20r17-Rpr Bldg 503A-Design-29Jun2020_Part2.pdf

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DESIGN COMPLETE SUBMITTAL

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 OR PENETRATIONS

THROUGH THE FLOOR SLABS 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-------------- 100 PSF

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

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

H. TELECOM ROOMS------------------------------------------------------ 150 PSF

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

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

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

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

5. EARTHQUAKE DATA FOR EVALUATION AND RETROFIT PER UFC 3-301-01 AND ASCE

41-13:

A. BASIC SAFETY EARTHQUAKE 1 (BSE-1: 10% EXCEEDANCE IN 50 YR):

i. SHORT PERIOD------------------------0.270g

ii. 1-SEC PERIOD -------------------------0.070g

B. BASIC SAFETY EARTHQUAKE 2 (BSE-2: 2% EXCEEDANCE IN 50 YR):

i. SHORT PERIOD------------------------0.550g

ii. 1-SEC PERIOD -------------------------0.150g

C. SITE CLASS: D

D. IMPORTANCE FACTOR: 1.0

E. BUILDING TYPE

i. C1: CONCRETE MOMENT FRAMES W/ STIFF DIAPHRAGM

(LONGITUDINAL)

ii. C2: CONCRETE SHEAR WALLS W/ STIFF DIAPHRAGM (TRANSVERSE)

F. ANALYSIS PROCEDURE:LINEAR STATIC PROCEDURE

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. NO GEOTECHNICAL INVESTIGATION WAS PERFORMED FOR THIS PROJECT. IN

THE ABSENCE OF AN INVESTIGATION, THE FOLLOWING DESIGN VALUES ARE

ASSUMED. MATERIALS, EXCAVATION, BACKFILL, AND COMPACTION SHALL

COMPLY WITH SPECIFICATION SECTION 31 00 00 EARTHWORK.

2. GEOTECHNICAL DESIGN PARAMETERS:

ALLOWABLE PILE CAPACITY (PER AS-BUILTS) 50 TONS

SITE CLASS (ASSUMED) D

3. FOUNDATIONS AND SLABS-ON-GRADE SHALL BEAR ON SOIL PREPARED IN

ACCORDANCE WITH SPECIFICATION SECTION 31 00 00 EARTHWORK.

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, FRP, 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

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 MEET ASTM C881 AND HAVE AN

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

CONCRETE

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UNLESS OTHERWISE NOTED

VERTICAL

WELDED WIRE MESH

WORK POINT

ABBREVIATIONS

US Army Corps of Engineers ®

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S-001

BLDG 503A

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DESIGN COMPLETE SUBMITTAL

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II

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

SPECIAL INSPECTIONS:

1. SPECIAL INSPECTION AND MATERIAL TESTING SHALL CONFORM TO SPECIFICATION SECTION 01 45 35 AND CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. SEE THE SPECIAL INSPECTION AND MATERIAL TESTING

SCHEDULES FOR REQUIRED ITEMS.

2. CONTRACTOR SHALL RETAIN ONE OR MORE SPECIAL INSPECTORS MEETING MINIMUM QUALIFICATIONS PER SPECIFICATION SECTION 01 45 35 WHO SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION FOR THE TYPES

OF WORK IDENTIFIED BY THE TABLES ON THIS DRAWING SHEET.

3. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE AND SCHEDULE ALL

INSPECTIONS.

4. IT SHALL BE THE DUTY OF HTE GENERAL CONTRACTOR TO HAVE THE AREA REMAIN ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE SPECIAL INSPECTOR(S), NOR THE GOVERNMENT SHALL BE LIABLE FOR EXPENSES ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW

INSPECTION.

5. THE SPECIAL INSPECTOR(S) SHALL SUBMIT A FINAL REPORT TO THE CONTRACTING OFFICER STATING THE WORK REQUIRING SPECIAL INSPECTION WAS COMPLETED IN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS.

6. REPRESENTATIVES OF THE CONTRACTING OFFICER CAN AND WILL INSPECT CONSTRUCTION AS CONSIDERED APPROPRIATE AND WILL MONITOR OPERATIONS OF THE CONTRACTOR'S QUALITY CONTROL STAFF.

GOVERNMENT INSPECTION AND TESTING WILL NOT RELIEVE THE CONTRACTOR OF ANY QUALITY CONTROL

RESPONSIBILITIES.

1. CONCRETE BLOCK SHALL BE FOLLOW LOAD-BEARING CONCRETE MASONRY

UNIT CONFORMING TO ASTM C90, NORMAL WEIGHT, f'm = 1,500 PSI

2. WALL WALLS SHALL BE CONSTRUCTED WITH TYPE S MORTAR. MORTAR

SHALL ATTAIN A COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.

3. GROUT SHALL FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT

SEGREGATION. GROUT SHALL ATTAIN A COMPRESSIVE STRENGTH OF 3,000

PSI AT 28 DAYS.

4. SEE NOTE UNDER REINFORCING STEEL FOR REINFORCING BAR

REQUIREMENTS.

