W9128A-19-B-0002_Drawings_(Part_3_of_6).pdf

PDF 12 MB Posted Jul 31, 2019

Attached to: Repair Building 3004, Schofield Barracks, Hawaii
Solicitation number: W9128A19B0002
Issued by: Department of the Army Corps of Engineers Engineering District Honolulu

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W9128A-19-B-0002 Drawings (Part 3 of 6)

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File	Type	Posted
19b2-BidAbstract.pdf	PDF	Sep 21, 2019
sf30-19b2-am4.pdf	PDF	Sep 6, 2019
W9128A-19-B-0002_Am-0003_Drawings_Part2.pdf	PDF	Aug 29, 2019
W9128A-19-B-0002_Am-0003_Specifications.pdf	PDF	Aug 29, 2019
sf30-19b2-am3.pdf	PDF	Aug 29, 2019
W9128A-19-B-0002_Am-0003_Drawings_Part1.pdf	PDF	Aug 29, 2019
W9128A-19-B-0002_Am-0002.pdf	PDF	Aug 16, 2019
W9128A-19-B-0002_Am-0001.pdf	PDF	Aug 14, 2019
W9128A-19-B-0002_Specifications_(Part_3_of_4).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Drawings_(Part_2_of_6).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Drawings_(Part_6_of_6).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Specifications_(Part_4_of_4).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Drawings_(Part_1_of_6).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Specifications_(Part_2_of_4).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Specifications_(Part_1_of_4).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Drawings_(Part_4_of_6).pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Invitation_for_Bid.pdf	PDF	Jul 31, 2019
W9128A-19-B-0002_Drawings_(Part_5_of_6).pdf	PDF	Jul 31, 2019

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1. ALL MATERIALS AND WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL

CONFORM TO THE DRAWING SPECIFICATIONS, AND THE INTERNATIONAL

BUILDING CODE 2015 EDITION.

2. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO

NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT THE

STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT

NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION

EQUIPMENT, WIND AND SEISMIC LOADING. ALL SHORING AND BRACING

SYSTEMS SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER HIRED

AND PAID FOR BY THE CONTRACTOR. OBSERVATIONS VISITS TO THE SITE BY

THE CONTRACTING OFFICER AND GOVERNMENT A/E SHALL NOT INCLUDE

INSPECTION OF THE ABOVE ITEMS NOR RELIEVE THE CONTRACTOR OF HIS/HER

OBLIGATIONS, DUTIES AND RESPONSIBILITIES.

3. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING THE

WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS INCLUDING EXISTING

STRUCTURES. ALL DISCREPANCIES SHALL BE CALLED TO ATTENTION OF THE

CONTRACTING OFFICER AND BE RESOLVED BEFORE PROCEEDING WITH THE

WORK.

4. PRIOR TO FABRICATION, SHOP DRAWINGS REQUIRED BY THE

SPECIFICATIONS SHALL BE REVIEWED AND APPROVED BY THE CONTRACTOR

PRIOR TO SUBMITTAL TO THE CONTRACTING OFFICER.

5. OPENING SIZES AND LOCATIONS WHEN INDICATED ON DRAWINGS ARE FOR

INFORMATION ONLY AND SHALL BE VERIFIED WITH THE APPROPRIATE DRAWING

AND/OR SUPPLIER BEFORE CONSTRUCTION.

A. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL

FLOOR AND WALL OPENINGS.

B. SEE MECHANICAL, PLUMBING AND ELECTRICAL, DRAWINGS FOR SIZE

AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES AND

PIPE SLEEVES.

C. OPENINGS OR POCKETS LARGER THAN 6 INCHES NOT INDICATED IN

STRUCTURAL DRAWINGS SHALL NOT BE PLACED WITHOUT WRITTEN

NOTIFICATION OF THE CONTRACTING OFFICER.

D. CONDUITS AND PIPES TO BE EMBEDDED IN CONCRETE SHALL SATISFY

THE REQUIREMENTS OF ACI 318-14 SECTION 6.3.

6. WHERE DISCREPANCIES, OMISSIONS AND/OR CONFLICTS ARISE BETWEEN

DRAWINGS, SPECIFICATIONS, BUILDING CODES, OR STANDARDS, CONTRACTOR

SHALL PROVIDE WRITTEN NOTIFICATION TO THE CONTRACTING OFFICER PRIOR

TO PROCEEDING WITH ANY WORK INVOLVED.

7. DIMENSIONS SHALL NOT BE SCALED FROM THE PLANS, SECTIONS AND/OR

DETAILS OF THE STRUCTURAL DRAWINGS.

8. EXISTING CONDITIONS ARE FOR GENERAL INFORMATION ONLY AND SHALL BE

FIELD VERIFIED BY THE CONTRACTOR BEFORE WORK IS BEGUN. PROVIDE

WRITTEN NOTIFICATION OF ANY DISCREPANCIES TO THE ARCHITECT BEFORE

PROCEEDING WITH THE WORK.

9. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS, SUPPORTS

AND ATTACHMENTS SHALL CONFORM WITH ASCE 7, CHAPTER 13. SEE DESIGN

CRITERIA FOR SEISMIC DESIGN CATEGORY. ISOLATORS, FASTENERS AND

OTHER ELEMENTS PROVIDING STABILITY FOR COMPONENTS SHALL BE

APPROVED BY ICC OR EQUIVALENT TESTING PROCEDURES. PROVIDE

SUSPENDED EQUIPMENT WITH APPROVED LATERAL OR SWAY BRACING. SEE

SPECIFICATIONS FOR RESPONSIBILITY OF BRACING DESIGN.

GENERAL NOTES:

DESIGN CRITERIA

1. THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE

INTERNATIONAL BUILDING CODE (IBC) 2015

2. THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE

FOLLOWING GOVERNMENT STANDARDS:

UFC 1-200-01,"GENERAL BUILDING REQUIREMENTS"

UFC 3-301-01, "STRUCTURAL ENGINEERING"

UFC 3-310-04, "SEISMIC DESIGN FOR BUILDINGS"

UFC 4-010-01, "DOD MINIMUM ANTI-TERRORISM STANDARDS FOR BUILDINGS"

3. LIVE LOAD

A. CORRIDORS, STAIRS AND EXITS:-------------------------------- 100 PSF

B. ROOF LIVE LOAD:------------------------------------------------------- 20 PSF

C. MECHANICAL EQUIPMENT ROOM, GENERAL-------------- 125 PSF

D. OFFICE---------------------------------------------------------------------- 50 PSF E. LATRINES------------------------------------------------------------------ 75 PSF F. PARTITIONS--------------------------------------------------------------- 15 PSF

G. LIGHT STORAGE-------------------------------------------------------- 125 PSF

H. HEAVY STORAGE------------------------------------------------------ 250 PSF

4. WIND DATA PER UFC 3-301-01:

A. RISK CATEGORY:-------------------------------------------------------- II

B. BASIC WIND SPEED:---------------------------------------------------- 130 MPH

C. WIND EXPOSURE:------------------------------------------------------- C

5. SEISMIC DATA PER UFC 3-301-01:

A. SHORT PERIOD------------------------0.550g

B. 1-SEC PERIOD -------------------------0.150g

C. SITE CLASS: C

D. IMPORTANCE FACTOR: 1.0

6. EQUIPMENT LOADS:

A. WHERE APPLICABLE, EQUIPMENT LOADS HAVE BEEN INCREASED FOR

IMPACT PER IBC 1607.9.

B. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATORY

EQUIPMENT. PLACE VIBRATORY EQUIPMENT ON VIBRATION ISOLATORS.

C. LOADING OF MECHANICAL ROOMS ARE BASED ON WEIGHTS OF

ASSUMED EQUIPMENT AS INDICATED ON MECHANICAL DRAWINGS,

INCLUDING WEIGHTS ON CONCRETE PADS, WHERE INDICATED. REPORT

ANY PLANNED CHANGE IN TYPE, SIZE, LOCATION OR NUMBER OF

EQUIPMENT TO THE CONTRACTING OFFICER PRIOR TO ANY ACTION.

1. FOUNDATION DESIGN IS IN ACCORDANCE WITH THE GEOTECHNICAL

ENGINEERING EXPLORATION REPORT PREPARED BY GEOLABS DATED NOVEMBER

27, 2017. MATERIALS, EXCAVATION, BACKFILL, AND COMPACTION SHALL COMPLY

WITH SPECIFICATION SECTION 31 00 00 EARTHWORK.

2. GEOTECHNICAL DESIGN PARAMETERS:

ALLOWABLE BEARING PRESSURE 4,000 PSF

NEW FOUNDATIONS (1/3 TRANSIENT INCREASE)

COEFFICIENT OF FRICTION 0.4

PASSIVE PRESSURE 350 PCF

ACTIVE PRESSURE, UNRESTRAINED 34 PCF

ACTIVE PRESSURE, RESTRAINED 54 PCF

SITE CLASS C

3. FOUNDATIONS SHALL BEAR ON ON-SITE SOILS RECOMPACTED TO 90 PERCENT

RELATIVE COMPACTION. IF SOFT AND/OR LOOSE MATERIAL IS ENCOUNTERED AT THE

BOTTOM OF EXCAVATIONS, AREA SHOULD BE OVER-EXCAVATED TO EXPOSE FIRM

MATERIAL. OVER-EXCAVATION SHALL BE FILLED WITH SELECT GRANULAR MATERIAL

COMPACTED TO A MINIMUM OF 90 PERCENT RELATIVE COMPACTION.

