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SO
LICIT
ATIO
N N
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NE
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1
D
2 3
C
4 5
A
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MA
RK
AP
PR.
DA
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FIL
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UM
BE
R:
SIZ
E:
SU
BMIT
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PL
OT S
CA
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CO
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RA
CT N
O.:
IDENTIFICATION
SHEET
DA
TE
AP
PR.
®of Engineers
US Army Corps
of Engineers
US Army Corps
U.S.
AR
MY C
OR
PS O
F E
NGIN
EE
RS
OM
AH
A,
NE
BR
AS
KA
OM
AH
A DIS
TRIC
T
OMAHA DISTRICT
MTJ
JD
C
JD
C
CIVIL E
NGIN
EE
RIN
G
CS505
04/0
6/2
015
3/4" = 1'
AN
SI
D
FE6 C
HAIN
LIN
K F
EN
CE D
ET
AIL
S
NO SCALE
16" MIN. DIA.
6"
3'-4"
MIN.
3'-4"
MIN.
6"
10'-0" MAXIMUM
LINE POSTS TO BE EQUALLY SPACED
10" MIN. DIA.
NO SCALE
FASTENING DETAILS
ROUND POST
BRACE RAIL CLAMP DETAILS
H-BEAM
TENSION BAND DETAIL
END OR GATE POST DETAIL
2.25" x 1.70"
2.375" O.D. 2.875" O.D.
2.25" x 1.70"
1.90" O.D.
2.25" x 1.70"
2.00" SQ.
2.375" O.D. 2.875" O.D.
2.50" SQ. 3.00" SQ.
4.00" O.D.
1.66" O.D.
1.50" O.D.
1.625" x 1.50"H-SECTION
TUBULAR - SQUARE
TUBULAR - ROUND
TOP, BOTTOM & BRACE RAILS
TUBULAR - ROUND
LINE POSTS
TUBULAR - SQUARE
TUBULAR - ROUND
CORNER, END & PULL POSTS
USE AND SECTIONFABRIC LESS THAN 72"
MINIMUM OUTSIDE DIMENSIONS (NOMINAL)
STEEL POST SCHEDULE
FABRIC 72" TO 96" FABRIC OVER 96"
NOTES:
FINAL NUMBER IS FABRIC WIDTH IN INCHES
TWBR - FENCE WITH TOP TENSION WIRE AND BOTTOM RAIL
TWB - TENSION WIRE TOP AND BOTTOM
TBR - FENCE WITH TOP AND BOTTOM RAILS
TR - FENCE WITH TOP RAIL AND TENSION WIRE AT BOTTOM
ON DOUBLE OUTRIGGER
TYPE FE8 - CHAIN-LINK FENCE W/BARBED-WIRE AND BARBED-TAPE
TYPE FE7 - CHAIN-LINK FENCE W/BARBED-WIRE ON DOUBLE OUTRIGGER
TYPE FE6 - CHAIN-LINK FENCE W/BARBED-WIRE ON SINGLE OUTRIGGER
TYPE FE5 - CHAIN-LINK FENCE WITHOUT BARBED-WIRE APRON
FENCE LEGEND:
EXAMPLES:
FABRIC WIDTH.
TOP AND BOTTOM TENSION WIRE, AND 48 INCH
FE5-TWB-48 - CHAIN-LINK SECURITY FENCE WITH NO APRON,
WIDTH.
ON SINGLE OUTRIGGER, TOP RAIL, AND 72 INCH FABRIC
FE6-TR-72 - CHAIN-LINK SECURITY FENCE WITH BARBED-WIRE
H-BEAM ROUND POST
LINE POST ATTACHMENTS
TOP OR BRACE RAIL ATTACHMENT
NO SCALE
BRACE PANEL DETAIL
10'-0" MAX. 10'-0" MAX.
NOTE:
STRAIGHT RUNS EXCEED 500 FEET.
PROVIDE BRACE PANEL WHENEVER
10'-0" MAXIMUM
X X X X X X
XX
X XXXXXXXXXXX
X
X X X X X X
X X X X XXXXX
X X X X X X X
XXXXXX
X X X X X X
X X X X
XXXX
X X X X X X X
XXX
X X X
X X X X X
XXXXX
X X X X X
X
X
X
X
X
X X
X X
X X
X
XXX
X
X
X
NO SCALE
EXTENSION ARM DETAILS
LINE POST CORNER POST
1'-0"
1'-0"
45 DEGREES
1'-6" 6"
(TYP.)
