Technical_Exhibit_B-_Drawings_(Pages_21-50).pdf
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- W91151-19-B-0033
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Technical Exhibit B - Drawings (Pages 21-50)
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C-504
T
N g u y e n P .E
T
N g u y e n P .E
J a m e s S ti tz e l, P .E
B U
IL
D
IN
G A
G A
T E D
E T
A
IL
S
GATE OPENING
5'-0"
M
IN
M A
X
6" D
IA
10"
6" DIA. P.C. CONC.
NO SCALE
PERSONNEL GATE
TYPE FE6 FENCE
OFFSET HINGE STANDARD HINGE
LATCH ASSEMBLY
DROP ROD ASSEMBLY
GATE POST SCHEDULE
6' OR LESS
MORE THAN 13' TO 18'
MORE THAN 6' TO 13'
MORE THAN 18'
(NOMINAL)
GATE LEAF WIDTH
(NOMINAL)
OUTSIDE DIMENSION
2.875" O.D.
2.5" SQ.
4.0" O.D.
6.625" O.D.
8.625" O.D.
NOTES:
NO SCALE
SWING GATE DETAILS
GATE KEEPER
(TO HOLD GATE OPEN)
PLAN
A
SECTION A
DROP ROD FOUNDATION
SECTION
GATE POST DETAIL
AT CURB AND GUTTER
GATE LEAF
M
IN
M A
X
NO SCALE
DOUBLE SWING GATE (TYPE FE6 FENCE)
ELEVATION
2'-10" FOR POSTS 4" O.D. & LESS
" O.D.8
53'-4" FOR POSTS 6
" O.D.8
53'-10" FOR POSTS 8
4" O.D. & LESS
16" DIA. MIN. FOR GATE POSTS
OVER 4" O.D.
24" DIA. MIN. FOR GATE POSTS
X X
XX
X X X X X X X X X
XXXXXXX
X X X X X X X X X X X X X X
XXXXXXX
X X X X X X X
X X X X X X X
XXXXXXX
X X X X X X X
X X X X X X X
XXXXXXX
X X X X X X X
X X X X
XXXX
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
XX
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
XXXXX
X X X X X
PLAN
DIRECTION OF GATE SWING (TYP.)
X X
XX
X X X X X X X
XXXXX
X X X X X
GATE OPENING
FE5-48-SO-HD-6
EXAMPLES: FE6-84-DO-RA-24
OPENING - FEET (CLEAR OPENING BETWEEN GATE POSTS)
- HO (OFFSET)
HINGE - RA (STANDARD)
- DO (DOUBLE)
TYPE OPENING - SO (SINGLE)
FENCE HEIGHT - INCHES
FENCE TYPE - FE5, FE6, ETC.
4. GATES SHALL BE DESIGNATED AS FOLLOWS:
CONSTRUCTION OF ALL GATES SUPPLIED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER RIGID
USED IN LIEU OF TRUSS RODS TO BRACE ALL WELDED GATE FRAMES.
AT CONSTRACTOR'S OPTION, A WELDED HORIZONTAL BRACE MAY BE
CONSTRUCTION OR SHALL BE ASSEMBLED USING HEAVY FITTINGS.
OR 2.00" NOMINAL (SQUARE). GATE FRAMES SHALL BE WELDED
3. ALL GATE FRAMES SHALL BE A MINIMUM OF 1.90" NOMINAL (ROUND)
LATCH ASSEMBLY AND GATE KEEPERS EXCEPT AS NOTED.
2. SWING GATES SHALL BE CONSTRUCTED WITH DROP RODS, PADLOCKS,
INTENDED TO LIMIT METHOD OF INSTALLATION TO ONE MANUFACTURER.
1. DETAILS SHOWN ARE TO CLARIFY REQUIREMENTS AND ARE NOT
LINE POST
ASSEMBLY
LATCH
GATE FRAME
DROP ROD
" TRUSS RODS8
FABRIC
CHAIN-LINK
RAIL AS SPECIFIED
TOP TENSION WIRE OR
HINGE
OR RAIL AS SPECIFIED
BOTTOM TENSION WIRE
RAIL (TYP.)
BRACE
LINE POST
(TYP.)
TRUSS ROD
(TYP.)
BRACE RAIL
LINE
GRADE
HINGE
POST
GATE
HINGE
RAIL AS SPECIFIED
TOP TENSION WIRE OR
BRACE RAIL (TYP.)
GRADE LINE
OR RAIL AS SPECIFIED
BOTTOM TENSION WIRE
TRUSS ROD (TYP.)
LATCH
AND GUTTER
EXIST. CURB
FULL DEPTH
SAWCUT CURB
GATE
3" MIN.
GUTTER
SAWCUT
SAND/GRAVEL
1" I.D. STEEL PIPE
PAVEMENT
BITUMINOUS
SURFACE
PAVED
PAVEMENT
P.C. CONC.
" DIA. DROP ROD2
AND GUTTER
NEW CURB
JOINT
" EXP.2
NEW GATE
WASHER
POST FOUND.
NEW GATE
EXIST. CURB
HINGE
STANDARD
POST
GATE
" EXP. JOINT2
BARBED WIRE
3 STRANDS OF
BARBED-WIRE
3-STRANDS OF
BARBED WIRE
3-STRANDS OF
BARBED WIRE
3-STRANDS OF
GATE FRAME
CHAIN-LINK FABRIC OF BARBED-WIRE
3 VERTICAL STRANDS
F E
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„" 1…"
CONCRETE PAD
1 1
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6"
2"
DETAIL "C"
SEE DETAIL "C" PATTERN PLATE
‚" RAISED
EXPANSION JOINT (TYP.)
WELDED WIRE MESH
6" X 6" W2.9 X W2.9
(TYP.)
SIDEWALK
4" MIN.
VARIES
EXPANSION JOINT (TYP.)
BAR
‚" Xƒ" ‚" SCREW AT 12"
‚" CHECKERED PLATE
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@ 18" O.C.
TO ANGLE
#3 BARS WELDED
1'-0"
16" WIDE
14 3/4" WIDE
PLAN
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SIDEWALK DRAIN DETAILS
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A
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T ra c k in g N o
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T
IO
N D
IV
IS
IO
N
E N
G
IN
E E
R
IN
G B
R A
N C
H
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
FILE PATH:
IE
F
C
IV
IL
S
E C
T
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N
B R
A N
T E J E
N S
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C-513 a m e s S ti tz e l, P .E
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SHEET
NUMBER
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A N
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US Army Corps of
Engineers ®
A
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D e s c ri p ti o n
T ra c k in g N o
A c ti o n
D a te
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G
IN
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IO
N D
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N
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IN
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IN
G B
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N C
H
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
FILE PATH:
IE
F
C
IV
IL
S
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T
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N
B R
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N S
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SHEET
NUMBER
D ra w n b y
D e s ig n e d b y
S u b m it te d b y
S h e e t S iz e
A N
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D a te
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N o
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US Army Corps of
Engineers ®
A
R e v
M a rk
D e s c ri p ti o n
T ra c k in g N o
A c ti o n
D a te
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G
IN
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IN
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N D
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N
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IN
E E
R
IN
G B
R A
N C
H
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
FILE PATH:
IE
F
C
IV
IL
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N
B R
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T E J E
N S
E N P .E
A P
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A L L T
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N
LEGEND
Buchloe dactyloides var. "Bowie"
BUFFALOGRASS - SOD
70% Bouteloua curtipendula ; 30% Echinacea purpurea
SIDEOATS GRAMA / PURPLE CONE FLOWER MIX
N
20 0 20 40
SCALE IN FEET
ASPHALT ROAD
112TH ST.
