WORK.
APPROVAL OF THE DIVERSION PLAN BY THE CONTRACTING OFFICER SHALL BE
OBTAINED A MINIMUM OF 15 WORKING DAYS PRIOR TO START OF WORK. SUCH
APPROVAL SHALL NOT BE INTERPRETED AS AN ENDORSEMENT OF THE
CONTRACTOR'S MEANS AND METHODS, BUT SHALL RATHER INDICATE THAT THE
CONTRACTOR HAS DEMONSTRATED THAT THEY UNDERSTAND THE SITE
CONDITIONS AND CONTRACT REQUIREMENTS.
A. DIVERSION/STORM DRAIN LINE: THE 24" CMP DIVERSION/STORM DRAIN WAS
BUILT IN 1983 WITH A DESIGN CAPACITY OF 25 CFS, AND WITH A -3.3% MINIMUM
SLOPE. THE 25 CFS DESIGN CAPACITY HAS NOT BEEN CONFIRMED. THE
CURRENT CONDITION OF THIS LINE IS UNKNOWN AND THE CONTRACTOR SHALL
BE RESPONSIBLE FOR ALL REHABILITATION, REPAIR AND MAINTENANCE WORK
NECESSARY FOR ITS USE AS A DIVERSION OF LOWELL CREEK DURING THE
CONSTRUCTION WORK. CONTACT THE CITY OF SEWARD FOR THE LATEST
AVAILABLE INFORMATION REGARDING THE CONDITION OF THIS LINE.
B. CATCH BASIN AND ASSOCIATED DRAIN LINE: THE CONDITION OF THE EXISTING
CATCH BASIN AND 12" STEEL DRAIN PIPE CONNECTING IT TO THE
DIVERSION/SDMH ARE UNKNOWN. THE CONTRACTOR SHALL ASSUME THAT
THIS LINE WILL HAVE TO BE CLEARED OF SAND AND GRAVEL TO PUT IT IN
SERVICE. DETAILS OF THE CLEAN OUT GRATINGS ARE SHOWN ON THE
ORIGINAL CONSTRUCTION EXHIBIT DRAWINGS (SHEETS X-841 - X-844).
C. WATER INTRUSION IN TUNNEL: WATER INTRUSION INTO AND WITHIN THE
TUNNEL IS AND SHALL BE ANTICIPATED. SUCH INTRUSION IS KNOW TO BE FROM
WITHIN, BELOW, AND THROUGH THE INTAKE TRANSITION SLAB AND WITHIN AND
THROUGH THE TUNNEL'S CONCRETE WALLS, INVERT, AND CROWN.
4. THE CONTRACTOR SHALL COMPLY WITH THE CITY OF SEWARD NOISE ORDINANCE,
MUNICIPAL CODE CHAPTER 9.25 - NOISE CONTROL.
5. PHOTO SHEETS: PHOTO SHEETS S-901 THRU S-905 ARE PROVIDED FOR
INFORMATION ONLY AND SHALL NOT CONSTITUTE ANY GOVERNMENT
ENDORSEMENT OF MEANS AND METHODS.
6. THE ELEVATIONS AND PROFILE OF THE NEW CONCRETE SURFACES SHALL BE
CONSTRUCTED AS SHOWN ON THE 1945 EXHIBIT DRAWINGS. THE CONTRACTOR
SHALL PROVIDE SMOOTH TRANSITIONS AT THE EDGES OF WORK OR WHERE
CONSTRUCTION TO THE 1945 LINES AND GRADES WOULD CAUSE AN ABRUPT OR
IRREGULAR SURFACE CONDITION. USE INVERT CENTERLINE ELEVATIONS SHOWN
ON SECTIONS G-G AND I-I ON SHEET 2 OF 4 (X-842). DISREGARD ELEVATIONS
SHOWN AT THE STATION OF THESE SECTIONS ON SHEET 3 OF 4 (X-843).
7. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AS REQUIRED. CONTRACTOR
SHALL PROVIDE OWN ACCESS TO TUNNEL. ICING CONDITIONS CAN BE EXPECTED
AT TUNNEL ENTRANCE AND OUTLET DURING CONSTRUCTION PERIOD, SEE PHOTOS
9 AND 15.
8. ALL ITEMS SHOWN ON THESE DRAWING ARE EXISTING UNLESS NOTED OTHERWISE
AS NEW WORK.
9. TUNNEL HISTORY:
a. 1939 START OF CONSTRUCTION
b. 1945 FINISH CONSTRUCTION
c. 1946 TURNOVER TO CITY OF SEWARD
d. 1969 REPLACE LOOSE RAILS AND CONCRETE INVERT REPLACED
e. 1974 REPAIR ERODED CONCRETE AND LOOSE RAILS
f. 1977 START OF LARGE HOLE THROUGH LINING IN THE INLET TRANSITION
g. 1982 AWARDED DESIGN CONTRACT FOR REPAIRS
h. 1982 LARGE FLOOD IN SEPTEMBER REMOVED MANY RAILS
i. 1983 LOW-FLOW 24" CMP DIVERSION /STORM DRAIN CONSTRUCTED WITH 25 CFS
DESIGN CAPACITY WITH -3.3% MINIMUM SLOPE
j. 1984 REPAIRS COMPLETED IN LATE WINTER/SPRING 1984
k. 1986 FLOOD OF RECORD IN LATE OCTOBER
l. 1988 REPAIRS COMPLETED IN LATE WINTER/SPRING 1988 m.1989 LARGE FLOOD WITH MAJOR TUNNEL DAMAGE
n. 1992 REPAIRS COMPLETED IN LATE WINTER/SPRING 1992
o. 2003 REPAIRS COMPLETED IN LATE WINTER/SPRING 2003
10. CONCRETE/SHOTCRETE: ALL CONCRETE/SHOTCRETE SHALL BE f'c=10,000 psi HARD
ROCK, SILICA FUME CONCRETE/SHOTCRETE, AS PER SPECIFICATIONS.
CONCRETE/SHOTCRETE COVER ON REINFORCING (UNO): 2" FROM FORMED
SURFACES AND 3" FROM GROUND OR ROCK SURFACES. CONTRACTOR SHALL BE
REQUIRED TO PLACE APPROXIMATELY 150 YD3 OF CONCRETE/SHOTCRETE FOR THE
ENTIRE CONSTRUCTION PROJECT.
11. NON-SHRINK GROUT: SHALL CONFORM TO ASTM C1107/C1107M, AND BE A
NONCATALYZED METALLIC GROUT SUITABLE FOR USE IN A FLUID CONSISTENCY.
USE BASF/MASTER BUILDERS' MASTERFLOW 100 GROUT, OR EUCLID CHEMICAL'S NS
METALIC GROUT, OR APPROVED EQUAL.
12. REINFORCING STEEL: DETAIL, FABRICATE, AND PLACE PER ACI-315 AND ACI-318.
SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES. ALL
REINFORCEMENT SHALL BE DEFORMED BAR REINFORCEMENT PER ASTM A615,
GRADE 60. ALL REINFORCING SHALL BE LAP-SPLICED A MINIMUM LAP OF 40 BAR
DIAMETERS UNO. NO MORE THAN 50% OF HORIZONTAL OR VERTICAL BARS SHALL
BE SPLICED AT ONE LOCATION.
13. STRUCTURAL STEEL: SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
TYPE OF MEMBER ASTM SPEC
PLATES, A.I.S.C. SHAPES A36
STRUCTURAL TUBING A500 GRADE B
ANCHOR BOLTS F1554, GRADE 36
STEEL TO STEEL CONNECTIONS A325N
BOLTS A307, UNO
14. WELDING: ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS
STANDARDS AND SHALL BE PERFORMED BY AWS-CERTIFIED WELDERS USING E70XX,
OR EQUIVALENT, ELECTRODES. ONLY PREQUALIFED WELDS SHALL BE USED.
WHERE NO FILLET WELD SIZE IS SHOWN, PROVIDE MINIMUMS PER AISC TABLE J2.4,
BUT NOT LESS THAN 3/16".
15. ESTIMATED QUANTITIES: THE FOLLOWING QUANTITIES ARE BASED ON MARCH 2015
TUNNEL CONDITIONS WITH ESTIMATED VALUES OF WASTE/CONTINGENCY FOR NEW
WORK (SHOWN IN PARENTHESES FOLLOWING THE QUANTITY). ALL VALUES HAVE
BEEN ROUNDED UP FOR VALUES LESS THAN 20, AND ROUNDED UP TO THE NEXT
HIGHER MULTIPLE OF FIVE FOR VALUES OVER 20, IN THE UNITS STATED. WITH THE
PROVISION THAT MATERIALS MUST BE USED RESPONSIBLY, WITHOUT CARELESS
WASTE, THE GOVERNMENT REPRESENTS THAT THE FOLLOWING QUANTITIES ARE
SUFFICIENT TO CONSTRUCT THE PROJECT.
