B3_RFP_Drawings_Vol._lV_ATC6_18R0024.pdf
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Fort Worth District
US Army Corps of Engineers
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JBSA - LACKLAND AIR FORCE BASE
SAN ANTONIO, TEXAS
PROJECT NUMBER MPLS 083737R6
AIRMEN TRAINING COMPLEX - WEST CAMPUS
AIRMEN TRAINING COMPLEX 6 (ATC6)
WEAPONS CLEANING PAVILION 6 (WCP6)
CONTRACT NO.
SOLICITATION NO. W9126G18R0024
LACKLAND DRAWING NO:LA 16-0009
VOLUME IV
DEC 2017MAR 2018
Sheet reference number
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DRAWING INDEX - VOLUME IV
SHEET
NUMBER SHEET NAME
GENERAL
A6-G-001 DRAWING INDEX - VOLUME I
A6-G-002 DRAWING INDEX - VOLUME II
A6-G-003 DRAWING INDEX - VOLUME III
A6-G-004 DRAWING INDEX - VOLUME IV
A6-G-100 WEST CAMPUS PLAN
STRUCTURAL
B6-S-001 GENERAL NOTES
B6-S-002 GENERAL NOTES AND ABBREVIATIONS
B6-S-101 FLOOR AND ROOF FRAMING PLANS
B6-S-102 TRASH ENCLOSURE FOUNDATION
B6-S-201 FRAMING ELEVATIONS
B6-S-501 TYPICAL CONCRETE DETAILS
B6-S-502 TYPICAL MASONRY DETAILS
B6-S-503 TYPICAL FRAMING DETAILS
B6-S-504 FRAMING DETAILS
ARCHITECTURAL
B6-A-001 ABBREVIATIONS, SYMBOLS AND MATERIALS LEGEND
B6-A-101 LIFE SAFETY PLAN
B6-A-102 FLOOR PLAN, REFLECTED CEILING PLAN, ROOF PLAN
B6-A-103 TRASH ENCLOSURE
B6-A-201 EXTERIOR ELEVATIONS
B6-A-301 BUILDING SECTIONS
B6-A-302 WALL SECTIONS, WALL TYPES AND DETAILS
B6-A-303 DETAILS
B6-A-401 ENLARGED PLAN AND ELEVATIONS
B6-A-601 DOOR SCHEDULE, SIGNAGE AND DETAILS
B6-A-602 INTERIOR FINISH SCHEDULE AND SELECTIONS
PLUMBING
B6-P-101 PLUMBING LEGEND AND PLANS
B6-P-601 PLUMBING SCHEDULES, DETAILS AND ISOMETRICS
MECHANICAL
B6-M-100 HVAC LEGEND, FLOOR PLAN AND SCHEDULES
ELECTRICAL
B6-E-001 ELECTRICAL SYMBOLS AND ABBREVIATIONS
B6-E-101 ELECTRICAL PLANS
B6-E-501 ELECTRICAL DETAILS AND SCHEDULES
B6-E-502 LIGHTNING PROTECTION, GROUNDING AND LIGHTING CONTROLS DETAILS
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GENERAL REQUIREMENTS:
DESIGN CRITERIA:
VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE
STARTING WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY
CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE
CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE
IBC 2015 , UFC'S AND ASCE 7.
SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED
SUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW BEFORE FABRICATION.
SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY
PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN
PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR
WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER
BE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN
APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.
EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT,
PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED.
CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON
FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING
FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.
THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFER
TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL
ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF
REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS,
CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC.
REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR
PIPES, DUCTS AND EQUIPMENT.
CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS AND
SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE
METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR
SHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF
CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING,
AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL
ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY
BE MADE AFTER WRITTEN APPROVAL BY THE CONTRACTING OFFICER.
ROOF AND FLOOR MEMBERS. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND
FLOOR DEAD LOADS ARE IN PLACE.
CONCRETE GRADE WALLS SHALL BE TEMPORARILY BRACED IF BACKFILL IS ONLY ON
ONE SIDE OR BACK FILLED ON BOTH SIDES SIMULTANEOUSLY, WHERE REQUIRED, TO
PREVENT DEFLECTION, CRACKING OR FAILURE OF CONCRETE GRADE WALLS.
EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS AND REQUIRE APPROVAL
OF THE CONTRACTING OFFICER.
UFC 3-301-01, STRUCTURAL ENGINEERING, (CHANGE 3, 12 SEPT 2016)
UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDING (CHANGE 1, 1 OCT 2013)
LOCATION
OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7, MINIMUM
DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. MINIMUM DESIGN ROOF
DEAD LOAD EQUALS 25 PSF.
LATERAL LOADS:
WIND LOADS:
IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS AND ASCE
7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
BASIC WIND SPEED
RISK CATEGORY
WIND EXPOSURE CATEGORY
SEISMIC CRITERIA FOR NEW STRUCTURE:
DETERMINED IN ACCORDANCE WITH UFC 1-200-01 AND IBC, BY INCORPORATING
THE FOLLOWING EQUIVALENT LATERAL FORCE PARAMETERS:
RISK CATEGORY
SITE CLASSIFICATION
ONE SECOND SPECTRAL ACCELERATION
SPECTRAL RESPONSE ACCELERATIONS
SEISMIC DESIGN CATEGORY
CHAPTER 17) BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING
AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE
PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING
AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS
DIRECTLY TO THE ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR AND CONTRACTING
IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER. SPECIAL
INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED
COMPONENTS.
FABRICATOR PER IBC SECTION 1704.2.2.
SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBC
SECTION 1702). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR
IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING
SPECIAL INSPECTION IS IN COMPLIANCE.
SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS, SUCH AS BRACING,
STIFFENING MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT
OF A COMPARABLE APPROVED METHOD.
FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,
REINFORCING IN BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR
WALLS AND SHEAR REINFORCEMENT PERIODIC INSPECTION MAY BE USED FOR OTHER
MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION
WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES
THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.
ICC REPORT AND SHALL INCLUDE AS A MINIMUM VERIFICATION OF HOLE DEPTH AND
DIAMETER, CLEAN OUT, ALL MATERIALS AND INSTALLATION TORQUE.
SPECIAL INSPECTION:
AGENT (IBC SECTION 1704.1).
SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BE
BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION; THEN, IF NOT CORRECTED, TO THE ARCHITECT/ENGINEER AND THE
THE WORK UNLESS OTHERWISE SPECIFIED.
PERFORM THE TYPES OF SPECIAL INSPECTIONS SPECIFIED. A CERTIFICATE OF
SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION SHALL BE
COMPLETED AND SUBMITTED TO THE CONTRACTING OFFICER.
SUBMIT APPLICATION TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO
FABRICATION.
B)
CONTRACTING OFFICER PRIOR TO ERECTION OF PREFABRICATED COMPONENTS.
OFFICER. SPECIFICALLY, INSPECTED WORK WHICH IS INSTALLED OR COVERED
WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER AND THE SPECIAL
INSPECTOR IS SUBJECT TO REOPENING OR EXPOSURE.
SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY
PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
15.
18.
17.
SPECIAL INSPECTOR: EMPLOYED BY THE GOVERNMENT AND ACTING AS THE OWNER
REPORTS: PREPARED BY THE INSPECTOR AND SIGNED BY AN ENGINEER AND
THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF
CERTIFICATION: INSPECTOR SHALL BE APPROVED BY THE CONTRACTING OFFICER TO
OFF-SITE FABRICATION:
SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE
SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE CONTRACTING
RESPONSIBILITY: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE
A)
ON DRAWINGS.
STRUCTURAL MEMBERS.
THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN,
SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.
DO NOT SCALE DRAWINGS.
THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH (IBC
OFFICER. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL
SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED
CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE
THE STEEL FRAME SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS
ALL WELDS SHALL BE VISUALLY INSPECTED.
ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE
CONTINUOUS INSPECTION IS REQUIRED FOR WELDING OF REINFORCING THAT RESISTS
INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE
INSPECTION/TESTING SHALL BE IN CONFORMANCE WITH THE ANCHOR MANUFACTURER'S
EACH CONNECTION.
WELDED REINFORCING.
DESIGN FOUNDATION BEARING PRESSURE (NET) = 2000 PSF.
PLACE 6 INCH CAPILLARY WATER BARRIER AND 10 MIL VAPOR BARRIER UNDER ALL SLABS,
EXCEPT AS OTHERWISE NOTED.
CONCRETE CLEAR COVER OVER SLAB REINFORCEMENT SHALL BE 1 1/2 INCHES < T/4 <2 1/2
INCHE FROM THE TOP OF THE SLAB UNLESS OTHERWISE NOTED (T = SLAB THICKNESS)
CEMENT
AGGREGATE
REINFORCEMENT
ASTM A - 706 GRADE 60 WELDED
ASTM F - 1554 GRADE 36 HEADED MACHINE BOLTS
THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM
COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE
MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF
ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).
