RFB952400-01 - Drawings.pdf

PROJECT LOCATION

DESIGNATED STAGING AREA

AREA OF WORK

SHEET INDEX CERTIFICATIONS

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DOC ASP SALLYPORT TUNNEL & LIVING UNIT B

TUNNEL REPAIR

DAS PROJECT NO: 9524.00

406 N HIGH STREET

ANAMOSA, IA 52205

SHEET LIST

SHEET NAME

G000 COVER SHEET

C101 SITE PLAN

L000 COVER SHEET

LD001 DEMOLITION PLAN

L100 SITE PLAN

L400 PLANTING PLAN

L500 DETAILS

L600 SIGNAGE DETAILS

S000 STRUCTURAL GENERAL INFORMATION AND SPECIAL INSPECTIONS

S101 SALLYPORT TUNNEL PLAN, SECTIONS, AND DETAILS

S102 LIVING UNIT B TUNNEL PHOTOS AND DETAILS

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Matthew A. Mettemeyer

G AND S SHEETS

20396

STRUCTURAL ENGINEER

NOT TO SCALEX

PROJECT MAP

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Kyle Lawson

C SHEETS

P26414

CIVIL ENGINEER

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NOT TO SCALEXX

STAGING MAP

RFB #952400-01

L600 SIGNAGE DETAILS

S000 STRUCTURAL GENERAL INFORMATION AND SPECIAL INSPECTIONS

S101 SALLYPORT TUNNEL PLAN, SECTIONS, AND DETAILS

S102 LIVING UNIT B TUNNEL PHOTOS AND DETAILS

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9-8-2026

9-8-2026

METAL STAIRS

CONCRETE

HIGH BARBED WIRE FENCE

CONCRETE

CONCRETE

CONCRETE

GRASS

GRASS

STANDARD CURB

ROLLED CURB

UNKNOWN UTILITY

8" PCC REINFORCED PAVING - #5 BARS AT

18" SPACING. CONTRACTOR TO USE HIGH

EARLY STRENGTH (M-MIX) CONCRETE TO

MINIMIZE DRIVE CLOSURES (TYP)

MATCH EXISTING GRADES AT

REMOVAL LIMITS (TYP)

7.8'

COORDINATE BARRICADE

RELOCATION WITH FACILITY

PROVIDE POSITIVE DRAINAGE AND

CONSISTENT SLOPES THROUGH

PAVEMENT REPLACEMENT AREA (TYP)

PROTECT EXISTING

PCC PAVING (TYP)

ANAMOSA STATE PENITETIARY

REMOVE AND DISPOSE OF

EXISTING PAVING FULL

DEPTH TO NEAREST JOINT

OR HALF JOINT (TYP)

.1

REMOVE AND REPLACE EXISTING

ROLLED CURB (TYP). MATCH

EXISTING HEIGHT AND STYLE

REMOVE AND REPLACE EXISTING

ROLLED CURB (TYP). MATCH

EXISTING HEIGHT AND STYLE

PROTECT EXISTING BUILDING (TYP)

PROTECT EXISTING FENCING (TYP)

SIDEWALK

CLOSED SIGN

SIDEWALK

CLOSED SIGN

EXISTING OPERABLE GATE (FOR REFERENCE ONLY)

TUNNEL LID - SEE SHEET

S101 FOR DETAILS (TYP)

INSTALL WALKING MAT OVER

TRENCHES AND GRASS TO

CONNECT EXISTING SIDEWALKS

CONTRACTOR TO LOCATE WATER

LINE AND UNKNOWN UTILITY PRIOR

TO CONSTRUCTION AND TO PROTECT

DURING CONSTRUCTION

8" PCC REINFORCED PAVING - #5 BARS AT

18" SPACING. CONTRACTOR TO USE HIGH

EARLY STRENGTH (M-MIX) CONCRETE TO

MINIMIZE DRIVE CLOSURES (TYP)

7.

2'

9.6' 3.6'

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C D E F

PHASING NOTES:

1. EMERGENCY VEHICLE ACCESS SHALL BE

PROVIDED TO THE FACILITY AT ALL TIMES.

2. CONTRACTOR TO PROVIDE MEANS TO

ALLOW EMERGENCY VEHICLE ACCESS

THROUGH PROJECT AREA. GRANULAR

MATERIAL AND STEEL PLATES SHALL BE

MADE AVAILABLE ADJACENT TO ACTIVE

TRENCHING AND CONCRETE REMOVAL

AREAS THROUGHOUT THE PROJECT.

3. STEEL PLATES SHALL BE EMERGENCY

VEHICLE TRAFFIC RATED (1.5" THICK

MINIMUM), SHALL EXTEND AT LEAST 18"

PAST OPENING IN EACH DIRECTION AND

SHALL HAVE EYE BOLTS THAT A CHAIN CAN

EASILY CONNECT TO.

4. CONSTRUCTION SHALL BE PHASED IN A WAY

THAT MAINTAINS EMERGENCY ACCESS

THROUGHOUT THE PROJECT.

CONSTRUCTION STAGING NOTES

1. CONTRACTOR SHALL COORDINATE ALL STAGING AREAS WITH THE FACILITY AND CONSTRUCTION MANAGER.

2. CONTRACTOR SHALL REPLACE ALL PAVEMENT DAMAGED BY CONSTRUCTION ACTIVITIES AT THE END OF CONSTRUCTION.

CONTRACTOR TO PROVIDE PHOTO DOCUMENTATION OF EXISTING CONDITIONS PRIOR TO BEGINNING WORK.

3. CONTRACTOR SHALL PROVIDE BARRICADES, FENCING OR OTHER DEVICES TO KEEP UNAUTHORIZED PERSONNEL OUT OF

PROJECT SITE.

