RFB938601-01 - Drawings.pdf

PROJECT LOCATION

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SHEET INDEX CERTIFICATIONS

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ANAMOSA STATE PRISON TUNNEL REPAIRS

DAS PROJECT NO: 9386.01

406 N HIGH STREET

ANAMOSA, IA 52205

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SHEET LIST

SHEET NAME

GENERAL

G000 COVER SHEET

STRUCTURAL

S000 STRUCTURAL GENERAL INFORMATION AND SPECIAL

INSPECTIONS

S001 GENERAL NOTES

S100 SITE PLAN

S101 NORTH TUNNEL PLANS

S102 SOUTH TUNNEL PLANS

S200 TYPICAL SECTIONS

S300 PHOTOS

S500 DETAILS

S501 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.

{{t:s;r:y;o:"Structural";w:140;h:25;}}

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Christopher R. Marvin

ALL

P27417

STRUCTURAL ENGINEER

NOT TO SCALEA3

PROJECT MAP

RFB #938601-01

10/30/2024

1. CODES:

A. INTERNATIONAL BUILDING CODE (IBC) 2021

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 2021 IBC (RISK CATEGORY II)

A. DEAD LOADS

STRUCTURE SELF WEIGHT AS SHOWN

B. LIVE LOADS

TYPICAL ROOF LIVE LOAD - 20 PSF

ROOF LID 100 PSF

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 WELDED WIRE REINFORCEMENT (WWR) ASTM A1064 Fy = 65 KSI

SYNTHETIC MACRO FIBER REINFORCING ASTM C1116

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 - FOUNDATION WALLS

COARSE AGGREGATE 100% PASSING 1" SIEVE

FINE AGGREGATE 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO 0.45

SLUMP (NO WATER REDUCER) 4" +/- 1"

SLUMP (WITH WATER REDUCER) 4" TO 8"

AIR CONTENT 6% +/- 1.5%

14. CONCRETE MIX - ELEVATED SLAB

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%

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. 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.

5. TUNNEL LID HATCH

A. SUBMIT CUTSHEET OF PROPOSED HATCH FOR REVIEW BY FACILITY, CONSTRUCTION

MANAGER, AND EOR PRIOR TO CONSTRUCTION.

6. TUNNEL HATCH LADDER

A. SUBMIT CUTSHEET OR SHOP DRAWINGS FOR REVIEW BY FACILITY, CONSTRUCTION

MANAGER, AND EOR.

7. TUNNEL PIPE PASS

A. SUBMIT SHOP DRAWINGS FOR REVIEW BY FACILITY, CONSTRUCTION MANAGER, AND EOR.

SUBMITTALS

FIELD INSPECTION ACI-CCI

ICC-RCSI

CONTINUOUS

C. SHEAR REINFORCEMENT CONTINUOUS

ICC-RCSI

8. INSPECTION FOR MAINTENANCE OF

SPECIFIED CURING TEMPERATURE AND

TECHNIQUES

FIELD INSPECTION PERIODIC ACI-CCI

5. 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

2. REINFORCING STEEL WELDING FIELD INSPECTION

A. VERIFICATION OF WELDABILITY OF

STEEL OTHER THAN ASTM A707

PERIODIC

B. REINFORCING STEEL RESISTING

FLEXURAL AND AXIAL FORCES IN

INTERMEDIATE AND SPECIAL MOMENT

FRAMES, BOUNDARY ELEMENTS OF

SPECIAL CONCRETE STRUCTURAL

WALLS AND SHEAR REINFORCEMENT

6. 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

7. 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

3. INSPECT SIZE, POSITIONING AND

EMBEDMENT OF ANCHOR RODS. INSPECT

CONCRETE PLACEMENT AND

CONSOLIDATION AROUND ANCHORS

FIELD INSPECTION PERIODIC

4. 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

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

PERFORM QUALITY CONTROL.

7. THE CONTRACTOR IS RESPONSIBLE FOR TESTING SERVICES THAT ARE REQUIRED FOR MATERIAL SUBMITTALS AND THAT NOT PART OF THE SPECIAL INSPECTIONS PROGRAM (E.G. AGGREGATE TESTS, CONCRETE MIX DESIGNS, TESTING OF CONTROLLED FILL, MATERIALS, ETC.).

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

PE/GE GEOTECHNICAL ENGINEER - A LICENSED PE SPECIALIZING IN SOIL MECHANICS AND FOUNDATIONS

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

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

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CONSTRUCTION STAGING NOTES

1. CONTRACTOR SHALL COORDINATE ALL STAGING AREAS AND CONSTRUCTION ACCESS REQUIREMENTS 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 RESTORE ALL DISTURBED AREAS NOT TO BE PAVED TO THEIR ORIGINAL CONDITION AT THE END OF CONSTRUCTION. ALL DISTURBED AREAS SHALL BE SCARIFIED, TILLED AND SODDED. CONTRACTOR TO PROVIDE PHOTO

DOCUMENTATION PRIOR TO BEGINNING WORK.