ITEM OF
CONSTRUCTION
RIBBED MAT SLAB
OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE
CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS.
IN ADDITION, SLABS-ON-GRADE SHALL HAVE A COMPRESSIVE STRENGTH OF AT LEAST
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATED
IN THE CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING (HRWR) ADMIXTURE
CONFORMING ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDING
THAT SLUMP DOES NOT EXCEED 10". AN AIR-ENTRAINING AGENT CONFORMING TO ASTM
C260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR HORIZONTAL SURFACES
MATERIALS:
CONCRETE STRENGTHS:
CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM
A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT
DISCREPANCIES.
VOLUME.
IBC, INTERNATIONAL BUILDING CODE 2015.
EXPOSED TO COLD WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 6% ± 1% BY
GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.
UNIFORM CONCENTRATED
LIVE LOAD LIVE LOAD
ALL AREAS
PER ASCE 7, MIN 20 PSF
2000 LB
V = 115 MPH
II
C
II
D
S1 = 0.03g S = 0.117 S =0.048 A
V = .010WT (STRENGTH)
V = .0071WT (ALLOWABLE STRESS)
1.
2.
3.
4.
5.
6.
7.
CONTINUOUS
(3)
XEXPANSION ANCHOR PLACEMENT
STRUCTURAL STEEL
HIGH STRENGTH BOLTING
FILLET WELDS > 5/16"
METAL DECK WELDING
SHOP WELDING
EMBEDDED PLATES
PARTIAL/COMPLETE PENETRATION
SINGLE PASS FILLET WELDS < 5/16"
WELDING OF ANCHORS AND STUDS
ANCHOR BOLTS & INSERTS
PREPARATION OF TEST SPECIMENS
EPOXY ANCHOR PLACEMENT
CONCRETE PLACEMENT
FINAL FOUNDATION PREPARATION
REINFORCING WELDING
REINFORCING PLACEMENT
CONCRETE
GRADING, EXCAVATION & FILL
REINFORCING COUPLING
SOILS
ITEM
X
REF. SECTION 1704.3.3
REF. NOTE 5
REF. NOTE 5
REF. NOTE 6
BY CONTRACTING OFFICER
BY CONTRACTING OFFICER
REF. NOTE 7
COMMENTSPERIODIC
(3)
RECORD SLUMP, AIR CONTENT
AND TEMPERATURE
MATERIAL VERIFICATION
CURING
DETAIL CONFORMANCE REF. NOTE 4
REF. NOTE 9
REF. NOTE 9
X X
SPECIAL INSPECTION PROGRAM
ESTABLISHED PER * IBC 2015 * SECTION 109 AND CHAPTER 17
FIELD WELDING
LIGHT GAUGE METAL FRAMING WELDING
FILLET WELDS > 5/16"
PARTIAL/COMPLETE PENETRATION
SINGLE PASS FILLET WELDS < 5/16"
REF. NOTE 6
REF. NOTE 5
REF. NOTE 5
DECK WELDS
PREFABRICATED CONSTRUCTION REF. NOTE 8
X
X X X
X
X
X X X X X
X X X
X
X X
X X
SPECIAL INSPECTION PROGRAM FOOTNOTES:
2.
3.
4.
5.
6.
7.
1.
8.
9.
FOUNDATION:
2.
3.
4.
5.
7.
REINFORCED CONCRETE:
1.
2.
3.
4.
CONSTRUCTION JOINTS (CJ) SHALL BE PLACED IN LANES THRU SLABS AND BEAMS AND
SAW CUT JOINTS (SJ) IN SLABS PERPENDICULAR TO THE LANES AT THE SPACING SHOWN ON
THE FOUNDATION PLANS.
16.
STRUCTURAL MASONRY REF. NOTE 10
ASTM C - 150 TYPE I I OR I
ASTM C - 33 CRUSHED ROCK
ASTM A - 615 GRADE 60 TYPICAL
REINFORCEMENT
ANCHOR BOLTS
STRENGTH AGG SLUMP WATER/CEMENT
(PSI) (IN) (IN) (LB/LB)
4,500 3/4 3 0.42
SPECIFICATIONS FOR REQUIREMENTS.
1.
EXTERIOR MECHANICAL CONNECTIONS SHALL BE CAPABLE OF RESISTING A MINIMUM OF
4 INCH OF BOTH VERTICAL AND HORIZONTAL MOVEMENT.
6.
2400 PSI AT THREE DAYS IF SUBJECT TO CONSTRUCTION TRAFFIC.
CONTRACTING OFFICER.
SNOW LOADS:
GROUND SNOW LOAD Pg=5 PSF
2.
3.
A)
B)
INTERNAL PRESSURE COEFFICIENT ENCLOSED BUILDING = 0.18
SHORT PERIOD SPECTRAL ACCELERATION Ss = 0.11g
THE SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS
AND IN THE GENERAL NOTES.
BEAM SHALL EXTEND TO WITHIN 2" OF THE FACE AND HAVE A STANDARD 90 DEGREE HOOK
UNLESS OTHERWISE SHOWN.
REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALL
NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT
OR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2". NORMAL
DIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE THE EQUIVALENT DIAMETER
OF THE COMBINED AREAS OF THE BARS BUNDLED.
OF RECTANGULAR HOLES IN SLABS. PLACE BARS DIAGONALLY.
SPLICES IN OTHER BOTTOM REINFORCEMENT; STAGGER SPLICES FOR TOP
REINFORCEMENT SIMILARLY.
87 EQUIVALENT BAR DIAMETERS FOR BOTTOM BUNDLES AND 113 EQUIVALENT
BAR DIAMETERS FOR TOP BUNDLES, WHERE THE EQUIVALENT DIAMETER IS
BASED UPON THE COMBINED AREAS OF THE BARS BUNDLED. LAP LENGTHS
FOR BARS IN BUNDLES OF 4 OR MORE BARS SHALL BE INCREASES AN
ADDITIONAL 11 PERCENT.
WITH E90XX ELECTRODES.
TO FOUNDATION INSPECTION BY THE CONTRACTING OFFICER AND OBSERVATION BY
THE CONTRACTING OFFICER.
FOOTING OR COLUMNS UNLESS SPECIFICALLY DETAILED.
ADMIXTURES: REVIEWED BY CONTRACTING OFFICER, NO CALCIUM CHLORIDE.
ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS SHOWN ARE
ACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS (i.e. A 4 INCH SLAB IS 4 INCHES
THICK, NOT 3-1/2 INCHES.)
CONCRETE CURING: SEE SPECIFICATIONS.
CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE COVER.
VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH
HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN
SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL
TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED U.N.O.
SLAB CORNERS: PROVIDE 2-#4 X 4'-0" AT RE-ENTRANT CORNERS AND EACH CORNER
SPLICES (LAPS) U.N.O.
IN NO CASE SHALL LAPS BE LESS THAN 24 INCHES LONG.
STAGGER CONTINUOUS FOOTING BOTTOM SPLICES AT LEAST 6'-0" FROM
INDIVIDUAL SPLICES OF BARS IN A BUNDLE SHALL BE STAGGERED AT LEAST
ALL LAP SPLICES ARE CLASS B UNLESS OTHERWISE NOTED ON PLANS.
WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PER AWS D1.4
PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, SLABS,
CHAMFER: 3/4 INCH ON EXPOSED CORNERS.
C)
D)
E)
F)
G)
H)
I)
i) SEE TABLE A, CONCRETE LAP SPLICE PER 2/B6-S-501, FOR LAP SPLICE LENGTHS.
ii) iii) iv) v)
J)
ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS: SECURELY HELD IN PLACE PRIOR6.
7.
8.
9.
10.
11.
315 AND ACI 318. SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED
BY THE CONTRACTING OFFICER BEFORE FABRICATION.
MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:
MIN. COVER,
INCHES
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
CONCRETE EXPOSED TO EARTH OR WEATHER:
NO. 6 THROUGH NO. 18 BAR
NO. 5 BAR, W31 OR D31 WIRE AND SMALLER
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH
GROUND:
SLABS, WALLS, JOISTS:
NO. 14 AND NO. 18 BAR
NO. 11 BAR AND SMALLER
BEAMS, COLUMNS:
PRIMARY REINFORCEMENT TIES;
REINFORCEMENT:
CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING
STIRRUPS, SPIRALS
5.
A) SHOP DRAWINGS, FABRICATION AND PLACING: SHALL CONFORM TO ACI
B)
1 1/2
1 1/2 3/4
1 1/2
DS D1
1906.4 AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL
DRAWINGS.
OR OTHER FOREIGN MATTER PRIOR TO PLACING ADJACENT CONCRETE.
TO CONTRACTING OFFICER BEFORE STARTING CONSTRUCTION.
ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH IBC CODE SECTION
ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS,
THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS
CONSTRUCTION JOINTS:
1.
2.
3.
CLEAN ALL CONCRETE SURFACES TO RECIEVE NEW CONCRETE. LOCATION OF JOINTS TO BE
CONSTRUCTION JOINTS HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND THOROUGHLY 4.