5. PROVIDE A MINIMUM 1/2" GROUT BETWEEN MAIN REINFORCING AND

MASONRY UNITS.

6. GROUT SOLID ALL CELLS OF NEW CONCRETE BLOCKS.

7. IF BLOCK IS LAID TO A HEIGHT EXCEEDING 5'-4" FOR EACH GROUT LIFT,

PROVIDE CLEANOUT AT BASE FOR CELLS CONTAINING REINFORCING.

8. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS SHALL BE ALIGNED

WITH CORES CONTAINING REINFORCING STEEL. SECURE VERTICAL BARS WITH

POSITIONERS AT 8'-0" MAX.

9. CONCRETE SURFACES SHALL BE CLEANED OF ALL LAITANCE PRIOR TO

SETTING BLOCKS.

10. UNLESS NOTED OTHERWISE, ALL WALLS SHALL BE CONSTRUCTED IN

CONVENTIONAL RUNNING BOND. REFER TO ARCHITECTURAL DRAWINGS FOR

SURFACE TEXTURE AND HEIGHT OF UNITS, LAYING PATTERN, AND JOINT TYPE.

11. CONTRACTOR SHALL PROVIDE BRACING/SHORING OF CMU CONSTRUCTION

UNTIL PERMANENT STRUCTURAL FRAMING IS INSTALLED.

CONCRETE MASONRY (CMU)

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 CHANNELS, ANGLES, ASTM A36

AND PLATES

B. WIDE FLANGE SHAPES ASTM A992

C. HIGH-STRENGTH BOLTS ASTM A325

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. ALL BOLT HOLES IN STEEL SHALL BE STANDARD

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

OTHERWISE. CONNECTIONS SHALL CONFROM 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, UNLESS NOTED OTHERWISE. ALL

WELDS SHALL BE E70XX ELECTRODES. WELDING SHALL BE DONE

USING MATCHING FILLER MATERIAL PER AWS D1.1, TABLE 3.1. ONLY

USE LOW-HYDROGEN ELECTRODES ON ASTM 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.

4. 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.

5. THE SPLICING OF STRUCTURAL STEEL WHERE NOT INDICATED SHALL NOT BE

ALLOWED UNLESS APPROVED BY THE CONTRACTING OFFICER.

6. 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.

7. 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

SINC DUST COMPLYING WITH ASTM A780. ALL BOLTS AND ANCHOR RODS EXPOSED TO

WEATHER SHALL BE HOT-DIPPED GALVANIZED PER ASTM A153.

8. 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

SOILS INSPECTION – VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.6

TASK INSPECTION

TYPE

DESCRIPTION

1. MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

CAPACITY.

OBSERVE

2. EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL

OBSERVE

3. VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL

CONTINUOUS

4. PRIOR TO PLACEMENT OF

COMPACTED FILL, INSPECT

SUBGRADE AND VERIFY THAT SITE

HAS BEEN PREPARED PROPERLY.

OBSERVE DURING FILL PLACEMENT, THE SPECIAL

INSPECTOR SHALL VERIFY THAT PROPER

MATERIALS AND PROCEDURES ARE USED IN

ACCORDANCE WITH THE PROVISIONS OF THE

APPROVED GEOTECHNICAL REPORT

SOILS SPECIAL INSPECTION

SCHEDULE OF SPECIAL INSPECTIONS

PERFORM THESE TASKS FOR EACH WELD, FASTENER OR BOLTED CONNECTION, AND NOTED

VERIFICATION.

OBSERVE THESE ITEMS RANDOMLY DURING THE COURSE OF EACH WORK DAY TO INSURE THAT

APPLICABLE REQUIREMENTS ARE BEING MET. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS AT CONTRACTOR’S RISK.

DOCUMENT, WITH A REPORT, THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE

CONTRACT DOCUMENTS. THIS IS IN ADDITION TO ANY OTHER REPORTS REQUIRED IN THE SPECIAL

INSPECTIONS GUIDE SPECIFICATION.

CONSTANT MONITORING OF IDENTIFIED TASKS BY A SPECIAL INSPECTOR OVER THE DURATION OF

PERFORMANCE OF SAID TASKS.

PERFORM:

OBSERVE:

DOCUMENT:

CONTINUOUS:

INSPECTION DEFINITIONS:

MASONRY CONSTRUCTION - VERIFY THE FOLLOWING ARE IN COMPLIANCE AT START OF CONSTRUCTION

WITH IBC 1705.4 (ACI 530-13 TABLE 3.1.2 & 3.1.3)

TASK INSPECTION TYPE

1. COMPLIANCE WITH APPROVED SUBMITTALS PRIOR TO START

MASONRY CONSTRUCTION SPECIAL INSPECTION

OBSERVE

2. PROPORTIONS OF SITE-MIXED MORTAR OBSERVE

3. GRADE AND TYPE OF REINFORCEMENT AND ANCHOR BOLTS OBSERVE

MASONRY CONSTRUCTION - VERIFY THE FOLLOWING ARE IN COMPLIANCE PRIOR TO GROUTING WITH

IBC 1705.4 (ACI 530-13 TABLE 3.1.2 & 3.1.3)