A S
P H
A L T R
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S T
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ASPHALT ROAD
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BLDG
PARKING
A S
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A L T R
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56467
112TH ST.
24" RCP
18" RCP
FL=748.94
CONC. HW
FL=747.75
CONC. HW
FL=739.87
CONC. HWFL=739.78
CONC. HW
FENCE
7' CHAIN-LINK
GATE
FENCE
7' CHAIN-LINK
C O
N C S
D W
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CONC. SDWKCONC. SDWK CONC. SDWK
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CONC. SDWK
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D W
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ASPH
ASPHGUTTER
CURB &
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GUTTER
CURB &
CONC.
56471
56499
56473
SHEET
NUMBER
D ra w n b y
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A N
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US Army Corps of
Engineers ®
A
R e v
M a rk
D e s c ri p ti o n
T ra c k in g N o
A c ti o n
D a te
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IN
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IN
G B
R A
N C
H
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
FILE PATH:
IE
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IV
IL
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T E J E
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BUILDING
NEW ADMIN
BUILDING
NEW ADMIN
PAD 10'x10
GUARDHOUSE
FH-3AB-LP100.dgn 4/25/2019 11:35:31 AM
SHEET
NUMBER
D ra w n by
D es ig ne d by
Su bm itt ed b y:
Sh ee t S iz e
AN
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D at e:
C on tra ct
N o.
So lic ita tio n N o.
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C he ck ed b y:
US Army Corps of Engineers ®
A
R ev
M ar k D es cr ip tio n Tr ac ki ng N o.
Ac tio n
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B R
AN
C
H
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
4/25/2019 1:23:26 PM
FO
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H O
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1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING
WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY DISCREPANCIES.
2. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL
DETAILS IN CASE OF CONFLICT.
3. ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF UFC 3-301-01 STRUCTURAL
ENGINEERING, WITH CHANGE 4, (11-1-2018).
4. SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED
SUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BEFORE FABRICATION.
5. 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 ON THE DRAWINGS.
6. PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. THE CONTRACTOR SHALL OBTAIN WRITTEN CONSENT FROM THE CONTRACTING OFFICER BEFORE INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, SLEEVES, CHASES, ETC.
7. EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OR OTHER
UTILITIES WHERE NEW WORK IS BEING PERFORMED.
8. 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.
9. THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS; REFER TO
ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NONSTRUCTURAL ITEMS WHICH
REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF STRUCTURAL MEMBERS.
10. REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NONBEARING PARTITIONS, ETC. NOT SHOWN ON STRUCTURAL PLANS
11. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR PIPES, DUCTS AND
EQUIPMENT.
12. 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 THE NECESSARY PRECAUTIONS TO MAINTAIN AND
INSURE THE INTEGRITY OF THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL
DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING, AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH
STANDARDS, LAWS AND REGULATIONS.
13. ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY BE MADE AFTER
WRITTEN APPROVAL BY THE CONTRACTING OFFICER.
14. 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 THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING
WORK BETWEEN SUBCONTRACTORS AND TRADES IN THIS REGARD, AND PROVIDING NECESSARY
DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED.
15. PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE ERECTION OF THE STRUCTURAL FRAME.
BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND FLOOR DEAD LOADS ARE IN PLACE AND
PERMANENT LATERAL LOAD RESISTING SYSTEMS ARE IN PLACE.
16. DO NOT SCALE DRAWINGS.
17. IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL SAFETY
REQUIREMENTS AND REQUIREMENTS OF EM 385-1-1.
18. EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS, UNLESS NOTED OTHERWISE, AND
REQUIRE APPROVAL OF THE CONTRACTING OFFICER.
GENERAL REQUIREMENTS: DESIGN CRITERIA:
1. CODES AND CRITERIA:
UFC 3-301-01, STRUCTURAL ENGINEERING, WITH CHANGE 4 (11-1- 2018)
UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS (12-12-2018)
ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
IBC 2015, INTERNATIONAL BUILDING CODE
2. BUILDING OCCUPANCY CATEGORY: II
3. LIVE LOADS:
FIRST FLOOR ........................................................................................ 150 psf (2,000 lbs. CONCENTRATED) ROOF ...................................................................................................... 20 psf (300 lbs. CONCENTRATED)
OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7-10, MINIMUM.
4. SNOW LOADS:
GROUND SNOW, Pg ............................................................................... 5 psf
5. WIND LOADS:
BASIC WIND SPEED, V ........................................................................... 115 mph RISK CATEGORY ..................................................................................... II EXPOSURE CATEGORY .......................................................................... C INTERNAL PRESSURE COEFFICIENT, GCpi .......................................... +/- 0.18
FOR COMPONENTS AND CLADDING PRESSURES, SEE 1S-600
6. SEISMIC LOADS:
RISK CATEGORY ...................................................................................... II SEISMIC IMPORTANCE FACTOR, Ie ....................................................... 1.0 SOIL SITE CLASSIFICATION .................................................................... D SHORT PERIOD SPECTRAL ACCELERATION, Ss .................................. 0.06 g ONE SECOND SPECTRAL ACCELERATION, S1 ..................................... 0.04 g DESIGN SHORT PERIOD SPECTRAL ACCELERATION, SDs ................. 0.06 g DESIGN ONE SECOND SPECTRAL ACCELERATION, SD1 .................... 0.06 g SEISMIC DESIGN CATEGORY ................................................................. A
7. LATERAL FORCE RESISTING SYSTEM: PRE-ENGINEERED METAL BUILDING.
8. ANTI TERRORISM / FORCE PROTECTION: SHALL MEET THE REQUIREMENTS OF UFC 4-010-01, DoD
MINIMUM ANTI TERRORISM STANDARDS FOR BUILDINGS (12-12-2018).
9. IN CASE OF DISCREPANCY BETWEEN CONTRACT DRAWINGS, CONTRACT SPECIFICATIONS, AND/OR
APPLICABLE CODES AND CRITERIA, THE MORE STRINGENT SHALL BE APPLIED.
FOUNDATION (FLAT MAT SLAB):
1. SOILS INFORMATION BASED ON THE GEOTECHNICAL REPORT DATED FEBRUARY 2019, PROVIDED BY THE
GEOTECHNICAL BRANCH, US ARMY CORPS OF ENGINEERS, FORT WORTH DISTRICT.