1'-0"
1'-10" 7.
5" (T
YP.)
35 DEGREES
X X X X X
XXXXX
X X X X X
X X X X
X
XX
XXX
X X
X X X X
XXXX
X X X X
X X X X
XXXX
X X X X
X
X
X X
X
X
H-SECTIONFE6 CHAIN-LINK SECURITY FENCE DETAIL
LINE POST
BRACE RAIL
(TYP.)
TIE WIRES
(3/8" MIN. DIA.)
TRUSS ROD
CONCRETE BASE
OR PULL POST
CORNER, END,
LINE POST
OF FABRIC
BOTTOM
(9 GAGE, 2" MESH)
CHAIN-LINK FABRIC
BAND
TENSION
(3/8" MIN. DIA.)
TRUSS ROD
WIRE
TENSION
CARRIAGE BOLT
TENSION BAR
EACH FABRIC LINK
TENSION BAR TO ENGAGE
FABRIC
TOP AND BOTTOM OF FABRIC)
(15" O.C. MAX. AND WITHIN 4" FROM
TENSION BAND
FABRIC
(2'-0" O.C. MAX.)
9-GAGE TIE WIRES
OF FABRIC)
TOP AND BOTTOM
WITHIN 4" FROM
(15" O.C. MAX AND
TIE WIRE
OF FABRIC)
TOP AND BOTTOM
WITHIN 4" FROM
(15" O.C. MAX AND
TIE WIRE
TRUSS ROD TRUSS ROD
LINE POSTLINE POST BRACE RAILS
RAILS
BRACE
PULL POST
(TYP.)
TIE WIRES
ON EXTENSION ARMS
BARBED-WIRE APRON
RIVETED FLUSH (TYP.)
" PLAIN PIN83
RIVETED FLUSH (TYP.)
3/8" PLAIN PIN
LOCK PIN (TYP.)
WIRE (TYP.)
BARBED
F211-1
0-0
8
FC
W9
CS505.d
gn
W9128F-1
5-R-0
047
4T
H I
D C
AB, U
AS H
AN
GA
R
FO
RT C
AR
SO
N,
CO
LO
RA
DO
PN
81357 (F
Y15)
AND RAIL REQUIREMENTS PER LEGEND BELOW.
4. SEE PLAN SHEETS FOR HEIGHT OF CHAIN LINK FABRIC, WIRE
PROTECTED.
SHALL HAVE APRON EXTENDED OUTWARD FROM THE AREA BEING
3. UNLESS OTHERWISE SHOWN OR SPECIFIED, ALL FE6 FENCE
SECURE AREA.
FABRIC SHALL BE PLACED ON THE OPPOSITE SIDE OF THE
ON THE SECURE SIDE OF THE FENCE ALIGNMENT. CHAIN-LINK
2. WIRE TIES, RAILS, POSTS, AND BRACES SHALL BE CONSTRUCTED
SPECIFICATIONS.
MANUFACTURER, AS LONG AS THEY COMPLY WITH THE
NOT INTENDED TO LIMIT METHOD OF INSTALLATION TO ONE
1. DETAILS SHOWN ARE TO CLARIFY REQUIREMENTS AND ARE
AS SPECIFIED
TENSION WIRE
TENSION WIRE
TRUSS ROD AND BAND
BASE
CONCRETE
GRADE LINE
GRADE
TRUSS ROD
DIAMETER
GRADE 1/2 UP ROD
INSTALL TO PLACE
BOTTOM RAIL
ELEVATION
DIAMETER
BOTTOM RAIL
GRADE AT 1/2
(2'-0" O.C. MAX.)
9-GAGE TIE WIRES
BOTTOM RAIL ATTACHMENT
GRADE
THE BOTTOM
FABRIC BARBED ON
3A
ME
ND #
0003,
GE
NE
RA
L R
EVISIO
NS
3
3
3
3
FENCINGATTACHED TO CHAIN LINKTOP OF PRAIRIE DOG FENCE
24"
24"
36"
PRAIRIE DOG FENCING 3
STRENGTH.
WOVEN IN HORIZONTALLY FOR
20 GAUGE, WITH EXTRA LINE WIRES
1" HEXAGONAL GALV STEEL,
FABRIC CHICKEN WIRE, 60" WIDE,
ON THE GROUND. FENCE
LINK FENCE AND INSTALLED
ATTACHED TO CHAIN
PRAIRIE DOG FENCING
GROUNDING DETAILNO SCALE
10'-0"
1'-0"
STEEL GROUND ROD
3/4" DIA. COPPER-CLAD
OF COPPER
CLAMP-TYPE FITTING
WELD OR APPROVED
MOLDED EXOTHERMIC
COPPER WIRE
#8 AWG SOLID
FENCE POST
3
BENEATH AGGREGATE BORDER.
