06_ATC5_Drawings_-_Vol._IV_08NOV17.pdf
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LACKLAND AIR FORCE BASE
SAN ANTONIO, TEXAS
PROJECT NUMBER MPLS 083737R5
CONTRACT NO.
AIRMEN TRAINING COMPLEX - WEST CAMPUS
AIRMEN TRAINING COMPLEX 5 (ATC5)
VOLUME IV
WEAPONS CLEANING PAVILION 5
SOLICITATION NO. W9126G18R0010
DATED: OCTOBER 2017
LACKLAND DRAWING NO:LA 13 - 0013
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ARCHITECTURAL
B5-A001 ABBREVIATIONS, SYMBOLS AND MATERIALS LEGEND
B5-A101 LIFE SAFETY PLAN
B5-A102 FLOOR PLAN, REFLECTED CEILING PLAN, ROOF PLAN
B5-A103 TRASH ENCLOSURE
B5-A201 EXTERIOR ELEVATIONS
B5-A301 BUILDING SECTIONS
B5-A302 WALL SECTIONS, WALL TYPES AND DETAILS
B5-A303 DETAILS
B5-A401 ENLARGED PLAN AND ELEVATIONS
B5-A601 DOOR SCHEDULE, SIGNAGE AND DETAILS
B5-A602 INTERIOR FINISH SCHEDULE AND SELECTIONS
STRUCTURAL
B5-S001 GENERAL NOTES
B5-S002 GENERAL NOTES AND ABBREVIATIONS
B5-S101 FLOOR AND ROOF FRAMING PLANS
B5-S102 TRASH ENCLOSURE FOUNDATION
B5-S201 FRAMING ELEVATIONS
B5-S501 TYPICAL CONCRETE DETAILS
B5-S502 TYPICAL MASONRY DETAILS
B5-S503 TYPICAL FRAMING DETAILS
B5-S504 FRAMING DETAILS
PLUMBING
B5-P101 PLUMBING LEGEND AND PLANS
B5-P601 PLUMBING SCHEDULES, DETAILS AND ISOMETRICS
MECHANICAL
B5-M100 HVAC LEGEND, FLOOR PLAN AND SCHEDULES
ELECTRICAL
B5-E001 ELECTRICAL SYMBOLS AND ABBREVIATIONS
B5-E101 ELECTRICAL PLANS
B5-E501 ELECTRICAL DETAILS AND SCHEDULES
B5-E502 LIGHTNING PROTECTION, GROUNDING AND MISCELLANEOUS DETAILS
DRAWING INDEX
VOLUME IV
SHEET INDEX VOLUME IV
Sheet Number Sheet Name
B5-G001a DRAWING INDEX VOLUME I
B5-G001b DRAWING INDEX VOLUME II
B5-G001c DRAWING INDEX VOLUME III
B5-G001d DRAWING INDEX VOLUME IV
B5-G002 WEST CAMPUS PLAN
N o
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XXXXXXXXXXXXXXXXXXXXXX
X
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S
EXISTING PEDESTRIAN BRIDGE
X X
X X
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WCP6
BUS DROP-OFF
PARKING
LUKE BLVD
DRILL PAD
EXERCISE
PAD NO.1
1/4 MILE TRACK
ATC6
EXERCISE
PAD NO.2
EXERCISE
PAD NO.3
CONSTRUCTION WORK
ZONE FENCE
UTILIDOR
FUTURE CONSTRUCTION
ROAD AND FENCE (NIC)
20' WIDE EMERGENCY
VEHICLE DRIVE
ATC6 CONSTRUCTION
ACCESS ROAD
DCF3
ATC5
DRILL PAD
ATC5 CONSTRUCTION
ACCESS ROAD
DCF3 CONSTRUCTION
ACCESS ROAD
CONSTRUCTION
WORK ZONE
FENCE
TIRE WASH
STATION
CONSTRUCTION ACCESS ROAD
TRAILERSTRAILER
CONSTRUCTION
YARD
FEMOYER ST.