REVIEWED BY THE CONTRACTING OFFICER. WAIT 48 HOURS BETWEEN POURS.
UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE SHALL BE AS A MIN 5/8"
DIAMETER x 4" EMBEDMENT HILTI KWIK BOLTS TZ OR APPROVED ALTERNATE WITH
ALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI PER CURRENT ICC
RESEARCH REPORT (ESR-1917). UNLESS NOTED OTHERWISE, ALL EPOXY ANCHORS SHALL
BE AS A MIN 5/8" DIAMETER WITH 6" EMBEDMENT HILTI HIT SYSTEM OR APPROVED
ALTERNATE WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI, PER
CURRENT ICC RESEARCH REPORT (ER-5193). INSTALL EXPANSION AND EPOXY ANCHORS
PER MANUFACTURER'S RECOMMENDATIONS. LARGER ANCHORS SHALL BE USED IF
REQUIRED BY THE CONTRACTING OFFICER.
CONCRETE ANCHORS:
1.
EQUAL. ALL DECKS SHALL BE IN CONFORMANCE WITH ASTM A653 SS GRADE 33.
DECK INSTITUTE (SDI) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS,
ROOF DECKS, AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL DISTRIBUTION",
LATEST EDITION, AND "DIAPHRAGM DESIGN MANUAL", LATEST EDITION, AND GALVANIZED
WITH G90 COMMERCIAL COATING. WHERE UNDERSIDE OF DECKING IS PAINTED,
SUSPENDED ACOUSTICAL CEILINGS WITH INTEGRALLY SUPPORTED LIGHT FIXTURES
FIXTURES FROM ROOF DECKING.
INCHES AND CENTER LAPS OVER SUPPORTS.
ELECTRODES. WELDERS SHALL BE CERTIFIED AS REQUIRED BY THE GOVERNING CODE
AUTHORITY.
FOR REVIEW. SHOP DRAWINGS SHALL INDICATE ICC REPORT NUMBER, IF APPLICABLE,
LOAD/SPAN CAPACITIES AND DIAPHRAGM CAPACITY.
OTHERWISE ON THE DRAWINGS.
EQUIVALENT BENT PLATE AS NECESSARY TO SUPPORT DECK EDGES.
ALL PERIMETER LOCATIONS REQUIRING CONCRETE.
PROVIDE METAL DECKING BY MANUFACTURER INDICATED ON DRAWINGS OR APPROVED
ROOF DECKING:
BEAR DECKING AT LEAST 2 INCHES AT SUPPORTS. LAP DECKING AT ENDS AT LEAST 2
WELD METAL DECKING IN COMPLIANCE WITH ANSI/AWS D1.3 USING A MINIMUM OF E60XX
SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING OFFICER
ALL STEEL DECK SHALL BE CONTINUOUS OVER AT LEAST TWO SPANS UNLESS NOTED
WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE CONTINUOUS L3x3x1/4 OR
METAL DECK SHALL BE GALVANIZED PER: G90 = NORMAL-STANDARD
PROVIDE METAL ROOF DECKING AND CLOSURE ANGLES COMPLYING WITH STEEL
DO NOT SUSPEND PIPING, DUCTS, WORK UTILITIES OR OTHER LOADS INCLUDING
PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OF ALL UNITS, AROUND COLUMNS AND
METAL DECKING:
1.
2.
A)
B)
3.
4.
5.
6.
7.
8.
9.
IN LIEU OF GALVANIZING, PROVIDE DECKING AND CLOSURE ANGLES COMPLYING
WITH ASTM A611, GADEC.
I = 1.0
SEISMIC IMPORTANCE FACTOR
ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
1.
X
GROUND FLOOR 100 PSF 2000 LB
ROOF
100 PSF
PROCEED WITH BACK FILLING OPERATIONS IN A SAFE AND UNIFORM MANNER. SEE
IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL
SAFETY REQUIREMENTS AND EM 385-1-1.
19.
21.
STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL,
ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMING
NECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESE
ITEMS IS DEPENDENT UPON THE EQUIPMENT PROVIDED BY CONTRACTOR. THE
SUBCONTRACTORS AND CRAFTS IN THIS REGARD, AND PROVIDING NECESSARY
DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED. PROVIDE TEMPORARY
14.
CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WORK BETWEEN
BRACING AS REQUIRED DURING THE ERECTION OF THE STRUCTURAL FRAME.
ELECTRICAL CONDUIT IS NOT ALLOWED TO BE PLACED IN CONCRETE SLAB.20.
SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS,
MASONRY INSPECTION TO COMPLY WITH IBC TABLE 1704.5.1 LEVEL 1 SPECIAL INSPECTION.10.
REINFORCEMENT IN ALL STRUCTURAL MEMBERS SHALL BE VISUALLY INSPECTED AND11.
APPROVED ON THE DAY PRIOR TO ANY SCHEDULED CONCRETE PLACEMENT.
SOILS INFORMATION BASED ON "ARIAS GEOTECHNICALENGINEERING STUDY FOR JBSA,
LACKLAND AIR FORCE BASE, TEXAS. ARIAS JOB NO. 2016-836.
REF. NOTE 11
SUBGRADE PREPARATION FOR MATT FOUNDATIONS SHALL CONSIST OF A)
REMOVING AT LEAST 6 FOOT OF EXISTING MATERIAL, AND REPLACING WITH
COMPACTED NONEXPANSIVE BACKFILL MATERIAL, ANY ADDITIONAL FILL REQUIRED
TO REACH FINAL SUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEM
SHALL BE NONEXPANSIVE MATERIAL AS WELL. THE UPPER 18 INCHES OF EXISTING
SUBGRADE EXPOSED AFTER EXCAVATION OPERATIONS SHALL BE SCARIFIED,
MOISTENED, AND RECOMPACTED TO THE 95% TO 100% WITH OPTIMUM MOISTURE
CONTENT PER ASTM D 1557. SELECT FILL SHALL BE PLACED IN CONTROLLED
LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO AT
LEAST 98 PERCENT OF LABORATORY MAXIMUM DENSITY AND AN OPTIMUM MOISTEURE
CONTENT OF -2 TO +3 % PER ASTM D 1557.
TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THATB)
THE SUBGRADE, FILL AND BACKFILL MATERIAL ARE PROPERLY COMPACTED. THE
FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THE CONTRACT
AS A MINIMUM:
i) IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BE
PERFORMED FOR EVERY 2500 SQUARE FEET PER LIFT IN ACCORDANCE WITH
ASTM D 1557.
ii) OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVE
FILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS OR
WHEN ANY CHANGE IN MATERIAL OCCURS.
EXTERIOR GRADING ADJACENT TO BUILDING SHALL BE SLOPED AWAY FROMC)
THE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFF
FROM THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THE
FOUNDATION EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENT
TO THE BUILDING.
8. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON
DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY
THE CONTRACTING OFFICER.
9. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE
MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT
AND APPROVED BY THE INSPECTOR.
10. ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOOTINGS
MUST EXTEND INTO UNDISTURBED SOILS.
11. SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL GRADE OR COMPACTED FILL
PER THE RECOMMENDATIONS OF THE FOUNDATION AND PAVEMENT DESIGN ANALYSIS.
X
Sheet reference number
Sheet
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US Army Corps of Engineers
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12/04/17
W
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WIDE FLANGE
CHANNELS
ANGLES, PLATES AND RODS
HSS SHAPES (TUBES)
MACHINE BOLTS
NUTS
HIGH STRENGTH BOLTS
NUTS
NON-SHRINK GROUT
ANCHOR BOLTS
NOTCH TOUGHNESS OF 20 FT/LBS AT MINUS
20 DEGREES FAHRENHEIT.
STRUCTURAL WELDS. INCREASE AS
REQUIRED BY ASD TABLE J2.4.
CONSTRUCTION.
WHEREVER PRACTICABLE, SHALL BE
RETURNED CONTINUOUSLY AROUND
CORNERS A DISTANCE 2 TIMES THE
NORMAL SIZE OF THE WELD PER AISC
13 TH EDITION SECTION J2.2B.
SHALL BE THE FULL LENGTH OF THE
JOINT.
STRUCTURAL STEEL FOR BUILDINGS; STEEL CONSTRUCTION MANUAL (THIRTEENTH
EDITION); STRUCTURAL WELDING CODE AWS D1.1 AND D1.4.
IN CONFORMANCE WITH REQUIRED ASTM.
IDENTIFICATION: STEEL SHAPES SHALL BE IDENTIFIED WITH IDENTIFICATION MARKS
MATERIALS: STRUCTURAL SHAPES
WELDING: ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1
GROOVE & BUTT WELDS
FILLET WELDS
FIELD WELDING
TERMINATION
LENGTHS
STRUCTURAL STEEL:
1. CODES: AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION FOR
2.
3.
ASTM A-992 GRADE 50
ASTM A-36 GRADE 36
ASTM A-36 GRADE 36
ASTM A-500 GRADE B FY=46 KSI
ASTM A-307
ASTM A-563 HEX, GRADE A
ASTM A-325
ASTM A-563 HEAVY HEX, GRADE C
ASTM C-1107 7,000 PSI(NON-METALIC)
ASTM F-1554
4.