STAPLES AT 18" O.C. CENTER AND EDGE
CENTER. ATTACH FENCE TO GROUND WITH GALV
WIRE AT 12" ON CENTER TOP,BOTTOM AND
FENCE WITH 17 GAUGE ALUM OR GALV STEEL
ATTACH PRAIRIE DOG FENCE TO CHAIN LINK
FA
BRIC W
IDT
H 9
6"
70"
CHAIN LINK FABRIC
RAIL
BOTTOM
POST
05/0
8/2
015
OF FENCE)
MID RAIL (ENTIRE LENGTH
(ENTIRE LENGTH OF FENCE)
1/2 IT'S DIAM IN SOIL
BOTTOM RAIL BURIED
INSTALLED ON CHICKEN WIRE FABRIC.
LEVEL WITH GROUND SURFACE AND
AGGRREGATE.TOP OF AGGREGATE
3" DEEP X 36" WIDE , 3/4" CLEAN
SO
LICIT
ATIO
N N
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SIG
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DE
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N
1
D
2 3
C
4 5
A
B
MA
RK
AP
PR.
DA
TE:
FIL
E N
UM
BE
R:
SIZ
E:
SU
BMIT
TE
D B
Y:
PL
OT S
CA
LE:
PL
OT D
AT
E:
DA
TE
MA
RK
DE
SC
RIP
TIO
N
CO
NT
RA
CT N
O.:
IDENTIFICATION
SHEET
DA
TE
AP
PR.
®of Engineers
US Army Corps
of Engineers
US Army Corps
U.S.
AR
MY C
OR
PS O
F E
NGIN
EE
RS
OM
AH
A,
NE
BR
AS
KA
OM
AH
A DIS
TRIC
T
OMAHA DISTRICT
MTJ
JD
C
JD
C
CIVIL E
NGIN
EE
RIN
G
CS506
04/0
6/2
015
3/4" = 1'
AN
SI
D
2"
MIN.
5"
MA
X.
6" DIA.
6"
2'-0"
10"
1"
36"
43"
48"
12"
6"
6" DIA. P.C. CONC.
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
FE
NC
E F
AB
RIC
GATE LEAF
2"
MIN.
5"
MA
X.
NO SCALE
DOUBLE SWING GATE (TYPE FE6 FENCE)
ELEVATION
2'-10" FOR POSTS 4" O.D. & LESS
" O.D.853'-4" FOR POSTS 6
" O.D.853'-10" FOR POSTS 8
6"
4" O.D. & LESS
16" DIA. MIN. FOR GATE POSTS
OVER 4" O.D.
24" DIA. MIN. FOR GATE POSTS
1'-0"
X X
XX
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XXXXXXX
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XXXXXXX
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XXXXXXX
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X X X X
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X
XX
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X
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X
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X
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X
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X
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X
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X
XX
X X
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XXXXX
X X X X X
PLAN
DIRECTION OF GATE SWING (TYP.)
GATE OPENING
GATE FRAME
CHAIN-LINK FABRIC OF BARBED-WIRE
3 VERTICAL STRANDS BARBED-WIRE
3 STRANDS OF
BARBED WIRE
3-STRANDS OF
BARBED WIRE
3-STRANDS OF
LINE POST
ASSEMBLY
LATCH
GATE FRAME
DROP ROD
" TRUSS RODS83
FABRIC
CHAIN-LINK
HINGE
RAIL (TYP.)
BRACE LINE POST
(TYP.)
TRUSS ROD
(TYP.)
BRACE RAIL
LINE
GRADE
AND GUTTER
EXIST. CURBFULL 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 ROD21
AND GUTTER
NEW CURB
JOINT
" EXP.21
NEW GATE
WASHER
POST FOUND.
NEW GATE
EXIST. CURB
HINGE
STANDARD
POST
GATE
" EXP. JOINT21
F211-1
0-0
8
FC
W9
CS506.d
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W9128F-1
5-R-0
047
FE
NC
E F
AB
RIC
GATE OPENING
4'-0"
NO SCALE
PERSONNEL GATE
TYPE FE6 FENCE
X X
XX
X X X X X X X
XXXXX
X X X X X
1'-0"
BARBED WIRE
3 STRANDS OF
BARBED-WIRE
3-STRANDS OF
HINGE
POST
GATE
HINGE
BRACE RAIL (TYP.)
