Bldg452_DRAWINGS_Am3_30Aug17.pdf

PDF 7 MB Posted Sep 1, 2017

Attached to: FY17 Pkg A-007 Repair Building 452, Quad D, Schofield Barracks, Oahu, Hawaii
Solicitation number: W9128A-17-B-0002
Issued by: Department of the Army Corps of Engineers Engineering District Honolulu

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Amend 0003 W9128A17B0002 Drawings

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File	Type	Posted
W9128A17B0002_Abstract_of_Bids.pdf	PDF	Sep 7, 2017
Bldg452_SPECIFICATIONS_Am3_28Aug17.pdf	PDF	Sep 1, 2017
Amend_0003_W9128A17B0002.pdf	PDF	Sep 1, 2017
Amend_2_to_17B0002.pdf	PDF	Aug 25, 2017
Amend_1_W9128A-17-B-0002.pdf	PDF	Aug 7, 2017
W9128A-17-B-0002.pdf	PDF	Jul 28, 2017
Pg_51-_100_DRAWINGS_B452,_Schofield_Barracks.pdf	PDF	Jul 28, 2017
Pg_1-_50_DRAWINGS_B452,_Schofield_Barracks.pdf	PDF	Jul 28, 2017
Pg_301-349_DRAWINGS_B452,_Schofield_Barracks_-_Copy_(9).pdf	PDF	Jul 28, 2017
B452_RTA_Specs_27JUL17.pdf	PDF	Jul 28, 2017
Pg_201-_300_DRAWINGS_B452,_Schofield_Barracks.pdf	PDF	Jul 28, 2017
Pg_101-_200_DRAWINGS_B452,_Schofield_Barracks.pdf	PDF	Jul 28, 2017

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8/30/2017 1:53:37 PMANSI-D_SHEETMODEL NAME:

FILE NAME: G-002 - SCHEDULE OF DRAWINGS

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8/23/2017 9:21:40 AMANSI-D_SHEETMODEL NAME:

FILE NAME: G-003 - SCHEDULE OF DRAWINGS

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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 7.1.

8. MINIMUM REINFORCING BEND DIAMETERS SHALL COMPLY

WITH ACI 318, SECTION 7.2.

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. FIBER WRAP STRENGTHENING SHALL BE PROVIDED BY THE CONTRACTOR AND

SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER. CALCULATIONS AND

SHOP DRAWINGS STAMPED AND SIGNED FIBER WRAP DESIGN ENGINEER SHALL BE

PROVIDED TO CONTRACTING OFFICER FOR REVIEW AND COMMENT.

2. STRUCTURAL DRAWINGS PROVIDE LOCATIONS AND FORCE DEMANDS THAT

FIBER WRAP SYSTEM MUST RESIST AS A MINIMUM.

3. FIBER WRAP SYSTEM SHALL CONFORM TO ACI 440.2R.

4. DESIGNS SHALL BE BASED ON AN ASSUMED COMPRESSIVE STRENGTH OF

EXISTING CONCRETE f'c=4,000 PSI.

5. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.

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

FIBER WRAP

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 ROOF DECK

US Army Corps of Engineers ®

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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 ANDcc

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

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SHORE PERIMETER

OF SLAB BEFORE

START OF REPAIRSHORE

FILL VOID W/ REPAIR MORTAR

OR CONCRETE, SEE REPAIR

NOTES

SAWCUT EDGES

TO 1/2" DEPTH

REMOVE UNSOUND CONCRETE

& CONCRETE 3/4" TO 1" AROUND

REBAR.

ADD REINF IF SECTION LOSS

EXCEED 20%. SEE DETAILS ON

S-011 FOR REINFORCING

REPAIR & STRENGTHENING OF

LONGITUDINAL & SUPPORT

BARS.

DENOTES REPAIR NOTE

NUMBER, SEE NOTES ABOVE.

(E) CRACK (VARIES

IN DEPTH)

3 2

X(E) CONC

SURFACE

THICKNESS

WALL (SLAB SIM)

(E) CONC.

TOPPING

WHERE

OCCURS

N O

4" C

HORIZONTAL / CORNER SPALL VERTICAL SURFACE SPALL

CONCRETE PATCH

ROUGHEN SURFACE OF

DAMAGED AREA TO 1/4"

AMPLITUDE

BONDING AGENT

DASHED LINE INDICATES

"ORIGINAL SPALL" LOCATION

1/4" DIA HILTI KIWK-CON II

SCREW @ 8" O.C. E.W.

1/2" UNDERCUT .

1/2" UNDERCUT

MIN. PATCH DEPTH = 1"

MAX. PATCH DEPTH = 1-1/2"

1/2" UNDERCUT .

ROUGHEN SURFACE OF

DAMAGED AREA TO 1/4"

AMPLITUDE

CONCRETE PATCH

BONDING AGENT

1/2" UNDERCUT .

FACE OF

CONCRETE

EXIST CONCRETE

WALL, BEAM, ETC.

NOTE:

IF EXIST DAMAGED SURFACE

IS LESS THAN 1" DEEP, CHIP

OUT CONCRETE UNTIL

SURFACE IS 1" MIN. DEPTH.

CHIP OUT ALL LOOSE AND FRACTURED CONCRETE AND ROUGHEN SURFACE TO 1/4"

AMPLITUDE. IF EXPOSED REINF, IS FOUND, SEE REPAIR PROCEDURES FOR DEFICIENT

REINFORCING SHOWN ON S-010 & S-011

UNDERCUT AT PERIMETER OF PATCH AREA 1/2" AS SHOWN.

INSTALL ANCHORS INTO EXIST CONCRETE AS SHOWN.

APPLY BONDING AGENT TO CONCRETE SURFACE.

INSTALL CONCRETE PATCH ACCORDING TO MANUFACTURER'S RECOMMENDATION

SPALL REPAIR - GENERAL NOTES

1. GENERAL

A. CONTRACTOR SHALL PERFORM CONCRETE REPAIR WORK

AS SPECIFIED IN PLANS OR AT LOCATIONS SPECIFIED BY THE

CONTRACTING OFFICER.