2. DESIGNED BASED ON THE FOLLOWING INFORMATION:
ALLOWABLE BEARING PRESSURE (NET) ........................................................... 2,000 psf EFFECTIVE MODULUS OF SUBGRADE REACTION ............................................ 150 pci EDGE MOISTURE VARIATION DISTANCE, Lm ..................................................... 5.5 ft SOIL HEAVE, Ym .................................................................................................... 1 in FROST DEPTH ........................................................................................................ 6 in
3. 4 ft (MIN.) OF COMPACTED NON-EXPANSIVE FILL SHALL BE PLACED BELOW THE BUILDING FOOTPRINT IN ACCORDANCE WITH THE SPECIFICATIONS. THE UPPER 6 in OF EXISTING SUBGRADE EXPOSED AFTER EXCAVATION OR CLEARED PRIOR TO FILL PLACEMENT SHALL BE SCARIFIED, MOISTENED, MANIPULATED
AND RECOMPACTED TO THE SAME DENSITY REQUIRED FOR NON-EXPANSIVE FILL MATERIALS.
4. EXCAVATED AREAS BEYOND THE LIMITS OF THE BUILDING FOOTPRINT SHALL BE BACKFILLED WITH SELECT CLAY BACKFILL MATERIALS. THIS SELECT CLAY CAP SHALL BE A MINIMUM OF 2 ft THICK AND SHALL EXTEND FROM THE BUILDING PERIMETER TO THE LIMITS OF THE EXCAVATION; COMPLETELY CAPPING/COVERING THE COMPACTED NON-EXPANSIVE FILL. SELECT CLAY BACKFILL MATERIALS SHALL BE COMPACTED TO AT LEAST 92% OF LABORATORY MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D1557.
5. A 15 mil POLYETHYLENE VAPOR BARRIER AND 6 in MIN. CAPILLARY WATER BARRIER SHALL BE PROVIDED
BENEATH THE SLAB, UNLESS NOTED OTHERWISE.
6. THE CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS FOR EITHER SURFACE WATER, GROUND WATER, OR SEEPAGE IF REQUIRED.
7. CHECK PLUMBING PLANS FOR APPROXIMATE LOCATION OF LINES AND SLEEVES THROUGH FOUNDATION
SLABS. THE CONTRACTOR SHALL VERIFY LOCATION BEFORE CONCRETE PLACEMENT.
8. CONSTRUCTION JOINTS SHALL BE PLACED 3 ft MINIMUM FROM COLUMNS. FOR JOINT DETAILS, SEE "FLAT-
MAT CONSTRUCTION JOINT DETAIL".
1. THE BUILDING SHALL BE A MANUFACTURER'S STANDARD PREFABRICATED METAL STRUCTURE OF THE APPROXIMATE DIMENSIONS SHOWN ON THE DRAWINGS, EXCEPT AS NOTED. OVERALL DIMENSIONS
AND CONSTRUCTION DETAILS MAY VARY TO SUIT THE MANUFACTURER'S STANDARD DESIGN.
2. THE BUILDING SHALL BE DESIGNED AND FABRICATED ACCORDING TO THE CONTRACT,
SPECIFICATIONS, AISC, MBMA, AND AISI, LATEST EDITIONS. MBMA CERTIFICATION IS REQUIRED OF THE METAL BUILDING SYSTEM MANUFACTURER AND SHALL BE SUBMITTED WITH THE DESIGN ANALYSIS.
THE DIMENSIONAL TOLERANCES OUTLINED IN THE AWS CODE UNDER WORKMANSHIP AND THE
TOLERANCES APPLICABLE TO HOT-ROLLED STEEL UNDER THE AISC "STANDARD MILL PRACTICE" SECTION SHALL BE REQUIRED IN THE FABRICATION OF THE STEEL BUILDING FRAMES. MINIMUM WEB THICKNESS OF RIGID FRAMES SHALL BE 3/16 in.
3. A COMPLETE DESIGN ANALYSIS SHALL BE SUBMITTED FOR APPROVAL. THE DESIGN ANALYSIS SHALL SHOW ALL CALCULATIONS FOR THE RIGID FRAMES, GIRTS, PURLINS, CROSS-BRACING AND ANY OTHER STRUCTURAL ELEMENTS PART OF THE METAL STRUCTURE. COMPLETE FABRICATION AND ERECTION
DRAWINGS SHALL ALSO BE SUBMITTED FOR APPROVAL.
4. DESIGN LOADS SHALL CONFORM WITH LIVE, SNOW, WIND AND SEISMIC LOAD PARAMETERS NOTED IN
"DESIGN CRITERIA" ON THIS SHEET (S-001) PLUS COLLATERAL DEAD LOADS FROM
MECHANICAL/ELECTRICAL EQUIPMENT, CEILINGS AND SPRINKLERS AS APPLICABLE. THE MINIMUM DESIGN COLLATERAL DEAD LOAD SHALL BE 10 psf. LOAD COMBINATIONS AND DESIGN STRESSES SHALL
COMPLY WITH AISC SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.
5. THE BUILDING SHALL BE DESIGNED TO SUPPORT ALL ARCHITECTURAL FEATURES AND MECHANICAL EQUIPMENT INCLUDING HEATERS, SPRINKLERS, EXHAUST SYSTEMS AND ALL OTHER SUCH DEVICES.
ADDITIONAL GIRTS OR PURLINS SHALL BE PLACED IN CONVENIENT LOCATIONS FOR ATTACHMENT OF
EQUIPMENT. SUPPORT FOR MECHANICAL EQUIPMENT AND OVERHEAD ARCHITECTURAL FEATURES
SHALL COMPLY WITH UFC 4-010-01.
6. LATERAL DRIFT LIMITS: SHALL NOT EXCEED h/480 IN ANY DIRECTION FOR A 10 yr. WIND MRI.
7. EXTERIOR CLADDING, INCLUDING INSULATED METAL ROOF PANELS, SHALL NOT BE PERMITTED TO ACT
AS A DIAPHRAGM TO TRANSFER LATERAL LOADS.
8. ALL COLUMNS SHALL BE ANALYZED AS HAVING PINNED BASES.
9. ANCHOR BOLTS FOR THE BUILDING SHALL BE DESIGNED AND FURNISHED BY THE CONTRACTOR.
ANCHOR BOLTS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, LICENSED IN THE STATE OF
TEXAS, FOR THE FRAME REACTIONS PROVIDED BY THE METAL BUILDING MANUFACTURER. THE
ANCHOR BOLT DESIGN ANALYSIS SHALL BE SUBMITTED FOR APPROVAL.
10. THE FOUNDATION SHOWN ON THE DRAWINGS SHALL BE THE MINIMUM PROVIDED. A PROFESSIONAL
ENGINEER, LICENSED IN THE STATE OF TEXAS, SHALL VERIFY FOUNDATION DIMENSIONS AND
REINFORCING SHOWN ARE ADEQUATE FOR FRAME REACTIONS (PROVIDED BY THE METAL
BUILDING MANUFACTURER) AND EMBEDMENT OF COLUMN ANCHOR BOLTS BEFORE FOUNDATION
CONSTRUCTION BEGINS. IF INADEQUATE, THE CONTRACTOR SHALL INCREASE FOUNDATION
DIMENSIONS AND REINFORCING AS REQUIRED, AFTER APPROVAL BY THE CONTRACTING OFFICER.
PRE-ENGINEERED METAL BUILDING:
D ra w n by
D es ig ne d by
Su bm itt ed b y:
Sh ee t S iz e
AN
SI
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D at e:
C on tra ct
N o.
So lic ita tio n N o.
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C he ck ed b y:
US Army Corps of Engineers ®
A
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M ar k D es cr ip tio n Tr ac ki ng N o.