A. BASE ITEM 3: DEMOLITION EXISTING CONCRETE 10 YD3
NEW CONCRETE 14 YD3 (30%)
B. BASE ITEM 4: DEMOLITION EXISTING CONCRETE 5 YD3
WALL PRESSURE GROUT 260 GAL (25%)
NEW CONCRETE 6 YD3 (20%)
ANCHOR ROD GROUT 9 GAL (40%)
C. BASE ITEM 5: DEMOLITION EXISTING CONCRETE 12 YD3
NEW CONCRETE 15 YD3 (30%)
D. OPTIONAL ITEM 6: DEMOLITION EXISTING CONCRETE 50 YD3
NEW CONCRETE 55 YD3 (15%)
E. OPTIONAL ITEM 7: DEMOLITION EXISTING CONCRETE 50 YD3
NEW CONCRETE 55 YD3 (15%)
F. OPTIONAL ITEM 8: DEMOLITION EXISTING CONCRETE 40 FT3
NEW CONCRETE 50 FT3 (30%)
G. OPTIONAL ITEM 9 DEMOLITION EXISTING CONCRETE 9 FT3
NEW CONCRETE 10 FT3 (15%)
@ AT
# NUMBER, POUND, POUNDS
& AND
2L DOUBLE ANGLE
℄ CENTERLINE
Ø DIAMETER, ROUND
AB ANCHOR BOLT
AISC AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
AKDOT ALASKA DEPARTMENT OF
TRANSPORTATION
ALUM ALUMINUM
APPROX APPROXIMATE, APPROXIMATELY
ASTM AMERICAN SOCIETY FOR TESTING
AND MATERIALS
AWS AMERICAN WELDING SOCIETY
BJ BAR JOIST
BLDG BUILDING
BLKG BLOCKING
BOTT BOTTOM
BP BASE PLATE
C AMERICAN STANDARD CHANNELS
CB CATCH BASIN
CFS CUBIC FEET PER SECOND
CHKR CHECKER
CIP CAST IN PLACE
CJP COMPLETE JOINT PENETRATION
CL CENTERLINE
CLR CLEAR
CMP CORRUGATED METAL PIPE
CMU CONCRETE MASONRY UNIT
CONC CONCRETE
CONN(S) CONNECTION(S)
CONT CONTINUOUS
COORD'S COORDINATES
CSK COUNTERSINK
DET(S) DETAIL(S)
DICA DRILL-IN-CONCRETE-ANCHOR
DIM(S) DIMENSION(S)
DIST DISTANCE
DO DITTO
DTI DIRECT TENSION INDICATOR
DWG(S) DRAWING(S)
DS DROP STRUCTURE, DOWNSTREAM
(E) EXISTING
EA EACH
EF EACH FACE
EL ELEVATION, EARTHQUAKE LOAD
ES EACH SIDE
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
f`c COMPRESSIVE STRENGTH
FAB FABRICATION
FBW FLOATING BREAKWATER
FF FINISH FLOOR
FH FLAT HEAD
FIO FOR INFORMATION ONLY
FLR FLOOR
FRT FIRE RETARDANT TREATED
FS FAR SIDE
FT FOOT OR FEET
FT³ CUBIC FEET
R RADIUS
RBW RUBBLEMOUND BREAKWATER
REBAR REINFORCING STEEL BAR(S)
RELAY USED RAILROAD RAIL
REINF REINFORCING, REINFORCEMENT,
REINFORCED
REQD REQUIRED
RO ROUGH OPENING
RP RADIUS POINT
RS RIGHT SIDE
S AMERICAN STANDARD STEEL
SHAPE, SOUTH, SPACING
SCHED SCHEDULE
SDMH STORM DRAIN MANHOLE
SECT SECTION
SHT SHEET
SIM SIMILAR
SLH SHORT LEG HORIZONTAL
SLV SHORT LEG VERTICAL
SOG SLAB ON GRADE
SPEC SPECIFICATION
SPI SEDIMENT PROFILE IMAGING
SQ SQUARE
SS STAINLESS STEEL
SSL(S) SHORT-SLOTTED HOLE(S)
SSMH SANITARY SEWER MANHOLE
ST STRUCTURAL TEE FROM THE S
SERIES SECTION
STD STANDARD, STANDARD-WEIGHT
PIPE
STL STEEL
SYM SYMMETRICAL
T TOP
TBLT TIMBER BOLT
T&B TOP & BOTTOM
THK THICK(NESS)
THRU THROUGH
TOC TOP OF CONCRETE
TR TELEPHONE RISER
TRANS TRANSVERSE
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
UHMW-PE ULTRA HIGH MOLECULAR WEIGHT
POLYETHYLENE
US UPSTREAM
USACE U.S. ARMY CORPS OF ENGINEERS
VERT VERTICAL
W W SERIES SECTION, WEST, WIDE
W/ WITH
W/O WITHOUT
WL WORK LINE
WP WORK POINT
WT WEIGHT, STRUCTURAL TEE FROM
W SERIES SECTION
WV WATER VALVE
WWF WELDED WIRE FABRIC
XS EXTRA-STRONG WEIGHT PIPE
XXS DOUBLE-EXTRA-STRONG WEIGHT
PIPE
YD(S) YARD(S)
YD³ CUBIC YARD
GA GAGE OR GAUGE
GAL GALLON(S)
GALV GALVANIZE(D), GALVANIZING
H HIGH
HAS HEADED ANCHOR STUD
HDG HOT-DIPPED GALVANIZED
HGT HEIGHT
HOR HORIZONTAL
HS HIGH-STRENGTH
HSB HIGH-STRENGTH BOLT
HSS HOLLOW STRUCTURAL SECTION
HYD FIRE HYDRANT
IE INVERT ELEVATION
INT INTERIOR
IP IRON PIPE
JB JUNCTION BOX
JT JOINT
JST JOIST
K-FT KIP-FEET
KIP 1,000 POUNDS
kN KILONEWTON(S)
L ANGLE, LONG
LB(S) POUND(S)
LIW LOAD INDICATING WASHER(S)
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONG LONGITUDINAL
LS LEFT SIDE
LSL(S) LONG-SLOTTED HOLE(S)
M STEEL SHAPE FROM THE
MISCELLANEOUS SECTION
MAX MAXIMUM
MBR(S) MEMBERS(S)
MI MALLEABLE IRON
MILS THOUSANDTHS OF AN INCH
MIN MINIMUM
MISC MISCELLANEOUS
MIW MALLEABLE IRON WASHER
MPa MEGAPASCAL(S)
MPH MILES PER HOUR
MT STRUCTURAL TEE FROM THE M
SERIES SECTION
N NORTH
NIC NOT IN CONTRACT
No. NUMBER
NOM NOMINAL
NPS NOMINAL PIPE SIZE
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OPP OPPOSITE
OVS OVERSIZED HOLES
PC POINT OF CURVATURE
PJP PARTIAL JOINT PENETRATION
PL PLATE(S)
PLF POUNDS PER LINEAR FOOT
PSI POUNDS PER SQUARE INCH
PT POINT OF TANGENCY
PVI PLAN VIEW IMAGING
ALASKA DISTRICT
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REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
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L R
E P
A
IR
S S
E W
A R
D , A
LA
S
K A
VERIFY SCALES: IF THIS LINE 0 2"
DOES NOT MEASURE 2", ADJUST SCALE ACCORDINGLY.
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
G E
N E
R A
L 1:
S
E W
6-
-G
-0
G E
N E
R A
L
G-003
G E
N E
R A
L N
O
TE
S A
N D
A B
B R
E V
IA
TI
O N
PL PL
PL PL PL PL
PL PL PL PL
PL
PROFILE OF TUNNEL
5+00
DAM
-5+00 0+00
INTAKE
20+0010+00 15+00
P L
R E S
U R
R E
C T
I O N
B
AY
19615
0 - MLLW
ROAD
TUNNEL
U.S. GOVERNMENT W
HARF
BEACH LINE +10
S E W A R D
VICINITY MAP
SCALE: 1" = APPROX 400'
ELEVATIONS AND SOUNDINGS
ARE IN FEET, MLLW DATUM
E
LE
V A
TI
O
N
IN
F E
E T
A B
O V
E M
LL
W LOWELL CREEK
CANYON
BEAR MOUNTAIN
25+00
0'
0'
P L
P L
P L
P L
P L
P L
P L
P L
P L
P L
P L
P L
P L
P L
PL
0'
0'
0'
400'
400'
300'
300'
300'
0'
400'
400'
0'
500'
500'
600'
600'
700'
0'
800'
800'
0'
900'
900'
0'
1000'
1000'
(P
UBLIC
D
OMAIN
BEAR M
OUNTAIN
290' 280'
270'
260'
250'
0'
0'
0'
0'
200'
0'
200'
0'
0'
0' 17
0'
160'
0' 14 0'
0' 12
0' 11 0'
0'
0'
70'
60'
50'
40'
30'
20'
-50 -100
-150
-200
-1
-100-50
20'
'50
60' 70'
'90
100'
100'
MADISON STREET
JEFFERSON STREET
ADAMS STREET
WASHINGTON STREET
S E
C O
D
V E
FI
R
T
E
TH
IR
E
FO
U
TH
E
FI
FT
H
E
S
IX
E
S E
V E
E
SEE NOTE 2
POWER
PLANT
ABANDONED FLUME
DEPOT
LASKA
AILROAD
FEDERAL BUILDING
STANDARD
OIL CO.
