05_ATC5_Drawings_-_Vol._III_08NOV17.pdf
PDF 39 MB Posted
- Solicitation number
- W9126G18R0010
About this file
05 ATC5 Drawings Vol3of4
View the file
Other files
Show all 17
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
C o n tr
N o
D E
S
IG
N F
IL
E
Fort Worth District
US Army Corps of Engineers
1 2 3 4 5
E
D
C
B
A
LACKLAND AIR FORCE BASE
SAN ANTONIO, TEXAS
PROJECT NUMBER MPLS 083737R5
CONTRACT NO.
AIRMEN TRAINING COMPLEX - WEST CAMPUS
AIRMEN TRAINING COMPLEX 5 (ATC5)
VOLUME III
EQUIPMENT BUILDING
SOLICITATION NO. W9126G18R0010
DATED: OCTOBER 2017
LACKLAND DRAWING NO:LA 13 - 0013
Sheet reference number
Sheet
U .S
A
R M
Y E
N G
IN
E
E R
D
IS
T R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
F O
R T
W O
R T
H
T E
X A
S
D e s ig n e d b y:
D w n b y:
R e v ie w e d b y:
S u b m itt e d b y:
E N
G
IN
E E
R
D a te
S o l N o
C o n tr
N o
R e v
P lo t sc a le
P lo t d a te
F ile n a m e
C o n tr
N o
Fort Worth District
US Army Corps of Engineers
:1
D A
V
ID
L U
K E
P
E of
JB
S
A
L A
C K
L A
N D
A F
B
T E
X A
S
A
IR
M E
N T
R A
IN
IN
G C
O M
P L E
X
W E
S T
C A
M P
U S
E Q
U
IP
M E
N T
B U
IL
D
IN
G
X X
X X
X
1 2 3 4 5
D
C
B
A
M P
L S
R
D R
A W
IN
G
N U
M B
E R
L A
-0
X X
X X
X X
X
D
C
B
A
1 2 3 4 5
W
G
R
/2
/2
:1
:2
A
M
D E
V A
N S
C .J
O H
N S
T O
N
C J O
H N
S T
O N
EB1-G001a 1a
D R
A W
IN
G
IN
D
E X
V O
LU
M
E I
O C
T
O C
T
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e number
Sheet
U .S
A
R M
Y E
N G
IN
E
E R
D
IS
T R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
F O
R T
W O
R T
H
T E
X A
S
D e s ig n e d b y:
D w n b y:
R e v ie w e d b y:
S u b m itt e d b y:
E N
G
IN
E E
R
D a te
S o l N o
C o n tr
N o
R e v
P lo t sc a le
P lo t d a te
F ile n a m e
C o n tr
N o
Fort Worth District
US Army Corps of Engineers
:1
D A
V
ID
L U
K E
P
E of
JB
S
A
L A
C K
L A
N D
A F
B
T E
X A
S
A
IR
M E
N T
R A
IN
IN
G C
O M
P L E
X
W E
S T
C A
M P
U S
E Q
U
IP
M E
N T
B U
IL
D
X
X X
X
1 2 3 4 5
D
C
B
A
M P
L S
R
D R
A W
IN
G
N U
M B
E R
L A
X X
X X
X X
X
D
C
B
A
1 2 3 4 5
W
G
R
/1
/2
:4 :1
A
M
D E
V A
N S
C .J
O H
N S
T O
N
C J O
H N
S T
O N
EB1-G001b 1b
D R
A W
IN
G
IN
D
E X
V O
LU
M
E
II
O C
T
O C
T
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e
LA
number
Sheet
U .S
A
R M
Y E
N G
IN
E
E R
D
IS
T R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
F O
R T
W O
R T
H
T E
X A
S
D e s ig n e d b y:
D w n b y:
R e v ie w e d b y:
S u b m itt e d b y:
E N
G
IN
E E
R
D a te
S o l N o
C o n tr
N o
R e v
P lo t sc a le
P lo t d a te
F ile n a m e
C o n tr
N o
Fort Worth District
US Army Corps of Engineers
:1
D A
V
ID
L U
K E
P
E of
JB
S
A
L A
C K
L A
N D
A F
B
T E
X A
S
A
IR
M E
N T
R A
IN
IN
G C
O M
P L E
X
W E
S T
C A
M P
U S
E Q
U
IP
M E
N T
B U
IL
D
X
X X
X
1 2 3 4 5
D
C
B
A
M P
L S
R
D R
A W
IN
G
N U
M B
E R
L A
-0
X X
X X
X X
X
D
C
B
A
1 2 3 4 5
W
G
R
/2
/2
:0
:0
A
M
D E
V A
N S
C .J
O H
N S
T O
N
C J O
H N
S T
O N
EB1-G001c 1c
D R
A W
IN
G
IN
D
E X
V O
LU
M
E
II
I
O C
T
O C
T
DRAWING INDEX
VOLUME III
SHEET INDEX VOLUME III
SHEET
NUMBER SHEET NAME
GENERAL
EB1-G001a DRAWING INDEX VOLUME I
EB1-G001b DRAWING INDEX VOLUME II
EB1-G001c DRAWING INDEX VOLUME III
EB1-G001d DRAWING INDEX VOLUME IV
EB1-G002 WEST CAMPUS PLAN
STRUCTURAL
EB1-S001 GENERAL NOTES
EB1-S002 GENERAL NOTES
EB1-S101 FOUNDATION PLAN
EB1-S102 ROOF FRAMING PLAN
EB1-S301 UTILIDOR PLAN AND SECTIONS
EB1-S302 UTILIDOR SECTIONS AND DETAILS
EB1-S501 TYPICAL CONCRETE DETAILS
EB1-S502 PRECAST CONCRETE DETAILS
EB1-S503 UTILIDOR DETAILS
EB1-S510 TYPICAL FRAMING DETAILS
EB1-S601 WIND LOAD DIAGRAM
ARCHITECTURAL
EB1-A001 ABBREVIATIONS
EB1-A002 LIFE SAFETY PLAN
EB1-A101 FLOOR PLAN AND REFLECTED CELING PLAN
EB1-A102 ROOF PLAN
EB1-A201 BUILDING ELEVATIONS
EB1-A301 BUILDING SECTIONS
EB1-A501 WALL SECTIONS
EB1-A502 PRECAST WALL DETAILS
EB1-A503 UTILIDOR WATERPROOFING PLAN AND DETAILS
EB1-A601 SCHEDULES AND DETAILS
FIRE PROTECTION
EB1-F001 FIRE PROTECTION
EB1-FA001 FIRE ALARM LEGEND
EB1-FA101 FIRE ALARM SYSTEM PLAN
EB1-FA601 FIRE ALARM SYSTEM RISER DIAGRAM
PLUMBING
EB1-P100 PLUMBING LEGEND, ABBREVIATIONS AND SCHEDULES
EB1-P101 PLUMBING PLANS
EB1-P401 PLUMBING ENLARGED PLANS AND SECTIONS
EB1-P402 PLUMBING GAS ISOMETRIC
A6-M-118 MECHANICAL EQIUPMENT BUILDING HVAC FLOOR PLAN
A6-M-603 EQUIPMENT BUILDNG HVAC SCHEDULES
A6-M-606 EQUIPMENT BUILDING WATER FLOW DIAGRAM
A6-M-612 EQUIPMENT BUILDING HVAC CONTROLS
MECHANICAL
EB1-M001 MECHANICAL LEGEND AND GENERAL NOTES
EB1-M101 MECHANICAL HVAC FLOOR PLAN
EB1-M102 MECHANIAL HYDRONIC FLOOR PLAN
EB1-M103 MECHANICAL HYDRONIC UNDERSLAB PLAN
EB1-M301 HVAC SECTIONS
EB1-M501 HVAC DETAILS
EB1-M601 HVAC SCHEDULES
EB1-M602 WATER FLOW DIAGRAM
EB1-M603 HVAC CONTROLS
EB1-M604 HVAC CONTROLS
EB1-M605 HVAC CONTROLS
ELECTRICAL
EB1-E001 ELECTRICAL LEGEND
EB1-EL101 LIGHTING PLAN
EB1-EL102 UTILIDOR LIGHTING PLAN
EB1-EL501 LIGHTING FIXTURE DETAILS
EB1-EP101 POWER PLAN
EB1-EP401 ENLARGED POWER PLANS
EB1-EP501 ELECTRICAL DETAILS
EB1-EP502 GENERATOR CONNECTION CABINET DETAILS
EB1-EP601 ELECTRICAL ONE-LINE DIAGRAM
EB1-EP602 ELECTRICAL SCHEDULES - MECHANICAL EQUIPMENT CONNECTION
EB1-EP603 ELECTRICAL PANEL SCHEDULES
EB1-EP604 ELECTRICAL PANEL SCHEDULES
EB1-EG101 LIGHTNING PROTECTION PLAN
EB1-EG501 LIGHTNING PROTECTION AND GROUNDING DETAILS
EB1-EG601 GROUNDING SYSTEM RISER DIAGRAM
EB1-TN101 TELECOMMUNICATIONS PLAN
EB1-TN401 TELECOM ENLARGED PLAN AND ELEVATIONS
EB1-TN501 ELECTRICAL TELECOMMUNICATION SYSTEM DETAILS
EB1-TN601 TELECOMMUNICATIONS SYSTEM RISER DIAGRAM
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e number
Sheet
U .S
A
R M
Y E
N G
IN
E
E R
D
IS
T R
IC
T
C O
R P
S O
F E
N G
IN
E
E R
S
F O
R T
W O
R T
H
T E
X A
S
D e s ig n e d b y:
D w n b y:
R e v ie w e d b y:
S u b m itt e d b y:
E N
G
IN
E E
R
D a te
S o l N o
C o n tr
N o
R e v
P lo t sc a le
P lo t d a te
F ile n a m e
C o n tr
N o
Fort Worth District
US Army Corps of Engineers
:1
D A
V
ID
L U
K E
P
E of
JB
S
A
L A
C K
L A
N D
A F
B
T E
X A
S
A
IR
M E
N T
R A
IN
IN
G C
O M
P L E
X
W E
S T
C A
M P
U S
E Q
U
IP
M E
N T
B U
IL
D
X
X X
X
1 2 3 4 5
D
C
B
A
M P
L S
R
D R
A W
IN
G
N U
M B
E R
L A
X X
X X
X X
X
D
C
B
A
1 2 3 4 5
W
G
R
/1
/2
:4 :3
A
M
D E
V A
N S
C .J
O H
N S
T O
N
C J O
H N
S T
O N
EB1-G001d 1d
D R
A W
IN
G
IN
D
E X
V O
LU
M
E
IV
O C
T
O C
T
N o.