A) ELECTRODES......................................... CLASS E-70 XX SERIES, LOW HYDROGEN, B) WELDERS............................................... CERTIFIED.
C) COMPLETE PENETRATION (CP) U.N.O.
D) SIZES SPECIFIED ARE MINIMUM
E) MAY BE REQUIRED TO FACILITATE
F) WELDS TERMINATING AT ENDS OR SIDES,
G) WHERE LENGTH IS NOT SPECIFIED, IT
DEVELOPED BY THE FABRICATOR, IN CONFORMANCE WITH AWS D1.1 FOR REVIEW
BY THE CONTRACTING OFFICER. ALL WELDS SHALL BE PRE-QUALIFIED PER AWS
D1.1-04 THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY
THE ELECTRODE MANUFACTURER.
ANCHOR
SLOTTED
SHEAR FRAME BASE PLATES
ARE EMPLOYED TO INTERACT WITH THE STEEL FRAMING TO PROVIDE STABILITY
AND BRACING TO THE OVERALL STRUCTURE. THE STEEL ERECTOR SHALL FURNISH
AND INSTALL ALL NECESSARY TEMPORARY SUPPORTS AND BRACING REQUIRED FOR
THE STRUCTURAL STEEL FRAMING IN ACCORDANCE WITH SECTION 7.10 OF THE AISC
CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. ALL TEMPORARY
SUPPORTS AND BRACING SHALL NOT BE REMOVED OR MODIFIED UNTIL THE SUPPORTING
STEEL DECK, WALLS, COLUMNS AND MASONRY WALLS ARE COMPLETELY INSTALLED
AND HAVE ACHIEVED THEIR DESIGN STRENGTH.
THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS),
SHOP DRAWINGS: REVIEWED BY THE CONTRACTING OFFICER BEFORE FABRICATION
BOLT HOLES:.
EXPOSED STEEL: HOT DIP GALVANIZED.
NON-STRUCTURAL STEEL ELEMENTS INCLUDING STEEL DECK AND MASONRY WALLS
5.
6.
7.
TYPICAL.................................................. DIAMETER + 1/16 INCH
DIAMETER + 3/16 INCH
DIAMETER + 1/16 INCH BY 2.5 TIMES DIAMETER
DIAMETER + 3/16 INCH
8.
9.
MASONRY:
BLOCK LAYUP: RUNNING BOND, CONCAVE COMPRESSED JOINTS, USE OPEN END UNITS AT
REINFORCEMENT:
2.
3.
REINFORCED HOLLOW UNIT MASONRY (SPECIAL INSPECTION REQUIRED).
MATERIALS:1. (F'm = 1500 PSI)
CONCRETE BLOCK ASTM C 90 TYPE 1, LOAD BEARING 1900
PSI BLOCK WITH BOND BEAM UNITS AT
HORIZONTAL REINFORCING, DRY UNITS, YARD
CURE 28 DAYS.
MORTAR ASTM C270, ASTM C 780, TYPE S
(DO NOT USE MASONRY CEMENT).
GROUT ASTM C 476, ASTM C 1019, USE 2000 PSI
MIN AT 28 DAYS OR EQUIVALENT TO BLOCK
STRENGTH WHICHEVER IS GREATER WITH SIKA
GROUTED OR EQUAL, 8-10 INCH SLUMP
REINFORCEMENT ASTM A-615, GRADE 60 TYPICAL
REINFORCEMENT ASTM A-706, GRADE 60 FOR WELDED
REINFORCEMENT
ANCHOR BOLTS ASTM A-36, HOOKED ANCHOR BOLTS.
ANCHOR BOLTS ASTM A-307, HEADED MACHINE BOLTS
EXPANSION ANCHORS ICC ES APPROVED AND USED IN GROUT FILLED CONCRETE
MASONRY CELLS.
STACKED BOND PATTERN.
A) VERTICAL: ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY
DETAILED OTHERWISE. VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS
MAXIMUM. DOWEL REINFORCEMENT TO SUPPORT MEMBERS WITH SAME SIZE AND SPACING
OF REINFORCEMENT AS SHOWN ON THE DRAWINGS. THE CONTRACTOR HAS THE OPTION TO
USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. IT IS
THE CONTRACTORS RESPONSIBILITY TO PROVIDE SHOP DRAWINGS FOR REVIEW SHOWING
LOCATION OF ALL REINFORCING STEEL, LAP SPLICE LENGTHS AND LOCATIONS. THE SPECIAL
INSPECTOR SHALL PERFORM CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS PER THE CODE.
B) SPLICE (LAPS): SEE TABLE BELOW. EPOXY COATED BARS SHALL HAVE THIER LAP LENGHTS 50%
GREATER THAN THOSE SPECIFIED ABOVE.
C) WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PER AWS D1.4 WITH
E90XX ELECTRODES.
NOTES:
1. TYPICAL UNLESS OTHERWISE NOTED.
D) HORIZONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE GROUT POUR NOT LESS
THAN 1/2 INCH BELOW THE TOP OF THE UPPERMOST UNITS GROUTED. HORIZONTAL
REINFORCING SHALL BE FULLY EMBEDDED IN GROUT.
E) GROUT SHALL BE PLACED IN CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 FEET.
PROVIDE A MINIMUM OF 1/2 INCH CLEAR BETWEEN MAIN REINFORCING AND MASONRY UNITS.5.
DETERMINE COMPLIANCE WITH COMPRESSIVE STRENGTH USING EITHER THE UNIT STRENGTH6.
REINFORCING CONGESTION: KNOCK OUT BLOCKS TO BE USED TO FACILITATE CONSTRUCTION.7.
GROUTING4.
A) ALL CELLS W/ REINFORCING AND/OR ANCHOR BOLTS SHALL BE FILLED W/ GROUT OR AS
INDICATED ON THE DRAWINGS.
B) CONSOLIDATED: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND THEN
RECONSOLIDATED BEFORE PLASTICITY IS LOST.
C) POURS OVER 5 FEET: PROVIDE CLEANOUTS IN BOTTOM COURSE AT VERTICAL
REINFORCEMENT. SPECIAL INSPECTION REQUIRED.
REINFORCING LAP SPLICE LENGTH
MASONRY F'm = 1500 psi
BAR
SIZE
BAR
DIA (in)
1 BAR CELL
8" CMU
#3 #4 #5 #6 #7 #8
3/8 1/2 5/8 3/4 7/8
24" 25" 31" 57" 79" 112"
12" CMU
24" 25" 31" 52" 61" 75"
2 BAR CELL
8" CMU
24" 31" 48" 98" 133" 186"
12" CMU
24" 31" 48" 98" 133" 186"
METHOD OR PRISM TESTING PER ACI 530.1 ARTICAL 1.4 B.
ABV
ADDL
HT
HSH
HSB
HORIZ
HGR
HDR
HD
(H)
GR
GLB
GALV
GA
FTG
FS
FRMG
FOS
FOM
FOC
FN
FLR
FLG
FJ
FF
FDN
EXP
ES
EQ
EN
EMBED
ELEV
ELEC
EL
EF
EA
(E)
DWL
DWG
DP
DO
DN
DIM
DIA
DF
DBL
CTRD
CSK
CP
CONT
CONST
CONN
CONC
COL
CLR
CL
CJ
CJ
CIP
CB
C
BTWN
BRG
BP
BOS
BOF
BN
BM
BLW
BLKG
BLK
(B)
AWS
ASSOCIATION
AWPA
TESTING AND MATERIALS
ASTM
ASD
ARCH
ASSOCIATION
APA
ALT
STEEL CONSTRUCTION
AISC
ADJ
WWF
WT
WPJ
WP
WD
W/O W/
WL
VSH
VERT
(V)
UON
UNO
UBC
TYP
TS
TOW
TOT
TOS
TOP
TOC
TO
TN
THRD
THK
TG
T AND B
(T)
STRUC
STL
STIFF
STGR
STD
SQ
SPEC
SOG
SIM
SHTHG
SEP
SECT
SCHED
SC
RF
REF
REQD
REINF
R P.T.
PP
PLYWD
PLCS
PL
PC
ORIG
OPP
OPNG
OH
OF
OC
NTS
NS
NO.
