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APPROVAL RECOMMENDED BY:
ON THIS SHEET.
OF ALL DRAWINGS IN THIS SET AS INDEXED
OFFICIAL RECOMMENDATION AND APPROVAL
SIGNATURES AFFIXED BELOW INDICATE
their employment as required by ER 1110-1-8152 appear on these project documents within the scope of signatures and registration designations of individuals of the U.S. Army Corps of Engineers. The initials or
This project was designed by the Fort Worth District
CHIEF, ENGINEERING BRANCH DATE
US ARMY CORPS
OF ENGINEERS
Ft. Worth District
FALFURRIAS HWY 281 CHECKPOINT
FALFURRIAS, TEXAS
F A
L F
U R
R
IA
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A S
F A
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IA
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X A
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BORDER PATROL SERVICE
VOLUME TWO OF FIVE
V O
L U
M E
T W
O
F
IV
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SOLICITATION NO. W9126G-14-R-0053
S O
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PN: 335335 FY14
DATED: APRIL 20 2015
J A
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NUMBER
SEQUENCE
SHEET
D e s ig n e d b y
D ra w n b y
R e v ie w e d b y
S u b m it te d b y
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Fort Worth District of Engineers
US Army Corps
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NUMBER
IDENTIFICATION
SHEET
INDEX OF DRAWINGS
TITLE / DESCRIPTION
NUMBER
IDENTIFICATION
SHEET
TITLE / DESCRIPTION
DESIGNED BY: DENNIS MICHAEL KELLEY
STRUCTURAL
ARCHITECTURAL
ADMINISTRATION CHECKPOINT BUILDING (CONTINUED)
INTERIORS
V O
L U
M E T
W O I
N D
E X O
F D
R A
W
IN
G S
G-004
ELECTRICAL
ADMINISTRATION CHECKPOINT BUILDING
FIRE PROTECTION
MECHANICAL
AFA601
AFA101
AF501
AF101
FIRE ALARM RISER DIAGRAM
FIRE ALARM PLAN
FIRE PROTECTION DETAILS
ADMINISTRATION BLDG. FIRE PROTECTION FLOOR PLAN
C
M A
C K
C
M A
C K
C
M A
C K
ADMINISTRATION CHECKPOINT BUILDING-COVER SHEET
VOLUME TWO INDEX OF DRAWINGS
VOLUME TWO COVER SHEET
AS521
AS513
AS512
AS511
AS502
AS501
AS312
AS311
AS302
AS301
AS201
AS111
AS101
AS007
AS006
AS005
AS004
AS003
AS002
AS001
CONCRETE INSULATED PANEL DETAILS
ROOF FRAMING DETAILS III
ROOF FRAMING DETAILS II
ROOF FRAMING DETAILS I
FOUNDATION DETAILS II
FOUNDATION DETAILS I
ROOF FRAMING SECTIONS II
ROOF FRAMING SECTIONS I
FOUNDATION SECTIONS II
FOUNDATION SECTIONS I
FRAMING ELEVATIONS
FRAMING PLAN
FOUNDATION PLAN
GENERAL NOTES & DETAILS VI
GENERAL NOTES & DETAILS V
GENERAL NOTES & DETAILS IV
GENERAL NOTES & DETAILS III
GENERAL NOTES & DETAILS II
GENERAL NOTES & DETAILS I
STRUCTURAL ABBREVIATIONS
ADMINISTRATION CHECKPOINT BUILDING-PERSPECTIVE VIEWS
ADMINISTRATION CHECKPOINT BUILDING-PERSPECTIVE VIEWS
ADMINISTRATION CHECKPOINT BUILDING-PERSPECTIVE VIEWS
ADMINISTRATION CHECKPOINT BUILDING-PARTITION PENETRATION DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WINDOW DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WINDOW DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WINDOW TYPES
ADMINISTRATION CHECKPOINT BUILDING-DOOR DETAILS
ADMINISTRATION CHECKPOINT BUILDING-DOOR SCHEDULE AND DETAILS
ADMINISTRATION CHECKPOINT BUILDING-PARTITION TYPES
ADMINISTRATION CHECKPOINT BUILDING-PARTITION TYPES
ADMINISTRATION CHECKPOINT BUILDING-CEILING DETAILS
ADMINISTRATION CHECKPOINT BUILDING-FIRST FLOOR REFLECTED CEILING PLAN
ADMINISTRATION CHECKPOINT BUILDING-GUTTER DETAILS
ADMINISTRATION CHECKPOINT BUILDING-ROOF DETAILS II
ADMINISTRATION CHECKPOINT BUILDING-ROOF DETAILS
ADMINISTRATION CHECKPOINT BUILDING-MILLWORK DETAILS
ADMINISTRATION CHECKPOINT BUILDING-PLAN DETAILS
ADMINISTRATION CHECKPOINT BUILDING-PLAN DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WALL DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WALL DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WALL DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WALL DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WALL DETAILS
ADMINISTRATION CHECKPOINT BUILDING-WALL SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-WALL SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-WALL SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-WALL SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-BUILDING LONGITUDINAL SECTION
ADMINISTRATION CHECKPOINT BUILDING-BUILDING LONGITUDINAL SECTION
ADMINISTRATION CHECKPOINT BUILDING-BUILDING LONGITUDINAL SECTION
ADMINISTRATION CHECKPOINT BUILDING-BUILDING CROSS SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-BUILDING CROSS SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-BUILDING CROSS SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-BUILDING CROSS SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-INTERIOR ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-INTERIOR ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-INTERIOR ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-CONCRETE TILT-UP PANEL ENLARGED ELEVATIONS AND DETAILS
ADMINISTRATION CHECKPOINT BUILDING-CONCRETE TILT-UP PANEL ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-CONCRETE TILT-UP PANEL ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-EAST AND WEST ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-NORTH AND SOUTH ELEVATIONS
ADMINISTRATION CHECKPOINT BUILDING-DOCUMENT INSPECTION AREA
ADMINISTRATION CHECKPOINT BUILDING-PROCESSING COUNTER DETAILS
ADMINISTRATION CHECKPOINT BUILDING-ENLARGED CORE PLANS
ADMINISTRATION CHECKPOINT BUILDING-ENLARGED CORE PLANS
ADMINISTRATION CHECKPOINT BUILDING-TILT-UP PANEL - FLOOR PLAN
ADMINISTRATION CHECKPOINT BUILDING-ROOF PLAN
ADMINISTRATION CHECKPOINT BUILDING-AIR BARRIER SCHEMATIC PLAN AND SECTIONS
ADMINISTRATION CHECKPOINT BUILDING-FLOOR PLAN AT CLERESTORY
ADMINISTRATION CHECKPOINT BUILDING-FLOOR PLAN STC RATINGS
ADMINISTRATION CHECKPOINT BUILDING-FIRST FLOOR DIMENSION PLAN
ADMINISTRATION CHECKPOINT BUILDING-FIRST FLOOR PLAN
ADMINISTRATION CHECKPOINT BUILDING-FIRE RESISTIVE DIAGRAM
ADMINISTRATION CHECKPOINT BUILDING-EGRESS PLAN
ADMINISTRATION CHECKPOINT BUILDING-PROJECT DATA
ADMINISTRATION CHECKPOINT BUILDING-ABBREVIATIONS
ARCHITECTURAL (CONTINUED)
ADMINISTRATION CHECKPOINT BUILDING-MONUMENT SIGN
AA803
AA802
AA801
AA701
AA607
AA606
AA605
AA604
AA603
AA602
AA601
AA520
AA501
AA406
AA405
AA404
AA401
AA331
AA330
AA324
AA323
AA322
AA321
AA320
AA313
AA312
AA311
AA310
AA307
AA306
AA305
AA304
AA303
AA302
AA301
AA212
AA211
AA210
AA205
AA204
AA203
AA202
AA201
AA121
AA120
AA111
AA110
AA108
AA107
AA106
AA105
AA104
AA103
AA102
AA101
AA100
AA002
AA001
AA804
AI603
AI602
AI601
AI503
AI502
AI501
AI202
AI201
AI103
AI102
AI101
SIGNAGE SCHEDULE
INTERIOR COLOR LEGEND
ROOM FINISH SCHEDULE
MISCELLANEOUS DETAILS
SIGNAGE DETAILS II
SIGNAGE DETAILS I
INTERIOR ELEVATIONS
RESTROOM ELEVATIONS
SIGNAGE FLOOR PLAN
FINISH FLOOR PLAN
FURNITURE FLOOR PLAN
AMI308
AMI307
AMI306
AMI305
AMI304
AMI303
AMI302
AMI301
AMI002
AMI001
AM-901
AM-601
AM-501
AM-401
AM-101
AM-001
AP-902
AP-901
AP-601
AP-501
AP-402
AP-401
AP-101
AP-001
HVAC CONTROLS
HVAC CONTROLS
HVAC CONTROLS