4. SLAB SUBGRADE SOILS SHOULD BE SCARIFIED TO A DEPTH OF 8 INCHES,

MOISTURE-CONDITIONED TO AT LEAST 2 PERCENT ABOVE THE OPTIMUM MOISTURE

CONTENT, AND COMPACTED TO A MINIMUM 90 PERCENT RELATIVE COMPACTION

PRIOR TO PLACING THE NON-EXPANSIVE SELECT GRANULAR FILL. THE UNDERLYING

SUBGRADE SOIL AND SELECT GRANULAR FILL SHOULD BE WETTED AND KEPT MOIST

UNTIL THE FINAL PLACEMENT OF CUSHION FILLS AND SLAB CONCRETE.

FOUNDATIONDEMOLITION, REMOVAL AND

RELOCATION WORK:

1. THE CONSTRUCTION DRAWINGS INDICATE THE GENERAL EXTENT OF REQUIRED

DEMOLITION AND REMOVAL WORK. SEE ARCHITECTURAL, PLUMBING AND

ELECTRICAL DRAWINGS FOR DEMOLITION DRAWINGS.

2. THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS (PRIOR TO BID)

TO DETERMINE THE EXTENT OF ALL REQUIRED DEMOLITION WORK. THE REMOVAL

OR DEMOLITION OF MATERIALS, ACCESSORIES, FIXTURES, ETC. SHALL BE

COMPLETE AND INCLUDE ALL RELATED ITEMS TO THE EXTENT THAT

CONSTRUCTION CAN BE PERFORMED AND COMPLETED WITHOUT ADDITIONAL

COST TO THE GOVERNMENT.

3. ALL NECESSARY PRECAUTIONS SHALL BE TAKEN TO INSURE AGAINST DAMAGE

TO EXISTING ITEMS AND FEATURES REMAINING IN PLACE.

4. THE CONTRACTOR SHALL REMOVE EXISTING ITEMS AS DEEMED NECESSARY

SO THAT FUTURE WORK CAN BE PERFORMED AND ALSO, SO THAT ANY EXISTING

ITEM IS NOT DAMAGED WHEN FUTURE WORK IS PERFORMED. THE CONTRACTOR

SHALL ALSO INSTALL ANY OR ALL OF THE ITEMS, PATCH AND RESTORE

SURROUNDING SURFACES AS REQUIRED AS PART OF THE WORK ACCEPTABLE

TO THE CONTRACTING OFFICER.

5. ANY PORTION OF THE EXISTING UTILITIES THAT MUST BE REMOVED OR

OTHERWISE DISTURBED TO ACCOMPLISH THIS WORK CALLED FOR ON THE PLANS

SHALL BE RECONSTRUCTED, REPLACED OR RESTORED TO THE ORIGINAL

CONDITION AT THE CONTRACTORS OWN EXPENSE.

6. ANY WORK THAT INVOLVES STRENGTHENING OF EXISTING CONCRETE WALLS,

BEAMS OR SLABS, THE CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR

ARCHITECTURAL COVERING PRIOR TO INSTALLING CONCRETE STRENGTHENING

MATERIAL (i.e. NEW SHOTCRETE, NEW ADDITIONAL LAYER OF CONCRETE, NEW STEEL BEAMS, etc.) AS INDICATED ON THE PLANS.

1. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE

INSTITUTE ACI 318

2. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL WEIGHT HARD

ROCK TYPE (150#/CU, FT) PORTLAND CEMENT SHALL CONFORM TO ASTM C-150

TYPE I OR II. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING

LABORATORY AND SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR

REVIEW.

3. CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND SHALL HAVE

THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

A. SLAB ON GRADE 4,000 PSI

B. COLUMNS 4,000 PSI

C. SUSPENDED SLABS AND BEAMS 4,000 PSI

D. FOUNDATIONS 3,000 PSI

E. ALL OTHER CONCRETE 4,000 PSI

F. SHOTCRETE 4,000 PSI

4. CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF STRUCTURE

WHERE MIX IS USED. MIX DESIGN SHALL BE SUBMITTED TO CONTRACTING

OFFICER FOR REVIEW PRIOR TO CONSTRUCTION.

5. WATER USED IN MIXING CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM

INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS OR

OTHER SUBTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL

REINFORCEMENT.

6. MAXIMUM AGGREGATE SIZE IN CONCRETE TOPPING AND RAMPS SHALL NOT

EXCEED 3/8".

7. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL

BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

8. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE

BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING

IN CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN. NOTIFY THE CONTRACTING

OFFICER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS.

9. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE AN

ARCHITECTURAL FINISH SHALL BE APPROVED BY THE FINISH SUPPLIER BEFORE

USE.

10. CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER A SCHEDULE

SPECIFYING CONCRETE POURS IN UPCOMING THREE WEEKS.

11. CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS SHALL

NOT BE USED.

12. ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A MINIMUM

AMPLITUDE OF 1/4".

13. SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS, REGLETS,

FINISHES AND OTHER NON-STRUCTURAL ITEMS NOT SHOWN OR SPECIFIED ON THE

STRUCTURAL DRAWINGS.

14. NON-SHRINK GROUT SHALL BE A PREMIXED NON-METALLIC FORMULA, CAPABLE

OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI IN 1 DAY AND

5,000 PSI IN 28 DAYS.

15. LEAVE FORMWORK FOR BEAM SOFFITS, JOISTS, SLABS, AND OTHER

STRUCTURAL ELEMENTS THAT SUPPORT WEIGHT OF CONCRETE IN PLACE UNTIL

CONCRETE HAS ACHIVED ITS 28 DAY DESIGN COMPRESSIVE STRENGTH.

16. EPOXY ADHESIVE SHALL BE SIMPSON SET-XP, HILTI HIT-RE 500 V3, OR

APPROVED EQUAL ADHESIVE SHALL MEET ASTM C881 AND HAVE AN

ULTIMATE TENSILE STRENGTH OF 48 KIPS (#5 2,000 PSI, 9" EMBEDMENT).

CONCRETE

A.B.

ALT

APPROX

ARCH

BAL

BOT

BRG

CIP

CLR

COL.

CONC

CONN

CONT

COORD

CSJ

CTRD

CWB

DCJ

DIA

DWG

E.F.

E.W.

FTG

GALV

GR.

GSN

HORIZ

I.A.W.

KSI

LLH

LLV

LONG.

MAX

MECH

MFR

MIN

M.S.L.

NTS

OPP

PSI

PJF

REINF

SIM

SPA

STD

STL

THK

T.O.

TOC

TRANS

TYP

U.O.N.

VERT

W.W.M.

W.P.

ANCHOR BOLT

ALTERNATE

APPROXIMATELY

ARCHITECTURAL

BALANCE

BOTTOM

BEARING

CENTERLINE

CAST-IN-PLACE

CONTROL JOINT

CLEARANCE

COLUMN

CONCRETE

CONNECTION

CONTINUOUS

COORDINATE

CONSTRUCTION JOINT

CENTERED

CAPILLARY WATERBARRIER

DOWELED CONSTRUCTION JOINT

DIAMETER

DITTO (REPEAT)

DRAWING

EACH FACE

EACH WAY

EACH

EXPANSION JOINT

ELEVATION

EQUAL

FOOTING

GAGE

GALVANIZED

GRADE

GENERAL STRUCTURAL NOTE

HORIZONTAL

IN ACCORDANCE WITH

KIPS PER SQUARE INCH

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

MEAN SEA LEVEL

NOT TO SCALE

ON CENTER

OPPOSITE

OPPOSITE HAND

PASCAL

PLATE

POUNDS PER SQUARE INCH

PREMOLDED JOINT FILLER

REINFORCING

SIMILAR

SPACES

STANDARD

STEEL

THICK

TOP OF

TOP OF CONCRETE

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WELDED WIRE MESH

WORK POINT

ABBREVIATIONS

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

S-001

S T R

U C

T U R

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

C Y

RTA SUBMITTAL

, O

, H

1. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60.

2. WELDED REINFORCING STEEL SHALL BE LOW-ALLOY DEFORMED BARS

CONFORMING TO ASTM A706.

3. WELDED WIRE MESH REINFORCEMENT SHALL BE GALVANIZED

CONFORMING TO ASTM A1064.

4. CLEAR CONCRETE COVER FOR REINFORCING BARS SHALL BE AS

FOLLOWS, UNLESS OTHERWISE NOTED:

A. CONCRETE CAST AGAINST

AND PERMANENTLY EXPOSED TO EARTH---------------------------------3"

B. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER

a. NO. 5 BAR, W31 WIRE, AND SMALLER------------------------------1.5"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND:

a. SLABS, WALL, JOIST:

i. NO. 11 BAR AND SMALLER----------------------------------0.75"

b. BEAMS, COLUMNS:

i. PRIMARY REINFORCEMENT, TIES, STIRRUPS,---------1.5"

SPIRALS

5. REINFORCING STEEL SHALL BE SPLICED WHERE INDICATED ON PLANS.

PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND SCHEDULE,

UNLESS OTHERWISE NOTED.

6. MECHANICAL SPLICE CONNECTORS SHALL DEVELOP IN TENSON 125 PERCENT

OF THE SPECIFIED MINIMUM YIELD STRENGTH OF REINFORCING BARS.

7. STANDARD HOOKS ON REINFORCING BARS USED SHALL COMPLY

WITH ACI 318, SECTION 25.3.

8. MINIMUM REINFORCING BEND DIAMETERS SHALL COMPLY

WITH ACI 318, SECTION 25.3.

9. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS ARE TO BE

SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.

10. REINFORCING BAR BENDS SHALL BE MADE COLD.

11. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE

WITH THE "ACI DETAILING MANUAL - 2004" (SP-66) AS MODIFIED BY THE

PROJECT DRAWINGS AND SPECIFICATIONS.

12. CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS

FOR CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION.

FABRICATE FROM REVIEWED DRAWINGS ONLY.

13. WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE

SHOWN ON THE DRAWINGS. WELDING OF REINFORCING STEEL SHALL

CONFORM TO AWS D1.4 "AWA STRUCTURAL WELDING CODE - REINFORCING

STEEL" OF THE AMERICAN WELDING SOCIETY.

REINFORCING STEEL

1.STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND

ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."

2.STRUCTURAL STEEL MATERIALS SHALL CONFORM TO ONE OF THE FOLLOWING

STANDARD SPECIFICATIONS, LATEST EDITION:

A. STRUCTURAL STEEL WIDE FLANGE ASTM A992

B. STRUCTURAL STEEL CHANNELS, ANGLES, ASTM A36

& PLATES

C. HOLLOW STRUCTURAL SECTIONS (HSS) ASTM A500, GRADE B

D. ANCHOR RODS (GALVANIZED) ASTM F1554,GRADE 36

E. HIGH STENGTH BOLTS ASTM A325

F. HEADED STUDS ASTM A108, TYPE B

3. CONNECTIONS OF STRUCTURAL STEEL SHALL CONFORM TO THE LATEST

EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND THE FOLLOWING:

A. BOLTED CONNECTIONS- ASTM A325-N WITH SNUG-TIGHT JOINT, UNLESS

NOTED OTHERWISE. (WHERE CONNECTIONS ARE NOTED AS SLIP

CRITICAL (SC) USE A325-SC BOLTS WITH LOAD-INDICATION WASHERS OR

TENSION CONTROL BOLTS) ALL BOLT HOLES IN STEEL SHALL BE

STANDARD HOLES (1/16" LARGER THAN NOMINAL BOLT DIAMETER),

UNLESS NOTED OTHERWISE, CONNECTIONS SHALL CONFORM WITH

RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR

A490 BOLTS.

B. WELDED CONNECTION-PERFORMED BY AWS CERTIFIED WELDERS IN

CONFORMANCE WITH AWS D1.1, U.N.O. ALL WELDS SHALL BE E70XX

ELECTRODES, WELDING SHALL BE DONE USING MATCHING FILLER

MATERIAL PER TABLE 3.1 AWS D1.1 USE ONLY LOW-HYDROGEN

ELECTRODES ON ASTM A572 AND A992 STEEL.

C. WHERE NOT INDICATED ON DRAWINGS, ALL WELDS SHALL BE

CONTINUOUS 3/16" FILLET WELDS, BUT NOT GREATER THAN THE AISC

MAXIMUM OR LESS THAN THE AISC MINIMUM BASED ON THE THICKNESS

OF THE PARTS JOINED.

D. TOUCH UP FIELD WELDS AND CONNECTIONS AS WELL AS ABRADED

AND RUSTED SHOP PAINT WITH SAME PAINT USED IN SHOP.

E. AUTOMATICALLY END WELD HEADED STUDS AND DEFORMED

BARS - IN ACCORDANCE WITH AWS D1.1.

4. THE CONTRACTOR SHALL REMOVE EXISTING PLASTER AND ARCHITECTURAL

COVERINGS PRIOR TO INSTALLATION OF RETROFIT WORK.

5. CAMBER: ALL MEMBERS SHALL BE ERECTED WITH NATURAL OR INDUCED

CAMBER UPWARDS, UNLESS NOTED OTHERWISE. CAMBER INDICATED ON

DRAWINGS SHALL BE AS DELIVERED TO THE JOB SITE. CONTRACTOR

SHALL CONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING.

6. THE SPLICING OF STRUCTURAL STEEL WHERE NOT INDICATED SHALL NOT

BE ALLOWED UNLESS APPROVED BY CONTRACTING OFFICER.

7. FIELD MODIFICATIONS OF STRUCTURAL STEEL SUCH AS THE BURNING OF

HOLES, CUTTING OF STEEL AND HEATING AND BENDING OF STEEL OR

ANCHOR RODS SHALL NOT BE ALLOWED.

8. STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO WEATHER

SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123 AFTER FABRICATION.

ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH

APPLIED PAINT CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL

BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE HOT-DIPPED

GALVANIZED PER ASTM A153.

9. ALL GROUT (OR DRYPACK) BELOW BASE PLATES, BEAMS BEARING ON

CONCRETE WALLS, ETC, SHALL BE NON-SHRINK, NON-STAINING,

WITH fc= 5,000 PSI. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

STRUCTURAL STEEL STATEMENT OF SPECIAL INSPECTIONS:

1. CONTRACTOR SHALL HIRE A QUALIFIED INSPECTION AND TESTING AGENCY TO PERFORM SPECIAL INSPECTIONS AND TESTING IN ACCORDANCE WITH CHAPTER 17 OF THE IBC WITH REPORTS PER IBC SECTION 1704.1.2 SUBMITTED TO THE CONTRACTING OFFICER AND cc CONTRACTOR FOR EACH DAY SPECIAL INSPECTIONS OR TESTING IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION.

STRUCTURAL ITEMS

STRUCTURAL STEEL FABRICATION

AND ERECTION

FABRICATION PROCEDURES

SHOP AND FIELD WELDING

(INCL. METAL DECKING)

REINFORCING PLACEMENT

ANCHOR BOLT PLACEMENT

ANCHORS INSTALLED IN

HARDENED CONCRETE

CONCRETE AND

SHOTCRETE PLACEMENT

EXPANSION BOLTS & INSERTS

EPOXY GROUTED INSTALLATIONS

ARCH, MECH, & ELEC ITEMS

SUSPENDED CEILINGS

LIFE SAFETY COMPONENTS

INCLUDING SMOKE

EVACUATION FANS

(Ip=1.5 PER ASCE 7-10 SECTION 13.1.3)

INSTALLATION AND ANCHORAGE

OF SPRINKLER SYSTEMS,

(Ip=1.5 PER ASCE 7-10 SECTION 13.1.3)

ALL OTHER MECHANICAL AND

ELECTRICAL COMPONENTS

IBC REFERENCE

1704.2.5.1 TABLE 1705.2.2 ITEM 1

& AISC 360-10

1705.2.2.1, TABLE 1705.2.2 ITEM 2a, 1705.12.2, AISC 260-10 & AISC 341-10

TABLE 1705.3 ITEM 1

TABLE 1705.3 ITEM 3

TABLE 1705.3 ITEM 4

TABLE 1705.3 ITEM 5,6 & 7

PERIODIC SPECIAL INSPECTION

AS SPECIFIED PER IBC CHAPTER 17

INSPECTIONS PER IBC SECTION 110 AND

ASCE 7 13.5.6.2.2 AS REQUIRED

REQUIRED FOR VERIFICATION OF

CERTIFICATE OF COMPLIANCE LABEL

ON COMPONENT (IBC 1705.11.4)

REQUIRED (IBC 1705.11.4 & 1705.11.6)

NOT REQUIRED

SPECIAL INSPECTION FREQUENCY

PERIODIC

CONTINUOUS (PERIODIC FOR ITEMS

EXCEPTED PER IBC 1704.3 ITEM 2)

PERIODIC AND PRIOR TO ALL

CONCRETE POURS

PERIODIC AND PRIOR TO ALL

CONCRETE POURS

PERIODIC

CONTINUOUS

CONTINUOUS INCLUDING TORQUE

TESTS IN ACCORDANCE

WITH APPROVED ICC-ES REPORTS

CONTINUOUS INCLUDING

INSPECTION OF EMBEDMENT

DEPTH AND HOLE CLEANLINESS

PRIOR TO ALL INSTALLATIONS

SEISMIC DESIGN REQUIREMENTS

ASCE 7-10 CHAPTER 13

ASCE 7-10 SECTION 13.5.6

ASCE 7-10 SECTION 13.6 AND IBC

1705.12.3

ASCE 7-10 SECTION 13.6 AND IBC

1708.12.3

ASCE 7-10 SECTION 13.6

1. THE MANUFACTURE, DETAILING, AND ERECTION OF STEEL ROOF DECK SHALL BE

IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE

SPECIFICATIONS.

2. METAL DECK SHALL HAVE THE MINIMUM SECTION PROPERTIES (PER 3'-0" WIDE

PANEL)

GAUGE 20

MIN DEPTH 2 IN

MIN MOMENT OF INERTIA (I) 0.406 IN /FT

MIN SECTION MODULUS (+S) 0.341 IN /FT

MIN SECTION MODULUS (- S) 0.346 IN /FT

3. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL SHEETS

HAVING A MINIMUM YIELD POINT OF 33 KSI AND CONFORMING TO ASTM A653-SS GR33.

4. MINIMUM REQUIRED FINISH IS GALVANIZED COATING CONFORMING TO ASTM A653

G90.

5. MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2". SHEETS SHALL BE

ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS INDICATED ON

THE DRAWINGS AND IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS,

UPON COMPLETION OF ERECTION, ALL WELDS SHALL HAVE TOUCH-UP.

6. DECK FASTENING SHALL BE A MINIMUM 36/4 WELD PATTERN AT SUPPORTS

UNLESS NOTED OTHERWISE

7. SIDELAP CONNECTIONS SHALL BE MADE USING TOP SEAM WELDS AT 24" O.C.,

MAX.

STEEL DECK

2. CONTRACTOR SHALL PROVIDE TWO WEEK SCHEDULE OF ANTICIPATED WORK REQUIRING SPECIAL INSPECTION. IT SHALL BE THE DUTY OF THE PERSON DOING THE WORK TO NOTIFY THE CONTRACTING OFFICER THAT SUCH WORK IS READY FOR INSPECTION. INSPECTION REQUESTS SHALL BE IN WRITING AND FILED AT LEAST

THREE WORKING DAYS BEFORE SUCH INSPECTION IS DESIRED.