GRADE LINE
TRUSS ROD (TYP.)
W/ LATCH PROTECTOR
PUSH-BUTTON LOCKSET
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.
5. GATES SHALL BE DESIGNATED AS FOLLOWS:
SEE SPECIFICATION 08 71 00 DOOR HARDWARE.
LOCKSETS WITH LATCH PROTECTORS. FOR ADDITIONAL INFORMATION
4. ALL PERSONNEL GATES SHALL BE EQUIPPED WITH PUSH-BUTTON
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 CONTRACTOR'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,
AS LONG AS THEY COMPLY WITH THE SPECIFICATIONS.
INTENDED TO LIMIT METHOD OF INSTALLATION TO ONE MANUFACTURER,
1. DETAILS SHOWN ARE TO CLARIFY REQUIREMENTS AND ARE NOT
FE6 C
HAIN
LIN
K S
WIN
G G
AT
E D
ET
AIL
S
4T
H I
D C
AB, U
AS H
AN
GA
R
PN
81357 (F
Y15)
FO
RT C
AR
SO
N,
CO
LO
RA
DO
PIPE GUARD TYP.
BOTTOM RAIL
TENSION WIRE
BOTTOM RAIL
TOP TENSION WIRE
3A
ME
ND #
0003,
GE
NE
RA
L R
EVISIO
NS
3
3
MID RAIL
05/0
8/2
015
SO
LICIT
ATIO
N N
O.:
FIL
E N
AM
E:
DW
N B
Y:
CK
D B
Y:
DE
SIG
NE
D B
Y:
DE
SC
RIP
TIO
N
1
D
2 3
C
4 5
A
B
MA
RK
AP
PR.
DA
TE:
FIL
E N
UM
BE
R:
SIZ
E:
SU
BMIT
TE
D B
Y:
PL
OT S
CA
LE:
PL
OT D
AT
E:
DA
TE
MA
RK
DE
SC
RIP
TIO
N
CO
NT
RA
CT N
O.:
IDENTIFICATION
SHEET
DA
TE
AP
PR.
®of Engineers
US Army Corps
of Engineers
US Army Corps
U.S.
AR
MY C
OR
PS O
F E
NGIN
EE
RS
OM
AH
A,
NE
BR
AS
KA
OM
AH
A DIS
TRIC
T
OMAHA DISTRICT
MTJ
JD
C
JD
C
CS507
04/0
6/2
015
3/4" = 1'
AN
SI
D
F211-1
0-0
8
FC
W9
CS507.d
gn
W9128F-1
5-R-0
047
4T
H I
D C
AB, U
AS H
AN
GA
R
PN
81357 (F
Y15)
FO
RT C
AR
SO
N,
CO
LO
RA
DO
FE6 C
HAIN
LIN
K C
AN
TIL
EV
ER G
AT
E D
ET
AIL
S
NO SCALE
PLAN
NO SCALE
ELEVATION
1 1
GATE POST SPACING
10'-0" MAXIMUM
DIA.
16" MIN.
3'-6"
MIN.
6"
6"
3'-6"
5" MAX. CLEAR
GATE OPENING
FE
NC
E H
EIG
HT
BACK FRAME GATE FRAME
GATE OPENING
SECURE SIDE
UNSECURE SIDE
1SECTION NO SCALE
LOWER GUIDE ROLLER ASSEMBLY
NO SCALE
UPPER TRUCK ROLLER ASSEMBLY
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
XXXX
X X X X
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
XXXXX
X X X X X
X X
XX
X X X X X X X X
XXXXXX
X X X X X X X X X X
XXXX
X X X X
X X
XX
X X X X X
XXX
X X X
X X
XX
X X
XXX
XX
X
XX
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
XX
X
XX
X X
X X X X X
XXXXX
X X X X X
XX
X X
XX
XX
X X
XX
X X
XX
X X X X X
XXX
X X XX
X
X X X X
XXX
X X X
X X X X XX X X XX
X X X X X X X X X X X X X
XX
XX
XX
XX
XX
X
XX
XX
XX
XX
XX
XX
XX
X
NOTES:
WARNING
Moving Gate Can Cause
KEEP CLEAR! Gate may move at any time
Without Prior Warning
Do not let children operate the gate or play
In the gate area.
This entrance is for vehicles only.
Pedestrians must use separate entrance.