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

PROJECT SITE.

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 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. ALL LANDSCAPING, INCLUDING TREES, SHRUBS AND PERENNIALS NOT CALLED OUT TO BE REMOVED OR APPROVED FOR REMOVAL BY CONSTRUCTION MANAGER, SHALL BE PROTECTED AND REPLACED AT NO COST TO THE STATE IF DAMAGED DURING CONSTRUCTION. REPLACE TREES WITH (1) EQUIVALENT TREE UP TO 6" CALIPER AND (1) ADDITIONAL TREE FOR EVERY 6" CALIPER BEYOND THAT. ALL PLANTS THAT ARE DESTROYED OR DAMAGED SHALL BE REPLACED WITH NEW PLANTS

OF THE EQUIVALENT TYPE.

4. 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..

PAVEMENT GENERAL NOTES

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

APPROVAL BY CONSTRUCTION MANAGER.

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 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

AIR CONTENT: 7.0% ± 1.0%

WATER/CEMENT RATIO: NOT TO EXCEED 0.53

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. EXPANSION JOINT FILLER

CLOSED CELL POLYETHYLENE WITH STRIP-OFF CAP FOR SEALANT.

C. JOINT SEALANT

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

D. PAVEMENT JOINTING

PROVIDE IDOT TYPE 'C' JOINTS FOR JOINTS UNLESS OTHERWISE NOTED. PROVIDE JOINTS AT A MAXIMUM SPACING OF 12 FEET FOR PAVING OR SQUARE PANELS TO MATCH EXISTING SIDEWALK JOINT PATTERNS FOR SIDEWALKS.

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

E. GRANULAR SURFACING MATERIAL

CRUSHED STONE GRANULAR SUBBASE MATERIAL SHALL BE PROVIDED AND PLACED ACCORDING TO IOWA DOT SPECIFICATIONS.

MATCH EXISTING MATERIAL SIZE AND GRADATION.

F. TRENCH EXCAVATION AND BACKFILL

BEDDING AND BACKFILL MATERIAL: SHALL COMPLY WITH IOWA SUDAS SECTION 3010.

BACKFILL COMPACTION REQUIREMENTS:

1. AREAS UNDER AND WITHIN FIVE (5) FEET OF PAVEMENT, SIDEWALKS, GRANULAR SURFACING OR OTHER SURFACE

IMPROVEMENTS SHALL BE COMPACTED TO 95% OF MAXIMUM STANDARD PROCTOR DENSITY.

2. AREAS UNDER LANDSCAPING AND LAWN AREAS MAY BE COMPACTED TO 90% OF MAXIMUM STANDARD PROCTOR DENSITY.

3. AT THE OWNERS DISCRETION, COMPACTION TESTING SHALL BE COMPLETED ON A FREQUENCY OF ONE TEST PER 100 LINEAR FEET AT APPROXIMATELY EVERY OTHER 8" LIFT OR AT ALTERNATIVE LOCATIONS AND FREQUENCIES AS RECOMMENDED BY TESTING AGENCY. COMPACTION TESTING TO BE DONE BY AN INDEPENDENT TESTING LABORATORY AND PAID FOR BY OWNER. CONTRACTOR SHALL COORDINATE AND SCHEDULE ALL REQUIRED TESTING AND GEOTECHNICAL

WORK WITH CONSTRUCTION MANAGER.

CONTRACTOR IS RESPONSIBLE FOR ALL DEWATERING, WHICH MAY BE REQUIRED INCIDENTAL TO THE CONSTRUCTION.

G. TOPSOIL

STRIP, STOCKPILE AND RESPREAD EXISTING TOPSOIL IN ALL AREAS TO BE SODDED. THE DEPTH OF TOPSOIL SHALL BE A MINIMUM OF 6" AFTER NATURAL SETTLEMENT AND SHALL CONFORM SMOOTHLY TO THE ADJACENT LINES, GRADES AND ELEVATIONS. PROVIDE ADDITIONAL TOPSOIL IF EXISTING TOPSOIL IS NOT PROPERLY HANDLED AND PROTECTED.

