Drawings_Volume_3.pdf

US Army Corps of Engineers ®

TULSA DISTRICT

TULSA, OKLAHOMA

KC-46A TWO-BAY DEPOT MAINTENANCE HANGAR

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TINKER AIR FORCE BASE, OKLAHOMA

CONTRACT NUMBER:

SOLICITATION NUMBER: W912BV-16-R-0001

PDC: HANGAR: WWYK153005

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READY TO ADVERTISEJANUARY 2016

VOLUME 3 OF 3

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US Army Corps of Engineers Tulsa District

SHEET

IDENTIFICATION

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MECHANICAL BUILDING - STRUCTURAL

SHEET

NUMBER SHEET NAME

S-001M GENERAL NOTES

S-002M ABBREVIATIONS AND KEY

S-003M STATEMENT OF SPECIAL INSPECTIONS

S-004M STATEMENT OF SPECIAL INSPECTIONS

S-005M WIND ISO DIAGRAM

S-006M WIND ISO DIAGRAM

S-007M STANDARD FOUNDATION DETAILS

S-008M STANDARD CONCRETE DETAILS

S-009M STANDARD SLAB ON GRADE DETAILS

S-010M STANDARD MASONRY DETAILS

S-011M STANDARD STEEL DETAILS

S-100M FOUNDATION AND SLAB PLAN

S-101M ROOF FRAMING PLAN

S-200M ELEVATIONS

S-201M ELEVATIONS

S-300M DEEP FOUNDATION DETAILS AND SCHEDULE

S-301M FOUNDATION DETAILS

S-302M FOUNDATION DETAILS

S-303M PIPE PIT DETAILS

S-304M MECHANICAL COURTYARD PLAN AND DETAILS

S-305M TANK AND PIPE FOUNDATION PLAN

S-400M COLUMN SCHEDULE AND DETAILS

S-401M FRAMING DETAILS

S-420M VERTICAL BRACING DETAILS

MECHANICAL BUILDING - ARCHITECTURAL

SHEET

NUMBER SHEET NAME

AE001M ARCHITECTURAL LEGEND, ABBREVIATIONS, AND GENERAL NOTES

AB101M AIR BARRIER EXTENTS AND LIMITS - FLOOR PLAN

AB301M AIR BARRIER EXTENTS AND LIMITS - BUILDING SECTIONS

AE110M OVERALL FLOOR PLAN

AE120M OVERALL REFLECTED CEILING PLAN

AE130M OVERALL ROOF PLAN

AE201M EXTERIOR BUILDING ELEVATIONS

AE202M EXTERIOR BUILDING ELEVATIONS

AE301M BUILDING SECTIONS

AE311M WALL SECTIONS

AE401M ENLARGED TOILET ROOM PLANS AND ELEVATIONS

AE402M GUARDRAIL ELEVATIONS, LADDER AND GUARDRAIL DETAILS

AE501M PARTITION TYPES AND DETAILS

AE502M PENETRATION DETAILS

AE551M DETAILS

AE601M DOOR SCHEDULE, DOOR AND FRAME TYPES, DOOR DETAILS

AE631M LOUVER SCHEDULE AND LOUVER TYPES

AE701M ROOM FINISH AND SIGNAGE PLAN, ROOM FINISH SCHEDULE

I-110M OVERALL FURNITURE PLAN

MECHANICAL BUILDING - FIRE PROTECTION

SHEET

NUMBER SHEET NAME

F-101M LIFE SAFETY PLAN

FA101M FIRE ALARM PLAN

FA601M FIRE ALARM RISER AND MATRIX

FX101M FIRE SUPPRESSION PLAN

FX501M FIRE SUPPRESSION ENLARGED PLANS

FX601M FIRE SUPPRESSION ONE LINE DIAGRAM

MECHANICAL BUILDING - PLUMBING

SHEET

NUMBER SHEET NAME

P-001M PLUMBING LEGEND AND ABBREVIATIONS

P-100M PLUMBING PLAN - BELOW GRADE

P-101M PLUMBING PLAN - GROUND FLOOR

P-111M PLUMBING ENLARGED PLANS

P-501M PLUMBING DETAILS

P-502M PLUMBING DETAILS

P-601M PLUMBING SCHEDULES

P-701M PLUMBING RISER DIAGRAM

P-702M PLUMBING RISER DIAGRAM

MECHANICAL BUILDING - MECHANICAL

SHEET

NUMBER SHEET NAME

M-001M MECHANICAL LEGEND AND ABBREVIATIONS

M-100M MECHANICAL HVAC FLOOR PLAN

M-110M MECHANICAL PIPING FLOOR PLAN

M-111M MECHANICAL PIPING ENLARGED PLAN

M-112M MECHANICAL PIPING ENLARGED PLAN

M-113M MECHANICAL PIPING ENLARGED PLAN

M-114M MECHANICAL PIPING ENLARGED PLAN

M-301M MECHANICAL SECTIONS

M-302M MECHANICAL SECTIONS

M-303M MECHANICAL SECTIONS

M-304M MECHANICAL SECTIONS

M-305M MECHANICAL SECTIONS

M-501M MECHANICAL DETAILS

M-502M MECHANICAL DETAILS

M-503M MECHANICAL DETAILS

M-504M MECHANICAL DETAILS

M-601M MECHANICAL SCHEDULES

M-602M MECHANICAL SCHEDULES

M-603M MECHANICAL SCHEDULES

MECHANICAL BUILDING - ELECTRICAL

SHEET

NUMBER SHEET NAME

E-001M ELECTRICAL SYMBOLS LEGEND & ABBREVIATIONS

EG101M GROUNDING PLAN

EG102M LIGHTNING PROTECTION SCOPE PLAN

EG103M LIGHTNING PROTECTION SYSTEM ROOF PLAN

EG501M GROUNDING DETAILS

EG601M TYPICAL GROUNDING RISER SCHEMATIC

EL101M LIGHTING PLAN

EL501M LIGHTING DETAILS

EL502M LIGHTING DETAILS

EL601M LIGHTING SCHEDULES

EP101M POWER PLAN

EP401M ENLARGED POWER PLANS

EP501M POWER DETAILS

EP601M ONE-LINE DIAGRAM-A

EP602M ONE-LINE DIAGRAM -B AND FIRE PROTECTION ONE-LINE

EP701M PANELBOARD SCHEDULES

EP721M MECHANICAL EQUIPMENT SCHEDULES

MECHANICAL BUILDING - TELECOMMUNICATION

SHEET

NUMBER SHEET NAME

T-001M COMMUNICATIONS LEGEND

TN101M COMMUNICATIONS PLAN

TN501M COMMUNICATIONS DETAILS

GENERAL MECH BUILDING

SHEET

NUMBER SHEET NAME

G-002 COVER - VOLUME 3

G-005 MECH BUILDING SHEET INDEX VOLUME 3

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1. GENERAL:

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED

TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT

SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE

PROVISIONS AND REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

B. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN

ON ALL OTHER DRAWINGS.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND

REPORT ANY DISCREPANCIES FROM THE CONTRACT DRAWINGS

TO THE CONTRACTING OFFICER PRIOR TO COMMENCING

WITH WORK. SCALING OF WORKING DIMENSIONS FROM THE STRUCTURAL

DRAWINGS IS PROHIBITED.

D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS

OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY

BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE

SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE.

VISITS TO THE SITE BY THE CONTRACTING OFFICER OR THE ENGINEER SHALL NOT

RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY.

E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT

DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME

CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH

THE APPROVAL OF THE CONTRACTING OFFICER. WHERE SECTIONS VARY,

CONTRACTOR SHALL PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS

NOTED OTHERWISE.

F. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS'

WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

G. ELEVATION 100'-0" CORRESPONDS TO MSL ELEVATION 1278.00.

2. DESIGN STANDARDS

A. PRINCIPAL CODE OF RECORD: INTERNATIONAL BUILDING CODE 2012 AS MODIFIED

BY UFC 1-200-01 AND UFC 3-301-01.

B. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010.

C. ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2011.

D. ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES, 2011.

E. AISC STEEL CONSTRUCTION MANUAL, 14th EDITION, 2010.

F. AISI COLD-FORMED STEEL DESIGN MANUAL, 2007.

G. TINKER AIR FORCE BASE FACILITY STANDARDS.

F. SNOW LOAD

1. GROUND SNOW LOAD: 10 PSF.

2. EXPOSURE FACTOR: 1.0.

3. IMPORTANCE FACTOR: 1.2.

4. THERMAL FACTOR: 1.0.

G. WIND LOAD

1. BASIC WIND SPEED: 120 MPH

2. EXPOSURE CATEGORY: C.

3. BUILDING CONDITION: ENCLOSED

4. TOPOGRAPHIC FACTOR: 1.0.

5. DESIGN PRESSURES FOR COMPONENTS AND CLADDING OF ROOF ARE INDICATED

ON DRAWING S-005M AND S-006M.

H. SEISMIC LOAD

1. MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATIONS Ss = 0.35, S1 = 0.09.

2. DESIGN SPECTRAL ACCELERATION PARAMETERS: Sds = 0.280, Sd1 = 0.102

3. IMPORTANCE FACTOR: 1.5.

3. SITE CLASS: C.

4. SEISMIC DESIGN CATEGORY: C.

5. BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

6. RESPONSE MODIFICATION FACTOR: R = 3.0.

7. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE.

J. THERMAL LOADS

1. DESIGN TEMPERATURE CHANGE: 37 DEGREES FAHRENHEIT

5. GEOTECHNICAL INFORMATION

A. SOURCE: SUBSURFACE INVESTIGATION: PERFORMED BY STANDARD TESTING AND ENGINEERING.

GEOTECHNICAL RECOMMENDATIONS: W2 ENGINEERING EVALUATION FINAL REPORT, NOVEMBER 8, 2014.

B. SITE PREPARATION:

1. EXCAVATION, FILL, AND BACKFILL SHALL BE IN ACCORDANCE WITH THE CONTRACT

DRAWINGS AND SPECIFICATIONS, DIVISION 31.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER WHEN LOOSE OR SOFT

SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED SO

THAT A DETERMINATION MAY BE MADE REGARDING IMPROVEMENT OF THIS

POTENTIALLY UNDESIRABLE CONDITION.

C. SOIL CHARACTERISTICS:

1. UNIT WEIGHT: 125 PCF (SHALE ROCK)

2. OBSERVED WATER TABLE DEPTH: NOT ENCOUNTERED DURING DRILLING

D. LATERAL EARTH PRESSURE:

1. AT REST COEFFICIENT: 90 PCF

2. ACTIVE COEFFICIENT: 70 PCF

3. PASSIVE PRESSURE: 210 PCF

E. SLAB, MAT, TANK, AND SHALLOW FOUNDATION PARAMETERS:

1. MODULUS OF SUBGRADE REACTION: 100 PCI

2. ALLOWABLE NET BEARING CAPACITY: 2,500 PSF

3. FROST DEPTH: 24" MINIMUM

F. DEEP FOUNDATIONS (DRILLED CAST IN PLACE CONCRETE CAISSONS)

1. ALLOWABLE END BEARING CAPACITIES MEASURED FROM MSL FROM 1278.0 FT (IN CONTACT WITH SHALE ROCK):

a. 14' - 19' DEEP: 33,000 PSF

b. 19' - 29' DEEP: 36,000 PSF

c. 29' DEEP OR GREATER: 43,000 PSF

2. ALLOWABLE SKIN FRICTION CAPACITIES MEASURED FROM MSL FROM 1278.0 FT (IN CONTACT WITH SHALE ROCK):

a. 14' - 19' DEEP: 1,000 PSF

b. 19' - 29' DEEP: 1,000 PSF

c. 29' DEEP OR GREATER: 1,000 PSF

d. UPLIFT RESISTANCE: CAISSON WEIGHT PLUS SKIN FRICTION VALUES ABOVE.

G. MINIMUM STABILITY FACTORS OF SAFETY

1. OVERTURNING: 1.5

2. UPLIFT: 1.5

3. SLIDING: 1.5

3. FORMWORK

a. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL

ADEQUACY, AND CONSTRUCTION OF ALL CONCRETE FORMWORK IN ACCORDANCE

WITH THE CONTRACT SPECIFICATIONS.

b. COORDINATE ALL CONCRETE WORK WITH THE PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS INDICATED ON THE CONTRACT

DRAWINGS OR IN THE CONTRACT SPECIFICATIONS.

c. ALL NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE

SHALL BE SLEEVED 1/2" CLEAR ALL AROUND, UNLESS NOTED OTHERWISE.

(SEE OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. CONTRACTOR SHALL

PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS AND WATER

DURING CONSTRUCTION.)

d. PROVIDE 3/4" CHAMFER STRIPS ON ALL EDGES OF EXPOSED CONCRETE, UNLESS

NOTED OTHERWISE.

e. VOID FORMS SHALL BE 4" DEEP.

f. ALL FORMED CONCRETE SURFACES WITH THE EXCEPTION OF DRILLED CAISSONS SHALL

USE FORMWORK. EARTH FORMED EXCAVATED SURFACES ARE PROHIBITED.

4. REINFORCING STEEL

a. BARS: ASTM A615 GRADE 60.

b. WELDED WIRE FABRIC: ASTM A1064.

c. ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY MARKED "NOT

REINFORCED" OR "UNREINFORCED".

d. CONTRACTOR SHALL DETAIL AND PLACE ALL REINFORCEMENT IN ACCORDANCE WITH

ACI SP-66, ACI 301, ACI 318, AND CRSI MANUAL OF STANDARD PRACTICE.

e. MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:

(1) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".

(2) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #11 BARS - 2"; #5

AND SMALLER BARS, WELDED WIRE FABRIC - 1 1/2".

(3) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:

SLABS AND WALLS - 3/4"; BEAMS AND COLUMNS, PRIMARY REINFORCEMENT, TIES,

STIRRUPS, SPIRALS - 1 1/2".

f. EPOXY GROUT: CONFORM TO ASTM C881, TYPE IV, GRADE 3, EXCEPT GEL TIMES.

PROVIDE MINIMUM EMBEDMENT LENGTH REQUIRED TO DEVELOP ULTIMATE STRENGTH

OF BAR.

g. PROVIDE ADDITIONAL REINFORCEMENT AT ALL OPENINGS AND CORNER BARS AT ALL

INTERSECTING GRADE BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH THE STANDARD

DETAILS ON DRAWING S-008M AND S-009M, UNLESS NOTED OTHERWISE.

3. SPECIAL INSPECTIONS: SEE STATEMENT OF SPECIAL INSPECTIONS ON DRAWING S-003M.

4. DESIGN LOADS

A. RISK CATEGORY: IV PER UFC 3-301-01 (BUILDING AND TANKS).

B. ESTIMATED COLLATERAL LOADS (FIRE PROTECTION PIPING, LIGHTING AND

ELECTRICAL, MECHANICAL): 45 PSF

C. LIVE LOADS

1. FLOOR LIVE LOAD

a. UNIFORM: 250 PSF.

2. ROOF LIVE LOAD

a. UNIFORM: 20 PSF NONREDUCIBLE.

b. 500 LB CONCENTRATED, CONCURRENT WITH UNIFORM LOAD

D. EQUIPMENT LOADS

1. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 250 LBS. FRAMING AND

FOUNDATIONS ARE DESIGNED FOR EQUIPMENT WHICH SATISFIES THE CONTRACT

SPECIFICATIONS.

2. IF EQUIPMENT FURNISHED IS HEAVIER THAN THE WEIGHTS INDICATED, OR

REQUIRES STRUCTURAL CHANGES FOR ANY OTHER REASON, CONTRACTOR SHALL

PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL STRUCTURAL

WORK NECESSARY TO SUPPORT ALL LOADS IN ACCORDANCE WITH THE DESIGN

STANDARDS SPECIFIED ABOVE, AT NO ADDITIONAL COST TO THE GOVERNMENT

AND WITH NO INCREASE IN CONTRACT TIME.

6. MATERIALS: SEE THE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS

AND COMPLY WITH ALL APPLICABLE OSHA REGULATIONS

A. REINFORCED CONCRETE: SECTIONS: 03 11 13.00 10, 03 20 00.00 10, 03 30 00.00 10

1. REINFORCED CONCRETE SHALL BE PREPARED AND PLACED IN

ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE.