MEAN LOWER
LOW WATER
0'
N 55° 3 2' E
500'
S 55° 3 7' W
350'
N 34 ° 28' W
600'
S 34° 28' E
1,504.3' N 34° 28' W
1,125.3' C O
R P
O R
A
TE
L
IM
IT
S
O F
S E
W A
R D
P L
P L
P L
P L
PL
P L
P L
P L
P L
P L
S 34° 28' E
1,068.4'
N 34° 28' W
1,068.4'
U.S.L.M.
N 34° 28' W 22'
OLD CANNERY
NORTHERN LIGHT NO. 1
(MINING CLAIM)
NORTHERN LIGHT NO. 2
(MINING CLAIM)
CLAIM
BOUNDARY
N O
R
TH
E R
N L
IG
H
T N
O . 3
(M
IN
IN
G
C
LA
IM
)RIGHT OF
WAY
TUNNEL ENTRANCE
PORTAL, STA 0+70
LOWELL CREEK
LOWELL
CANYON
ROAD
ABANDONED INTAKE
TUNNEL OUTLET
PORTAL, STA 21+59
OLD MINE
TUNNEL
PL
AIRPORT
LOCATION AND VICINITY MAP
SCALE: 1" = APPROX 12 MILE
SEWARD
HIGHWAY TO
ANCHORAGE
RESURRECTION
RIVER
RAILROAD DOCK
COAL DOCK
SMALL BOAT
HARBOR
RESURRECTION BAY
SEWARD MARINE
INDUSTRIAL CENTER
FOURTH OF
JULY CREEK
TUNNEL
OUTLET
PORTAL
TUNNEL
ENTRANCE
PORTAL
PROJECT
SITE
PROJECT LOCATION
SEWARD
JUNEAU
BARROW
FAIRBANKS
NOME
ANCHORAGE
DUTCH HARBOR
BETHEL
LOCATION MAP
SCALE: 1" = APPROX 200 MILES
NOTES:
1. THE VICINITY MAP IS A COPY OF A DRAWING
CIRCA 1945 FURNISHED FOR GENERAL
INFORMATION. THE DETAILED INFORMATION
HAS NOT BEEN CHECKED FOR ACCURACY AND
IS NOT INTENDED TO BE USED AS AN
"AS-BUILT" DRAWING. THE CONTRACTOR
SHALL VERIFY ALL INFORMATION AND
CONDUCT FIELD SURVEYS TO OBTAIN NEEDED
INFORMATION.
2. B.M. #K.11 U.S.C.&GS. A STANDARD DISC IN
TOP OF CONCRETE FOUNDATION ON FEDERAL
BUILDING ABOUT 5 YARDS NORTH OF
SOUTHEAST CORNER.
3. SPOT ELEVATION SHOWN ARE SOUNDINGS IN
FEET BELOW MLLW.
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-V
-1
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
1:
S E
W
6-
-V -1
P
LA
N S
V-101
LO
C
A
TI
O N
A N
D V
IC
IN
IT
Y
M A
P
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S U
R V
E Y
A N
D M
A P
P
IN
G
TA
+7
S
TA
1+
S
TA
2+
SD
S
TA
+1
CITY LOW-FLOW DIVERSION
CULVERT/SDMH, COORDINATE WITH
CITY FOR USAGE. CONTRACTOR
VERIFY CONDITION. INSTALLED IN
1983. LOCATION SHOWN IS
SCHEMATIC.
CREST OF DAM RISES
@ 5% SLOPE FROM EL
206.66' AT STA 0+00
TOP OF SPILLWAY
EL = 202.5'
PAVE INVERT WITH 10,000 PSI SILICA FUME
CONCRETE TO MATCH AS-BUILT PROFILE AS SHOWN
ON EXHIBIT DRAWINGS. FINISHED INVERT SHALL BE
SMOOTH AND ON A CONSTANT, CONTINUOUS SLOPE.
S
TA
1+
S
TA
1+
S
TA
+9
1.
S
TA
2+
12" DRAIN (GALV STL
PIPE W/ FLANGED
CONNS), CONNECTS
TO DIVERSION/SDMH,
ROUTING UNKNOWN
INTAKE TRANSITION AND TUNNEL PLAN
SCALE: 1" = 30'
S
TA
+6
OPTION 1BASE ITEM 3
S
TA
2+
OPTION 2
C S-101 S-301
W/ BASE
ONLY
C S-101 S-301
W/ BASE AND
OPTION 1
~S
TA
+5
BASE ITEM 5,
SEE SHEET S-503
BASE ITEM 4,
SEE SHEET S-201
S
TA
+8
OPTION 3, SEE
SHEET S-201
OPTION 4, SEE
SHEET S-503
DETAIL
SCALE: 3" = 1'-0"
A S-102 S-101S-101
(E) 10,000 PSI LINER
PATCH OR ORIGINAL
CONCRETE TO REMAIN
REMOVE AS REQ'D
TO MIN OF 1 12",
SEE NOTE 1
2"
M
IN
FLOW
NEW INVERT REPAIR. 10,000 PSI
SILICA FUME CONCRETE LINER.
FINISHED TRANSITION SURFACE
SHALL BE SMOOTH AND MATCH
ADJACENT (E) CONC SURFACE.
NOTE: EMBEDDED RAILS
NOT SHOWN FOR CLARITY
A ℄ LOWELL POINT
ROAD/BRIDGE EL =
17' ±
A
-4.2% GRADE
S
TA
2+
S
TA
1+
OUTLET TRANSITION
S
TA
+7
S
TA
+9
1.
INTAKE
TRANSITION ENTRANCE
PORTAL
S
TA
-0 +2
7.
EL = 73.95'
EL = 160.23'
A S-101 S-101
EXPANDED INTAKE TRANSITION AND TUNNEL PROFILE
SCALE: 1" = 50'
A S-101 S-101
BASE, SEE
A/S-102
S
TA
+6
OPTIONS
1 AND 2
A S-101 S-101
BASE
H
H
D S
-1
S -1
RO
CK
ROCK
AXIS
ROCK
RO
CK
R10'-0"
R5'-0"
R5'- 8"
MIN
TYP TUNNEL SECTION A-A
SCALE: 3/8" = 1'-0" (STA 0+91.76 TO STA 21+43.0)
B S-101 S-101
R 10'-0"
R10'-0"
8" MIN (E) #5 x 24" DOWELS
@ 12" OC
(E) C4x5.4 x 9'-4" @ ~10'
OC. BACK OF C BENT
TO 10'-312" RADIUS.
LEGS PROJECT DOWN.
8" MIN CONC THK
TO BASE OF RAILS
NEW 10,000 PSI SILICA FUME
CONCRETE PLACED TO MATCH
ORIGINAL INVERT PROFILE.
REMOVE (E) CONC AS REQ'D
TO ACHIEVE 112" MIN THK FOR
NEW CONC, SEE NOTE 1.
REPAIR OF BOTTOM OF WALL,
JUST ABOVE WALL-FLOOR
INTERFACE, NOT REQ'D UNO.
2"
M
IN
21 ROWS OF (E)
40# RAILS @ 438"
OC, CENTER 11
RAILS HAVE
BEEN REMOVED
BELOW STA 2+62
SECTION SHOWS ORIGINAL
TUNNEL DIMENSIONS AND
REPAIR WORK REQ'D FOR
OPTIONS 1 AND 2; WHICH IS
DOWNSTREAM FROM STA 2+62.
NOTES:
1. CONTRACTOR SHALL REMOVE CONCRETE BETWEEN THE RAILS, ACROSS
THE TUNNEL FLOOR AS SHOWN IN SECTION A-A, AND WITHIN THE REPAIR
AREA BOUNDARIES AS INDICATED ON A/S-102, TO A MIN OF 1-1/2" BELOW
ORIGINAL PROFILE, UNO. REMOVAL SHALL BE DONE WITH WATER JET
OR AIR/WATER JET AT SUFFICIENT PRESSURE SO AS TO REMOVE THE
OLD CONCRETE BUT NOT DISLOCATE OR DESTROY THE EXISTING RAIL.