H. SITE RESTORATION

SODDING: ALL DISTURBED AREAS ON THE SITE NOT TO BE PAVED SHALL RECEIVE SOD.SOD MATERIALS AND INSTALLATION SHALL MEET SUDAS SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE FOR PREPARING SOD AND APPLYING SOD. OWNER WILL

ASSUME RESPONSIBILITY OF WATERING AFTER INSTALLATION.

CONTRACTOR SHALL SUBMIT A SOD MAINTENANCE PLAN PROVIDING A DETAILED LIST AND DESCRIPTION OF INITIAL WATERING

AND MAINTENANCE RECOMMENDATIONS.

I. TUNNEL ACCESS HATCH (ADD ALTERNATE)

NEW HATCH SHALL HAVE FREE ACCESS OUT OF TUNNEL, LOCK ON OUTSIDE WITH KEY ENTRY FROM ABOVE, AND NO PROTRUSIONS ABOVE SIDEWALK. COORDINATE EXACT LOCATION WITH OWNER. CONTRACTOR TO PROVIDE AND INSTALL.

1. DESIGNED TO WITHSTAND 250 PSF LIVE LOADS

2. DOOR TO PROVIDE 3'-0" x 3'-0" CLEAR OPENING.

3. HINGES TO BE FORGED STAINLESS STEEL WITH STAINLESS STEEL PINS.

4. DOOR EQUIPPED WITH AUTOMATIC HOLD OPEN ARM.

5. FRAME TO BE DRAINABLE WITH 1 12" DRAIN COUPLING

6. FRAME TO BE 14" ALUMINUM WITH RECESSED ANCHORS

7. DOOR TO BE 14" ALUMINUM DIAMOND PATTERN PLATE COVER.

8. DOOR TO BE LOCKABLE WITH KEYED ENTRY FROM THE OUTSIDE AND NOT LOCKABLE FROM THE INSIDE.

9. DOOR TO LOCK AUTOMATICALLY WHEN CLOSED

10. DOOR EQUIPPED WITH STEEL SPRING LIFTING ASSIST MECHANISM.

11. ACCESS DOOR, FRAME, AND LOCK TO BE FLUSH WITH CONCRETE SURFACE WITH NO PROTRUSIONS.

12. BASIS OF DESIGN IS BILCO J-4ALHH20 WITH KEYED CYLINDER LOCK OPTION.

LADDER NOTES

1. LADDER INSTALLATION SHALL MEET ALL OSHA REQUIREMENTS.

2. LADDER TO BE HOT DIPPED GALVANIZED STEEL.

3. LADDER TO BE WALL AND FLOOR MOUNTED.

4. PROVIDE 38" X 2 12" SIDE RAILS SPACED AT 16" MINIMUM.

5. RUNGS TO BE 14 GAUGE CARBON STEEL, SERRATED. McNICHOLS GRIP STRUT, SPACED 12" ON CENTER AND MINIM 7" FROM

WALL SURFACE.

6. RUNG SHALL BE BO MORE THAN 12" FROM TOP OF SURFACE AND FLOOR SURFACE. RUNGS TO BE SPACED 12" ON CENTER.

7. PROVIDE BASE CLIPS AT BOTTOM AND STANDOFF BRACKET AT TOP OF LADDER AND AT 4'-0" ON CENTER SPACING.

BRACKETS TO BE 38" X 3" ANGLE OR T BRACKETS, SECURE WITH 12" DIAMETER STAINLESS STEEL EXPANSION ANCHORS OR

CONCRETE SCREWS.

8. INSTALL LADDER ON WEST WALL OF TUNNEL, OPPOSITE FROM HATCH DOOR HINGE.

9. CENTER LADDER IN OPENING FOR DOOR HATCH.

10. PROVIDE LADDER UP BY BILCO AT TIP OF LADDER , OR APPROVED EQUAL.

6" 6"

P.C.C.

SIDEWALK

SCARIFIED AND

RECOMPACTED SUBGRADE

(98% STANDARD PROCTOR

DENSITY)

1 PCC PAVEMENT CROSS SECTIONS

CHAIN LINK FENCECHAIN LINK FENCE

SIDEWALKSIDEWALK

CONCRETEGRASS

GRASS GRASS

GRAVEL

GRAVEL CONCRETE GRAVEL

GRASSGRASS

MH

RIM = 815.23

MH

RIM = 814.84

CONCRETE

CHAIN LINK FENCE

CHAIN LINK FENCE

GUARD SHACK

GRASS

SI

D

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ELTENNIS NET

CONCRETE BENCHES

CONCRETE

SEE SHEET S100

SEE SHEET S102

O

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COORDINATE ACCESS WITH FACILITY

DURING LID POURS THIS AREA

DUMPSTER

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CONCRETE

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CONCRETE BENCHES

CONCRETE

LID

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44.00' 42.50'