B. CONCRETE WORK AND CONCRETE REPAIR WORK SHALL

CONFORM TO THE FOLLOWING CODES:

a. ACI 301 "SPECIFICATION FOR STRUCTURAL CONCRETE

IN BUILDINGS"

b. ACI 304 "GUIDE FOR MEASURING AND MIXING, TRANSPORTING, AND PLACING CONCRETE"

c. ACI 304.2 "PLACING CONCRETE BY PUMPING METHODS"

d. ACI 305 "HOT WEATHER CONCRETING"

e. ACI 309 "STANDARD PRACTICE FOR CONSOLIDATION OF

CONCRETE"

f. ACI 315 "DETAILS AND DETAILING OF CONCRETE

REINFORCING"

g. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE"

h. ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE

FORMWORK"

i. INTERNATIONAL CONCRETE REPAIR INSTITUTE (ICRI)

GUIDELINES NO. 03730 "GUIDELINES FOR SURFACE

PREPARATION FOR THE REPAIR OF DETERIORATED

CONCRETE RESULTING FROM REINFORCING STEEL

CORROSION"

j. INTERNATIONAL CONCRETE REPAIR INSTITUTE (ICRI)

GUIDELINE NO. 03731 "GUIDE FOR SELECTING APPLICATION

METHODS FOR THE REPAIR OF CONCRETE SURFACES"

k. INTERNATIONAL CONCRETE REPAIR INSTITUTE (ICRI)

GUIDELINE NO. 03733 "GUIDE FOR SELECTING AND

SPECIFYING MATERIALS FOR REPAIR OF CONCRETE

SURFACES"

C. CONFLICTS BETWEEN THE ACTUAL FIELD CONDITIONS

AND THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION

OF THE CONTRACTING OFFICER BEFORE PROCEEDING WITH

ANY OF THE WORK INVOLVED.

D. FLAMMABLES SHALL NOT BE STORED ON SITE UNLESS IN

AN APPROVED FLAMMABLE STORAGE LOCKER PER NFPA

AND 29 CFR 1910.

E. THE CONTRACTOR SHALL RESTORE AND PAINT ALL

CONCRETE SURFACES THAT HAVE BEEN REPAIRED.

PAINTING SHALL MATCH THE COLOR AND FINISH OF THE

ADJACENT SURFACE AND CONSIST OF PRIME COAT AND TWO

TOP COATS.

F. THE CONTRACTOR SHALL HAVE ALL MATERIAL AND

EQUIPMENT ON HAND PRIOR TO STARTING THE PROJECT.

G. NON-HAZARDOUS WASTE MATERIAL SHALL BE PROPERLY

REMOVED AND DISPOSED OF DAILY OUTSIDE THE LIMITS OF

THE GOVERNMENT PROPERTY AT THE SITE DESIGNATED BY

THE CONTRACTING OFFICER.

H. THE CONTRACTOR SHALL REMOVE AND REINSTALL TO

ORIGINAL CONDITION, SURFACE MOUNTED ELECTRICAL

FIXTURES AND WIRING, PLUMBING, DUCTS, DRY WALL,

WINDOWS, ETC. AS NECESSARY TO COMPLETE THE REPAIRS.

THE CONTRACTOR SHALL CONDUCT A SITE VISIT TO IDENTIFY

ITEMS REQUIRING REMOVAL AND INCLUDE THESE IN THE BID.

I. CONTRACTOR SHALL SUBMIT DESIGNS FOR ALL CONCRETE

MIXES.

j. PRIOR TO START OF REPAIR WORK, CONTRACTOR SHALL

TAKE AND SUBMIT PHOTOS OF ANY ITEMS REQUIRING REMOVAL.

K. REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO CONCRETE REPAIR.

L. PERFORM SPALL REPAIR PRIOR TO FRP INSTALLATION.

2. DAMAGE SURVEY

PRIOR TO THE START OF SHORING AND REPAIRS, THE

CONTRACTOR SHALL CONDUCT A DAMAGE SURVEY BY TAPPING

BEAMS, COLUMNS AND MIDSPAN OF SLABS WITH A HAMMER.

PHOTOS AND DRAWINGS SHOWING THE LOCATIONS AND

DESCRIBING THE TYPE AND EXTENT OF ADDITIONAL DAMAGE

FOUND SHALL BE SUBMITTED.

A. PRIOR TO THE START OF REPAIRS, THE CONTRACTOR SHALL

SHORE STRUCTURAL MEMBERS, UTILITIES AND OTHER

APPURTENANCES TO ENSURE THE SAFETY OF PERSONNEL AND

TO PROTECT THE STRUCTURE FROM DAMAGE.

B. SHORING IS REQUIRED FOR THE REPAIR OF ALL BEAMS (SHORE

BEAM BETWEEN COLUMNS OF REPAIR LOCATION) AND ALL SLABS

(SHORE ENTIRE BAY).

C. PRIOR TO SHORING, THE CONTRACTOR SHALL MARK ALL

LOCATIONS REQUIRING REPAIRS.

D. THE CONTRACTOR SHALL SUBMIT DRAWINGS INDICATING

THE PROPOSED SHORING LAYOUT AND PERTINENT DETAILS.

ERECTION OF SHORING SHALL NOT COMMENCE PRIOR TO

APPROVAL BY THE CONTRACTING OFFICER.

E. FOR REPAIR OF BEAMS & SLABS, SHORING SHALL EXTEND TO

THE GROUND FLOOR.

F. SHORING SHALL REMAIN IN PLACE UNTIL THE CONCRETE USED

IN REPAIRS HAVE ATTAINED THE DESIGN STRENGTH PER THE

MANUFACTURER'S PRODUCT DATA. SHORING SHALL NOT BE

REMOVED PRIOR TO APPROVAL FROM THE CONTRACTING

OFFICER.

3. CONCRETE PATCH SHALL BE AS SPECIFIED IN SPALL REPAIR.

4. REINFORCING STEEL:

A. REINFORCING STEEL THAT WILL BE BUTT WELDED SHALL

CONFORM TO ASTM A 706, GRADE 60 DEFORMED BARS UNLESS

OTHERWISE NOTED ON THE DRAWINGS.

B. CONCRETE COVER SHALL MATCH COVER DEPTH OF EXISTING

REINFORCING STEEL BEING REPLACED.

C. IF ADDITIONAL OR REPLACEMENT REINFORCEMENT IS REQUIRED,

A NEW REINFORCING BAR SHALL BE LAP SPLICED IN ACCORDANCE

WITH ACI 318, MECHANICAL OR WELDED SPLICES THAT FOLLOW

CODE PROVISIONS CAN ALSO BE USED.

a. WELDING SHALL CONFORM TO AWS D1.4 ELECTRODES

SHALL BE E70XX. WELDERS SHALL BE CERTIFIED AND

APPROVED BY THE CONTRACTING OFFICER.

b. MECHANICAL COUPLERS SHALL MEET THE REQUIREMENTS

OF ACI 318 AND ACI 439.3R AND SHALL DEVELOP 125% OF THE

TENSILE STRENGTH OF THE REPLACEMENT REBAR. INSTALL

PER MANUFACTURER'S RECOMMENDATIONS.

NTSC4 SPALL REPAIR

REPAIR NOTES:

A. MECHANICALLY REMOVE ALL DETERIORATED AND UNSOUND

CONCRETE. AREAS TO BE REPAIRED SHALL BE CLEAN AND FREE OF

CONTAMINANTS. ALL LOOSE AND DETERIORATED CONCRETE SHALL

BE REMOVED BY MECHANICAL MEANS APPROVED BY THE

CONTRACTING OFFICER.