D es cr ip tio n
D .O
.N o.
A ct io n
D at e
LA
X X X
X
X
X
X X X
X
X
X
X
X
X X
X
X
X X
X X
X
X X X X
X X
X X X X
X X
X
X X
X
X X
X
X X X X X X
X X
X X
X X
X
XXXXXXXXXXXXXXXXXXXXXX
X
X
S
S
EXISTING PEDESTRIAN BRIDGE
X X
X X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
X X
X X
X
X X
X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
WCP6
BUS DROP-OFF
PARKING
LUKE BLVD
DRILL PAD
EXERCISE
PAD NO.1
1/4 MILE TRACK
ATC6
EXERCISE
PAD NO.2
EXERCISE
PAD NO.3
CONSTRUCTION WORK
ZONE FENCE
UTILIDOR
FUTURE CONSTRUCTION
ROAD AND FENCE (NIC)
20' WIDE EMERGENCY
VEHICLE DRIVE
ATC6 CONSTRUCTION
ACCESS ROAD
DCF3
ATC5
DRILL PAD
ATC5 CONSTRUCTION
ACCESS ROAD
DCF3 CONSTRUCTION
ACCESS ROAD
CONSTRUCTION
WORK ZONE
FENCE
TIRE WASH
STATION
CONSTRUCTION ACCESS ROAD
TRAILERSTRAILER
CONSTRUCTION
YARD
FEMOYER ST.
C O
N S
T R
U C
T I O
N
A
C C
E S
S
R
O A
D
CONSTRUCTION
WORK ZONE
FENCE
CONSTRUCTION
WORK ZONE
FENCE
DETENTION
POND
A5
EXERCISE
PAD NO.1
1/4 MILE TRACK
EXERCISE
PAD NO.2
EXERCISE
PAD NO.3
WCP5
LUKE BLVD
BUS DROP-OFF
PARKING
C A
R S
W E
L L
A
V E
M E
T Z
G E
R
D
R I V
E
EXISTING PERIMETER
FENCE
BLDG.
BLDG.
BLDG.
EISA POND
A5
T
R
U
E
M
P
E
R
S
T
V
A
L
L
Y
H
I
D
R
DETENTION POND 2
A6
EISA POND
A6
DETENTION
POND 1
A6
EQUIPMENT
BUILDING 1
LOCATION
EB1
UTILIDOR
EB1-G002
W E
S
A M
P U
S
P
L A
N
N
O
R
T
H
E
C
H A
V E
Z
A
S
E A
L
J
H
O L
L A
N D
100' 200'0SCALE: 1" = 100'
WEST CAMPUS PLAN
Sheet reference number
Sheet
U S
A
R M
Y
E
N G
I N
E E
R
D
I S
T R
I C
T
C O
R P
S
O
F
E
N G
I N
E E
R S
F O
R
W
O R
T H
T
E X
A S
D e s i g n e d b y
D w n b y
R e v i e w e d b y
S u b m i t t e d b y
E N
G I N
E E
R
D a t e
S o l
N o
C o n t r
N o
R e v
P l o t s c a l e
P l o t d a t e
F i l e n a m e
C o n t r
N o
D E
S I G
N
F
I L E
Fort Worth District
US Army Corps of Engineers
D A
V I D
L
U K
E
P
E of
L A
C K
L A
N D
F B
T
E X
A S
A I R
M E
N
T
R A
I N
I N
G
C
O M
P L
E S
T
C
A M
P U
S
A I R
M E
N
T
R A
I N
I N
G
C
O M
P L
T C
O C
T
O C
T
1 2 3 4 5
D
C
B
A
M P
L S
R
D R
A W
I N
G
N
U M
B E
R
L
A
D
C
B
A
1 2 3 4 5
W
G
R
N o
D e s c r i p t i o n D
O
N o
A c t i o n D a t e
R
E
G
I
S
TE
R
E
D
N
P
R
O
F
E
S
S
I
O
AL
E
N
G
I
N
E
E
R
S
A
X
E
T
FO
E
T
A
T
S
96322
JOHN PR HOLLAND II
THE SEAL APPEARING ON THIS
DOCUMENT WAS AUTHORIZED
BY JOHN PR HOLLAND II
P.E. 96322 ON 11OCT17
LA
GENERAL REQUIREMENTS
DESIGN CRITERIA
VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE
STARTING WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY
CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE
CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE
LATEST CODES, IBC 2009, UFC'S AND ASCE 7-05.
SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED
SUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW BEFORE FABRICATION.
SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY
PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN
PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR
WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER
BE CUT FOR PIPES, DUCTS ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN
APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.
EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT,
PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED.
CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON
FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING
FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.
THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFER
TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL
ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF
REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS,
CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC.
REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR
PIPES, DUCTS AND EQUIPMENT.
CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS AND
SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE
METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR
SHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF
CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING,
AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL
ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY
BE MADE AFTER WRITTEN APPROVAL BY THE CONTRACTING OFFICER.
STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL,
ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMING
NECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESE
ITEMS IS DEPENDENT UPON THE EQUIPMENT PROVIDED BY CONTRACTOR. CONTRACTOR
CRAFTS IN THIS REGARD, AND PROVIDING NECESSARY DIMENSIONS IN A TIMELY MANNER
TO ALL PARTIES INVOLVED. PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE
ROOF AND FLOOR MEMBERS. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND
FLOOR DEAD LOADS ARE IN PLACE.
CONCRETE GRADE WALLS SHALL BE TEMPORARILY BRACED IF BACKFILL IS ONLY ON
ONE SIDE OR BACK FILLED ON BOTH SIDES SIMULTANEOUSLY, WHERE REQUIRED, TO
PREVENT DEFLECTION, CRACKING OR FAILURE OF CONCRETE GRADE WALLS.
IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL
SAFETY REQUIREMENTS, ALL OSHA REQUIREMENTS AND EM385-1-1.
EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS AND REQUIRE APPROVAL
OF THE CONTRACTING OFFICER.
GRAVITY LOADS IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS
UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDING, 9 FEBRUARY 2012, LOCATION
OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7-05, MINIMUM
DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. MINIMUM DESIGN ROOF
DEAD LOAD EQUALS 27 PSF.
LATERAL LOADS:
WIND LOADS:
IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS AND ASCE
7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
BASIC WIND SPEED
WIND IMPORTANCE FACTOR
WIND EXPOSURE CATEGORY
SEISMIC CRITERIA FOR NEW STRUCTURE:
DETERMINED IN ACCORDANCE WITH UFC 1-200-01 AND IBC 2009, BY INCORPORATING
THE FOLLOWING PARAMETERS:
OCCUPANCY CATEGORY
SITE CLASSIFICATION
SHORT PERIOD SPECTRAL ACCELERATION
ONE SECOND SPECTRAL ACCELERATION
SEISMIC IMPORTANCE FACTOR
CHAPTER 17) BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING
AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE
PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING
AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS
DIRECTLY TO THE ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR AND CONTRACTING
IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER. SPECIAL
INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED
COMPONENTS.
FABRICATOR PER IBC SECTION 1704.2.2.
SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBC
SECTION 1702). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR
IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING
SPECIAL INSPECTION IS IN COMPLIANCE.
SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS, SUCH AS BRACING,
STIFFENING MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT
OF A COMPARABLE APPROVED METHOD.
MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION
WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES
THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.
ICC REPORT AND SHALL INCLUDE AS A MINIMUM VERIFICATION OF HOLE DEPTH AND
DIAMETER, CLEAN OUT, ALL MATERIALS AND INSTALLATION TORQUE.
SPECIAL INSPECTION
GOVERNMENTS AGENT (IBC SECTION 1704.1).
SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BE
BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION; THEN, IF NOT CORRECTED, THE CONTRACTING OFFICER.
THE WORK UNLESS OTHERWISE SPECIFIED.
PERFORM THE TYPES OF SPECIAL INSPECTIONS SPECIFIED. A CERTIFICATE OF
SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION SHALL BE
COMPLETED AND SUBMITTED TO THE CONTRACTING OFFICER.
SUBMIT APPLICATION TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO
FABRICATION.
B)
CONTRACTING OFFICER PRIOR TO ERECTION OF PREFABRICATED COMPONENTS.
OFFICER. SPECIFICALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED
WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER AND THE SPECIAL
INSPECTOR IS SUBJECT TO REOPENING OR EXPOSURE.
SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY
PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
20.
SPECIAL INSPECTOR: EMPLOYED BY THE CONTRACTOR AND ACTING AS THE
REPORTS: PREPARED BY THE INSPECTOR AND SIGNED BY AN ENGINEER AND
THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF
CERTIFICATION: INSPECTOR SHALL BE CERTIFIED BY THE CONTRACTING OFFICER TO
OFF-SITE FABRICATION:
SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE
SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE CONTRACTING
RESPONSIBILITY: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE
A)
ON DRAWINGS.
STRUCTURAL MEMBERS.
THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN,
SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.
SHALL BE RESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND
ERECTION OF THE STRUCTURAL FRAME.