4. CONTRACTOR WILL BE REQUIRED TO HAVE STEEL PLATES OR TEMPORARY ROCK ON SITE TO MAINTAIN EMERGENCY ACCESS AT ALL TIMES. ANYTIME THE CONTRACTOR IS NOT ON SITE THE DRIVES MUST BE LEFT IN A CONDITION THAT

EMERGENCY ACCESS CAN BE PROVIDED.

TRAFFIC AND PEDESTRIAN CONTROL NOTES

1. CONTRACTOR TO COORDINATE WITH FACILITY PRIOR TO CLOSING DOWN GATES DURING CONSTRUCTION. ACCESS TO ADJACENT BUILDINGS, DRIVES, PARKING AND SIDEWALKS ARE TO BE MAINTAINED THROUGHOUT CONSTRUCTION UNLESS

APPROVED BY OWNER.

2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTROL TRAFFIC DURING CONSTRUCTION AND PROVIDE ADEQUATE

TRAFFIC AND PEDESTRIAN CONTROL AND SIGNAGE.

3. CONTRACTOR TO INSTALL AND MAINTAIN CONSTRUCTION FENCE AROUND ALL AREAS OF ACTIVE CONSTRUCTION.

CONTRACTOR SHALL ASSUME PEDESTRIAN TRAFFIC WILL BE IN THE AREA THROUGHOUT THE PROJECT DURATION.

4. CONTRACTOR TO COORDINATE CONSTRUCTION ACCESS, STAGING AND PARKING AREAS WITH FACILITY AND

CONSTRUCTION MANAGER AND MINIMIZE IMPACTS TO FACILITY'S OPERATIONS.

DEMOLITION NOTES

1. REMOVAL REQUIREMENTS SHOWN ON THE PLANS SHOULD BE CONSIDERED MINIMUM REMOVAL AND REPLACEMENT REQUIREMENTS. CONTRACTORS SHALL ADJUST REMOVAL LIMITS AND DIMENSIONS AS REQUIRED BY CONSTRUCTION MEANS AND METHODS AND ACTUAL SITE CONDITIONS. CONTRACTORS SHOULD FACTOR ADDITIONAL ANTICIPATED REMOVAL AND REPLACEMENT REQUIREMENTS INTO THEIR BIDS AS ADDITIONAL COMPENSATION REQUESTS FOR ADJUSTED OR EXPANDED REMOVAL LIMITS REQUIRED BY CONTRACTOR MEANS AND METHODS WILL NOT BE APPROVED.

2. CONTRACTOR SHALL REPLACE AT NO COST TO THE STATE ALL DAMAGED STREETS, DRIVES, SIDEWALKS, CURB AND GUTTER, SIGNS, PAVEMENT MARKINGS, LIGHTS, FENCES AND ALL OTHER SURFACE STRUCTURES NOT SCHEDULED TO BE

REMOVED DURING THE COURSE OF THE WORK.

3. WHERE A SECTION OF PAVEMENT, CURB AND GUTTER OR SIDEWALK IS CUT OR OTHERWISE DAMAGED BY THE CONTRACTOR, THE ENTIRE SECTION SHALL BE REMOVED AND REPLACED. PAVEMENT, CURBS AND GUTTERS AND SIDEWALKS SHALL BE REMOVED TO THE NEAREST JOINT A MINIMUM OF TWO FEET BEYOND THE EDGE OF ALL EXCAVATIONS. CONTRACTOR SHALL DOCUMENT (OR PHOTOGRAPH) ALL CRACKED PCC PAVEMENT OR DAMAGED HMA PAVEMENT PRIOR TO CONSTRUCTION. IF NEW CRACKS IN PCC PAVEMENT DEVELOP OR HMA PAVEMENT IS DAMAGED DUE TO CONSTRUCTION TRAFFIC (EXTENDS BEYOND CONSTRUCTION LIMITS), THE CONTRACTOR SHALL REPLACE THE

DAMAGED AREA AT NO ADDITIONAL COST TO STATE.

GRADING AND EROSION CONTROL NOTES

1. THE DISTURBED CONSTRUCTION AREA IS LESS THAN 1 ACRE, SO AN NPDES GENERAL PERMIT NO. 2 AND STORMWATER

POLLUTION PREVENTION PLAN (SWPPP) ARE NOT REQUIRED.

2. BEST MANAGEMENT PRACTICES (BMPs) AND CONTROLS SHALL CONFORM TO FEDERAL, STATE OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPLICABLE. IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY CONSTRUCTION

MANAGER OR OWNER'S REPRESENTATIVE.

3. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DETAINED AND

PROPERLY TREATED OR DISPOSED.

4. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN

AND CLEAN UP FUEL OR CHEMICAL SPILLS AND LEAKS.

5. DUST ON THE SITE SHALL BE CONTROLLED. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS

FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED.

6. RUBBISH, TRASH, GARBAGE, LITTER OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS.

MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES THROUGH THE ACTION OF WIND OR STORMWATER

DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STATE.

7. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS

MUST BE REMOVED IMMEDIATELY.

8. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE IOWA DNR, US EPA AND LOCAL REGULATIONS DEALING WITH

STORMWATER RUNOFF AND EROSION CONTROL.

9. CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL EXCESS SOIL MATERIAL CREATED BY THE PROJECT

PAVEMENT GENERAL NOTES

1. ALL PROPOSED PAVEMENT PATCHES ARE APPROXIMATE ONLY AND SHOULD BE CONSIDERED MINIMUM REMOVAL EXTENTS. EXTEND AND ADJUST PAVEMENT PATCHES AS REQUIRED WITH PRIOR APPROVAL BY ENGINEER.

2. ALL SLOPES IN PAVEMENT SHALL BE UNIFORM TO AVOID PONDING. ANY PONDING ON PAVEMENT PATCHES, NEW PAVING

OR ADJACENT PAVING WILL BE CONSIDERED UNACCEPTABLE AND SHALL BE REPLACED.