B. REMOVE CONCRETE TO EXPOSE UN-CORRODED REINFORCEMENT.

A MINIMUM OF 3/4 INCH OF CONCRETE SHALL BE REMOVED AROUND

THE REINFORCEMENT. SAW CUT THE PERIMETER OF THE REPAIR AREA

TO ACHIEVE A RECTANGULAR SHAPE. SAWCUT SHALL BE 1/2 INCH

DEEP AT A 90 DEGREE ANGLE TO THE SURFACE OR AT A SLIGHT ANGLE

TO PROVIDE A KEY WEDGE. CHIP THE CONCRETE SUBSTRATE TO OBTAIN

A SURFACE PROFILE OF 1/16 INCH TO 1/8 INCH DEPTH WITH A NEW

FRACTURED AGGREGATE SURFACE. THE DEPTH OF THE PROFILE SHALL

BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS,

BUT NOT LESS THAN 1/8 INCH.

C. MECHANICALLY CLEAN THE EXPOSED REINFORCEMENT TO REMOVE

ALL CORROSION (SSPC 3 MIN.), PAINT OR OTHER COATING. OTHER

METHODS SHALL BE APPROVED BY THE CONTRACTING OFFICER.

D. WHERE SECTION LOSS OF REINFORCEMENT IS LESS THAN 20

PERCENT, THE REINFORCING IS CONSIDERED TO BE SOUND.

E. WHERE SECTION LOSS OF REINFORCEMENT IS GREATER THAN 20

PERCENT, THE REINFORCING IS DEFICIENT. REPAIR IN ACCORDANCE

WITH THE APPLICABLE REPAIR DETAILS. SEE SHEET S-010 & S-011.

F. CLEAN AND COAT PREPARED REINFORCEMENT, EXPOSED EXISTING

REINFORCING, WELDS, AND MECHANICAL COUPLERS AND ANCHORS WITH

SIKA ARMATEC 110 EPOCEM OR APPROVED EQUIVALENT CORROSION

INHIBITING PRIMER. APPLY PER MANUFACTURER'S RECOMMENDATIONS.

G. FILL VOIDS WITH SIKATOP PLUS REPAIR MORTAR WITH INTEGRAL CORROSION

INHIBITOR OR APPROVED EQUIVALENT, SEE SPECIFICATIONS FOR REQUIRED

PROPERTIES.

FORMING AND POURING APPLICATIONS: SIKATOP 111 PLUS

HORIZONTAL TROWEL APPLICATIONS: SIKATOP 122 PLUS

VERTICAL AND OVERHEAD APPLICATIONS: SIKATOP 123 PLUS

H. APPLY PRODUCTS PER THE MANUFACTURER'S RECOMMENDATIONS AND

LIMITATIONS FOUND IN THE MOST CURRENT TECHNICAL PRODUCT DATA SHEETS.

I. THE CONTRACTOR SHALL VERIFY WITH THE MATERIAL SUPPLIERS THE

COMPATIBILITY OF ALL PRODUCTS AND PROCEDURES UTILIZED FOR REPAIRS

PRIOR TO START OF WORK. IF ANY MODIFICATIONS NEED TO BE MADE, THEY

SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTING

OFFICER PRIOR TO THE START OF WORK. PRODUCT MANUFACTURERS'

REPRESENTATIVE SHALL BE PRESENT AT THE JOB SITE TO SUPERVISE AND

INSPECT ALL SAMPLE/PROTOTYPE REPAIRS AND SHALL PERIODICALLY VISIT

THE JOB SITE TO INSPECT REPAIRS FOR CORRECT PRODUCT USAGE.

NOTES:

1. REPAIR DETAILS ARE SHOWN ON SHEETS

S-010 AND S-011. THE AVERAGE DEPTH OF THE SPALLS

SHALL BE ASSUMED TO BE 4" FOR COLUMNS, WALLS, AND

SLABS AND 6" FOR BEAMS.

NTSA2 CRACK REPAIR - EPOXY INJECTION

NTSA4 DETAIL SHALLOW DEPTH PATCH REMEDIAL REPAIR

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

N U

1 2 3 4 5

S-009

S P

N O

A N D

L S

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH

, A

M U

K D

N D

CONCRETE CRACK REPAIR BY PRESSURE INJECTION.

1. LIGHTLY TAP THE EXISTING CONCRETE ADJACENT TO THE CRACK. IF THE CONCRETE SOUNDS "HOLLOW", CHIP OFF THE SURFACE AND ANY DELAMINATED CONCRETE AND REPAIR AS A SPALL (SEE DETAIL C4/S-009); OTHERWISE

PROCEED TO STEP 2 BELOW

2. WHERE CONCRETE TOPPING IS PROVIDED, DEMOLISH TOPPING TO 4" ON EACH SIDE OF THE CRACK TO EXPOSE THE

STRUCTURAL SLAB BELOW.

3. CLEAN THE EXISTING CONCRETE SURFACE (BOTH SIDES OF CRACK SURFACE, AS APPLICABLE) ALONG THE CRACK OF ALL LOOSE, BOND INHIBITING AND OTHER DELETERIOUS MATERIALS, INCLUDING EFFLORESCENCE, BY MECHANICAL MEANS. SEAL THE CRACK (BOTH SIDES, FOR CRACKS THAT EXTEND THROUGH THE MEMBER) AND INSTALL THE PRESSURE INJECTION PORTS ALONG THE CRACK. ALLOW FOR CURING OF THE CRACK SEALER IN ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

4. PRESSURE INJECT EPOXY INTO CRACK BY BEGINNING WITH THE INJECTION PORT AT ONE END OF THE CRACK. WHEN EPOXY EMERGES FROM THE PORT, MOVE TO THE NEXT ADJACENT PORT AND CONTINUE WITH THE EPOXY INJECTION.

5. AFTER THE EPOXY HAS CURED, REMOVE THE INJECTION PORTS AND SURFACE SEAL. REPAIR CONCRETE TOPPING

WITH REPAIR MORTAR.

C R

(E) CONCRETE TO BE

DEMOLISHED

(E) CONCRETE TO REMAIN

(N) CONCRETE WALL

SPAN DIRECTION AND

FIBER ORIENTATION

LS-100 SEE SLAB SCHEDULE ON SF504

LB-100 SEE BEAM SCHEDULE ON SF504

LEGEND

CONNECTION TYPE

SEE CONNECTION

SCHEDULE ON SF502

ARMS VAULT BELOW

DEMOLISH TOP 2" OF

(E) CONC. SLAB, SEE

ARCH. DWGS. FOR EXTENTS

(N) CONC. SLOPED SLAB

1 2 3 4 5 6 7 8 9 10 11

C H

15' - 8" 20' - 0" 20' - 0" 20' - 0" 15' - 4" 15' - 4" 20' - 0" 20' - 0" 20' - 0" 15' - 4"

181' - 8"

A1 / S

C H

(E) CONC. BEAM

(E) 8" THK. CONC.