DO NOT SCALE DRAWINGS.
THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH (IBC
OFFICER. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL
SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED
CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE
THE STEEL FRAME SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS
ALL WELDS SHALL BE VISUALLY INSPECTED.
ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE
INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE
INSPECTION/TESTING SHALL BE IN CONFORMANCE WITH THE ANCHOR MANUFACTURER'S
EACH CONNECTION.
CEMENT
AGGREGATE
REINFORCEMENT
ASTM A - 706 GRADE 60 WELDED
ANCHOR BOLTS
ASTM F-1554 GRADE 36 ANCHOR BOLTS
THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM
COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE
MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF
ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).
ITEM OF
CONSTRUCTION
MAT FOUNDATION
OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE
CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS.
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATED
IN THE CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING (HRWR) ADMIXTURE
CONFORMING ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDING
THAT SLUMP DOES NOT EXCEED 9". AN AIR-ENTRAINING AGENT CONFORMING TO ASTM
C260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR HORIZONTAL SURFACES
MATERIALS:
CONCRETE STRENGTHS:
CONTINUOUS SPECIAL INSPECTION IS REQUIRED AS NOTED IN TABLE IN "SPECIAL INSPECTION" SECTION.
CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM
A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT
DISCREPANCIES.
TO THESE REQUIREMENTS.
SPECIAL INSPECTION SHALL BE REQUIRED AS NOTED IN SPECIFICATIONS IN ADDITION
VOLUME.
ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND IBC,
EXPOSED TO COLD WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 6% ± 1% BY
GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.
UNIFORM CONCENTRATED
LIVE LOAD LIVE LOAD
ELEC ROOMS 250 PSF 2000 LB
CHILLER ROOM 300 PSF 2000 LB
TRANSFORMER YARD 300 PSF
100 PSF 2000 LB
BOILER ROOM 250 PSF 2000 LB
RESTROOMS / LATRINES
2000 LB
COOLING TOWER YARD 150 PSF
V = 90 MPH
I = 1.0 (CATEGORY II)
C = 1.0
II
D Ss = 0.11g S1 = 0.03g
V = 0.007 W (ALLOWABLE STRESS)
1.
2.
3.
4.
5.
6.
7.
8.
CONTINUOUS
(3)
XEXPANSION ANCHOR PLACEMENT
WELDING OF STAIRS/RAILING SYSTEMS
STRUCTURAL STEEL
HIGH STRENGTH BOLTING
FILLET WELDS > 5/16"
METAL DECK WELDING
SHOP WELDING (2)
EMBEDDED PLATES
PARTIAL/COMPLETE PENETRATION
SINGLE PASS FILLET WELDS < 5/16"
WELDING OF ANCHORS AND STUDS
ANCHOR BOLTS & INSERTS
PREPARATION OF TEST SPECIMENS
EPOXY ANCHOR PLACEMENT
CONCRETE PLACEMENT
FINAL FOUNDATION PREPARATION
REINFORCING WELDING
REINFORCING PLACEMENT
CONCRETE
GRADING, EXCAVATION & FILL
REINFORCING COUPLING
SOILS
ITEM
REF. SECTION 1704.3.3
REF. NOTE 5
REF. NOTE 5
REF. NOTE 6
BY GEOTECHNICAL ENGINEER
BY GEOTECHNICAL ENGINEER
COMMENTSPERIODIC
(3)
RECORD SLUMP, AIR CONTENT
AND TEMPERATURE
MATERIAL VERIFICATION
CURING
DETAIL CONFORMANCE REF. NOTE 4
REF. NOTE 9
REF. NOTE 9
X X
SPECIAL INSPECTION PROGRAM
ESTABLISHED PER * IBC 2009 * SECTION 109 AND CHAPTER 17
FIELD WELDING
LIGHT GAUGE METAL FRAMING WELDING
FILLET WELDS > 5/16"
PARTIAL/COMPLETE PENETRATION
SINGLE PASS FILLET WELDS < 5/16"
REF. NOTE 6
REF. NOTE 5
REF. NOTE 5
FLOOR AND ROOF DECK WELDS
PREFABRICATED CONSTRUCTION REF. NOTE 8
X
X X X
X
X
X X X X X X
X X X
X
X X
X X
SPECIAL INSPECTION PROGRAM FOOTNOTES:
2.
3.
4.
5.
6.
7.
1.
8.
9.
REINFORCED CONCRETE
1.
2.
3.
4.
5.
PROCEED WITH BACK FILLING OPERATIONS IN A SAFE AND UNIFORM MANNER. SEE
SPECIFICATIONS FOR REQUIREMENTS.
18.
19.
INTERNATIONAL BUILDING CODE 2009:
REF. NOTE 11
ASTM C - 150 TYPE I I OR I
ASTM C - 33 CRUSHED ROCK
ASTM A - 615 GRADE 60 TYPICAL
REINFORCEMENT
ASTM A - 36 HOOKED ANCHOR BOLTS
ANCHOR BOLTS
STRENGTH AGG SLUMP WATER/CEMENT
(PSI) (IN) (IN) (LB/LB)
4,500 3/4 3 0.42
"CONVENTIONAL AND MAT FOUNDATION"
SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS,
LACKLAND AIR FORCE BASE, TEXAS, BY CESWF-EC-G, U.S. ARMY CORPS OF ENGINEERS,
FORT WORTH DISTRICT", DATED MARCH, 2014
FOUNDATION:
1.
FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:
ALLOWABLE BEARING * = 2000 PSF
2.
EQUIVALENT FLUID PRESSURE = 88 PCF : UNRESTRAINED EXPANSIVE SOIL
= 88 PCF : RESTRAINED EXPANSIVE SOIL
PASSIVE EARTH PRESSURE = 42 PCF : UNRESTRAINED NONEXPANSIVE SOIL
= 70 PCF : RESTRAINED NONEXPANSIVE SOIL
COEFFICIENT OF FRICTION = 0.3
MODULUS OF HORIZONTAL SUB
-GRADE REACTION = 200 PCI
* ALLOWABLE BEARING MAY NOT BE INCREASED BY 1/3 FOR WIND AND SEISMIC
LOAD CASES.
3. FOOTING SHALL BEAR ON FIRM SELECT FILL SOILS. MINIMUM DEPTH OF FOOTINGS
BELOW LOWEST ADJACENT FINAL GRADE SHALL BE 18".
4. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER
SURFACE WATER, GROUND WATER, OR SEEPAGE, IF REQUIRED.
5. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,
SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL
EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF
ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE WITH
ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.
6. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL
BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN
STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS
BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY IN
PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR
DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.
7. SUBGRADE PREPARATION AND FILL REQUIREMENTS
SUBGRADE PREPARATION FOR SLAB ON GRADE FLOORS SHALL CONSIST OF A)
REMOVING AT LEAST 6 FOOT OF EXISTING MATERIAL, AND REPLACING WITH
COMPACTED NONEXPANSIVE BACKFILL MATERIAL, ANY ADDITIONAL FILL REQUIRED
TO REACH FINAL SUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEM
SHALL BE NONEXPANSIVE MATERIAL AS WELL. THE UPPER 6 INCHES OF EXISTING
SUBGRADE EXPOSED AFTER EXCAVATION OPERATIONS SHALL BE SCARIFIED,
MOISTENED, AND RECOMPACTED TO THE SAME DENSITY AS REQUIRED FOR
NONEXPANSIVE FILL. NONEXPANSIVE FILL SHALL BE PLACED IN CONTROLLED
LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO AT
LEAST 95 PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED IN
ACCORDANCE WITH ASTM D 1557.
TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR SHALL ENSUREB)
THAT THE SUBGRADE, FILL, AND BACKFILL MATERIAL ARE PROPERLY COMPACTED.
THE FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THE CONTRACT
AS A MINIMUM:
i) IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BE
PERFORMED FOR EVERY 2500 SQUARE FEET PER LIFT IN ACCORDANCE WITH
ASTM D 1556 OR ASTM D 6938, REV B.
ii) OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVE
FILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS OR
WHEN ANY CHANGE IN MATERIAL OCCURS.
EXTERIOR GRADING ADJACENT TO BUILDING SHALL BE SLOPED AWAY FROMC)
THE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFF
FROM THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THE
FOUNDATION EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENT
TO THE BUILDING.
8. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON
DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY
THE CONTRACTING OFFICER.
9. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE
MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT
AND APPROVED BY THE INSPECTOR.
10. ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOOTINGS
MUST EXTEND INTO UNDISTURBRD SOILS.
11. SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL GRADE OR COMPACTED FILL
PER THE RECOMMENDATIONS OF THE SOILS REPORT.
FINE AGGREGATE......... ASTM C - 33 CRUSHED ROCK
6.
2000 LB
2000 LB
REINFORCEMENT IN ALL STRUCTURAL MEMBERS SHALL BE VISUALLY INSPECTED AND
APPROVED ON THE DAY PRIOR TO ANY SCHEDULED CONCRETE PLACEMENT
THE SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS
AND IN THE GENERAL NOTES.
BEAM SHALL EXTEND TO WITHIN 2" OF THE FACE AND HAVE A 90 DEGREE HOOK
UNLESS OTHERWISE SHOWN.
REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALL
NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT
OR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2". NORMAL
DIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE THE EQUIVALENT DIAMETER
OF THE COMBINED AREAS OF THE BARS BUNDLED.
OF RECTANGULAR HOLES IN SLABS. PLACE BARS DIAGONALLY.
SPLICES IN OTHER BOTTOM REINFORCEMENT; STAGGER SPLICES FOR TOP
REINFORCEMENT SIMILARLY.