MECHANICALLY ROUGHEN SURFACE TO A MINIMUM 14" AMPLITUDE AND
THOROUGHLY CLEAN RESULTING SURFACE PRIOR TO CONCRETE
PLACEMENT. PLACE BACK WITH 10,000 PSI SILICA FUME CONCRETE TO
THE ORIGINAL PROFILE LINE OF THE INTAKE TRANSITION AND TUNNEL,
EXCEPT AS NOTED IN NOTE 6 ON SHEET G-003.
R O
C K
ROCK
AXIS
ROCK
R O
C K
TUNNEL SECTION H-H
SCALE: 3/8" = 1'-0" (STA 0+83.76 FACING DS)
C S-101 S-101
R19'-414"
LAYER D
LAYER E
LAYER F
R11'-612"
R
'-9 " R
23'-9"
14'-414"
'-2
3 8"
NEATLINE TUNNEL LAYOUT
IS SYMMETRICAL ABOUT
THE VERTICAL CENTERLINE
MASS CONC FROM
1984 REPAIRS
NON SHRINK
GROUT FROM
1984 REPAIRS
- "ANVIL-TOP" IN WALLS AND COMBINATION OF
REMAINING "ANVIL-TOP" AND MORE RECENT
10,000 PSI SILICA FUME CONC IN INVERT.
SECTION SHOWS ORIGINAL
TRANSITION-TO-HORSESHOE
DIMENSIONS. REQUIRED
REPAIR WORK SHOWN
ELSEWHERE IN THESE
DRAWINGS.
R O
C K
ROCK
AXIS
ROCK
RO
CK
STA 1+12 TUNNEL SECTION
SCALE: 3/8" = 1'-0"
D S-201 S-101S-101
R 10'-0"
R10'-0"
R5'-0"
SECTION D NOTES:
1. #6 HOOP BARS AND #5 LONG
BARS, BOTH AT 12" OC, EXTEND
DS TO APPROX STA 1+15. CUT
AND REMOVE AS REQ'D FOR NEW
SIDE WALL ARMOR INSTALLATION.
2. (E) WALL RAILS NOT SHOWN.
3. DAMAGE AND DIMENSIONS
SHOWN. REQUIRED REPAIRS
SHOWN ELSEWHERE IN THESE
DRAWINGS.
SOLID RAIL = (E) SECTION
DOWNSTREAM FROM
STA 1+12
SCREENED RAIL =
(E) SECTION
UPSTREAM FROM
STA 1+12
APPROX MAX
EXTENT OF ERODED
HOLE IN TUNNEL
WALL DS OF STA
1+12 FOR ABOUT 24'
APPROX MAX EXTENT OF HOLE
IN TUNNEL INVERT NEAR DS
END OF HOLE IN TUNNEL WALL
1:
S E
W
6-
-S -1
P
LA
N S
S-101
P
LA
N A
N D
P R
O
FI
LE
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-1
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
+7
S
TA
+9
1.
76S
TA
-0 +2
7.
EL = 160.23'
CREST OF DAM RISES
@ 5% SLOPE FROM EL
206.66' AT STA 0+00
TOP OF SPILLWAY
EL = 202.5'
S
TA
+2
0S
TA
-0 +2
S
TA
-0 +1
S
TA
+0
S
TA
+1
S
TA
+2
S
TA
+3
S
TA
+4
S
TA
+5
S
TA
+6
S
TA
+7
5.
S
TA
+8
3.
S
TA
+1
S
TA
+0
0S
TA
-0 +3
S
TA
-0 +4
ENTRANCE
PORTAL
HORSESHOE SECTION
DETAIL 1/S-102/S-301 DETAIL 2
S-102/S-301
DETAIL 3/S-102/S-301 DETAIL 4
S-102/S-301
TRANSITION
TO HORSESHOE
SECTION
S
TA
+4
S
TA
+1
JUNCTION
OF WALL
AND
INVERT
EXPANDED, LEFT SIDE, INTAKE PROFILE
SCALE: 1" = 10'
BASE ITEM No. 5. DAM FACE
CONCRETE REPAIR, SEE
SHEET S-503.
(E) CATCH BASIN W/ 3
INLETS, CLEAN OUT
GRATINGS MISSING
EXCEPT AT CENTER,
CONDITION UNKNOWN
ST
A
0+
ST
A
0+
.7 6, E
ND
O F
TR
AN
SI
TI
ON
TO
H
ORS
ES
HO
E
SE
CT
IO
N
ST
A
1+
ST
A
0+
.7
ST
A
0+
.7
STA 0+00
STA -0+27.24
STATIONING
ALONG THIS LINE
BREAK IN
SLOPE
3H :1
V1:1
1:
R
AD
IA
LL
Y
ST
A
0+
.8
1ST
A 0+
.8
ST
A
0+
45ST
A 0+
ST
A
0+
ST
A
0+
.8
S
TA
+5
.8
S
TA
-0
+0
ST
A -0
+1
ST
A -0
+2 4.
2H :1V
NOMINALLY 4'x4' CONCRETE
REPAIR, SEE A/S-101. FIELD
LOCATE AT (E) DAMAGE TO
CONCRETE SURFACE. SEE
PHOTO 28.
~1
~4
~ STA 0+08
CONCRETE SURFACE
REPAIR, SEE A/S-101
CONCRETE REPAIR
AREA BOUNDARY,
TYPICAL
INTAKE TRANSITION PLAN
SCALE: 1" = 8'
A S-101 S-102
NOTE: DAM FACE CONCRETE
REPAIR NOT SHOWN FOR
CLARITY. SEE SHEET S-503.
ORIGINAL RAIL ANCHOR
CHANNEL LOCATIONS
~S
TA
+5
RELAY WALL ARMOR RAILS, SEE
SHEET S-201, THESE ARE THE
ONLY RAILS REQ'D TO BE PLACED
UNDER THIS CONTRACT.
1:
S E
W
6-
-S -1
P
LA
N S
S-102
IN
TA
K E
T R
A N
S
IT
IO
N
P
LA
N A
N D
P R
O
FI
LE
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-1
.d w g la st s av ed o n
4/ 6/
:0
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
+7
S
TA
+9
1.
EL = 160.23'
S
TA
+2
S
TA
+7
5.
S
TA
+8
3.
S
TA
+1
S
TA
+0
TUNNEL
ENTRANCE
HORSESHOE SECTION
TRANSITION TO HORSESHOE SECTION
S
TA
+1
S
TA
+5
(E) 70 LB/YD RAILS AT 6" OC
AND (E) WALL CONC TO
REMAIN ABOVE STA 1+12
-4.2%
JUNCTION
OF WALL
AND INVERT
4" TYP FROM
LEFT END
10'-0" MAX 11" TYP FROM
RIGHT END
PROVIDE IF RAILS
ARE SPLICED
39'-0" (40'-0" OK) COVERAGE OF NEW 60 - 85 LB/YD ASCE RAILS
(ONE SIZE ONLY) AT 6" OC, ONE SPLICE IS OK
RIGHT SIDE, CLOSED TRANSITION PROFILE
SCALE: 1/4" = 1'-0"
A S
-2
S -5
N
E A
R S
TA
+1
A N
D S
TA
+5
B S
-2
S -5
A
LL
O
TH
E
R
LO
C A
TI
O
N S
℄ 8" WIDE ANCHOR
PLATE, TYPICAL
NOTES:
1. (E) WALL RAILS ARE SHOWN ON PREVIOUS CONTRACT DOCUMENTS AS ALL ENDING AT A GIVEN STATION (STA 1+12). THIS IMPLIES THAT THE ENDS OF THE RAILS WOULD NOT BE CUT SQUARE WITH THE LONG AXIS OF THE RAILS. PHOTOS INDICATE THAT THE RAILS ARE SQUARE CUT AND THAT THE END OF THE RAILS IS NOT VERTICAL, BUT RATHER IS PERPENDICULAR TO THE SLOPING TUNNEL LONGITUDINAL AXIS. NEW WALL RAILS SHALL BE SQUARE CUT AND SHALL BE BUTTED TIGHT TO THE ADJACENT END OF THE EXISTING WALL RAILS.
NEW ANCHOR PLATES SHALL BE PLACED WITH THEIR LONG AXIS PERPENDICULAR TO THE LENGTH OF THE
WALL RAILS, WHICH DOES NOT PLACE THEM VERTICALLY.
2. PROPOSAL ITEM No. 8, OPTION 3: REPAIR FREEZE THAW DAMAGE ON CROWN OF INTAKE PORTAL FROM STA 0+70 TO STA 0+85 ABOVE THE TRANSITION FROM WALL TO CROWN. REMOVE EXISTING SURFACE TO SOUND CONCRETE BUT TO A DEPTH THAT WILL ALLOW THE NEW CONCRETE THICKNESS TO BE NOT LESS THAN 2".