HVAC CONTROLS
HVAC CONTROLS
HVAC CONTROLS
HVAC CONTROLS
HVAC CONTROLS
POINTS SCHEDULE INSTRUCTIONS
CONTROLS LEGEND
HVAC ISOMETRIC
MECHANICAL SCHEDULES
MECHANICAL DETAILS
MECHANICAL ROOM PLANS
HVAC PLAN
MECHANICAL GENERAL NOTES AND LEGENDS
RISER DIAGRAM - WASTE AND VENT
RISER DIAGRAM - DOMESTIC HOT & COLD WATER
PLUMBING SCHEDULES
PLUMBING DETAILS
ENLARGED PLUMBING PLAN - WASTE
ENLARGED PLUMBING PLAN - HOT & COLD WATER
PLUMBING PLAN
PLUMBING LEGEND AND GENERAL NOTES
AEY604
AEY603
AEY602
AEY601
AEY504
AEY503
AEY502
AEY501
AEY104
AEY103
AEY102
AEY101
AEY001
AET602
AET601
AET501
AET101
AEP704
AEP703
AEP702
AEP701
AEP601
AEP401
AEP102
AEP101
AEL503
AEL502
AEL501
AEL101
AEG601
AEG501
AEG101
AE-001
INTERCOMMUNICATION SYSTEM RISER DIAGRAM
VIDEO SURVEILANCE SYSTEM RISER DIAGRAM
INTRUSION DETECTION AND DURESS SYSTEM RISER DIAGRAM
ACCESS CONTROL SYSTEM RISER DIAGRAM
SECURITY DETAILS 2
SECURITY DETAILS 1
DOOR ACCESS CONTROL DETAILS 2
DOOR ACCESS CONTROL DETAILS 1
INTERCOMMUNICATION SYSTEM PLAN
VIDEO SURVEILANCE SYSTEM PLAN
INTRUSION DETECTION SYSTEM PLAN
ACCESS CONTROL SYSTEM PLAN
SPECIAL SYSTEMS LEGEND
TELECOMMUNICATION RISER DIAGRAM 2
TELECOMMUNICATION RISER DIAGRAM 1
TELECOMMUNICATION DETAILS
TELECOMMUNICATION PLAN
PANEL SCHEDULES 4
PANEL SCHEDULES 3
PANEL SCHEDULES 2
PANEL SCHEDULES 1
POWER RISER DIAGRAM
ENLARGED TELECOMM AND SECURITY ROOMS
MECHANICAL POWER PLAN
POWER PLAN
LIGHTING DETAILS 3
LIGHTING DETAILS 2
LIGHTING DETAILS 1
LIGHTING PLAN
GROUNDING RISER DIAGRAM
LIGHTNING PROTECTION DETAILS
LIGHTNING PROTECTION PLAN
ELECTRICAL LEGEND
G-004
G-003
AG001
1 2 3 4 5
D
C
B
A
US Army Corps of Engineers ®
D
C
B
A
FORT WORTH DISTRICT
G A
G
1 -
FALFURRIAS, TEXAS
FALFURRIAS HWY 281 CHECKPOINT
PN335335 FY2014
April 20, 2015
CUSTOMS AND BORDER PROTECTION
ADMINISTRATION CHECKPOINT BUILDING
MAP DATA © GOOGLE, INEGI
SOLICITATION NUMBER: W9126G-14-R-0053
STRUCTURAL ABBREVIATIONS
A.F.F. ABOVE FINISHED FLOOR
ALT. ALTERNATE
ACI AMERICAN CONCRETE INSTITUTE
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERING
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
A.B. ANCHOR BOLT
ARCH ARCHITECT, ARCHITECTURAL
@ AT (MEASUREMENT)
BM BEAM
BRG BEARING
B.F.F. BELOW FINISHED FLOOR
B.O.B. BOTTOM OF BEAM
B.O.D. BOTTOM OF DECK
B.O.F. BOTTOM OF FOOTING
B.P. BRACING ANCHOR POINT
BLDG BUILDING
C.I.P. CAST IN PLACE
C.J.P. COMPLETE JOINT PENETRATION
COL COLUMN
C.L. CENTERLINE
C.L.B. CENTERLINE OF BEAM
C.L.C. CENTERLINE OF COLUMN
C.L.F. CENTERLINE OF FOOTING
C.L.W. CENTERLINE OF WALL
CLR CLEAR
CONC. CONCRETE
CJ. CONTROL OR CONSTRUCTION JOINT
CMU CONCRETE MASONRY UNIT
CONN CONNECTION
CONT. CONTINUOUS
D.L. DEAD LOAD
DBL DOUBLE
DIA. DIAMETER
DIM DIMENSION
DN DOWN
DOC DOCUMENT
DTL DETAIL
DWG(S) DRAWING(S)
E EXISTING
ELEV. (EL.) ELEVATION
E.O.S. EDGE OF SLAB
EQ EQUAL
EQUIP. EQUIPMENT
EXP. ANC. EXPANSION ANCHOR
EXP. JT (E.J.) EXPANSION JOINT
E.W. EACH WAY
E.F. EACH FACE
F.F. FINISHED FLOOR
F.O.S. FACE OF STEEL
F.O.W. FACE OF WALL
F.S. FAR SIDE
FT. FOOT, FEET
GA GAGE
GALV. GALVANIZED
G.S.N. GENERAL STRUCTURAL NOTES
GLB(GLULAM) GLUE-LAMINATED BEAM
G.B. GRADE BEAM
HAS WELDED HEADED ANCHOR STUD
HDG HOT DIPPED GALVANIZED
HORIZ. HORIZONTAL
H.S.B. HIGH-STRENGTH BOLT (ASTM A325)
I.F.W. INSIDE FACE OF WALL
IJ ISOLATION JOINT
JST JOIST
k KIP OR KIPS klf KIPS PER FOOT ksf KIPS PER SQUARE FOOT kcf KIPS PER CUBIC FOOT k ft KIP FOOT
L.L. LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
L.W. LONG WAY
MFR('S) MANUFACTURER('S)
MCJ MASONRY CONTROL JOINT
MAX. MAXIMUM
MECH MECHANICAL
MBMA METAL, BUILDING MANUFACTURERS' ASSOCIATION
MPH MILES PER HOUR
MIN. MINIMUM
M.C. MOMENT CONNECTION
N.T.S. NOT TO SCALE
N.S. NEAR SIDE
O.C. ON CENTER
OCEW ON CENTER EACH WAY
OCEF ON CENTER EACH FACE
O.F.W. OUTSIDE FACE OF WALL
OPP OPPOSITE
lb(s) POUND(S) plf POUNDS PER FOOT psf POUNDS PER SQUARE FOOT pcf POUNDS PER CUBIC FOOT lb ft POUND FOOT
P.C. PRECAST CONCRETE
PREFAB PREFABRICATED
P.E.J. PREFABRICATED EXPANSION JOINT
PEMB PRE-ENGINEERED METAL BUILDING
PT. POINT
REINF REINFORCING
REQ'D, (REQ) REQUIRED
S.J. SAW JOINT
SCHD. SCHEDULE
SIM SIMILAR
SOG SLAB-ON-GRADE
SQ SQUARE
STD STANDARD
SSMR STANDARD SEAM METAL ROOF
SJI STEEL JOIST INSTITUTE
SP SPACING
S.W. SHORT WAY
T.L. TOTAL LOAD
T&B TO AND BOTTOM
T.O. TOP OF
T.O.B. TOP OF BEAM
T.O.B.P. TOP OF BEARING PLATE
T.O.C. TOP OF CONCRETE
T.O.D. TOP OF DECK
T.O.F. TOP OF FOOTING
T.O.L. TOP OF LEDGER
T.O.M. TOP OF MASONRY
T.O.P. TOP OF PLATE
T.O.S. TOP OF STEEL
T.O.W. TOP OF WALL
TYP TYPICAL
UFC UNIFORM FACILITIES CRITERIA
U.O.N. UNLESS OTHERWISE NOTED
VERT. VERTICAL
W.P. WORKING POINT
W.W.F. WELDED WIRE FABRIC
w/ WITH w/o WITHOUT
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
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US Army Corps of Engineers ®
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1. USE AIR-ENTRAINED 4000psi NORMAL WEIGHT CONCRETE FOR FLOOR SLAB
(FOOTING, PILASTERS, CONTINUOUS FOOTINGS, SLABS, ETC.) U.O.N.
2. CONCRETE REINFORCEMENT SHALL CONFORM WITH ASTM A 615 GRADE 60.
3. REINFORCEMENT LAP SPLICES AND EMBEDMENT LENGTHS SHALL CONFORM
TO TABLE A, CLASS B, CASE 2 LENGTHS SHOWN ON THIS DRAWING.
4. CONCRETE COVER OVER REINFORCEMENT SHALL CONFORM TO THE
MINIMUMS REQUIRED BY TABLE B ON THIS DRAWING.
5. REINFORCEMENT DETAILING AND PLACEMENT SHALL CONFORM TO ACI 318
AND ACI SP-66.
6. MECHANICAL EQUIPMENT PADS ON FLOOR SLABS SHALL BE 4" THICK (MIN) AND
REINFORCED WITH #4'S AT 12" ON CENTER (MAX) EACH WAY, UNLESS OTHERWISE
NOTED.
7. SUBSTITUTION OF EXPANSION OR DRILLED AND GROUTED-IN ANCHORS FOR
EMBEDDED ANCHORS SHOWN ON THE DRAWINGS WILL NOT BE PERMITTED.
9. THE STRUCTURE SHALL NOT BE CONSIDERED TO BE STABLE DURING
CONSTRUCTION UNTIL ALL ELEMENTS ARE IN PLACE AND CONNECTED. THE
CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY CONSTRUCTION
BRACING REQUIRED.
10. SEE SPECIFICATIONS FOR REQUIRED USE OF RECYCLED MATERIALS, STEEL
FRAMING, LIGHT GAGE STEEL FRAMING AND METAL DECK SHALL CONTAIN A
MINIMUM OF 20 PERCENT RECYCLED CONTENTS. ADDITIONALLY, A MINIMUM
OF 10 PERCENT REGIONAL MATERIAL SHALL BE USED IN THE PROJECT. A
MATERIAL OBTAINED WITHIN 500 MILES RADIUS FROM THE PROJECT SITE IS
CONSIDERED AS REGIONAL MATERIAL.
11. CONTRACTOR TO ESTABLISH AND OBSERVE A MATERIALS ACQUISITION
PLAN THAT WILL OBTAIN NO FEWER THAN FOUR (4) LEED-NC V2009 ("v3.0")
POINTS FROM THE COMBINED TOTALS EARNED IN CATEGORIES MR2, MR4,
AND MR5, AND ANY CONSEQUENT ID POINTS ASSOCIATED WITH CATEGORY
ACHIEVEMENTS.
12. EXPANSION JOINT FILLER SHALL BE NON-EXTRUDING PREMOLDED MATERIAL
COMPOSED OF FIBERBOARD IMPREGNATED WITH ASPHALT CONFORMING TO
THE REQUIREMENTS OF ASTM D1751 UNLESS NOTED OTHERWISE.
CAST-IN-PLACE CONCRETE NOTES
GENERAL STRUCTURAL NOTES
PRE-CAST CONCRETE WALL NOTES
1. ALL PANELS SHALL BE CAST WITH OUTSIDE FACE OF WALL PANEL DOWN,
UNLESS OTHERWISE NOTED.
2. CASTING BED FOR PANELS SHALL BE COATED WITH AN APPROVED BOND
BREAKING COMPOUND IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS.
3. AT THE CONTRACTOR'S OPTION, PANELS MAY BE CAST ON SITE OR SHOP
FABRICATED.