3'

3'

SAWCUT AND REMOVE ADJACENT

CONCRETE AS REQUIRED BY LID

REPLACEMENT (TYP)

PROTECT EXISTING

TENNIS COURT NET POLE

AND FOUNDATION

PROTECT OR REMOVE

AND REPLACE EXISTING

BENCHES (TYP)

SAWCUT AND REMOVE EXISTING

TUNNEL LID - REFER TO A2/S500

NEW ACCESS HATCH, COORDINATE EXACT

LOCATION WITH FACILITY, ADD ALTERNATE

MH

RIM = 815.23

MH

RIM = 814.84

CONCRETE

CHAIN LINK FENCE

CHAIN LINK FENCE

GUARD SHACK

GRASS

SI

D

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AL

K

SI

D

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K

G R

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EL

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CONCRETE BENCHES

CONCRETE

N O

R

TH

SID

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F SH

AC

K 44.00'

42.50'

PATCH SIDEWALK

PAVING AS REQUIRED BY

LID REPLACEMENT (TYP)

TUNNEL LID REPLACEMENT

- SEE A4/S500

SOD ALL GRASS AREAS

DISTURBED BY CONSTRUCTION

NEW ACCESS HATCH, COORDINATE EXACT

LOCATION WITH FACILITY, ADD ALTERNATE

0.

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NORTH

CHAIN LINK FENCE CHAIN LINK FENCE

SIDEWALKSIDEWALK

CONCRETEGRASS

GRASS GRASS

GRAVEL

GRAVEL CONCRETE GRAVEL

GRASSGRASS

297.56'

LID DEMOLITION SECTION

6.63' F.V.

TUNNEL LID REPLACEMENT -

SEE S500 AND S501

SOD ALL GRASS AREAS DISTURBED

BY CONSTRUCTION (TYP)

PIPE PASS

APPROXIMATE LOCATION WHERE

LID TRANSITIONS FROM 4" TO 12"

CHAIN LINK FENCE CHAIN LINK FENCE

SIDEWALKSIDEWALK

CONCRETEGRASS

GRASS GRASS

GRAVEL

GRAVEL CONCRETE GRAVEL

GRASSGRASS

297.56'

LID REPLACEMENT

S01 S03

S02

S04 6.63' F.V.

SAWCUT AND REMOVE ADJACENT

CONCRETE AS REQUIRED BY LID

REPLACEMENT (TYP)

4.

0'

PROTECT EXISTING

FENCING (TYP)

4.

0'

SAWCUT AND REMOVE ADJACENT

CONCRETE AS REQUIRED BY LID

REPLACEMENT (TYP)

PROTECT EXISTING TUNNELS

AND LIDS ADJACENT TO

CONSTRUCTION AREAS (TYP)

SAWCUT AND REMOVE EXISTING TUNNEL

LID - REFER TO B2/S500

PIPE PASS

APPROXIMATE LOCATION WHERE

LID TRANSITIONS FROM 4" TO 12"

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1 SOUTH TUNNEL SITE PLAN

2 SOUTH TUNNEL EXISTING CONDITIONS AND DEMOLITION PLAN

NORTH

KEYNOTES

KEY NOTE

S01 STA 0+00: WORKPOINT FOR STATIONING IN TUNELL

S02 STA 0+75: 10 SQ FT, NORTH WALL REPAIR, SEE A4/S300

S03 STA 1+79: 10 LINEAR FT, SOUTH WALL REPAIR, SEE C4/S300

S04 STA 3+05: MASONRY CORNER REPAIR, SEE E4/S300

6'-0"

/2

CONDUIT & WIRES,

WALL SUPPORTED ABANDONED

WATER,LID

SUPPORTED

UNKNOWN, LID

SUPPORTED

CONDENSATE,

FLOOR SUPPORTED

LPS,

FLOOR SUPPORTED

HOT

WATER

COLD

WATER

4'-3"

CONDUIT & WIRES

ABANDONED

WATER, LID

SUPPORTED

UNKNOWN,

LID SUPPORTED

CONDENSATE,

WALL SUPPORTED

LPS, WALL

SUPPORTED

HOT

WATER

COLD

WATER

3'-9"

CONDUIT, WALL

SUPPORTED

UNKNOWN, WALL

SUPPORTED

ABANDONED WATER,

WALL SUPPORTED

CONDUIT & WIRES,

WALL SUPPORTED

LPS, WALL

SUPPORTED

CONDENSATE,

WALL SUPPORTED

COLD

WATER

HOT

WATER

EXISTING FENCE,

MAX OF (1) POST

UNATTACHED

FROM LID AT A

TIME

REPAIR/REPLACE

ANY GRANULAR FILL

DISTURBED IN

FRONT OF LU-B

3'-9"