3. IT SHALL BE THE DUTY OF THE CONTRACTOR TO KEEP THE WORK TO REMAIN ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE SPECIAL INSPECTOR NOR THE OWNER SHALL BE LIABLE FOR EXPENSES ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION.

4. THE SPECIAL INSPECTOR SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PRECEDURE OF CONSTRUCTION SELECTED BY THE CONTRACTOR OR SAFETY PRECAUTIONS AND PROGRAMS

INCIDENT TO THE WORK OF THE CONTRACTOR.

5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE FINAL QUALITY CONTROL REVIEW OF WORK TO ENSURE THAT ITEMS OBSERVED BY THE SPECIAL INSPECTOR HAVE NOT BEEN MOVED, REMOVED, DISPLACED, OR DISLODGED BY THE NUMEROUS SUBCONTRACTORS WORKING ON THE SITE BETWEEN INSPECTION AND

COMPLETION OF WORK.

7. ACCEPTANCE AS A RESULT OF AN INSPECTION SHALL NOT BE CONSTRUED TO BE AN ACCEPTANCE OF A VIOLATION OF THE BUILDING CODE PROVISIONS OR OF OTHER ORDINANCES OF THE JURISDICTION. INSPECTION PRESUMING TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF THE BUILDING CODE OR OF OTHER

ORDINANCES OF THE JURISDICTION SHALL NOT BE VALID.

8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE QUALITY OF WORK AND COMPLIANCE WITH CONSTRUCTION DOCUMENTS. THE SPECIAL INSPECTIONS DO NOT CONSTITUTE REPLACEMENT OF THEIR REQUIRED QUALITY CONTROL OR APPROVAL OF THEIR WORK. THE OWNER, SPECIAL INSPECTOR, AND S.E.R.

SHALL NOT BE LIABLE FOR ANY EXPENSES ENTAILED IN NON-CONFORMING WORK THAT MAY OR MAY NOT BE

IDENTIFIED IN THE SPECIAL INSPECTION PROCESS.

US Army Corps of Engineers ®

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TYP. EXPANSION JOINT (E.J.)

CUT REBAR AT JOINT REINF IN UPPER

1/3 OF SLAB

CUT REBAR AT JOINT

#4 x 24" LONG SMOOTH

DOWEL AT 24" O.C.

(GREASE ONE END ONLY)

CONT. KEYWAY OR

PREFORMED METAL

KEY OR 1 1/2" DEEP SAW-CUT

TYP. CONSTRUCTION JOINT (C.S.J.)

1/2" PREMOULDED JOINT

FILLER WITH ELASTOMERIC

SEALANT AT SURFACE

SEE JOINT SEALANT DETAIL

GEOTEXTILE

FABRIC

COMPACTED

SUBGRADE

15 MILS THK

VAPOR BARRIER

BASALTIC TERMITE

BARRIER (BTB) OPTION

SHOWN, SEE SPECS

3B FINE (ASTM C33, #67)

CAPILLARY WATER

BARRIER (CWB)

GEOTEXTILE

FABRIC

COMPACTED

SUBGRADE

15 MILS THK.

VAPOR BARRIER

BASALTIC TERMITE

BARRIER (BTB) OPTION

SHOWN, SEE SPECS

3B FINE (ASTM C33, #67)

CAPILLARY WATER

BARRIER (CWB)

AB TH

6" SELECT

GRANULAR FILL

6" SELECT

GRANULAR FILL

CONTRACTOR OPTION: SAW

CUT MAXIMUM OF 12 HOURS

AFTER POUR OR USE 1"

DEEP PLASTIC RIBBON

SLAB REINFORCING

CONCRETE

SLAB ON GRADE

3B FINE (ASTM C33, #67)

CAPILLARY WATER

BARRIER (CWB)

BASALTIC TERMITE

BARRIER (BTB) OPTION

SHOWN, SEE SPECS

GEOTEXTILE

FABRIC

COMPACTED

SUBGRADE

15 MILS THK

VAPOR BARRIER

NOTE:

CONSTRUCTION JOINTS

MUST BE USED AT THE

END OF DAYS WORK,

SEE CONSTRUCTION

JOINT (CJ) DETAILS

2" C

. 3/ 4"

4" 4"

6" SELECT

GRANULAR FILL

COL.COL.

#5 AT

MID-DEPTH

#5 AT

MID-DEPTH

EDGE OF SLAB

OR CONC WALL

SJ OR CSJ SJ OR CSJ SJ OR CSJ

EXPANSION JOINT

(EJ) SEE

#4 AT

MID-DEPTH

#4 AT

MID-DEPTH

8" TYP.

2'-0" TYP. 2'-0" TYP.

8" TYP.

/F2 S-003

SPACING TO MATCH

SLAB REINF.

TYP. SLAB ON GRADE

REINFORCEMENT

TYP. SLAB ON GRADE

REINFORCEMENT

SPACING TO MATCH

SLAB REINF.

SPACING TO MATCH

SLAB REINF.

(2) #4 CONT

FIN GRADE OR

PAVING - SEE PLANS

TYP. SLAB ON GRADE

REINFORCEMENT

TYP. SLAB ON GRADE

REINFORCEMENT

TYP. SLAB ON GRADE

REINFORCEMENT

24" 24"

DEPRESSED SLAB

SEE ARCH DWGS

FOR EDGE

CONDITIONS

24" 24"

EXPANSION JOINT AT WALL FACE

24"

SLAB EDGE

DEPRESSED SLAB

#4 CONT

FACE OF WALL

1/2" PREMOULDED JOINT

FILLER WITH ELASTOMERIC

SEALANT AT SURFACE

SEE JOINT SEALANT DETAIL

#4 CONT

SEE ARCH FOR BTB

AND CAPPING DETAILS

AT SLAB EDGE

8" MIN.

8" M

1' -0

" M

"t" (4

" T O

O N

SPACING TO MATCH

SLAB REINF.

24" 24"

6t OR

1'-6" MIN.

"t" (4

" M

O N

30° MAX, TYP.

BASALTIC TERMITE

BARRIER (BTB) OPTION

SHOWN, SEE SPECS

3B FINE (ASTM C33, #67)

CAPILLARY WATER

BARRIER (CWB)

6" SELECT

GRANULAR FILL

BASALTIC TERMITE

BARRIER (BTB) OPTION

SHOWN, SEE SPECS

3B FINE (ASTM C33, #67)

CAPILLARY WATER

BARRIER (CWB)

6" SELECT

GRANULAR FILL

4" 4"

MIN.

OPENING

SJ*

* #4 x 4'-0"

#4 E.W.

CONCRETE

WALL

1-#4 x 2'-0" @

MID-DEPTH

NOTES:

* ALSO FOR EJ

2-#4 x 4'-0"

2'-0" TYP.

TYP.

1'-6" MAX.

AT EXPANSION JOINT AT SAWCUT JOINT

1/2" PREMOLDED

JOINT FILLER

PAVEMENT OR

SLAB SURFACE

BACKER

MATERIAL

POURED JOINT

SEALER

LEGEND:

W = WIDTH OF SEALANT RESERVOIR = 1/2" MIN AND 5/8" MAX

D = DEPTH OF SEALANT = 1/2" MIN TO 3/4" MAX

PAVEMENT OR

SLAB SURFACE

BACKER

MATERIAL

POURED JOINT

SEALER

CRACK

NOTE:

TOP OF SEALANT WILL BE 1/8" TO 1/4"

BELOW TOP OF PAVEMENT OR SLAB.

ASTM NO. 67

GRAVEL FILL

EXISTING

CONCRETE

SLAB-ON-GRADE

MECH. PIPE

OR CONDUIT

#4x 1'-4" LONG

DOWELS AT 2'-0"

O.C. STAGGER.

EPOXY GROUT

INTO 5/8" DIA. x 4"

DEEP HOLES -

CENTER

DOWELS IN

SLABPROVIDE 4" MIN.

CONCRETE SLAB-ON-

GRADE REINFORCED

w/6x6-W7.4/W2.9W.W.M.

NOTE:

IF EXIST SLAB BECOMES UNDERMINED

BACKFILL W/ CONCRETE

SAWCUT AND REMOVE EXISTING

CONCRETE SLAB-ON-GRADE AS

REQUIRED TO INSTALL MECH. PIPES

OR CONDUIT

15 MIL VAPOR

BARRIER

MIN.

1' - 0"

2' -0

" M

D MIN.

NTSF2 TYPICAL SLAB JOINT DETAIL

NTSF6 TYPICAL SAW CUT JOINT (SJ)

NTSC1

TYPICAL ISOLATION (EXPANSION)

JOINT AT COLUMN

NTSA1 DEPRESSED SLAB AND SLAB EDGE

NTSC3 TYPICAL ADDED SOG REINF.

NTSF8 TYPICAL JOINT SEALANT DETAILS

NTSC6 SLAB ON GRADE REPAIR DETAIL

US Army Corps of Engineers ®

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180° HOOKS 90° HOOKS

135° HOOKS135° HOOKS90° HOOKSBAR

SIZE

A OR G J A OR G

90° HOOKS180° HOOKS

2 1/4

3 3/4

4 1/2

A OR G H

APPROX

90°

HOOKS 135° HOOKS

A OR G

4 1/2

5 1/2

APPROXA OR G

135° HOOKS

BAR

SIZE

(mm) H

1 1/2

2 1/2

BAR

SIZE

5 3

5 1/4

15#9 9 1/2 11 3/4 19

2 1/2

3 3/4

1 1/2

2 1/2

4 1/2

5 1/4 9

5 1/2

4 1/2

4 1/4 3

3 3/4

4 1/2

5 1/4

OFFSET BEND

A OR G

HOOK

4d OR 60" MIN.