NIC
MTL
MISC
MIN
MFR
MECH
MB
MAX
MATL
LT WT
LOC
LDGR
KP
JT
JST
IF
ABBREVIATIONS:
AB ANCHOR BOLT ICC INTERNATIONAL CODE
COUNCILABOVE
ADDITIONAL
INSIDE FACEADJACENT
JOIST
AMERICAN INSTITUTE OF
JOINT
KING POST
ALTERNATE
LEDGER
AMERICAN PLYWOOD
LOCATION
LIGHTWEIGHTARCHITECTURAL/ARCHITECT
MATERIAL
MAXIMUM
ALLOWABLE STRESS DESIGN
AMERICAN SOCIETY FOR
MACHINE BOLT
MECHANICALAMERICAN WOOD PRESERVERS
MANUFACTURER
MINIMUM
MISCELLANEOUS
AMERICAN WELDING SOCIETY
BOTTOM
METALBLOCK
NOT IN CONTRACTBLOCKING
NUMBERBELOW
NEAR SIDEBEAM
NOT TO SCALEBOUNDARY NAIL
ON CENTER
BOTTOM OF FOOTING OUTSIDE FACE
BOTTOM OF STEEL OPPOSITE HAND
BASE PLATE
OPENING
BEARING
OPPOSITE
BETWEEN
ORIGINAL
CAMBER
PRECAST
CARRIAGE BOLTS PLATE
CAST-IN-PLACE
PLACES
CONSTRUCTION JOINT
PLYWOOD
CEILING JOIST
PARTIAL PENETRATION
CENTER LINE
POST-TENSION
CLEAR
RADIUS
COLUMN
REINFORCEMENT
CONCRETE
REQUIRED
CONNECTION
REFERENCE
CONSTRUCTION
ROOF
CONTINUOUS
SHEAR CONNECTOR
COMPLETE PENETRATION
SCHEDULE
COUNTER SINK
SECTION
CENTERED
SEPARATION
DOUBLE
SHEATHING
DOUGLAS FIR/LARCH
SIMILAR
DIAMETER
SLAB ON GRADE
DEEP
SPECIFICATION
DIMENSION SQUARE
DOWN
STANDARDDITTO (REPEAT)
STAGGER
DRAWING STIFFENERS
DOWEL STEEL
EXISTING STRUCTURAL
EACH TOP
EACH FACE TOP AND BOTTOM
ELEVATION
TAPERED GIRDER
ELECTRICAL
THICKNESS/THICK
ELEVATOR
THREADED
EMBEDMENT
TOENAIL
EDGE NAIL
TOP OF
EQUAL OR EQUIVALENT
TOP OF CONCRETE
EACH SIDE
TOP OF PARAPET
EXPANSION
TOP OF STEEL
FOUNDATION
TOTAL
FINISHED FLOOR
TOP OF WALL
FLOOR JOIST
TUBE STRUCTURAL
FLANGE
TYPICAL
FLOOR
UNIFORM BUILDING CODE
FIELD NAIL
UNLESS NOTED OTHERWISE
FACE OF CONCRETE
UNLESS OTHERWISE NOTED
FACE OF MASONRY
VERTICAL
FACE OF STUD
VERTICAL
FRAMING
VERTICAL SLOTTED HOLES
FAR SIDE
WIND LOAD
FOOTING
WITH
GAUGE
WITHOUT
GALVANIZED
WOOD
GLUED LAMINATED BEAM
WATER PROOF/WORK POINT
GRADE
WEAKENED PLANE JOINT
HORIZONTAL
WEIGHT
HOLDOWN
WELDED WIRE FABRIC
HEADER
HEIGHT
HORIZONTALLY SLOTTED HOLES
HIGH STRENGTH BOLT
HORIZONTAL
HANGER
CGS CENTER OF GRAVITY OF STEEL
GSN GENERAL STRUCTURAL NOTES
5/- INDICATES A SECTION OR DETAIL
THAT APPEARS ON THE SAME SHEET
AS THE REFERING INFORMATION.
EF EDGE FASTENER
FY YIELD STRENGTH
SCJ SHRINKAGE CONTROL JOINT
I.E. THAT IS
FOW FACE OF WALL
EOS EDGE OF SLAB
INFO INFORMATION
BO BOTTOM OF
SS STAINLESS STEEL
APPROX APPROXIMATELY
PEN PENETRATION
COORD COORDINATE
BOTT BOTTOM
EW EACH WAY
CG CENTER OF GRAVITY
SJ SAW CUT JOINT
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le:
Pl ot d at e:
Fi le na r N o.
DE
SI
G N
FI
LE
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
L
AC
KL
AN
D
AF
B, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G C
O M
PL
EX
W
ES
T
CA
M
PU
S
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
(A
TC
6) W
CP
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D
C
B
A
1 2 3 4 5
/3
/2
6:
:3
PM
/3
/2
6:
:3
PM
J.
W
EA
VE
R
M . L
O W
E
P . F
I N
LE
Y
B6-S-002
G
EN
ER
AL
N O
TE
S
AN
D
AB
BR
EV
IA
TI
O
NS
W
G
-1 8-
R -0
D
EC
DR
AW
IN
G
N
UM
BE
R:
L A
-0
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
12/04/17
W
G
R
1 1/2" TYPE B 20 GA
STEEL ROOF DECK
SLOPE 4:12 PER 1/B6-S-503
HS
S1
2X 6X
3/1
HSS12X6X3/16
HSS12X6X3/16HSS12X6X3/16
HSS12X6X3/16
HSS12X6X3/16HSS12X6X3/16
HSS12X6X3/16
HSS20X8X5/8
HSS12X6X3/16 HSS12X6X3/16
HSS12X6X3/16
HSS12X6X3/16
HSS12X6X3/16HSS12X6X3/16
HSS12X6X3/16 HSS12X6X3/16
HSS12X6X3/16HSS12X6X3/16
HSS20X8X5/8
HSS12X6X3/16HSS12X6X3/16
HSS12X6X3/16 HSS12X6X3/16
HS
S1
2X 6X
3/1
HS
S1
2X 6X
3/1
HS
S1
2X 6X
3/1
HS
S1
2X 6X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
B6-S-504
B6-S-504
B6-S-504 4
B6-S-504
B6-S-504
B6-S-504
B6-S-504
B6-S-504
B6-S-504
B6-S-504
B6-S-504EQ
EQ
EQ
EQ
EQ
HSS12X6X3/16 HSS12X6X3/16
HSS12X6X3/16 HSS12X6X3/16
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
HS
S1
0X 4X
3/1
B6-S-504
B6-S-504
SLOPESLOPE
LL
V, T
YP
B6-S-504 C8X11.5
C8X11.5
HSS10X4X3/16
HSS10X4X3/16 16
B6-S-504
HSS20X8X5/8
EQ
EQ
EQ
EQ
B6-S-504
HSS20X8X5/16
FRAME
TYP
FRAME
FRAME
B6-S-504
B6-S-504
FRAME
TYP
A B
50' - 0"
EQ
EQ
EQ
EQ
EQ
EQ
LEGEND:
12" CMU WALL PARTIALLY GROUTED
W/ #5 @ 48" OC (VERTICAL), EF
W/ 9 GA JOINT REINF @ 16" OC
(HORIZONTAL)
8" CMU WALL PARTIALLY GROUTED
W/ #5 @ 48" OC (VERTICAL) CENTERED
W/ 9 GA JOINT REINF @ 16" OC
(HORIZONTAL)
CJ- INDICATES A CONSTRUCTION JOINT, SEE 16/B6-S-501
SJ- INDICATES A SAW CUT JOINT, SEE 17/B6-S-501
SHEET NOTES:
1. SEE SHEET B6-S-501, B6-S-502, B6-S-503 FOR TYPICAL DETAILS NOT
REFERENCED.
2. FOR RIBBED MAT SLAB FOUNDATION NOTES, SEE B6-S-001 & B6-S-501
3. TOP OF SLAB ELEVATION = 100'-0" = CIVIL EL 784.5'
4. PLACE 6-INCH CAPILLARY WATER BARRIER AND VAPOR BARRIER
UNDER ALL SLABS, EXCEPT AS OTHERWISE NOTED.
5. FILL:
A. ALL FILL PLACED UNDER BUILDING SLABS SHALL BE
SELECT FILL AND SHALL BE COMPACTED TO NOT LESS
THAN 95% MAXIMUM DENSITY ACCORDING TO ASTM
D 1557.
B. REMOVE 6'-0" OF EXISTING MATERIAL AND REPLACE
WITH SELECT FILL UNDER THE 6-INCH CAPILLARY
WATER BARRIER.
6. FOR SLAB SLOPE INFORMATION NOT SHOWN, RE: ARCH.
7. BM = APRROXIMATE BENCH MARK LOCATION, SEE 5/B6-S-501.
8. FOR ADDITIONAL SLAB REINFORCING BARS REQUIRED FOR
GROUNDING USE A706 REINFORCING, SEE 4/B6-E502.
RIB REINFORCING SCHEDULE:
TYPE
GB1
GB2
1'-6" x 3'-0" DEEP
LONGITUDINAL REINF
(3) #9 TOP, (4) #9 BOTT
SHEAR REINF
#3 STIRRUPS AT 12" OC
NOTE:
HEAVIEST REBAR MAY BE CONTINUOUS IN LIEU OF LAP SPLICE AT
CONTRACTOR'S OPTION.