3. USE TYPE "A" COMPACTION PER IOWA DOT STANDARD SPECIFICATIONS ON SUBGRADE AND SUBBASE.

SPECIFICATIONS

THE MOST RECENT EDITION OF THE IOWA STATEWIDE URBAN DESIGN AND SPECIFICATIONS (SUDAS) SHALL APPLY TO ALL SITE

WORK PERFORMED ON THIS PROJECT EXCEPT AS MODIFIED HEREIN.

A. CONCRETE PAVING

CONCRETE: MATERIALS AND MIXING FOR ALL CONCRETE WORK, UNLESS OTHERWISE SPECIFIED, SHALL CONFORM TO IOWA

DOT SPECIFICATIONS FOR AIR-ENTRAINED TYPE M-4 OR C-4 MIX WITH TYPE I CEMENT.

FLY ASH (CONTRACTOR'S OPTION): ASTM C618, TYPE C, NOT TO EXCEED 15% OF CEMENTITIOUS MATERIAL.

COARSE AGGREGATE: DURABILITY SHALL BE CLASS III, 3/4" MAX.

COMPRESSIVE STRENGTH: 2800 PSI @ 7 DAYS AND 4000 PSI @ 28 DAYS

SLUMP: 3" ± 1" or 8" MAXIMUM WITH SUPER PLASTICIZER OR AS APPROVED BY GEOTECHNICAL ENGINEER

AIR CONTENT: 7.0% ± 1.0% OR AS APPROVED BY GEOTECHNICAL ENGINEER

WATER/CEMENT RATIO: NOT TO EXCEED 0.488 FOR TYPE C-4 MIX AND NOT TO EXCEED .400 FOR TYPE M-4 MIX

FINISH: HEAVY BROOM FINISH

TESTING: ONE SET OF TEST CYLINDERS REQUIRED FOR EACH 100 CY, OR PORTION THEREOF, OF CONCRETE POURED PER WORK LOCATION. CONCRETE TESTING TO BE DONE AND PAID FOR BY OWNER. CONTRACTOR SHALL COORDINATE AND

SCHEDULE ALL REQUIRED TESTING AND GEOTECHNICAL WORK WITH CONSTRUCTION MANAGER.

SURFACE CURING: CONTRACTOR SHALL APPLY WHITE PIGMENT LIQUID CURING COMPOUND IN A FINE SPRAY TO FORM CONTINUOUS UNIFORM FILM AFTER FINISHING AND SURFACE MOISTURE HAS DISAPPEARED OR WITHIN 30 MINUTES AFTER

FORMS ARE REMOVED.

SUBMIT CONCRETE MIX DESIGN FOR APPROVAL.

COLD WEATHER CONCRETE: WHEN THE ATMOSPHERIC AIR TEMPERATURE MAY BE EXPECTED TO DROP BELOW 40°F AT THE TIME CONCRETE IS DELIVERED TO THE WORK SITE, DURING PLACEMENT OR AT ANY TIME DURING CURING PERIOD, CONCRETE SHALL BE MIXED, PLACED AND PROTECTED IN ACCORDANCE WITH ACI STANDARD 306, "RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING." IT IS THE OWNER'S PREFERENCE TO AVOID COLD WEATHER CONCRETE AND PROVIDE TEMPORARY

GRANULAR SURFACING FOR SIDEWALK AND PAVING AS REQUIRED.

B. JOINT SEALANT

PAVING JOINTS SHALL BE SEALED PER IOWA DOT SPECIFICATIONS. BACKER ROD SHALL NOT BE USED FOR JOINT SEALING.

C. PAVEMENT JOINTING

PROVIDE IDOT TYPE 'C' JOINTS FOR JOINTS IN DRIVES AND PAVEMENT. PROVIDE JOINTS AT A MAXIMUM SPACING OF 12 FEET

FOR PAVING OR SQUARE PANELS FOR SIDEWALKS.

PROVIDE IDOT TYPE 'RD' OR TYPE 'BT' JOINTS TO TIE INTO EXISTING CONCRETE PAVING.

PROVIDE IDOT TYPE 'DW' JOINTS FOR END OF DAY PAVING.

SAW CUTTING TO BE COMPLETED A MAXIMUM OF 24 HOURS FROM CONCRETE PLACEMENT. RANDOM CRACKING CAUSED BY

DELAYED SAW CUTTING MAY REQUIRE REMOVAL AND REPLACEMENT.

CONTRACTOR TO PROVIDE OWNER'S REPRESENTATIVE WITH A POURING SEQUENCE AND JOINTING PLAN FOR APPROVAL

PRIOR TO PAVING.

NORTH

1 8" REINFORCED PCC PAVING

TUNNEL CAP, SEE STRUCTURAL

PLANS AND DETAILS

SEE STRUCTURAL

DETAIL FOR DOWELING

BARS INTO TUNNEL CAP

6" MODIFIED SUBBASE

(IDOT GRADATION 14)

12" SCARIFIED AND

RECOMPACTED SUBGRADE (95%

STANDARD PROCTOR DENSITY)

#5 TRANSVERSE

BARS AT 18" O.C.

#5 LONGITUDINAL

BARS AT 18" O.C.

8" PCC PAVING

TUNNEL WALL

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1. CODES:

A. INTERNATIONAL BUILDING CODE (IBC) 2024

B. AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318)

C. AMERICAN SOCIETY OF CIVIL ENGINEERS AND STRUCTURAL ENGINEERING INSTITUTE

(ASCE/SEI 7) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

2. DESIGN LOADS PER THE 2024 IBC (RISK CATEGORY II)

A. DEAD LOADS

STRUCTURE SELF WEIGHT AS SHOWN

B. LIVE LOADS

ROOF LID HS-20

C. ROOF SNOW LOAD

GROUND SNOW LOAD, Pg 25 PSF FLAT ROOF SNOW LOAD, Pf 21 PSF SNOW EXPOSURE FACTOR, Ce 1.0 SNOW IMPORTANCE FACTOR, Is 1.2 THERMAL FACTOR, Ct 1.0

D. DEFLECTION CRITERIA

a. FLOOR LIVE LOAD L/360

DESIGN INFORMATION

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL PROJECT DRAWINGS AND

SPECIFICATIONS. REFER TO ALL DRAWINGS FOR THE COORDINATION OF THE WORK IN THIS

PROJECT.

2. THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS.

MAJOR DETAILS HAVE BEEN SHOWN ON THE DRAWINGS. HOWEVER, CERTAIN MINOR DETAILS

MUST BE WORKED OUT IN THE FIELD OR SHOP DRAWING PROCESS BY THE CONTRACTOR.

3. UNLESS NOTED OTHERWISE, DETAILS SHOWN ON DRAWINGS ARE TO BE CONSIDERED TYPICAL

FOR ALL SIMILAR CONDITIONS.

4. THE STRUCTURE IS DESIGNED TO BE STABLE AND SELF-SUPPORTING AFTER THE STRUCTURE

IS FULLY ERECTED AND ALL CONNECTIONS ARE COMPLETED. UNLESS NOTED OTHERWISE, THE

DRAWINGS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND SEQUENCING

TO ENSURE THE SAFETY OF THE STRUCTURE AND ITS COMPONENT PARTS DURING ERECTION.

THIS INCLUDES THE ADDITION TEMPORARY BRACING, GUYS AND TIE-DOWNS NECESSARY FOR

THE ERECTION PROCESS.

5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW THE APPLICABLE SAFETY CODES

AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.

6. CONTRACTOR'S CONSTRUCTION AND ERECTION SEQUENCE SHALL CONSIDER THE EFFECTS OF

THERMAL MOVEMENTS OF THE STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

7. EXISTING CONDITIONS:

A. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS

RELATING TO EXISTING CONSTRUCTION AND EXISTING SERVICES ON SITE. THE

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LOCATIONS OF EXISTING COLUMNS,

WALLS, OPENINGS, ETC, WITH THE DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.

ANY DISCREPANCIES WITH THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE

ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK.

B. DURING CONSTRUCTION THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH

ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY).

SUCH CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR REQUIRE

PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION. IT MAY ALSO

CONSIST OF DAMAGED OR DETERIORATION OF STRUCTURAL MATERIALS OR COMPONENTS

WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE STRUCTURE. THE

CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES WHICH MAY INTERFERE

WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY

OF THE STRUCTURE PRIOR TO PROCEEDING WITH THE WORK RELATED TO SUCH

DISCOVERIES.

C. DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE CONTRACTOR'S

RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO

PROTECT IT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.

D. CONTRACTOR SHALL INVESTIGATE THE SITE DURING EARTHWORK OPERATIONS FOR FILL

MATERIAL OR BURIED STRUCTURES. IMMEDIATELY, NOTIFY THE ENGINEER IF ANY SUCH

MATERIALS OR STRUCTURES ARE DISCOVERED.

8. STRUCTURAL COORDINATION

A. EXCESS COST DUE TO VARIATION IN THE STRUCTURE TO ACCOMMODATE A SUBSTITUTION

OR ALTERNATE MANUFACTURER(S) FROM THE LISTED BASIS OF DESIGN SHALL BE BORNE

BY THE CONTRACTOR.

9. BEFORE SUBMITTING A BID, EACH BIDDER SHALL VISIT THE SITE AND BECOME FULLY

ACQUAINTED WITH THE EXISTING CONDITIONS, CONSTRUCTION REQUIREMENTS,

RESTRICTIONS, QUANTITIES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK. THE BID

SHALL INCLUDE ALL ITEMS REQUIRED TO COMPLETE THE WORK WITHIN THE EXISTING

CONDITIONS. DISRUPTION OF THE OWNERS NORMAL ACTIVITIES AROUND THE CONSTRUCTION

SITE SHALL BE KEPT TO A MINIMUM.

10. THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS AND OMISSIONS BY THE

CONTRACTOR DURING CONSTRUCTION SHALL BE BORNE BY THE RESPONSIBLE CONTRACTOR.

11. ANY ENGINEERING DESIGN PROVIDED BY OTHER AND SUBMITTED FOR REVIEW OR RECORD

SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT EXISTS.

12. CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE OWNER TO ESTABLISH

CONSTRUCTION SEQUENCING AROUND ANY OCCUPIED AREAS. CONTRACTOR SHALL NOT

PROCEED TO OCCUPIED AREAS UNTIL AUTHORIZED BY THE OWNER.

13. ALL ELEMENTS AND SURFACES DAMAGED BY DEMOLITION, BUT NOT SCHEDULED FOR REMOVAL

SHALL BE REPAIRED AND REFINISHED TO MATCH THE ADJACENT SURFACES AT NO ADDITIONAL

COST TO THE OWNER.

14. CONTRACTOR SHALL REMOVE ALL DEBRIS AND WASTE MATERIALS RESULTING FROM

CONSTRUCTION FROM THE SITE, UNLESS NOTED OTHERWISE.

15. CONTRACTOR SHALL MINIMIZE CREATION OF DUST, DIRT AND WINDBORNE DEBRIS FROM

BLOWING ACROSS THE SITE AND ONTO ADJACENT SITES.

16. CONTRACTOR SHALL COVER ANY EXTERIOR OPENING WITH TEMPORARY CLOSURES WHEN NOT

WORKING ON SITE TO PROTECT THE INTERIOR SPACES FROM WEATHER, INSECTS, RODENTS

AND INTRUDERS.

17. TUNNELS CANNOT BE LEFT OPEN OVERNIGHT. AT END OF WORKDAY, ANY DEMOLISHED LID

EITHER HAS TO BE REPLACED WITH NEW CONCRETE LID OR TEMPORARY STEEL PLATE

SCREWED DOWN.