2. CONCRETE

a. UNLESS NOTED OTHERWISE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 4500 PSI, NORMAL WEIGHT.

b. SLABS ON GRADE: MINIMUM 28-DAY COMPRESSIVE STRENGTH = 4500 PSI.

GENERAL NOTES: APPLICABLE TO ALL STRUCTURAL SHEETS

C. STRUCTURAL AND MISCELLANEOUS STEEL: SECTIONS 05 05 23, 05 12 00

1. STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN

ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION.

2. TEMPORARY ERECTION BRACING SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR

AS REQUIRED AND SHALL NOT BE REMOVED UNTIL ALL PERMANENT LATERAL-LOAD-RESISTING

ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.

3. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.

4. OTHER SHAPES, PLATES, AND THREADED RODS

a. ASTM A36, Fy = 36 KSI, UNLESS NOTED OTHERWISE.

b. ASTM A572 GRADE 50, Fy = 50 KSI, WHERE INDICATED AS "(50)".

5. SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE

B, Fy = 46 KSI.

6. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE B, Fy = 42 KSI.

7. PIPE: ASTM A53 TYPE E OR S, GRADE B, Fy = 35 KSI.

8. BOLTS

a. 3/4" DIAMETER ASTM A325, UNLESS NOTED OTHERWISE.

b. FRAMING CONNECTIONS: PRETENSIONED IN STD HOLES, TYP, UNLESS NOTED OTHERWISE.

c. BRACING CONNECTIONS: SLIP CRITICAL IN STD HOLES, UNLESS

NOTED OTHERWISE.

d. SLIP-CRITICAL JOINTS (A325 OR A490 BOLTS) SHALL HAVE CLASS A FAYING

SURFACES WITH SLIP CHECKED AT THE FACTORED LOAD LEVEL.

e. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO A COLUMN WEB OR A

GIRDER WEB DIRECTLY OVER A COLUMN, PROVIDE A TEMPORARY SEAT ANGLE

ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM. MINIMUM

SEAT CONNECTION SHALL BE L4x3x3/8 LLH WITH TWO 3/4" DIAMETER A307 OR A325-ST

BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED

WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING OF THE STRUCTURAL ENGINEER OF

RECORD.

9. WELDING: IN ACCORDANCE WITH AWS D1.1 USING E70 ELECTRODE WITH LOW HYDROGEN.

10. ALL DOUBLE ANGLE MEMBERS SHALL HAVE SPACER PLATES TO COMPLY WITH AISC

PARAGRAPH E6.

a. THICKNESS: TO MATCH END GUSSET PLATES.

b. MINIMUM ATTACHMENT: CONNECT TO HEEL AND TOE OF EACH ANGLE USING 3/16" x 1"

LONG FILLET WELDS.

11. HEADED STUDS

a. COLD-FINISHED STEEL CONFORMING TO ASTM A108, GRADE 1015 OR 1020.

b. ALL STUDS LOCATED SO AS TO OBSTRUCT WALKING SURFACES OF BEAMS

SHALL BE FIELD INSTALLED.

12. ANCHOR BOLTS

a. ASTM F1554 GRADE 55 MEETING S1 REQUIREMENTS, UNLESS NOTED OTHERWISE.

b. LOCATE ANCHOR BOLTS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN

POSITION WHILE PLACING CONCRETE.

CONCRETE. PROTECT IN-PLACE ANCHOR BOLTS FROM CONSTRUCTION ACTIVITY.

c. THE FOLLOWING ARE PROHIBITED WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING

OF THE STRUCTURAL ENGINEER OF RECORD:

(1) INSERTING ANCHOR BOLTS INTO FRESH OR PARTIALLY HARDENED CONCRETE.

(2) SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR BOLTS

ARE INDICATED.

(3) REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR BOLTS.

13. POST-INSTALLED ANCHORS

a. CONCRETE ANCHORS: CARBON STEEL MANUALLY EXPANDED WEDGE

TYPE, UNLESS NOTED OTHERWISE.

b. ADHESIVE ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH VINYL URETHANE

METHACRYLATE RESIN ADHESIVE, UNLESS NOTED OTHERWISE.

c. MASONRY ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH CYLINDRICAL

WIRE MESH SCREEN TUBE AND INJECTABLE HYBRID ADHESIVE, UNLESS NOTED OTHERWISE.

14. GROUT: CEMENTITIOUS NONSHRINK.

6. MATERIALS: (CONT)

5. JOINTS

a. LOCATE ALL CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER JOINTS

AS INDICATED OR SPECIFIED, OR OTHERWISE APPROVED BY THE CONTRACTING OFFICER.

b. SURFACES OF ALL HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS SHALL BE CLEANED

OF LAITANCE AND SHALL EXPOSE CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN

MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, SURFACE OF CONSTRUCTION JOINT

SHALL BE THOROUGHLY CLEANED AND WETTED.

c. THESE PROVISIONS SHALL ALSO APPLY WHEN NEW CONCRETE IS PLACED AGAINST EXISTING

CONCRETE. IN ADDITION, EXISTING CONCRETE SURFACE SHALL BE ADEQUATELY PREPARED

BY APPLICATION OF A BONDING AGENT.

d. PROVIDE WATERSTOPS AT CONCRETE JOINTS WHERE INDICATED ON THE CONTRACT DRAWINGS.

B. REINFORCED MASONRY: SECTION 04 20 00

1. SEE S-010M FOR REINFORCED MASONRY NOTES AND DETAILS.

D. STEEL DECK: SECTIONS 05 30 00

1. STEEL DECK, ATTACHMENTS, AND ACCESSORIES SHALL BE DESIGNED, FABRICATED,

AND INSTALLED IN ACCORDANCE WITH SDI MANUALS AND AISI COLD-FORMED STEEL

DESIGN MANUAL.

2. ROOF DECK

a. 1 1/2", 18 GAGE, WIDE RIB WITH

Fy = 33 KSI, Imin = 0.289 IN^4/FT, Smin = 0.318 IN^3/FT, GALVANIZED G90

3. ALL STEEL DECK AND DECK ATTACHMENTS SHALL BE CAPABLE OF RESISTING THE WIND

UPLIFT LOADS INDICATED ON THE CONTRACT DRAWINGS AND AN ALLOWABLE

DIAPHRAGM SHEAR STRENGTH OF 761 PLF.

4. ALL STEEL DECK SHALL CROSS A MINIMUM OF TWO SPANS. MINIMUM LENGTH OF END

LAPS AND BEARING AT ALL SUPPORTS SHALL BE 2".

5. ALL STEEL DECK SHALL BE SUPPORTED AT EDGES OF OPENINGS AND AROUND

COLUMNS. ADDITIONAL SUPPORT STEEL SHALL BE PROVIDED BY CONTRACTOR AS

REQUIRED AND FABRICATED SO THAT DECK RUNS CONTINOUSLY OVER MINOR

OPENINGS, WHICH SHALL NOT BE CUT UNTIL NEEDED BY OTHER TRADES.

6. MINIMUM STEEL DECK ATTACHMENT SHALL BE AS FOLLOWS:

a. DECK SHALL BE FASTENED AT EACH END AND AT INTERMEDIATE SUPPORTS

BY 3/4" DIAMETER PUDDLE WELDS, 36/5 PATTERN.

b. SIDE LAP CONNECTIONS SHALL BE MADE AT SEAMS USING 1 1/2" ARC SEAM

WELDS, 4 PER SPAN.

c. CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB

FRAMING SHALL BE MADE AT 12" ON CENTER MAXIMUM.

d. PNEUMATIC FASTENERS AND/OR SCREWS SHALL NOT BE SUBSTITUTED WHERE

WELDS ARE SPECIFIED, BUT MAY BE USED IN TEMPORARY ATTACHMENT OF

STEEL DECK.

E. COLD-FORMED STEEL FRAMING: SECTION 05 40 00

1. COLD-FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED, AND ERECTED IN

ACCORDANCE WITH AISI COLD-FORMED STEEL DESIGN MANUAL AND SSMA PUBLICATIONS

AS APPLICABLE.