DETAILING

DIMENSION

D d d

A O

R G

H O

O K

DETAILING

DIMENSION

O N

N G

D d

A OR G

HOOK

BEAM BEAM

O N

N G d

A O

R G

H O

O K

A O

R G

H O

O K

(3" MIN.)

N G

O N d

3" M

MAIN BARS STANDARD STIRRUPS OR TIES SEISMIC STIRRUPS OR TIES

OTHER

BARS

SLAB & WALL SPLICE LENGTHS GRADE

60 (INCHES)

BAR

SIZE

SLAB TOP

BARS

OTHER

BARS

SLAB TOP

BARS

OTHER

BARS

SLAB TOP

BARS

fc' 3000 PSI 4000 PSI 5000 PSI

#3 13 17 12 16 12 16

#4 21 28 18 24 17 22

#5 31 41 27 35 24 32

#6 43 56 37 48 33 43

#7 69 90 60 78 53 69

#8 85 111 74 96 66 86

#9 103 134 90 116 80 104

BAR

SIZE

EPOXY GROUTED BARS

NOTES:

1. SEE STRUCTURAL SPECIFICATIONS FOR EPOXY PRODUCTS TO BE USED.

2. FOR #3, #4 & #5 BARS SPACED 6" CC OR WIDER, HOLE DEPTH MAY BE

REDUCED 20%.

3. THIS DETAIL SHALL BE USED ONLY WITH THE SPECIFIC APPROVAL OF

THE CONTRACTING OFFICER.

4. PROBE FOR EXISTING REINFORCEMENT BEFORE DRILLING HOLE. DO NOT

CUT EXISTING REINFORCEMENT.

5. CLEAN HOLES OF ALL DUST WITH MOTOR DRIVEN COMPRESSED AIR

AND WIRE BRUSH PRIOR TO GROUTING.

6. ALL DOWELS SHALL HAVE SPECIAL INSPECTION.

7. USE NON-SHRINK GROUT WHERE DIRECTED BY THE CONTRACTING

OFFICER.

DRILL BIT

(MIN) DIA

HOLE DEPTH - CONCRETE f"c

3000 PSI 4000 PSI 5000 PSI

1/2"

5/8"

3/4"

7/8"

1-1/8"

1-1/4"

8" 8" 8"

10"

12"

15"

20"

28"

36"

10"

12"

15"

18"

24"

32"

10"

12"

15"

16"

22"

28"

3" CLR.

MAIN OR

TEMPERATURE BAR

(TYP.)

STIRRUP OR TIE

EARTH/CONC.

CONCRETE CAST

AGAINST EARTH

NOTES:

1. PROTECTION COVER SHOWN IS MINIMUM PERMITTED.

2. THICKER PROTECTIVE COVER INDICATED IN SPECIFIC DETAILS SHALL GOVERN.

3. COMPLY WITH A CASE OF CONC. EXPOSED TO EARTH OR WEATHER FOR

STRL. SLAB-ON-GRADE.

4. PROTECTIVE COVER SHOWN IS FOR CAST-IN-PLACE CONCRETE ONLY.

3" C

1 1/2" CLR

MAIN OR

TEMPERATUR

E BAR (TYP.)

FORMED CONC.

SURFACE

EXTERIOR FACE

EARTH

STIRRUP OR TIE

CONCRETE EXPOSED TO

EARTH OR WEATHER

1 1/2" CLR

NTSD1 STANDARD HOOK FOR BARS, STIRRUPS, & TIES

NTSA1 TYPICAL SLAB & WALL BAR SPLICE TABLE

NTSA4 DRILL AND EPOXY DOWEL SCHEDULE

NTSA7 CONCRETE PROTECTION OF REINFORCING

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#3 TIES AND CROSS -

TIES @ 6" OC (WHEN

PIER WIDTH EXCEEDS

2'-0" USE NORMAL

HORIZ. REINFORCING)

(2)#4 x 4'-0"

DIAGONAL EA

CORNER, EA FACE SILL REINF. PER DETAILS SILL REINF.

PER DETAILS

(2)#4 x 4'-0"

DIAGONAL EA

CORNER, EA FACE

REINF. EA. SIDE

OF OPENING

(SEE NOTE 1)

HEADER

REINFORCING

SEE NOTE 2

VERTS

AT JAMBS (FULL

HEIGHT U.O.N.)

(1) #4 EA. FACE AT OF

PIER (OMIT AT PIERS 1'-0"

OR LESS IN WIDTH) - EXTEND

VERTS. FULL HEIGHT WHEN

PIER IS ADJACENT TO DOOR

OPENINGS

MATCH FOOTING

OR WALL DOWELS

BELOW PER DETAILS

(SEE NOTE 3)

"A"

"B"

HEADER

REINFORCING

SEE NOTE 2

VERTS AT JAMBS PER DETAIL(SEE NOTE 4)

MECH'L WALL OPENING DOOR OPENING COMBINED WINDOW-DOOR OPENING WINDOW OPENING

PIER SECTION

OPENOPENOPENOPEN

NOTE:

SEE ARCH/MECH DRAWINGS FOR ROUGH OPENING

SIZES AND ELEVATIONS

TOP OF SLAB

RECTANGULAR OPENINGS WITH L or H > 12"x12"

CIRCULAR WITH D>12"

(2)#4 x (D+32") DIAGONAL

(4) SIDES, EA FACE

PIER WIDTH

(SEE NOTE 3)

2'-0" TYP.

2' -0

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING"A"

"B"

"B" "B"

"A"

"B" "B"

"A"

SECTION "A"-"A" SECTION "B"-"B"

SINGLE LAYER

LINTEL AND TOP OF WALL

DOUBLE LAYER

PLAN-JAMB OR END OF WALL

DOUBLE LAYERSINGLE LAYER

U BARS

TO MATCH

WALL REINF.,

TYP.

TOP OF WALL

STD. HOOK

TYP WALL

REINF.

LINTEL REINF

180° HOOK

TYP WALL

REINF.

(2) #5 MIN

TYP. WALL

REINF.

180° HOOK

STD HOOK

(2) #5 MIN

SAME SIZE &

SPACING AS

HORIZ. BARS

(2) #5 MIN

NOTES:

1. VERTICAL AND HORIZONTAL BARS INTERRUPTED BY

OPENINGS SHALL BE REPLACED BY ADDITIONAL

REINFORCING EQUAL TO THAT INTERRUPTED. PLACE

HALF OF ADDITIONAL REINFORCING ON EACH SIDE OF

THE OPENING, (2) #5 MIN EACH SIDE (3" CC)

2. HEADER REINFORCING:

(2) #5 BARS, 4'-3" LONGER THAN OPENING 5'-0" OR LESS

(2) #6 BARS, 5'-0" LONGER THAN OPENING 5'-1" TO 7'-0"

(2) #7 BARS, 5'-9" LONGER THAN OPENING 7'-1" TO 9'-0"

3. WHERE EXTENSION IS NOT POSSIBLE, EXTEND AS FAR

AS POSSIBLE AND HOOK, TYP.

4. DOWELS NOT REQUIRED TO FOOTING OR WALL BELOW

WHEN H1 < 8'-0"

HORIZ. LAP

SPLICE

U-BARS MATCH

HORIZ. REINF.

SIZE AND SPACING

PLAN

CORNER

PLAN

INTERSECTION

PLAN

CORNER

SINGLE LAYER

DOUBLE LAYER

(2)#4 VERT TYP. U.O.N.

((2) #5 VERT AT INTERIOR

WALLS)

(4)#4 VERT TYP. U.O.N.

((4) #5 VERT AT INTERIOR

WALLS)

ADDED VERT. BAR TO

MATCH WALL VERT. REINF

2' -0

" T

2'-0" TYP.

2' -0

" T

2'-0" TYP.

WALL HORIZ. REINF.

SPECIAL NOTE:

CONTRACTOR MAY SUBSTITUTE 7'-0"

LONG 90 DEGREE BENT BAR

CENTERED AT CORNER IN LIEU OF

OUTER CORNER HOOKS (SAME SIZE

AND SPACING AS HORIZ. REINF.)

CHIP BACK CONC. AT ALL EXPOSED

EXIST. REINF. AND TRIM BAR AS

SHOWN, EPOXY GROUT TO FINISH

USING EPOXY BONDING AGENT

(SEE SPECS.)

SAW CUT

EDGE

CUT EXPOSED

EXIST. REINF.

3/4"

PORTION OF EXIST.

CONC. SLAB OR WALL

TO BE REMOVED

EXIST. CONC. WALL

DEMOLITION SEQUENCE:

PRIOR TO DEMOLITION OF PENETRATION OR OPENING, SHORE OR

PROVIDE SUPPORT AS SHOWN ON , , AND .

CORE DRILL HOLES AT SLAB OR WALL CORNERS

SAW CUT WALL BETWEEN DRILLED HOLES AND REMOVE.

DO NOT OVERCUT. ONLY SAW CUT EXTENT OF PANEL TO

BE REMOVED IMMEDIATELY AFTER CUTTING OPERATIONS.

CHIP OUT CONCRETE SLAB OR WALL BELOW GRADE AS SHOWN

SEE DETAIL

ELEVATION

/A8 S-005

/C6 S-006 /C6 S-007/E1 S-007

PLAN AT DOUBLE LAYER

VERT WALL REINF

TYP UNLESS

OTHERWISE NOTED

FIRST PLACEMENT

NOTES:

1. PROVIDE CONSTRUCTION JOINT AT 30'-0" OC MAX.

2. LOCATION AND DETAIL OF JOINT SHALL BE REVIEWED BY

ARCHITECT WHEN NOT LOCATED AT INTERSECTIONS OF WALLS

PRIOR TO CONSTRUCTING FORMS OR PLACING CONCRETE.