DIMENSION WxD
(4) #9 TOP, (4) #9 BOTT #3 STIRRUPS AT 10" OC
GB3 (4) #9 TOP, (6) #9 BOTT #3 STIRRUPS AT 10" OC
2'-0" x 3'-0" DEEP
2'-6" x 3'-0" DEEP
FOOTING SCHEDULE:
TYPE 'A' TYPE 'B'
TYPE
DIM. "X" (MIN)
'A' 'B'
3'-0"
SEE 8/B6-S-501
FOR MORE INFO,
TYP
3'-0"F1
REINF
#5 @ 6" OC, EW
TOP AND BOTT
'X
'X'
'X
'X'
B6-S-2013
B6-S-201
B6-S-201
B6-S-201
A B
6" THICK SLAB
REINF w/ #4 AT
6" OC EW
TOS EL= 100'-0"
UNO
CJ
CJ
CJ
CJ
CJ
SJSJSJ
SJ
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
G B1
GB1GB1GB1GB1
GB1GB1
GB1
GB1
GB1
GB1GB1GB1
GB1
GB1GB1GB1GB1
GB1GB1GB1
GB1
GB1GB1GB1GB1
G B1
G B1
G B1
G B1
G B1
G B1
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
G B2
GB3GB3 GB3GB3
GB3GB3GB3GB3
GB1
GB2 GB2GB2GB2
GB2 GB2GB2GB2
GB2
GB2
GB2
GB2
GB2GB2 TYP.
SLOPE
SL
O
PE
SLOPE
BM BM
BM
BMBMBM
BM
BM
SIM.
TYP
99'-11"
99'-11"
99'-11
SL
O
PE
SL
O
PE
HSS5x5x1/4
TYP
CL COLUMNCL COLUMN
TOC
TOC
TOC
TOC TOC
TOC
TOC
TOC
TOC
TOC
SLO
PE SLOPE
99' - 11" 99' - 11"
50' - 0"
EQ EQ EQ EQ
100' - 0"
100' - 0"
100' - 0"
100' - 0"
7' - 1 3/4" 7' - 0" 6' - 6" 6' - 6" 7' - 0" 10' - 6"
6' - 6"
4'
- 1
4'
- 1
6' - 6"
100' - 0"
8" 8"
8" 8"
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
3 7/8" 3 7/8"
5'
- 0
5'
- 0
5'
- 0
5'
- 0
5'
- 0
B6-S-501
B6-S-501
B6-S-501
B6-S-501
B6-S-201
B6-S-201
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le:
Pl ot d at e:
Fi le na r N o.
DE
SI
G N
FI
LE
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
L
AC
KL
AN
D
AF
B, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G C
O M
PL
EX
W
ES
T
CA
M
PU
S
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
(A
TC
6) W
CP
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D
C
B
A
1 2 3 4 5
/3
/2
7:
:1
PM
/3
/2
7:
:1
PM
J.
W
EA
VE
R
M . L
O W
E
P . F
I N
LE
Y
B6-S-101
FL
O
O R
AN
D
RO
O
F
FR
AM
IN
G P
LA
NS
W
G
-1 8-
R -0
D
EC
DR
AW
IN
G
N
UM
BE
R:
L A
-0
1/8" = 1'-0"2 ROOF FRAMING PLAN
8 6 4 2 0 8 16 8 6 4 2 0 8 16
PLAN NORTH PLAN NORTH
1/8" = 1'-0"1 GROUND FLOOR
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
12/04/17
W
G
R
6' OF COMPACTED FILL
PER SOILS REPORT
1' - 6"
M
IN
1'
- 6
M
IN3"
3" C
LR
3" C
LR
PRECAST CANTILEVERED
PANEL PER PRECASTER
GROUT TUBE PER PRECASTER,
ALTERNATIVE CONNECTION MAY
BE PROPOSED BY PRECASTER
MAT FOUNDATION
RE: PLAN
(1) #6 REBAR CONTINUOUS AT
TAPERED SECTION
DOWELS TO MATCH PRECAST WALL
REINFORCEMENT SIZE AND SPACING.
COORDINATE W/ PRECASTER
SHIM AND GROUT
AS REQUIRED
SLOPE
RE: SEE PLAN
2" C
LR
CONCRETE CURB 6" MIN, 8" MAX
VARIES TO MAINTAIN PANEL
(2) #6 CONT
TO CURB/
BO PANEL
100'-6"
ROUGHEN SURFACE
TO 1/4" AMPLITUDE
CLR
2"
FENCE POST
RE: ARCH DWGS
3/4" PL w/ (4) 1/2" DIA
EPOXY AB EMBED 4"
1 1/2" 1 1/2" 1 1/2"
1 1/2"
1/
2"
1/ 2"
1/
2"
1/ 2"
COORD WELD
SIZE W/ FENCE
SUPPLIER
3/4" PL w/ (6) 1/2" DIA
EPOXY AB EMBED 4"
FENCE POST
RE: ARCH DWGS
1/
2"
1/ 2"
1/
2"
1/ 2"
1/
2"
1/ 2"
1 1/2" 1 1/2" 1 1/2"
1 1/2"
COORD WELD
SIZE W/ FENCE
SUPPLIER
15' - 4 1/2"
RE: ARCH FOR
TOP OF WALL
ELEVATION
4 1/2"
FENCE POST
RE: ARCH DWGS
TYP, RE: 8/B6-S-102
FOR BASE PLATE
100'-0"
B6-S-102
RE: CIVIL DWGS
FOR LOCATION
S.J.
TO FACE OF COL
6" MIN
BOLLARD, TYP
RE: CIVIL
DWGS
CENTER GATE POSTS
FOR BASE PLATE
RE: 9/B6-S-102
TRASH ENCLOSURE PRE-CAST PANELS
RE: ARCH DWGS ASSUMED TO BE 10"
THICK. PRECAST MANUFACTURER TO
DETERMINE ACTUAL THICKNESS SEE
4/B6-S-102 FOR LOADING
18" SLAB W/ #6 @ 15" OC TOP
AND BOTTOM EACH WAY
TO SLAB
SLOPE
99'-10".
100'-0"
TO SLAB
2' - 0"
/8
6'
3/
4"
SHEET NOTES:
1. TOP OF SLAB ELEVATION = 100'-0" = CIVIL EL 783.08'
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le:
Pl ot d at e:
Fi le na r N o.
DE
SI
G N
FI
LE
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
L
AC
KL
AN
D
AF
B, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G C
O M
PL
EX
W
ES
T
CA
M
PU
S
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
(A
TC
6) W
CP
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D
C
B
A
1 2 3 4 5
/3
/2
7:
:1
PM
/3
/2
7:
:1
PM
J.
W
EA
VE
R
M . L
O W
E
P . F
I N
LE
Y
B6-S-102
TR
AS
H
EN
CL
O
SU
RE
F O
UN
DA
TI
O
N
W
G
-1 8-
R -0
D
EC
DR
AW
IN
G
N
UM
BE
R:
L A
-0
1" = 1'-0"3 TAPPERED EDGE AT MAT FND
1 1/2 0 1 2
2 1 0 1 2
1 1/2" = 1'-0"8 CORNER POST BASE PLATE
1 1/2" = 1'-0"9 CENTER POSTS BASE PLATE
1 0 1 1 0 1
3/4" = 1'-0"11 TRASH ENCLOSURE FOUNDATION PLAN
PLAN NORTH
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
12/04/17
W
G
R
12' - 0"
CONTROL
JOINTS, TYP
TOP OF HSS 10x4
100'-0"
TOP OF CONCRETE
12' - 0"7' - 4"
HSS 10x4, TYP
HS
S
5x 5, T
YP
110'-0"
TOP OF 8" CMU
110'-0"
BO BASE P
100'-1 1/2"
L
2 1456 3
B6-S-504
GROUND FLOOR
100' - 0"
TOP OF 8" CMU
110' - 0"
TOP OF 12" CMU
118' - 4"
CONTROL
JOINT, TYP
9' - 4"16' - 0"9' - 4"
2'-0" x 2'-0" LOUVER
OPNG, RE: ARCH
AND MECH DWGS
1'-2" x 1'-2" LOUVER
OPNG, RE: ARCH
AND MECH DWGS
AB
9' - 4" 6' - 0"
TOP OF 8" CMU
110' - 0"
TOP OF 12" CMU
118' - 4"
CONTROL
JOINT, TYP
9' - 4"10' - 0"12' - 0"4' - 0"
A B 5' - 4" 9' - 4"
CONTROL
JOINTS, TYP
12' - 0" 7' - 4" 12' - 0"
HSS 10x4, TYP
HS
S
5x 5, T
YP
TOP OF HSS 10x4
100'-0"
TOP OF CONCRETE
110'-0"
TOP OF 8" CMU
110'-0"
BO BASE P
100'-1 1/2"
L
21 4 5 63
B6-S-504
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le:
Pl ot d at e:
Fi le na r N o.
DE
SI
G N
FI
LE
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
L
AC
KL
AN
D
AF
B, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G C
O M
PL
EX
W
ES
T
CA
M
PU
S
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
(A
TC
6) W
CP
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D
C
B
A
1 2 3 4 5
/3
/2
7:
:3
PM
/3
/2
7:
:3
PM
J.