2. SHAPE DESIGNATIONS

a. STUDS, TRACK, CHANNELS, AND FURRING CHANNELS: PER SSMA

PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE,

FLANGE WIDTH, AND MATERIAL THICKNESS.

3. FRAMING MEMBERS

a. ASTM A1003 GRADE 33, Fy = 33 KSI, UNLESS NOTED OTHERWISE.

b. ASTM A653 GRADE 50, FY = 50 KSI, UNLESS NOTED OTHERWISE.

4. FINISH

a. STEEL CONFORMING TO ASTM A1003/A653: HOT-DIP GALVANIZE TO PROVIDE A COATING

CLASS OF G90.

5. MECHANICAL FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-

THREADING STEEL DRILL SCREWS WITH LOW PROFILE HEADS BENEATH SHEATHING AND

MANUFACTURER'S STANDARD HEADS ELSEWHERE.

6. BOLTS: ASTM A307.

7. WELDING: IN ACCORDANCE WITH AWS D1.1 OR D1.3, AS APPLICABLE.

F. STEEL BAR GRATING: SECTION 05 50 13

1. STEEL BAR GRATING SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH

NAAMM MANUALS.

2. MATERIAL: ASTM A569.

3. CONSTRUCTION: WELDED, HOT DIP GALVANIZED, WELDED ANCHORS.

4. W-19-4 GRATING, (1" X 3/16" BEARING BARS)

5. CROSS BARS: AT 4" CENTERS.

6. SURFACE: PLAIN, BAND ALL EDGES.

7. FABRICATE GRATING IN SECTIONS NOT GREATER THAN 5 FT WIDE, UNO.

U .S

. A R

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US Army Corps of Engineers Tulsa District

SHEET

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CALLOUT IDENTIFICATION

SECTION, DETAIL, AND ELEVATION SYMBOL IDENTIFIERS:

DRAWING SEQUENCE NUMBER INDICATES

WHERE TITLE IS LOCATED (MAY NOT BE

PRESENT IF CALLOUT AND TITLE ARE ON THE

SAME DRAWING)

ONE OR TWO CHARACTER DISCIPLINE

DESIGNATOR (MAY NOT BE PRESENT IF

CALLOUT AND TITLE ARE ON DRAWINGS

WITHIN THE SAME DISCIPLINE)

PLAN

NORTH

BUILDING SECTION CALLOUT EXAMPLE:

DETAIL CALLOUT EXAMPLE:

TITLE EXAMPLE:

WALL SECTION CALLOUT EXAMPLE:

N

A1A1

A1

LETTER AND NUMBER

INDICATES SECTION

DRAWING NUMBER

WHERE SECTION IS

DRAWN

LETTER AND NUMBER

INDICATES SECTION

DRAWING NUMBER

WHERE SECTION IS

DRAWN

A1

LETTER AND NUMBER DESIGNATOR .

LETTER IDENTIFIES THE SHEET ROW

LOCATION AND NUMBER IDENTIFIES THE

SHEET COLUMN LOCATION OF DETAIL

A1

LETTER AND NUMBER

INDICATES DETAIL

DRAWING NUMBER

WHERE DETAIL IS

DRAWN

0 1/2' 1' 2'