WALL

W14X43 W14X43 W14X30 W14X30 W14X30 W14X43

W14X43W14X30

W14X30W14X30

W14X30W14X43W14X30W14X43

W14X30

W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30W

W14X48 W14X48

(E) 10" THK. CONC.

WALL

(E) 8" THK. CONC.

WALL

(E) 8" THK.

CONC. WALL

-1

LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100

-1

LB-100LB-100LB-100LB-100LB-100LB-100

C6 C3

C3 C4

C4 C3 C3

C3 C3 C3 C3 C3 C4

C4 C3 C3

C3 C3 C3 C3C4

C2 C2

C2 C2 C2

C1 C1 C1 C1 C1

C1 C1 C1 C1 C1 C1 C1

C2 C2

C3 C3

C4 C4

6" THK. CONC. WALL W/

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

CENTERED, TYP.

W14X30

8" THK. CONC. ARMS VAULT

CEILING SLAB

W14X30W14X30

W14X30

SF402

W14X30

W14X30C7 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C4 C4

SLOPED SLAB

DEMOLISH (E) CONC.

TOPPING TO CREATE

SLOPED SLAB. SEE

ARCH. DWGS. FOR

EXTENTS

W14X30

W14X30W14X30W14X30W14X30W14X30

C6 C3

(N) CONC. TOPPING OVER

METAL DECKING, TYP.

SEE

C2 C2

W14X48

W14X30

W14X48 W14X48

C2 C2 C7 C3

C2 C2

W14X30

W14X48

W14X48 W14X48

C2 C2

W14X30

C6 C5

SF503

(N) CONC. TOPPING OVER

METAL DECKING, TYP.

SEE B1

SF503

(N) CONC. TOPPING OVER

METAL DECKING, TYP.

SEE B1

SF503

(N) SLOPED SLAB

SF503

SIM

SF503

SIM

SF503

W14X43

C3 C7

C4C7

C7 C7

ARMS VAULT 7

AND 8, SEE C3

SF401

ARMS VAULT 3

AND 4, SEE A1

SF401

C H

KEY PLAN

164 8268

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

GRAPHIC SCALE:

NOTES:

1. LIMITS OF FRP SLAB DESIGNATION SHALL BE TAKEN TO CENTERLINE OF

GRIDS UNLESS OTHERWISE NOTED.

2. PROVIDE MIDSPAN BOTTOM FLANGE BRACES AT LONGITUDINAL FLOOR

BEAMS SPANNING MORE THAN 10'-0", TYP. SEE DETAIL D1/SF503

3. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO INSTALLING NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND

STRUCTURAL STEEL.

4. SEE ARCHITECTURAL DRAWINGS FOR LIMITS OF FLOOR DEMO.

5. SEE DETAIL D1/SF502 FOR CONSTRUCTION SEQUENCE OF NEW STEEL BEAMS.

6. NEW STEEL BEAMS IN LONGITUDINAL DIRECTION ARE EQUAL SPACED

BETWEEN GRIDLINES UNLESS OTHERWISE NOTED.

1/8" = 1'-0"A1 SECOND FLOOR FRAMING PLAN - SOUTH PLAN

NORTH

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

S-005 TYPICAL REINFORCING DETAILS

S-006 TYPICAL CONCRETE WALL DETAILS

S-007 TYPICAL CONCRETE WALL AND STEEL

BEAM CONNECTION DETAILS

S-008 TYPICAL FOUNDATION, CONCRETE CURB,

PAD, AND SLAB DETAILS

SF502 STEEL CONNECTION DETAILS

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

N U

1 2 3 4 5

SF101

O N

D F

L O O

R F

R A

M I N

G P

L A N

S O

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

N O

KEY PLAN

C H

11 12 13 14 15 16 17 18 19 20 21

C H

15' - 8"20' - 0"20' - 0"20' - 0"15' - 4"15' - 4"20' - 0"20' - 0"20' - 0"15' - 4"

181' - 8"

A1 / S

(E) CONC. BEAM

(E) 8" THK. CONC.

WALL

W14X43 W14X43 W14X30 W14X30 W14X30 W14X43

W14X43 W14X30W14X30W14X30W14X30

W14X43W14X30W14X43

W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30W

(E) 10" THK. CONC.

WALL

(E) 8" THK. CONC.

WALL

(E) 8" THK.

CONC. WALL

-1

0 0

LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100

LB-100LB-100LB-100LB-100LB-100LB-100

W14X48 W14X48

C2C2

C1 C1 C1 C1

C1 C1

C1 C1 C1 C1 C1 C1 C1 C1

C3 C3 C4

C3 C3 C3 C3

C3 C3 C3 C3 C4

C3 C3C4

6" THK. CONC. WALL W/

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

CENTERED, TYP.

W14X30

8" THK. CONC. ARMS VAULT

CEILING SLAB BELOW

W14X30

SF402

W14X30C7

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

SLOPED SLAB DEMOLISH (E) CONC.

TOPPING TO CREATE

SLOPED SLAB. SEE

ARCH. DWGS. FOR

EXTENTS

W14X30W14X30W14X30W14X30 W14X30

W14X30

C6 C7 C3 C3

C7 C3 C6

(N) CONC. TOPPING OVER

METAL DECKING, TYP.

SEE

W14X30

W14X48

W14X30

W14X48 W14X48

C2 C2

W14X30

W14X48 W14X48

C3C3

C4 C4

W14X30

SF503

(N) CONC. TOPPING OVER

METAL DECKING, TYP.

SEE B1

SF503

SIM

SF503

SIM SF503

SIM

SF503

SIMSF503

A1SF503

SIMSIM

W14X43

C6C7

C6 C7

ARMS VAULT 3

AND 4, SEE A1

SF401

ARMS VAULT 1

AND 2, SEE

SF401

(E) CONCRETE TO BE

DEMOLISHED

(E) CONCRETE TO REMAIN

(N) CONCRETE WALL

SPAN DIRECTION AND

FIBER ORIENTATION

LS-100 SEE SLAB SCHEDULE ON SF504

LB-100 SEE BEAM SCHEDULE ON SF504

LEGEND

CONNECTION TYPE

SEE CONNECTION

SCHEDULE ON SF502

ARMS VAULT BELOW

DEMOLISH TOP 2" OF

(E) CONC. SLAB, SEE

ARCH. DWGS. FOR EXTENTS

(N) CONC. SLOPED SLAB

164 8268

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

GRAPHIC SCALE:

1/8" = 1'-0"A1 SECOND FLOOR FRAMING PLAN - NORTH

NOTES:

PLAN

NORTH

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

S-005 TYPICAL REINFORCING DETAILS

S-006 TYPICAL CONCRETE WALL DETAILS

S-007 TYPICAL CONCRETE WALL AND STEEL

BEAM CONNECTION DETAILS

S-008 TYPICAL FOUNDATION, CONCRETE CURB,

PAD, AND SLAB DETAILS

SF502 STEEL BEAM CONNECTION DETAILS

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

N U

1 2 3 4 5

SF102

O N

D F

L O O

R F

R A

G P

O R

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

1. LIMITS OF FRP SLAB DESIGNATION SHALL BE TAKEN TO CENTERLINE OF

GRIDS UNLESS OTHERWISE NOTED.