TASK INSPECTION TYPE

4. GROUT SPACE OBSERVE

5. PROPORTIONS OF SITE-PREPARED GROUT OBSERVE

6. PROPORTIONS OF SITE-MIXED GROUT OBSERVE

7. PLACEMENT OF MASONRY UNITS AND MORTAR JOINTS OBSERVE

MASONRY CONSTRUCTION - VERIFY THE FOLLOWING ARE IN COMPLIANCE DURING CONSTRUCTION WITH

IBC 1705.4 (ACI 530-13 TABLE 3.1.2 & 3.1.3)

TASK INSPECTION TYPE

8. SIZE AND LOCATION OF STRUCTURAL ELEMENTS IN COMPLIANCE OBSERVE

9. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING HOT

WEATHER (TEMPERATURE ABOVE 90F (32.2C))

OBSERVE

10. PLACEMENT OF GROUT CONTINUOUS

11. OBSERVE PREPARATION OF GROUT SPECIMENTS, MORTAR SPECIMENS, AND/OR

PRISMS

OBSERVE

12. TYPE, SIZE, AND PLACEMENT OF REINFORCEMENT, CONNECTORS, AND ANCHOR

BOLTS, INCLUDING DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS, FRAMES, OR OTHER CONSTRUCTION

OBSERVE

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TASK INSPECTION

TYPE

DESCRIPTION

1. VERIFY THAT THE

WELDING PROCEDURES

SPECIFICATION (WPS) IS

AVAILABLE

PERFORM

STEEL - WELDING INSPECTION

SCHEDULE OF SPECIAL INSPECTIONS, CONT.

PERFORM THESE TASKS FOR EACH WELD, FASTENER OR BOLTED CONNECTION, AND

NOTED VERIFICATION.

OBSERVE THESE ITEMS RANDOMLY DURING THE COURSE OF EACH WORK DAY TO INSURE

THAT APPLICABLE REQUIREMENTS ARE BEING MET. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS AT CONTRACTOR’S RISK.

DOCUMENT, WITH A REPORT, THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE

WITH THE CONTRACT DOCUMENTS. THIS IS IN ADDITION TO ANY OTHER REPORTS

REQUIRED IN THE SPECIAL INSPECTIONS GUIDE SPECIFICATION.

CONSTANT MONITORING OF IDENTIFIED TASKS BY A SPECIAL INSPECTOR OVER THE

DURATION OF PERFORMANCE OF SAID TASKS.

PERFORM:

OBSERVE:

DOCUMENT:

CONTINUOUS:

INSPECTION DEFINITIONS:

SCHEDULE OF SPECIAL INSPECTIONS, CONT.

STEEL INSPECTION TASKS PRIOR TO BOLTING - VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.2.1, AISC 360-10: TABLE C-N5.6-1

TASK INSPECTION TYPE

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

STEEL - BOLTING INSPECTION

PERFORM

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS OBSERVE

3. PROPER FASTENERS SELECTED FOR JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

OBSERVE

4. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL OBSERVE

5. CONNECTING ELEMENTS, INCLUDING APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED MEET APPLICABLE REQUIREMENTS

OBSERVE

6. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER

FASTENER COMPONENTS

OBSERVE

STEEL INSPECTION TASKS DURING BOLTING - VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC

1705.2.1, AISC 360-10: TABLE C-N5.6-2

TASK INSPECTION TYPE

7. FASTENER ASSEMBLIES OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

OBSERVE

8. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING

OPERATION

OBSERVE

9. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING

OBSERVE

10. BOLTS ARE PRETENSIONED IN ACCORDANCE WITH RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

OBSERVE

STEEL INSPECTION TASKS AFTER BOLTING - VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC

1705.2.1, AISC 360-10: TABLE C-N5.6-3

TASK INSPECTION TYPE

11. DOCUMENT ACCEPTANCE OR REJECTION OF ALL BOLTED CONNECTIONS DOCUMENT

OTHER STEEL INSPECTIONS - VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.2.1, AISC 341-10:

TABLE J8-1 & J10-1

TASK INSPECTION

TYPE

DESCRIPTION

1. ANCHOR RODS AND

OTHER EMBEDMENTS

SUPPORTING

STRUCTURAL STEEL

PERFORM VERIFY THE DIAMETER, GRADE, TYPE, AND LENGTH OF THE

ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR

DEPTH OF EMBEDMENT PRIOR TO PLACEMENT OF CONCRETE.

STEEL - OTHER SPECIAL INSPECTIONS

2. FABRICATED STEEL OR

ERECTED STEEL FRAME

OBSERVE VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE

CONSTRUCTION DOCUMENTS SUCH AS BRACES,

STIFFENERS, MEMBER LOCATIONS, AND PROPER

APPLICATION OF JOINT DETAILS AT EACH CONNECTION

STEEL INSPECTION PRIOR TO WELDING - VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.2.1, AISC

360-10: TABLE C-N5.4-1

2. PERFORMVERIFY MANUFACTURER

CERTIFICATIONS FOR

WELDING CONSUMABLES

ARE AVAILABLE

3. PERFORM TYPE AND GRADEVERIFY MATERIAL

IDENTIFICATION

PERFORM THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL

MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED

A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED,

SHALL BE THE LOW-STRESS TYPE

WELDER IDENTIFICATION

SYSTEM

4.

