VOLUME_2.pdf

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

SOLICITATION NO. W9126G-16-R-0085

DATED: JUNE 2016

BORDER PATROL SERVICE

FALFURRIAS HWY 281 CHECKPOINT

PN: 335335 FY14

FALFURRIAS, TEXAS

VOLUME TWO OF FIVE

F A

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NUMBER

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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

E N

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IN

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Fort Worth District of Engineers

US Army Corps

P W

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A

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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

ARCHITECTURAL (CONTINUED)VOLUME TWO INDEX OF DRAWINGS

VOLUME TWO COVER SHEET

ADMINISTRATION CHECKPOINT BUILDING-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

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

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

AI603

AI602

AI601

AI503

AI502

AI501

AI202

AI201

AI103

AI102

AI101

ADMINISTRATION CHECKPOINT BUILDING-MONUMENT SIGNAA804

FIRE ALARM RISER DIAGRAM

FIRE ALARM PLAN

FIRE PROTECTION DETAILS

ADMINISTRATION BLDG. FIRE PROTECTION FLOOR PLAN

AFA601

AFA101

AF501

AF101

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

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

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

P

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1 2 3 4 5

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US Army Corps of Engineers ®

D

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FORT WORTH DISTRICT

G A

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1 -

FALFURRIAS, TEXAS

FALFURRIAS HWY 281 CHECKPOINT

PN335335 FY2014

May 2016

CUSTOMS AND BORDER PROTECTION

ADMINISTRATION CHECKPOINT BUILDING

MAP DATA © GOOGLE, INEGI

SOLICITATION NUMBER: W9126G-16-R-0085

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

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

M

AY

W

G

-1 6-

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

AS002

G

EN

ER

A

L N O

TE

S

DE

T A

IL

S I

E . S

AL

A

H

AT

, P .E

/2

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

M

AY

W

G

-1 6-

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

AS003

G

EN

ER

A

L N

O

TE

S

DE

T A

IL

S

II

E

. S

AL

A H

AT

, P

.E

/2

0/

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

M

AY

W

G

-1 6-

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

/2

0/

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

M

AY

W

G

-1 6-

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

/2

0/

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

M

AY

W

G

-1 6-

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

3/

#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

M

AY

W

G

-1 6-

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

3/

16 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

M

AY

W

G

-1 6-

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

3/

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

M

AY

W

G

-1 6-

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

3/

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'…