S-100 SIM

S-100 SIMS-100 SIM

S-100

SIM

S-100

SIM

SLAB DEPRESSION

LOCATION OF VERTICAL BRACING

AA - ALUMINUM ASSOCIATION

AB - ANCHOR BOLT

ABT - ABOUT

ACI - AMERICAN CONCRETE

INSTITUTE

ADH - ADHESIVE

AGGR - AGGREGATE

AHR - ANCHOR

AISI - AMERICAN IRON AND

STEEL INSTITUTE

AISC - AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AL - ALUMINUM

ALTN - ALTERNATE

ANSI - AMERICAN NATIONAL

STANDARDS INSTITUTE

APPROX - APPROXIMATE

ARCH - ARCHITECT

ASTM - AMERICAN SOCIETY FOR

TESTING OF MATERIALS

AWS - AMERICAN WELDING

SOCIETY

BC - BOLT CIRCLE

BETW - BETWEEN

BLDG - BUILDING

BM - BEAM

BO - BOTTOM OF

BOS OR

B/S - BOTTOM OF STEEL

BTM - BOTTOM

B/C - BASE OF CAISSON

BRG - BEARING

BRKT - BRACKET

CAP - CAPACITY

C/C - CENTER TO CENTER

CL - CENTER LINE

CF - CUBIC FEET

CHKR - CHECKER

CIR - CIRCLE

CJ - CONSTRUCTION JOINT

CLR - CLEAR

CLJ - CONTROL JOINT

CMU - CONCRETE MASONRY UNIT

CO - CONCRETE OPENING

COMP - COMPRESSION

CONC - CONCRETE

CONT - CONTINUOUS

CONTR - CONTRACT

COL - COLUMN

CONN - CONNECTION

COTR - CONTRACTING OFFICER

COR - CORNER

COORD - COORDINATE

CRSI - CONCRETE REINFORCING

STEEL INSTITUTE

CTJ - CONTRACTION JOINT

CTR - CENTER

CTRD - CENTERED

CY - CUBIC YARD

DBL - DOUBLE

DET - DETAIL

DIAG - DIAGONAL

DIA - DIAMETER

DIM - DIMENSION

DK - DECKING

DL - DEAD LOAD

DN - DOWN

DWL - DOWEL

DWG - DRAWING

E - EAST

EA - EACH

EOD - EDGE OF DECK

ED - EQUIPMENT DRAIN

EF - EACH FACE

EJ - EXPANSION JOINT

EL - ELEVATION

ELEC - ELECTRICAL

ELEV - ELEVATOR

EMBED - EMBEDMENT

EQ - EQUAL

EQUIV - EQUIVALENT

EQ SPA - EQUALLY SPACED

EQPT - EQUIPMENT

EXIST - EXISTING

EXP - EXPANSION

EXT - EXTERIOR

EW - EACH WAY

FAB - FABRICATE

FD - FLOOR DRAIN

FDN - FOUNDATION

FTG - FOOTING

FF - FAR FACE

FL - FLOOR

FLG - FLANGE

FNSH - FINISH

FS - FAR SIDE

FT - FEET

FUT - FUTURE

GA - GAGE

GALV - GALVANIZE

GB - GRADE BEAM

GND - GROUND

GR - GRADE

GRTG - GRATING

H - SLAB THICKNESS

HEF - HORIZONTAL EACH

FACE

HEX - HEXAGON

HG - HIGH

HK - HOOK

HR - HANDRAIL

HPT - HIGH POINT

HORIZ - HORIZONTAL

HS - HIGH STRENGTH

IBC - INTERNATIONAL

BUILDING CODE

ID - INSIDE DIAMETER

IF - INSIDE FACE

IJ - ISOLATION JOINT

IN - INCHES

INTR - INTERIOR

INVT - INVERT

IR - INSIDE RADIUS

JT - JOINT

KB - KNEE BRACE

KPL - KICK PLATE

KSI - KIPS PER

SQUARE INCH

L - ANGLE

LAD - LADDER

LB - POUND

LD - DEVELOPMENT LENGTH

LG - LONG

LL - LIVE LOAD

LLBB - LONG LEG BACK TO BACK

LLH - LONG LEG HORIZONTAL

LLO - LONG LEG OUTSTANDING

LLV - LONG LEG VERTICAL

LONG - LONGITUDINAL

LPT - LOW POINT

LNTL - LINTEL

LS - LAP SPLICE

MATL - MATERIAL

MAX - MAXIMUM

MC - MOMENT CONNECTION

MECH - MECHANICAL

MEZZ - MEZZANINE

MFR OR

MFG - MANUFACTURER

MH - MANHOLE

MIN - MINIMUM

MISC - MISCELLANEOUS

MK - MARK

MO - MASONRY OPENING

N - NORTH

NA - NOT APPLICABLE

NE - NORTHEAST

NF - NEAR FACE

NOM - NOMINAL

NW - NORTHWEST

NIC - NOT IN CONTRACT

NTS - NOT TO SCALE

NO - NUMBER

NS - NEAR SIDE

OC - ON CENTER

OD - OUTSIDE DIAMETER

OF - OUTSIDE FACE

OH - OVERHEAD

OPNG - OPENING

OPP - OPPOSITE

OSHA - OCCUPATIONAL SAFETY

AND HEALTH ADMINISTRATION

OZ - OUNCE

PCF - POUNDS PER CUBIC FOOT

PED - PEDESTAL

PEN - PENETRATE

PEMP - PRE-ENGINEERED METAL

BUILDING

PERP - PERPINDICULAR

PJNT - PROJECTION

PL - PLATE

PLC - PLACES

PREFAB - PREFABRICATED

PS - PIPE SUPPORT

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

PT - PRETENSIONED

PVC - POLYVINYL CHLORIDE

R - RISER

RAD - RADIUS

RD - ROOF DRAIN

REF - REFERENCE

REINF - REINFORCE

REQD - REQUIRED

REV - REVISION

RM - ROOM

S - SOUTH

SB - SHEAR BAR

SCHED - SCHEDULE

SE - SOUTHEAST

SECT - SECTION

SH - SHEET

SIM - SIMILAR

SF - SWAY FRAME

SLO - SHORT LEG OUTSTANDING

SLP - SLOPE

SLV - SLEEVE

SP - SPACE

SPEC - SPECIFICATION

SQ - SQUARE

SST - STAINLESS STEEL

STD - STANDARD

STL - STEEL

STIF - STIFFENER

STIR - STIRRUP

STR - STRAIGHT

STRL - STRUCTURAL

STRUC - STRUCTURE

SW - SOUTHWEST

SYMM - SYMMETRICAL

T - TON

TEMP - TEMPORARY

THK - THICK

THRU - THROUGH

THD - THREAD

T/ - TOP OF

TOB - TOP OF BOLT

T/C OR

TOC - TOP OF CONCRETE

TOG - TOP OF GRATING

T/STL OR

TOS - TOP OF STEEL

T/C - TOP OF CAISSON

T&B - TOP AND BOTTOM

TRANS - TRANSVERSE

TRD - TREAD

TYP - TYPICAL

UNO - UNLESS NOTED

OTHERWISE

UT -ULTRASONICALLY TESTED

VAR - VARIES

VERT - VERTICAL

VEF - VERTICAL EACH FACE

VRC - VERTICAL RECIPROCATING CONVEYOR

W - WEST

WD - WIDE

W/ - WITH

W/O - WITHOUT

WP - WORK POINT

WS - WATERSTOP

WT - WEIGHT

WWF - WELDED WIRE

FABRIC

WDT - WIDTH

XX - LOCATION OF BRACING

@ - AT

& - AND

# - POUNDS OR NUMBER

% - PERCENT

ABBREVIATIONS:

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

TU

LS

A D

IS

TR

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US Army Corps of Engineers Tulsa District

SHEET

IDENTIFICATION

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SCALE: 1" = 1'-0"A1 VIEW TITLE

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IBC 2012 TABLE 1705.2.2 REQUIRED VERIFICATION AND INSPECTION

OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARDª

1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

APPLICABLE ASTM

MATERIAL STANDARDS

2. INSPECTION OF WELDING:

AWS D1.4

ACI 318: SECTION 3.5.2

— X

X—

X—

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

b. MANUFACTURER'S CERTIFIED TEST REPORTS.

a. COLD-FORMED STEEL DECK:

AWS D1.3X—1) FLOOR AND ROOF DECK WELDS.

b. REINFORCING STEEL:

X—1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL

OTHER THAN ASTM A 706.

—X2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL

FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,

AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL

WALLS OF CONCRETE AND SHEAR REINFORCEMENT.

3) SHEAR REINFORCEMENT

X—4) OTHER REINFORCING STEEL.

IBC 2012 TABLE 1705.3 REQUIRED VERIFICATION

AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARDª IBC REFERENCE

1. INSPECTION OF REINFORCING STEEL. X ACI 318: 3.5, 7.1-7.7 1910.4

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE

WITH TABLE 1705.2.2, ITEM 2b.

AWS D1.4 ACI 318: 3.5.2 —

3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE

ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE

STRENGTH DESIGN IS USED.

1908.5, 1909.1

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS.

X ACI 318: 3.8.6, 8.1.3, 21.2.8 1909.1

5. VERIFYING USE OF REQUIRED DESIGN MIX. ACI 318: CH. 4, 5.2-5.4

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE

CONCRETE.

X

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

1910.10

7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

__ ACI 318: 5.9, 5.10 1910.6,

1910.7, 1910.8

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

a. APPLICATION OF PRESTRESSING FORCES. X ACI 318: 18.20

9. INSPECTION OF PRECAST CONCRETE :

10.ERECTION OF PRECAST CONCRETE MEMBERS. X ACI 318: CH. 16

11.VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND

PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND

STRUCTURAL SLABS. X ACI 318: 6.2

X

X

ACI 318: 8.1.3, 21.2.8

1904.2, 1910.2, 1910.3

X— ACI 318: 5.11- 5.13 1910.9

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

X ACI 318: 6.1.1—

X—

FOR SI: 1 INCH = 25.4 MM

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN

APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE

APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.

c. WHEN DIRECTED BY THE CONTRACT DOCUMENTS TO PROVIDE POST-INSTALLED ANCHORAGES THE FOLLOWING GUIDELINES SHALL BE

FOLLOWED:

1. A REPRESENTATIVE OF THE ANCHOR MANUFACTURER OR PROJECT SPECIAL INSPECTOR SHALL BE ON SITE TO OVERSEE THE

INSTALLATION OF THE FIRST FOUR ANCHORS FOR EACH TYPE OF ANCHOR INSTALLED. THIS MEASURE SHALL BE TAKEN FOR EACH INSTALLER OF THE ANCHORS. THIS SERVICE IS TYPICALLY PROVIDED FREE BY THE LOCAL ANCHOR REPRESENTATIVE.

2. THE FIRST FOUR ANCHORS SHALL BE TENSION TESTED ONCE INSTALLATION IS COMPLETE FOR 200% OF THE SERVICE LEVEL LOAD

CAPACITY AS SPECIFIED BY THE MANUFACTURER.

IBC 2012 TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CONTINUOUS DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. — X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. — X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. — X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL. X —

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY. — X

IBC 2012 TABLE 1705.8 REQUIRED VERIFICATION AND

INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK

1. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. X

2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END-BEARING

STRATA CAPACITY. RECORD CONCRETE OR GROUT VOLUMES.

X —

3. FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.8 ——

CONTINUOUS DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

ACI 530-11 TABLE 1.19.2 - LEVEL B QUALITY

ASSURANCE - MASONRY

CONTINUOUS PERIODIC

ART. 1.5X—1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

MINIMUM TESTS

MINIMUM INSPECTION

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1b.3 FOR SELF-CONSOLIDATING GROUT

VERIFICATION OF f' m IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO

CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE

INSPECTION TASK

FREQUENCY (a) REFERENCE FOR CRITERIA

TMS 402/

ACI 530/

ASCE 5

TMS 602/

ACI 530.1/

ASCE 6

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE:

ART. 2.1, 2.6 Aa. PROPORTIONS OF SITE-PREPARED MORTAR X—

ART. 3.3 Bb. CONSTRUCTION OF MORTAR JOINTS X—

c. LOCATION OF REINFORCEMENT, CONNECTORS X— ART. 3.4,

3.6 A

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

a. GROUT SPACE X—

b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR

BOLTS X—

c. PLACEMENT OF REINFORCEMENT, CONNECTORS X—

d. PROPORTIONS OF SITE-PREPARED GROUT X— ART. 2.6 B,

2.4 G.1.b

ART. 3.3 Be. CONSTRUCTION OF MORTAR JOINTS X—

ART. 3.2 D,

3.2 F

SEC. 1.16

SEC. 1.16

ART. 2.4, 3.4

ART. 3.2 E,

3.4, 3.6 A

4. VERIFY DURING CONSTRUCTION:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X—

b. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER

DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS, FRAMES, OR OTHER CONSTRUCTION

X—

c. PREPARATION, CONSTRUCTION, AND PROTECTION OF

MASONRY DURING COLD WEATHER (TEMPERATURE BELOW

40°F (4.4°C)) OR HOT WEATHER (TEMPERATURE ABOVE

90°F (32.2°C))