EDGES OF REPAIR AREA SHALL BE FULL DEPTH (NOT FEATHERED). FORMS SHALL PROVIDE A TIGHT SEAL AROUND ANY AND ALL STEEL PIPE PROJECTIONS FROM ORIGINAL CONCRETE SURFACE. ANY EXISTING EXPOSED, LOOSE REBAR, AND ANY REBAR EXPOSED AS A RESULT OF CONCRETE REMOVAL SHALL BE FASTENED TO THE UNDERLYING CONCRETE TO PROVIDE A MINIMUM OF 1" CLEARANCE FROM THE NEW CONCRETE SURFACE AFTER REPAIR. MEANS OF FASTENING SHALL BE COMPATIBLE WITH CONCRETE CONSTRUCTION. MECHANICALLY ROUGHEN SURFACE TO A MINIMUM 14" AMPLITUDE AND THOROUGHLY CLEAN RESULTING SURFACE PRIOR TO CONCRETE PLACEMENT. PLACE BACK WITH 10,OOO PSI SILICA FUME
CONCRETE TO MATCH THE ORIGINAL CONCRETE PROFILE.
SEE NOTE 1
APPROX SURFACE OF (E)
CONC AT INTAKE PORTAL
CROWN. SEE NOTE 2.
(E) WALL/FLOOR
CAVITY. FILL W/
CONC. SEE D/S-101.
D S-201 S-501
E S-201 S-501
APPROX (E) SOIL
SURFACE ABOVE
INTAKE PORTAL
REPAIR OF THIS
"NEAR-HORIZONTAL"
SURFACE NOT REQD
AS PART OF OPTION 3
E S-201 S-501
1:
S E
W
6-
-S -2
E
LE
V A
TI
O
N S
S-201
R
IG
H T
S
ID
E W
A
LL
C A
V
IT
Y R
E P
A
IR
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-2
.d w g la st s av ed o n
4/ 6/
:0
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
+6
5.
S
TA
+7
0.
S
TA
+6
8.
S
TA
+7
2.
S
TA
+7
4.
S
TA
+7
8.
DETAIL
SCALE: 3/4" = 1'-0"
S-102 S-301
B S-
S-
1'-0"
TYP
APPROX LOCATION
OF THE ERODED
INTAKE PROFILE
APPROX LOCATION
OF THE NEW
INTAKE/TUNNEL
PROFILE
APPROX LOCATION
OF THE ERODED
INTAKE PROFILE
11"
TYP
LAYER F
LAYER G
LAYER H
LAYER I
LAYER J
LAYER K
M A
TC
H
LI
N
E
A S
-3
S -3
S
TA
+2
S
TA
+4
S
TA
-0 +2
7.
DETAIL
SCALE: 3/4" = 1'-0"
S-102 S-301
DETAIL
SCALE: 3/4" = 1'-0"
S-102 S-301
APPROX LOCATION
OF ERODED INTAKE
PROFILE
APPROX LOCATION OF NEW
INTAKE PROFILE WHERE
REPAIR IS REQD
APPROX LOCATION OF NEW
INTAKE PROFILE WHERE
REPAIR IS REQD
APPROX LOCATION
OF ERODED INTAKE
PROFILE
EXISTING
70# RAIL
EXISTING
40# RAIL
EARTH
EARTH
ROCK
NOTE: SEE A/S-102 FOR EXTENT
OF REQUIRED REPAIRS FOR
INTAKE TRANSITION AREA
S
TA
+3
M
A
TC
H L
IN
E
S
TA
+3
M
A
TC
H L
IN
E
ROCK
ROCK
NOTE: ROCK BELOW CONC DOES NOT
PRECLUDE THE PRESENCE OF
PRESSURIZED WATER WITHIN AND BELOW
THE SLAB. SEE PHOTOS 16 AND 17.
LOCATION OF
RAIL SIZE
TRANSITION
VARIES
SURFACE OF (E) CONC
FOLLOWS TOP SURFACE OF
BENT-DOWN RAIL ENDS AFTER
2003 REPAIRS, SEE PHOTO 6.
FACE OF CONC PER
ORIGINAL DRAWINGS
S
TA
+8
2.
S
TA
+8
6.
S
TA
+8
9.
LAYER B
S
TA
+7
8.
APPROX LOCATION
OF THE ERODED
INTAKE PROFILE
APPROX LOCATION
OF THE NEW
TUNNEL PROFILE
6" LONG S3x7.5
W/4-3/8" BOLTS
(TYP), SEE EXHIBIT
DRAWING X-830
S
TA
+9
1.
DETAIL
SCALE: 3/4" = 1'-0"
S-102 S-301
S
TA
+9
7.
LAYER A
S
TA
+1
0.
LAYER C
LAYER D
LAYER E
S
TA
+1
M A
TC
H
LI
N
E
LAYER F
1983 REPAIR CL RAIL ELEVATIONS SHOWN FOR
REFERENCE ONLY ABOVE NEW TUNNEL PROFILE
SECTION
SCALE: 1" = 1'-0"
A S-301 S-301
(E) ORIGINAL
CONCRETE
2"
M
IN
NEW PROFILE
NOMINALLY @ TOP
OF (E) RAILS
APPROX LOCATION
ERODED PROFILE,
VARIES
REMOVE (E) CONCRETE A MIN
OF 112" BELOW NEW PROFILE
LINE. REPLACE WITH SILICA
FUME CONC. SEE NOTE 1 ON
SHEET S-101.
1' -0
M
IN
ORIGINAL 40# RAILS
SECTION
SCALE: 1" = 1'-0"
B S-301 S-301
6"
TYP
APPROX LOCATION
ERODED PROFILE,
VARIES
NEW PROFILE
NOMINALLY AT TOP
OF EXISTING RAILS
REMOVE (E) CONCRETE A MIN
OF 112" BELOW NEW PROFILE
LINE. REPLACE WITH SILICA
FUME CONC. SEE NOTE 1 ON
SHEET S-101.
70# RAILS
(E) ORIGINAL
CONCRETE
(E) SILICA FUME CONC (AND/OR
GROUT BELOW RAIL ANCHOR
PLATE) FROM PREVIOUS REPAIRS
2"
M
IN
2"
M
IN
B E
LO
W
(E ) C
O N
C S
U R
FA
C
E
-4.2% MIN AND -6% MAX
TRANSITION SLOPE
2"
M
IN
B E
LO
W
T O
P O
F N
E W
C O
N C
S U
R
FA
C E
INVERT TRANSITION SECTION
SCALE: 3" = 1'-0"
C S-101 S-301
NOTE; WARP TRANSITION WITHIN
STATED LIMITS TO ACHIEVE A
SMOOTH TRANSITION FROM NEW
WORK TO EXISTING ACROSS TUNNEL
INVERT AT END OF NEW WORK.
NOMINALLY -4.2% (E) CONCAND CONC W/ RAILS SURFACE
S
TA
+6
O
R S
TA
2+
EXISTING CONCRETE
NEW
CONCRETE
(E) 40 #/YD RAILS,
CENTER 11 END
@ STA 2+62
1:
S E
W
6-
-S -3
S E
C
TI
O N
S
S-301
IN
TA
K E
T R
A N
S
IT
IO
N
S E
C
TI
O N
S A
N D
D E
TA
IL
S
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
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C O
N
TR
A C
T N
O
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C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-3
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
SIDE WALL ARMOR ANCHORS AT ENDS
SCALE: 1 1/2" = 1'-0"
A S-201 S-501
AXIS
6"
CL OF TOP ARMOR
RAIL MATCHES ELEV
OF TUNNEL HOR AXIS
2" ±GROUTING
VENT TUBE
GROUTING
VENT TUBE
GROUT
TUBE
TEMPORARY
BULKHEAD FOR
GROUTING. TYPICAL
AT TOP, BOTTOM
AND ENDS AS REQ'D.
MECHANICALLY ROUGHEN
ALL SURFACES TO
RECEIVE GROUT OR CONC
TO A FULL 14" PROFILE, TYP
NOTES:
1. TACK WELD 12 GA STRIPS OF
STEEL SHEET TO BACK SIDE OF
BASE OF RAILS TO CONTAIN
GROUT, TYPICAL
2. SEE B/S-501 FOR SIM DETAILS
NOT SHOWN.
4" Ø x 36" L ANCHORS IN 11
2"
MIN Ø HOLES, SEE C/S-501
60 - 85 LB/YD ASCE RAILS, ONE
SIZE ONLY, CONTRACTOR'S
CHOICE, 85 LB/YD SHOWN
4" x 8" ANCHOR
PLATE, SEE A/S-502
10,000 PSI SILICA-FUME SHOTCRETE,
PLACED TO FACE OF RAILS WHICH
SHALL BE PLACED TO MATCH THE
ORIGINAL TUNNEL WALL PROFILE, FINAL
FINISH SHALL BE WOOD FLOATED PER
THE SPECIFICATIONS.