2. PROVIDE MIDSPAN BOTTOM FLANGE BRACES AT LONGITUDINAL FLOOR

BEAMS SPANNING MORE THAN 10'-0", TYP. SEE DETAIL D1/SF503

3. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO INSTALLING NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND

STRUCTURAL STEEL.

4. SEE ARCHITECTURAL DRAWINGS FOR LIMITS OF FLOOR DEMO.

5. SEE DETAIL D1/SF502 FOR CONSTRUCTION SEQUENCE OF NEW STEEL BEAMS.

6. NEW STEEL BEAMS IN LONGITUDINAL DIRECTION ARE EQUAL SPACED

BETWEEN GRIDLINES UNLESS OTHERWISE NOTED.

N O

1 2 3 4 5 6 7 8 9 10 11

15' - 8" 20' - 0" 20' - 0" 20' - 0" 15' - 4" 15' - 4" 20' - 0" 20' - 0" 20' - 0" 15' - 4"

181' - 8"

A1 / S

C H

(E) CONC. BEAM

W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30

W14X30W14X30W14X30W14X30W14X30W14X30W14X30

W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30W

(E) 10" THK. CONC.

WALL

(E) 8" THK. CONC.

WALL

(E) 8" THK.

CONC. WALL

-1

LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100

-1

LB-100LB-100LB-100LB-100LB-100LB-100

W14X48 W14X48

C2 C2

C1 C1 C1 C1 C1 C1

C1 C1 C1 C1 C1 C1 C1

C4 C4

C3C4

C3 C3 C3C4

C3 C3 C3 C3C4

6" THK. CONC. WALL W/

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

CENTERED, TYP.

W14X30

SF402

W14X30W14X30

C3 C3 C3

W14X30W14X30

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C2 C2

C3 C3

C4 C4

DEMOLISH (E) CONC.

TOPPING TO CREATE

SLOPED SLAB. SEE

ARCH. DWGS. FOR

EXTENTS

(E) 8" THK. CONC.

WALL

DEMOLISH (E) SLAB AND

REPLACE WITH (N) CONC.

TOPPING OVER METAL

DECKING, TYP. SEE B1

SF503

DEMOLISH (E) SLAB AND

REPLACE WITH (N) CONC.

TOPPING OVER METAL

DECKING, TYP. SEE B1

SF503

REMOVE PORTION OF

(E) CONC. WALL FOR

(N) OPENING. SEE

, ANDA2

S-006

S-007

REMOVE PORTION OF

(E) CONC. WALL FOR

(N) OPENING. SEE

, ANDA2

S-006

S-007

SF503

TYP.

SIM

(E) CONCRETE TO BE

DEMOLISHED

(E) CONCRETE TO REMAIN

(N) CONCRETE WALL

SPAN DIRECTION AND

FIBER ORIENTATION

LS-100 SEE SLAB SCHEDULE ON SF504

LB-100 SEE BEAM SCHEDULE ON SF504

LEGEND

CONNECTION TYPE

SEE CONNECTION

SCHEDULE ON SF502

ARMS VAULT BELOW

DEMOLISH TOP 2" OF

(E) CONC. SLAB, SEE

ARCH. DWGS. FOR EXTENTS

(N) CONC. SLOPED SLAB

C H

KEY PLAN

164 8268

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

GRAPHIC SCALE:

1/8" = 1'-0"A1 THIRD FLOOR FRAMING PLAN - SOUTH

NOTES:

PLAN

NORTH

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

S-005 TYPICAL REINFORCING DETAILS

S-006 TYPICAL CONCRETE WALL DETAILS

S-007 TYPICAL CONCRETE WALL AND STEEL

BEAM CONNECTION DETAILS

S-008 TYPICAL FOUNDATION, CONCRETE CURB,

PAD, AND SLAB DETAILS

SF502 STEEL CONNECTION DETAILS

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

N U

1 2 3 4 5

SF103

D F

R F

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

1. LIMITS OF FRP SLAB DESIGNATION SHALL BE TAKEN TO CENTERLINE OF

GRIDS UNLESS OTHERWISE NOTED.

2. PROVIDE MIDSPAN BOTTOM FLANGE BRACES AT LONGITUDINAL FLOOR

BEAMS SPANNING MORE THAN 10'-0", TYP. SEE DETAIL D1/SF503

3. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO INSTALLING NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND

STRUCTURAL STEEL.

4. SEE ARCHITECTURAL DRAWINGS FOR LIMITS OF FLOOR DEMO.

5. SEE DETAIL D1/SF502 FOR CONSTRUCTION SEQUENCE OF NEW STEEL BEAMS.

6. NEW STEEL BEAMS IN LONGITUDINAL DIRECTION ARE EQUAL SPACED

BETWEEN GRIDLINES UNLESS OTHERWISE NOTED.

N O

11 12 13 14 15 16 17 18 19 20 21

C H

15' - 8"20' - 0"20' - 0"20' - 0"15' - 4"15' - 4"20' - 0"20' - 0"20' - 0"15' - 4"

181' - 8"

A1 / S

C H

(E) CONC. BEAM

W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30

W14X30W14X30W14X30W14X30W14X30W14X30W14X30W14X30W14X30

W14X30 W14X30 W14X30 W14X30 W14X30 W14X30 W14X30W

(E) 10" THK. CONC.

WALL

(E) 8" THK. CONC.

WALL

(E) 8" THK.

CONC. WALL

-1

0 0

LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100 LB-100

LB-100LB-100LB-100LB-100LB-100LB-100

W14X48 W14X48

C2 C2

C4 C4

C1 C1 C1 C1 C1 C1 C1

C1 C1 C1 C1 C1 C1 C1 C1

C3 C4

C3 C3 C3 C3 C3 C3C4

C3 C3C4

6" THK. CONC. WALL W/

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

CENTERED, TYP.

W14X30

SF402

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C3 C3

W14X30

C2 C2

C3 C3

C4 C4

DEMOLISH (E) CONC.

TOPPING TO CREATE

SLOPED SLAB. SEE

ARCH. DWGS. FOR

EXTENTS

(E) 8" THK. CONC.

WALL

DEMOLISH (E) SLAB AND

REPLACE WITH (N) CONC.