X—

d. PLACEMENT OF GROUT X— ART. 2.6 B,

2.4 G.1.b

ART. 3.2 D,

3.2 F

SEC. 1.16

SEC. 1.16

ART. 2.4, 3.4

ART. 3.2 E,

3.4, 3.6 A

3. OBSERVE PERPARATION OF GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS X— ART. 1.4

B32.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3,

1.4 B.4

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR

PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

U .S

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A D

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TU

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A, O

KL

AH

O M

A

B U

R N

S

M C

D O

N N

E

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W

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D P

A R

KW

AY

K

AN

SA

S

C

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Y, M

O

US Army Corps of Engineers Tulsa District

SHEET

IDENTIFICATION

S O

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N

N O

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N

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KD

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N

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B

Y:

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BE

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S

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SB

M

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BY

P

LO

T

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AL

E:

P

LO

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E:

C O

N

TR

AC

T

N O

KC

-4

6A D

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T C

O M

PL

E X

M

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H S

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M S

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D

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AH

O

M A

C

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AH

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5 6

D

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1 2 3 4

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U R

N S

M cD O

N N

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IN

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R

IN

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N

Y, IN

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A

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1. STATEMENT OF SPECIAL INSPECTIONS

A. THIS "STATEMENT OF SPECIAL INSPECTIONS" HAS BEEN PREPARED IN ACCORDANCE WITH IBC 2012, SECTION 1704.

B. CONTRACTOR SHALL RETAIN PRE-COORDINATED AND GOVERNMENT-APPROVED THIRD-PARTY QUALITY ASSURANCE AGENCIES TO PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION IN ACCORDANCE WITH IBC 2012, CHAPTER 17.

C. EACH SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE CONTRACTING OFFICER'S REPRESENTATIVE, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

D. SPECIAL INSPECTION AGENCY SHALL SUBMIT INSPECTION REPORTS DURING CONSTRUCTION FOR VERIFICATION, INCLUDING FINAL REPORTS IN ACCORDANCE WITH IBC 2012, SECTION 1704.1.2.

E. SPECIAL INSPECTOR SHALL USE THE LATEST ISSUE OF THE STRUCTURAL DRAWINGS FOR ALL INSPECTIONS. SHOP FABRICATION DRAWINGS SHALL NOT BE USED FOR SUCH PURPOSES.

F. THE FOLLOWING TABLES IDENTIFY THE MATERIALS, SYSTEMS, AND COMPONENTS FOR WHICH SPECIAL INSPECTION IS REQUIRED.

2. TESTING REQUIREMENTS

A. CONTRACTOR SHALL RETAIN PRE-COORDINATED AND GOVERNMENT-APPROVED THIRD-PARTY TESTING AGENCIES TO PROVIDE STRUCTURAL TESTING DURING CONSTRUCTION IN ACCORDANCE WITH IBC 2012, CHAPTER 17.

B. TESTING AGENCY SHALL SUBMIT TEST RESULTS DURING CONSTRUCTION FOR VERIFICATION INCLUDING A FINAL REPORT IN ACCORDANCE WITH IBC 2012, 1704.2.4.

C. THE TABLES BELOW IDENTIFY THE STRUCTURAL TESTS REQUIRED FOR THIS PROJECT.

3. STRUCTURAL OBSERVATIONS

A. CONTRACTOR SHALL RETAIN PRE-COORDINATED AND GOVERNMENT-APPROVED THIRD-PARTY REGISTERED DESIGN PROFESSIONALS TO PROVIDE STRUCTURAL OBSERVATIONS DURING CONSTRUCTION IN ACCORDANCE WITH IBC 2012, CHAPTER 17.

B. EACH STRUCTURAL OBSERVER SHALL SUBMIT WRITTEN STATEMENTS IDENTIFYING FREQUENCY AND EXTENT OF STRUCTURAL OBSERVATIONS AND ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVERS KNOWLEDGE, HAVE NOT BEEN RESOLVED.

NOTES:

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AISC 360-10 TABLE N5.4-1

INSPECTION TASKS PRIOR TO WELDING

INSPECTION TASKS PRIOR TO WELDING QC QA

WELDING PROCEDURE SPECIFICATION (WPSs) AVAILABLE P

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

WELDER IDENTIFICATION SYSTEM (1)

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• 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)

CONFIGURATION AND FINISH OF ACCESS HOLES

FIT-UP OF FILLET WELDS

(1) 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 TYP.

CHECK WELDING EQUIPMENT

P

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

PP

OO

OO

OO

OO

OO

—O

AISC 360-10 TABLE N5.4-2

INSPECTION TASKS DURING WELDING

INSPECTION TASKS DURING WELDING QC QA

USE OF QUALIFIED WELDERS O

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

WELDING TECHNIQUES

O

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

OO

OO

OO

OO

OO

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

WPS FOLLOWED

• 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)

AISC 360-10 TABLE N5.4-3

INSPECTION TASKS AFTER WELDING

INSPECTION TASKS AFTER WELDING QC QA

WELDS CLEANED O

ARC STRIKES

O

PP

PP

WELDS MEET VISUAL ACCEPTANCE CRITERIA

• CRACK PROHIBITION

• WELD/BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

SIZE, LENGTH AND LOCATION OF WELDS PP

K-AREA (1) PP

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) PP

REPAIR ACTIVITIES PP

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER PP

(1) WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 IN. (75 MM) OF THE WELD.

AISC 360-10 TABLE N5.6-1

INSPECTION TASKS PRIOR TO BOLTING

INSPECTION TASKS PRIOR TO BOLTING QC QA

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS P

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH

IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

O

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED

AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER

COMPONENTS

OO

OO

OO

OO

OP

OO

AISC 360-10 TABLE N5.6-2

INSPECTION TASKS DURING BOLTING

INSPECTION TASKS DURING BOLTING QC QA

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

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONG

OPERATION

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

OO

OO

OO

OO

AISC 360-10 TABLE N5.6-3

INSPECTION TASKS AFTER BOLTING

INSPECTION TASKS AFTER BOLTING QC QA

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS PP

AISC 360-10 TABLE N6.1

INSPECTION OF STEEL ELEMENTS OF COMPOSITE

CONSTRUCTION PRIOR TO CONCRETE PLACEMENT

INSPECTION OF STEEL ELEMENTS OF COMPOSITE

CONSTRUCTION PRIOR TO CONCRETE PLACEMENT QC QA

PLACEMENT AND INSTALLATION OF STEEL DECK PP

PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS PP

DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS PP

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A

B U

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K

AN

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US Army Corps of Engineers Tulsa District

SHEET

IDENTIFICATION

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N

AM

E:

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B

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O = OBSERVE THESE ITEMS ON A RANDOM BASIC. OPERATIONS NEED NOT TO BE DELAYED PENDING THESE INSPECTIONS.

P = PERFORM THESE TASKS FOR EACH JOINT OR MEMBER.

QA = INSPECTION THAT THE WORK IS IN COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS

QC = INSPECTION THAT THE WORK IS PERFORMED IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS ALL COSTS DUE TO SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2012, ACI 530-11 AND AISC 300-10 SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES ALL QC AND QA REQUIREMENTS INDICATED ON S-003H AND S-004H.

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GRID

OVERHANG A

2H 3H

2H 3H

SEE

NOTE 5

1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE IN SERVICE LEVEL (0.6*WL PER ASCE 7-10) AND

SHALL APPLY NORMAL TO MEMBER SERVICE.

3. PLUS AND MINUS (+/-) SIGNS SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM SURFACE RESPECTIVELY.

4. EACH COMPONENT SHALL BE DESIGNED FOR MAXIMUM

POSITIVE AND NEGATIVE PRESSURES.

5. OVERHANG LOAD IS APPLIED TO EITHER SIDE BUT NOT SIMULTANEOUSLY ON BOTH SIDES.

6. ASSUMED ROOF SYSTEM DEAD LOAD IS 8 PSF.

7. "A" = 9 FEET.