87 EQUIVALENT BAR DIAMETERS FOR BOTTOM BUNDLES AND 113 EQUIVALENT
BAR DIAMETERS FOR TOP BUNDLES, WHERE THE EQUIVALENT DIAMETER IS
BASED UPON THE COMBINED AREAS OF THE BARS BUNDLED. LAP LENGTHS
FOR BARS IN BUNDLES OF 4 OR MORE BARS SHALL BE INCREASES AN
ADDITIONAL 11 PERCENT.
WITH E90XX ELECTRODES.
TO FOUNDATION INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION BY
THE CONTRACTING OFFICER.
FOOTING OR COLUMNS UNLESS SPECIFICALLY DETAILED.
ADMIXTURES: REVIEWED BY CONTRACTING OFFICER, NO CALCIUM CHLORIDE.
ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS SHOWN ARE
ACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS (i.e. A 4 INCH SLAB IS 4 INCHES
THICK, NOT 3-1/2 INCHES.)
CONCRETE CURING: SEE SPECIFICATIONS.
CAST-IN BOLTS IN CONCRETE: MINIMUM EMBEDMENT SHALL BE PER IBC TABLE
1912.2, BUT NOT LESS THAN 7 INCHES UNLESS NOTED OTHERWISE.
CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE COVER.
VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH
HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN
SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL
TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED U.N.O.
SLAB CORNERS: PROVIDE 2-#4 X 4'-0" AT RE-ENTRANT CORNERS AND EACH CORNER
SPLICES (LAPS) U.N.O.
IN NO CASE SHALL LAPS BE LESS THAN 24 INCHES LONG.
STAGGER CONTINUOUS FOOTING BOTTOM SPLICES AT LEAST 6'-0" FROM
INDIVIDUAL SPLICES OF BARS IN A BUNDLE SHALL BE STAGGERED AT LEAST
ALL LAP SPLICES ARE CLASS B UNLESS OTHERWISE NOTED ON PLANS.
WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PER AWS D1.4
PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, SLABS,
CHAMFER: 3/4 INCH ON EXPOSED CORNERS.
C)
D)
E)
F)
G)
H)
I)
i) SEE TABLE A, CONCRETE LAP SPLICE PER 2/EB-S501, FOR TENSION LAP SPLICE LENGTHS.
ii) iii) iv) v)
J)
ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS: SECURELY HELD IN PLACE PRIOR7.
8.
9.
10.
11.
12.
13.
315 AND ACI 318. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTING
OFFICER BEFORE FABRICATION.
MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:
MIN. COVER,
INCHES
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
CONCRETE EXPOSED TO EARTH OR WEATHER:
NO. 6 THROUGH NO. 18 BAR
NO. 5 BAR, W31 OR D31 WIRE AND SMALLER
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH
GROUND:
SLABS AND WALLS
NO. 14 AND NO. 18 BAR
NO. 11 BAR AND SMALLER
REINFORCEMENT:
CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING
A) SHOP DRAWINGS, FABRICATION AND PLACING: SHALL CONFORM TO ACI
B)
1 1/2
1 1/2 3/4
SEISMIC IMPORTANCE FACTOR
A I = 1.0
V = .01 W (STRENGTH)
SPECTRAL RESPONSE ACCELERATIONS S = 0.117 S =0.048DS D1
X
X X
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le
Pl ot d at e:
Fi le n am e:
on tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
LA
CK
LA
ND
A
FB
, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
W
ES
T
CA
M
PU
S
EQ
UI
PM
EN
T
BU
IL
DI
NG
X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:5
AM
J.
W
EA
VE
R
M . L
O W
E
C . L
A N G
U M
EB1-S001
GE
NE
RA
L N
OT
ES
O C
T
O C
T
No
De sc rip tio n
D.
O.
No
Ac tio n Da te
10/11/17
W
G
R
LA
1906.4 AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL
DRAWINGS.
OR OTHER FOREIGN MATTER PRIOR TO PLACING ADJACENT CONCRETE.
TO CONTRACTING OFFICER BEFORE STARTING CONSTRUCTION.
ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CODE SECTION
ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS,
THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS
EQUAL. ALL DECKS SHALL BE IN CONFORMANCE WITH ASTM A653 SS GRADE 33.
DECK INSTITUTE (SDI) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS,
ROOF DECKS, AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL DISTRIBUTION",
LATEST EDITION, AND "DIAPHRAGM DESIGN MANUAL", LATEST EDITION, AND PROVIDE
DECKING AND CLOSURE ANGLES COMPLYING WITH ASTM A653 SS GRADE 33.
SUSPENDED ACOUSTICAL CEILINGS WITH INTEGRALLY SUPPORTED LIGHT FIXTURES
FIXTURES FROM ROOF DECKING.
INCHES AND CENTER LAPS OVER SUPPORTS. CENTER LAPS OVER ONE TOP CHORD
ANGLE AT OPEN-WEB STEEL JOISTS.
ELECTRODES. WELDERS SHALL BE CERTIFIED AS REQUIRED BY THE GOVERNING CODE
AUTHORITY.
FOR REVIEW. SHOP DRAWINGS SHALL INDICATE ICC REPORT NUMBER, IF APPLICABLE,
LOAD/SPAN CAPACITIES AND DIAPHRAGM CAPACITY.
OTHERWISE ON THE DRAWINGS.
EQUIVALENT BENT PLATE AS NECESSARY TO SUPPORT DECK EDGES.
ALL PERIMETER LOCATIONS REQUIRING CONCRETE.
WIDE FLANGE
CHANNELS
ANGLES, PLATES AND RODS
HSS SHAPES (TUBES)
MACHINE BOLTS
NUTS
HIGH STRENGTH BOLTS
NUTS
NON-SHRINK GROUT
ANCHOR BOLTS
NOTCH TOUGHNESS OF 20 FT/LBS AT MINUS
20 DEGREES FAHRENHEIT.
STRUCTURAL WELDS. INCREASE AS
REQUIRED BY ASD TABLE J2.4.
CONSTRUCTION.
WHEREVER PRACTICABLE, SHALL BE
RETURNED CONTINUOUSLY AROUND
CORNERS A DISTANCE 2 TIMES THE
NORMAL SIZE OF THE WELD PER ASD
SECTION J2.2B.
SHALL BE THE FULL LENGTH OF THE
JOINT.
DEVELOPED BY THE FABRICATOR, IN CONFORMANCE WITH AWS D1.1 FOR REVIEW
BY THE CONTRACTING OFFICER. ALL WELDS SHALL BE PRE-QUALIFIED PER AWS
D1.1 THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY
THE ELECTRODE MANUFACTURER.
ANCHOR
SHEAR FRAME BASE PLATES
WALLS AND COLUMNS, MASONRY WALLS AND COLUMNS, WOOD FRAMING, AND
PLYWOOD WALL, ROOF, FLOOR SHEATHING ARE EMPLOYED TO INTERACT WITH THE
STEEL FRAMING TO PROVIDE STABILITY AND BRACING TO THE OVERALL STRUCTURE.
THE STEEL ERECTOR SHALL FURNISH AND INSTALL ALL NECESSARY TEMPORARY
SUPPORTS AND BRACING REQUIRED FOR THE STRUCTURAL STEEL FRAMING IN
ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICE FOR
STEEL BUILDINGS AND BRIDGES. ALL TEMPORARY SUPPORTS AND BRACING SHALL
NOT BE REMOVED OR MODIFIED UNTIL THE SUPPORTING STEEL DECK, CONCRETE
SLABS, WALLS AND COLUMNS, MASONRY WALLS AND COLUMNS, WOOD FRAMING AND
PLYWOOD WALLS, ROOF, AND FLOOR SHEATHING ARE COMPLETELY INSTALLED AND
HAVE ACHIEVED THEIR DESIGN STRENGTH.
PROVIDE METAL DECKING BY MANUFACTURER INDICATED ON DRAWINGS OR APPROVED
FLOOR AND ROOF DECKING:
BEAR DECKING AT LEAST 2 INCHES AT SUPPORTS. LAP DECKING AT ENDS AT LEAST 2
WELD METAL DECKING IN COMPLIANCE WITH ANSI/AWS D1.3 USING A MINIMUM OF E60XX
SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING OFFICER
ALL STEEL DECK SHALL BE CONTINUOUS OVER AT LEAST TWO SPANS UNLESS NOTED
WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE CONTINUOUS L3x3x1/4 OR
METAL DECK SHALL BE GALVANIZED PER: G90 = COMMERCIAL HEAVY OR LEFT PERMANENTLY
PROVIDE METAL ROOF DECKING AND CLOSURE ANGLES COMPLYING WITH STEEL
DO NOT SUSPEND PIPING, DUCTS, WORK UTILITIES OR OTHER LOADS INCLUDING
STRUCTURAL STEEL FOR BUILDINGS; STEEL CONSTRUCTION MANUAL (THIRTEENTH
EDITION); STRUCTURAL WELDING CODE AWS D1.1, D1.3 AND D1.4.
IN CONFORMANCE WITH REQUIRED ASTM.
IDENTIFICATION: STEEL SHAPES SHALL BE IDENTIFIED WITH IDENTIFICATION MARKS
MATERIALS: STRUCTURAL SHAPES
WELDING: ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1
THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS),
SHOP DRAWINGS: REVIEWED BY THE CONTRACTING OFFICER BEFORE FABRICATION
BOLT HOLES:.
EXPOSED STEEL: HOT DIP GALVANIZED, THIS INCLUDES ALL STEEL IN THE UTILIDOR.
NON-STRUCTURAL STEEL ELEMENTS INCLUDING STEEL DECK, CONCRETE SLABS,
GROOVE & BUTT WELDS
FILLET WELDS
FIELD WELDING
TERMINATION
LENGTHS
PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OF ALL UNITS, AROUND COLUMNS AND
EXPOSED TO WEATHER.
CONSTRUCTION JOINTS
1.
3.
4.
METAL DECKING
1.
2.
A)
B)
3.
4.
5.
6.
7.
8.
9.
STRUCTURAL STEEL
1. CODES: AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION FOR
2.