C O
N S
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N
A
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CONSTRUCTION
WORK ZONE
FENCE
CONSTRUCTION WORK
ZONE FENCE
DETENTION
POND
A5
EXERCISE
PAD NO.1
1/4 MILE TRACK
EXERCISE
PAD NO.2
EXERCISE
PAD NO.3
LUKE BLVD
BUS DROP-OFF
PARKING
C A
R S
W E
L L
A
V E
M E
T Z
G E
R
D
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E
EXISTING PERIMETER
FENCE
BLDG.
BLDG.
BLDG.
EISA POND
A5
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DETENTION POND 2
A6
EISA POND
A6
DETENTION
POND 1
A6
WEAPONS CLEANING
PAVILION 5 LOCATION
EB1
WCP5
UTILIDOR
B5-G002
W E
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100' 200'0SCALE: 1" = 100'
WEST CAMPUS PLAN
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US Army Corps of Engineers
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96322
JOHN PR HOLLAND II
THE SEAL APPEARING ON THIS
DOCUMENT WAS AUTHORIZED
BY JOHN PR HOLLAND II
P.E. 96322 ON 11OCT17
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 2009 , 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. PROCEED WITH BACKFILLING OPERATIONS IN A
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.
GRAVITY LOADS IN ACCORDANCE WITH UFC 3-301-01, 31 JANUARY 2012, LOAD
ASSUMPTIONS FOR BUILDINGS UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS
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
WIND IMPORTANCE FACTOR
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:
OCCUPANCY 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.
14.
17.
16.
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. IT IS THE CONTRACTORS
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)
FILL
ALL FILL PLACED UNER RIBBED MAT SLABS SHALL BE NON-EXPANSIVE FILL
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.
OTHER STRUCTURES AND IBC, INTERNATIONAL BUILDING CODE 2009.
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 100 PSF 2000 LB
V = 90 MPH
I = 1.0 (CATEGORY 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 2009 * 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.
A)
REINFORCED CONCRETE
1.
2.
3.
4.
CONSTRUCTION JOINTS (C.J.) SHALL BE PLACED IN LANES THRU SLABS AND BEAMS AND
SAW CUT JOINTS IN SLABS PERPENDICULAR TO THE LANES AT THE SPACING SHOWN ON THE
FOUNDATION PLANS.
NON-EXPANSIVE FILL SHALL MEET THE REQUIREMENT OF TEXAS DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATION FOR BASE COURSE, ITEM 247, TYPE A.
GRADE 1 OR 2.
15.
STRUCTURAL MASONRY REF. NOTE 8
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
AND EM 385-1-1.
RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL SAFETY REQUIREMENTS
SAFE AND UNIFORM MANNER. SEE SPECIFICATIONS FOR REQUIREMENTS.
1.
EXTERIOR MECHANICAL CONNECTIONS SHALL BE CAPABLE OF RESISTING A MINIMUM OF
4 INCH OF BOTH VERTICAL AND HORIZONTAL MOVEMENT.
6.
REMOVE 6 FEET OF EXISTING MATERIAL AND REPLACE WITH NON-EXPANSIVE FILLB)
UNDER A 6 INCH CAPILLARY WATER BARRIER UNLESS NOTED OTHERWISE.
SCARIFY, MOISTEN, MANIPULATE, AND RECOMPACT THE UPPER 6 INCHES OFC)
EXISTING SUBGRADE EXPOSED AFTER EXCAVATION.
LIMITS OF BUILDING EXCAVATION SHALL EXTEND 5' FROM FOUNDATION PERIMETER.D)
BACKFILL EXCAVATED AREAS BEYOND THE LIMITS OF BUILDING FOOTPRINT WITHE)
COMPACTED CLAY BACKFILL MATERIAL.