Ac tio n
D at e
EN
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B R
AN
C
H
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
4/25/2019 1:24:32 PM
FO
RT
H O
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1. MATERIALS:
CEMENT ..................................................................................... ASTM C 150, TYPE II OR I AGGREGATE ............................................................................. ASTM C 33, CRUSHED ROCK REINFORCEMENT ..................................................................... ASTM A 615, GRADE 60
WELDED WIRE REINFORCEMENT (WWR) .............................. ASTM A 1064
2. CONCRETE STRENGTH: THE CONCRETE STRENGTH SHOWN IN THE FOLLOWING TABLE IS THE
MINIMUM COMPRESSIVE STRENGTH 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 NORMAL WEIGHT CONCRETE (145 pcf).
ITEM: STRENGTH: AGGREGATE: SLUMP: WATER/CEMENT RATIO:
ALL CONCRETE 4,000 psi 1 in 3 in (MAX) 0.45 lb/lb
3. CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM OF 70% OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING, OR TO RECEIVE CONSTRUCTION LOADS.
4. A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C 494, USED IN STRICT ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATED IN THE CONCRETE DESIGN
MIXES. A HIGH RANGE WATER REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C 494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDING THAT SLUMP DOES NOT EXCEED 8 in. AN AIR- ENTRAINING AGENT CONFORMING TO ASTM C 260 SHALL BE USED IN CONCRETE MIXES FOR THE
EXTERIOR HORIZONTAL SURFACES EXPOSED TO COLD WEATHER.
5. REINFORCEMENT:
SHOP DRAWINGS, FABRICATION AND PLACING SHALL CONFORM TO ACI 315 AND ACI 318. SHOP
DRAWINGS SHALL BE REVIEWED BY THE CONTRACTING OFFICER BEFORE FABRICATION. THE
FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ......................................... 3 in
CONCRETE EXPOSED TO WEATHER:
NO. 6 THROUGH NO. 18 BARS .............................................................................................................. 2 in NO. 5 BARS AND SMALLER ................................................................................................................... 1-1/2 in
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
NO. 14 AND NO. 18 BARS ....................................................................................................................... 1-1/2 in NO. 11 BARS AND SMALLER .................................................................................................................. 3/4 in BEAMS, COLUMNS AND PLINTH STIRRUPS/SPIRALS ......................................................................... 1-1/2 in FLAT-MAT-SLAB TOP COVER ................................................................................................................ 1-1/2 in
6. REINFORCEMENT CHAIRS AND COVERS: PROVIDE AS REQUIRED TO MAINTAIN CONCRETE COVER.
7. VERTICAL REINFORCEMENT: SHALL BE DOWELLED TO SUPPORTING MEMBERS WITH THE SAME SIZE
AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS AND GENERAL NOTES UNLESS
OTHERWISE NOTED.
8. HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN OR BEAM SHALL EXTEND TO WITHIN 2 in OF THE FACE AND HAVE A 90 DEGREE HOOK UNLESS OTHERWISE NOTED.
9. TACK WELDING, WELDING, HEATING OR CUTTING OF BARS IS NOT PERMITTED UNLESS OTHERWISE
NOTED.
10. REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH:
A) THE FOLLOWING TABLE CONTAINS LAP SPLICE AND DEVELOPMENT LENGTHS.
CAST-IN-PLACE CONCRETE: CAST-IN-PLACE CONCRETE (CONTINUED):
12. FOR SPECIAL FINISHES, REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES
AND SLAB DEPRESSIONS.
13. PERMANENTLY EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4 in CHAMFER.
14. CONSTRUCTION JOINTS: ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 318, SECTION 26.5.6, AND TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL DRAWINGS. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS, OR
OTHER FOREIGN DEBRIS PRIOR TO PLACING ADJACENT CONCRETE.
15. THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS TO THE
CONTRACTING OFFICER FOR APPROVAL BEFORE STARTING CONSTRUCTION.
BAR
SIZE
BAR
DIAMETER
(in.)
0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250 1.375
CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2
TOP BAR OTHER BARS TOP BAR OTHER BARS
DEVELOPMENT LENGTH (in.) LAP LENGTH (in.)
1. TABLE DEVELOPED FOR f'c = 4,000 psi AND fy = 60,000 psi.
2. TABLE REPRESENTS TENSION DEVELOPMENT LENGTHS AND TENSION LAP
SPLICE LENGTHS BASED ON ACI 318.
3. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN
12" OF CONCRETE IS CAST BELOW THE REINFORCEMENT.
4. CASES:
A. CASE 1 APPLIES WHERE:
• CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN THE BAR DIAMETER, CLEAR COVER NOT LESS THAN
BAR DIAMETER, AND STIRRUPS OR TIES THROUGHOUT THE
DEVELOPMENT OR SPLICE LENGTH NOT LESS THAN THE ACI 318
MINIMUM
• CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN 2 BAR DIAMETERS AND CLEAR COVER NOT LESS THAN
BAR DIAMETER
B. CASE 2 APPLIES TO ALL OTHER CASES.
B) ALL LAP SPLICES SHALL BE CLASS B (TENSION) UNLESS OTHERWISE NOTED ON PLANS.
C) IN NO CASE SHALL LAPS BE LESS THAN 24 in LONG.
11. ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS SHALL BE SECURELY HELD IN PLACE PRIOR TO FOUNDATION INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION BY THE CONTRACTING
OFFICER.
REINFORCED HOLLOW CMU:
1. MATERIALS:
SPECIFIED COMPRESSIVE STRENGTH, f'm .................................. 1,500 psi CONCRETE MASONRY BLOCK ....................................................... ASTM C 90 MORTAR ........................................................................................... ASTM C 270, TYPE S GROUT ............................................................................................. ASTM C 476, ASTM C 1019 REINFORCEMENT ........................................................................... ASTM A 615, GRADE 60 WELDED REINFORCEMENT ........................................................... ASTM A 706, GRADE 60 EXPANSION ANCHORS ................................................................... ICC ES APPROVED FOR GROUT FILLED CMU
2. CMU BOND LAY UP SHALL BE RUNNING BOND, UNLESS OTHERWISE NOTED.
3. VERTICAL CELLS TO BE GROUTED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CELL NOT LESS THAN 2 in X 3 in IN PLAN DIMENSIONS.
4. CMU CONTROL JOINTS: LOCATE WITHIN 24 in OF MASONRY VENEER CONTROL JOINTS SHOWN ON ARCHITECTURAL DRAWINGS. CMU CONTROL JOINTS ARE NOT PERMITTED WITHIN 24 in OF EDGES OF
OPENINGS, PILASTERS OR BEAM/JOIST BEARING.
5. FOUNDATION DOWELS: SHALL BE FULLY DEVELOPED INTO THE FOUNDATION AND 30 in MINIMUM INTO THE CMU WALL. PROVIDE A FOUNDATION DOWEL FOR EACH VERTICAL REINFORCING BAR, UNLESS
OTHERWISE NOTED.
6. VERTICAL REINFORCEMENT: USE (1) - #5 BAR AT 48 in ON CENTER, CENTERED IN THE WALL UNLESS
OTHERWISE NOTED. VERTICAL WALL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE
FOUNDATION TO EMBED 5 in MINIMUM INTO THE BOND BEAM AT TOP OF WALL, UNLESS OTHERWISE
NOTED.