PLAN AT SINGLE LAYER

CONTINUE

HORIZ WALL

REINF THRU

JOINT, TYP.

VERT WALL REINF

TYP UNLESS

OTHERWISE NOTED

CSJ

3" 3"

FIRST PLACEMENT

P.1"

CONTINUE

HORIZ WALL

REINF THRU

JOINT, TYP.

3" 3"

CONTINUE

REINF ACROSS

JOINT

U R

2N D

P O

U R

SECTION

NOTES:

1. JOINT LOCATION SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER FOR REVIEW.

2. CONDITION FOR DOUBLE LAYER SHOWN,

SINGLE LAYER DETAIL SIMILAR

3" 3"

ADDED BARS

TO MATCH WALL

HORIZ. BARS

BUTT JOINT

NTSC1

TYPICAL CONCRETE OR SHOTCRETE WALL OPENING

REINFORCING

NTSA1

TYPICAL REINFORCING AT CORNERS

AND INTERSECTIONS

NTSA8 TYPICAL REBAR TERMINATION DETAIL

NTSA4

CONCRETE WALL OR SLAB

PENETRATION DETAIL

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NTSC7 SHOTCRETE VERTICAL WALL CONSTRUCTION JOINTS

NTSA6

SHOTCRETE HORIZONTAL WALL

CONSTRUCTION JOINTS

DRILL AND EPOXY

GROUT #4x36" MIN.

AT 24", TYP SIDES

AND BOTTOM

TOP OF (E) SLAB,

WHERE OCCURS

#4x36" MIN AT 24" EW

(N) CONC SURFACE TO

MATCH TEXTURE OF

ADJACENT (E) CONC.

WALL SURFACE

MIN. LENGTH

5/8" DIA X 6"

(E) CMU/CONC WALL

(N) CONC INFILL

FIELD VERIFY

NOTE:

IF (E) CMU WALL IS

UNGROUTED, FILL

FIRST CELL ADJACENT

TO JAMB WITH GROUT

TYP WALL

REINF.

ALTERNATE SPLICES

4'-0" MIN. SPACING FOR

TYP. LAP (24" MIN.)

HORIZ. REINF.

MAX D=T

3D OR 4" MIN

SLEEVE, TYP.

SLAB

OR WALL

CONDUIT IN CENTER THIRD OF SLAB OR WALL

WHERE WALL REINF HAS 1 MAT IN CENTER

LOCATE CONDUIT IN SAME LAYER WITH WALL

VERT REINF OF VERT CONDUIT

3D OR 4" MIN

MAX D = T/3 OR 2"

WHICHEVER IS SMALLER

NOTE:

WHERE CLEAR DISTANCE BETWEEN SLEEVES IS IMPOSSIBLE OR MAX D IS

EXCEEDED, THIS AREA SHALL BE TREATED AS AN OPENING PER TYPICAL

DETAIL FOR OPENINGS ON SLAB OR WALL. CONTRACTOR SHALL LOCATE (E)

SLAB/WALL REINFORCING BY NON-DESTRUCTIVE MEANS TO AVOID DAMAGE

PRIOR TO DRILLING AND CORING FOR (N) PIPES AND CONDUITS

CONC INFILL

LINE OF (E) ROUND OR

RECTANGULAR SLAB

OPENING, ROUGHEN

TO 1/4" AMPLITUDE

#3 EPOXY EMBEDDED

DOWEL AT SLAB MID-

DEPTH, TYP

12" MAX.

3" EPOXY EMBED

4" TYP

4" EPOXY EMBED

13" - 24"

CONC INFILL

#3 EPOXY EMBEDDED

DOWEL AT SLAB MID-

DEPTH, TYP

LINE OF (E) ROUND OR

RECTANGULAR SLAB

OPENING, ROUGHEN

TO 1/4" AMPLITUDE

5" MAX TYP

PIPE, SEE MECH,

ELEC, PLUMBING

DWGS

#5 EA FACE

NOTE:

THIS DETAIL APPLIES TO INDIVIDUAL PIPE SLEEVE LOCATIONS ONLY.

WHEN SLEEVES ARE LESS THAN 3 SLEEVE DIAMETERS APART AND/OR

2 OR MORE SLEEVES ARE LINED UP, SPECIAL REINFORCING MAY BE

NEEDED. SEE OTHER DETAILS OR NOTIFY CONTRACTING OFFICER.

3" AT FLOORS,

FLUSH AT WALLS

PIPE SLEEVES TO

BE HELD RIGIDLY

IN PLACE

PIPE

CAULK IN EXTERIOR WALLS OR

AS NOTED ON ARCH, MECH,

ELEC OR PLUMB DWGS

BEND REINF BARS

TO CLEAR SLEEVE

AS DIRECTED

PLASTIC OR SCHED

40 STEEL PIPE

SLEEVE. INSIDE

DIA AS SHOWN ON

MECH, ELEC OR

PLUMB DWGS

2'-0"TYP.

3/8" THK. SHEAR

PLATE

TYP.

1/2" GAP

3/4" DIA. BOLTS AT 3"

O.C., SEE SCHEDULE

FOR QUANTITY

STL. BM. STL. BM.

1/4

1/4 1/2" GAP

1 1/2" 1 1/2"

3 1/2"

STL. BEAM

WHERE OCCURS

5/8" DIA. EXPANSION

ANCHORS AT 16", TYP.

TEMPORARY C6x8.2 HEADER

INSTALLED BEFORE DEMOLITION

WORK. REMOVE AFTER NEW

HEADER IS INSTALLED PER

BURN BACK ANCHORS AND

PATCH PER

TOP OF FLOOR TOP OF FLOOR

5/8" DIA. EXPANSION

ANCHORS AT 16", TYP

EXISTING

CONC WALL EXISTING

CONC WALL

AT DOOR OPENING AT WINDOW OPENING

1'-4"

TYP.4" TYP.

C U

T O

D O

O R

SAWCUT OPENING

NEW DOOR

1'-4"

TYP. 4" TYP.

MECH SAWCUT OPENING

NEW WINDOW OR

H S

U T

G N

O W

O R

2'-0"

MIN.

A6/S-006

A8/S-005

#4x DOWELS AT

24" DRILL AND EPOXY

TOP OF FLOOR

(2) #5 EACH JAMB

EXISTING

CONC. WALL

#5 DOWELS

EACH END, TYP

OPENING

NEW DOOR

D O

O R

AT DOOR OPENING AT WINDOW OPENING

#4x DOWELS AT

24" DRILL AND EPOXY

TOP OF FLOOR

(2) #5 EACH JAMB

EXISTING

CONC. WALL

#5 DOWELS

EACH END, TYP

OPENING

NEW WINDOW8"

8" TYP

TYP.

8" MIN.

#5 DOWELS

EACH END, TYP

EQ EQ EQ

12" LONG KEY AT 24"

CONTINUE

REINF ACROSS

JOINT

U R

2N D

P O

U R

SECTION

NOTE:

JOINT LOCATION SHALL BE SUBMITTED TO THE

CONTRACTING OFFICER FOR REVIEW.

PLAN

1 1/2"

HORIZ

12" LONG KEY AT 24"

CLEAN SURFACE

PRIOR TO PLACING

CONCRETE

HORIZ WALL

REINF TYP

VERT WALL REINF

TYP UNLESS

OTHERWISE NOTED

FIRST PLACEMENT

NOTES:

1. PROVIDE CONSTRUCTION JOINT AT 30'-0" OC MAX.

2. LOCATION AND DETAIL OF JOINT SHALL BE REVIEWED BY

ARCHITECT WHEN NOT LOCATED AT INTERSECTIONS OF WALLS

PRIOR TO CONSTRUCTING FORMS OR PLACING CONCRETE.

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

S-006

C O

N C

E W

E L B

C O

N N

O N

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

C Y

RTA SUBMITTAL

, O

, H

NTSE1

INFILL EXISTING OPENING W/

CONCRETE

NTSE3 TYPICAL WALL REINFORCING

NTSC1

TYPICAL PIPING AND CONDUIT IN OR

THRU SLAB OR WALL

NTSA1 INFILL EXISTING SLAB

NTSC3

TYPICAL REINF. AT WALL AND SLAB

PIPE SLEEVES

NTSA3

TYPICAL STEEL BEAM TO BEAM

CONNECTION

NTSC6

TYPICAL TEMPORARY STEEL HEADER AT NEW DOOR/WINDOW

OPENING IN EXISTING CONCRETE WALL

NTSA6

TYPICAL NEW DOOR/WINDOW OPENING IN EXISTING CONCRETE

WALL

NTSE8

CONCRETE HORIZONTAL WALL

CONSTRUCTION JOINTS

NTSE6

CONCRETE VERTICAL WALL

CONSTRUCTION JOINTS

LAP 24"

ADD BARS TO MATCH

FOOTING REINF.

UNDER FOOTINGTHROUGH FOOTING

6" DIA. MAX.

ADD 2-#4x4'

BEND 12"

ADD BARS TO MATCH

FOOTING REINF.

1/ 2"

2" M

FOOTING

EXCAVATION SHALL NOT

EXTEND BELOW THIS LINE

NOTE:

CONTRACTOR SHALL BE RESPONSIBLE

FOR MAINTAINING ALL TRENCH SLOPES

BY SHORING AS REQUIRED

2' - 1"

PROVIDE 90°

BEND AT END OF

INTERRUPTED

BARS (TYP.)