18. ANY EQUIPMENT BROUGHT IN AT THE BEGINNING OF THE WORK DAY NEEDS TO TAKEN OUT AT

THE END OF THE WORK DAY AND NOT LEFT INSIDE THE SECURED PERIMETER.

19. CONCRETE TRUCKS CANNOT LEAVE THE DRIVEWAY INSIDE THE SECURED PERIMETER.

CONCRETE BUGGIES NEED TO BE USED TO CARRY CONCRETE BEYOND THE DRIVEWAY TO THE

LID POURS.

20. PROVIDE A CONCRETE POUR SCHEDULE THAT SHOWS HOW PEDESTRIAN ACCESS IS

MAINTAINED TO ALL LOCATIONS. CONTRACTOR CANNOT BLOCK ALL ENTRANCES TO ANY ONE

BUILDING AT ONE TIME.

GENERAL NOTES

1. ALL CONCRETE SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE AMERICAN

CONCRETE INSTITUTES PUBLICATIONS: ACI 301, ACI 305.1, ACI 306.1, ACI 315, AND ACI 318

UNLESS NOTED OTHERWISE.

2. CONCRETE COMPRESSIVE STRENGTH (28 DAY)(F'c)

FOUNDATION WALLS 4000 PSI

ELEVATED SLAB 4000 PSI

3. CONCRETE REINFORCEMENT STANDARDS:

DEFORMED BARS ASTM A615 Fy = 60 KSI EPOXY COATED REINFORCING ASTM A775 Fy = 60 KSI

4. ALL CONCRETE SHALL BE STONE AGGREGATE UNLESS NOTED OTHERWISE. SUBMIT MIX DESIGN

AND DOCUMENTATION FOR APPROVAL PER ACI 318.

5. REINFORCEMENT PROTECTION

A. CONCRETE PLACED AGAINST EARTH - 3"

B. CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

a. BARS #5 AND SMALLER - 1 1/2"

b. BARS LARGER THAN #5 - 2"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, WALLS, AND JOISTS - 3/4"

b. BEAMS, COLUMNS - 1 1/2"

6. WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE, NUMBER AND SPACING OF THE MAIN

REINFORCING UNLESS NOTED OTHERWISE.

7. ALL SPLICES, STANDARD HOOKS, AND DEVELOPMENT LENGTHS TO BE PER THE REFERENCED

EDITION OF ACI 318. MAKE BARS CONTINUOUS AROUND CORNERS. ALL SPLICES SHALL BE BY

CONTACT LAP.

8. ALL SPLICES SHALL BE A CLASS "B" TENSION SPLICE AS DEFINED IN ACI 318. PROVIDE LAP

SPLICES LENGTHS AS FOLLOWS:

LAP SPLICE LENGTHS GIVEN, ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS,

AND A MINIMUM CLEAR COVER OF 1 BAR DIAMETER. TOP BARS ARE DEFINED AS HORIZONTAL

BARS WITH MORE THAN 12" ON FRESH CONCRETE BENEATH THE BARS.

9. WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE, UNLESS APPROVED BY THE

ENGINEER.

10. CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE WORK MUST BE MADE AT CENTER OF

SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS,

UNLESS OTHERWISE SHOWN.

11. THERE SHALL BE NO ADDITIONAL OPENINGS LARGER THAN 10" IN CONCRETE WALLS AND SLABS

NOT SHOWN. REFER TO CONCRETE OPENING DETAIL FOR ADDITIONAL REINFORCEMENT

AROUND OPENINGS.

12. REINFORCING STEEL SHALL BE SECURELY FASTENED INTO FORMS PRIOR TO POURING

CONCRETE. WET SETTING OF REINFORCING STEEL WILL NOT BE ACCEPTED PER ACI.

13. CONCRETE MIX

COARSE AGGREGATE 100% PASSING 1" SIEVE

FINE AGGREGATE 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO 0.5

SLUMP (WITH WATER REDUCER) 4" TO 6"

AIR CONTENT 6% +/- 1.5%

14. ALL CONCRETE SHALL HAVE INTEGRAL CRYSTALLINE WATERPROOFING ADMIXTURE AND SALT

GUARD, PER SPECIFICATIONS.

15. ALL REINFORCING STEEL FOR STEAM TUNNEL SHALL BE EPOXY-COATED AND 60 KSI YIELD

STRENGTH, UNLESS NOTED OTHERWISE.

16. ALL EXPANSION ANCHORS SHALL BE STAINLESS STEEL KWIK BOLT TZ BY HILTI OR APPROVED

EQUIVALENT, 4" EMBED.

17. ALL EPOXY-DRILLED REBAR SHALL BE INSTALLED WITH C6 EPOXY ADHESIVE BY RED HEAD OR

APPROVED EQUIVALENT. ALL THREADED ROD TO BE STAINLESS STEEL.

18. WHERE CONCRETE IS TO BE CAST AGAINST EXISTING CONCRETE, PREPARE SURFACE OF

EXISTING BY REMOVING ALL SPALLS, CORROSION, AND LOOSE CONCRETE.

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

TYPICAL

19"

25"

31"

37"

54"

62"

70"

79"

87"

TOP BARS

25"

33"

41"

49"

71"

81"

91"

102"

114"

4000 PSI

CAST-IN-PLACE CONCRETE

1. STRUCTURAL STEEL SHALL CONFORM TO THE REFERENCED EDITION OF THE AISC

"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".