3.
ASTM A-992 GRADE 50, UNLESS NOTED OTHERWISE
ASTM A-572 GRADE 50
ASTM A-36 GRADE 36
ASTM A-500 GRADE B FY=46 KSI
ASTM A-307
ASTM A-563 HEX, GRADE A
ASTM A-325
ASTM A-563 HEAVY HEX, GRADE C
ASTM C-1107 NON-METALLIC
ASTM F-1554 GRADE 36, U.N.O. GRADE 55
4.
A) ELECTRODES.........................................CLASS E-70 XX SERIES, LOW HYDROGEN, B) WELDERS...............................................CERTIFIED.
C) COMPLETE PENETRATION (CP) U.N.O.
D) SIZES SPECIFIED ARE MINIMUM
E) MAY BE REQUIRED TO FACILITATE
F) WELDS TERMINATING AT ENDS OR SIDES,
G) WHERE LENGTH IS NOT SPECIFIED, IT
5.
6.
7.
TYPICAL..................................................DIAMETER + 1/16 INCH
DIAMETER + 3/16 INCH
DIAMETER + 3/16 INCH
8.
9.
PER SELECT LOCATIONS.
THE USE OF EXPANSION ANCHORS OR EPOXY ANCHORS SHALL BE APPROVED BY THE
CONTRACTING OFFICER PRIOR TO USE.
UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE SHALL BE AS A MIN 5/8"
DIAMETER x 4" EMBEDMENT HILTI KWIK BOLTS TZ OR APPROVED ALTERNATE WITH
ALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI PER CURRENT ICC
RESEARCH REPORT (ESR-1385). UNLESS NOTED OTHERWISE, ALL EPOXY ANCHORS SHALL
BE AS A MIN 5/8" DIAMETER WITH 6" EMBEDMENT HILTI HIT SYSTEM OR APPROVED
ALTERNATE WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI, PER
CURRENT ICC RESEARCH REPORT (ER-5193). INSTALL EXPANSION AND EPOXY ANCHORS
PER MANUFACTURER'S RECOMMENDATIONS. LARGER ANCHORS SHALL BE USED IF
REQUIRED BY THE CONTRACTING OFFICER.
CONCRETE ANCHORS
1.
2.
ABV
ADDL
HT
HSH
HSB
HORIZ
HGR
HDR
HD
(H)
GR
GLB
GALV
GA
FTG
FS
FRMG
FOS
FOM
FOC
FN
FLR
FLG
FJ
FF
FDN
EW
ES
EQ
EN
EMBED
ELEV
ELEC
EL
EF
EA
(E)
DWL
DWG
DP
DO
DN
DIM
DIA
DF
DBL
CTRD
CSK
CP
CONT
CONST
CONN
CONC
COL
CLR
CL
CJ
CJ
CIP
CB
C
BTWN
BRG
BP
BOS
BOF
BN
BM
BLW
BLKG
BLK
(B)
AWS
ASSOCIATION
AWPA
TESTING AND MATERIALS
ASTM
ASD
ARCH
ASSOCIATION
APA
ALT
STEEL CONSTRUCTION
AISC
ADJ
WWF
WT
WPJ
WP
WD
W/O W/
WL
VSH
VERT
(V)
UON
UNO
UBC
TYP
TS
TOW
TOT
TOS
TOP
TOC
TO
TN
THRD
THK
TG
T AND B
(T)
STRUC
STL
STIFF
STGR
STD
SQ
SPEC
SOG
SIM
SHTHG
SEP
SECT
SCHED
SC
RF
REF
REQD
REINF
R
PT
PP
PLYWD
PLCS
PL
PC
ORIG
OPP
OPNG
OH
OF
OC
NTS
NS
NO
NIC
MTL
MISC
MIN
MFR
MECH
MB
MAX
MATL
LT WT
LOC
LDGR
KP
JT
JST
IF
ABBREVIATIONS
AB ANCHOR BOLT ICC INTERNATIONAL CODE
COUNCILABOVE
ADDITIONAL INSIDE FACE
ADJACENT JOIST
AMERICAN INSTITUTE OF JOINT
KING POST
ALTERNATE LEDGER
AMERICAN PLYWOOD
LOCATION
LIGHTWEIGHT
ARCHITECTURAL/ARCHITECT
MATERIAL
MAXIMUM
ALLOWABLE STRESS DESIGN
AMERICAN SOCIETY FOR
MACHINE BOLT
MECHANICAL
AMERICAN WOOD PRESERVERS
MANUFACTURER
MINIMUM
MISCELLANEOUS
AMERICAN WELDING SOCIETY
BOTTOM
METAL
BLOCK
NOT IN CONTRACT
BLOCKING
NUMBER
BELOW
NEAR SIDE
BEAM
NOT TO SCALE
BOUNDARY NAIL
ON CENTER
BOTTOM OF FOOTING
OUTSIDE FACE
BOTTOM OF STEEL
OPPOSITE HAND
BASE PLATE
OPENING
BEARING
OPPOSITE
BETWEEN
ORIGINAL
CAMBER
PRECAST
CARRIAGE BOLTS
PLATECAST-IN-PLACE
PLACESCONSTRUCTION JOINT
PLYWOODCEILING JOIST
PARTIAL PENETRATIONCENTER LINE
PRESSURE TREATEDCLEAR
RADIUS
COLUMN
REINFORCEMENT
CONCRETE
REQUIRED
CONNECTION
REFERENCE
CONSTRUCTION
ROOF
CONTINUOUS
SHEAR CONNECTOR
COMPLETE PENETRATION
SCHEDULE
COUNTER SINK
SECTION
CENTERED
SEPARATION
DOUBLE
SHEATHING
DOUGLAS FIR/LARCH
SIMILAR
DIAMETER
SLAB ON GRADE
DEEP
SPECIFICATION
DIMENSION
SQUARE
DOWN
STANDARD
DITTO (REPEAT)
STAGGER
DRAWING
STIFFENERS
DOWEL
STEEL
EXISTING
STRUCTURAL
EACH
TOP
EACH FACE
TOP AND BOTTOM
ELEVATION
TAPERED GIRDER
ELECTRICAL
THICKNESS/THICK
ELEVATOR
THREADED
EMBEDMENT
TOENAIL
EDGE NAIL
TOP OF
EQUAL OR EQUIVALENT
TOP OF CONCRETE
EACH SIDE
TOP OF PARAPET
EACH WAY
TOP OF STEEL
FOUNDATION
TOTAL
FINISHED FLOOR
TOP OF WALL
FLOOR JOIST
TUBE STRUCTURAL
FLANGE
TYPICAL
FLOOR
UNIFORM BUILDING CODE
FIELD NAIL
UNLESS NOTED OTHERWISE
FACE OF CONCRETE
UNLESS OTHERWISE NOTED
FACE OF MASONRY
VERTICAL
FACE OF STUD
VERTICAL
FRAMING
VERTICAL SLOTTED HOLES
FAR SIDE
WIND LOAD
FOOTING
WITH
GAUGE
WITHOUT
GALVANIZED
WOOD
GLUED LAMINATED BEAM
WATER PROOF/WORK POINTGRADE
WEAKENED PLANE JOINTHORIZONTAL
WEIGHTHOLDOWN
WELDED WIRE FABRICHEADER
HEIGHT
HORIZONTALLY SLOTTED HOLES
HIGH STRENGTH BOLT
HORIZONTAL
HANGER
CGS CENTER OF GRAVITY OF STEEL
GSN GENERAL STRUCTURAL NOTES
LLV LONG LEG VERTICAL
LLH LONG LEG HORIZONTAL
P/T POST-TENSION
SURFACES TO RECEIVE NEW CONCRETE. LOCATION OF JOINTS TO BE REVIEWED BY THE
CONTRACTING OFFICER. WAIT 48 HOURS BETWEEN POURS.
HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND THOROUGHLY CLEAN ALL CONCRETE2.
GALVANIZE EXPOSED POST INSTALLED ANCHORS AND ALL POST INSTALLED ANCHORS IN
THE UTILIDOR.
3.
CONCRETE REINFORCING SHALL BE LOCATED BEFORE POST INSTALLED ANCHORS ARE
INSTALLED. REINFORCING SHALL NOT BE CUT DURING ANCHOR INSTALLATION.
4.
GALVANIZE POST INSTALLED ANCHORS, BOTH EXTERIOR AND IN THE UTILIDOR.
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le
Pl ot d at e:
Fi le n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
LA
CK
LA
ND
A
FB
, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
W
ES
T
CA
M
PU
S
EQ
UI
PM
EN
T
BU
IL
X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
R
/2
5/
:5 1:
A
M
J.
W
EA
VE
R
M . L
O W
E
C . L
A N G
U M
EB1-S002
GE
NE
RA
L N
OT
ES
O C
T
O C
T
No
De sc rip tio n
D.
O.
No
Ac tio n Da te
10/27/17
B C D E F
A
EXTENT OF BELOW
GRADE UTILIDOR.
REF SHEET EB1-S301
18" THICK MAT FOUNDATION. PLACE REINFORCEMENT IN
FOLLOWING SEQUENCE:
1ST - #5 BOTTOM BARS AT 8" O.C. IN PLAN E-W DIRECTION
2ND - #5 BOTTOM BARS AT 8" O.C. IN PLAN N-S DIRECTION
3RD - #6 TOP BARS AT 6" O.C. IN PLAN N-S DIRECTION
4TH - #5 TOP BARS AT 6" O.C. IN PLAN E-W DIRECTION
50'-5" 17'-4" 38'-6" 48'-10" 31'-9"
'-8
6'-
6"
'-8
6' - 10" 11' - 0" 32' - 7" 10' - 7" 3' - 4" 3' - 5" 13' - 4 3/4" 10' - 0"
3' - 3 1/4"
3' - 4" 8' - 6" 17' - 0 3/4" 3' - 4"
4' - 1 1/4"
10' - 0" 4' - 2" 6' - 6" 3' - 8" 10' - 3" 11' - 0" 10' - 6"
35'-9" 5'-0 1/2" 3'-4" 6'-3 1/2" 13'-1 3/4" 10'-0" 3'-10" 3'-4" 8'-2 1/4" 24'-6" 10'-0" 3'-7" 3'-4" 7'-5" 5'-5" 11'-0" 10'-6"
3'- 4"
4'- 8"
3'- 4"
'-8
6'-
5"
'-1 1/
2" 6'-
4"
'-4
'-1
'-5
BM
BM
BM
BM
HOUSEKEEPING
PADS, TYP.