A. DOWEL REINFORCEMENT TO SUPPORTING MEMBERS WITH SAME SIZE AND SPACING OF
REINFORCEMENT AS NOTED HEREIN.
B. PROVIDE (1) - #5 BAR MINIMUM AT CMU WALL ENDS AND AT EACH SIDE OF CONTROL JOINTS.
C. PROVIDE (2) - #5 BARS MINIMUM AT CMU WALL CORNERS.
7. HORIZONTAL/BOND BEAM REINFORCEMENT: PROVIDE A BOND BEAM AT TOP AND BOTTOM OF ALL CMU
WALLS. REINFORCE BOND BEAMS WITH (2) - #5 BARS. BOND BEAMS SHALL BE CONTINUOUS
THROUGHOUT CMU WALLS, UNLESS OTHERWISE NOTED. AT CONTROL JOINTS BOTTOM BOND BEAM
REINFORCEMENT SHALL BE DISCONTINUOUS.
8. REINFORCEMENT AT CMU WALL OPENINGS: PROVIDE (2) -#5 VERTICAL JAMB BARS AT EACH SIDE OF THE
OPENING. FOUNDATION DOWELS SHALL BE PROVIDED FOR EACH VERTICAL JAMB BAR.
9. CMU REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTHS:
BAR SIZE
BAR DIAMETER (in.)
0.375 0.500 0.625
DEVELOPMENT AND LAP LENGTH (in.)
1. TABLE DEVELOPED FOR f'M = 1,500 psi AND fy = 60,000 psi.
2. TABLE REPRESENTS TENSION DEVELOPMENT LENGTHS AND TENSION LAP
SPLICE LENGTHS BASED ON TMS 402.
10. MINIMUM ADDITIONAL REINFORCING IS SHOWN ON "TYPICAL REINFORCED CMU WALL ELEVATION
DETAIL", S-005.
11. PROVIDE A MINIMUM 1/2 in CLEARANCE BETWEEN MAIN REINFORCING AND MASONRY UNITS.
12. REINFORCING CONGESTION: KNOCK OUT BLOCKS SHALL BE ALLOWED TO FACILITATE CONSTRUCTION.
13. GROUTING: ALL CELLS WITH REINFORCING AND/OR ANCHORS SHALL BE FILLED WITH GROUT, INCLUDING BOND BEAMS, LINTELS AND PILASTERS, AS INDICATED IN THE NOTES AND DRAWINGS. ALL BEAM/JOIST POCKETS SHALL BE FULLY GROUTED AFTER BEAM JOIST PLACEMENT UNLESS OTHERWISE NOTED.
14. EXPANSION ANCHORS: SHALL BE PLACED IN GROUTED CMU CELLS ONLY. EMBEDMENT SHALL BE 5 in
MINIMUM.
1. MATERIALS:
W SHAPES ........................................................................... ASTM A 992, GRADE 50 (Fy = 50 ksi) M AND S SHAPES, CHANNELS, ANGLES .......................... ASTM A 36 (Fy = 36 ksi) RECTANGULAR HSS ........................................................... ASTM A 500, GRADE B (Fy = 36 ksi) ROUND HSS ......................................................................... ASTM A 500, GRADE B (Fy = 42 ksi) PIPE ...................................................................................... ASTM A 53, GRADE B (Fy = 35 ksi) PLATES AND BARS .............................................................. ASTM A 36 (Fy = 36 ksi) HIGH STRENGTH BOLTS ..................................................... ASTM F 3125, GRADE A 325 NUTS ..................................................................................... ASTM A 563, HEAVY HEX, GRADE C ANCHOR RODS .................................................................... ASTM F 1554, GRADE 36 (Fy = 36 ksi) NON-SHRINK GROUT ........................................................... ASTM C 1107, 5,000 psi (NON-METALLIC WELDING ELECTRODES ..................................................... E70XX, LOW HYDROGEN
2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1
A. GROOVE AND BUTT WELDS SHALL BE COMPLETE JOINT PENETRATION WELDS, UNLESS
OTHERWISE NOTED.
B. FILLET WELD SIZES SPECIFIED ARE MINIMUMS, INCREASE AS REQUIRED PER AISC STEEL
CONSTRUCTION MANUAL TABLE J2.4.
C. WELDS TERMINATING AT ENDS OR SIDES, WHEREVER APPLICABLE, SHALL BE RETURNED
CONTINUOUSLY AROUND CORNERS A DISTANCE OF 2 TIMES THE WELD SIZE PER AISC.
D. WELD LENGTH SHALL BE FULL LENGTH OF THE JOINT WHERE NOT SPECIFIED.
3. THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS), DEVELOPED BY THE FABRICATOR/ERECTOR, IN ACCORDANCE 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.
4. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED
IN THE STRUCTURAL DRAWINGS.
A. STANDARD SHEAR CONNECTIONS: DETAIL AS BOLTED OR WELDED DOUBLE-ANGLE OR SINGLE
PLATE CONNECTIONS IN ACCORDANCE WITH THE CONNECTION TABLES IN THE AISC MANUAL OF
STEEL CONSTRUCTION.
B. ALL BEAM TO WIDE FLANGE COLUMN AND BEAM TO BEAM/GIRDER CONNECTIONS SHALL BE
DETAILED AS DOUBLE-ANGLE CONNECTIONS UNLESS OTHERWISE SHOWN.
C. FACTORED DESIGN FORCES/REACTIONS: AS SHOWN ON THE STRUCTURAL DRAWINGS OR, IF NOT
SHOWN, THE FACTORED DESIGN REACTION SHALL BE HALF OF THE "MAXIMUM TOTAL UNIFORM
LOAD" (LRFD) TABULATED IN THE AISC MANUAL OF STEEL CONSTRUCTION.
D. CONNECTIONS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER
IN THE PROJECT STATE. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE CONTRACTOR'S
SCOPE OF SERVICES. SHOP DRAWINGS OF CONNECTIONS SHALL BE SEALED BY A LICENSED
PROFESSIONAL ENGINEER IN THE PROJECT STATE.
5. SUBSTITUTION OF EXPANSION, DRILLED OR ADHESIVE ANCHORS FOR EMBEDDED ANCHORS SHOWN
ON THE DRAWINGS SHALL NOT BE PERMITTED.
6. STRUCTURAL STEEL THAT IS EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED (G-90) AFTER
FABRICATION.
STRUCTURAL STEEL FRAMING:
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PLOT DATE:
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Fort Worth District
4/25/2019 1:25:07 PM
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1. REPORTS: PREPARED BY THE INSPECTOR, SIGNED BY AN ENGINEER AND SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF NOT
CORRECTED, TO THE CONTRACTING OFFICER.
2. THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE NOTED.
3. CERTIFICATION: THE INSPECTOR SHALL BE CERTIFIED BY THE CONTRACTING OFFICER TO 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.
4. OFF-SITE FABRICATION:
A. SUBMIT APPLICATION TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO FABRICATION.
B. SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE CONTRACTING OFFICER PRIOR TO
ERECTION OF PRE-FABRICATED COMPONENTS.
5. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE CONTRACTING OFFICER. SPECIFICALLY, INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER. WORK INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER IS SUBJECT TO RE-OPENING OR EXPOSURE.
6. SPECIAL INSPECTION PROGRAM:
SPECIAL INSPECTIONS:
SOILS:
GRADING, EXCAVATION & FILL
FINAL FOUNDATION PREPARATION
CONCRETE:
REINFORCING PLACEMENT
REINFORCING WELDING
REINFORCING COUPLING
ANCHOR BOLTS & INSERTS
MATERIAL VERIFICATION
PREPARATION OF TEST SPECIMENS
CONCRETE PLACEMENT
EPOXY & EXPANSION ANCHOR PLACEMENT
CURING
STRUCTURAL STEEL:
EMBEDED PLATES
HIGH STRENGTH BOLTING
WELDING OF ANCHORS & STUDS
DETAIL CONFORMANCE
SHOP WELDING (REF. NOTE 2):
SINGLE PASS FILLET WELDS < 5/16 in.
FILLET WELDS > 5/16 in.
PARTIAL & COMPLETE PENETRATION WELDS
FIELD WELDING:
SINGLE PASS FILLET WELDS < 5/16 in.
FILLET WELDS > 5/16 in.
PARTIAL & COMPLETE PENETRATION WELDS
COLD-FORMED STEEL FRAMING WELDS
STEEL DECK WELDING
OTHER:
PRE-FABRICATED CONSTRUCTION
CONCRETE MASONRY
ITEMS: CONTINUOUS
REF. NOTE 3
PERIODIC
REF. NOTE 3
COMMENTS:
X X
X X
X X X X
X X
X X
X X X
X
X
X
X
X
X X X
SPECIAL INSPECTION PROGRAM NOTES:
1. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH THE IBC 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 SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE CONTRACTOR AND CONTRACTING OFFICER. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER. SPECIAL INSPECTION TESTING
REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.
2. SPECIAL INSPECTION IS NOT REQUIRED FOR AND APPROVED FABRICATOR PER IBC SECTION 1704.2.5.
3. CONTINUOUS SPECIAL INSPECTION MEANS THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBC SECTION 1702). PERIODIC SPECIAL INSPECTION MEANS THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM ALL WORK REQUIRING SPECIAL INSPECTION IS
IN COMPLIANCE.
4. THE STEEL FRAME SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS, SUCH AS BRACING, STIFFENING MEMBER LOCATIONS, AND PROPER APPLICATION OF
JOINT DETAILS AT EACH CONNECTION.
5. ALL WELDS SHALL BE VISUALLY INSPECTED IN ACCORDANCE WITH AWS D1.1
6. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE OF COMPARABLE METHOD.
7. INSPECTION OF PRE-FABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED DURING PRE-FABRICATION IF THE
APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.
8. INSPECTION/TESTING SHALL BE IN ACCORDANCE WITH THE ANCHOR MANUFACTURER'S ICC REPORT AND SHALL INCLUDE AS A MINIMUM: VERIFICATION OF HOLE DEPTH AND DIAMETER, CLEAN OUT, ALL MATERIALS AND
INSTALLATION TORQUE.
9. MASONRY SPECIAL INSPECTION SHALL COMPLY WITH SPECIFICATIONS AND TMS 402, LEVEL B SPECIAL INSPECTION.
10. REINFORCEMENT IN ALL STRUCTURAL MEMBERS SHALL BE VISUALLY INSPECTED AND APPROVED ON THE DAY PRIOR
TO ANY SCHEDULED CONCRETE OR MASONRY GROUT PLACEMENT.
REFERENCE NOTE 7
REFERENCE NOTES 9 & 10
REFERENCE NOTE 5
REFERENCE NOTE 5
REFERENCE NOTE 5
REFERENCE NOTE 5
REFERENCE NOTE 6
REFERENCE NOTE 6
REFERENCE NOTE 4
REFERENCE NOTE 8
REFERENCE NOTE 10
RECORD SLUMP, AIR CONTENT, TEMPERATURE
ALT ALTERNATE
ACI AMERICAN CONCRETE INSTITUTE
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
AB ANCHOR BOLT
ARCH ARCHITECT, ARCHITECTURAL
@ AT (MEASUREMENT)
B PL BASE PLATE
BM BEAM
BRG BEARING
BF BOTH FACES
BOT BOTTOM
BLDG BUILDING
CL CENTER LINE
CLR CLEAR
COL COLUMN
CONC CONCRETE
CMU CONCRETE MASONRY UNIT
CONN CONNECTION
CONT CONTINUOUS
CJ CONTROL OR CONSTRUCTION JOINT
COORD COORDINATE
DL DEAD LOAD
DET DETAIL
DIA DIAMETER
DWG(S) DRAWING(S)
EA EACH
EF EACH FACE
ES EACH SIDE
EW EACH WAY
EL ELEVATION
EQ EQUAL
EQUIP EQUIPMENT
EXIST EXISTING
EXP BT EXPANSION BOLT
EJ EXPANSION JOINT
EXT EXTERIOR
FS FAR SIDE
FIN FLR FINISHED FLOOR
FF EL FINISHED FLOOR ELEVATION
FDTN FOUNDATION
ft FEET
GA GAGE
GALV GALVANIZED
HORIZ HORIZONTAL
IBC INTERNATIONAL BUILDING CODE
IJ ISOLATION JOINT
in INCH(ES) k KIP(S)
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
MFR('S) MANUFACTURER('S)
MCJ MASONRY CONTROL JOINT
MAX MAXIMUM
MECH MECHANICAL
MIN MINIMUM
I MOMENT OF INERTIA
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OCEW ON CENTER EACH WAY
OPP OPPOSITE
lb(s) POUND(S) plf POUNDS PER LINEAR FOOT psf POUNDS PER SQUARE FOOT pcf POUNDS PER CUBIC FOOT
PEMB PRE-ENGINEERED METAL BUILDING
QTY QUANTITY
R RADIUS
RC REINFORCED CONCRETE
REINF REINFORCEMENT
REBAR REINFORCING STEEL BARS
REQ(D) REQUIRE(D)
ROT ROTATED
SJ SAW JOINT
SCHED SCHEDULE
SIM SIMILAR
SQ SQUARE
sf SQUARE FEET sq in SQUARE INCH(ES) sq yd SQUARE YARD
SSMR STANDING SEAM METAL ROOF
SDI STEEL DECK INSTITUTE
SJI STEEL JOIST INSTITUTE
STRCT STRUCTURAL
THRU THROUGH
T&B TOP AND BOTTOM
TO TOP OF
TOB TOP OF BEAM
TOC TOP OF CONCRETE
TOM TOP OF MASONRY
TOS TOP OF STEEL
TOW TOP OF WALL
TL TOTAL LOAD
TYP TYPICAL
UFC UNIFORM FACILITIES CRITERIA
UON UNLESS OTHERWISE NOTED
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
yd YARD
ABBREVIATIONS:
FIN. GR. SEE
CIVIL
EQUIPMENT
(3) - #4 BARS
4"
#4 BARS @ 12" O.C.E.W.
@ CENTER OF SLAB
SECTION A-A
U.N.O.