2. STRUCTURAL STEEL MATERIAL STANDARDS

WIDE FLANGE SECTIONS ASTM A992 Fy = 50 KSI ANGLES, CHANNELS & PLATES ASTM A36 Fy = 36 KSI SQUARE AND RECTANGULAR HSS ASTM A500, GR C Fy = 50 KSI ROUND HSS ASTM A500, GR C Fy = 46 KSI STANDARD PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI

3. STRUCTURAL STEEL CONNECTION STANDARDS:

HIGH STRENGTH BOLTS ASTM F3125 GRADE A325

HEAVY HEX NUT ASTM A563

WASHERS ASTM F436

ANCHOR RODS ASTM F1554 GRADE 36

HEADED WELDED STUDS ASTM A108 TYPE B

WELDING ELECTRODES (CARBON STEEL) AWS 5.1, E70XX

4. WELDING SHALL BE IN ACCORDANCE WITH STRUCTURAL WELDING CODE, AWS D1.1, LATEST

EDITION, AND SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY USING PROPER

ELECTRODES FOR MATERIAL BEING WELDED. PROVIDE WELD SIZE IN ACCORDANCE WITH AISC

SPECIFICATIONS, BUT NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED.

5. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH RCSC -

"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." SEE DRAWINGS

FOR BOLTS SIZES. USE 3/4" DIAMETER, A325 BOLTS UNLESS NOTED OTHERWISE.

6. ALL BOLTED CONNECTIONS ARE BEARING TYPE, UNLESS INDICATED AS TENSION CONTROLLED

(TC) OR SLIP CRITICAL (SC). PROVIDE STANDARD HOLES FOR BEARING TYPE CONNECTION

WHICH ARE 1/16" WIDER DIAMETER THAN THE BOLT.

7. ALL EXTERIOR EXPOSURE STEEL FRAMING, STEEL LINTEL ASSEMBLIES, BRICK RELIEF ANGLES

AND CONNECTORS SHALL BE HOT DIPPED GALVANIZED. ITEMS INDICATED TO BE GALVANIZED

SHALL BE HOT-DIP GALVANIZED IN COMPLIANCE WITH ASTM A123.

8. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL SCALE AND

OTHER FOREIGN MATERIALS. STEEL SHALL BE HAND TOOLED CLEANED (SSPC-SP2) OR POWER

TOOL CLEANED (SSPC-SP3).

9. ALL STRUCTURAL STEEL WILL HAVE ONE COAT OF FABRICATOR'S STANDARD LEAD AND

CHROMATE-FREE RUST INHIBITIVE PRIMER APPLIED PRIOR TO DELIVERY TO THE JOB SITE

UNLESS NOTED OTHERWISE. ALL AREAS OF STRUCTURAL STEEL MEMBERS IN WHICH THE

PRIMER COATED SURFACE IS DAMAGED DURING CONSTRUCTION SHALL BE TOUCHED UP WITH

MATCHING PRIMER.

10. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF

OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF

RECORD.

11. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORES, GUYS, BRACES AND OTHER

SUPPORTS DURING ERECTION TO KEEP STRUCTURAL STEEL SECURE, PLUMB AND IN

ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS AND LOADS EQUAL TO DESIGN

LOADS. REMOVE ALL TEMPORARY SUPPORTS WHEN PERMANENT STRUCTURAL STEEL

FRAMING AND CONNECTIONS ARE COMPLETED.

12. MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL WITHIN AISC 303, "CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."

13. DO NOT ENLARGE MISALIGNED BOLT HOLES BY BURNING OR THERMAL CUTTING. REAM HOLES

THAT MUST BE ENLARGED TO INSTALL BOLTS.

STRUCTURAL STEEL

1. CONTRACTOR SHALL SUBMIT FOR REVIEW AND APPROVAL THE FOLLOWING SUBMITTALS FOR

EACH MATERIAL INDICATED BELOW.

2. CONCRETE REINFORCING

A. SUBMIT CONCRETE REINFORCEMENT SHOP DRAWINGS IN ACCORDANCE WITH ACI 315 FOR

APPROVAL.

a. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL", PUBLICATION SP-66 AND

THE LATEST EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE".

3. CAST-IN-PLACE CONCRETE

A. SUBMIT CONCRETE MIX DESIGNS FOR EACH APPLICATION LOCATION INDICATED IN THE

DRAWINGS.

4. CONCRETE POUR SCHEDULE

A. SUBMIT CONCRETE POUR SCHEDULE FOR REVIEW BY FACILITY AND EOR PRIOR TO

POURING ANY CONCRETE.

SUBMITTALS

6. THE SPECIAL INSPECTION AND QUALITY ASSURANCE PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF HIS OR HER RESPONSIBILITY TO

PERFORM QUALITY CONTROL.

INTERIM REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL INSPECTIONS, TESTING AND CORRECTIONS OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY. JOB SITE SAFETY AND MEANS AND METHODS OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

THE QUALIFICATIONS OF ALL PERSONNEL PERFORMING SPECIAL INSPECTION AND TESTING ACTIVITIES ARE SUBJECT TO THE APPROVAL OF THE BUILDING OFFICIAL. THE CREDENTIALS OF ALL INSPECTORS AND TESTING TECHNICIANS SHALL BE PROVIDED IF REQUESTED.

KEY FOR MINIMUM QUALIFICATIONS OF INSPECTION AGENTS:

WHEN THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE DEEMS IT APPROPRIATE THAT THE INDIVIDUAL PERFORMING A STIPULATED TEST OR INSPECTION HAVE A SPECIFIC CERTIFICATION OR LICENSE AS INDICATED BELOW, SUCH DESIGNATIONS SHALL APPEAR

BELOW THE AGENT ON THE SCHEDULE.

ICC-PCSI PRESTRESSED CONCRETE SPECIAL INSPECTOR

NATIONAL INSTITUTE OF CERTIFICATION IN ENGINEERING TECHNOLOGIES (NICET)

NICET-CT CONCRETE TECHNICIAN - LEVELS I, II, III, & IV

NICET-ST SOILS TECHNICIAN - LEVELS I, II, III & IV

NICET-GET GEOTECHNICAL ENGINEERING TECHNICIAN - LEVEL I, II, III & IV

EXTERIOR DESIGN INSTITUTE (EDI) CERTIFICATION

EDI-EIFS EIFS THIRD PARTY INSPECTOR

CONTRACTOR'S RESPONSIBILITY REGARDING INSPECTIONS

1. THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A PRE-CONSTRUCTION MEETING (SCHEDULED AT LEAST 5 BUSINESS DAYS BEFORE START OF CONSTRUCTION). MEETING SHOULD INCLUDE ALL RESPONSIBLE PARTIES (A/E, SI'S, FIELD INSPECTOR). MEETING IS FOR ENTIRE

PROJECT, NOT PHASE OF WORK.