GENERAL NOTES: THIS SHEET ONLY

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US Army Corps of Engineers Tulsa District

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KD

B

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N

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B

Y:

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A

5 6

D

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1 2 3 4

E

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ISNTSSCALE:B1 WIND ISOMETRIC

5 5

DESIGN WIND PRESSURES (PSF)

WIND ZONE

ROOF DECK CMU WALL

MAX MIN MAX MIN

1 9.6 -20.4 - - 2 9.6 -34.2 - - 3 9.6 -51.5 - - 4 - - 15.0 -16.5 5 - - 15.0 -17.5

2H 9.6 -30.0 - - 3H 9.6 -48.4 - -

NTSSCALE:B5 WIND ISOMETRIC OVERHANG & NOTES

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1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE IN SERVICE LEVEL (0.6*WL PER ASCE 7-10) AND

SHALL APPLY NORMAL TO MEMBER SERVICE.

3. PLUS AND MINUS (+/-) SIGNS SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM SURFACE RESPECTIVELY.

4. EACH COMPONENT SHALL BE DESIGNED FOR MAXIMUM

POSITIVE AND NEGATIVE PRESSURES.

5. OVERHANG LOAD IS APPLIED TO EITHER SIDE BUT NOT SIMULTANEOUSLY ON BOTH SIDES.

6. ASSUMED ROOF SYSTEM DEAD LOAD IS 8 PSF.

7. "A" = 9 FEET.

GENERAL NOTES: THIS SHEET ONLY

GRID

OVERHANG A

2H 3H

2H 3H

SEE

NOTE 5

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US Army Corps of Engineers Tulsa District

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KD

B

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B

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NTSSCALE:B1 WIND ISOMETRIC

DESIGN WIND PRESSURES (PSF)

WIND ZONE

ROOF DECK CMU WALL

MAX MIN MAX MIN

1 9.6 -20.4 - - 2 9.6 -34.2 - - 3 9.6 -51.5 - - 4 - - 15.0 -16.5 5 - - 15.0 -17.5

2H 9.6 -30.0 - - 3H 9.6 -48.4 - -

NTSSCALE:B5 WIND ISOMETRIC OVERHANG & NOTES

5 5

5 5

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EXTERIOR SLAB ON

GRADE, PER CIVIL DWGS

1'-0"

2' -0

PER MECHANICAL

PLANS, 4" MIN

ISOLATORS AND

ANCHOR BOLTS

(GALVANIZED) PER

MECH UNIT SUPPLIER

MECH UNIT SEE

MECH PLANS

#4 BARS @ 12" OC

EACH WAY TOP AND BOTTOM

0' - 1"

0'

7/

0'

3/

SEE NOTE 1

SEE NOTE 2

PIPE PER CIVIL

2.

1.

COMPACTED FILL PER SPECIFICATIONS.

TYP SLAB REINF PER PLAN.

NOTES

"T

"T " M

IN6" MIN

"T " M

IN

3. SEE OTHER DISCIPLINE DRAWINGS FOR PIPE LOCATIONS.

STEM WALL

CONCRETE

FOUNDATION

SLEEVE. PROVIDE 1/2" MIN.

CLEARANCE AROUND PIPE

PIPE, SEE OTHER DISCIPLINE

DRAWINGS FOR PIPE INFORMATION

CONCRETE FILL TO

BE PLACED BEFORE

FOUNDATION IS POURED

AND POUR FULL WIDTH

OF PIPE TRENCH.

STEM WALL

AS OCCURS

CONCRETE FOOTING

OR FOUNDATION

SLEEVE. PROVIDE 1/2" MIN.

CLEARANCE AROUND PIPE

PIPE

CONCRETE FILL TO BE PLACED

BEFORE FOOTING IS POURED AND

POUR FULL WIDTH OF PIPE TRENCH.

1/ 2"

M

IN

8" MIN., 3'-0" MAX. WHERE DEPTH IS

GREATER THAN 3'-0" SEE DETAIL "PIPE

PASSING BELOW CONT. FOOTING"

THIS SHEET WHERE DEPTH IS LESS

THAN 8". SEE DETAIL "PIPE BELOW

SLAB ON GRADE"

PIPES SHALL NOT PASS THRU GRADE BEAMS.

0'

/3 2"

0'

1/

2"

A

SECTION A

STEM WALL

AS OCCURS

CONCRETE FOOTING

OR FOUNDATION

1'-6" MAX. WHERE TRENCH

EXCEEDS 1'-6" NOTIFY

STRUCTURAL ENGINEER PRIOR

TO PLACEMENT OF FOOTING.

SELECT BACKFILL AND

RECOMPACT TRENCH

PER SPECIFICATIONS.

BOTTOM OF TRENCH

0'

0' - 1 17/32"

GREATER THAN 3'-0". SEE DETAIL

"PIPE PASSING UNDER

CONT. FOOTING" THIS SHEET

FOR DEPTHS 3'-0" AND LESS.

SEE OTHER DISCIPLINE DRAWINGS

FOR PIPE INFORMATION

SECTION

EP-1

NOTES:

1. PROVIDE EP-1 EQUIPMENT PAD FOR INTERIOR EQPT WHERE

INDICATED ON OTHER DISCIPLINE DWGS.

2. PROVIDE NUMBER OF DOWELS TO MATCH TOTAL CROSS-SECTIONAL

AREA OF ANCHOR BOLTS, EQUALLY SPACED AROUND PAD, EXCEPT

THAT SPACING OF DOWELS SHALL NOT EXCEED 12".

3. IF FLOOR SLAB IS CONSTRUCTED BEFORE DOWELS ARE PLACED,

DOWELS SHALL BE EPOXY GROUTED INTO FLOOR SLAB.

4. EQPT SHALL BE GROUTED IN PLACE W/ NON-SHRINK GROUT UNLESS

OTHERWISE RECOMMENDED BY EQPT MFR.

5. EQPT ANCHOR BOLTS SHALL BE STANDARD TYPE V

BOLTS, UNLESS OTHERWISE RECOMMENDED BY EQPT MFR.

6. HEIGHT OF PAD ABOVE SURROUNDING FLOOR SLAB SHALL BE 4" MIN.

3/4" CHAMFER

BUSH-HAMMER ROUGH UNDER

AREA OF FOUNDATION AND

APPLY BONDING COMPOUND

#4 @ 12" EW TOP

#4 DOWELS

SEE NOTES 2 & 3

6" M

AX

4" TO EQUIPMENT BASE

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

TU

LS

A D

IS

TR

IC

T

TU

LS

A, O

KL

AH

O M

A

B U

R N

S

M C

D O

N N

E

LL

W

AR

D P

A R

KW

AY

K

AN

SA

S

C

IT

Y, M

O

US Army Corps of Engineers Tulsa District

SHEET

IDENTIFICATION

S O

LI

C

IT

AT

IO

N

N O

FI

LE

N

AM

E:

D W

N B

Y:

C

KD

B

Y:

D

ES

IG

N

ED

B

Y:

D

AT

E:

FI

LE

N U

M

BE

R

S

IZ

E:

SB

M

T

BY

P

LO

T

SC

AL

E:

P

LO

T D

AT

E:

C O

N

TR

AC

T

N O

KC

-4

6A D

E P O

T M

AI

N

T C

O M

PL

E X

M

EC

H S

YS

TE

M S

BL

D

G

O

KL

AH

O

M A

C

IT

Y, O

KL

AH

O M

A

5 6

D

C

A

B

1 2 3 4

E

"X

C O

PY

R

IG

H

T

B

U R

N S

M cD O

N N

EL

L

EN

G

IN

EE

R

IN

G C

O M

PA

N

Y, IN

C

TI

N

KE

R

A

IR

FO

R

C E

BA

S E

PD

C

:W W

YK

FY

: 1

1:

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AP

PR

IF SHEET IS LESS THAN 42 X 30

REDUCED PRINT - USE GRAPHIC SCALE

D

C

A

B

E

5 61 2 3 4

W

2B V-

-R

-0

/1

9/

2:

:3

PM

/2

2/

S-007M

ST

AN

D

AR

D F

O U

N D

AT

IO

N D

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P.