EQUPMENT DIM. + 1'-0" MIN.
PLAN
M
IN
U.
N.
O
EQ
UI
PM
EN
T
DI
M
'-0
A
6" MIN. 3/4" CHAMFER
A
6" 1'
- 0 " M
IN
8"
#3 SMOOTH DOWEL x
2'-0" LONG @ 12" O.C.,
GREASE ONE END
SEE PLANS
1/2" DROP
1/2" P.E.J.
4" THICK SLAB w/ #4's @ 12" O.C.E.W. @
CENTER OF SLAB, BEND
INTO SIDEWALL
COMPACTED NON-
EXPANSIVE FILL
8" SIDEWALL
#3 CONTINUOUS
#3 CONTINUOUS
MAT FOUNDATION,
SEE PLANS
1/2" P.E.J.
SEE CIVIL
10"
1'
- 0
" M
IN
SLOPE 1%
TOP
REINF.
BOTTOM
REINF.
1/8" TOOLED JOINT @
CONCRETE EXPOSED TO VIEW
NOTE: ALL FLAT MAT SLAB REINFORCEMENT
LAP SPLICES SHALL BE CLASS B, U.N.O.
2" KEY
1 ON 4 SLOPE
"d
"d
KE
Y
"d
"d
SECOND PLACEMENTFIRST PLACEMENT
FIN. FL.
TYP.
6" MIN.,
SIZE PER EQUIPMENT
#3 BARS @ 6"
O.C.E.W.
3/4" CHAMFERTY
P.
4" M
IN
., EQUIPMENT
EM
BE
DM
E N
T
1/ 2"
M
IN
#4 BAR DOWELS @ 12" O.C. (TYP., 4
SIDES). PRE-SET DOWELS OR DRILL
AND GROUT.
A
FOR FLOOR DRAIN
LOCATIONS, SEE
MECH. AND ARCH.
(2) - #4 BARS x 4'-0"
SEE NOTE 2
SLOPE 1/4"
PER ft
SLOPE
1/4" PER ft
SLOPE
1/4" PER ft
SLOPE 1/4"
PER ft
NOTES:
1. DEPRESS REINFORCING TO ACHIEVE MINIMUM CONCRETE COVER AT DRAINS.
2. REINFORCING IS PLACED AT TOP AND BOTTOM OF SLAB.
3. SLAB THICHNESS SHALL BE MAINTAINED IN DEPRESSION.
1'-6"
R
(2) - #4 BARS @ 45°
ORIENTATION. TOP
& BOT.
SLAB REINF.,
SEE PLANS
1"
CLR
2' - 0"
2' - 0"CLR
.1"
NOTES:
1. MINIMUM CLEARANCE OF 1" OR LIVE LOAD DEFLECTION, WHICHEVER IS
GREATER. 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 FOR WHEN CROSS WALL SUPPORT
SPACING EXCEEDS 8'-0".
PERPENDICULAR TO PURLINS AND BEAMS
PARALLEL TO PURLINS AND BEAMS
METAL DECK OR
INSULATED METAL PANELS
FIRE STOPPING
MATERIAL AS
REQUIRED
CONT. TRACK
L2 1/2x2x3/16 (LLV) x 6" @
6'-0" O.C. WELD TO 3/16"
ANGLE
PURLIN OR
BEAM BOTTOM
FLANGE (TYP.)
L2x2x3/16 WELD OR
FASTEN TO PURLIN OR
BEAM BOTTOM FLANGE @
6'-0" O.C. (MAX.)
CONT. TRACK
FIRE STOPPING
MATERIAL AS
REQUIRED
METAL DECK OR INSULATED
METAL PANELS
PURLIN OR BEAM
BOTTOM FLANGE
1SE
E
NO
TE
1SE
E
NO
TE
1SE
E
NO
TE
1SE
E
NO
TE
L2 1/2x2x3/16 (LLV) x 6" @
6'-0" O.C. WELD OR FASTEN
TO PURLIN OR BEAM
BOTTOM FLANGE
REF. ARCH. FOR
WALL EXTENSION
REF. ARCH.
FOR WALL
EXTENSION
SHEET
NUMBER
D ra w n by
D es ig ne d by
Su bm itt ed b y:
Sh ee t S iz e
AN
SI
D
D at e:
C on tra ct
N o.
So lic ita tio n N o.
U .S
. A R
M Y
EN
G
IN
EE
R C
O R
PS
O
F
EG
IN
EE
R S
FO
R
T W
O R
TH
D
IS
TR
IC
T
TA
YL
O R
S T
FO
R
T W
O R
TH
, T
EX
AS
C he ck ed b y:
US Army Corps of Engineers ®
A
R ev
M ar k D es cr ip tio n Tr ac ki 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
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
4/25/2019 1:25:23 PM
FO
RT
H O
O D, T X
AD
M
IN
IS
TR
AT
IO
N
B U
IL
D
IN
G
A N
O R
TH
F
O R
T H
O O
D
PN
: N H
P
AP
R
IL
M . V
AV
R
A, P
.E
M . V
AV
R
A, P
.E
M
AT
TH
EW
V
AV
R A, P .E
ST
R U
C
TU
R
AL
S
EC
TI
O
N C
H
IE
F
S-004
TY
PI
CA
L
ST
RU
CT
UR
AL
D
ET
AI
LS
I
E.
S
AL
AH
AT
, P
.E
NTS1 TYP. EXTERIOR EQUIPMENT PAD
NTS2 TYP. STOOP
NTS3
TYP. FLAT MAT SLAB CONSTRUCTION
JOINT
NTS6 TYP. INTERIOR MECH/ELEC EQUIP. PAD
NTS5 TYP. FLR. DRAIN IN SLAB
NTS4 TYP. S.O.G. REENTRANT CORNER REINF.
NTS7 METAL STUD PARTITION LAT. SUPPORT
(1) VERT. BAR (MIN.)
EACH SIDE OF C.J., SEE
NOTES.
TYPICAL
CONTROL JOINT
TYPICAL
DOOR OPENING
2 VERT. BARS (MIN.)
@ CORNER, SEE
NOTES & DETAILS
THIS SHEET
VERT. BAR,
SEE NOTES
C.J., SEE NOTES
AND DETAILS THIS
SHEET
TOP BOND BEAM,
SEE NOTES
BOTTOM BOND
BEAM, SEE NOTES
STOP BOND BEAM
REINF. @ C.J., SEE
NOTES
FOUNDATION DOWELS
@ EACH VERT. BAR.,
SEE NOTES
NOTES:
1. SEE "REINFORCED HOLLOW CMU NOTES" ON SHEET S-002.
2. VERTICAL REINFORCING SHALL BE SPACED @ 48" O.C. MAX.
TYPICAL
CORNER
2 VERT. JAMB BARS (MIN.)
90° HOOK INTO
BOND BEAM, TYP.
CORNER & WALL
BEYOND
HORIZ. BOND
BEAM REINF.
STD. 90
DEGREE
HOOK
VERT. BARS, SEE
CMU NOTES
BENT BARS, SAME SIZE
AS HORIZ. REINF.