TOPPING OVER METAL

DECKING, TYP. SEE

SF503

REMOVE PORTION OF

(E) CONC. WALL FOR

(N) OPENING. SEE

, ANDA2

S-006

S-007

TYP.

SIM

SF503

(E) CONCRETE TO BE

DEMOLISHED

(E) CONCRETE TO REMAIN

(N) CONCRETE WALL

SPAN DIRECTION AND

FIBER ORIENTATION

LS-100 SEE SLAB SCHEDULE ON SF504

LB-100 SEE BEAM SCHEDULE ON SF504

LEGEND

CONNECTION TYPE

SEE CONNECTION

SCHEDULE ON SF502

ARMS VAULT BELOW

DEMOLISH TOP 2" OF

(E) CONC. SLAB, SEE

ARCH. DWGS. FOR EXTENTS

(N) CONC. SLOPED SLAB

KEY PLAN

C H

164 8268

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

GRAPHIC SCALE:

NOTES:

1/8" = 1'-0"A1 THIRD FLOOR FRAMING PLAN - NORTH PLAN

NORTH

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

S-005 TYPICAL REINFORCING DETAILS

S-006 TYPICAL CONCRETE WALL DETAILS

S-007 TYPICAL CONCRETE WALL AND STEEL

BEAM CONNECTION DETAILS

S-008 TYPICAL FOUNDATION, CONCRETE CURB,

PAD, AND SLAB DETAILS

SF502 STEEL CONNECTION DETAILS

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

N U

1 2 3 4 5

SF104

D F

R F

N O

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

1. LIMITS OF FRP SLAB DESIGNATION SHALL BE TAKEN TO CENTERLINE OF

GRIDS UNLESS OTHERWISE NOTED.

2. PROVIDE MIDSPAN BOTTOM FLANGE BRACES AT LONGITUDINAL FLOOR

BEAMS SPANNING MORE THAN 10'-0", TYP. SEE DETAIL D1/SF503

3. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO INSTALLING NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND

STRUCTURAL STEEL.

4. SEE ARCHITECTURAL DRAWINGS FOR LIMITS OF FLOOR DEMO.

5. SEE DETAIL D1/SF502 FOR CONSTRUCTION SEQUENCE OF NEW STEEL BEAMS.

6. NEW STEEL BEAMS IN LONGITUDINAL DIRECTION ARE EQUAL SPACED

BETWEEN GRIDLINES UNLESS OTHERWISE NOTED.

N O

1 2 3 4 5 6 7 8 9 10 11

15' - 8" 20' - 0" 20' - 0" 20' - 0" 15' - 4" 15' - 4" 20' - 0" 20' - 0" 20' - 0" 15' - 4"

181' - 8"

A1 / S

C H

(E) 10" SQ. CONC.

BEAM, TYP.

(E) W8x STEEL COL.

ABOVE (E) CONC.

COL, TYP.

(E) CONC. WALL

BELOW

(E) CONC. WALL

BELOW (N) STEEL BRACED

FRAME, TYP.

(N) STEEL BRACED

FRAME, TYP.

SF508

T1 T1

B4 D2 B4

C8C4

T1 T1

C8 N

T1 T1

N N

T1 N

4 4

SF507

SF508

SIM

6" THK. CONC.

SLAB W/ #5

AT 6" OC, EW

(N) CONC.

WALL BELOW

SF403

C H

KEY PLAN

DESIGNATES PIPE OR HSS STRUT TYPE, SEE DETAIL D1/SF505

DESIGNATES CONNECTION TYPE, SEE SHEETS SF505

AND SF506

LEGEND

1/8" = 1'-0"A1 CONCRETE CEILING BEAM BRACING PLAN - SOUTH 164 8268

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

GRAPHIC SCALE:

NOTES:

1. PIPE STRUTS SHALL NOT BE USED AS SUPPORTS OR BRACES FOR MECHANICAL, ELECTRICAL, OR CEILING

LOADS.

2. UNLESS NOTED OTHERWISE, PIPES ARE CENTERED 5" BELOW TOP OF EXISTING CONCRETE BEAMS.

3. WHERE CONNECTORS REST HORIZONTALLY ON EXISTING CONCRETE, CHIP/GRIND COVER SURFACE AS NECESSARY FOR PROVICE A FLAT, SOLID SURFACE ON WHICH THECONNECTION CAN BE FASTENED. A LAYER OF 3/8" MINIMUM TO 3/4" MAXIMUM THICK GROUT MAY BE USED BENEATH THE CONNECTION. THE GROUT SHALL FILL THE ENTIRE AREA BENEATH THE CONNECTION. IF GROUT IS USED, THE REQUIRED DEPTH THREADED RODS MUST BE EPOXIED INTO THE CONCRETE AND SHALL NOT INCLUDE THE THICKNESS OF THE

GROUT LAYER.

4. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING PRIOR TO INSTALLING

NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND STRUCTURAL STEEL.

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

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

N U

1 2 3 4 5

SF105

C O

N C

E C

N G

B E

A M B

R A C

S O U

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

PLAN

NORTH

N O

11 12 13 14 15 16 17 18 19 20 21

C H

15' - 8"20' - 0"20' - 0"20' - 0"15' - 4"15' - 4"20' - 0"20' - 0"20' - 0"15' - 4"

181' - 8"

A1 / S

(E) 10" SQ. CONC.

BEAM, TYP.

(E) W8x STEEL COL.

ABOVE (E) CONC.

COL, TYP.

(E) CONC. WALL

BELOW

(E) CONC. WALL

BELOW(N) STEEL BRACED

FRAME, TYP.

(N) STEEL BRACED

FRAME, TYP.

T1 T1

B4D2B4

C8 C4

T1T1

C8N

T1T1

T1 N

SF508

6" THK. CONC.

SLAB W/ #5

AT 6" OC, EW

(N) CONC.

WALL BELOW

SF403

KEY PLAN

C H

DESIGNATES PIPE OR HSS STRUT TYPE, SEE DETAIL D1/SF505

DESIGNATES CONNECTION TYPE, SEE SHEETS SF505

AND SF506

LEGEND

1/8" = 1'-0"A1 CONCRETE CEILING BEAM BRACING PLAN - NORTH 164 8268

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

GRAPHIC SCALE:

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

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

N U

1 2 3 4 5

SF106

C O

N C

E C

N G

B E

A M B

R A C

N O

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

PLAN

NORTH

NOTES:

1. PIPE STRUTS SHALL NOT BE USED AS SUPPORTS OR BRACES FOR MECHANICAL, ELECTRICAL, OR CEILING

LOADS.

2. UNLESS NOTED OTHERWISE, PIPES ARE CENTERED 5" BELOW TOP OF EXISTING CONCRETE BEAMS.

GROUT LAYER.

4. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING PRIOR TO INSTALLING

NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND STRUCTURAL STEEL.