ALL FILL PLACED AT AREAS BEYOND THE LIMITS OF THE BUILDING EXCAVATION SHALLF)
BE SELECT CLAY BACKFILL MATERIAL HAVING A LIQUID LIMIT OF 35 PERCENT OR
LESS AND A PLACTICITY INDEX OF NOT LESS THAN 8 NOR GREATER THAN 20 WHEN
TESTED IN ACCORDANCE WITH ASTM D 4318 AND CLASSIFYING AS CL IN
ACCORDANCE WITH ASTM D 2487.
ALL FILL SHALL BE PLACED IN CONTROLLED LIFTS NOT EXCEEDING 8 INCHES ING)
LOOSE THICKNESS AND COMPACTED TO NOT LESS THAN 95 PERCENT MAXIMUM
DENSITY ACCORDING TO ASTM D 1557, METHOD D.
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.
BOLTS IN CONCRETE: MINIMUM EMBEDMENT SHALL BE PER IBC TABLE 1912.2, BUT NOT
LESS THAN 7-INCHES UNLESS NOTED OTHERWISE.
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/B5-S501, 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.
12.
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
CONSTRUCTUION 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
FOR BUILDING, 9 FEBRUARY 2012, ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND
SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS,
LACKLAND AIR FORCE BASE, TEXAS, BY CESWF-EC-G, U.S. ARMY CORPS OF ENGINEERS,
FORT WORTH DISTRICT", DATED MARCH, 2014.
1.
X X
Sheet reference number
Sheet
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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.
METHOD PER CODE SECTION 2105.2.2.1 OR PRISM TESTING PER CODE SECTION 2105.2.2.2.
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"
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
EW
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
PT
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 FACE
ADJACENT JOIST
AMERICAN INSTITUTE OF JOINT
KING POST
ALTERNATE LEDGER
AMERICAN PLYWOOD LOCATION
LIGHTWEIGHT
ARCHITECTURAL/ARCHITECT MATERIAL
MAXIMUMALLOWABLE STRESS DESIGN
AMERICAN SOCIETY FOR MACHINE BOLT
MECHANICAL
AMERICAN WOOD PRESERVERS MANUFACTURER
MINIMUM
MISCELLANEOUSAMERICAN WELDING SOCIETY
BOTTOM METAL
BLOCK NOT IN CONTRACT
BLOCKING NUMBER
BELOW NEAR SIDE
BEAM NOT TO SCALE
BOUNDARY 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 PRESSURE TREATED
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
SPECIFICATIONDIMENSION
SQUAREDOWN
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
EACH WAY 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
GSN GENERAL STRUCTURAL NOTES
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"
FF FIELD FASTENER
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 n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
LA
CK
LA
ND
A
FB
, 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
5) W
CP
X X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
0X X
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:2
AM
J.
W
EA
VE
R
M . L
O W
E
P.
F
IN
LE
Y
B5-S002
GE
NE
RA
L N
OT
ES
A
ND
A
BB
RE
VI
AT
IO
NS
O C
T
O C
T
N o.
D es cr ip tio n D
.O .N o.
A ct io n D at e
10/11/1710/11/17
W
G
R
A B
'-0
'-0
'-0
'-0
'-0
50'-0"
B5-S2013
B5-S201
B5-S201
B5-S201
6" THICK SLAB
REINF. w/ #4 AT 6" O.C. E.W.
T.O.S. EL= 100'-0"
UNO
EQ
EQ
EQ
EQ
5'- 0"
5'- 0"
5'- 0"
5'- 0"
5'- 0"
6'-6"
C.J.
C.J.
C.J.
C.J.
C.J.
S.
J.
S.
J.
S.
J.
S.
J.