4. WALL PANEL CONSTRUCTION SHOWN HAS BEEN DESIGNED ON THE BASIS OF
GRAVITY AND WIND LOADS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE
DESIGN REQUIREMENTS FOR LIFTING OF PANEL IN PLACE AND TEMPORARY
SHORING, TEMPORARY SHORING SHALL REMAIN IN PLACE UNTIL LATERAL
BRACING AND WALL PANELS ARE PROPERLY CONNECTED TO THE BUILDING
FRAME, AND THE WALL PANEL HAS DEVELOPED A MINIMUM COMPRESSIVE
STRENGTH OF 4000 PSI.
5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR REVEALS, REGLETS,
OPENINGS AND ALL EMBEDDED ITEMS NOT SHOWN ON STRUCTURAL
DRAWINGS, WHICH ARE TO BE PROPERLY POSITIONED BEFORE CASTING
PANELS.
6. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED FINISHES.
7. ALL CAST-IN-PLACE CONCRETE NOTES SHALL APPLY TO THIS SECTION
UNLESS OTHERWISE NOTED HEREIN.
8. CONCRETE PANELS SHALL BE INSULATED (SANDWICH) WITH 6" THICK
CONCRETE ON INTERIOR SIDE. REFER TO ARCHITECTURAL AND MECHANICAL
DRAWINGS FOR THICKNESS OF INSULATION AND THICKNESS OF EXTERIOR
SIDE OF PANEL. INSULATION SHALL BE CONTINUOUS THROUGHOUT AND
EXTENDS TO EDGE OF PANEL IN ALL DIRECTIONS, U.O.N.
9. 28 DAYS COMPRESSIVE STRENGTH OF THE CONCRETE FOR THE PANELS
SHALL BE 5000psi.
BAR
SIZE
BAR
DIAMETER
(in.)
CLASS B LAP (in.)
TOP BAR OTHER BARS
CASE 1 CASE 2
TOP BAR OTHER BARS
CASE 1 CASE 2CASE 1 CASE 2 CASE 1 CASE 2
22 32 17 25 28 42 22 32 29 43 22 33 37 56 29 43
0.375 0.500 0.625 0.750 0.875 1.000 1.128 1.270
1.410 101
196 101
DEVELOPMENT AND
CLASS A LAP (in.)
1. TABLE A PRESENTS TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS BASED ON ACI318, SECTION 12.2.2.
2. CLASS A LAP LENGTHS APPLY WHEN BAR LAPS ARE STAGGERED TO LAP HALF OR FEWER BARS AT THE SAME LOCATIONS OR WHEN BARS ARE LAPPED AT A LOCATION WHERE THE REINFORCEMENT AREA PROVIDED IS AT LEAST TWICE THAT REQUIRED.
3. CLASS B LAP LENGTHS APPLY WHEN MORE THAN HALF THE BARS ARE SPLICED AT A LOCATION OF MAXIMUM STRESS IN THE BARS.
4. CASE 1 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER EQUAL TO OR GREATER THAN THE BAR DIAMETER, CLEAR BAR SPACING EQUAL TO OR GREATER THAN THE BAR DIAMETER AND WITH STIRRUPS OR TIES NOT LESS THAN THE CODE MINIMUM THROUGH OUT THE LENGTH IN THE TABLE; AND FOR OTHER ELEMENTS WITH CONCRETE COVER EQUAL TO OR GREATER THAN TWO TIMES THE BAR DIAMETER AND CLEAR SPACING NOT LESS THAN TWO TIMES BAR DIAMETER.
5. CASE 2 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER LESS THAN THE BAR DIAMETER, OR CLEAR BAR SPACING LESS THAN THE BAR DIAMETER; AND FOR OTHER ELEMENTS WITH CONCRETE COVER LESS THAN THE BAR DIAMETER
OR CLEAR BAR SPACING LESS THAN TWO TIMES THE BAR DIAMETER.
6. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF CONCRETE IS CAST BELOW THE REINFORCEMENT.
7. MULTIPLY LENGTHS SHOWN BY 0.87 FOR 4,000 psi CONCRETE.
8. MULTIPLY LENGTHS SHOWN BY 1.3 FOR LIGHTWEIGHT AGGREGATE CONCRETE.
9. MULTIPLY LENGTHS SHOWN BY 1.3 FOR EPOXY-COATED BARS.
fy = 60,000 psi, f'c = 3,000 psi (see notes)
TABLE A - REINFORCEMENT TENSION LAPS AND DEVELOPMENT
DESCRIPTION SINGLE LAYER
TWO LAYERS
REMARKS
SLAB
BEAMS
OTHER
ON GRADE
OF RIBBED MATS
SUPPORTED
ON CARTON FORMS
ON CONCRETE
ON METAL DECK
FORMED GRADE BEAMS
IN RIBBED MATS
ABOVE GRADE
JOISTS
SPOT FOOTINGS
COLUMNS AND PLINTHS
DESCRIPTION
1 1/2" FROM TOP
TOP BOTTOM
CENTERED
CENTERED
3/4"
3/4"
3/4"
3"
3/4"
1 1/2"
SIDE TOP BOTTOM
1 1/2"
1 1/2"
1 1/2" 1 1/2"
1 1/2" 1 1/2"
1 1/2"
2"
3"
3/4" 3/4"
2"
3"
1 1/2"
3/4"
3"
1 1/2" WHEN EXPOSED TO
WEATHER
T/4 (1 1/2"<T/4 <2 1/2")
T = SLAB THICKNESS2
3 2" FOR #6 AND LARGER OR
EXPOSED TO EARTH
4 3" IF CAST ON EARTH
2" FOR #6 AND LARGER WHEN
EXPOSED TO WEATHER
5 5
1 1
NOTE: UNLESS OTHERWISE NOTED ON DRAWINGS, CONCRETE COVER OVER PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS SHALL COMPLY WITH LISTED VALUES. COVER SHALL COMPLY WITH REQUIREMENTS OF ACI 318 FOR ELEMENTS NOT DESCRIBED.
3/4" FROM BOTTOM
1 1/2" FROM BOTTOM
WALLS INTERIOR FACES
EXTERIOR EXPOSED FACES
CENTERED
CENTERED
3/4"
1 1/2"
TABLE B
CONCRETE COVER (in) FOR CAST-IN-PLACE
NON-PRESTRESSED CONCRETE FOR BUILDINGS
1 1
1. STRUCTURES SHOWN ON DRAWINGS AS PRE-ENGINEERED METAL BUILDINGS SHALL
BE A MANUFACTURER'S STANDARD PREFABRICATED METAL STRUCTURE OF THE
APPROXIMATE INSIDE AREA SHOWN EXCEPT AS NOTED. COLUMNS OR RIGID FRAMES
SHALL BE SPACED AS SHOWN ON PLANS, HOWEVER, MINOR VARIATIONS MAY BE
PERMITTED (SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER), BUT OVERALL
DIMENSIONS SHALL REMAIN AS SHOWN ON PLANS. MINIMUM WEB THICKNESS OF
COLUMNS OR RIGID FRAMES SHALL BE 3/16". FINAL COLUMN POSITIONS/ORIENTATIONS
TO BE DETERMINED BY P.E.M.B. MANUFACTURER AND SHALL BE COORDINATED WITH
ARCH. DRAWINGS.
2. THE STRUCTURE SHALL BE DESIGNED & FABRICATED ACCORDING TO THE CONTRACT
SPECIFICATION, AISC, MBMA, AND AISI LATEST SPECIFICATIONS. THE DIMENSIONAL
TOLERANCES OUTLINED IN THE AWS CODE UNDER WORKMANSHIP & THE TOLERANCES
APPLICABLE TO HOT ROLLED STEEL UNDER THE AISC "STANDARD MILL PRACTICE" SHALL
BE REQUIRED IN THE FABRICATION OF THE STEEL BUILDING FRAMES.
3. A COMPLETE DESIGN ANALYSIS SHOWING ALL CALCULATIONS FOR THE RIGID FRAMES,
GIRTS, PURLINS, JOISTS, X-BRACING, FRAMING REQUIRED AROUND DOORS, AND
STRUCTURAL ITEMS SHOWN ON THIS SHEET IN 'NOTES TO PRIME CONTRACTOR' AND
LAYOUT OF ANCHOR RODS AND OTHER EMBEDDED ITEMS SHALL BE SUBMITTED FOR
APPROVAL WITH ALL THE MAIN MEMBERS, TYPICAL CONNECTIONS (SHOWING BOLT
HOLES AND WELDS), AND ERECTION DRAWINGS.
4. THE STRUCTURES SHALL BE DESIGNED TO SUPPORT ALL MECHANICAL EQUIPMENT
INCLUDING HEATERS, SPRINKLERS, EXHAUST SYSTEMS & ALL OTHER ITEMS NEEDED
OR INDICATED IN THE CONTRACT DRAWINGS. ADDITIONAL GIRTS, JOISTS, OR PURLINS
SHALL BE ADDED TO ACCOMMODATE THESE LOADS.
5. DESIGN LOADS SHALL CONFORM WITH LIVE LOADS, WIND LOAD AND SEISMIC LOAD
PARAMETERS GIVEN IN THE GENERAL NOTES PLUS COLLATERAL DEAD FROM
MECHANICAL EQUIPMENT, CEILING, AND SPRINKLERS (HOWEVER NOT LESS THAN
NOTED UNDER GENERAL NOTES) AS APPLICABLE. LOAD COMBINATIONS AND DESIGN
STRESSES SHALL COMPLY WITH AISC SPECIFICATIONS FOR STRUCTURAL STEEL
BUILDINGS.
6. RIGID FRAME ANCHOR RODS SHALL BE DESIGNED AND FURNISHED BY THE
CONTRACTOR. ANCHOR RODS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER
FOR THE FRAME REACTIONS FURNISHED BY THE METAL BUILDING MANUFACTURER
AND SHALL BE SUBMITTED FOR APPROVAL. BASE REACTIONS OF MOMENT FRAMES
AND ALL OTHER COLUMNS SHALL BE BASED ON PINNED CONNECTIONS AT THE
FOUNDATION. A MINIMUM OF FOUR (4) ANCHOR RODS SHALL BE PROVIDED AT EACH
COLUMN.