OBSERVE - JOINT PREPARATION

- DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE,

BEVEL)

- CLEANLINESS (CONDITION OF STEEL SURFACES)

- TACKING (TACK WELD QUALITY AND LOCATION)

- BACKING TYPE AND FIT (IF APPLICABLE)

FIT-UP OF GROOVE

WELDS (INCLUDING JOINT

GEOMETRY)

5.

6. OBSERVECONFIGURATION AND

FINISH OF ACCESS HOLES

OBSERVEFIT-UP OF FILLET WELDS7. - DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

- CLEANLINESS (CONDITION OF STEEL SURFACES)

- TACKING (TACK WELD QUALITY AND LOCATION)

STEEL INSPECTION DURING WELDING - VERIFY THE FOLLOWING ARE IN COMPLIANCE WITH IBC 1705.2.1, AISC 360-10: TABLE C-N5.4-2

PERFORMUSE OF QUALIFIED

WELDERS

8. WELDING BY WELDERS, WELDING OPERATORS, AND TACK

WELDERS WHO ARE QUALIFIED IN CONFORMANCE WITH

REQUIREMENTS

OBSERVECONTROL AND

HANDLING OF WELDING

CONSUMABLES

9. - PACKAGING

- ELECTRODE ATMOSPHERIC EXPOSURE CONTROL

OBSERVENO WELDING OVER

CRACKED TACK WELDS

10.

OBSERVEENVIRONMENTAL

CONDITIONS

11. - WIND SPEED WITHIN LIMITS

- PRECIPITATION AND TEMPERATURE

OBSERVE - SETTINGS ON WELDING EQUIPMENT

- TRAVEL SPEED

- SELECTED WELDING MATERIALS

- SHIELDING GAS TYPE/FLOW RATE

- PREHEAT APPLIED

- INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

- PROPER POSITION (F, V, H, OH)

- INTERMIX OF FILLER METALS AVOIDED

WELDING PROCEDURES

SPECIFICATION

FOLLOWED

12.

OBSERVEWELDING TECHNIQUES13. - INTERPASS AND FINAL CLEANING

- EACH PASS WITHIN PROFILE LIMITATIONS

- EACH PASS MEETS QUALITY REQUIREMENTS

OBSERVEWELDS CLEANED14.

OBSERVESIZE, LENGTH, AND

LOCATION OF ALL WELDS

15. SIZE, LENGTH, AND LOCATION OF ALL WELDS CONFORM TO

THE REQUIREMENTS OF THE DETAIL DRAWINGS

PERFORM

AND

DOCUMENT

- CRACK PROHIBITION

- WELD/BASE-METAL FUSION

- CRATER CROSS SECTION

- WELD PROFILES

- WELD SIZE

- UNDERCUT

- POROSITY

WELDS MEET VISUAL

ACCEPTANCE CRITERIA

16.

PERFORMARC STRIKES17.

PERFORMK-AREA18. WHEN WELDING OF DOUBLER PLATES, CONTINUITY

PLATES, OR STIFFENERS HAS BEEN PERFORMED IN THE K-

AREA, VIUALLY INSPECT THE WEB K-AREA FOR CRACKS

PERFORM

AND

DOCUMENT

REPAIR ACTIVITIES19.

PERFORMDOCUMENT

ACCEPTANCE OR

REJECTION OF WELDED

JOINT OR MEMBER

20.

CONCRETE CONSTRUCTION, INCLUDING COMPOSITE DECK – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC TABLE 1705.3 (ACI 318 REFERENCES NOTED IN IBC TABLE)

TASK INSPECTION

TYPE

DESCRIPTION

1. INSPECT

REINFORCEMENT,

INCLUDING

PRESTRESSING

TENDONS, AND VERIFY

PLACEMENT.

OBSERVE VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING IS

OF SPECIFIED TYPE, GRADE AND SIZE; THAT IT IS FREE OF

OIL, DIRT AND UNACCEPTABLE RUST; THAT IT IS LOCATED

AND SPACED PROPERLY; THAT HOOKS, BENDS, TIES,

STIRRUPS AND SUPPLEMENTAL REINFORCEMENT ARE

PLACED CORRECTLY; THAT LAP LENGTHS, STAGGER AND

OFFSETS ARE PROVIDED; AND THAT ALL MECHANICAL

CONNECTIONS ARE INSTALLED PER THE MANUFACTURER’S

INSTRUCTIONS AND/OR EVALUATION REPORT.

OBSERVE VERIFY PRIOR TO PLACING CONCRETE THAT CAST IN PLACE

ANCHORS AND POST INSTALLED DRILLED ANCHORS HAVE

PROPER EMBEDMENT, SPACING AND EDGE DISTANCE.