C.J.
NOTE:
LOCATE C.J. AT
FACE OF WALL
NOTE: LOCATE C.J.
AT FACE OF WALL
BELOW GRADE UTILIDOR
RE: EB1-S301
NORTHEAST
CORNER OF
DCF3
EB1-S301
'-0
9'-
3"
9'- 3"
9'- 2"
8" 10'-11 1/2" 8" 18'-3 3/4"
EB1-S501
EB1-S501
EB1-S501
EB1-S501
8'-0" 4'-0"
1'- 0"
4'- 0"
20'-3 7/8"
TYP.
4'- 2 7
/8"
'-4
'-8
1/ 4"
13'-1 1/2"1'-10"
3'-6 7/8" 16'-2 1/4"
7'- 1 1
/2"
'-2 1/
2"
'-8
3/ 8"
'-1
1/ 2"
6'-4"BM
BM
BM
BM
BM
BMBM
BM
9'-0 1/2" 5'-4 5/8"
1'-6 3/4" 1'-6 3/4"
5'-4 5/8" 8'-10"
5'- 8"
'-2
9'- 1"
6'-3 1/8"
'-1
1/ 4"
'-2
NORTH PIPE RACK
SOUTH PIPE RACK
EB1-S501
TYP.
C.
J.
ADD (3) #6 TOP BARS
AT 6" O.C. EACH SIDE
OF UTILIDOR
W x5
W x5
W x5
W x5
EB1-S501
TYP
6'-
1/ 2"
SL
OP
E
SL
OP
E
SLOPESLOPE SL
OP
E
SL
OP
E
SL
OP
E
EL.100'-0"
EL.100'-0"
EL.100'-0"
EL.100'-0"
SLOPE
SL
OP
E
SL
OP
E
SL
OP
E
SL
OP
E
SLOPE
-5.25"
-6.75"
-6.75"
EL.100'-0"
EL.100'-0"
'-1
0"
11'-5"
10"
-4.75"-6"
SLOPESLOPE
-4.75"
-6"
EL.100'-0"
EL.100'-0"
-4.75"
-6"-6"
-4.75"
EB1-S502
TYP
STOOP AT MAN
DOORS, TYP.
RE: 5/EB1-S502
TY
P
5'- 0"
TYP
5'-0"
5'- 0"
7'-0"
EB1-S301 SL
OP
E
T.O. UTILIDOR LID SLAB
EL.= 97'-2"
EB1-S501
EB1-S502
EB1-S502
TYP.
CONTRACTOR
TO COORDINATE
T-SUPPORT
LOCATIONS
EB1-S502
EB1-S502
EB1-S301
3'- 4"
3'- 5 1
/2"
1'-6"
3'-4"
TYP
5'-0"
4'- 4"
'-2
SL
OP
E
SL
OP
E
'-4
'-1 1/
2" 5'-
3" 6"
1'- 5"
'-2
1/ 2"
10'-4" 8'-6" 8'-6" 4'-5 1/4" 4'-0 3/4" 8'-6" 6'-1"
9'- 1"
GENERAL FOUNDATION NOTES:
TOP OF SLAB REFERENCE ELEVATION = 100'-0". REFER TO CIVIL
DRAWINGS FOR MSL DATUM.
COORDINATE SLAB PENETRATIONS AND HOUSEKEEPING PAD
LOCATIONS WITH ELECTRICAL, MECHANICAL, PLUMBING, AND
ARCHITECTURAL DRAWINGS PRIOR TO POURING CONCRETE.
COORDINATE PLAN DIMENSIONS WITH ARCHITECTURAL
DRAWINGS.
SEE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR
FLOOR FINISHES AND ADDITIONAL INFORMATION.
REFER TO SHEET EB1-S501 FOR TYPICAL FOUNDATION DETAILS.
BM = APPROXIMATE BENCH MARK LOCATION, SEE 8/EB1-S501.
FOR HOUSEKEEPING PAD DETAIL, SEE 9/EB1-S501.
1.
2.
3.
4.
5.
6.
7.
INDICATES TRENCH DRAIN PER 16/EB1-S501
1 HSS 4x4x1/4" COLUMN w/ BASE PLATE PER 15/EB1-S502
INDICATES PRECAST WALL PANEL. RE: ARCH FOR
ADDITIONAL INFORMATION.
2 HSS 4x4x1/4" COLUMN w/ BASE PLATE PER 15/EB1-S502
3 HSS 4x4x1/4" TEE SUPPORT w/ BASE PLATE PER 15/EB1-S502
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le
Pl ot d at e:
Fi le n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
LA
CK
LA
ND
A
FB
, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
W
ES
T
CA
M
PU
S
EQ
UI
PM
EN
T
BU
IL
X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:0
AM
J.
W
EA
VE
R
M . L
O W
E
C . L
A N G
U M
EB1-S101
FO
UN
DA
TI
ON
P
LA
N
O C
T
O C
T
EB1-S101
1FOUNDATION PLAN
8'0 4' 16'
SCALE:1/8"=1'-0"
N
PLAN
NORTH
N
TRUE
NORTH
LEGEND:
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
10/11/17
W
G
R
LA
20BG3N18.0K 36BG8N17.2K 42BG10N17.2K RIDGE
x4
KC
S5
(2 ) 2
6K
CS
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
(2 ) 2
6K
CS
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
KC
S5
JOIST BEARING EL. = 19' 1-3/4" - TYP.
B C D E F
A 50'-5" 17'-4" 38'-6" 48'-10" 31'-9"
EB1-S510
EB1-S510
'-1
0"
3 EQUAL SPACES 8 EQUAL SPACES 10 EQUAL SPACES
SL
OP
E
1/ 2:
SPAN
SL
OP
E
1/ 2:
W x4
KC
S5
W10x26
W10x26
W10x26
W10x26
W10x26 W10x26
W10x26 W10x26
W10x26 W10x26
W10x26 W10x26
W10x26 W10x26
W10x26 W10x26
W10x26 W10x26
EB1-S102
PROVIDE CHAIN LINK FENCE
COVER PER 2/EB1-S102
31'-9 1/4" 18'-7 3/4"
1'- 2"
9'- 0 3
/4" 9'-
0 3 /4"
9'- 0 3
/4" 9'-
0 3 /4"
9'- 0 3
/4" 9'-
0 3 /4"
9'- 0 3
/4" 9'-
0 3 /4"
1'- 2"
EB1-S510
EB1-S510
EB1-S502
EB1-S510
EB1-S510
EB1-S502
EB1-S502
EB1-S502
EB1-S502
HSS COL. BELOW
AIR SEPARATOR
WT= 5800#
AIR SEPARATOR
WT= 2100#
EB1-S502
TYP.
EB1-S502
TYP.
TYP.
EB1-S510
EB1-S510
LADDER PER
ARCH.
(2 ) 2
6K
CS
FRAMING PER
5/EB1-S510, TYP.
TYP.
TYP.
INDICATES REMOVABLE
SECTION OF ELECTRICAL
YARD COVER
HSS COL. BELOW
GENERAL FRAMING NOTES:
REFER TO SHEETS EB1-S001 AND EB1-S002 FOR
GENERAL NOTES.
REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL
DIMENSIONS.
PROVIDE HORIZONTAL AND DIAGONAL BRIDGING
MEETING THE REQUIREMENTS OF THE STEEL JOIST
INSTITUTE SPECIFICATIONS.
LOCATE BOTTOM CHORD SUSPENDED LOADS AT JOIST
PANEL POINTS.
PROVIDE REINFORCING FOR DECK AT OPENINGS PER
DETAIL 5/EB1-S510. COORDINATE LOCATIONS AND SIZES
WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND
PLUMBING DRAWINGS.
1.
2.
3.
4.
5.
ALL JOISTS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN
ACCORDANCE WITH THE LATEST EDITION CATALOG OF THE
STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL JOISTS
AND JOIST GIRDERS".
ALL STEEL JOISTS SHALL BE DESIGNED, FABRICATED, AND ERECTED
WITH THE APPLICABLE U.L. LISTINGS PER THE ARCHITECTURAL
DRAWINGS AND/OR SPECIFICATIONS.
BETWEEN PANEL POINTS OF STEEL JOIST, THE BOTTOM CHORD
SHALL NOT SUPPORT OVER 60 LBS. VERTICAL LOAD WITHOUT
ADEQUATE REINFORCING OF BOTTOM CHORD. NO VERTICAL LOAD
SHALL BE IMPOSED ON BRIDGING.
STEEL BAR JOIST BRIDGING IS NOT SHOWN ON THE FRAMING PLANS.
PROVIDE BRIDGING PER SJI SPECIFICATIONS. DO NOT APPLY LOADS
TO BRIDGING.
JOISTS SHALL BE FABRICATED WITH SLOPED SEATS AS REQUIRED.
BUILT-UP BEARING PLATES WILL NOT BE ALLOWED.
FOR ADDITIONAL JOIST REINFORCING AT CONCENTRATED LOADS, SEE
DETAIL 12/EB1-S510.
FOR TYPICAL SUPPORT FRAMING FOR SUSPENDED MECHANICAL OR
ELECTRICAL EQUIPMENT, SEE DETAIL 10/EB1-S510 AND 11/EB1-S510.