7. THE PRE-ENGINEERED METAL BUILDING SUPPLIER SHALL VERIFY FOUNDATION FOR
ACTUAL REACTIONS. FOUNDATIONS SHOWN SHALL BE THE MINIMUM REQUIRED AND
ANY NECESSARY REVISIONS TO THE FOUNDATION SHALL BE DONE AT NO ADDITIONAL
COST TO THE GOVERNMENT.
8. REFER TO SPECIFICATION 13 34 19 (PREENGINEERED METAL BUILDINGS) FOR
COLLATERAL (MECH/ELEC) LOADS, AND OTHER REQUIREMENTS. LATERAL
DEFLECTION OR DRIFT AT THE ROOF LEVEL SHALL BE LESS THAN H/240, WHERE H IS
BUILDING EAVE HEIGHT, UNDER FULL WIND PRESSURE (NO REDUCED WIND LOAD IS
ALLOWED).
PRE-ENGINEERED METAL BUILDING NOTES
DESIGN CRITERIA
GOVERNING BUILDING CODES:
INTERNATIONAL BUILDING CODE (IBC) 2012
ASCE 7-10
ACI 318-11
AISC 14TH EDITION
AISC 360-10
MBMA/MBSM 2006
AISI 2007
SDI 2004
SJI 2007
1. DESIGN LOADS:
DEAD LOADS: ACTUAL LOAD OF MATERIAL
MIN. ALLOWANCE FOR MECHANICAL & MISC. 7PSF
LIVE LOADS:
ROOF - 20PSF
ADMINISTRATION BUILDING FLOOR LOAD - 150PSF
STORAGE BUILDING FLOOR LOAD - 150PSF
WIND LOAD: (ASCE 7-10)
BASIC WIND SPEED - 135MPH
IMPORTANCE FACTOR - 1.0
WIND DRIFT LIMIT h/240
SEISMIC LOADS: (IBC 2012)
0.2 SEC. SPECTRAL ACCELERATION Ss - 0.084g
1 SEC. SPECTRAL ACCELERATION S1 - 0.020g
SITE CLASS - D
SITE COEFFICIENT Fa - 1.6 SITE COEFFICIENT Fv - 2.4
0.2 SEC. SPECTRAL RESPONSE Sds - 0.090
1 SEC. SPECTRAL RESPONSE Sd1 - 0.030
SEISMIC DESIGN CATEGORY - A
OCCUPANCY CATEGORY - II
IMPORTANCE FACTOR, I - 1.0
SNOW LOADS:
GROUND SNOW LOADS Pg - 0
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
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TU
R
AL
S
EC
TI
O
N
2"
'-0
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
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K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
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C H
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KP
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T
BU
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DI
N G
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P R
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W
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R -0
Fort Worth District
N . A
LM
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AS002
G
EN
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A
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S I
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SLAB TOP
RIB REINF.
FLOOR SLAB
SHEAR KEY
10 MIL
VAPOR
BARRIER
RIB BOTTOM REINF.
C.J. IN RIB
NOTE: FLOOR SLAB AND RIB REINFORCEMENT LAPS SHALL BE
CLASS B.
5/8" x 3/4" DEEP JOINT SEALANT OR
1/8" TOOLED JOINT AT EXPOSED
CONCRETE SURFACE (SLAB ONLY)
AT
M
ID
-D
EP
TH
R
IB
6" K
EY
L
O C
AT
ED
2" KEY INTERSECTIONCORNER INTERIOR INTERSECTION
NOTES:
1. REINFORCING SHOWN APPLIES TO TOP, BOTTOM, AND INTERMEDIATE BARS.
2. SEE TABLE "A", SHEET AS002, FOR SPLICE REQUIREMENTS.
3. THE STANDARD 90° HOOKS ON DIAGONAL AND TRANSVERSE RIB REINFORCEMENT MAY BE VERTICAL RATHER THAN HORIZONTAL.
4. THE HOOKED BARS SHOWN MAY BE CHANGED TO HOOKED BENT BARS THAT LAP WITH STRAIGHT BARS IN THE RIB AT THE CONTRACTOR'S OPTION.
STD. 90° HOOKS
(TYP.)
STD. 90° HOOKS
(TYP.)
STD. 90
HOOKS (TYP.)
NOTE: BACKFILL EACH SIDE OF RIB SIMULTANEOUSLY.
LEAVE TEMP. BACKFILL IN PLACE UNTIL SLAB IS PLACED.
OPTIMUM OBTAINABLE
EXCAVATION SLOPE. OR
IF STEEPER, SOME MEANS
OF STABILIZATION SUCH
AS SANDBAGS OR
PNEUMATICALLY PLACED
MORTAR MAY BE REQUIRED
FINISHED
GRADE
FORMED
SURFACE
FORMED
SURFACE
FINISHED
GRADE
6" CAPILLARY WATER
BARRIER (TYP.)
10 MIL. VAPOR BARRIER
H
B
TH
IC
KN
ES
S
R
EF
: F O
U N
D
AT
IO
N
PL
AN
F O
R S
LA
B a3" CLR.
a 3"
C
LR
H
B
OPTIONAL
HORIZONTAL
CONSTRUCTION
JOINT
CAST IN SCH 40 PVC PIPE
SLEEVE WHERE REQUIRED
FOR PLUMBING
PENETRATIONS COORDINATE
w/ PLUMBING
PROVIDE 2 - #4x30" LONG
ADDITIONAL EA. FACE OF
BEAM AT PLUMBING
PENETRATION
BOTTOM OF GRADE
BEAM OR FOOTING
NOTE:
PENETRATION ALLOWED ONLY IN MIDDLE 1/3 OF BEAM DEPTH.
BEAM SHALL BE DEEPENED AS NECESSARY TO MEET THIS
RELINQUISHMENT.
CONT. STEEL
CONT. STEEL
BEAM
PIPE SLEEVE
#4X30" LONG ALL
AROUND PENETRATION
(EACH FACE)
PIPE SLEEVE DETAIL
NOT TO SCALE
A
AS003
A
B 3" C
LE
AR
H TH
IC
KN
ES
S
R
EF
: F N
D N
PL
AN
F O
R
1- 1/
2" C
LE
AR
SEE FOUNDATION PLAN
FOR TYPICAL SLAB REINFORCING
AS004
SLAB NOT
SHOWN
FOR
CLARITY
RIBBED MAT SLAB FOUNDATION NOTES
1. FOUNDATION DESIGN IS BASED ON SOIL REPORT DATED FEBRUARY 2014 PREPARED
BY THE US ARMY CORPS OF ENGINEERS, FORT WORTH DISTRICT. REFER TO THE
FALFURRIAS, TEXAS U.S. BORDER PATROL CHECKPOINT (U.S. HIGHWAY 281)
FOUNDATION AND PAVEMENT DESIGN ANALYSIS REPORT FOR ADDITIONAL
INFORMATION.
2. DESIGN FOUNDATION BEARING PRESSURE (NET) 2000 PSF, REFER TO SOIL REPORT
FOR SITE PREPARATION AND MORE INFORMATION.
3. PLACE 6" CAPILLARY WATER BARRIER AND 10 MIL VAPOR RETARDER UNDER ALL
SLABS EXCEPT AS OTHERWISE NOTED.
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 PLAN.
5. COORDINATE WITH TABLE B ON SHEET AS002 FOR CONCRETE COVER
REQUIREMENTS.
6. CHECK FOUNDATION PLANS AND UNDERFLOOR PLUMBING PLANS FOR
APPROXIMATE LOCATION OF LINES AND SLEEVES THROUGH FOUNDATION SLABS.
GENERAL CONTRACTOR SHALL VERIFY LOCATION BEFORE CONCRETE PLACEMENT.
SLAB AND TOP
RIB REINF.
SLAB ON GRADE
SEE PLAN
RIB BEYOND
BOTTOM RIB
REINFORCEMENT
FIRST POUR SECOND POUR
CONSTRUCTION JOINT
SEE PLAN
CLASS B LAP SPLICE
RUN REINFORCEMENT
CONTINUOUS
IF SAW CUT JOINT
SEALANT SHALL BE FLUSH
WITH SURFACE OF SLAB
ASTM C 920 TYPE S,
GRADE P, CLASS 25, USE
T SEALANT (FOR SLABS
W/ FLOOR DRAINS)
(1 .5
T/
OR 1/2" +/- 1/8" SEALED
1/8" +/- 1/16" UNSEALED
SAWCUT CONTROL
JOINT SEE PLAN
SLAB ON GRADE
SEE PLAN
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N
2"
'-0
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
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AS003
G
EN
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A
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S
DE
T A
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S
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AL
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AT
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/1
4/
12" = 1'-0"AS003
1 RIBBED MAT CONSTRUCTION JOINT
12" = 1'-0"AS003
RIBBED MAT FOUNDATIONS - TYPICAL RIB
REINFORCEMENT
12" = 1'-0"AS003
OPTIONAL CONSTRUCTION DETAILS OF
EXTERIOR RIBS FOR RIBBED MAT
CONSTRUCTION
12" = 1'-0"AS003
4 TYPICAL GRADE BEAM PENETRATION DETAIL
12" = 1'-0"AS003
5 CONSTRUCTION JOINT (C.J.)
12" = 1'-0"AS003
6 CONTROL JOINT (S.J.)
1. UNLESS OTHERWISE SPECIFIED, HOT-ROLLED STEEL BUILDING MEMBERS USING
W-SHAPES SHALL BE ASTM A992, M-, S-, AND CHANNEL SHAPES ASTM A572
GRADE 50, SQUARE, RECTANGULAR & ROUND HSS SHAPES ASTM A 500 GRADE B,
ANGLES AND MISCELLANEOUS STIFFENER PLATES ASTM A36.
2. CONNECTIONS DESIGN SHALL BE THE CONTRACTOR'S RESPONSIBILITY. ALL SHEAR
CONNECTIONS NOT DETAILED OR OTHERWISE NOTED SHALL BE STANDARD AISC
WELDED OR AISC BOLTED CONNECTIONS AND SHALL HAVE SUFFICIENT CAPACITY
TO SUPPORT THE END REACTION EQUAL TO THE TOTAL UNIFORM LOAD CAPACITY
SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES IN PART 10 OF AISC STEEL
CONSTRUCTION MANUAL. CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL
ENGINEER AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION.