CAST IN PLACE ANCHORS

AND POST INSTALLED

DRILLED ANCHORS

(DOWNWARD INCLINED)

CONTINUOUS

AND

DOCUMENT

- INSPECT AS REQUIRED PER APPROVED ICC-ES REPORT

- VERIFY THAT INSTALLER IS CERTIFIED FOR INSTALLATION OF

HORIZONTAL AND OVERHEAD INSTALLATION APPLICATIONS

- INSPECT PROOF LOADING AS REQUIRED BY THE CONTRACT

DOCUMENTS

POST-INSTALLED

ADHESIVE ANCHORS IN

HORIZONTAL OR UPWARD

INCLINED ORIENTATIONS

4.

OBSERVE VERIFY THAT ALL MIXES USED COMPLY WITH THE APPROVED

CONSTRUCTION DOCUMENTS

VERIFY USE OF

REQUIRED MIX DESIGN

5.

CONTINUOUS AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TEST VERIFY THESE TESTS ARE

PERFORMED BY QUALIFIED TECHNICIANS.

PRIOR TO CONCRETE

PLACEMENT, FABRICATE

SPECIMENS FOR

STRENGTH TESTS,

PERFORM SLUMP AND

AIR CONTENT TESTS,

AND DETERMINE THE

TEMPERATURE OF THE

CONCRETE

6.

CONTINUOUS VERIFY PROPER APPLICATION TECHNIQUES ARE USED DURING

CONCRETE CONVEYANCE AND DEPOSITING AVOIDS

SEGREGATION OR CONTAMINATION. VERIFY THAT CONCRETE

IS PROPERLY CONSOLIDATED.

INSPECT CONCRETE

AND/OR SHOTCRETE

PLACEMENT FOR

PROPER APPLICATION

TECHNIQUES

7.

OBSERVE INSPECT CURING, COLD WEATHER PROTECTION, AND HOT

WEATHER PROTECTION PROCEDURES.

VERIFY MAINTENANCE OF

SPECIFIED CURING

TEMPERATURE AND

TECHNIQUE

12. OBSERVEVERIFY IN-SITU

CONCRETE STRENGTH,

PRIOR TO REMOVAL OF

SHORES AND FORMS

FROM BEAMS AND

STRUCTURAL SLABS.

13. OBSERVEINSPECT FORMWORK

FOR SHAPE, LOCATION

AND DIMENSIONS OF THE

CONCRETE MEMBER

BEING FORMED.

CONCRETE CONSTRUCTION SPECIAL INSPECTION

2. OBSERVE - VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A 706

- INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16” IN

ACCORDANCE WITH AWS D1.4

REINFORCING BAR

WELDING

3. CONTINUOUS VISUALLY INSPECT ALL WELDS IN ACCORDANCE WITH AWS

D1.4

ALL OTHER WELDING

8.

9.

CONTINUOUS VERIFY APPLICATION OF PRESTRESSING FORCES AND

GROUTING OF BONDED PRESTRESSING TENDONS.

PRE-STRESSED

CONCRETE

10.

OBSERVEINSPECT ERECTION OF

PRECAST CONCRETE

MEMBERS

11.

SCHEDULE OF SPECIAL INSPECTIONS, CONT.

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1. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL

CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL

BUILDING CODE 2015 EDITION, AND UNIFIED FACILITIES CRITERIA (UFC) 1-200-01

DATED 20 JUNE 2016.

2. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES AND

CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING

CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY

AND MUST BE VERIFIED. IF THE EXISTING CONDITIONS DO NOT CLOSELY MATCH

THE CONDITIONS SHOWN ON THE DRAWINGS, OR IF THE EXISTING MATERIALS

ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE CONTRACTING

OFFICER PRIOR TO COMMENCING ANY WORK.

3. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE

AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN

COMPLETED IN ACCORDANCE WITH THE DRAWINGS.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND

THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO

PERFORM THE WORK.

5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.

WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR

CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE

USED, SUBJECT TO REVIEW AND APPROVAL BY THE CONTRACTING OFFICER.

AT GENERAL NOTES:

1. DESIGN LOADING CRITERIA SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. UNIFIED FACILITIES CRITERIA (UFC) 3-301-01: STRUCTURAL

ENGINEERING, DATED 1 JUNE 2013, WITH CHANGE 4, 1 NOVEMBER 2018.

B. UFC 4-010-01: DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS, DATED 12 DECEMBER 2018

AT BUILDING CATEGORY.....................................PRIMARY GATHERING

DESIGN CRITERIA:

1. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS

BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO

SUPPORT EXISTING CONTRUCTION AS REQUIRED AND IN A MANNER SUITABLE

TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE

AND AS NOTED ON THE DRAWINGS. SAW CUTTING, IF ANY WHERE USED, SHALL

NOT CUT EXISTING REINFORCING WHICH IS TO BE SAVED. DEMOLITION DEBRIS

SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.

LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING

FLOOR SYSTEMS TO 40 PSF (20 PSF AT ROOFS).