!
NO SCALE
WARNING SIGN DETAIL
WARNING
Moving Gate Can Cause
Serious Injuy or DeathKEEP CLEAR! Gate may move at any time
Without Prior Warning
Do not let children operate the gate or play
In the gate area.
This entrance is for vehicles only.
Pedestrians must use separate entrance.
!
Serious Injury or Death
GATE
PIPE GUARD
CONCRETE BASE
LINE POST
(TYP.)
TIE WIRES
(3/8" MIN. DIA.)
TRUSS ROD
BRACE RAIL
POST (1 OF 3)
4" DIA. GATE
#52 ROLL CHAIN
4" DIA. POST
OPERATOR
GATE
4" DIA. POST UPPER CORNERS
WELDED AT
TRUSS RODS
BAR & BANDS
STRETCHER
TRUSS ROD
3/8" DIA.
4" O.D. POST
4" O.D. POST
GATE FRAME
ASSEMBLY
GUIDE ROLLER
GATE FRAME
ASSEMBLY
TRUCK ROLLER
GATE
IRON ROLLERS
MALLEABLE
IRON ROLLERS
MALLEABLE
4" O.D. POST 4" O.D. POST
GATE
ROLLER ASSEMBLY
LOWER GUIDE
ROLLER ASSEMBLY
UPPER TRUCK
BARBED WIRE
3 STRANDS OF
WIRE
STRANDS OF BARBED
OUTIGGER WITH 3
BARBED-WIRE
3-STRANDS OF
BARBED WIRE
3 STRANDS OF
BARBED-WIRE
3-STRANDS OF
GATE OPERATOR
SIGN
WARNING
CATCH
LOCKING
MECHANICAL
ELECTRO-
6. NOT ALL GATES HAVE AUTOMATIC OPENERS. SEE PLAN SHEET FOR DETAILS.
FABRIC.
5. WARNING SIGNS SHOWN SHALL BE INSTALLED ON EACH SIDE OF FENCE
TO LIMIT OTHER TYPES OF GATE SECTIONS AND METHODS OF INSTALLATION.
4. DETAILS SHOWN ARE TO CLARIFY REQUIREMENTS AND ARE NOT INTENDED
3. ROLLERS SHALL BE EITHER INTERNAL OR EXTERNAL.
2. GATE FRAMES SHALL BE EITHER ZINC-COATED STEEL OR ALUMINUM ALLOY.
1. CANTILEVERED SLIDE GATES SHALL CONFORM TO ASTM F1184.
PIPE GUARD TYP
CIVIL E
NGIN
EE
RIN
G
TOP TENSION WIRE
BOTTOM RAIL
3A
ME
ND #
0003,
GE
NE
RA
L R
EVISIO
NS
3
MID RAIL
05/0
8/2
015
SO
LICIT
ATIO
N N
O.:
FIL
E N
AM
E:
DW
N B
Y:
CK
D B
Y:
DE
SIG
NE
D B
Y:
DE
SC
RIP
TIO
N
1
D
2 3
C
4 5
A
B
MA
RK
AP
PR.
DA
TE:
FIL
E N
UM
BE
R:
SIZ
E:
SU
BMIT
TE
D B
Y:
PL
OT S
CA
LE:
PL
OT D
AT
E:
DA
TE
MA
RK
DE
SC
RIP
TIO
N
CO
NT
RA
CT N
O.:
IDENTIFICATION
SHEET
DA
TE
AP
PR.
®of Engineers
US Army Corps
of Engineers
US Army Corps
TALS-TS SYSTEM EQUIPMENT LAYOUT PLAN GCS AND TALS PADS
CONC. CURB
COMPACTED SUBGRADE
WRITTEN INSTRUCTIONS
(INSTALL PER MANUFACTURER'S
OPTION, BY THE KNOX CO.
EQUAL; SURFACE MOUNT
MODEL # 3265 KNOX BOX OR BOTH SIDES
CONTINUOUS HOLD DOWN CLEATS,
METAL CAP FLASHING W/
TO END OF RUNWAY
#4 @ 12" E.W.