3. WELDING SHALL CONFORM WITH AWS D1.1 STRUCTURAL WELDING CODE. MINIMUM
WELD SIZE SHALL BE 3/16" CAPACITY U.O.N.
4. ALL BOLTS FOR BEAM CONNECTIONS SHALL BE ASTM A325N WITH A MINIMUM
DIAMETER OF 3/4" UNLESS OTHERWISE NOTED. ALL BOLTED CONNECTIONS SHALL
BE BEARING TYPE CONNECTIONS, UNLESS NOTED AS SLIP CRITICAL. WASHERS
SHALL BE INSTALLED UNDER NUTS OF FASTENERS WHEN REQUIRED BY THE
SPECIFICATION FOR STRUCTURAL JOINTS.
5. ALL ANCHOR RODS SHALL BE ASTM F1554, GRADE 36, UNLESS OTHERWISE NOTED.
6. STEEL ROOF DECK SHALL BE 1 1/2" DEEP WR 20 GA. THICKNESS. STANDARD METAL
DECKING SHALL BE ASTM A653 SQ. GRADE 33KSI MINIMUM WITH G90 GALVANIZED
COATING. DECKING SHALL BE CONTINUOUS OVER AT LEAST THREE (3) SPANS
MINIMUM WITH THE FOLLOWING MINIMUM PROPERTIES; I = .212 in^4, Sp = 0.234 in^3/ft, Sn = 0.247 in^3/ft.
7. SUBPURLINS SHALL BE DESIGNED TO SUPPORT LOADS SHOWN WITH LIVE
DEFLECTION LIMITED TO L/360 AND WITH TOTAL LOAD DEFLECTIONS LIMITED TO
L/240 (L IS CLEAR SPAN).
8. ALL SHELF ANGLES, STRUCTURAL ANGLES, EMBEDDED PLATES, STEEL LINTELS,
ETC. SUPPORTING MASONRY VENEER SHALL BE HOT DIP GALVANIZED, G-90. ALL
EXPOSED ANGLES, PLATES, ETC. SHALL BE HOT DIP GALVANIZED, G-90.
STEEL FRAMING NOTES
1. DESIGN, FABRICATION AND ERECTION OF JOISTS, JOIST EXTENSIONS, JOIST
SUBSTITUTES, AND JOIST GIRDERS SHALL CONFORM TO THE CURRENT SJI STANDARD
SPECIFICATIONS.
2. STEEL JOISTS, JOIST EXTENSIONS, JOIST SUBSTITUTES, AND JOIST GIRDERS SHALL BE
AS SHOWN ON THE PLANS FOR THE INDICATED SLOPES AND FOLLOWING CRITERIA:
A. ALL ROOF JOISTS, JOIST EXTENSIONS, JOIST SUBSTITUTES, AND JOIST GIRDERS ARE
DESIGNED FOR:
1. ROOF DEAD LOAD OF 20psf
2. ROOF LIVE LOAD OF 20psf WITH LIVE LOAD DEFLECTION LESS THAN L/360 AND WITH
TOTAL LOAD DEFLECTIONS LIMITED TO L/240 (L IS CLEAR SPAN).
3. GROSS UPLIFT PRESSURES ARE SHOWN ON SHEET AS004. FOR CALCULATING NET
UPLIFT VALUES, REDUCE BY 60 PERCENT OF THE ACTUAL DEAD LOAD (NOT
DESIGN DEAD LOAD).
4. ANY CONCENTRATED LOADS OVER 50lbs (COORDINATE WITH MANUFACTURER AND
PROVIDE DETAIL ON SHOP DRAWINGS) INCLUDING (BUT NOT LIMITED TO)
MECHANICAL EQUIPMENT.
B. THE TOP CHORDS OF THE ROOF JOISTS SHALL BE DESIGNED TO SUPPORT:
1. CONCENTRATED LOADS FROM THE ROOF SYSTEM.
2. 20psf LIVE LOAD.
3. WIND UPLIFT LOADS.
4. ANY CONCENTRATED LOADS OVER 50lbs (COORDINATE WITH JOIST MANUFACTURER
AND PROVIDE DETAIL ON SHOP DRAWINGS) INCLUDING (BUT NOT LIMITED TO)
MECHANICAL EQUIPMENT.
C. JOIST BRIDGING SHALL BE PROVIDED BY THE JOIST MANUFACTURER AS REQUIRED TO
ACCOMMODATE GRAVITY LOADING AND WIND UPLIFT.
D. JOISTS WITH INSTALLED SLOPES GREATER THAN 1/2" PER FOOT HAVE BEEN SELECTED
FROM THE STANDARD LOAD TABLE USING THE SLOPED SPAN LENGTH OF THE JOIST
AND COMPONENT DEAD AND LIVE LOADS NORMAL TO THE JOIST. THE COMPONENT OF
THE LOAD PARALLEL TO THE TOP CHORD (AXIAL FORCE) SHALL BE ADDED TO THE JOIST
BY THE JOIST FABRICATOR.
3. SLOPED JOISTS SHALL HAVE A MIN. JOIST SEAT DEPTH AS PER SJI (U.O.N.) STANDARD
SPECIFICATIONS. DEPTHS SHALL BE ADJUSTED AS REQUIRED TO PROVIDE UNIFORM
EAVE HEIGHT OF FINISH ROOF ELEVATION.
4. UNLESS OTHERWISE NOTED, ALL JOISTS, PURLING OR SUBPURLINS SUPPORTING THE
ROOF DECK SHALL BE FIELD WELDED TO SUPPORTING MEMBERS OR TO PRESET
BEARING PLATES.
5. WELD ALL STEEL JOIST TO STEEL BEARING WHERE SUCH BEARING OCCURS, EXCEPT
WHERE BOLTED CONNECTIONS ARE REQUIRED TO COMPLY WITH THE GOVERNING
STANDARDS OR REGULATIONS.
6. WHERE JOIST BEARING CONDITIONS REQUIRE NONSTANDARD BEARING ENDS, JOISTS
FABRICATOR SHALL PROVIDE SPECIAL BEARING ENDS TO ACCOMMODATE SUCH
CONDITIONS AND THE REQUIRED BEARING LENGTH, PROVIDE SPECIALLY
FABRICATED SLOPED END BEARING ON ALL ROOF JOISTS WITH A SLOPE GREATER THAN
1/4" PER FOOT.
7. BETWEEN PANEL POINTS OF STEEL JOISTS, THE BOTTOM CHORD SHALL NOT SUPPORT
OVER 50lb VERTICAL LOAD WITHOUT ADEQUATE REINFORCING OF BOTTOM CHORD, NO
VERTICAL LOAD SHALL BE IMPOSED ON BRIDGING.
STEEL JOIST NOTES
COLD FORMED METAL NOTES
1. UNLESS OTHERWISE NOTED, ALL COLD FORMED METAL STRUCTURAL FRAMING
MEMBERS SHALL BE MANUFACTURED FROM ZINC COATED SHEET CONFORMING TO
CURRENT ASTM A653 WITH MINIMUM YIELD STRENGTH OF 33 KSI.
18 GA. Fy=33 KSI 16 GA. AND HEAVIER Fy=50 KSI
2. ALL COLD FORMED METAL STUD WALLS SHALL BE FULL HEIGHT WITHOUT
INTERMEDIATE SPLICES UNLESS OTHERWISE DETAILED.
3. BOTTOM RUNNER SHALL BE FASTENED TO CONCRETE SLAB AT A MAXIMUM
SPACING OF 16" O.C. USE HILTI X-ZF OR TO STEEL USING HILTI X-U 15 POWER
ACTUATED FASTENER WITH TOP HAT CLAMPING WASHERS, OR APPROVED EQUAL.
4. PROVIDE COLD FORMED CHANNEL HORIZONTAL BRIDGING THROUGH THE STUD
PUNCH OUTS.
5. EXTERIOR WALL STUDS SHALL BE 600S162-43 AT 16" O.C. MAX. WITH 600T125-43
TRACK. (TYP, U.O.N.)
6. ALL EXTERIOR COLD FORMED FRAMING SHALL BE 18 GA (MIN) OR AS REQUIRE BY
DESIGN, WHICHEVER IS HEAVIER.
1. MINIMUM CLEARANCE OF 1" OR LIVE LOAD DEFLECTION, WHICHEVER GREATER, FOR SLAB ON GRADE
FLOORS. WHEN STUDS EXTEND TO DECK OR FLOOR ABOVE, PROVIDE THE REQUIRED MINIMUM
CLEARANCE WITH LATERAL SUPPORT AT BOTTOM CHORD.
2. THIS LATERAL SUPPORT DETAIL IS ALSO FOR WHEN CROSS WALL SUPPORT SPACING EXCEEDS 8'-0".
PERPENDICULAR TO JOISTS, TRUSSES, BEAMS AND GIRDERSPARALLEL TO JOISTS, TRUSSES, BEAMS AND GIRDERS
METAL DECK, ROOF OR FLOOR
FIRE STOPPING MATERIAL AS REQUIRED
CONT. TRACK
L2 1/2x2x3/16 (LLV)x6" @
6'-0" O.C. WELD TO 3/16" L
(SEE NOTE 4)
BEAM/GIRDERS BOTTOM
FLANGE OR JOIST/TRUSS
BOTTOM CHORD (TYP)
L2x2x3/16 WELD TO JOIST/TRUSS
BOTTOM CHORD OR BEAM BOTTOM
FLANGE @ 6'-0" O.C.
SEE NOTE 1
SEE NOTE 1
CONT. TRACK
L2x2x3/16 (LLV) x8" WELD TO BOTTOM
CHORD OF JOISTS OR TRUSS OR
BEAM BOTTOM FLANGE
FIRE STOPPING MATERIAL AS REQUIRED
SEE NOTE 1
SEE NOTE 1
METAL DECK, ROOF OR FLOOR
JOIST OR TRUSS BOTTOM CHORD
OR BEAM BOTTOM FLANGE
BOTTOM RUNNER
TRACK
BRIDGING
TOP
RUNNER
TRACK
METAL STUD
16" TYP. SPACING
METAL
STUD BRIDGING
16 GAGE CLIP
ANGLE
1/
2" C
LE
AR
DO NOT ATTACH
STUDS TO TRACK
BELOW BEAM
METAL STUD
(TYP.)