EQ EQ
6'-6"
6'-6"6'-6"
EQ
EQ
EQ
EQ
EQ
EQ
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB1GB1GB1GB1
GB1GB1
GB1
GB1
GB1
GB1GB1GB1
GB1
GB1GB1GB1GB1
GB1GB1GB1
GB1
GB1GB1GB1GB1
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB
GB3GB3 GB3GB3
GB3GB3GB3GB3
7'-0"7'-0"
4'- 1"8"
8"
8"8"
GB1
GB2 GB2GB2GB2
GB2 GB2GB2GB2
GB2
GB2
GB2
GB2
GB2GB2
7'-1 3/4" 10'-6"
B5-S501
TYP.
SLOPE
SL
OP
E
SLOPE
BM BM
BM
BMBMBM
BM
BM
B5-S501
B5-S501
SIM.
TYP.
EQ EQ
4'- 1"
100' - 0"
99'-11"
100' - 0"
99' - 11" 99' - 11"
100' - 0"
99'-11"
99'-11
100' - 0"
100' - 0"
SL
OP
E
SL
OP
E
8'-0"
8'- 0"
8'-0"
8'- 8"
8"
100' - 0"
HSS5x5x1/4
TYP.
3 7/8" 3 7/8"
CL COLUMNCL COLUMN
B5-S501
TOC
TOC
TOC
TOC TOC
TOC
TOC
TOC
TOC
TOC
SLO
PE SLOPE
F1 F1
F1 F1
F1 F1
A B
50'-0"
1 1/2" TYPE B 20 GA
STEEL ROOF DECK
SLOPE 4:12 PER 1/B5-S503
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
TYP.
2'-0"TY
P.
2'-
0"
B5-S504
B5-S504
B5-S504 4
B5-S504
B5-S504
B5-S504
B5-S504
B5-S504
B5-S504
B5-S504
B5-S504
TYP.
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
'-0
'-0
'-0
'-0
'-0
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
B5-S504
B5-S504
SLOPESLOPE
LL
V, T
YP
B5-S504
C8X11.5 C8X11.5
HSS10X4X3/16
HSS10X4X3/16
1'- 0" 16
B5-S504
HSS20X8X5/8
EQ
EQ
EQ
EQ
EQ
EQ
B5-S504
HSS20X8X5/16
FRAME
TYP.
FRAME
FRAME
B5-S504
B5-S504
1'- 0"
FRAME
TYP.
LEGEND:
12" CMU WALL PARTIALLY GROUTED
W/ #5 @ 48" O.C. (VERTICAL), E.F.
W/ 9 GA JOINT REINF. @ 16" O.C. (HORIZONTAL)
8" CMU WALL PARTIALLY GROUTED
W/ #5 @ 48" O.C. (VERTICAL) CENTERED
W/ 9 GA JOINT REINF. @ 16" O.C. (HORIZONTAL)
C.J.- INDICATES A CONSTRUCTION JOINT, SEE 16/B5-S501
S.J.- INDICATES A SAW CUT JOINT, SEE 17/B5-S501
NOTES:
1. SEE SHEET B5-S501, B5-S502, B5-S503 FOR TYPICAL DETAILS NOT
REFERENCED.
2. FOR RIBBED MAT SLAB FOUNDATION NOTES, SEE B5-S001 & B5-S501
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
NONEXPANSIVE AND SHALL BE COMPACTED TO NOT
LESS THAN 95% MAXIMUM DENSITY ACCORDING TO ASTM
D 1557, METHOD D.
B. REMOVE 6'-0" OF EXISTING MATERIAL AND REPLACE WITH
NONEXPANSIVE FILL UNDER THE 6-INCH CAPILLARY
WATER BARRIER.
6. FOR SLAB SLOPE INFORMATION NOT SHOWN, RE: ARCH.
7. B.M. = APRROXIMATE BENCH MARK LOCATION, SEE 5/B5-S501.
8. FOR ADDITIONAL SLAB REINFORCING BARS REQUIRED FOR
GROUNDING USE A706 REINFORCING, SEE 4/B5-E502.
RIB REINFORCING SCHEDULE
TYPE
GB1
GB2
1'-6" x 3'-0" DEEP
LONGITUDINAL REINF.