A. ALL NEW OPENINGS TROUGH EXISTING MASONRY OR CONCRETE

WALLS AND BEAMS SHALL BE ACCOMPLISHED BY SAWCUTTING

WHEREVER POSSIBLE. UNLESS OTHERWISE NOTED, ALL NEW

OPENINGS SHALL BE SAWCUT NEAT AND CLEAN; NO OVERCUTTING AT

OPENING CORNERS SHALL BE ALLOWED. AS REQUIRED, CORE DRILL

CORNERS AND CHIP, GRIND, OR CUT THE CORNERS TO PROVIDE THE

REQUIRED DIMENSIONS.

B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND

LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS.

C. SMALL ROUND OPENINGS SHALL BE ACCOMLISHED BY CORE

DRILLING, WHEREVER POSSIBLE.

RENOVATION:

1. SEE SHEET S-001 FOR CONCRETE REQUIREMENTS AND SHEET S-002 FOR

REINFORCING REQUIREMENTS.

2. BONDING AGENT: EPOXY RESIN BASED IN ACCORDANCE WITH ASTM C881, TYPE

V, GRADE 2. USE WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY

PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH

MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING

SURFACES.

3. NON-SHRINK GROUT SHALL BE NON-METALLIC AND HAVE A MINIMUM

COMPRESSIVE STRENGTH OF 6,000 PSI.

CONCRETE:

1. REFERENCE UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS, 12 DECEMBER 2018

2. WINDOW SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH UFC 4-010-01

SECTION B-3.1. PROVIDE WINDOW FRAMES, MULLIONS, AND SASHES OF ALUMINUM

OR STEEL DESIGNED IN ACCORDANCE WITH ASTM F2248. ENSURE THAT THE

GLAZING FAILS PRIOR TO THE WINDOW FRAMING AND ITS ATTACHMENT TO THE

BASIC STRUCTURE.

3. DESIGN CALCULATIONS SHALL BE SEALED BY A PROFESSIONAL LICENSED

ENGINEER AND SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO

FABRICATION.

4. GLAZING FRAME BITE: GLAZING FRAME BITES FOR WINDOWS SHALL BE IN

ACCORDANCE WITH ASTM F2248. APPLY STRUCTURAL SILICONE BEAD TO BOTH

SIDES OF THE GLASS PANEL FOR SINGLE PANE GLAZING BUT ONLY TO THE INBOARD

SIDE FOR INSULATING GLASS UNITS. STRUCTURAL SILICONE SEALANT SHALL

COMPLY WITH ASTM C1184, STYPE S OR M, USE G, A OR O, AND SHALL HAVE AN

ULTIMATE TENSILE STRENGTH NOT LESS THAN 300 PSI IN ACCORDANCE WITH TEST

METHOD ASTM D412.

5. CONNECTION DESIGN: CONNECTIONS OF WINDOW FRAMES TO SURROUNDING

WALLS AND FLOOR OR ROOF FRAMING; OF HARDWARE AND ASSOCIATED

CONNECTIONS; OF GLAZING STOP CONNECTIONS; AND OF OTHER ELEMENTS IN

SHEAR SHALL BE DESIGNED FOR THE CONNECTION DESIGN LOAD DETERMINED IN

ACCORDANCE WITH ASTM F2248 AND SHALL ACCOUNT FOR THE GEOMETRY OF THE

PARTICULAR FRAME AND THE CONNECTION CONFIGURATION BEING USED WHEN

CALCULATING BENDING, SHEAR, BEARING, AND PULL OUT LOADS FOR THE

CONNECTIONS.

BLAST GLAZING AND WINDOW SYSTEMS:

ANCHORAGE:

1. EPOXY ADHSEIVES IN CONCRETE PROPOSED BY THE CONTRACTOR SHALL BE

APPROVED FOR USE IN CRACKED CONCRETE IN ACCORDANCE WITH ACI 318-14,

CHAPTER 17 AND IBC SECTION 104.11, AND SHALL MEET ICC-ES ACCEPTANCE

CRITERIA AC308.

2. EPOXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR

EMBEDDED ANCHOR BOLTS. NOTIFY CONTRACTING OFFICER IF ANCHOR

LOCATIONS CONFLICT WITH REINFORCING STEEL. DO NOT CUT REINFORCING OR

REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL.

3. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS

FOR EPOXY ANCHORS EMBEDDED IN CONCRETE:

1/2" DIAMETER ROD OR #3 BAR ...................... 4"

5/8" DIAMETER ROD OR #4 BAR ...................... 5"

3/4" DIAMETER ROD OR #5 BAR ...................... 7"

1" DIAMETER ROD OR #6 BAR ......................... 9"

1-1/4" DIAMETER ROD OR #7 BAR ...................12"

#8 BAR ............................................................15"

4. SCREW ANCHORS IN CONCRETE PROPOSED BY THE CONTRACTOR SHALL BE

APPROVED FOR USE IN CRACKED CONCRETE IN ACCORDANCE WITH ACI 318-14,

CHAPTER 17 AND SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193.

5. SPECIAL INSPECTION IS REQUIRED FOR ALL CONCRETE SCREW ANCHOR

INSTALLATION.