REFER "LIGHT GAGE
METAL NOTES"
CONCRETE
FLOOR
TRACK (TYP.)
16 GA. DEEP LEG
DEFLECTION TRACK
2a
2a
2a 2a
4a
2a 2a a 2a
4a
2a 2a
2a
2a a a
WALL ELEVATION
ROOF PLAN
2"10'-4"
ZONE
SYMBOL 10 SQFT (psf) 50 SQFT (psf) 100 SQFT (psf)
+18.1/-44.7 +15.5/-42.1 +14.4/-40.9
+18.2/-75.0 +15.5/-56.5 +14.4/-48.5
+18.2/-112.9 +15.5/-67.8 +14.4/-48.5
COMPONENTS AND CLADDING WIND PRESSURES
500 SQFT (psf)
+36.8/-40.2 +34.9/-38.3 +30.7/-34.1
+36.8/-46.2 +34.9/-42.4 +30.7/-34.3
NOTES:
1. LOADS SHOWN ARE SERVICE LEVEL
2. END ZONE DISTANCE (a) = 6.0 FT.
3. NEGATIVE PRESSURES DENOTE UPLIFT OR SUCTION.
4. PRESSURES SHOWN ARE DUE TO WIND ONLY.
COMPONENTS AND CLADDING WIND PRESSURES
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N A s in di ca te d
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
, P .E
AS004
G
EN
ER
A
L N
O
TE
S
D
ET
AI
LS
II
I
E . S
AL
A
H
AT
, P .E
/1
4/
3/4" = 1'-0"AS004
METAL STUD INTERIOR PARTITIONS LATERAL
SUPPORT
3/4" = 1'-0"AS004
TYPICAL METAL STUD HORIZONTAL BRIDGING
ISOMETRIC
1" = 1'-0"AS004
2 TYPICAL STUD TRACK ANCHOR TO FLOOR
GYPSUM WALLBOARD CEILING
ACOUSTICAL TILE CEILING
PLASTER CEILING
4'-0"
5'-0"
6'-0"
7'-0"
8'-0"
4'-0"
3'-6"
3'-0"
3'-0"
2'-6"
24 GA. 7/8"
24 GA. 1 5/8"
24 GA. 2 1/2"
24 GA. 2 1/2"
24 GA. 3 5/8"
3'-0"
4'-0"
5'-0"
6'-0"
7'-0"
8 GAGE
8'-0"
8 GAGE
6 GAGE
6 GAGE
6 GAGE
B.F.
1 1/2" C.R. 48"
1 1/2" C.R. 36"
1 1/2" H.R. 36"
1 1/2" H.R. 36"
2" H.R. 36"
2 1/2" H.R. 36"
MAX.
JOIST
SPACING
JOIST
SPACING
C.R. - COLD ROLLED
H.R. - HOT ROLLED
B.F. - BOLTED FLAT (3/8" DIA. BOLTS & 1"x3/16" BAR)
HANGER
SIZE
FURRING
SIZE SPACING
FURRING
SIZE
HANGER
SPACING
DECK
COLD-FORMED
LIGHT-GAGE
TRUSSES,
JOISTS OR
BEAMS
DESIGN NOTE:
SUSPENDED CEILING IS SHOWN.
WHERE SUSPENDED CEILING IS NOT
REQUIRED, AT EACH FURRING
(CHANNELS OR STUDS AS REQUIRED
BY SPAN) DIRECTLY TO BOTTOM OF
JOIST OR BEAMS.
FURRING @ 16" O.C.
GYPSUM BOARD CEILING
DECK
1 1/2" RUNNER CHANNELS
T BAR GRID SYSTEM
DECK
RUNNER
FURRING
SEE SPECS PLASTER CEILING
TRUSS, BEAM OR JOIST SPACING
@ 4'-0" O.C. OR LESS
COLD-FORMED LIGHT GAGE
TRUSSES, BEAMS, OR JOISTS
12 GA. HANGING
WIRES @ 4'-0" O.C.
MAX.E.W.
8 GA. HANGING
WIRES
DECK
T BAR GRID SYSTEM
12 GA. HANGING
WIRES @ 4'-0" O.C.
MAX. E.W.
@ MORE THAN 4'-0" O.C.
COLD-FORMED LIGHT GAGE
TRUSSES, BEAMS, OR JOISTS
AUXILIARY FURRING @ 4'-0" O.C.
SIZE AS REQUIRED BY JOIST
SPACING, WELDED OR BOLTED
TO JOIST
2' - 2"
HSS 4X4X3/16
3/8" CAP PLATE
PARTITION
RE: ARCH
1/2" THICK X6"
X6"X6" STEEL
PLATE EMBED
4" LONG, 1/2" DIAM. HEAD
STUDS, OFFSET TO AVOID
COLLISION BETWEEN
HORIZONTAL AND VERTICAL
HEAD STUDS (4 STUDS TOTAL)
0'
6"
0' - 6"
1'
/4
ELEV: REF. ARCH
3/16
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N
'-0
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
, P .E
AS005
G
EN
ER
A
L
NO
TE
S
DE
T A
IL
S I V
E . S
AL
A
H
AT
, P .E
/1
4/
1" = 1'-0"AS005
1 SUSPENDED CEILING DETAILS2
1" = 1'-0"2 TV MOUNTING BRACKET
CL CL
CL
NOT TO SCALE
NOT TO SCALE
NOT TO SCALENOT TO SCALE NOT TO SCALE NOT TO SCALE
NOT TO SCALE
NOT TO SCALE NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
A
BOTTOM CHORD LOADING
AT PANEL POINTS
B
BOTTOM CHORD LOADING
BETWEEN PANEL POINTS
STEEL JOIST BOTTOM
CHORD LOADING DETAIL
8 9 10ROOF CONNECTION AT EAVE DETAIL
ROOF VENT FRAMING
STEEL CONSTRUCTION TYPICAL BEAM BOTTOM FLANGE BRACE
TYPICAL STEEL JOIST ANCHORAGE1
2 3
STEEL JOIST HEADER DETAILS
TYPICAL JOIST HORIZONTAL BRIDGING
TYPICAL JOIST CROSS BRIDGING5 TYPICAL JOIST CROSS BRIDGING
STEEL JOIST WITH CONCENTRATED LOADS OF 50lbs OR MORE DETAIL
TYPICAL BEAM BRACE AT TOP TRACK
ROOF OPENING FRAME DETAIL
2 1/2"
2 1/2"
2 1/2" MIN. FOR K JOISTS
4" MIN. FOR LH & DLH JOISTS
FOR JOIST BEARING OVER
STEEL SUPPORT
SEE DETAILS BELOW
VA
RI
ES
5"
2" M
IN
. L
AP
SEE PLAN
SEE PLAN
1 1/2" OR LESS
SUPPORT NOT
REQUIRED
1 1/2" OR LESS
SUPPORT NOT
REQUIRED
1" C
LR
PANEL
1-1/2"
STEEL
DECK
JOIST/JOIST
SUBSTITUTE
3/16" BENT PLATE CONTINUOUS
BETWEEN JOISTS/JOIST
SUBSTITUTE. HEIGHT VARIES
BASED ON JOIST SEAT
L2-1/2x2x1/4x4"
CLIP @ 2'-0"
O.C. MAX. (LLV)
JOIST/JOIST
SUBSTITUTE
EXTENSION
PROVIDE TYP STEEL
DECK ATTACHMENT
AT BENT PLATE
LOAD AT TOP CHORD LOAD AT BOTTOM CHORD
STEEL JOIST BASE PLATE
OR FLANGE OF STEEL BEAM
STEEL JOIST
FLANGE WIDTH IS LESS
THAN 5" (8" FOR LH)
FLANGE WIDTH 5" OR
GREATER (8" FOR LH)
HEADER TO BE DESIGNED
& SUPPLIED BY JOIST
MANUFACTURER. REFER
TO STRUCTURAL NOTES
FOR LOADING CRITERIA
EXTRA WEB
(IF REQ'D.) STEEL JOIST
REFER TO
PLAN
STEEL JOIST
REFER TO
PLAN
EXTRA WEB
(IF REQ'D.)
ADDITIONAL BRACING
REQ'D. IF FRAME
DOES NOT FALL ON
JOIST PANEL POINT
REFER DETAIL 6/AS006
NOTE: THIS DETAIL IS FOR ANY OPENINGS LARGER THAN 10" IN
ANY DIRECTION OR EQUIPMENT WEIGHING IN EXCESS OF 50 lbs COORDINATE FRAME LOCATION w/ STRUCTURAL FRAMING PLANS AND
MECHANICAL DRAWINGS.
L4x3x1/4x4" (LLV)
STEEL JOIST
2-L2x2x3/16 (ONE AT
EACHSIDE) WELD
TO JOIST
PANEL
POINT
CONCENTRATED LOAD
(SEE PLANS)
PANEL
POINT
2-L2x2x3/16 ONE AT
EACH SIDE) WELD
TO JOIST
PANEL POINT
CONCENTRATED
LOAD SEE PLANS)
L4x4x3/8
(LOCATE L
BETWEEN JOIST
TOP CHORD
PANEL POINTS)
STEEL
BEAM
MC8x8.5
(4 SIDES)
STEEL
JOIST
STEEL
BEAM
L4x3x1/4 LLV U.N.O.
PANEL
POINT
L4x3x 1/4 (4) SIDES
OF OPENING TO
SUPPORT AND
ROOF DECK,
4 SIDES (LLH)
NOTE:
IF HEADER DOES NOT BEAR AT A JOIST PANEL POINT, ADD AN
EXTRA WEB IN THE FIELD AS SHOWN, PER JOIST MANUFACTURER
RECOMMENDATIONS. REFER TO DETAIL 5/AS006. THE JOISTS
SUPPORTING THE HEADER SHALL BE RE-DESIGNED AT NO
ADDITIONAL COST TO THE GOVERNMENT. THE JOIST SIZES
SHOWN ON THE PLAN ARE THE MINIMUM REQUIRED.
BRIDGING
CLIP
STEEL
BEAM
1/4" PLATE
AS REQUIRED
L4x4x3/8
(LOCATE ANGLE
BETWEEN JOIST
TOP CHORD
PANEL POINTS)
L3x3x1/4 - BRACE
BEAM BOTTOM FLANGE
TO TOP CHORD OF JOIST
@ 5'-0" O.C. MAX.