W
EA
VE
R
M . L
O W
E
P . F
I N
LE
Y
B6-S-201
FR
AM
IN
G
E
LE
VA
TI
O
NS
W
G
-1 8-
R -0
D
EC
DR
AW
IN
G
N
UM
BE
R:
L A
-0
1/4" = 1'-0"3 EAST ELEVATION
1/4" = 1'-0"2 NORTH ELEVATION
1/4" = 1'-0"1 SOUTH ELEVATION
1/4" = 1'-0"4 WEST ELEVATION
4 3 2 1 0 4 8
4 3 2 1 0 4 8 4 3 2 1 0 4 8
4 3 2 1 0 4 8
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
12/04/17
W
G
R
135° HOOK 90° HOOK
*PROVIDE 10db EXTENSION IN LIEU OF 6db AT ALL FRAME COLUMNS, GIRDERS, SHEAR WALLS AND SHEAR
WALL BOUNARY MEMBERS.
BAR SIZE D'
#3 #4 #5
1 1/2" 2"
2 1/2"
TIES AND STIRRUP HOOKS ONLY
6db* "D db
OR3" MIN
db
6d b
4db MIN
OR 2 1/2"
db
2 12 db
UN
O
180° HOOK 90° HOOK
STANDARD HOOKS
30 DIA IN CONCRETE
40 DIA IN MASONRY
2'-0" MIN UNO
TYP. COMPRESSION LAP SPLICE
NOTE:
FOR TENSION SPLICE
SEE 2/B6-S-501
BAR SIZE
#3 THRU #8
#9 THRU #11
#14 THRU #18
6d 8d 10d db
D
D D
NOTES:
1. USE THIS TABLE FOR BAR SPLICES UNLESS SPECIFICALLY DETAILED AND
DIMENSIONED ON PLANS.
2. THIS SHCHEDULE IS NOT APPLICABLE TO DUCTILE MOMENT FRAME MEMBERS
RESISTING SEISMIC FORCES.
3. FOR TENSION DEVELOPMENT LENGTHS "Ld", USE CLASS "B" SPLICE LENGTHS.
4. ALL SPLICES SHALL BE CLASS "B" UNLESS NOTED OTHERWISE ON PLANS.
5. TOP BARS ARE HORIZONTAL REINFORCEMENT WITH MORE THAN 12" OF CONCRETE
CAST BELOW BAR.
6. BOTTOM BARS ARE ALL VERTICAL BARS, ALL HORIZONTAL WALL REINFORCEMENT,
AND HORIZONTAL REINFORCEMENT WITH LESS THAN 12" OF CONCRETE CAST
BELOW BAR.
7. COVER DESIGNATES CLEAR CONCRETE COVER FROM SPLICED BAR TO FACE OF
MEMBER, SPACING DESIGNATES CLEAR DIMENSION BETWEEN SPLICED BARS.
8. SHEARWALLS WITH TWO CURTAINS OF REINFORCING SHALL NOT HAVE EACH
CURTAIN OF HORIZONTAL BARS SPLICED AT THE SAME LOCATION.
BAR DESCRIPTION
AND LOCATION IN
STRUCTURE
CONCRETE
STRENGTH
psi
BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10
BAR WITH
SPACING > 2 d
CLEAR COVER > d
OR BEAM & COLUMN
BARS WITH
SPACING > d
CLEAR COVER > d b b b b
OTHER CASES
TOP
BOTTOM
TOP
BOTTOM
2'-0" 2'-0"
2'-2" 2'-0"
2'-0" 2'-0"
2'-10" 2'-2"
LAP TYPE A B A B A B A B A B A B A B A B
2'-0" 2'-0"
3'-0" 2'-3"
2'-6" 2'-0"
3'-9" 3'-0"
2'-5" 2'-0"
3'-8" 2'-10"
3'-2" 2'-5"
4'-9" 3'-8"
3'-0" 2'-3"
4'-4" 3'-4"
4'-0" 3'-0"
5'-8" 4'-4"
4'-3" 3'-3"
6'-4" 5'-0"
5'-6" 4'-3"
8'-3" 6'-4"
4'10" 4'-0"
7'-3" 5'-7"
6'-4" 4'-10"
9'-5" 7'-3"
5'-5" 4'-2"
8'-2" 6'-3"
7'-1" 5'-5"
10'-8" 8'-2"
6'-1" 4'-8"
9'-1" 7'-0"
7'-10" 6'-1"
11'-10" 9'-1"
BRICK
VENEER 1" DIA x3" BRASS
OR SS BOLT
NOTE:
1. INSTALL BENCH MARK IN BRICK VENEER APPROX.
0'-6" ABOVE FINISHED GRADE, WHERE SHOWN
ON PLAN. OBTAIN ELEVATIONS AND FURNISH
THEM TO THE CONTRACTING OFFICER, TO THE
NEAREST 1/8 OF AN INCH. PRIOR TO FINAL
BUILDING ACCEPTANCE, OBTAIN AND FURNISH
AN ADDITIONAL SET OF BENCH MARK
ELEVATIONS TO THE CONTRACTING OFFICER.
5/8
STD HOOK TYP
DOUBLE CURTAIN
STD HOOK
2'-0" MIN
CORNER BARS SAME SIZE
AND SPACING AS HORIZ REINFCLASS A LAP
1'
- 0
TY
P
1/
2"
1' - 0"
TYP
1 1/2"
5/8" BASE PLATE HEAVY HEX NUT
STANDARD WASHER
NON-SHRINK GROUT
TOC
EL = SEE PLAN
1/
2"
TY
P
5"
PR
O J
0' -8
TACK WELD
(3) PLACE, TYP
BO BASEPLATE
SEE B6-S-201
FULLY THREADED RODS
ARE NOT PERMITTED
LEVELING NUT
NOTE:
5/16
HSS COL
PER PLAN
(4) 3/4" AB
SE
E
SC
HE
DU
LE
O
N B6
-S -1
SEE 9/B6-S-501 FOR FILL
REQUIREMENTS
VAPOR BARRIER, TYP
PERIMETER BEAM INTERIOR RIB
TIES - SEE PLAN, TYP
#4 x 15" 42"
AT 6" OC
TY
PI
CA
L
RI
B
DE
PT
H
SEE
NOT FORMED
F.F.
EL.= SEE PLAN
WATER BARRIER, TYP
NOTE: SEE SHEET B6-S-101 FOR REINFORCING SCHEDULE.
SEE PLAN
PLAN
COLUMN PER PLAN
BASE PL PER 18/B6-S-501PLAN
SEE
SEE
PLAN
SLOPE
T.O.S.
EL. 100'-0"
1"
RIB REINF - TOP AND BOTT
SEE PLAN, TYP
ENLARGED FOOTING PAD
AT COLUMN BEYOND.
SEE FOOTING SCHED.
SLAB REINF
SEE PLAN
COMPACTED
SELECT CLAY
BACKFILL
FLOOR SLAB
SHEAR KEY
CJ IN RIB
(BEYOND)
RIB BEYOND
1/8" TOOLED JOINT AT
EXPOSED CONCRETE
SURFACES (SLAB ONLY)
2" KEY
SLAB AND TOP RIB
REINFORCEMENT
BOTTOM RIB REINFORCEMENT
NOTE: FLOOR SLAB AND RIB REINFORCEMENT LAPS SHALL BE CLASS B.
6" K
EY
L
O
CA
TE
D
AT
M
ID
D
EP
TH
R
IB
6" CAPILLARY
WATER BARRIER
POLYETHYENE
VAPOR BARRIER
T
T
3/ 4"
6'-0" COMPACTED
SELECT LEAN
CLAY FILL
6" CAPILLARY
WATER BARRIER
POLYETHYLENE
VAPOR BARRIER
REINF. CONTINUOUS
ACROSS JOINT
(T= SLAB THICKNESS)
SAWED JT
SEE DETAIL "A"
1/8" - 1/4" UNSEALED
9/16" - 3/4" SEALED
SEALANT
(IF REQUIRED)
DETAIL "A"
1/8" RADIUS TOOLED
JOINT (WHEN FORMED)
1/
2"
CL
R
NOTES:
1.
2.
3.
4.
5.
CORNER INTERSECTION
INTERIOR INTERSECTION
STD 90° HOOKS
(TYPICAL)
REINFORCING SHOWN APPLIES TO
TOP, BOTTOM AND INTERMEDIATE
BARS.
FOR REINFORCING, SEE PLAN.
SEE SPLICE TABLE REQUIREMENTS
ON THIS SHEET.
THE STANDARD 90° HOOKS ON
DIAGONAL AND TRANSVERSE RIB
REINFORCEMENT MAY BE VERTICAL
RATHER THAN HORIZONTAL.
THE HOOKED BARS SHOWN MAY BE
CHANGED TO HOOKED BENT BARS
THAT LAP WITH STRAIGHT BARS AT
THE CONTRACTOR'S OPTION.