(E) RAILS TO
REMAIN, WHERE
PRESENT
FILL (E) CAVITY W/
10,000 PSI
SILICA-FUME
CONCRETE TO
BACK FACE OF NEW
GROUT
PLACEMENT, TYP
SIDE WALL ARMOR ANCHORS BETWEEN ENDS
SCALE: 1 1/2" = 1'-0"
B S-201 S-501
AXIS
6"
CL OF TOP ARMOR
RAIL MATCHES ELEV
OF TUNNEL HOR AXIS
2" ±GROUTING
VENT TUBE
GROUTING
VENT TUBE
GROUT
TUBE
TEMPORARY
BULKHEAD FOR
GROUTING. TYPICAL
AT TOP, BOTTOM
AND ENDS AS REQ'D.
4" Ø x 36" L ANCHORS IN 11
2"
MIN Ø HOLES, SEE C/S-501
60 - 85 LB/YD ASCE RAILS, ONE
SIZE ONLY, CONTRACTOR'S
CHOICE, 85 LB/YD SHOWN
4" x 8" ANCHOR
PLATE, SEE A/S-502
FOR TYPICAL RAIL
CLIP, SEE B/S-502
NON-SHRINK GROUT, NOMINALLY 11
2"
THICK FROM BASE OF RAILS
(E) CONC TUNNEL LINING REMOVED AS
REQD FOR GROUT PLACEMENT, OR
NEW CONC @ WALL CAVITY PLACED
TO COMPLETELY FILL CAVITY AND
ALLOW FOR REQD GROUT PLACEMENT.
SPACER AS REQD
UNDER WASHER @
ENDS OF ANCHOR
PLATE, TYPICAL(E) RAILS TO
REMAIN, WHERE
PRESENT
ANCHOR PLATE DETAIL
SCALE: 3" = 1'-0"
C S-501 S-201S-501
11" @
RIGHT END
S
TA
+1
(E) 70 LB/YD RAILS FILLED
BETWEEN W/ ANVIL-TOP,
SHOWN W/0 WEAR
NEW WALL
RAILS, SQ CUT
ENDS AND
BUTT INTO (E)
WALL RAILS
REMOVE (E)
CONC AS REQD
FOR NEW WALL
RAIL
INSTALLATION
(E) CONC TUNNEL
LINER OR NEW
CONC @ CAVITY
(E) NON-SHRINK
GROUT FROM
1984 REPAIRS
~ 112" NEW
NON-SHRINK
GROUT
STEEL SHIMS, THK AND
SPACING AS REQD TO
BRING ANCHOR PLATE
INTO ALIGNMENT
ANCHOR GROUTED
INTO CONC AND ROCK
SQ PL WASHER
NOTES:
1. PL WASHERS SHALL BE MIN
212" SQ AND MIN 516" THK
2. CONC FILL BETWEEN RAILS
NOT SHOWN FOR CLARITY
3. DETAILS ARE SIMILAR AT
ANCHORS BETWEEN ENDS
ANCHOR PLATE DETAIL
SCALE: 3" = 1'-0"
D S-501 S-201S-501
4" @
LEFT END
S
TA
+5
NEW WALL
RAILS W/ SQ
CUT ENDS
(E) CONC
TUNNEL
LINER
NOTES:
1. SEE C/S-501 FOR SIMILAR
DETAILS NOT SHOWN
3"
MIN
E X
C A
V A
TE
C
O N
C R
E
TE
ANCHOR PLATE DETAIL FOR SPLICED RAILS
SCALE: 3" = 1'-0"
E S-201 S-501
11"
S P
LI
C
E
NEW WALL
RAILS, TYP,
SQ CUT ENDS
REMOVE (E)
CONC AS REQD
FOR NEW WALL
RAIL
INSTALLATION
(E) CONCRETE
TUNNEL LINER
~ 112" NEW
NON-SHRINK
GROUT
STEEL SHIMS, THK AND
SPACING AS REQD TO
BRING ANCHOR PLATE
INTO ALIGNMENT
ANCHOR GROUTED
INTO CONC AND
ROCK, TYPICAL
SQ PL WASHER, TYP
NOTES:
1. SEE C/S-501 FOR SIMILAR
DETAILS NOT SHOWN
4"
SEQUENCE OF WALL CAVITY REPAIR WORK:
1. FILL (E) CAVITY W/ CONCRETE AS REQ'D
2. DRILL HOLES FOR AND GROUT IN ANCHOR RODS
TO PROPER ALIGNMENT
3. MOUNT AND SHIM ANCHOR PLATES AS REQ'D
4. MOUNT AND ALIGN RAILS USING ANCHOR ROD
WASHERS AND NUTS AS WELL AS RAIL CLIPS
5. PLACE GROUT RETAINING STRIPS AND
BULKHEADS AS REQ'D
6. PRESSURE GROUT CAVITY BEHIND RAILS
7. SHOTCRETE AND FINISH TO MATCH ORIGINAL
PROFILE AND BLEND WITH ADJACENT
CONCRETE SURFACES.
1:
S E
W
6-
-S -5
D E
TA
IL
S
S-501
R
IG
H T
S
ID
E W
A
LL
C A
V
IT
Y R
E P
A
IR
D E
TA
IL
S I
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
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W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-5
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
NOMINAL AND ASSSUMED REPLACEMENT "RELAY" RAIL DIMENSIONS
ASCE RAIL SIZE
(LB/YD) X-SECTION NOMINAL HGT
(IN)
ASSUMED
ACTUAL HGT (IN)
ASSUMED
ACTUAL HGT (FT)
60 4.25 4.2 0.35 70 4.625 4.56 0.38 80 5.00 4.92 0.41 85 5.1875 5.16 0.43
2"
TY
P
S
P
'-6
4" x 15
" x
11 8" S
S
LS
x 15
" x
23 16 " L
S
LS
4' -1
1"
EXPANDED ELEVATIONEDGE VIEW
AFTER BENDING
CL RADIUS = 10'-0" +
NOMINAL RAIL HGT +3
8"
8"
34" PLATE
ANCHOR PLATE DETAIL
SCALE: 1 1/2" = 1'-0"
A S-501 S-502
NOTES:
1. LONG AXIS OF ALL SLOTTED HOLES IS
VERTICAL AS SHOWN.
2. CONTRACTOR SHALL CONTROL GROUTED
BOLT PLACEMENT TO CENTER BOLTS IN
ANCHOR PLATE HOLES USING
TEMPORARY TEMPLATES AS REQD.
SLOTTED HOLES ARE PROVIDED TO
ALLOW PLATE TO BE PLACED OVER
BOLTS AFTER GROUTING HAS BEEN
COMPLETED.
3. RAIL SPACING OF 6" IS BASED ON
ANCHOR PLATE SLOTTED HOLE SPACING
OF 6" PRIOR TO BENDING ANCHOR PLATE.
1 16
3"
6"812"
R5 8"
℄, SYM
516" PL
FORM CLIP FROM THIS PATTERN
ALL BENDS 14" INSIDE RADIUS
6"
34"
FLOW11
1 16
RAIL-ANCHOR PLATE CLIP DETAILS
SCALE: 3" = 1'-0"
B S-501 S-502
REQUIRED BETWEEN ALL WALL ARMOR
RAILS EXCEPT AT ANCHOR ROD LOCATIONS
3"
11116"
13° BEVEL
3 16
5 16
5 16
3"6"
60 LB/YD
RAIL CLIP
SECTION A-A
A
A
60 LB/YD RAIL
CLIP ISOMETRIC
℄, SYM
FORM CLIP FROM THIS PATTERN
ALL BENDS 14" INSIDE RADIUS
8"
FLOW11
8"
4"
1516"
8"
3"
R3 4"
6"
70 LB/YD
RAIL CLIP
SECTION A-A
A
A
70 LB/YD RAIL
CLIP ISOMETRIC
SEE 60 LB/YD CLIP FOR DIMENSIONS
AND DETAILS NOT SHOWN
℄, SYM
FORM CLIP FROM THIS PATTERN
ALL BENDS 14" INSIDE RADIUS
FLOW13
3 16
1516"
3"6"
80 LB/YD
RAIL CLIP
R3 4"
A
A
80 LB/YD RAIL
CLIP ISOMETRIC
SECTION A-A
SEE 60 LB/YD CLIP FOR DIMENSIONS
AND DETAILS NOT SHOWN
℄, SYM
FORM CLIP FROM THIS PATTERN
ALL BENDS 14" INSIDE RADIUS
FLOW13
3 16
34"
3"6"
85 LB/YD
RAIL CLIP
R3 4"
3 4"
A
A
85 LB/YD RAIL
CLIP ISOMETRIC
SECTION A-A
SEE 60 LB/YD CLIP FOR DIMENSIONS
AND DETAILS NOT SHOWN
1:
S E
W
6-
-S -5
D E
TA
IL
S
S-502
R
IG
H T
S
ID
E W
A
LL
C A
V
IT
Y R
E P
A
IR
D E
TA
IL
S
II
A S
N O
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D
C E
P O
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C -G
D.