METAL
STUD
NOTE:
PROVIDE ERECTION BOLTS
FOR JOIST TO COLUMN
CONNECTION, (WELD
FOLLOWING ERECTION).
3/8" Ø A307
BOLTS (TYP)
HORIZ. BRIDGING
WELD TO ANGLE
AND JOIST CHORDS
*Ps Ps
(NOT TO EXCEED JOIST
MANUFACTURER'S
RECOMMENDATIONS)
BOTTOM CHORD
P1 P
Pn T
EXTRA MEMBER
REQUIRED TO
SUPPORT "P" **
BOTTOM CHORD
ROOF
DECK
HORIZ. BRIDGING,
WELD TO PLATE
NOTES:
1. CONTRACTOR WILL COORDINATE ALL SUPERIMPOSED LOADS WITH THE JOIST MANUFACTURER PRIOR TO JOIST INSTALLATION.
2. L2x2x3/16 SHALL BE FIELD ATTACHED FROM THE POINT OF THE LOAD TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD WITH
AMINIMUM 3/16" FIELD WELD AT EACH END 2 INCHES LONG.
3. LIVE LOAD DEFLECTION SHALL NOT EXCEED L/360.
4. CONTRACTOR SHALL VERIFY WEIGHT AND LOCATION OF EQUIPMENT.
5. STEEL JOIST MANUFACTURER SHALL VERITY THE SUITABILITY OF THIS DETAIL BASED ON THE CONFIGURATION OF THE JOIST.
NOTES:
1. ALL HORIZONTAL BRIDGING SHALL HAVE A MINIMUM OF 3" LAP
AT SPLICES.
2. DO NOT HANG ANY MECHANICAL, ELECTRIC, ETC. LOADS FROM
BRIDGING.
3. DO NOT WELD BRACING CLIPS TO JOIST WEB MEMBERS.
4. HORIZONTAL BRIDGING UNITS SHALL BE USED IN THE SPACE
ADJACENT TO THE WALL TO ALLOW FOR PROPER DEFLECTION
OF THE JOIST NEAREST THE WALL.
NOTES:
1. ALL HORIZONTAL BRIDGING SHALL HAVE A MINIMUM OF 3" LAP AT SPLICES.
2. DO NOT HANG ANY MECHANICAL, ELECTRICAL, ETC. FROM BRIDGING.
3. DO NOT WELD BRIDGING TO JOIST WEB MEMBERS.
T T
T
NOTES:
*CONTRACTOR WILL COORDINATE ALL SUPERIMPOSED LOADS
WITH THE JOIST MANUFACTURER PRIOR TO JOIST INSTALLATION.
** "P " IS THE TOTAL RESULTANT FORCE APPLIED AT MID-SPAN OF
JOIST PANEL. IF "P " IS IN EXCESS OF 50LBS, REINFORCE THE
BOTTOM CHORD PER B ABOVE. TYPICAL LOADS INCLUDING CEILING,
MECHANICAL EQUIPMENT AND ELECTRICAL EQUIPMENT AMONG OTHER.
(+) EXAMPLE:
FOR A HANGER SPACING SUPPORT A 12 SQ. FT. AREA THE CEILING ARE
CONSIDERED TO WEIGH 10 PSF.
"P " FOR CEILING = (10 PSF)*(12 SQ. FT.) = 120LBS
DESIGN EXTRA MEMBER FOR LOAD OF 120 LBS.
STEEL JOIST
REFER TO PLAN
3/16 2
3/16 2(MIN. LH &
DLH
JOISTS)
3/16 2
3/16 2(MIN. K
JOISTS)
3/16 2
TYP.
3/16 2
TYP.
1/8
TYP. SEE
NOTE 3
1/8
TYP. SEE
NOTE 3
1/8
1/8
TYP.
3/16 1 1/2
TYP.
3/16 1 1/2
TYP.
3/16
3/16
TYP.
3/16
3/16
TYP.
1/8 1
TYP. SEE
NOTE 3
3/16
3/16 3/16 1 1/2
TYP.
3/16 1 1/2
TYP.
STEEL DECK
STEEL BEAMALL EXTERIOR JOIST,
BEAM, OR JOIST
SUBSTITUTE (TYP.)
L3x3x1/4 - BRACE BEAM BOTTOM
FLANGE TO TOP CHORD OF
JOIST AT PANEL POINTS (OR TO
HSS OR JOIST SUBSTITUTE) @
EXTERIOR WALLS (TYP.) NOT TO
EXCEED 5' O.C.
3/16 1 1/2
TYP.
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N
2"
'-0
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
, P .E
AS006
G
EN
ER
A
L
NO
TE
S
DE
T A
IL
S V
E . S
AL
A
H
AT
, P .E
/1
#4 STIRRUPS
@ 12" O.C. MAX
#4 STIRRUPS
@ 12" O.C. MAX
#4 STIRRUPS
@ 12" O.C. MAX
#4 STIRRUPS
@ 12" O.C. MAX
#4 BARS @ 6" O.C. MAX TOP AND BOTTOM
TOP BARS TO BE TURNED DOWN ON
ENDS (REF SECTION A-A)
#4 BARS @ 6" O.C. MAX TOP AND BOTTOM
TOP BARS TO BE TURNED DOWN ON
ENDS (REF SECTION A-A)
#4 STIRRUPS
@ 12" O.C. MAX
2'
0"
VARIES, REF: ARCHITECTURAL
1'
1'
2' - 0"
#4 STIRRUPS
@ 12" O.C. MAX
1'
2' - 0"
#4 LONGITUDINAL BARS
@ 6" O.C. MAX
#4 LONGITUDINAL BARS
@ 6" O.C. MAX
#4 LONGITUDINAL BARS
@ 6" O.C. MAX
A A
B
B
C
C
SECTION A-A
SECTION B-B
SECTION C-C
VARIES, REF: ARCHITECTURAL
DETAIL VIEW
CAST-IN-PLACE
CONCRETE WALL
CAST-IN-PLACE
CONCRETE WALL
12" LONG #4 BAR
EMBEDDED 4"
(EPOXIED) INTO
WALL, TYP
12" LONG #4 BAR
EMBEDDED 4"
(EPOXIED) INTO
WALL, TYP
0' - 4"
0' - 4"
0'
4"
0' - 4"
D
D
SECTION D-D
4' - 0"
1'
1' - 0"
NOTES:
FILE DOWN ALL EDGES AND WELDS TO PREVENT SHARP EDGES.
REFERENCE ARCHITECTURAL FOR ADDITIONAL DETAILS.
TYP
TYP
TYP
1-4
TYP
1/4" Ø TAMPER RESISTANT
SLEEVED ANCHOR BOLTS
1/4" Ø TAMPER
RESISTANT BOLTS
HSS 2x2x1/8, TYP
HSS2x2x1/8, TYP
L3x3x1/4, TYP 1-4
1-4
1-4
1-4
TYP
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N
'-0
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
, P .E
AS007
G
EN
ER
A
L
NO
TE
S
DE
T A
IL
S V I
E . S
AL
A
H
AT
, P .E
/1
4/
15 1" = 1'-0"1 TYPICAL CONCRETE BENCH DETAIL
1" = 1'-0"2 TYPICAL STEEL BENCH DETAIL
1 2 3 4 5 6 7
D
B
31' - 7" 31' - 7" 10' - 4" 29' - 0" 28' - 4" 27' - 11"
A
W8X
W8X
W8X
W8X
W8X
W8X
W8X
W8X
W8X
/2
177' - 7"
W8X
W8X
W8X
W8X
W8X
W8X
W8X
W8X
1'
7"
W8X
1' - 7"
B1 B1
B5 B5
B2
B3
B2
B2
B4
B1
B1B2 B1 B2 B1 B1 B2 B1 B2 B1 B2 B1 B2
B2 B1 B2 B8
B3 B4
B4
B4
B6
U.O.N.
2' - 0" TYP. U
.O .N
2'
0"
T
YP
U.O.N.
2' - 0" TYP.
2' - 0"2' - 0"
2'
0" 2'
0"
0'
AS301
AS301
AS301
1'
2"
AS301
AS301
AS301
AS301
AS301
sim.
AS301
F.F. ELEV = 0' - 0"
5" THK CONCRETE
SLAB REINF. W/
#4 @ 8" E.W.
AS301
SJ, TYP
U.O.N.
16' - 1" 15' - 9" 14' - 6" 14' - 2" 14' - 2"
CJ
1' - 0"0' - 1 1/2"
0' - 11"
15' - 0" 15' - 0"F.F. = -0' 3½" F.F. = -0' 3½"
/2
0"
1'
4" 0'
0"
AS302
13' - 10 1/4" 13' - 3 3/4" 13' - 3 3/4" 13' - 10 1/4"
SL
O
PE
SLOPESLOPE
F.F. = -0' 1½"
F.F. = -0' 1½"
1' - 0" 1'
7"
2' - 3 1/2"
B7 B4 B4 B4 B4 B4 B4 B4 B4 B4 B4
B2 B2 B2 B2 B2 B2 B2 B2 B2 B2 B2
B2 B2 B2 B2 B2 B2 B2 B2 B2 B2 B2
B3 B3 B4 B4 B4 B4 B4 B4 B2
B2 B1 B2 B1 B1
B2
B1 B2 B1 B2 B1B7
B2 B1 B2 B1 B1 B2 B1 B2 B1 B2 B1B7
B1
B2
B5 B5
B6
B2B2 B2
B8
8'
0" 2'
1/ 2"
3'
SLOPE TO
DOOR PER
ABA
SLOPE TO
DOOR PER
ABA
3' - 9" 3' - 9"
B2 B1 B2
1' - 0"0' - 6"1' - 0"0' - 1 1/2"
2' - 0"
2'
0"
4' - 5"4' - 5"
AS301
AS301
AS301
13 30 3 #9 3 #9 #4 12" O.C.
13 30 3 #8 3 #9 #4 12" O.C.
31.5
4 #9
3 #8
4 #9
3 #8
#4
#4
12" O.C.
24" O.C.
CONCRETE BEAM SCHEDULE
WEB
WIDTH
(in.)
TOTAL
DEPTH
(in.)
TOP
REINF.
BOTTOM
REINF.