CONDUIT, WALL

SUPPORTED

UNKNOWN, WALL

SUPPORTED

ABANDONED WATER,

WALL SUPPORTED

UNKNOWN WIRE,

LID SUPPORTED

TUNNEL LIGHTS,

WALL SUPPORTED

WIRES, WALL

SUPPORTED

LPS, WALL

SUPPORTED

CONDENSATE,

WALL SUPPORTED

COLD

WATER

HOT

WATER

EXISTING FENCE,

MAX OF (1) POST

UNATTACHED

FROM LID AT A

TIME

REPAIR/REPLACE

ANY GRANULAR FILL

DISTURBED IN

FRONT OF LU-B

4'-7"

/2

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ELECTRICAL WIRE,

LID SUPPORTED

COLD

WATER

CONDUIT,

WALL

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01" = 1'-0" A2

EXISTING SOUTH TUNNEL SECTION

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

B2

EXISTING SOUTH TUNNEL SECTION

1'-6"

01" = 1'-0" A4

EXISTING SOUTH TUNNEL SECTION

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

B4

EXISTING SOUTH TUNNEL SECTION

1'-6"

01" = 1'-0" D3

EXISTING NORTH TUNNEL SECTION

1'-6"

AREA OF WALL TO BE REBUILT WITH NEW BLOCK,

SEE DETAIL B3/S501 FOR MORE INFORMATION

AREA OF NEW CONCRETE WALL,

SEE DETAIL A4/S501

NEW COLUMN PER DETAIL B4/S501

FENCE POST ASSUMED TO BE

ATTACHED INTO TUNNEL LID

FENCE POST ASSUMED TO BE

ATTACHED INTO TUNNEL LID

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NORTH TUNNEL - PHOTO 1

1' 01 1/2" = 1'-0"

C2

NORTH TUNNEL - PHOTO 2

1'

01 1/2" = 1'-0" A4

SOUTH TUNNEL - PHOTO 1 (STA 0+75)

1' 01 1/2" = 1'-0"

C4

SOUTH TUNNEL - PHOTO 2 (STA 1+79)

1' 01 1/2" = 1'-0" E4

SOUTH TUNNEL - PHOTO 3 (STA 3+05)

1'

01 1/2" = 1'-0" E2

SOUTH TUNNEL - FENCE AT LID

1'

ABANDONED WATER

ELECTRICAL WIRE, SUPPORT

DURING PROJECT OR COORDINATE

w/ FACILITY IF IT CAN BE CUT AND

REPAIRED LATER

COLD

WATER

CONDUITS, DROP DOWN AND SUPPORT OUT OF

WAY OF PROJECT, REATTACH TO WALL AFTER

CONCRETE WORK HAS BEEN COMPLETED

SAWCUT EXISTING CONCRETE WALL

SAWCUT SLAB FROM EXISTING WALL

MAX LID OPENING ALONG

TUNNEL w/o INTERIOR WALL

SHORING IS 8'-0"

CONDUIT

& WIRES

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WATER

UNKNOWN

CONDENSATE

LPS

HOT

WATER

COLD

WATER

MAX LID OPENING ALONG

TUNNEL w/o INTERIOR WALL

SHORING IS 8'-0"

FIELD VERIFY TUNNEL

THICKNESS DURING

DEMOLITION

ABANDONED WATER

EXISTING ELECTRICAL WIRE,

REATTACH TO LID AFTER CONCRETE

WORK HAS BEEN COMPLETED

COLD

WATER

EXISTING CONDUITS, REATTACH TO WALL AFTER

CONCRETE WORK HAS BEEN COMPLETED

NEW 4" CONCRETE SLAB

w/ #4 AT 9" O.C., E.W.F.V.

8"

#4 DOWEL AT 12" O.C. w/ (2) #4xCONT LONGITUDINAL

BARS IN NEW CONCRETE WALL, DRILL AND EPOXY

DOWEL INTO EXISTING CONCRETE w/ SIMPSON

SET-3G (5" EMBED)

#4 DOWEL AT 12" O.C., DRILL AND

EPOXY INTO MASONRY WALL w/

SIMPSON SET-3G (4" EMBED)

C L R

CONDUIT & WIRES

ABANDONED

WATER

UNKNOWN

CONDENSATE

LPS

HOT

WATER

COLD

WATER

#4 DOWEL AT 12" O.C., DRILL AND

EPOXY INTO MASONRY WALL w/

SIMPSON SET-3G (5" EMBED)

NEW 4" CONCRETE SLAB

w/ #4 AT 9" O.C., E.W.