AT DOUBLED UP JOIST, DISTRIBUTE MEP LOADING EVENLY BETWEEN
PAIRED JOISTS.
DEFLECTION SHALL BE LIMITED TO THE FOLLOWING
-TOTAL LOAD DEFLECTION NOT TO EXCEED L/240.
-LIVE LOAD DEFLECTION NOT TO EXCEED L/360.
THE CONTRACTOR SHALL COORDINATE CONNECTIONS TO JOISTS FOR
RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL
EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING.
SUPERIMPOSED DESIGN LOADS:
DEAD LOAD LIVE LOAD
TOP CHORD 17 PSF 20 PSF
BOTTOM CHORD 10 PSF
MECHANICAL & PLUMBING DEAD LOAD:
JOISTS WERE DESIGNED FOR A CONTINUOUS MECHANICAL LOAD OF
242 POUNDS PER LINEAR FOOT. THIS LOAD CAUSES A SERVICE
MOMENT OF 40K-FT. THE RESTRAINT OF MECHANICAL AND PLUMBING
EQUIPMENT SHALL NOT CREATE A MOMENT DUE TO MECHANICAL &
PLUMBING LOADS ON THE JOIST GREATER THAN 40K-FT. THE
CONTRACTOR MUST COORDINATE THE LOCATIONS OF THESE
RESTRAINTS W/ THE JOIST SUPPLIER.
STEEL BAR JOIST NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
LEGEND:
INDICATES METAL DECK SPAN DIRECTION.
REF. 3/EB1-S510 FOR ADDL. INFO
B
A 50'-5"
'-1
0"
EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ
2" DIA.
STD. WT.
GALV. PIPE
GA.CHAIN
LINK MESH
EB1-S502
EB1-S502
EB1-S502
EB1-S502
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EB1-S510
INDICATES REMOVABLE
SECTION OF ELECTRICAL
YARD COVER
HSS COL. BELOW
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le
Pl ot d at e:
Fi le n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
LA
CK
LA
ND
A
FB
, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
W
ES
T
CA
M
PU
S
EQ
UI
PM
EN
T
BU
IL
X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
-0
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
R
/7
/2
:1 6:
A
M
J.
W
EA
VE
R
M . L
O W
E
C . L
A N G
U M
EB1-S102
RO
OF
F
RA
MI
NG
P
LA
N
O C
T
O C
T
EB1-S102
1ROOF FRAMING PLAN
SCALE:1"=1'-0"
1' 2'
N
PLAN
NORTH
N
TRUE
NORTH
EB1-S102
2ELECTRICAL YARD COVER PLAN
SCALE:1"=1'-0"
1' 2'
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
11/07/17
B C D E F
A
EB1-S302
EB1-S302
EB1-S301
EB1-S301
EB1-S301
'-2
5/8
45.00°
'-3
1/ 2"
(INSIDE TO INSIDE)
9'-8"
FOOTPRINT
OF ATC-5
UTILIDOR
TERMINATION
VAULT
UTILIDOR
FOOTPRINT OF
EQUIPMENT
BUILDING ABOVE
EB1-S301
'-1
0 3 /4"
9'-7 1/2"
DCF3 RETAINING
WALL, NOT IN
CONTRACT
NORTHEAST
CORNER OF
DCF3
EB1-S301
7' - 6"
EB1-S301
10"
9'- 7 1
/2"
SLO
PE
N
'-4
6'-
2 1 /4"
T.O.UTILIDO
R LID SLAB
EL.= 94'-0"
EB1-S302
EB1-S301
EB1-S301
AB
DCF3
GRIDS
DCF3
GRID
'-1
0"
50'-5" 17'-4" 38'-6" 48'-10" 31'-9"
4'- 4 3
/4"
17'-10" 17'-11 1/4" 59'-7 3/4"
13'-8"
10" 10"
NO
SE
O F
S T
AI
R 3'-
0"
9'-0"
TYP UNO
15'-0"
3'-6"
14'-4" 8"
1'-
1/ 4"
TY
P
UN
O
'-0
6'-
0"
7'-6
TYP UNO15'
-0"
6'-2 5/8
10'-6 1/2" 7 1/2"
12'-10"
15'-0 5/8"
T.O.UTILIDOR
LID SLAB
EL.= 97'-2"
EB1-S301
SIM
EB1-S301
SLOPED
SLAB RE:
ARCH.
1'-6"
7'- 2"
10" SEE PLAN 10"
1'- 2"
6" WATER STOP
SEE DETAIL 1/EB1-S502
TYP.C PIPELPIPE
SEE PLUMBING
TYP.
#4@18" O.C.
#5 @ 8" O.C.
#4 DWLS @
6" O.C, TYP
#4 @ 8" O.C, TYP
#4 @ 6" O.C, TYP
#5x @ 6" O.C.
T.O. SLAB
EL. = SEE PLAN
#4 @ 8" O.C.
#5 @ 6" O.C.
STRUCTURAL FILL
SEE 4/EB1-S501
#5 @ 6" O.C.
PERIMETER DRAIN w/
WASHED GRAVEL FILTER
FABRIC SEE PLUMBING
CL
R.
1 1 /2"
3" C
LR
TYP.
1 1/2" CLR
PE
R
2/E B1
- S
LA
P
SP
LIC
E
6"
3"1 1 /2"
C
LR
CL
R.2" 1'-3"
3" C
LR
EB1-S503
TYP
EB1-S503
6EB1-S503
OH
3'- 6"
3'-0"
GROUND FLOOR
99' - 11"
D
7'- 1"
1'- 6"
3"
TYP.
6"
3" C
LR
3"
C
LR
PERIMETER DRAIN w/
WASHED GRAVEL
FILTER FABRIC SEE
PLUMBINGSTRUCTURAL FILL
RE: 4/EB1-S501
1 1 /2"
C
LR
#5 AT 6"
O.C. #5 AT 8" O.C.
#4 AT 18" O.C.
#5 DOWELS
AT 8" O.C.,
TYP
#4 AT 8"
O.C., TYP
MAT SLAB
RE: 1/EB1-S101 FOR
MORE INFO
HOUSEKEEPING PAD
RE: 9/EB1-S501
C PIPEL
1'-2 3/4"
C PIPEL
1'-3"
1'- 6"
#5 AT 8"
O.C., TYP
6" WATERSTOP
RE: DETAIL
1/EB1-S502, TYP.
EB1-S503
OH
EB1-S503
EB1-S503
TYP
PE
R
2/E B1
-S
LA
P
SP
LIC
E
10" 10"
10" SEE PLAN 10"
10" 9'-7 1/2" 10"
TYP.
1 1/2" CLR.
1'- 2"
PE
R
2/E B1
-S
LA
P
SP
LIC
E
SEE SECTION 1/EB1-S302
FOR SLAB REINF.
12" VOID FORM
#4 @ 8" O.C.
TYP.
#4 @ 6" O.C.
TYP.
#4 DWLS
@ 6" O.C.
6" WATER STOP
RE DETAIL
1/EB1-S502, TYP
GRADE BEAM
SEE 1/A5-S102
FLOOR SLAB
SEE 1/A5-S107
GROUND FLOOR
EL.= 100'-0"
T.O. WALL
EL.= 96'-0"
T.O. SLAB
EL.= 86'-0"
GROUND FLOOR
99' - 11"
1'- 6"
RE
: 2
/E B1
-S
LA
P
SP
LIC
E
1 1 /2"
C
LR
3"
C
LR
FUTURE DCF
CONSTRUCTION
#5 AT 8" O.C.
#5 AT 6" O.C.
#4 AT 8" O.C.
#4 AT 8" O.C.
#5 AT 6" O.C.
#5 AT 6" O.C.
#5 DOWELS
AT 6" O.C.
6" WATER STOP, TYP
RE: 1/EB1-S502
REMOVE BREAKOUT
PANEL WHEN DCF3 IS
CONSTRUCTED.BREAKOUT
PANEL IS NOT REQUIRED
IF DCF3 IS CONSTRUCTED
FIRST OR IF EXCAVATION
IS LEFT OPEN OTHERWISE.
MAT SLAB
RE: 1/EB1-S101 FOR
MORE INFO
1'- 6"
8'- 1"
BY
'-2 " W
ID
E
6'- 2"
H
IG
H 1'-
3" C
LR
3"
C
LR
1 1/2" CLR, TYP
(2) #7 TOP
AND BOTT
#4 STIRRUPS
AT 12" O.C.
4'-0"
EB1-S503
10" 10"
GROUND FLOOR
99' - 11"
1'- 6"
7'- 1"
10" SEE PLAN 10"
TYP.
1'-1"
TYP
1'-4"
PIPE AND ROLLER, TYP
RE: PLUMBING
MAT SLAB
RE: 1/EB1-S101
FOR MORE INFO
6" WATERSTOP
SEE DETAIL
1/EB1-S502 TYP.
PERIMETER DRAIN w/
WASHED GRAVEL FILTER
FABRIC SEE PLUMBING
3"
TYP
6"
C PIPEL C PIPEL
EB1-S503
EB1-S503
EB1-S503
TYP.
NOTE:
REFER TO 15/- FOR
IINFORMATION NOT SHOWN
GROUND FLOOR
99' - 11"
PERIMETER DRAIN w/
WASHED GRAVEL
FILTER FABRIC SEE
PLUMBING
8'- 1"
1'- 6"
PE
R
2/E B1
-S
LA
P
SP
LIC
E
REFER TO
SECTION 3/-
FOR REINF..
#5 AT 6" O.C.
#4 AT 8" O.C.
#5 DOWELS
AT 6" O.C.
#5 AT 6" O.C.
6" WATER STOP, TYP
SEE DETAILS 1/EB1-S302,
MAT SLAB
RE: 1/EB1-S101 FOR
MORE INFORMATION
1'-
3" 3 A
T 5"
= 1'-10"
3 AT 11"
#4 AT
12" O.C.