(3) #9 TOP, (4) #9 BTM
SHEAR REINF.
#3 STIRRUPS AT 12" O.C.
NOTE:
HEAVIEST REBAR MAY BE CONTINUOUS IN LIEU OF LAP SPLICE AT CONTRACTOR'S OPTION.
DIMENSION W x D
(4) #9 TOP, (4) #9 BTM #3 STIRRUPS AT 10" O.C.
GB3 (4) #9 TOP, (6) #9 BTM #3 STIRRUPS AT 10" O.C.
2'-0" x 3'-0" DEEP
2'-6" x 3'-0" DEEP
FOOTING SCHEDULE
'X'
TYPE 'A' TYPE 'B'
TYPE
DIM. "X" (MIN.)
'A' 'B'
3'-0"
SEE 8/B5-S501 FOR
MORE INFO, TYP.
3'-0"F1
REINF.
#5 @ 6" O.C., E.W.
TOP AND BOT.
'X
'X'
'X
'X'
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 n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
LA
CK
LA
ND
A
FB
, 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
5) W
CP
X X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
0X X
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:3
AM
J.
W
EA
VE
R
M . L
O W
E
P.
F
IN
LE
Y
B5-S101
FL
OO
R
AN
D
RO
OF
F
RA
MI
NG
P
LA
NS
O C
T
O C
T
B5-S101
1FOUNDATION PLAN
B5-S101
2ROOF FRAMING PLAN
8'0 4' 16'
SCALE:1/8"=1'-0"
8'0 4' 16'
SCALE:1/8"=1'-0"
N
PLAN
NORTH
N
TRUE
NORTH
N
PLAN
NORTH
N
TRUE
NORTH
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e
10/11/1710/11/17
W
G
R
6' OF COMPACTED FILL
PER SOILS REPORT
1'-6"
1'- 6"
M
IN
MI
N.3"
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
1'
- 0
CONCRETE CURB 6" MIN., 8" MAX.
VARIES TO MAINTAIN PANEL
(2) #6 CONT.
T.O. CURB/
B.O. PANEL
100'-6"
ROUGHEN SURFACE
TO 1/4" AMPLITUDE
CLR.
2"
T.O.W. = 106'-6"
PRECAST CANTILEVERED
PANEL
WIND
q=+44.4 PSF
SERVICE LOAD
T.O.C. = 100'-0"
FENCE POST
RE: ARCH DWGS
3/4" PL w/ (4) 1/2" DIA.
EPOXY AB EMBED. 4"COORD
WELD SIZE
w/ FENCE
SUPPLIER
1 1/2" 1 1/2" 1 1/2"
1 1/2"
1 1 /2"
1 1 /2"
1 1 /2"
1 1 /2"
3/4" PL W/ (6)
1/2" DIA. EPOXY
AB EMBED 4"
FENCE POST
RE: ARCH DWGS
1 1 /2"
1 1 /2"
1 1 /2"
1 1 /2"
1 1 /2"
1 1 /2"
1 1/2" 1 1/2" 1 1/2"
1 1/2"
COORD WELD
SIZE w/
FENCE
SUPPLIER
'-0
15'-4 1/2"
RE: ARCH. FOR
TOP OF WALL
ELEVATION
4 1/2"
FENCE POST
RE: ARCH DWGS
TYP. RE: 8/B5-S102
FOR BASE PLATE
100'-0"
B5-S102
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/B5-S102
TRASH ENCLOSURE PRE-CAST PANELS
RE: ARCH DWGS ASSUMED TO BE 10"
THICK. PRECAST MANUFACTURER TO
DETERMINE ACTUAL THICKNESS SEE
4/B5-S102 FOR LOADING
18" SLAB W/ #6 @ 15" O.C.
TOP AND BOTTOM EACH WAY
T.O. SLAB
SLOPE
99-10"
100'-0"
T.O. SLAB
2'-0 1/8"
'-6
3/ 8"
6'- 2 3
/4"
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 n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
LA
CK
LA
ND
A
FB
, 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
5) W
CP
X X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
0X X
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:3
AM
J.