C L R

CONDUIT & WIRES

ABANDONED

WATER

UNKNOWN

CONDENSATE

LPS

HOT

WATER

COLD

WATER

#4 DOWEL AT 9" OC, DRILL AND

EPOXY INTO EXISTING WALL w/

SIMPSON SET-3G (5" EMBED)

NEW 4" CONCRETE SLAB

w/ #4 AT 9" O.C., E.W.

1'-0"

#4 DOWEL AT 12" O.C., DRILL AND

EPOXY INTO MASONRY WALL w/

SIMPSON SET-3G (5" EMBED)

EXISTING FENCE, TO REMAIN,

SEE PHOTO E2/S300

SAWCUT EXISTING SLAB AS CLOSE

TO THE FENCE AS POSSIBLE8

4"

(1) #4xCONT

C L R

RELOCATE LINES AS REQ'D

ABANDONED WATER

COLD

WATER

NEW 4" CONCRETE SLAB

w/ #4 AT 9" O.C., E.W.F.V.

8"

C L R

(2) ADDITIONAL #4 BARS AT HATCH, EACH SIDE

OF HATCH, EXTEND 44" PAST EDGE OF HATCH

NEW HATCH, CAST INTO LID, OWNER

PROVIDED, CONTRACTOR INSTALLED

NEW HATCH TO HAVE FREE ACCESS

OUT, LOCK ON OUTSIDE, NO

PROTRUSIONS ABOVE SIDEWALK

NEW HATCH LADDER TO BE

PLACED UNDER NEW HATCH,

LEANING AGAINST WEST WALL

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01" = 1'-0" A2

NORTH TUNNEL DEMOLITION SECTION

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

B2

TYPICAL SOUTH TUNNEL DEMOLITION SECTION

1'-6"

01" = 1'-0" A4

NORTH TUNNEL NEW LID SECTION

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

B4

TYPICAL SOUTH TUNNEL NEW LID SECTION

1'-6" 01" = 1'-0" D4

SOUTH TUNNEL NEW LID AT FENCE

1'-6"

01" = 1'-0" D2

NORTH TUNNEL HATCH DETAIL

1'-6"

CONDUIT & WIRES

ABANDONED

WATER

UNKNOWN

CONDENSATE

LPS

HOT

WATER

COLD

WATER

#4 DOWEL AT 9" OC, DRILL AND

EPOXY INTO EXISTING WALL w/

SIMPSON SET-3G (5" EMBED)

NEW 12" CONCRETE SLAB w/ #4 AT

9" O.C., E.W., TOP AND BOTTOM

1'-0"#4 DOWEL AT 12" O.C., DRILL AND

EPOXY INTO MASONRY WALL w/

SIMPSON SET-3G (5" EMBED)

EXISTING FENCE, TO REMAIN

SAWCUT EXISTING SLAB AS CLOSE

TO THE FENCE AS POSSIBLE

4"

NEW OR SALVAGED PIPE PASS,

COORD. EXACT LOCATION w/

FACILITY, 7 FOOT LENGTH

1'-1" 1'-6" C

L R

(1) #4xCONT

B1 S501

CONDUIT & WIRES

ABANDONED

WATER, LID

SUPPORTED

UNKNOWN,

LID SUPPORTED

CONDENSATE,

WALL SUPPORTED

LPS, WALL

SUPPORTED

HOT

WATER

COLD

WATER

NEW 4" CONCRETE SLAB

w/ #4 AT 9" O.C., E.W.

C L R

REMOVE EXISTING STONE

WALL DOWN UNTIL SOLID

STONE IS FOUND

NEW 8" CONCRETE

WALL w/ #4 AT 9" OC, EW, CENTERED, VERTICAL

BARS TO HAVE STD

HOOKS INTO LID AND

DRILL AND EPOXY INTO

EXISTING STONE w/

SIMPSON SET-3G (5"

EMBED)

8"

CLR

1 1/2"

EXISTING VAULT WALL

EXISTING TUNNEL STONE WALL

(4) #5 VERTICAL BARS, DRILL AND EPOXY INTO

STONE BASE w/ SIMPSON SET-3G (5" EMBED)