2. PRE-CONSTRUCTION MEETING IS TO BE CONDUCTED BY THE CONTRACTOR WITH MEETING MINUTES TO BE TAKEN AND DISTRIBUTED TO ALL

MEMBERS ATTENDING. MEETING MINUTES TO INCLUDE A SIGN-IN SHEET FOR ALL PARTIES.

3. THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING INSPECTIONS AND TESTS. SUFFICIENT NOTICE AND LEAD TIME MUST BE ALLOWED FOR THE INSPECTION AND TESTING TO BE PERFORMED WITHOUT IMPENDING CONSTRUCTION OPERATIONS.

4. THE CONTRACTOR MUST COOPERATE WITH THE INSPECTIONS AND TESTING AGENCIES. SAFE ACCESS MUST BE PROVIDED TO ALL INSPECTION AND TEST TO BE PERFORMED. THIS MAY REQUIRE THE CONTRACTOR TO PROVIDE SCAFFOLDING, LADDERS OR LIFTS.

5. WHEN DEFICIENCIES ARE IDENTIFIED, THE CONTRACTOR MUST TAKE CORRECTIVE ACTIONS TO COMPLY WITH THE CONTRACT DOCUMENTS

OR REMEDY THE DEFICIENCIES AS DIRECTED BY THE REGISTERED DESIGN PROFESSIONAL.

STATEMENT OF SPECIAL INSPECTIONS

THIS STATEMENT OF SPECIAL INSPECTIONS IS SUBMITTED AS A CONDITION FOR PERMIT ISSUANCE IN ACCORDANCE WITH THE SPECIAL INSPECTION AND STRUCTURAL TESTING REQUIREMENTS OF THE BUILDING CODE. IT INCLUDES A SCHEDULE OF SPECIAL INSPECTION SERVICES APPLICABLE TO THE STRUCTURAL COMPONENTS OF THIS PROJECT. IF APPLICABLE, IT INCLUDES REQUIREMENTS FOR SEISMIC RESISTANCE AND/OR REQUIREMENTS FOR WIND RESISTANCE. THIS STATEMENT OF SPECIAL INSPECTIONS ENCOMPASSES THE FOLLOWING DISCIPLINES:

[X] STRUCTURAL [ ] MECHANICAL / ELECTRICAL / PLUMBING

[ ] ARCHITECTURAL [ ] OTHER

THE SPECIAL INSPECTION COORDINATOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.

THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF HIS OR HER RESPONSIBILITIES.

AWS-CWI CERTIFIED WELDING INSPECTOR

AWS/AISC-SSI CERTIFIED STRUCTURAL STEEL INSPECTOR

AMERICAN SOCIETY OF NON-DESTRUCTIVE TESTING (ASNT) INSPECTION

ASNT NON-DESTRUCTIVE TESTING TECHNICIAN - LEVEL II OR III

INTERNATIONAL CODE COUNCIL (ICC) CERTIFICATION

ICC-SMSI STRUCTURAL MASONRY SPECIAL INSPECTOR

ICC-SFSI SPRAY-APPLIED FIREPROOFING SPECIAL INSPECTOR

ICC-RCSI REINFORCED CONCRETE SPECIAL INSPECTOR

ICC-SWSI STRUCTURAL STEEL AND WELDING SPECIAL INSPECTOR

PE/SE STRUCTURAL ENGINEER - A LICENSED SE OR PE SPECIALIZING IN THE DESIGN OF BUILDING STRUCTURE

EIT ENGINEER-IN-TRAINING - A GRADUATE ENGINEER WHO HAS PASSED THE FUNDAMENTS OF ENGINEERING EXAMINATION

AMERICAN CONCRETE INSTITUTE (ACI) CERTIFICATION

ACI-CFTT CONCRETE FIELD TESTING TECHNICIAN - GRADE 1

ACI-CCI CONCRETE CONSTRUCTION INSPECTOR

ACI-LTT LABORATORY TESTING TECHNICIAN - GRADE 1 & 2

ACI-STT STRENGTH TESTING TECHNICIAN

AMERICAN WELDING SOCIETY (AWS) CERTIFICATION

FIELD INSPECTION ACI-CCI

ICC-RCSI

ICC-RCSI

6. INSPECTION FOR MAINTENANCE OF

SPECIFIED CURING TEMPERATURE AND

TECHNIQUES

FIELD INSPECTION PERIODIC ACI-CCI

3. REVIEW CONCRETE BATCH TICKETS AND

VERIFY COMPLIANCE WITH APPROVED MIX

DESIGN. VERIFY THAT WATER ADDED AT

THE SITE DOES NOT EXCEED THAT

ALLOWED BY THE MIX DESIGN

FIELD INSPECTION PERIODIC ACI-CCI

ICC-RCSI

4. TEST CONCRETE COMPRESSIVE

STRENGTH (ASTM C31 & C39), SLUMP

(ASTM C143), AIR-CONTENT (ASTM C231 OR

C173) AND TEMPERATURE (ASTM C1064).

FIELD INSPECTION CONTINUOUS ACI-CFTT

ACI-STT

5. INSPECT PLACEMENT OF CONCRETE.

VERIFY THAT CONCRETE CONVEYANCE

AND DEPOSITING AVOIDS SEGREGATION

OR CONTAMINATION. VERIFY THAT

CONCRETE IS PROPERLY CONSOLIDATED.