W
EA
VE
R
A.
G
AR
BE
R
P.
F
IN
LE
Y
B5-S102
TR
AS
H
EN
CL
OS
UR
E
FO
UN
DA
TI
ON
O C
T
O C
T
B5-S102
3TAPPERED EDGE AT MAT FND
B5-S102
4TRASH ENCLOSURE SCREEN WALL
SCALE:1"=1'-0"
1' 2' 2' 4'0 1'
SCALE:1/2"=1'-0"
SCALE:3/4"=1'-0"
0 1' 2' 3'
B5-S102
8CORNER POST BASE PLATE
B5-S102
9CENTER POSTS BASE PLATE
1' 2'0 6"
SCALE:1-1/2"=1'-0"
1' 2'0 6"
SCALE:1-1/2"=1'-0"
B5-S102
TRASH ENCLOSURE FOUNDATION
PLAN
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e
10/11/1710/11/17
W
G
R
23 1456
4'-4" 12'-0"
CONTROL JOINTS, TYP.
TOP OF HSS 10x4
100'-0"
TOP OF CONCRETE
12'-0" 4'-4"7'-4"
HSS 10x4, TYP.
HS
S
5x 5, T
YP
110'-0"
TOP OF 8" CMU
110'-0"
B.O. BASE P
100'-1 1/2"
L
FLOOR PLAN
100' - 0"
TOP OF 8" CMU
110' - 0"
AB
GROUND FLOOR
100' - 0"
TOP OF 12" CMU
118' - 4"
CONTROL JOINT, TYP
9'-4" 6'-0"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.
TOP OF 8" CMU
110' - 0"
A B
GROUND FLOOR
100' - 0"
TOP OF 12" CMU
118' - 4"
5'-4"
CONTROL JOINT,
TYP
9'-4"9'-4"10'-0"12'-0"4'-0"
2 31 4 5 6
CONTROL JOINTS, TYP
4'-4" 12'-0" 7'-4" 12'-0" 4'-4"
40'-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"
B.O. BASE P
100'-1 1/2"
L
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 n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
LA
CK
LA
ND
A
FB
, 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
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IN
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C O
M
PL
EX
(A
TC
5) W
CP
X X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
0X X
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:4
AM
J.
W
EA
VE
R
M . L
O W
E
P.
F
IN
LE
Y
B5-S201
FR
AM
IN
G
EL
EV
AT
IO
NS
O C
T
O C
T
B5-S201
3EAST ELEVATION
B5-S201
2NORTH ELEVATION
B5-S201
1SOUTH ELEVATION
B5-S201
4WEST ELEVATION
4' 8'0 2'
SCALE:1/4"=1'-0"
4' 8'0 2'
SCALE:1/4"=1'-0"
4' 8'0 2'
SCALE:1/4"=1'-0"
4' 8'0 2'
SCALE:1/4"=1'-0"
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e
10/11/1710/11/17
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
4"
2 1/ 2"
1/2
6db*OR3" MIN.
D' db
1/2
5" db
6d b
5"
4db MIN.
OR 2 1/2"
1/2 db 12 2 db
5" db U.
N.
O.
180° HOOK 90° HOOK
STANDARD HOOKS
2' - 5"
30 DIA IN CONCRETE
40 DIA IN MASONRY
2'-0" MIN. U.N.O.
TYP. COMPRESSION LAP SPLICE
NOTE:
FOR TENSION SPLICE
SEE 2/B5-S501
BAR SIZE
#3 THRU #8
#9 THRU #11
#14 THRU #18
6d 8d
10d
1/2
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 S.S. 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 1/2"
5/8
STD HOOK TYP
CORNER BARS SAME SIZE AND
SPACING AS HORIZ REINF
DOUBLE CURTAIN
STD HOOK
CLASS A LAP
2'-0" MIN.