STD 90° HOOKS
(TYPICAL)
SE
E
SC
HE
DU
LE
B 6-
S-
SEE 9/B6-S-501 FOR FILL
REQUIREMENTS
VAPOR BARRIER, TYP
PERIMETER BEAM INTERIOR RIB
TIES - SEE PLAN, TYP
TY
PI
CA
L
PE
RI
M
ET
ER
A
ND
IN
TE
RI
O R
RI
BS
RIB REINF - TOP AND BOTT
SEE PLAN, TYPICAL
NOT FORMED
SLAB REINF
SEE PLAN
F.F.
EL.= SEE PLAN
WATER BARRIER, TYP
NOTES:
1. SEE SHEET B6-S-101 FOR REINFORCING SCHEDULE.
2. REMOVE BRICK LEDGE AT SIM.
SEE PLAN
COMPACTED
SELECT LEAN
CLAY BACKFILL
BRICK VENEER
SEE: ARCH DWGS CMU WALL
SEE PLAN FOR
SIZE AND REINF
8"
GROUT
SEE PLAN SEE PLAN
PLAN
SEE
#4 x 15" 42"
AT 6" OC
8"
1/ 2"
2' -6
42"
#4 x 15"
AT 6" O.C.
RIBBED MAT SLAB
SEE PLAN FOR REINF.
SLOPET.O. CONC. AT EDGE
EL. VARIES
(2) #5 TOP
AND BTM. TYP.
#4 AT 6" O.C. E.W.
42" #4 x 24"
AT 6" O.C.
(2) #5 EQUALLY
SPACED
F.F. BLDG. SLAB
EL. VARIES
SEE PLAN
SEE PLAN
SEE PLAN
SAW CUT
JOINT
RIBBED MAT SLAB
SEE PLAN FOR REINF.
NOTE:
SEE PLAN
TYP.
9"
CMU PARTITION
WALL PER ARCH
PLAN
(6) #4
SLAB REINF,
SEE PLAN
6"
4' - 0" 3"3"
MATCH WALL REINF
SIZE AND SPACING
WALL REINF
#4 @ 12" OC LA
P
SP
LI
C E
2'
- 0
2' SELECT CLAY CAP
PI = 20 TO 40
5% MIN
SLOPE
(E) GRADE
LEVEL PER
CIVIL DWG
REMOVE 6' OF EXISTING
MATERIAL AND REPLACE
WITH SELECT LEAN CLAY
FILL PER GEOTECH REPORT
PROVIDE ADDITIONAL
SELECT LEAN CLAY FILL
AS REQUIRED TO BRING
BUILDING PAD UP TO
PROPER ELEVATION.
(E) MATERIAL
SLOPE EXCAVATION
AT A 1 TO 1 SLOPE
2'-0"
15 MIL PVC/HDPE SHEATHING.
ATTACH SHEATHING TO
FOUNDATION WITH MASTIC
NOTE:
WHERE FLAT WORK EXTENDS OUT
FROM MAT FOUNDATION, CLAY CAP
AND SHEATHING IS NOT REQUIRED.
SEE GEOTECHNICAL REPORT.
10'-0"
PE
R
G
SN
LA
P
SP
LI
CE
DOWELS TO
MATCH WALL
REINF
NO PIPE SHALL INTERRUPT
RIB REINF.
PIPE SHALL NOT BE
PLACED UNDER COLUMN
FOOTING.
D = SLEEVE DIAMETER.
TRENCH FOR PIPE PARALLEL
TO FTG SHALL BE LOCATED
SO THAT FTG WILL NOT BE
UNDERMINED
1'-6" MIN
BACKFILL
PER SPECS
POUR JT
M
IN4"
M
IN6"
"D
MIN
"D" + 1'-6"
SLEEVE PER SPECIFICATIONS
= PIPE DIAMETER + 2"
NO EXCAVATION
ALLOWED BELOW
THIS LINE
PLACE CONC FILL
AROUND SLEEVES
BEFORE POURING
RIBS.ELEVATION
SECTION
4"
3"
RI
B
SH
AL
L
BE
S
TE
PP
ED
SO
T
HA
T
CO
NC
F
IL
L
DO
ES
N O
T
EX
CE
ED
'-0
"CONC FILL
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le:
Pl ot d at e:
Fi le na r N o.
DE
SI
G N
FI
LE
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
L
AC
KL
AN
D
AF
B, T
EX
AS
AI
RM
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IN
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PL
EX
W
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AI
RM
EN
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IN
IN
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C O
M
PL
EX
(A
TC
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1 2 3 4 5
D
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B
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PL
S0
7R
D
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A
1 2 3 4 5
/3
/2
7:
:4
PM
/3
/2
7:
:4
PM
J.
W
EA
VE
R
M . L
O W
E
P . F
I N
LE
Y
B6-S-501
TY
PI
CA
L
CO
NC
RE
TE
D
ET
AI
LS
W
G
-1 8-
R -0
D
EC
DR
AW
IN
G
N
UM
BE
R:
L A
-0
N.T.S.1 REINFORCING BAR BENDING DETAIL
N.T.S.2 SPLICE TABLE - GENERAL
N.T.S.5 BENCH MARK DETAIL
N.T.S.6
TYPICAL REINFORCING AT
INTERSECTIONS OF FOOTING
AND BEAMS
N.T.S.18 TYPICAL ANCHOR BOLT AND BASE PLATE
N.T.S.8 RIBBED MAT FOUNDATION SECTION AT COLUMN
N.T.S.16 RIBBED MAT CONSTRUCTION JOINT (CJ)
N.T.S.17 RIBBED MAT SAW CUT JOINT (SJ)
N.T.S.7 TYPICAL RIB REINFORCEMENT
N.T.S.11 RIBBED MAT FOUNDATION SECTION AT CMU WALL
N.T.S.13 CONCRETE STOOP SECTION
1" = 1'-0"15
TYPICAL THICKENED SLAB BELOW
CMU PARTITION WALL
N.T.S.9 RIBBED MAT FOUNDATION SECTION AT COLUMN
N.T.S.14 CMU WALL DOWELS
N.T.S.19 PIPE AT RIBS
1 1/2 0 1 2
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
12/04/17
W
G
R
BOND BM REINF
TO BE CONT
THROUGH
CONTROL JOINTS
REINF AND
GROUT 4 CELLSREINF AND
GROUT 3 CELLS
REINF. AND
GROUT 4 CELLS
REINF. AND
GROUT 3 CELLS
8"
VERT
JAMB
BARS
MASONRY
DOWEL (TYP)
#5 BOTTOM
HORIZ BARS
REINFORCMENT AROUND
WALL OPENINGS
CONTROL
JOINT
MASONRY DOWEL (TYP)
OPENING W/LINTEL
BOND BEAM COMBINATION
CONT REINF
THRU CJ
(SEE NOTES)
TYPICAL WALL PIER
"NORMAL" REINF
TYPICAL CONTROL
JOINT
FIN. FLR. LINE
LINTEL
REINF
ROOF DIAPHRAGM
BOND BEAM
#5 DOWELS x
TYP AT EA VERT BAR
8"
ADDNL
#5 BARSLINTEL
BAR
EXTERIOR WALL
INTERSECTION
LINTEL
BARS
TYPICAL LINTEL DETAIL
CMU ABOVE
REINF, SEE CMU
LINTEL SCHEDULE 10/B6-S-502
WALL REINF, SEE
LEGEND ON PLAN
SHEAR REINF
VERTICAL
MORTAR JOINT
FACTORY FABRICATED
TEE JOINT REINF
EVERY OTHER
COURSE, TYP
FACTORY FABRICATED
CORNER SECTION OF
HORIZONTAL JOINT
REINFORCEMENT
VERTICAL
REINFORCEMENT
IN GROUTED
CELLS, TYP
CONCRETE
MASONRY
WALL, TYP
CONT HORIZ
JOINT REINF,
TYP
WHEN LAP IS IN
GROUTED CELL, TYP
W
HE
N
LA
P
IS
IN
M
O
RT
O R
BE
D, TY
P
(2) #5 VERTICAL REINF.
EACH SIDE OF OPENING
MASONRY
OPENING
OPENING
MASONRY
UNO
UNO
(1) #5 VERTICAL REINF
EACH SIDE OF OPENING
SASH UNITS
W/ 2 LAYERS WALL REINF. W/ 1 LAYER WALL REINF.
8"
BREAK SHELL FOR
FLOW OF GROUTOPEN END
BLOCK
(3) #5
VERT MIN
RAKE JOINT 3/4" AT
EXTERIOR FACE WITH
MJA SEALANT. (TYP, SEE
CAULKING AND SEALANT
SPECS.)
REINFORCED CELLS
EACH SIDE OF
CONTROL JOINT
(STOP LONGITUDINAL
WIRES)
LADUR TYPE JOINT
REINFORCING (TYP)
CORNER
VERT WALL
REINF, RE:
PLAN
TYPICAL REINF. AT ENDS OF WALLS AND AT OPENINGS
TYPICAL CONTROL JOINT TYPE
OPENINGS 2'-0" OR…
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