6. SCREW ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED

ANCHOR BOLTS OR EXPANSION BOLTS. NOTIFY CONTRACTING OFFICER IF SCREW

ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL. DO NOT CUT

REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL.

US Army Corps of Engineers ®

SHEET ID

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BLDG 503A

G E

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DESIGN COMPLETE SUBMITTAL

F O

R T

S H

A F

T E

R O

A H

U H

A W

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

COMPACTED

SUBGRADE

15 MILS THK

VAPOR BARRIER

COMPACTED

SUBGRADE

T H

K

S L A

B

T H

K

S L A

B

15 MILS THK

VAPOR BARRIER

CONTRACTOR OPTION: SAW

CUT MAXIMUM OF 12 HOURS

AFTER POUR OR USE 1"

DEEP PLASTIC RIBBON

SLAB REINFORCING

CONCRETE

SLAB ON GRADE

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 L R

. 3 /4

T H

K

S L A

B

#4

SPACING TO MATCH

SLAB REINF.

TYP. SLAB ON GRADE

REINFORCEMENT

TYP. SLAB ON GRADE

REINFORCEMENT

#4

SPACING TO MATCH

SLAB REINF.

#4

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

8" MIN.

M

IN

"t

(4

T O

D E

P R

E S

S

IO

N

#4

SPACING TO MATCH

SLAB REINF.

24"

24"

6t OR

1'-6" MIN.

"t

(4

M A

X

D E

P R

E S

S

IO

N

8"

MIN.

6" SELECT

GRANULAR FILL

6" SELECT

GRANULAR FILL

CONC. CURB AND

REINF. WHERE

OCCURS, SEE

C1/S-008

M

IN

A

A

A

OPENING

SJ*

S J

S J

SJ*

S J

* #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.

A

A

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

SLAB

PROVIDE 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

1'-6"

MIN.

M A

X

V A

R

IE

S

D MIN.

D

D MIN.

NTS

F2

TYPICAL SLAB JOINT DETAIL

NTS

F6

TYPICAL SAW CUT JOINT (SJ)

NTS

A1

DEPRESSED SLAB AND SLAB EDGE

NTS

C3

TYPICAL ADDED SOG REINF.

NTS

F8

TYPICAL JOINT SEALANT DETAILS

NTS

C6

SLAB ON GRADE TRENCH REPAIR

DETAIL

US Army Corps of Engineers ®

SHEET ID

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BLDG 503A

T Y

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DESIGN COMPLETE SUBMITTAL

F O

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A F

T E

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A H

U H

A W

180° HOOKS 90° HOOKS

135° HOOKS135° HOOKS90° HOOKSBAR

SIZE

D

A OR G J A OR G

90° HOOKS180° HOOKS

#3

#4

#5

#6

#7

#8

2 1/4

3 3/4

4 1/2

D

A OR G

H

APPROX

90°

HOOKS

135° HOOKS

A OR G

#3

#4

#5

4 1/2

4 1/2

5 1/2

APPROX

A OR G

135° HOOKS

#3

#4

#5

#6

#7

BAR

SIZE

D

(in) 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

d

JD

4d OR 60" MIN.

DETAILING

DIMENSION

D d d

A O

R G

H O

O K

DETAILING

DIMENSION

D

IM

E N

S

IO

N

D E

T A

IL

IN

G

D d

A OR G

HOOK

6d

BEAM BEAM

D

IM

E N

S

IO

N

D E

T A

IL

IN

G d

D

A O

R G

H O

O K

D

6d

H

A O

R G

H O

O K

H

(3" M

IN

6d

D

D E

T A

IL

IN

G D

IM

E

N S

IO

N d

M A

X

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 SPECIFICATION 03 01 00 FOR EPOXY REQUIREMENTS.

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

THE CONTRACTING OFFICER.

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

CUT EXISTING REINFORCEMENT.

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

AND WIRE BRUSH PRIOR TO GROUTING IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS.

5. ALL DOWELS SHALL HAVE SPECIAL INSPECTION.

6. 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

#3

#4

#5

#6

#7

#8

#9

PER MANUF.

RECOMMEND-

ATIONS

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.

C L R

3" CLR

MAIN OR

TEMPERATUR

E BAR (TYP.)

FORMED CONC.

SURFACE

EXTERIOR FACE

EARTH

STIRRUP OR TIE

CONCRETE EXPOSED TO

EARTH OR WEATHER

3" CLR

NTS

D1

STANDARD HOOK FOR BARS, STIRRUPS, & TIES

NTS

A1

TYPICAL SLAB & WALL BAR SPLICE TABLE

NTS

A4

DRILL AND EPOXY DOWEL SCHEDULE

NTS

A7

CONCRETE PROTECTION OF REINFORCING

US Army Corps of Engineers ®

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BLDG 503A

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DESIGN COMPLETE SUBMITTAL

F O

R T

S H

A F

T E

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A H

U H

A W

#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 4)

"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

L

(SEE NOTE 3)

2'-0" TYP.

T Y

P

H

H

D

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING"A"

"B"

"B" "B"

"A"

"A"

"B" "B"

"A"

"A"

TYP. WALL

REINF.