#3 TIES AT 18" OC

POUR PIER UP AGAINST MISSING STONES,

ALLOW CONCRETE TO FILL IN MISSING STONES

1. CONCRETE MASONRY UNIT STANDARDS AND COMPRESSIVE STRENGTHS:

DESIGN ASSEMBLY STRENGTH, F'm , BY UNIT STRENGTH METHOD 2500 PSI

CONCRETE MASONRY UNITS (NORMAL WEIGHT) ASTM C90 3250 PSI

MASONRY GROUT ASTM C476 2500 PSI

MASONRY MORTAR, TYPE S ASTM C270 1800 PSI

REINFORCING FOR MASONRY ASTM A615 Fy = 60 KSI

JOINT REINFORCEMENT, LADDER TYPE, 1.7(9GA) ASTM A1064

2. THE LOAD BEARING CONCRETE MASONRY WALLS FOR THIS PROJECT WERE DESIGNED TO

SPAN VERTICALLY AND BE BRACED BY THE LID ELEMENTS OF THE STRUCTURE. DURING

CONSTRUCTION THE MASONRY CONTRACTOR SHALL PROVIDE LATERAL BRACING UNTIL THE LID

STRUCTURE IS INSTALLED AS RECOMMENDED BY ACI 530 AND THE LATEST REVISION OF

"STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER CONSTRUCTION", PREPARED BY

THE COUNCIL FOR MASONRY WALL BRACING. THIS BRACING IS TO PREVENT UNNECESSARY

STRESS OR DAMAGE TO THE MASONRY WALLS FROM LATERAL LOADS, WHICH CAN OCCUR

WHILE THE WALLS ARE NOT PROPERLY BRACED BY THE LID STRUCTURE.

3. SPLICE REINFORCING USING CONTACT LAPS TO THE LENGTHS INDICATED BELOW:

NP = NOT PERMITTED

NOTES TO SPECIFIER:

BASED ON 100% ALLOWABLE TENSILE STRESS IN REINFORCING (24,000 PSI)

LAP SPLICE CAN BE REDUCED (DIV BY 1.5) IF STRESS IS LESS THAN 80%

BARS GREATER THAN #9 ARE REQUIRED TO BE MECHANICALLY SPLICED

4. MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF

“SPECIFICATION FOR MASONRY STRUCTURES AND RELATED COMMENTARIES (ACI 530/ASCE

6/TM 602) PUBLISHED BY AMERICAN CONCRETE INSTITUTE, EXCEPT WHERE REQUIREMENTS

ARE EXCEEDED BY THESE CONTRACT DOCUMENTS.

5. THOROUGHLY MIX MORTAR AND GROUT INGREDIENTS IN ACCORDANCE WITH THE

REFERENCED ASTM ABOVE IN QUANTITIES NEEDED FOR IMMEDIATE USE. DO NOT USE ANTI-

FREEZE COMPOUNDS TO LOWER THE FREEZE POINT.

6. ALL LOAD BEARING MASONRY WALLS SHALL BE HAVE FULL MORTAR BED, HEAD AND COLLAR

JOINTS. LAY HOLLOW MASONRY UNITS WITH FACE SHELL BEDDING ON HEAD AND BED JOINTS.

7. HORIZONTAL JOINT REINFORCEMENT: ALL LOAD BEARING MASONRY WALLS SHALL BE

CONSTRUCTED WITH LADDER TYPE JOINT REINFORCEMENT AS FOLLOWS:

A. SPACED AT A MAXIMUM OF 16" ON CENTER IN WALL CONSTRUCTION.

B. LAP JOINT REINFORCEMENT ENDS MINIMUM 6 INCHES.

C. PLACE HORIZONTAL JOINT REINFORCEMENT ONE ROW ABOVE AND ONE ROW BELOW ALL

WALL OPENINGS.

D. PLACE CONTINUOUS JOINT REINFORCEMENT IN FIRST JOINT BELOW THE TOP OF THE WALL.

E. DO NOT CONTINUE HORIZONTAL JOINT REINFORCEMENT ACROSS CONTROL OR EXPANSION

JOINTS.

8. ALL LOAD BEARING REINFORCED UNIT MASONRY WALLS SHALL HAVE (1) #5 BAR VERTICALLY IN

GROUTED CELL AT ALL CORNERS, ENDS OF WALLS, WALL INTERSECTIONS, AND IMMEDIATELY

ADJACENT TO EACH SIDE OF CONTROL JOINTS AND WALL OPENINGS.

9. CONCRETE MASONRY UNIT CORES SHALL BE PLACED WITH CELLS IN VERTICAL ALIGNMENT. ALL

CORES CONTAINING REINFORCEMENT AND ANCHORS SHALL BE FILLED SOLID WITH GROUT.

GROUT ALL CELLS TO RECEIVE ANCHORS.

10. PROVIDE A MINIMUM OF 1/2" OF GROUT BETWEEN THE MAIN REINFORCING AND THE MASONRY

UNITS. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED IN THE WALL UNLESS NOTED

OTHERWISE.

11. ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 25

FEET AS FOLLOWS:

A. COORDINATE CONTROL JOINTS WITH LOCATIONS INDICATED ON ARCHITECTURAL

DRAWINGS.

B. CONTROL JOINTS SHALL NOT INTERFERE WITH BEAMS, JOISTS, OR LINTEL BEARING.

C. PROVIDE PREFORMED EXTRUDED RUBBER CONTROL JOINT DESIGNED FOR MASONRY

WALLS CONFORMING TO ASTM D2000 2AA-805.

D. SEAL JOINT WITH SINGLE COMPONENT ELASTOMERIC POLYURETHANE SEALANT. COLOR TO

MATCH MORTAR JOINTS.

12. DOWELS IN FOOTINGS SHALL BE PLACED TO ALIGN WITH CORES CONTAINING REINFORCING

STEEL. COORDINATE PLACEMENT BEFORE CONSTRUCTION OF FOOTING BEGINS.

13. GROUT SOLID ALL CMU CORES BELOW ADJACENT GRADE OR BELOW SLAB ON GRADE

CONSTRUCTION.

14. DURING CONSTRUCTION OF WALLS, COVER TOPS OF WALLS, PARTIALLY COMPLETED MASONRY

AND ANY OPEN WALL CAVITIES AT SILLS OR HEADERS WITH WATERPROOF SHEETING AT THE

END OF EACH DAY'S WORK.

15. MASONRY WALL CONSTRUCTION TOLERANCES

A. MAXIMUM VARIATION FROM UNIT TO UNIT: 1/16"

B. MAXIMUM VARIATION FROM PLANE OF WALL: 1/4"

C. MAXIMUM VARIATION FROM PLUMB: 1/4"

D. MAXIMUM VARIATION FROM LEVEL COURSING: 1/8"

E. MAXIMUM VARIATION OF JOINT THICKNESS: 1/8"

F. MAXIMUM VARIATION FROM CROSS SECTIONAL THICKNESS OF WALL: 1/4"

16. BEAM BEARING CONDITIONS: FILL BLOCK CELLS SOLID WITH GROUT A DISTANCE OF 24"

BENEATH AND 12" EACH SIDE OF BEAM REACTIONS OR OTHER CONCENTRATED LOADS IF NOT

OTHERWISE REINFORCED. ALL BEAM AND JOIST POCKETS SHALL BE GROUTED SOLID OR

FILLED WITH CONCRETE MASONRY UNITS AFTER STEEL ERECTION IS COMPLETE.

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

6" CMU

27"

36"

45"

54"

NP

NP

NP

8" CMU

27"

36"

45"

54"

63"

113"

NP

10" CMU

27"

36"

45"

54"

63"

72"

82"

12" CMU

27"

36"

45"

54"

63"

72"

82"

MINIMUM LAP SPLICE LENGTH

REINFORCED UNIT MASONRY

CONDUIT & WIRES,

WALL SUPPORTED ABANDONED

WATER,LID

SUPPORTED

UNKNOWN, LID

SUPPORTED

CONDENSATE,

FLOOR SUPPORTED

LPS,

FLOOR SUPPORTED

HOT

WATER

COLD

WATER

C L R

#4 DOWEL AT 12" O.C., DRILL AND

EPOXY INTO MASONRY WALL w/

SIMPSON SET-3G (4" EMBED)

8" CMU WALL w/ #5 AT 24" OC IN GROUTED

CORES AND STD HOOK INTO SLAB, DRILL

AND EPOXY INTO EXISTING MASONRY

WALL w/ SIMPSON SET-3G (4" EMBED)

REMOVE EXISTING STONE

WALL DOWN UNTIL SOLID

STONE IS FOUND

8" BOND BEAM w/ (1) #4xCONT NEW 4" CONCRETE SLAB w/ #4 AT 9" O.C., E.W.

3/16 3-12

3/8" GALVANIZED CHECKERED PLATE

BENT PL3/8x1 1/2"x8"x7'-0" w/ 1/2" Ø

HEADED WELDED STUD AT 18" OC

L3x3x3/8x7'-0" w/ 1/2" Ø HEADED

WELDED STUD AT 18" OC

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01" = 1'-0"A3

SOUTH TUNNEL NEW LID AT PIPE PASS

1'-6"

01" = 1'-0"A4

SOUTH TUNNEL SOUTH WALL REPAIR

1'-6" 01 1/2" = 1'-0"B4

SOUTH TUNNEL CORNER REPAIR

1'

01" = 1'-0"B3

SOUTH TUNNEL NORTH WALL REPAIR

1'-6"

01 1/2" = 1'-0"B1

PIPE PASS DETAIL

1'