2-DIAG. BARS EQUAL IN SIZE

TO MAIN DIRECTION

BARS x 96 BAR DIA. LONG, AT EACH CORNER, T&B (TYP.)

MAIN DIRECTION BARS:

ADD 1/2 THE NUMBER OF

BARS INTERRUPTED PLUS

ONE TO EACH SIDE OF

OPENING AT 3" O.C., TYP.

BARS SHALL CONTINUE

BETWEEN BEARING SUPPORTS

TRANSV. DIRECTION BARS:

ADD 1/2 THE NUMBER OF BARS

INTERRUPTED PLUS ONE TO EACH

SIDE OF OPENING AT 3" O.C.,TYP.

BARS SHALL CONTINUE BETWEEN

BEARING SUPPORTSUSE SIMILAR DETAILS

FOR ROUND OPENINGS

TOP OF FOOTING

FOR INTERSECTING

INTERIOR AND

PERIMETER WALLS

SLAB AT

ENTRY

TOP OF FOUNDATION

WALL AT DOOR OPENINGS

SOG OR TS

EJEJ

VAPOR BARRIER, TYP.

BTB OPTION SHOWN,

SEE SPECS, TYP.

GEOTEXTILE FABRIC, TYP.

3B FINE CWB, TYP.

COMPACTED

SUBGRADE, TYP.

VERTICAL CONTAINMENT

BARRIER-CORRUGATED

FIBERGLASS ROOFING

SHEETS, TYP.

NOTE:

BTB REQUIRED ON DIRECT CONTACT ALONG

VERTICAL FACES OF ALL INTERIOR AND

EXTERIOR FOUNDATION WALLS, GRADE

BEAMS, AND TOP OF FOOTING AS SHOWN

GTB, TYP.

4" MIN.

6" SELECT

GRANULAR FILL

(N) L4x4x1/4 BELOW (E)

CONC SLAB W/ (5) 5/8" DIA

EXP ANCHORS

(MIN TENSILE CAP = 1,600LB

MIN SHEAR CAP = 1,700 LB)

(E) CONC

GIRDER BELOW

(N) 4"x4"x1/4" PL, TYP

(N) 3/4" DIA

EPOXY EMBEDDED

THREADED RODS

CONC WALL

4' -4

" M

2'-6" MAX.

3" TYP. 12" TYP. 8" TYP. 5"

EMBED

1/4

TYP.

"C" "C"

"A"

1/4

TYP.

(N) OPN'G

SECTION "C"-"C"

DIRECTION

OF SLAB

SPAN

(N) L4x

(E) CONC.

TOPPING

(N) L4x

(E) CONC.

TOPPING

(E) STRUCTURAL

CONC. SLAB

(N) EXPANSION

ANCHOR

(N) EXPANSION

ANCHOR

(N) L4x4x1/4 BELOW (E)

CONC SLAB W/ (5) 5/8" DIA

EXP ANCHORS

(MIN TENSILE CAP = 1,600 LB

MIN SHEAR CAP = 1,700 LB)

3" TYP. 6" TYP.

2'-0" MIN. 2'-6" MAX.

4' -4

" M

2" M

"B" "B"

"A"

(N) OPN'G

SECTION "A"-"A"

SECTION "B"-"B"

EQ EQ

(E) STRUCTURAL

CONC. SLAB

#4 CONT HORIZ BARS AT

8" WITH 1'-6" BEND OR

1'-6"x1'-6" DOWELS AT

CORNERS, TYP

ROUGHEN

SURFACE

TOP OF SLAB

#3 AT 16" EW

ROUGHEN SURFACE #4 AT 12" DOWELS

EXIST. CONC.

TOPPING

EPOXY

SAWCUT EXIST.

CONC. TOPPING

3/4" CHAMFER

#3 AT 16" 90° BEND

EMBED 3" MIN INTO (E) SLAB

AROUND PERIMETER OF PAD

CURBPAD ON EXISTING CONCRETE SLAB

4 1/2"

MECH. EQUIPMENT

EXTEND 6" PAST

1" CLR.

7" U

.O .N

5" MIN., 9" MAX.

CURB WIDTH AS REQ'D

" M

ADD #4 IF H > 10"

NTSF6 TYPICAL PIPE SLEEVE AT FOOTING

NTSA6 TYPICAL TRENCH DETAIL

NTSA3 TYPICAL CONC. SLAB OPENING REINF.

NTSA1

BASALTIC TERMITE BARRIER (BTB)

AT FOUNDATION WALLS

NTSC6 CONDITION WHERE PENETRATION ABUTS CONC. WALL

NTSE1 NEW OPENING IN EXISTING SLAB GREATER THAN 18"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

S-007

C A L

F O

U N

A N

D S

L A B

D E T

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

C Y

RTA SUBMITTAL

, O

, H

NTSC1 CONCRETE CURBS AND PADS

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

DEMOLISH PORTION

OF (E) CONC. WALL

SEE

DEMOLISH

PORTION OF

(E) CONC. WALL

SEE

DEMOLISH PORTION

OF (E) CONC. WALL

SEE

A4/S-005

DEMOLISH PORTION

OF (E) WALL FTG.

SHOWN , TYP.

DEMOLISH PORTION

OF (E) CONC. GRADE

BEAM

DEMOLISH (E) CONC. SLAB-

ON-GRADE THROUGHOUT

ENTIRE FACILITY

DEMOLISH PORTION OF

(E) CONC. FOUNDATION

(E) CONCRETE WALL TO BE

DEMOLISHED

(E) CONCRETE FOOTING OR TIE

BEAM TO BE DEMOLISHED

LEGEND

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

SD101

N D

A T

N D

O N

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

D es ig ne r

Au th or

C he ck er

RTA SUBMITTAL

, O

, H

1/16" = 1'-0"D2 FOUNDATION AND FIRST FLOOR DEMOLITION PLAN

NOTE:

SEE SHEET SD102

FOR 2ND AND 3RD FLOOR DEMOLITION

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

DEMOLISH PORTION OF

CONC. SLAB AND BEAM

SHOWN TYP.

DEMOLISH PORTION OF

CONC. SLAB AND BEAM

SHOWN TYP.

DEMOLISH (E) STEEL BEAM

SHOWN TYP.

DEMOLISH

(E) CONC. SLAB

DEMOLISH (E) STEEL BEAM

SHOWN TYP.

DEMOLISH PORTION

OF CONC. SLAB FOR

MECH PIPING

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

DEMOLISH PORTION OF

CONC. SLAB AND BEAM

SHOWN TYP.

DEMOLISH PORTION OF

CONC. SLAB AND BEAM

SHOWN TYP.

DEMOLISH PORTION

OF CONC. SLAB FOR

MECH PIPING

(E) CONCRETE WALL TO BE

DEMOLISHED

(E) CONCRETE SLAB TO BE

DEMOLISHED

(E) STEEL BEAM TO BE

DEMOLISHED

LEGEND

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

SD102

O N

D A

N D

T H

O R

N P

L A N

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

D es ig ne r

Au th or

C he ck er

RTA SUBMITTAL

, O

, H

1/16" = 1'-0"D2 THIRD FLOOR DEMOLITION PLAN

1/16" = 1'-0"A2 SECOND FLOOR DEMOLITION PLAN

1 2 3 4 5 6 7 8 9

SB501

SB502

A1 /S

C H

A1 /S

C H

SB501

(E) 8" THK. CONC.

WALL, TYP.

8" THK. CONC. ARMS

VAULT WALLS, TYP.

EJ(E) CONC. COLUMN

AND FTG, TYP.(E) CONC. GRADE

BEAM AT (E) STAIR

CORE TO REMAIN, TYP.

CONC. SLAB-ON-

GRADE OVER FILL

SHOWN

MATCH BUILDING FINISH

FLOOR ELEVATION

W F-

F-

W F-

WF-1WF-1

WF-1

W F-

F-

WF-2

W F-

WF-2

8"X12" CONC. MULLION

SEE , TYP.

W F-

SLAB-ON-GRADE,

SEE NOTE 1

W F-

F-

6" THK. CONC. SLAB-

ON-GRADE, W/ #4 AT

12" O.C., E.W., AT

MID-DEPTH, TYP. AT

ARMS VAULTS

16" SQ. CONC. COL.

OVER (N) 6'-6" SQ. X 2'-0"

THK. FTG., TYP.

SB501

SA501

5" THK. CONC.

STOOP W/ #4

AT 12" O.C.,

E.W. MID-DEPTH

(E) CONC. GRADE

BEAM BELOW, TYP.

SB501

TOF = -4.00'

TOF = -5.00'

TOF = -5.00' TOF = -4.00'

TOF = -4.00'

SB502

SF301

SA501

WF-1

W F-

1 W F-

SUMP PIT, SEE

ARCH DWGS

TOF = -4.00'

SB503

SB502

TYP.

SB401

CONC. EQUIP. PAD,

SEE C1/S-007, SIM.

SB502

WF-2

SB503

8" THK. CONCRETE ARMS VAULT

WALL W/ #4 AT 9" O.C., STAGGERED

EA. FACE

(E) CONCRETE TO REMAIN

8" THK. CONCRETE WALL W/

#6 AT 16" O.C., E.W., CENTERED

2" DEEP DEPRESSED SLAB

CONC. SLAB-ON-GRADE OVER FILL

CONC. EQUIP. PAD

WF-1 WALL FOOTING

EXISTING FOOTING

NEW FOOTING

SLAB DEPRESSION

LEGEND

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

SB101

N D

N P

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

C Y

, B

RTA SUBMITTAL

, O

, H

1/8" = 1'-0"A3 PARTIAL FOUNDATION PLAN - PLAN WEST

KEY PLAN

NOT TO SCALE

1 8 9 16

04 8 16268

SCALE: 1/8"=1'-0"

TRUE NORTH

PLAN NORTH

NOTES:

1. 5" THK. SLAB-ON-GRADE W/ #4 AT 12" O.C.,

E.W. AT MID-DEPTH.