TYP. WALL REINF.

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

T Y

P

2'-0" TYP.

T Y

P

2'-0" TYP.

WALL HORIZ. REINF.

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"

C L R

M

IN

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 .

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

DO NOT CUT WITHIN 1-1/2" OF EXISTING REINFORCING.

ELEVATION

/A8 S-007

/C6 S-008

NTS

C1

TYPICAL CONCRETE OR SHOTCRETE WALL OPENING

REINFORCING

NTS

A1

TYPICAL REINFORCING AT CORNERS AND INTERSECTIONS

NTS

A8

TYPICAL REBAR TERMINATION DETAIL

NTS

A5

CONCRETE WALL PENETRATION DETAIL

US Army Corps of Engineers ®

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2 3 4 5 6 7 8 9 10

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B

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BLDG 503A

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L D

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A

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IN

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C E

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IS

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DESIGN COMPLETE SUBMITTAL

F O

R T

S H

A F

T E

R O

A H

U H

A W

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:

SOLID GROUT CMU

WALL CELLS WHERE

UNGROUTED CELS

OCCURS PRIOR TO

INSTALLING DOWELS

(2 CELLS MINIMUM),

SEE B4/S-506

TYP WALL

REINF.

ALTERNATE SPLICES

4'-0" MIN. SPACING FOR

TYP. LAP (24" MIN.)

HORIZ. REINF.

EQ

EQ

EQ

12" LONG KEY AT 24"

CONTINUE

REINF ACROSS

JOINT

S

T P

O U

R N

D P

O U

R

SECTION

NOTE:

JOINT LOCATION SHALL BE SUBMITTED TO THE

CONTRACTING OFFICER FOR REVIEW.

PLAN

3"

1 1/2"

3"

E Q

E Q

E Q

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.

"T

D

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

D

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

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.

5/8" DIA. EXPANSION

ANCHORS AT 16", TYP.

TEMPORARY C6x8.2 HEADER

INSTALLED BEFORE DEMOLITION

WORK. REMOVE AFTER NEW

HEADER IS INSTALLED 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/MECH OPENING

1'-4"

TYP.

4" TYP.

S A

W C

U T

O P

E N

IN

G

N E

W D

O O

R

SAWCUT OPENING

NEW DOOR

1'-4"

TYP.

4" TYP.

MECH SAWCUT OPENING

NEW WINDOW OR

M E

C H

S A

W C

U T

O P

E N

IN

G

N E

W W

IN

D

O W

O R

2'-0"

MIN.

/A6 S-008

IMPORTANT NOTE:

DETAIL APPLIES TO ALL DOOR,

WINDOW, OR MECHANICAL

OPENING THROUGH EXISTING

WALLS GREATER THAN 2'-0"

WIDE.

#4 DOWELS AT 24"

DRILL AND EPOXY

TOP OF FLOOR

(2) #5 EACH JAMB

EXISTING

CONC. WALL

#5 DOWELS

EACH END, TYP

OPENING

NEW DOOR

N E

W D

O O

R O

P E

N

IN

G

T Y

P

AT DOOR OPENING AT WINDOW/MECH OPENING

#4x DOWELS AT

24" DRILL AND EPOXY

TOP OF FLOOR

(2) #5 EACH JAMB

EXISTING

CONC. WALL

#5 DOWELS

EACH END, TYP

8"

MECH. OPENING

NEW WINDOW/8"

8" TYP

8"

8"

IMPORTANT NOTE:

DETAIL APPLIES TO ALL DOOR,

WINDOW, OR MECHANICAL

OPENING THROUGH EXISTING

WALLS GREATER THAN 2'-0"

WIDE.

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

S-008

BLDG 503A

T Y

P

IC

A L C

O N

C R

E T

E W

A L

L D

E T

A

IL

S

F Y

O

M A

R E

P A

IR

B

U

IL

D

IN

G

A

H O

N O

L U

L U

D

IS

T R

IC

T

F O

R T

S H

A F

T E

R H

I -5

R E

G

IO

N A

L E

N G

IN

E

E R

IN

G

C E

N T

E R

H O

N O

L U

L U

D

IS

T R

IC

T

H O

N O

L U

L U

H

I

B H

B H

J

U N

DESIGN COMPLETE SUBMITTAL

F O

R T

S H

A F

T E

R O

A H

U H

A W

A

II

NTS

E1

INFILL EXISTING OPENING W/

CONCRETE

NTS

E3

TYPICAL WALL REINFORCING

NTS

E6

CONCRETE HORIZONTAL WALL

CONSTRUCTION JOINTS

NTS

E8

CONCRETE VERTICAL WALL

CONSTRUCTION JOINTS

NTS

C1

TYPICAL PIPING AND CONDUIT IN OR

THRU SLAB OR WALL

NTS

C3

TYPICAL REINF. AT WALL AND SLAB

PIPE SLEEVES

NTS

C6

TYPICAL TEMPORARY STEEL HEADER AT NEW

DOOR/WINDOW/MECH OPENING IN…