FIELD INSPECTION CONTINUOUS ACI-CCI

2. INSPECTION OF ANCHORS AND

REINFORCING STEEL POST-INSTALLED IN

HARDENED CONCRETE: PER RESEARCH

REPORTS INCLUDING VERIFICATION OF

ANCHOR TYPE, ANCHOR DIMENSIONS,

HOLE DIMENSIONS, HOLE CLEANING

PROCEDURES, ANCHOR SPACING, EDGE

DISTANCES, CONCRETE MINIMUM

THICKNESS, ANCHOR EMBEDMENT AND

TIGHTENING TORQUE

PERIODIC OR AS

REQUIRED BY THE

RESEARCH REPORT

ISSUED BY AN

APPROVED SOURCE

CONCRETE CONSTRUCTION SERVICE EXTENT AGENT

1. INSPECT SIZE, SPACING, COVER,

POSITIONING AND GRADE OF

REINFORCING STEEL. VERIFY THAT

REINFORCING BARS ARE FREE OF FORM

OIL OR OTHER DELETERIOUS MATERIALS.

INSPECT BAR LAPS AND MECHANICAL

SPLICES. VERIFY THAT BARS ARE

ADEQUATELY TIED AND SUPPORTED OF

CHAIRS OR BOLSTERS.

FIELD INSPECTION PERIODIC

ACI-CCI

ICC-RCSI

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MAX ROOF OPENING ALONG

TUNNEL WITHOUT INTERIOR

WALL SHORING IS 8'-0"

FIELD VERIFY ROOF

THICKNESS DURING

DEMOLITION

REMOVE PORTION OF WALL

WITH LOOSE STONE OR

MASONRY - APPROX 20'-0"

PROVIDE TEMPORARY

SUPPORT FOR EXISTING

UTILITIES DURING

CONSTRUCTION

3'-10"

F V

EXISTING STONE

MASONRY WALLS

TO REMAIN

F V

#5 AT 9" OC

TRANSVERSE BARS

C L R

#5 DOWEL AT 18" OC, DRILL AND

EPOXY INTO STONE WALL WITH

SIMPSON SET-3G (5" EMBED)

AS

REQ'D

#5 DOWEL AT 18" OC,

DRILL AND EPOXY,

WRAPPED IN BUILDING

C L R

#5 AT 12" OC

LONGITUDINAL BARS

PROVIDE NEW WALL MOUNTED

SUPPORT BRACKET FOR 6

CABLES @ 8'-0" OC

TEMPORARILY REMOVE

EXISTING LIGHT FIXTURE AND

REMOUNT INTO NEW

CONCRETE AT TWO LOCATIONS

REINFORCED PAVEMENT

PER CIVIL, TYP

#5 BARS @ 12" OC

SAWCUT AND REMOVE EXISTING

TUNNEL LID AND PORTION OF

EAST WALL - REFER TO 5/S101

EXISTING TUNNEL

TO REMAIN

CONCRETE CORNER

REPAIR - REFER TO

3/S102 AND 4/S102

EXISTING TUNNEL TO REMAIN

MAXIMUM ROOF OPENING

ALONG TUNNEL WITHOUT

INTERIOR WALL SHORING IS 8'-0"

TEMPORARILY REMOVE

EXISTING LIGHT FIXTURE AND

REMOUNT INTO NEW CONCRETE

AT 2 LOCATIONS

PROVIDE NEW WALL MOUNTED

SUPPORT BRACKET FOR 6

CABLES @ 8'-0" OC

TRAPEZE SUPPORT

TO BE REPLACED AT

2 LOCATIONS

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01" = 1'-0"

TYPICAL SALLYPORT TUNNEL DEMOLITION SECTION

1'-6" 01" = 1'-0"

TYPICAL SALLYPORT TUNNEL NEW LID AND WALL

SECTION

1'-6"

NOT TO SCALE2

PHOTO OF TUNNEL AT SALLYPORT

01" = 20'-0"

SALLYPORT TUNNEL EXISTING CONDITIONS AND

DEMOLITION PLAN

30'

.7

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NOT TO SCALE5

EXISTING UTILITIES TO SUPPORT

01/4" = 1'-0"

EXISTING UTILITIES TO SUPPORT

6'

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EXISTING TUNNEL WALL

(66" HEIGHT)

2'-0"

CORE DRILL THROUGH PAVEMENT

ABOVE TO POUR BULKHEAD AND

INSTALL BACKFILL. PATCH

PAVEMENT TO MATCH EXISTING

BACKFILL VOID WITH FREE

DRAINING GRANULAR FILL

EXISTING TUNNEL STONE WALL

POUR BULKHEAD AGAINST MISSING

STONES, ALLOW CONCRETE TO

FILL IN MISSING STONES

(2) #5 VERTICAL BARS, DRILL AND

EPOXY INTO FLOOR WITH

SIMPSON SET-3G (4" EMBED)

#5 DOWELS AT 12" OC, DRILL AND

EPOXY INTO MASONRY WALL

WITH SIMPSON SET-3G (4" EMBED)

COORDINATE DISRUPTION

WITH FACILITY

EXISTING TUNNEL WALL

EXISTING TUNNEL

STONE WALL

POUR AGAINST MISSING

STONES, ALLOW

CONCRETE TO FILL IN

MISSING STONES

(55" HEIGHT)

1'-2"

CORE DRILL THROUGH

PAVEMENT ABOVE TO POUR

BULKHEAD AND INSTALL

BACKFILL. PATCH PAVEMENT

TO MATCH EXISTING

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01" = 1'-0"

PHOTO OF TUNNEL EAST CORNER TO REPAIR

1'-6" 01" = 1'-0"

PHOTO OF TUNNEL WEST CORNER TO REPAIR

1'-6"

01" = 1'-0"

TUNNEL WEST CORNER REPAIR PLAN

1'-6"01" = 1'-0"

TUNNEL EAST CORNER REPAIR PLAN

1'-6"

/0

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