1' - 0"
1'- 0"
TY
P.
1 1 /2"
1'-0"
TYP.
1 1/2"
5/8" BASE PLATE
HEAVY HEX NUT
STANDARD WASHER
NON-SHRINK GROUT
T.O.C.
EL.= SEE PLAN
1 1 /2"
1/
2"
TY
P.
7 1 /2"5"
PR
OJ
0'-
8"
TACK WELD
(3) PLACE, TYP.
B.O. BASEPLATE
SEE B5-S201
FULLY THREADED RODS
ARE NOT PERMITTED
LEVELING NUT
NOTE:
1'
- 2
1/ 2"
5/16
HSS COL
PER PLAN
(4) 3/4" AB
SE
E
SC
HE
DU
LE
ON
B 5-
S1
SEE 9/B5-S501 FOR FILL
REQUIREMENTS
VAPOR BARRIER, TYP.
PERIMETER BEAM INTERIOR RIB
TIES - SEE PLAN, TYP.
#4 x 15" 42"
AT 6" O.C.
TY
PI
CA
L
RI
B
DE
PT
H
RIB REINF. - TOP AND BTM.
SEE PLAN, TYP.
SEE
NOT FORMED
SLAB REINF.
SEE PLAN
F.F.
EL.= SEE PLAN
WATER BARRIER, TYP.
NOTE: SEE SHEET B5-S101 FOR REINFORCING SCHEDULE.
SEE PLAN
ENLARGED FOOTING PAD
AT COLUMN BEYOND.
SEE FOOTING SCHED.
PLAN
COMPACTED
SELECT CLAY
BACKFILL
COLUMN PER PLAN
BASE PL PER
18/B5-S501
SEE P LA N
SEE
PLAN
SLOPE
RE:
T.O.S.
EL. 100'-0"
1 1 /2"
1"
PLAN
FLOOR SLAB
POLYETHYLENE
VAPOR BARRIER
SHEAR KEY
C.J. 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
OC
AT
ED
AT
M
ID
-D
EP
TH
R
IB
6" CAPILLARY
WATER BARRIER
T
T 3/ 4"
6" CAPILLARY
WATER BARRIER
6'-0" COMPACTED
NON-EXPANSIVE FILL
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
POLYETHYLENE
VAPOR BARRIER
1'
- 2
1/
2"
CL
R.
FOR REINFORCING, SEE PLANS
THE HOOKED BARS SHOWN MAY BE
THE STANDARD 90° HOOKS ON DIAGONAL
SEE SPLICE TABLE REQUIREMENTS
REINFORCING SHOWN APPLIES TO TOP,
LAP WITH STRAIGHT BARS AT THE
CONTRACTOR'S OPTION.
CHANGED TO HOOKED BENT BARS THAT
MAY BE VERTICAL RATHER THAN
AND TRANSVERSE RIB REINFORCEMENT
ON THIS SHEET.
BOTTOM AND INTERMEDIATE BARS.
HORIZONTAL.
2.
5.
4.
3.
NOTES:
1.
STD. 90 HOOKS
(TYPICAL)
STD. 90 HOOKS
(TYPICAL)
CORNER INTERSECTION
INTERIOR INTERSECTION
SE
E
SC
HE
DU
LE
B 5-
S1 01 .
6'-0" COMPACTED NON-
EXPANSIVE FILL (TYP.)
VAPOR BARRIER, TYP.
PERIMETER BEAM INTERIOR RIB
TIES - SEE PLAN, TYP.
TY
PI
CA
L
PE
RI
ME
TE
R
AN
D
IN
TE
RI
OR
R
IB
S
RIB REINF. - TOP AND BTM.
SEE PLAN, TYP
NOT FORMED
SLAB REINF.
SEE PLAN
F.F.
EL.= SEE PLAN
WATER BARRIER, TYP.