N O

1 2 3 4 5 6 7 8 9 10 11

15' - 8" 20' - 0" 20' - 0" 20' - 0" 15' - 4" 15' - 4" 20' - 0" 20' - 0" 20' - 0" 15' - 4"

181' - 8"

A1 / S

C H

(E) OPEN WEB JOIST

(E) W8x (E) W8x

(E) C5x (E ) C

(E) C3x (E) C3x

(E) C4x OUTIGGER

(E) C4x FASCIA, TYP.

(E) CROSS BRIDGING

(E) C3x (E) C3x

(N) L4x3x1/4 CROSS

BRIDGING ADDED AT

FIRST BOTT. PANEL

POINT, TYP. SEE

AND

(E ) W

(E ) O

J O

(E ) O

J O

(E ) O

J O

D O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E) ROOF

RIDGE LINE

(E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X

(E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X (E) W10X

(E) W10X

(E) C4x FASCIA, TYP.

(E) C4x

OUTRIGGER,

TYP.

(E) W8x STEEL COL.

ABOVE (E) CONC.

COL, TYP.

(N) BRACED FRAME

ABOVE CONC.

WALL, TYP.

(E) 3" DEEP x 20 GA.

METAL ROOF DECK

(N ) S

T R

-1

(N ) S

T R

-2

SF508

SF507

SF508

SIM

(E) CROSS BRIDGING

(N) L4x3x1/4 CROSS

BRIDGING ADDED AT

FIRST BOTT. PANEL

POINT, TYP. SEE

AND

SF507

C H

KEY PLAN

164 8268

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

GRAPHIC SCALE:

1/8" = 1'-0"A1 ROOF FRAMING PLAN - SOUTH

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

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

N U

1 2 3 4 5

SF107

R O

O F

P L A

S O

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

PLAN

NORTH

NOTE:

1. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO INSTALLING NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND

STRUCTURAL STEEL.

11 12 13 14 15 16 17 18 19 20 21

C H

15' - 8"20' - 0"20' - 0"20' - 0"15' - 4"15' - 4"20' - 0"20' - 0"20' - 0"15' - 4"

181' - 8"

A1 / S

(E) OPEN WEB JOIST

(E) W8x (E) W8x

(E) C5x (E ) C

(E) C3x (E) C3x

(E) C4x OUTIGGER (E) C4x OUTIGGER

(E) C4x FASCIA, TYP.

(E) CROSS BRIDGING

(E) C3x (E) C3x

(E ) W

(E ) O

J O

(E ) O

J O

(E ) O

J O

D O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E ) O

J O

D O

(E ) O

J O

(E ) O

J O

(E ) O

J O

(E) ROOF

RIDGE LINE

(E) W10X(E) W10X(E) W10X(E) W10X(E) W10X(E) W10X(E) W10X(E) W10X

(E) W10X

(E) C4x FASCIA, TYP.

(E) C4x

OUTRIGGER,

TYP.

(E) W8x STEEL COL.

ABOVE (E) CONC.

COL, TYP.

(N) BRACED FRAME

ABOVE CONC.

WALL, TYP.

(E) CROSS BRIDGING

(E) 3" DEEP x 20 GA.

METAL ROOF DECK

(N ) S

T R

-1

SF508

(N) L4x3x1/4 CROSS

BRIDGING ADDED AT

FIRST BOTT. PANEL

POINT, TYP. SEE

AND

(N) L4x3x1/4 CROSS

BRIDGING ADDED AT

FIRST BOTT. PANEL

POINT, TYP. SEE

AND

SF507

KEY PLAN

C H

164 8268

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

GRAPHIC SCALE:

1/8" = 1'-0"A1 ROOF FRAMING PLAN - NORTH

REFERENCE DRAWINGS:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 GENERAL STRUCTURAL NOTES

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

N U

1 2 3 4 5

SF108

R O

O F

P L A

N O

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

PLAN

NORTH

NOTE:

1. CONTRACTOR SHALL REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO INSTALLING NEW SHOTCRETE OR ADDITIONAL LAYER OF CONCRETE AND

STRUCTURAL STEEL.

15 16

6" THK. CONC. SLAB

(N) CONC.

WALL BELOW

#5 AT 6" OC AT MID-DEPTH

#5 A

T 6"

O C

A T

-D

(E) 10" SQ. CONC.

BEAM, TYP.

(E) 10" SQ. CONC.

BEAM, TYP.

SF403

6 7

6" THK. CONC. SLAB W/

#5 AT 6" OC, EW

(N) CONC.

WALL BELOW#5 AT 6" OC AT MID-DEPTH

#5 A

T 6"

O C

A T

-D

(E) 10" SQ. CONC.

BEAM, TYP.

(E) 10" SQ. CONC.

BEAM, TYP.

(E) 6" THK. CONC. WALL

SF403

SEE DET A1/SF502

FOR TYP. CONN.

DETAIL

#4 @ 12" O.C., EA.

WAY IN SINGLE

CURTAIN

2- #5 DOWELS x 3'-0" @ 5" O.C.

EPOXY INTO 3/4" DIA.

x 6" DEEP HOLES

#5 (A706) DOWELS x

3'-0" WELDED

TO BEAM

BELOW

2- #5 VERT. @

5" O.C. WALL

END, TYP.

#5 @ 12" O.C

DOWELS

(SEE NOTE)

W14x

BLOCK'G

2- #5 VERT. @

5" O.C. WALL

END

#5 @ 12" O.C

DOWELS

2- #5 DOWELS x 3'-0" @ 5" O.C.

EPOXY INTO 3/4"

DIA. x 6" DEEP

HOLES

#5 (A706) DOWELS

x 3'-0" WELDED TO

BEAM, TYP.

1 1/2" CLR.

NOTE:

EPOXY DOWELS INTO EXIST. CONC. WALL

W/ 3/4" DIA. X 6" DEEP HOLES. ROUGHEN

EXISTING CONC. SURFACE AND APPLY LATEX

BONDING ADHESIVE BETW. WALLS, TYP.

3' - 0"

1- #5 x 5'-8"MIN.

ADDED REBAR

BELOW

BLOCKOUT 1- #6 VERT. ADDED

ON EA. SIDE OF

BLOCKOUT

#4 @ 12" O.C., EA.

WAY IN SINGLE

CURTAIN

1'-3" x 1'-6"

BLOCKOUT

FOR W14x

BEAM

1' - 3"

ROUGHEN EXIST'G CONC.

SURFACE & APPLY LATEX

BOND'G ADHESIVE BET.

SLABS (TYP.)

CONCRETE CEIL'G SLAB

EXISTING CONC. CEIL'G BEAM

6" THK. SHOTCRETE WALL

w/#4 @ 12" O.C., E.W.