B
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HK.
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IS
SE
S
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RC
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S
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TU
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A L
ALASKA DISTRICT
D R
A W
IN
G
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LE
D W
G S
C A
LE
P
LO
T S
C A
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D A
TE
A C
TI
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N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
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C O
N
TR
A C
TO
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D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
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C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
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W E
D
C H
A
N C
H
C H
C
TI
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U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-5
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
31.3'
9'
5'
NATURAL GROUND SURFACE
" C
ONC
" C
ONC
REBAR EF, #5 @ 12"
OC LONG AND VERT
OPEN INTAKE TRANSITION SECTION
SCALE: 1/8" = 1'-0" (STA -1+00 SHOWN)
A S-503 S-503
BACKFILL
B S-503 S-503
0'
5'
5'
0'
200'
0'
5'
225'
250'
0' 10
0'
'60 '70
'90
0'
0'13
0'
0'
0'
2089'
R
ES
U R
R
EC
TI
O
N B
AY
255' 245'240'235'
0'23
0'
5'
0'21 0'
5'20
5'19 5'
190'
0' 16
0'
5'
230'
220'215' 210' 205'
205'
210'
0'21
5'
5'
0'
215'
220'
0'
5'
0'
5'
0'23 5'24 0'24 5'25
5'
0'
INTAKE STRUCTURE
SCALE: 1" = 30'
OUTLET STRUCTURE
SCALE: 1" = 30'
A S-
S-
TOP OF
WING WALL
EXPANSION
JOINT, TYP
BOTTOM
OF CONC
APPROX
EDGE OF
BACKFILL
PAVED WITH RAILS
STA
-1+00
STA
-0+50
STA
0+00
STA
-1+50
STA
-2+00
STA
-2+07.69
WING WALL EXPOSED
REBAR REPAIR, SEE
NOTE 1 AND PHOTOS
37 AND 38.
CAVITY IN DAM FACE,
SEE NOTE 2 AND
PHOTOS 39 AND 40.
DAM FACE CONCRETE REPAIR,
SEE NOTES 3 THRU 9 AND
PHOTOS 41 THRU 45.
NOTES:
1. PROPOSAL ITEM No. 9, OPTION 4: REMOVE EXISTING SURFACE TO SOUND CONCRETE BUT
TO A DEPTH NOT LESS THAN 212" BELOW THE FACE OF THE WING WALL. APPROXIMATE AREA
OF REPAIR IS 4' x 10'. EDGES OF REPAIR AREAS SHALL BE NOMINALLY STRAIGHT AND
FULL-DEPTH (NOT FEATHERED). THE EXISTING LOOSE REBAR EXPOSED BY CONCRETE
REMOVAL SHALL BE FASTENED TO THE UNDERLYING CONCRETE TO PROVIDE A MINIMUM OF
112" CLEARANCE FROM THE FACE OF THE WING WALL. MEANS OF FASTENING SHALL BE
COMPATIBLE WITH CONCRETE CONSTRUCTION. MECHANICALLY ROUGHEN SURFACE TO A
MINIMUM 14" AMPLITUDE AND THOROUGHLY CLEAN RESULTING SURFACE PRIOR TO
CONCRETE PLACEMENT. PLACE BACK WITH 10,OOO PSI SILICA FUME CONCRETE TO THE
FACE OF THE WING WALL MATCHING ADJACENT SURFACES.
2. PROPOSAL ITEM No. 5, BASE: REMOVE EXISTING SURFACE TO SOUND CONCRETE IN A
NOMINALLY RECTANGULAR AREA AT EXISTING CAVITY. APPROXIMATE AREA OF REPAIR IS 2'
x 2'. EDGES OF REPAIR AREAS SHALL BE NOMINALLY STRAIGHT AND FULL-DEPTH (NOT
FEATHERED). MECHANICALLY ROUGHEN SURFACE TO A MINIMUM 14" AMPLITUDE AND
THOROUGHLY CLEAN RESULTING SURFACE PRIOR TO CONCRETE PLACEMENT. PLACE BACK
WITH 10,OOO PSI SILICA FUME CONCRETE TO THE FACE OF THE WING WALL MATCHING
ADJACENT SURFACES
3. PROPOSAL ITEM No. 5, BASE (ALSO APPLIES TO NOTES 4 THRU 9 BELOW): EXCAVATE
EXISTING ROCK AND SOIL UPSTREAM FROM CATCH BASIN TO STA -2+00 TO EXPOSE ERODED
CONCRETE ON FACE OF DAM. EXCAVATION DEPTH SHALL BE LIMITED TO A MAXIMUM OF 2'.
WHERE CONCRETE EROSION IS LESS THAN 1" IN DEPTH, REPAIR IS NOT REQUIRED. REPLACE
EXCAVATED SOIL AND ROCK, AFTER REPAIRS, TO GENERALLY MATCH THE PRE-EXCAVATION
SURFACE. REBAR REPAIRS DISCUSSED BELOW APPLY ONLY TO THE OUTER REBAR MAT.
4. REMOVE EXISTING SURFACE TO SOUND CONCRETE BUT TO A DEPTH NOT LESS THAN 312"
BELOW THE FACE OF THE DAM. UPPER EDGE OF REPAIR ZONE SHALL BE NOMINALLY
"STRAIGHT", FOLLOWING THE FLOW LINE ALONG THE DAM FACE. ABRUPT DIRECTION
CHANGES AND OFFSETS ALONG THE TOP EDGE OF THE REPAIR ARE NOT ACCEPTABLE.
5. DOWNSTREAM FROM THE UPSTREAM EDGE OF THE CATCH BASIN, DAM FACE REPAIRS SHALL
BE COMPLETED PRIOR TO INVERT CONCRETE REPAIRS ASSOCIATED WITH PROPOSAL ITEM
No. 3.
6. LONGITUDINAL REBAR THAT IS LOOSE OR REMOVED AS A RESULT OF CONCRETE REMOVAL
SHALL BE SECURED TO EXISTING VERTICAL REBAR TO MATCH ORIGINAL LAYOUT. WHERE
EXISTING REBAR X-SECTION HAS BEEN ABRADED 50% OR MORE OR IS MISSING, REPLACE
WITH NEW BARS. SUPPLY AND INSTALL UP TO 300' OF #5 GRADE 60 REBAR.
7. WHERE EXISTING VERTICAL REBAR HAS BEEN ABRADED 50% OR MORE OR IS MISSING,
REPAIR TO MATCH ORIGINAL LAYOUT WITH NEW #4 BARS WITH 90° STANDARD HOOKS EPOXY
GROUTED INTO THE FACE OF THE REMAINING SURFACE AFTER CONCRETE REMOVAL.
EXISTING REBAR MAY REMAIN IN PLACE. SUPPLY AND INSTALL UP TO 40 SUCH HOOKED
BARS. SEE B/S-503 AND PHOTO 43.
8. IN THE AREA FROM STA 0+45 TO AS FAR AS STA 0+60, REMOVE EXISTING CONCRETE AND
THE MINIMUM AMOUNT OF UNDERLYING 70# RAILS TO REMOVE THE BULGE IN THE DAM FACE
IN THIS AREA. RAILS MAY BE FLAME CUT AFTER CONCRETE REMOVAL, OR SUBMIT OTHER
METHODS FOR APPROVAL. SEE PHOTOS 44 AND 45. MIN NEW CONC THK IS 112" THIS ZONE.
9. MECHANICALLY ROUGHEN SURFACE TO A MINIMUM 14" AMPLITUDE AND THOROUGHLY CLEAN
RESULTING SURFACE PRIOR TO CONCRETE PLACEMENT. PLACE BACK WITH 10,OOO PSI
SILICA FUME CONCRETE TO THE FACE OF THE DAM MATCHING ADJACENT SURFACES.
DAM FACE REPAIR DETAIL
SCALE: 1 = 1'-0"
B S-503 S-503
11 2"
CLR
2" TO
CL HOLE
(E) BACKFILL
SURFACE
EXCAVATION
LIMIT
2' -0
" M A
X
(E) FACE
OF CONC
FIELD CUT NEW REBAR FOR
MIN 2" CLR TO EDGE OF PATCH
(E) VERT BAR
(E) HOR BAR
ALTERNATE
HOOKED ENDS
AND STAGGER
BETWEEN (E) BARS
NEW #4 x 3'-4"
(BEFORE BENDING)
REBAR W/ STD HOOK
1:
S E
W
6-
-S -5
D E
TA
IL
S
S-503
D A
M F
A C
E C
O N
C R
E
TE
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P A
IR
S
A S
N O
TE
D
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HK.