CLOSED
STIRRUPS
STIRRUP
SPACING NOTESBEAM
TAG
B1
B2
B3
B4
B5 2 #7 2 #7 #3 24" O.C.
24 30B6 3 #8 3 #8 #4 24" O.C.
24 30B7 3 #8 3 #8 #4 24" O.C.
23 30B8 3 #8 3 #8 #4 24" O.C.
EXTEND BOTTOM REINF. 48" INTO B7
EXTEND BOTTOM REINF. 5'-0" INTO B6
EXTEND BOTTOM REINF.OF BEAM B1 48" INTO BEAM B8
EXTEND TOP REINF. 5'-0" INTO B3 @ COL. 3C
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N A s in di ca te d
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
, P .E
AS101
F O U
ND
A
TI
O
N
PL
A N
E . S
AL
A
H
AT
, P .E
/1
4/
1/8" = 1'-0"1 FOUNDATION PLAN - RIBBED MAT
PLAN
NORTH
164 8268
SCALE: 1/8"=1'-0"
PLAN NOTES:
1. "B" INDICATES RIBBED MAT BEAM DESIGNATION. REFER TO BEAM SCHEDULE ON THIS SHEET FOR
INFORMATION.
2. REFER TO THE FORT WORTH DISTRICT'S GEOTECHNICAL REPORT, DATED FEBRUARY 2014, FOR THE FALFURRIAS, TEXAS, U.S. BORDER PATROL CHECKPOINT (U.S. HIGHWAY 281) FOR BUILDING
PAD PREPARATION.
3. COORDINATE WITH ARCH., MECH., CIVIL, AND OTHERS BEFORE CONSTRUCTION.
4. W8x48 INDICATES COLUMN SIZE. REFER TO SECTIONS FOR MORE INFORMATION.
5. 0' - 0" DATUM ELEVATION IS USED FOR T.O. RIBBED MAT SLAB ELEVATION (U.O.N.). REFER TO CIVIL
DRAWINGS FOR ACTUAL ELEVATIONS.
6. "SJ" INDICATES CONTRACTION JOINT. REFER TO SHEET AS003 FOR MORE INFORMATION. JOINTS
SHALL BE SELECTED TO BE EITHER CENTERED BETWEEN BEAMS OR @ ONE FOOT FROM
CENTER OF RIB BEAM.
7. "CJ" INDICATES CONSTRUCTION JOINT. "SJ" MAY BE REPLACED WITH "CJ" AT CONTRACTOR OPTION.
8. EXTEND SALLYPORT SLAB REINFORCING 24" IN THE ADMIN BUILDING SLAB.
9. SALLYPORT SCREEN, POSTS, GATES, HARDWARE, ETC... SHALL BE GALVANIZED BEFORE PAINTING.
10. ADJACENT RIB BEAM WITH THE SAME CALL OUT MAY HAVE THEIR TOP & BOTTOM REINFORCING
CONTINUOUS IN LIEU OF SPLICING @ CONTRACTOR OPTION.
11. REINFORCE FOOTING UNDER COLUMNS WITH #5 @ 12" E.W. BOTTOM.
12. RECESS FLOOR SLAB 3/8" FOR ENTRY MAT WHERE SHOWN. COORDINATE RECESS WITH MAT PROVIDER.
13. SLOPE SLAB TO DRAIN. REFER TO MECHANICAL AND/OR ARCHITECTURE. MAINTAIN MINIMUM SLAB
THICKNESS.
1 2 3 4 5 6 7
D
B
27' - 11"28' - 4"31' - 7" 31' - 7" 10' - 4" 29' - 0"
/2
18' - 10"
A W16X31 W16X31 W14X22 W14X22 W14X22 W14X22
W14X22W14X22W14X22W14X22
W16X31 W16X31 W16X31
W 14X22
W
X22
W18X35 W18X35
W
X6
W
X6
W
X6
HSS4X
4X
1/4
HSS4X
4X
1/4
HSS4X
4X
1/4
W
X6
(HIGH)
(LOW)
(HIGH)
(LOW) (LOW)
(HIGH)
W
X6
W
X6
W
X6
W
X6
(H
IG
H)
(H
IG
H)
(H
IG
H)
(H
IG
H)
W
X6
(L O
W
W
X6
(L O
W
W
X6
(L O
W
(L O
W
W
X1
W
X1
W
X1
W
X1
HSS4X4X1/4
W21X44
W
X6
W
X6
W
X6
W21X44 W14X22
W16X26 W14X22 W14X22W18X35W18X35
W
X6
W
X6
W12X19
8K
8K
W16X26
(LOW)
(HIGH)
K1
K1
8K
14K1 STEEL JOISTS
6 EQ. SPACES 6 EQ. SPACES
2 EQ. SPACES
5 EQ. SPACES 5 EQ. SPACES
2.
5V
S1 2.
5V S1
10' - 7"
HSS4X
4X
1/4
BRACING
AS513
5 EQ. SPACES
20K4 STEEL
JOISTS
14K1 STEEL JOISTS 14K1 STEEL JOISTS 14K1 STEEL JOISTS 14K1 STEEL JOISTS
K1
S
TE
EL
J
O
IS
T
14K1 STEEL JOISTS 14K1 STEEL JOISTS 14K1 STEEL JOISTS 14K1 STEEL JOISTS 14K1 STEEL JOISTS
K1
S
TE
EL
J
O
IS
T
STEEL ROOF DECK
STEEL ROOF DECK
2' - 6 1/2"
3'
1/
2" 2'
4"
1' - 10 1/2"
1' - 10 1/2" 2'
1/ 4"
3'
1/
2"
2' - 0"
2'
- 0
CLOSER ANGLE &
EDGE OF ROOF DECK
AS312
AS512
AS512
AS512
AS512
AS512
sim sim sim simsim
AS513
AS513
20K4 STEEL
JOISTS
W
X1
W
X1
AS513
177' - 7"
/2
W
X6
AS311
AS311
AS311
AS311
AS311
AS311
2.
5V
S5 2.
5V S5
4 EQ. SPA.
AS312
AS312
AS006
sim
AS006
sim
AS511
AS511
sim
L3x3x3/8
BRACE
REF: 10/AS006L3x3x3/8 BRACE
REF: 10/AS006
AS311
AS311
AS312
AS312
AS312
sim
AS312
AS312
AS312
AS511
AS511
5 sim
9'
0" 9'
0"
L3x3x3/8
BRACE
REF: 10/AS006
(SIM.)
SHEET
SEQUENCE
NUMBER
1 2 3 4 5
D ra w n by
D es ig ne d by
S ub m itt ed b y:
Fi le N am e:
D at e :
C on t ra ct
N o.
S ol ic ita tio n
N o.
U .S
. A R
M Y
EN
G
IN
EE
R D
IS
TR
IC
T, C O
R
PS
O F
EN
G
IN
EE
R S
FO
R
T W
O R
TH
, T
EX
A
S
R ev ie w ed b y:
US Army Corps of Engineers ®
D
C
B
A
P
LO
T
SC
A
LE
P
LO
T
D
AT
E:
R ev
Sy m b o l
D es c r ip tio n
Tr ac k i ng
N o.
Ac tio n D at e
EN
G
IN
EE
R
IN
G
C O
N
ST
R U
C
TI
O N
D
IV
IS
IO
N
EN
G
IN
EE
R
IN
G
B R
AN
C
H C
H
IE
F, S
TR
U
C
TU
R
AL
S
EC
TI
O
N A s in di ca te d
FA
LF
UR
R
IA
S , T
EX
A S
FA
L F
U R
R I A
S H
W Y
CH
E C
K
PO
IN
T
PN
5 3
F Y2
A D
M
IN
IS
TR
A
TI
O N
C H
EC
KP
O
IN
T
BU
IL
DI
N G
A
P R
IL
W
G
-1 4-
R -0
Fort Worth District
N . A
LM
A
SR
I, P .E
A . C
AR
TE
R
ZA
C
H
AR
Y H
. G
ER
IC
H
, P .E
AS111
FR
A
M
IN
G P
LA
N
E . S
AL
A
H
AT
, P .E
/1
4/
1/8" = 1'-0"1 FRAMING PLAN
PLAN
NORTH
164 8268
SCALE: 1/8"=1'-0"
PLAN NOTES:
1. REFER TO SHEET AS004 FOR ROOF STEEL DECK TYPE.
2. REFER TO SHEET AS004 FOR WIND PRESSURE AND ZONES.
3. EACH DECKING PANEL SHALL BE ATTACHED TO ADJACENT
PANEL (SIDELAP) WITH #10 TEK SCREWS SPACED AT
12". DECKING PANELS SHALL BE ATTACHED TO
SUPPORTING MEMBERS PER THE FOLLOWING:
a. 36/7 FOR 36" WIDE PANEL
b. EQUIVALENT CAPACITY PER LINEAR FOOT FOR 24"
WIDE PANEL.
4. INDICATES MOMENT CONNECTION (MC).
5. REFER TO SHEET AS512 FOR CANOPIES OVER DOOR FRAMING
AND DETAILS.
6. STEEL JOISTS SHALL BE DESIGNED BY THE FABRICATOR USING
DEAD AND LIVE LOADS REQUIRED BY THE BUILDING CODE.
SIZES SHOWN ARE MINIMUM REQUIRED.
F.F.
0' - 0"
C B A
ROOF RIDGE
21' - 11 1/2"
HIGH ROOF
T.O.S. BM @
GRIDLINE "B"
25' - 10"
LOW ROOF T.O.S.
BM @ GRIDLINES
"A" & "C" 14' - 4"
LOW ROOF
T.O.S. BM @
GRIDLINE "B"
18' - 1 1/2"
HIGH ROOF
T.O.S. BM @
GRIDLINE "C"
21' - 11 1/2"
HSS4X4X1/4
AS312
AS312
2sim
F.F.
0' - 0"
CD B A
HIGH ROOF
T.O.S. BM @
GRIDLINE "B"
25' - 10"
LOW ROOF T.O.S.
BM @ GRIDLINES
"A" & "C" 14' - 4"
LOW ROOF
T.O.S. BM @
GRIDLINE "B"
18' - 1 1/2"
HIGH ROOF
T.O.S. BM @
GRIDLINE "C"
21' - 11 1/2"
HIGH ROOF
T.O.S. BM @
GRIDLINE…
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