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R .Y

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IS

NTSSCALE:E2 EXTERIOR EQUIPMENT PAD

NTSSCALE:A3 PIPE BELOW SLAB ON GRADE

NTSSCALE:A1 PIPE PASSING UNDER CONT. FOOTING (LESS THAN 3'-0)

NTSSCALE:A4

PIPE PASSING BELOW CONT. FOOTING

(GREATER THAN 3'-0)

NTSSCALE:D1 INTERIOR EQUIPMENT PAD FOUNDATION

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AP

D = BOLT DIAMETER

K = THREADS (2D+3" SINGLE NUT)

= THREADS (3D+3" DOUBLE NUTS)

P = BOLT PROJECTION,SEE

FOUNDATION SCHEDULE

0' - 0 3/4"

0'

/3 2"

0'

2" 0'

3/ 4"

0'

1/

2"

D

K

P B

A

TOC ELEVATION AS

NOTED ON PLANS

SQUARE PL

DAMAGE LAST THREAD

TO PREVENT REMOVAL

OF BOLT

TYPE II ANCHOR BOLT

UNSLEEVED BOLT

WELD

3 PTS

D 5/8" 3/4"

1" 7/8"

1 1/8" 1 1/4" 1 1/2"

SCHEDULE

A 2" 2" 3" 3" 3" 3" 4"

B 8" 10"

1'-10" 1'-0"

2'-0" 2'-2" 2'-4"

SQUARE PL

PL 1/2"x2 1/2" SQ

PL 1/2"x3" SQ PL 5/8"x3 1/2" SQ PL 5/8"x3 1/2" SQ

PL 3/4"x4" SQ PL 3/4"x4 1/2" SQ PL 7/8"x5 1/2" SQ

REMARKS

ASTM F1554

GRADE 55, TYP

HEAVY HEX NUT

WASHER THICKNESS PER

AISC 360-10 TABLE 14-2

STANDARD REINFORCEMENT DETAILS

VERTICAL WALL TO SLAB CORNER

AND INTERSECTION REINFORCEMENT DETAILS

SEE CORNER REINFORCEMENT NOTE 3

CORNER REINFORCEMENT NOTES:

1. UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS

THE OPTION OF REINFORCING CORNERS IN ACCORDANCE

WITH OPTION #1 OR OPTION #2.

2. UNLESS OTHERWISE INDICATED, THE CONTRACTOR HAS

THE OPTION OF CONSTRUCTING INTERSECTIONS WITH

OR WITHOUT CONSTRUCTION JOINTS. REINFORCE PER

APPLICABLE DETAIL.

3. INDICATES CONTRACTOR OPTION: WITH OR

WITHOUT LAP SPLICE AT THESE LOCATIONS.

ELEVATION

VERT REINF

NOT SHOWN

ELEVATION

DOWEL

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

ELEVATION ELEVATION

DOWEL TYP

VERT REINF

NOT SHOWN

LA

P

SP

LI

C E

LA

P

SP

LI

C E

LAP

SPLICE

LA

P

SP

LI

C E

LA

P

SP

LI

C E

LAP SPLICE

HORIZONTAL WALL REINFORCEMENT DETAILS

INTERSECTIONS

SEE CORNER REINFORCEMENT NOTE 2

PLAN

WITHOUT CJ

PLAN

WITH CJ

PLAN

WITHOUT CJ

PLAN

WITH CJ

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

DOWEL TYP

LA

P

SP

LI

C E

STD 90°

HOOK UNO

DOWEL

HORIZONTAL WALL REINFORCEMENT DETAILS

CORNERS

SEE CORNER REINFORCEMENT NOTE 1

PLAN

OPTION #1

PLAN

OPTION #2

PLAN

OPTION #1

PLAN

OPTION #2

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

VERT REINF

NOT SHOWN

LAP SPLICE LAP SPLICE

LA

P

SP

LI

C E

CORNER BAR

STD 90°

HOOK

WHERE

INDICATED

LAP SPLICE LAP SPLICE

LA

P

SP

LI

C E

STD 90°

HOOK

WHERE

INDICATED

STD 90°

HOOK UNO

STD 90°

HOOK UNO

STD 90°

HOOK UNO

STD 90°

HOOK UNO

STD 90°

HOOK UNO

LA

P

SP

LI

C E

TOP

DEVELOPMENT LENGTH

REINFORCING DEVELOPMENT AND SPLICES

f'c=4500psi

1'-6" 2'-0"

2'-11" 2'-6"

4'-11"

6'-3" 6'-11"

5'-7"

4'-4"

1'-2"#3

#11 #10

#8 #9

#6 #7

#4 #5

3'-9" 4'-4"

5'-4" 4'-10"

1'-7"

2'-3" 1'-11"

3'-4"

BAR

SIZE OTHER

1'-11"1'-6"

4'-11"

6'-11"

5'-7" 6'-3"

2'-11" 4'-4"

2'-0" 2'-6"

6'-4"

8'-11"

7'-2" 8'-1"

3'-10" 5'-7"

2'-7" 3'-2"

SPLICE LENGTH

OTHER TOP

- MAIN REINF

- LAPPED REINF

7"#3

#8

#10 #11

#9

#5

#7 #6

#4

1'-7"

2'-0" 2'-3"

1'-10"

1'-0" 1'-3" 1'-5"

10"

DEVELOPMENT LENGTHS

HOOKED BARS (f'c = 4500psi)

LENGTH OR

MIN EMBEDMENTBAR SIZE

TYPICAL REINFORCING NOTES:

1. REINFORCING BAR DEVELOPMENT AND LAP SPLICE LENGTHS SHALL

BE AS SHOWN IN THESE TABLES UNLESS NOTED OTHERWISE ON

THE DRAWINGS.

2. THE LENGTHS SHOWN IN THE TABLES ARE BASED ON THE FOLLOWING

CONCRETE COVERAGE AND REINFORCING C-C SPACING:

BEAMS OR COLUMNS: COVER ≥ 1.0bd (BAR DIAMETER)

CENTER TO CENTER (C-C) SPACING ≥ 2.0bd ALL OTHERS: COVER ≥ 1.0bd

CENTER TO CENTER SPACING > 3.0 bd

3. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT PLACED

SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE

MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE.

4. THE DEVELOPMENT AND SPLICE LENGTHS SHOWN SHALL NOT

APPLY IF ANY OF THE FOLLOWING CONDITIONS OCCUR:

A) f'c < 4500 psi B) fy > 60,000 psi

C) THE COVER OR C-C BAR SPACING IS NOT AS LISTED ABOVE.

D) THE REINFORCING STEEL IS EPOXY COATED.

E) LIGHT WEIGHT CONCRETE IS USED.

5. WHERE BAR SPLICES ARE STAGGERED SUCH THAT ONE-HALF OR LESS

OF TOTAL REINFORCEMENT IS SPLICED WITHIN REQUIRED LAP LENGTH.

SPLICE LENGTH MAY EQUAL DEVELOPMENT LENGTH.

6. CENTER TO CENTER SPACING(S) IS DEFINED AS BELOW:

LE

N

G

TH

CRITICAL

SECTION

12X DIA OF BAR

LE

N

G

TH

0'

5/

4x D

IA

O

F

BA

R O

R

/2

" M

IN

RADIUS OF HOOK:

4x DIA OF BAR - #3 TO #8 BARS 5x DIA OF BAR - #9 TO #11 BARS 6x DIA OF BAR - #14 & #18 BARS

M

IN

EM

BE

D M

EN

T LA

P

SP

LI

C

E

SE

E

N O

TE

LA

P

SP

LI

C

EHOOKED BAR

DETAIL 1 DETAIL 2

DEVELOPMENT LENGTH NOTES:

1. WHERE DWGS ARE DETAILED SIMILIAR TO DETAIL 2,

EXTEND THE EMBEDMENT LENGTH SUCH THAT THE

HOOKED BAR CONTACTS THE LAYER OF MAIN

REINFORCING SHOWN.

2. EMBEDMENT LENGTHS IN CHART ARE TYPICAL

EXCEPT AS NOTED IN DETAIL 2, OR AS INDICATED

ON DRAWINGS.

0' - 1 1/8""S"

SLOPE

FD

SLOPE

SL

O

PERAD=18"

SLOPE 1/2"

TO DRAIN

CONTRACTOR SHALL COORDINATE DRAIN

LOCATIONS WITH OTHER…