2. CONTRACTOR SHALL REMOVE ANY

EXISTING PLASTER OR ARCHITECTURAL

FINISH PRIOR TO INSTALLING ADDITIONAL

LAYER OF CONCRETE.

3. ALL ITEMS ARE NEW UNLESS NOTED AS

EXISTING, (E)

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 TYPICAL SLAB-ON-GRADE DETAILS

S-004 TYPICAL REINFORCING DETAILS

S-005 TYPICAL CONCRETE WALL DETAILS

S-006 TYPICAL CONCRETE WALL DETAILS

S-007 TYPICAL FOUNDATION AND SLAB

DETAILS

8 9 10 11 12 13 14 15 16

C H

A1 /S

C H

(E) 8" THK. CONC.

WALL, TYP.

8" THK. CONC.

WALL, TYP.

(E) CONC. GRADE

BEAM AT (E) STAIR

CORE TO REMAIN, TYP.

(E) CONC. COLUMN

AND FTG, TYP.

WF-1

W F-

WF-1

W F-

WF-1

W F-

8"X12" CONC. MULLION

SEE , TYP.

W F-

8" THK. CONC. ARMS

VAULT WALLS, TYP.

6" THK. CONC. SLAB-

ON-GRADE, W/ #4 AT

12" O.C., E.W., AT

MID-DEPTH, TYP. AT

ARMS VAULTS

16" SQ. CONC. COL.

OVER (N) 6'-6" SQ. X 2'-0"

THK. FTG., TYP.

SB501

SA501

5" THK. CONC.

STOOP W/ #4

AT 12" O.C.,

E.W. MID-DEPTH

(E) CONC. GRADE

BEAM BELOW, TYP.

TOF = -3.25'

SB502

SA501

TYP.

CONC. EQUIP PAD,

SEE C1/S-007, SIM.

SB502

WF-2

SB502

SIM.

8" THK. CONCRETE ARMS VAULT

WALL W/ #4 AT 9" O.C., STAGGERED

EA. FACE

(E) CONCRETE TO REMAIN

8" THK. CONCRETE WALL W/

#6 AT 16" O.C., E.W., CENTERED

2" DEEP DEPRESSED SLAB

CONC. SLAB-ON-GRADE OVER FILL

CONC. EQUIP. PAD

WF-1 WALL FOOTING

EXISTING FOOTING

NEW FOOTING

SLAB DEPRESSION

LEGEND

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

SB102

N D

N P

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

C Y

, B

RTA SUBMITTAL

, O

, H

1/8" = 1'-0"A3 PARTIAL FOUNDATION PLAN - PLAN EAST

04 8 16268

SCALE: 1/8"=1'-0"

TRUE NORTH

PLAN NORTH

KEY PLAN

NOT TO SCALE

1 8 9 16

NOTES:

1. 5" THK. SLAB-ON-GRADE W/ #4 AT 12" O.C.,

E.W. AT MID-DEPTH.

2. CONTRACTOR SHALL REMOVE ANY

EXISTING PLASTER OR ARCHITECTURAL

FINISH PRIOR TO INSTALLING ADDITIONAL

LAYER OF CONCRETE.

3. ALL ITEMS ARE NEW UNLESS NOTED AS

EXISTING, (E)

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 TYPICAL SLAB-ON-GRADE DETAILS

S-004 TYPICAL REINFORCING DETAILS

S-005 TYPICAL CONCRETE WALL DETAILS

S-006 TYPICAL CONCRETE WALL DETAILS

SB503

WF-1

W F-

SUMP PIT, SEE

ARCH DWGS

8" THK. CONC.

WALL

(E) CONC.

COLUMN TO

REMAIN

(E) CONC.

FOOTING TO

REMAIN

8" THK. CONC.

ELEV. PIT

WALL

12" THK. CONC.

ELEV. PIT

WALL

CONC. COLUMN

AND FOUNDATION,

SEE A3/SB101

(E) FOOTING TO

BE DEMOLISHED

SEE NOTE

SB503

NOTE:

TEMPORARILY SHORE (E)

FTG. AS REQUIRED UNTIL

ELEVATOR MAT FOUNDATION

IS PLACED AS REACHES ITS

28-DAY STRENGTH.

-1

2' - 0"

TS-1

FOOTING FOR

STAIR

P 3/8" X 12", MATCH

LENGTH OF CHANNEL

WEB

SF503

-1

TS-1

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

SB401

A L

E N

L A R

G E D

R A

N D

I R F O

U N

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

D es ig ne r

Au th or

C he ck er

RTA SUBMITTAL

, O

, H

1/2" = 1'-0"A1

PARTIAL ENLARGED ELEVATOR

FOUNDATION PLAN

1/2" = 1'-0"A6

PARTIAL ENLARGED STAIRS

FOUNDATION PLAN

TRUE NORTH

PLAN NORTH

TRUE NORTH

PLAN NORTH

01 2 42

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

F.F.

0' - 0"

GROUND FLOOR

0' - 0"

3' - 0"

S, M

C H

O F

. E

O N

#6 AT 12" E.W.

TOP AND BOTT.

CONC. WALL

WALL REINF., SEE PLANS

DOWEL TO MATCH

SIZE, LOCATION, AND

SPACING OF WALL

VERT. REINF.

CONC. SLAB-ON-GRADE

3/4" DEEP X 1 1/2"

WIDE CONT. KEY

F.F.

0' - 0"

GROUND FLOOR

0' - 0"

#6 AT 12" E.W.

TOP AND BOTT.

CONC. ARMS

VAULT WALL

ARMS VAULT WALL

REINF., SEE PLANS

DOWEL TO MATCH

SIZE, LOCATION, AND

SPACING OF WALL

VERT. REINF.

CONC. SLAB-ON-GRADE

3/4" DEEP X 1 1/2"

WIDE CONT. KEY

2' - 0"

S, M

C H

O F

. E

O N

#4 AT 12" O.C., E.W.

EXTEND SLAB REINF.

INTO ARMS VAULT

WALL, TYP.

F.F.

0' - 0"

GROUND FLOOR

0' - 0"

ISOLATION JOINT,

SEE C1

S-003

CONC. SLAB-ON-GRADE

CONC. COLUMN,

SEE PLAN

S, M

C H

O F

. E

O N

6' - 6" SQ.

7-#6 E.W., TOP

AND BOTT.

COLUMN DOWELS, SIZE

AND LOCATION TO MATCH

COLUMN VERT. REINF., TYP.

LAP SPLICE,

SEE A1/S-004

WALL REINF.

SEE PLAN

6-#8 VERT. BARS

#4 TIES

8" 8"

1' - 4"

(E) CONC. GRADE BEAM

(E) CONC. FTG.

CONC. WALL FTG

CONC. WALL

DOWEL EPOXIED INTO

(E) COL. FTG., SIZE AND

SPACING TO MATCH

WALL FTG. CONT. BARS

SEE

A4/S-004

SEE A1/S-004

(E) CONC. PEDESTAL

BEYOND

WALL FTG. WHERE

OCCURS

CONC. COLUMN

FTG.

COLUMN FTG.

REINF.

WALL FTG.

REINF.

EXTEND WALL FTG.

REINF. THROUGH

COLUMN FTG.

CONC. WALL

3/4" = 1'-0"E1 WF-1 DETAIL

3/4" = 1'-0"E3 WF-2 DETAIL

3/4" = 1'-0"A1 COLUMN FOOTING DETAIL

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

E :

C O

N O

L I

N N

2 3 4 5 6 7 8 9 10

E M

C R

O N

SB501

U C

O U

N D

F Y

R E P

B L D

H O

N O

L U

. S H

R , H

A I

I 9

-5

N G

G C

R H

O N

N G

R D

H O

N O

, H I

C Y

RTA SUBMITTAL

, O

, H

SCALE: 3/4"=1'-0"

12 2

3/4" = 1'-0"D7 TYPICAL CONCRETE COLUMN DETAIL

3/4" = 1'-0"A6 WALL FOOTING TO (E) COLUMN FOOTING DETAIL

3/4" = 1'-0"F7 FOOTING INTERSECTION DETAIL

GROUND FLOOR

0' - 0"

#6 AT 12" E.W.

TOP AND BOTT.

DOWEL TO MATCH

SIZE, LOCATION, AND

SPACING OF WALL

VERT. REINF.

3/4" DEEP X 1 1/2"

WIDE CONT. KEY

CONC. SLAB-ON GRADE

2' - 0"

B O

G E

S M

H (E

(E) WALL

CONC ARMS

VAULT WALL

ARMS VAULT WALL

REINF., SEE PLANS

#4 @ 12" OC

#4 AT 12" O.C., E.W.

EXTEND SLAB REINF.

INTO ARMS VAULT

WALL, TYP.

F.F.

0' - 0"

GROUND FLOOR

0' - 0"

10"

(E) WALL BEYOND

1/2" PREMOLDED JOINT FILLER

#4 @ 12 OC

(E) GRADE BEAM

F.F.

0' - 0"

GROUND FLOOR

0' - 0"

(E) CONC. GRADE

BEAM TO REMAIN

PORTION OF (E)

MASONRY STEM

WALL TO REMAIN

CONC. SLAB-

ON GRADE

DEMOLISH PORTION

OF (E) MASONRY STEM

WALL…

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