Dwgs-SEW016-AM_3-Half_Size.pdf

PDF 627 KB Posted May 18, 2016

Attached to: LOWELL CREEK TUNNEL REPAIRS, SEWARD, ALASKA
Solicitation number: W911KB-16-R-0008
Issued by: Department of the Army Corps of Engineers Engineering District Alaska

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File	Type	Posted
Specs-SEW016-AM_3.pdf	PDF	May 18, 2016
Dwgs-SEW016-AM_3-Full_Size.pdf	PDF	May 18, 2016
W911KB-16-R-0008-0003.pdf	PDF	May 18, 2016
Specs-SEW016-AM_3.pdf	PDF	May 18, 2016
Dwgs-SEW016-AM_3-Full_Size.pdf	PDF	May 18, 2016
Dwgs-SEW016-AM_3-Half_Size.pdf	PDF	May 18, 2016
W911KB-16-R-0008-0002.pdf	PDF	May 11, 2016
W911KB-16-R-0008_AM_1.pdf	PDF	Apr 21, 2016
Dwgs-SEW016-RFP-Full_Size_released.pdf	PDF	Apr 14, 2016
Dwgs-SEW016-RFP-Half_Size_released.pdf	PDF	Apr 14, 2016
RFP_Lowell_Creek.pdf	PDF	Apr 14, 2016
RFP_Specifications_Lowell_Creek.pdf	PDF	Apr 14, 2016

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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 885 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

D R

A W

D W

G S

C A

T S

C A

D A

A C

N S

Y M

D R

A W

R E

E N

T E

N G

E R

D A

P R

C O

A C

D A

E S

C R

O N

A P

P D

C O

A C

C O

A C

T N

R E

C O

M M

E N

D E

A P

P R

O V

E D

S U

B M

D E

N E

R E

W E

C H

F, B

R A

N C

C H

E C

G E, A

S O

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g

X :\U

\E N

-C W

\J ob s\ S

E W

D w gs

\C A

D \S

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-G

-0

.d w g la st s av ed o n

4/ 6/

M w as p lo tte d by

T ed ric k, R ob er t C

P O

A o n 5/

W -9

-0

S E

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1K B

-1 6-

R -0

M A

AM#3

C R

E E

K T

U N

N E

L R

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S S

E W

A R

D , A

K A

VERIFY SCALES: IF THIS LINE 0 2"

DOES NOT MEASURE 2", ADJUST SCALE ACCORDINGLY.

A S

N O

C E

P O

A -E

C -G

E C

-G -H

HK.

G E

N E

R A

L 1:

E W

-G

-0

G E

N E

R A

G-003

G E

N E

R A

L N

S A

N D

A B

B R

E V

O N

AutoCAD SHX Text

18 MAY 2016

AutoCAD SHX Text

AM#3

AutoCAD SHX Text

CHANGE MASTERFLOW GROUT CALLOUT

AutoCAD SHX Text

RCT

AutoCAD SHX Text

EL = 160.23'

TUNNEL

ENTRANCE

HORSESHOE SECTION

TRANSITION TO HORSESHOE SECTION

(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

E A

R S

A N

D S

B S

-2

S -5

C A

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

C 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

S E

-S -2

V A

N S

S-201

H T

E W

C A

Y R

E P

A S

N O

C E

P O

A -E

C -G

E C

-G -H

HK.

U C

A L

ALASKA DISTRICT

D R

A W

D W

G S

C A

T S

C A

D A

A C

N S

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D R

A W

R E

E N

T E

N G

E R

D A

P R

C O

A C

D A

E S

C R

O N

A P

P D

C O

A C

C O

A C

T N

R E

C O

M M

E N

D E

A P

P R

O V

E D

S U

B M

D E

N E

R E

W E

C H

N C

C H

G E, A

S O

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

1 2 3 4 5 6 7 8 9 10 11 12 D ra w in g

X :\U

\E N

-C W

\J ob s\ S

E W

D w gs

\C A

D \S

E W

-S

-2

.d w g la st s av ed o n

A M w as p lo tte d by T ed ric k, R ob er t C P

O A on

/1 7/

W -9

-0

S E

O . 1

1K B

-1 6-

R -0

M A

AM#3

C R

E E

K T

U N

N E

L R

E P

S S

E W

A R

D , A

AutoCAD SHX Text

18 MAY 2016

AutoCAD SHX Text

AM#3

AutoCAD SHX Text

CORRECT DETAIL CALLOUT

AutoCAD SHX Text

RCT

AutoCAD SHX Text

SIDE WALL ARMOR ANCHORS AT ENDS

SCALE: 1 1/2" = 1'-0"

A S-201 S-501

AXIS

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

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-501 S-201 S-501

AXIS

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

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

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

(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-201 S-501

4" @

LEFT END

NEW WALL

RAILS W/ SQ

CUT ENDS

(E) CONC

TUNNEL

LINER

NOTES:

1. SEE C/S-501 FOR SIMILAR

DETAILS NOT SHOWN

MIN

E X

C A

V A

O N

C R

ANCHOR PLATE DETAIL FOR SPLICED RAILS

SCALE: 3" = 1'-0"

E S-201 S-501

11"

S P

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

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.

S E

-S -5

D E

S-501

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REFERENCE

NUMBER:

SHEET OF

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OF ENGINEERS

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Sheets and Views

G-003 GENERAL NOTES AND ABBREVIATIONS

S-201 RIGHT SIDE WALL CAVITY REPAIR

S-501 RIGHT SIDE WALL CAVITY REPAIR DETAILS I

File details come from the government source that posted it. Updated Nov 14, 2017.