1" TYP
CAST IN ABRASIVE
NOSING, TYP
1'- 9"
1 1/2" CLR, TYP
17' - 0"
SEE PLAN
6'-
REFER TO
SECTIONS
5/- & 15/-
FOR REINF..
#4 AT NOSING
w/ STD. HOOK
EA. END
10"
GROUND FLOOR
99' - 11"
PERIMETER DRAIN w/
WASHED GRAVEL FILTER
FABRIC SEE PLUMBING
7'- 1"
3"
1'- 6"
6"
RE
: 2
/E B1
-S
LA
P
SP
LIC
E
MAT SLAB
RE: 1/EB1-S101
FOR MORE INFO
6" WATERSTOP,
SEE DETAIL
1/EB1-S302
1 1/2" CLR, TYP
#4 AT 8" O.C.
#5 AT 6" O.C.
#5 DOWELS
AT 6" O.C.
REFER TO
SECTION 15/-
FOR SLAB REINF.
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le
Pl ot d at e:
Fi le n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
LA
CK
LA
ND
A
FB
, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
W
ES
T
CA
M
PU
S
EQ
UI
PM
EN
T
BU
IL
X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:2
AM
J.
W
EA
VE
R
M . L
O W
E
Y.
Q
I A N
G
EB1-S301
UT
ILI
DO
R
PL
AN
A
ND
S
EC
TI
ON
S
O C
T
O C
T
EB1-S301
1PLAN - UTILIDOR LAYOUT
32'8'
SCALE:1/16"=1'-0"
0 16'
EB1-S301
18SECTION - UTILIDOR
EB1-S301
15SECTION
N
PLAN
NORTH
N
TRUE
NORTH
EB1-S301
17UTILIDOR TERMINATION VAULT SECTION
EB1-S301
3SECTION
EB1-S301
5SECTION
2' 4'0 1'
SCALE:1/2"=1'-0"
2' 4'0 1'
SCALE:1/2"=1'-0"
EB1-S301
19SECTION - UTILIDOR
2' 4'0 1'
SCALE:1/2"=1'-0"
2' 4'0 1'
SCALE:1/2"=1'-0"
2' 4'0 1'
SCALE:1/2"=1'-0"
2' 4'0 1'
SCALE:1/2"=1'-0"
2' 4'0 1'
SCALE:1/2"=1'-0"
EB1-S301
13SECTION
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
10/11/17
W
G
R
LA
1'-11 1/2" N
#4 @ 8" O.C.
6" WATER STOP SEE
DETAIL 1/EB1-S502. TYP. #5 @ 8" O.C.
T&B
PER 2/EB1-S501
LAP SPLICE
3"3" C
LR
3" C
LR
10" 2"
AT FLOOR SLAB
SEE 1/A5-S107
GROUND FLOOR
EL. = 100'-0"
GRADE BEAM
SEE 1/A5-S102
1'-
1'-
1"
6'-
REFER TO SECTION
18/EB-S301 FOR
REINF.
#4 @ 8" O.C.
#4 STIRRUPS
@ 8" O.C.
EXP. JOINT
MATERIAL
1'- 2"
2" CLR.
T.O. SLAB
EL. = 86'-0"
PE
R
2/E B1
-S
LA
P
SP
LIC
E
#5 DWLS
@ 6" O.C.
T.O. WALL
EL. = 96'-0" PRECAST CONC.
RETAINER PER 1/A5-S502
T.O. SLAB
EL. = 94'-0"
SEE PLAN
A5 MUD
SLAB
1 1/2" CLR, TYP.
10"
1'-6"2'-6"
#5 @ 6" O.C.
6" WATER STOP
SEE DETAIL
1/EB1-S502.
1'-11 1/2"
N
6" WATER STOP
SEE DETAIL 1/EB1-
S502. TYP.
A5 FLOOR SLAB
SEE 1/A5-S107
GROUND FLOOR
EL. = 100'-0"
GRADE BEAM
SEE 1/A5-S102
1'- 2"
2" CLR.
T.O. SLAB
EL. = 86'-0"
PE
R
2/E B1
-S
LA
P
SP
LIC
E
#5 DWLS
@ 8" O.C.
PRECAST CONC.
RETAINER
RE: 1/A5-S502
T.O. WALL
EL. = 96'-0"
MUD SLAB
SEE SECTION 1/- FOR SLAB RINF.
TYP.
1 1/2" CLR.
4'-
EXP. JOINT
MATERIAL
#4 @ 8" O.C.
#5 DWLS
@ 8" O.C.
6" WATER STOP, TYP
RE: DETAIL 1/EB1-S502.
10" 2"
#4 @ 8" O.C.
SEE PLAN
10"
#5 @ 8" O.C.
#5 @ 8" O.C.
GROUND FLOOR
99' - 11"
EB1-S501
#5 AT 6" O.C.
1'- 5"
6'-
2'-
1'- 9"
6'-
EB1-S501
MAT SLAB
RE: 1/EB1-S101 FOR
MORE INFORMATION
2'-0" 4 AT 11" = 2'-9"
2'-
2" 4 A
T 6 1
/2"
HOUSEKEEPING PAD
RE: 9/EB1-S501
1'-8" 3" CLR
1" TYP
CAST IN STEEL
ABRASIVE NOSING,
TYP
#4 AT NOSING w/
STD. HOOKS EA.
END
#4 X
AT 12" O.C.
T.O. SLAB
RE: PLAN
REFER TO SECTION
18/EB-S5301 FOR
REINF.
REFER TO SECTION
18/EB-S5301 FOR
REINF.
REFER TO SECTION
15/EB-S5301 FOR
REINF.
Sheet reference number
Sheet
U.
S.
A
RM
Y
EN
G
IN
EE
R
DI
ST
RI
CT
CO
RP
S
O F
EN
G
IN
EE
RS
FO
RT
W
O
RT
H, T
EX
AS
De si gn ed b y:
Dw n by
Re vi ew ed b y:
Su bm itt ed b y:
EN
G
IN
EE
R
Da te
So l N o.
Co nt r N o.
Re v.
Pl ot s ca le
Pl ot d at e:
Fi le n tr N o.
Fort Worth District
US Army Corps of Engineers
1:
DA
VI
D
LU
KE
, P
E of
JB
SA
LA
CK
LA
ND
A
FB
, T
EX
AS
AI
RM
EN
T
RA
IN
IN
G
C O
M
PL
EX
W
ES
T
CA
M
PU
S
EQ
UI
PM
EN
T
BU
IL
X
X X
X
1 2 3 4 5
D
C
B
A M
PL
S0
7R
D R
AW
IN
G N
U M
BE
R
: L A
XX
XX
XX
X
D
C
B
A
1 2 3 4 5
W
G
-1 7-
R -0
/1
0/
0:
:3
AM
J.
W
EA
VE
R
M . L
O W
E
Y.
Q
I A N
G
EB1-S302
UT
ILI
DO
R
SE
CT
IO
NS
A
ND
D
ET
AI
LS
O C
T
O C
T
EB1-S302
1UTILIDOR TERMINATION VAULT SECTION
2' 4'0 1'
SCALE:1/2"=1'-0"
EB1-S302
3UTILIDOR TERMINATION VAULT SECTION
2' 4'0 1'
SCALE:1/2"=1'-0"
EB1-S302
5SECTION - UTILIDOR
2' 4'0 1'
SCALE:1/2"=1'-0"
No
De sc rip tio n D.
O.
No
Ac tio n
Da te
10/11/17
W
G
R
LA
135° HOOK 90° HOOK
*PROVIDE 10db EXTENSION IN LIEU OF 6db AT ALL FRAME COLUMNS, GIRDERS, SHEAR WALLS AND SHEAR
WALL BOUNARY MEMBERS.
BAR SIZE D'
#3 #4 #5
1 1/2" 2"
2 1/2"
TIES AND STIRRUP HOOKS ONLY TYPICAL COLUMN
BAR OFFSET
4"
2 1/ 2"
1/ 2"
6db*OR3" MIN.
D' db
1/ 2"
5" db
D
6d b
D
5"
4db MIN.
OR 2 1/2"
1/ 2" db 12 2 db
D
5" db U.
N.
O.
180° HOOK 90° HOOK
STANDARD HOOKS
2' - 5"
30 DIA IN CONCRETE
40 DIA IN MASONRY
2'-0" MIN. U.N.O.
TYP. COMPRESSION LAP SPLICE
NOTE:
FOR TENSION SPLICE
SEE 2/EB1-S501.
BAR SIZE
#3 THRU #8
#9 THRU #11
#14 THRU #18
6d 8d
10d
1/ 2"
D
BAR DESCRIPTION
AND LOCATION IN
STRUCTURE
CONCRETE
STRENGTH
psi
BAR SIZE
LAP TYPE A B A B A B A B A B
#3 #4 #5 #6 #7
BAR WITH
SPACING > 2
CLEAR COVER >
OR BEAM & COLUMN
BARS WITH
SPACING >
CLEAR COVER >
xdb db db db
OTHER CASES
BOTTOM
TOP
BOTTOM
TOP
1'-6" 1'-2"
2'-3" 1'-9"
4'-3" 3'-4"
3'-10" 2'-11"
2'-11" 2'-3"
3'-2" 2'-6"
2'-6" 1'-11"
2'-7" 2'-0"
2'-0" 1'-6"
1'-11" 1'-6"
2'-11" 2'-3"
2'-11" 2'-3"
3'-10" 2'-11"
3'-8" 2'-10"
4'-9" 3'-8"
4'-5" 3'-5"
5'-9" 4'-5"
6'-5" 4'-11"
5'-7" 4'-3"
8'-4" 6'-5"
NOTES:
1. USE THIS TABLE FOR BAR SPLICES UNLESS SPECIFICALLY DETAILED…
This is the start of the file's text. The full file is on GovTribe.
File details come from the government source that posted it.