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D R
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IN
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D W
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C A
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P
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C A
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D A
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A C
TI
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D R
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ID
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IN
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D A
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P R
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A C
TO
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D A
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D
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A P
P D
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M M
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D
A P
P R
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S U
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IT
TE
D
D E
S
IG
N E
D
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V
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W E
D
C H
A
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C H
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S.
A
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Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-5
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
PHOTO 7: BOBCAT, WAGON, AND CONCRETE BUCKET USED TO TRANSPORT CONCRETE
FOR INVERT REPAIRS - 2003 PHOTO.
PHOTO 8: SUPER SACK WITH DRY-BATCHED CONCRETE AND TRUCK MIXER. USE OF
FORKS FOR LIFTING AS SHOWN IS UNACCEPTABLE - 2003 PHOTO.
PHOTO 9: SCAFFOLDING USED FOR SAFE PERSONNEL ACCESS TO OUTLET
TRANSITION - 2003 PHOTO.
PHOTO 4: BRIDGE OVER LOWELL CREEK ON LOWELL POINT ROAD FROM RIGHT BANK
FACING DOWNSTREAM - 24 MAR 2015 PHOTO (DATE STAMP IS WRONG).
PHOTO 5: OUTLET TRANSITION AND OUTLET PORTAL FACING UPSTREAM - 03 APR 2014
PHOTO.
PHOTO 6: RIGHT CATCH BASIN CLEAN OUT AT UPSTREAM EXTENT OF INTAKE TRANSITION
- 2003 PHOTO.
PHOTO 1: LOOKING UPSTREAM FROM JUST ABOVE SPILLWAY - 24 MAR 2015 PHOTO. PHOTO 2: SPILLWAY FROM TOP RIGHT OF INTAKE TRANSITION - 21 OCT 2010 PHOTO. PHOTO 3: OUTFALL FROM OUTLET TRANSITION - 03 APR 2014 PHOTO.
1:
S E
W
6-
-S -9
P H
O
TO
S
S-901
S
IT
E A
N D
P R
E V
IO
U
S C
O N
S
TR
U C
TI
O
N
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
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N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-9
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
PHOTO 16: ARTESIAN FLOW FROM RELIEF HOLE DRILLED IN INTAKE TRANSITION SLAB @
APPROX STA 0+64 - 24 FEB 2003 PHOTO.
PHOTO 17: ARTESIAN FLOW FROM RELIEF HOLES DRILLED IN INTAKE TRANSITION SLAB - 24
FEB 2003 PHOTO.
PHOTO 18: OUTFLOW FROM OUTLET END OF 24" CMP STORM DRAIN SYSTEM
BELOW LOW END OF JEFFERSON STREET - 23 JAN 2003 PHOTO.
PHOTO 13: UPSTREAM STORM DRAIN MANHOLE WITH LID REMOVED. 24" CMP EXIT SHOWN -
16 JAN 2003 PHOTO.
PHOTO 14: TEMPORARY DIVERSION 36" CMP FEEDING STORM DRAIN SYSTEM. SPILLWAY
GATE BEYOND - 22 JAN 2003 PHOTO.
PHOTO 15: TEMPORARY DIVERSION 36" CMP PIPE OUTFALL FROZEN SOLID - 2003 PHOTO.
PHOTO 10: LAYING 36" CMP FOR TEMPORARY DIVERSION - 09 JAN 2003 PHOTO. PHOTO 11: DIVERSION BASIN - 22 JAN 2003 PHOTO. PHOTO 12: STORM DRAIN MANHOLE AT UPSTREAM END OF 24" CMP STORM DRAIN. GATE
BEYOND CONTROLS ACCESS TO SPILLWAY - 14 JAN 2003 PHOTO.
1:
S E
W
6-
-S -9
P H
O
TO
S
S-902
W A
TE
R
D
IV
E R
S
IO
N
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
IN
G
FI
LE
D W
G S
C A
LE
P
LO
T S
C A
LE
D A
TE
A C
TI
O
N S
Y M
D R
A W
N
R E
S
ID
E N
T E
N G
IN
E
E R
D A
TE
S
TA
TE
P R
IM
E
C O
N
TR
A C
TO
R
D A
TE
D
E S
C R
IP
TI
O N
A P
P D
C
IT
Y
C O
N
TR
A C
TO
R
C O
N
TR
A C
T N
O
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
IT
TE
D
D E
S
IG
N E
D
R E
V
IE
W E
D
C H
A
N C
H
C H
C
TI
O
N
U.
S.
A
RM
Y
EN
GI
NE
ER
D
IS
TR
IC
T
AN
CH
O
RA
G E, A
LA
SK
A
CO
RP
S O
F
EN
G
IN
EE
RS
REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
A
B
C
D
E
F
G
H
1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g
X :\U
N
IF
IE
D
\E N
-C W
\J ob s\ S
E W
6\
D w gs
\C A
D \S
E W
6-
-S
-9
.d w g la st s av ed o n
4/ 6/
:1
P
M w as p lo tte d by
T ed ric k, R ob er t C
P O
A o n 4/
6/
:1
P
W -9
3-
-0
S E
W
P
N
O . 1
W
1K B
-1 6-
R -0
A P
R
IL
RFP
LO
W
E
LL
C R
E E
K T
U N
N E
L R
E P
A
IR
S S
E W
A R
D , A
LA
S
PHOTO 25: SPALLED CONCRETE ON CROWN AND LEFT SIDE WALL JUNCTURE AT STA 0+70 -
24 MAR 2015 PHOTO.
PHOTO 26: SPALLED CONCRETE ON CROWN AND LEFT WALL JUNCTURE AT STA 0+70 - 24
MAR 2015 PHOTO.
PHOTO 27: MID TO LOWER INTAKE TRANSITION AND INTAKE PORTAL - 21 OCT 2010
PHOTO.
PHOTO 22: CAVITY IN RIGHT SIDE WALL BELOW STA 1+12. PHOTO TAKEN FACING
UPSTREAM - 24 MAR 2015 PHOTO.
PHOTO 23: SPALLED CONCRETE ON CROWN AND JUNCTURE WITH LEFT WALL AT STA 0+70 -
03 APR 2014 PHOTO.
PHOTO 24: SPALLED CONCRETE ON LEFT SIDE OF CROWN AT STA 0+70 - 03 APR 2014
PHOTO.
PHOTO 19: END OF RIGHT SIDE WALL RAILS AND CAVITY IN WALL AT STA 1+12 - 24 MAR 2015
PHOTO (DATE STAMP IS WRONG).
PHOTO 20: END OF RIGHT SIDE WALL RAILS AT STA 1+12 - 24 MAR 2015 PHOTO. PHOTO 21: CAVITY IN RIGHT SIDE WALL BELOW STA 1+12 - 24 MAR 2015 PHOTO.
1:
S E
W
6-
-S -9
P H
O
TO
S
S-903
C A
V
IT
Y B
E
LO
W S
TA
+1
A N
D S
P A
LL
E
D C
R O
W N
A T
S
TA
+7
A S
N O
TE
D
C E
P O
A -E
C -G
D.
B
LI
SS
E C
-G -H
HK.
E
IS
SE
S
RC
T
RC
T
S
TR
U C
TU
R
A L
ALASKA DISTRICT
D R
A W
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REFERENCE
NUMBER:
SHEET OF
US ARMY CORPS
OF ENGINEERS
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PHOTO 34: MIDDLE INTAKE TRANSITION - 03 APR 2014 PHOTO. PHOTO 35: MIDDLE INTAKE TRANSITION AND ERODED CONCRETE AT BOTTOM OF LEFT
WALL - 03 APR 2014 PHOTO.
PHOTO 36: REMOVAL OF CONCRETE FROM BETWEEN RAILS USING WATER JET -
2003 PHOTO.
PHOTO 31: LOWER INTAKE TRANSITION AND ENTRANCE PORTAL. NOTE BULGE IN LEFT
SIDE WALL AT APPROX STA 0+46 - 24 MAR 2015 PHOTO.
PHOTO 32: MULTIPLE THICKNESS RAIL LAYERS K, J, I, AND H (FROM TOP TO BOTTOM)
BELOW STA 0+68 - 03 APR 2014 PHOTO.
PHOTO 33: LOWER INTAKE TRANSITION AND LEFT WALL FROM INTAKE PORTAL. ALSO NOTE
SPALLED CONCRETE AT CROWN/RIGHT WALL JUNCTURE - 03 APR 2014 PHOTO.
PHOTO 28: UPPER INTAKE TRANSITION…
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