(CENTER VERTICAL)

CONCRETE CEIL'G SLAB

EXISTING CONC. CEIL'G BEAM #5 @ 12" O.C

DOWELS

(SEE NOTE)

NOTE:

EPOXY DOWELS INTO EXIST. CONC. WALL

W/ 3/4" DIA. X 6" DEEP HOLES. ROUGHEN

EXISTING CONC. SURFACE AND APPLY LATEX

BONDING ADHESIVE BETW. WALLS, TYP.

#4 @ 12" O.C., EA.

WAY IN SINGLE

CURTAIN

2- #5 VERT. @

5" O.C. WALL

END

CONCRETE

CEIL'G SLAB

#5 @ 6" X 3'-0"

DOWELS, SEE

NOTE

1 1/2" CLR.

NOTE:

EPOXY DOWELS INTO EXIST. CONC. WALL

W/ 3/4" DIA. X 6" DEEP HOLES. ROUGHEN

EXISTING CONC. SURFACE AND APPLY LATEX

BONDING ADHESIVE BETW. WALLS, TYP.

EXIST'G BASE

SLAB

EXIST'G GIRDER

EXST CONC.

TOPPING

#5 DOWELS x 3'-0" LONG EPOXY INTO 3/4" DIA. x 6"

DEEP HOLES, MATCH

VERT REINF SPACING

1/4" = 1'-0"C1 CEILING NORTH MECH ROOM FRAMING

1/4" = 1'-0"C2 CEILING SOUTH MECH ROOM FRAMING

1 2 42

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

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

N U

1 2 3 4 5

SF403

R G

A L R

O O

M C

E I

N G

P L

1 7

A -0

R B

U I L

, Q

U A D

H O

D B

, O

U , H

I H

O N

O L U

I L

. 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

BH BH JL

K D

N D

1/2" = 1'-0"C4 DETAIL

1/2" = 1'-0"A1 DETAIL

1/2" = 1'-0"B2 DETAIL

1/2" = 1'-0"A2 DETAIL

1/2" = 1'-0"B4 DETAIL

04 8268 02 4 8134

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

GRAPHIC SCALE:

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

N O

S, A D

N C

A T

N N

D E

N E

D B

D E

S C

N M

A R

S U

B M

T E

D B

D A

T E

C O

N T

R A

C T N

C H

E C

K E

D B

D R

A W

N B

U E D

A T

SHEET ID

of Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

H O

N O

L U

L U D

T R

R E

N A

L E

N G

E E

G C

E N

T E

H O

N O

L U

L U E

N G

E E

R D

T R

H O

N O

L U

H I

F Y P

K G A -0

R E

P A

L D

Q U

A D D

S C

H O

L D B

A R

R A

C K

O A

H U

H A

W A

A N

S I

1 2 3 4

1 2 3 4 5

E P

E N

A M

E N

U M

B E

8/23/2017 10:24:20 AMANSI-DMODEL NAME:

FILE NAME: 16sb02-B452_AD103.dgn

B U

F T S

H A

F T

E R

H A

W A

-5

N O

R T H

T R

U E

NORTH

PLAN

181'-8"

15'-8" 20'-0" 20'-0" 20'-0" 15'-4" 15'-4" 20'-0" 20'-0" 20'-0" 15'-4" 15'-4" TO GRID 12

181'-8" TO GRID 22

363'-4" TO GRID 22

74'-4" 33'-4"

M A

T C

H L

KEY PLAN

NOT TO SCALE

M A

T C

H L

E F

O R C

O N

U A

N S

E E S

H E

E T A

GENERAL SHEET NOTESKEY PLANSHEET KEYNOTES

DEMOLITION WORK NOTE 1D

GENERAL A-001SEE SHT

DEMOLISH TOILET ROOMS,

DEMOLITION WORK NOTE 1D

GENERAL A-001SEE SHT

DEMOLISH TOILET ROOMS,

DEMOLITION WORK NOTE 1D

GENERAL A-001SEE SHT

DEMOLISH TOILET ROOMS,

DEMOLITION WORK NOTE 1D

GENERAL A-001SEE SHT

DEMOLISH TOILET ROOMS,

E03 D.2

E03 D.1

(6" CMU)

D04 A.1 E05 D.1 E05 D.1

D03 A.4

E03 A.1

D09 E.1

D03 A.2D03 A.2

D03 B.2 D03 B.2

D09 E.1

D08 C.1

D09 E.1

D08 C.1D08 C.1

D03 B.2D03 B.2

D08 C.1

D09 E.1

D08 C.1

D09 E.1

D08 C.1

D03 B.2

D08 C.1

D03 B.2

D08 C.1

E05 D.1 E05 D.1

D03 B.2

EXISTING

E03 A.1

E03 D.1 EXISTING CONCRETE STAIRS, PAINT TO MATCH EXISTING

E03 D.2

E05 D.1 EXISTING PIPE GUARDRAIL, PAINT PER FIN CODE LEGEND, SHT AF604

DEMOLITION

D03 A.2

D03 A.3

D03 A.4 REMOVE PORTION OF EXST CONC SLAB FOR NEW SLOPING FLOOR

D03 B.2 REMOVE PORTION OF EXST CONC WALL FOR NEW OPENING

D04 A.1 REMOVE EXISTING MASONRY INFILL

D08 C.1

D09 A.2

D09 E.1 REMOVE EXISTING PLASTER ON METAL STUD INFILL.

3RD FLR 10"x10") EXISTING CONCRETE COLUMN (1ST FLR 14"x14", 2ND FLR 12"x12", SHT AF604

EXISTING CONCRETE STAIR GUARDRAIL, PAINT PER FIN CODE LEGEND,

DRAWINGS FOR EXTENT

REMOVE PORTION OF EXISTING CONCRETE FLOOR, SEE STRUCTURAL

VERIFY SIZE AND LOCATION

REMOVE PORTION OF EXISTING CONCRETE FLOOR FOR SHAFT OPENING,

EXISTING WINDOW BLINDS WHERE OCCURS

REMOVE EXISTING METAL WINDOW (FIXED, AWNING, OR JALOUSIE) AND

THRESHOLDS AND MORTAR BED TO BARE CONC

REMOVE EXST CERAMIC AND/OR QUARRY TILE FLOORING, MARBLE

1. SEE SHEET A-001 FOR GENERAL NOTES, GENERAL DEMOLITION NOTES,

AND GENERAL DEMOLITION WORK.

D08 C.1

D03 A.3

D09 E.1 D09 E.1 D09 E.1 D09 E.1

D09 A.2 D09 A.2

D03 A.2

1/8"=1'-0" A1

PARTIAL SECOND FLOOR DEMOLITION PLAN - SOUTH

0 4'-0" 8'-0" 16'-0"

AD103

M A

C H

U N

B R

U C

E M P

O H

P A

R T

L S

E C

O N

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N P

L A

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N A

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N G

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G C

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N G

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R D

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H I

H O

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L U D

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F T S

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-5

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This is the start of the file's text. The full file is on GovTribe.

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