" B
AR
D
IA
. L
AP
NOTES:
1. PROVIDE BACKER ROD AND SEALANT (FIRE RESISTANT @ RATED PARTITIONS).
2. COMPRESSIBLE FILLER OR GASKET, FULL HEIGHT (FIRE RESISTANT @ RATED PARTITIONS.
3. HORIZONTAL REINFORCEMENT IS NOT SHOWN FOR CLARITY.
(1) VERT. BAR EACH
SIDE OF C.J.
CMU SASH
BLOCK UNITS
SEE NOTE 2
SEE NOTE 1
SHEET
NUMBER
D ra w n by
D es ig ne d by
Su bm itt ed b y:
Sh ee t S iz e
AN
SI
D
D at e:
C on tra ct
N o.
So lic ita tio n N o.
U .S
. A R
M Y
EN
G
IN
EE
R C
O R
PS
O
F
EG
IN
EE
R S
FO
R
T W
O R
TH
D
IS
TR
IC
T
TA
YL
O R
S T
FO
R
T W
O R
TH
, T
EX
AS
C he ck ed b y:
US Army Corps of Engineers ®
A
R ev
M ar k D es cr ip tio n Tr ac ki 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
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
4/25/2019 4:02:18 PM
FO
RT
H O
O D, T X
AD
M
IN
IS
TR
AT
IO
N
B U
IL
D
IN
G
A N
O R
TH
F
O R
T H
O O
D
PN
: N H
P
AP
R
IL
M . V
AV
R
A, P
.E
M . V
AV
R
A, P
.E
M
AT
TH
EW
V
AV
R A, P .E
ST
R U
C
TU
R
AL
S
EC
TI
O
N C
H
IE
F
S-005
TY
PI
CA
L
ST
RU
CT
UR
AL
D
ET
AI
LS
II
E.
S
AL
AH
AT
, P
.E
NTS1 TYP. MIN. WALL REINF. ELEVATION
NTS2 TYP. EXTERIOR CMU WALL CORNER
NTS3 TYP. CMU C.J.
1 2 3 4 5
A
B
D
C
5"
OUT TO OUT OF WALL GIRTS
99' - 2" 5"
24' - 7" 25' - 0" 25' - 0" 24' - 7"
5" O
U T
TO
O
U T
O F
W
AL
L G
IR
TS
5"
0"
23' - 5" 65' - 0" 11' - 7"
3'
6"
3'
6"
S-301
S-301
S-301
S-301
SHEET
NUMBER
D ra w n by
D es ig ne d by
Su bm itt ed b y:
Sh ee t S iz e
AN
SI
D
D at e:
C on tra ct
N o.
So lic ita tio n N o.
U .S
. A R
M Y
EN
G
IN
EE
R C
O R
PS
O
F
EG
IN
EE
R S
FO
R
T W
O R
TH
D
IS
TR
IC
T
TA
YL
O R
S T
FO
R
T W
O R
TH
, T
EX
AS
C he ck ed b y:
US Army Corps of Engineers ®
A
R ev
M ar k D es cr ip tio n Tr ac ki 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
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
PLAN NORTH
4/25/2019 1:25:59 PM
FO
RT
H O
O D, T X
AD
M
IN
IS
TR
AT
IO
N
B U
IL
D
IN
G
A N
O R
TH
F
O R
T H
O O
D
PN
: N H
P
AP
R
IL
M . V
AV
R
A, P
.E
M . V
AV
R
A, P
.E
M
AT
TH
EW
V
AV
R A, P .E
ST
R U
C
TU
R
AL
S
EC
TI
O
N C
H
IE
F
S-101
FO
UN
DA
TI
O N
PL
AN
I E.
S
AL
AH
AT
, P .E
1/8" = 1'-0"1 FOUNDATION PLAN
1 FLAT MAT SLAB FOUNDATION SHALL BE 18" THICK MIN. ON 15 MIL.
VAPOR BARRIER ON 6" THICK CAPILLARY WATER BARRIER, U.N.O.
REINFORC WITH #7's @ 9" O.C.E.W., TOP & BOTTOM.
PEMB COLUMN. ALL FRAMING SHALL BE PEMB. SEE "PRE-
ENGINEERED METAL BUILDING" NOTES ON SHEET S-001.
X-BRACING: INDICATES BAY TO PROVIDE X-BRACING. X-BRACING
IN OTHER BAYS IS PROHIBITED.
PORTAL FRAME: INDICATES BAY TO PROVIDE PORTAL FRAME.
PORTAL FRAMES IN OTHER BAYS ARE PROHIBITED.
8" SLAB RECESS
1. FIRST FLOOR REFERENCE ELEVATION FOR STRUCTURAL
PLANS IS 0'-0". REFER TO CIVIL FOR CONSTRUCTION FINISH
FLOOR ELEVATION.
SHEET NOTES:
8'4' 16'0
F.F.
0' - 0"
A
2'
- 2
" M
IN
8"
5" SEE PLANS
FIN. GRADE
SEE CIVIL
PEMB COL.
VENEER LEDGE
#7's CONT. @ 9" O.C.
#4's @ 9" O.C.
SEE PLANS FOR FLAT
MAT SLAB REINF.
CMU WALL, SEE NOTES ANCHOR BOLTS DESIGNED AND
PROVIDED BY CONTRACTOR.
SEE PEMB NOTES
15 MIL. VAPOR BARRIER
6" CAPILLARY WATER BARRIER
8"
#4 CONT.
F.F.
0' - 0"
1'
- 6
" M
IN
1'
- 6
" M
IN
8"
SEE PLANS FOR FLAT
MAT SLAB REINF.
15 MIL. VAPOR BARRIER
6" CAPILLARY WATER BARRIER
1 ON 1 SLOPE
1' - 6" MIN.
F.F.
0' - 0"
15 MIL. VAPOR BARRIER
6" CAPILLARY WATER BARRIER
FIN. GRADE
SEE CIVIL
1'
- 6
" M
IN
VENEER LEDGE
CMU WALL, SEE NOTES
PEMB COL.
ANCHOR BOLTS DESIGNED
AND PROVIDED BY
CONTRACTOR. SEE PEMB
NOTES
SEE PLANS FOR FLAT
MAT SLAB REINF.
#4 CONT.
5"
8"
#4's @ 9" O.C.
F.F.
0' - 0"
1'
- 6
" M
IN
SEE CIVL
1/2" P.E.J.
DOOR, REF.
ARCH.
VENEER LEDGE
BEYOND
SEE PLANS FOR FLAT
MAT SLAB REINF.
15 MIL. VAPOR BARRIER
6" CAPILLARY WATER BARRIER
(1) #4
SHEET
NUMBER
D ra w n by
D es ig ne d by
Su bm itt ed b y:
Sh ee t S iz e
AN
SI
D
D at e:
C on tra ct
N o.
So lic ita tio n N o.
U .S
. A R
M Y
EN
G
IN
EE
R C
O R
PS
O
F
EG
IN
EE
R S
FO
R
T W
O R
TH
D
IS
TR
IC
T
TA
YL
O R
S T
FO
R
T W
O R
TH
, T
EX
AS
C he ck ed b y:
US Army Corps of Engineers ®
A
R ev
M ar k D es cr ip tio n Tr ac ki 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
PLOT DATE:
2 3 4 5 6 7 8 9 10
B
C
D
E
F
G
Fort Worth District
4/25/20…
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