NOTES:
1. SEE SHEET B5-S101 FOR REINFORCING SCHEDULE.
2. REMOVE BRICK LEDGE AT SIM.
SEE PLAN
COMPACTED
SELECT 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" O.C.
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" O.C.
LA
P
SP
LIC
E
2'- 0"
2' SELECT
CLAY CAP
5% MIN. SLOPE
(E) GRADE LEVEL
PER CIVIL DWG.
1" REMOVE 6' OF EXISTING
MATERIAL AND REPLACE
WITH NON-EXPANSIVE FILL
PER GEOTECH REPORT
PROVIDE ADDITIONAL
NON-EXPANSIVE FILL AS
REQUIRED TO BRING
BUILDING PAD UP TO
PROPER ELEVATION.
(E) MATERIAL
SLOPE EXCAVATION AT
A 1 TO 1 SLOPE
2' - 0"
2'-0"
PE
R
GS
N
LA
P
SP
LIC
E
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.
MI
N.4"
MI
N .6"
"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"
1'
- 4
RIB SHALL BE STEPPED
SO THAT CONC. FILL
DOES NOT EXCEED 3'-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 n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
LA
CK
LA
ND
A
FB
, 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
5) W
CP
X X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
0X X
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:4
AM
J.
W
EA
VE
R
M . L
O W
E
P.
F
IN
LE
Y
B5-S501
TY
PI
CA
L C
ON
CR
ET
E
DE
TA
ILS
O C
T
O C
T
SCALE: N.T.S. B5-S501
1REINFORCING BAR BENDING DETAIL
SCALE: N.T.S. B5-S501
2SPLICE TABLE - GENERAL SCALE: N.T.S. B5-S501
5BENCH MARK DETAIL
SCALE: N.T.S. B5-S501
TYPICAL REINFORCING AT INTERSECTIONS
OF FOOTING AND BEAMS
SCALE: N.T.S. B5-S501
18TYPICAL ANCHOR BOLT AND BASE PLATE
SCALE: N.T.S. B5-S501
RIBBED MAT FOUNDATION SECTION
AT COLUMN
SCALE: N.T.S. B5-S501
16RIBBED MAT CONSTRUCTION JOINT (C.J.)
SCALE: N.T.S. B5-S501
17RIBBED MAT SAW CUT JOINT (S.J.)
SCALE: N.T.S. B5-S501
7TYPICAL RIB REINFORCEMENT
SCALE: N.T.S. B5-S501
RIBBED MAT FOUNDATION SECTION
AT CMU WALL
SCALE: N.T.S. B5-S501
13CONCRETE STOOP SECTION
B5-S501
TYPICAL THICKENED SLAB
BELOW CMU PARTITION WALL
SCALE: N.T.S. B5-S501
RIBBED MAT FOUNDATION SECTION
AT COLUMN
SCALE: N.T.S. B5-S501
14CMU WALL DOWELS
SCALE: N.T.S. B5-S501
19PIPE AT RIBS
SCALE:1"=1'-0"
1' 2'
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e
10/11/1710/11/17
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
" C
MU
8"
C
MU
TYP. AT EA. VERT. BAR
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 C.J.
(SEE NOTES)
TYPICAL WALL PIER
"NORMAL" REINF.
TYPICAL CONTROL
JOINT
FIN. FLR. LINE
LINTEL
REINF.
ROOF DIAPHRAGM
BOND BEAM
"#5 DOWELS x
8"
ADDNL.
#5 BARS
LINTEL
BAR
EXTERIOR WALL
INTERSECTION
LINTEL
BARS
TYPICAL LINTEL DETAIL
CMU ABOVE
REINF. SEE CMU
LINTEL SCHEDULE 10/B5-S502
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
MO
RT
OR
B
ED
, T
YP
(2) #5 VERTICAL REINF.
EACH SIDE OF OPENING
MASONRY
OPENING
OPENING
MASONRY
U.N.O.
U.N.O.
(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…
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