NOTES:
NO SCALE
NO SCALE
FREE STANDING KNOX BOX
HELIOS BOLD II, HELVETICA BLACK ROMAN, OR HELVETICA BOLD ROMAN.7. LETTERING STYLE SHALL BE EITHER HELIOS EXTRA BOLD CONDENSED, BY THE CONTRACTOR6. DECALOMANIA FOR CORPS OF ENGINEERS INSIGNIA WILL BE FURNISHED BACKGROUND. BE 3" HIGH. ALL LETTERING SHALL BE WHITE ENAMEL ON GREY5. PROJECT NAME LETTERS SHALL BE 6" HIGH. ALL OTHER LETTERS SHALL COLOR SHALL MATCH BENJAMIN MOORE 1559 ARTIC SHADOWS. CONFORMING TO MASTER PAINTERS INSTITUTE MPI-9, MPI GLOSS LEVEL 6.4. PAINT WITH ONE EXTERIOR OIL PRIME COAT AND EXTERIOR TYPE ALKYD, AND SANDED.3. BEFORE PAINTING, SURFACE SHALL BE CLEAN, DRY, FREE OF GREASE2. PLYWOOD SHALL BE EXTERIOR TYPE, A-C GRADE.1. POSTS SHALL BE S4S.
SPECIFICATIONS
MANUFACTURER'S
SCREW MOUNT PER
FOR POS. DRAINAGE
CONC FOOTER - SLOPE
FNS. GRADE
SET PLUMB
TO MATCH SECURITY FENCE;
3/16; HOT DIPPED GALVANIZED
HIGH STRENGTH STEEL 5 X 3 X
U.S. ARMY INSTALLATION PROJECT SIGN DETAILS
NOTES:
THEIR LIST OF APPROVED PRODUCTS.
DIVISION REQUIREMENTS AND BE SELECTED FROM
FORT CARSON FIRE DEPT, FIRE PREVENTION
PRODUCT SELECTED SHALL CONFORM TO THE
BOX BY THE KNOX CORPORATION. ACTUAL
1. BASIS OF DESIGN PRODUCT: MODEL 3265 KNOX
3Kw GEN, APPROX 3' X 3'
CL
30.0
0'
TALS-TS ANTENNA, 2' DIAMETERRLM UNIT, 2' X 3'
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PAD SLOPE 8.75% MAXCRUSHED ROCK, 30'DIAM.
AND OUTSIDE OF RUNWAY LATERAL CLEAR ZONE FOR AIRFIELD AIRCRAFT.MUST HAVE CLEAR VIEW TO TALS. LOCATED PER RUNWAY OP SITE SURVEYADJACENT TO UAS HANGAR. TO ACCOMODATE 8' X 16' GCS STATION MODULE,
TRANSITIONAL SURFACE.LATERAL CLEAR ZONE FOR AIRFIELD AIRCRAFT AND ANTENNA NOT TO PENETRATE CLEAR ZONE AROUND SGDT OF 78' RADIUS. LOCATED OUTSIDE OF RUNWAYSGDT LOCATED PER PM-UAS SITE SURVEY WITH OPEN SOUTH HORIZON VIEW.
TALS-TS
BE 2' PLUS OR MINUS RUNWAY ELEV NORMAL TO SYSTEM. ALIGNMENT POINT (100' PAST TOUCHDOWN POINT). ELEVATION OF PAD SHALLCLEAR LOS WITH AIRCRAFT ON RUNWAY, THRESHOLD, TOUCHDOWN AND TALS-TS SYSTEM LOCATED PER UAS RUNWAY OPERATIONAL SITE SURVEY.
AND RIGHT RUNWAY CENTERLINEEND OF RUNWAY, AND 250' LEFTLOCATED 1,000' FROM EITHERTWO SETS OF SYSTEMS
ISU 90 UAS HANGAR. IMMEDIATELY ADJACENT TO THE
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SEE SITE PLAN FOR LOCATION
NOTE:
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PAD 1/2" ABOVE GRADE6" THICK, PAD SLOPE 1.75% MAXCONCRETE, 14' X 18'
PAD SURFACE 1/2" ABOVE GRADEPAD SLOPE 1.75% MAX. ONE CONCRETE PAD 4' X 4' ONE CONCRETE PAD 10' X 10.5' &
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I. DESIGN LOADS
A. DEAD LOAD (IN ADDITION TO FRAMING SELF WEIGHT)1) ROOF (ADMINISTRATIVE AREA) = 25 PSF2) ROOF (ADMINISTRATIVE AREA ABOVE MECHANICAL ROOM) = 42 PSF3) ROOF (MAINTENANCE AREA):
a) PEMB ROOF = 22 PSFb) COLLATERAL = 20 PSFc) 5-TON CRANE
5) ROOF (AIRCRAFT CONTAINER STORAGE) = 15 PSF6) ROOF (ORGANIZATIONAL STORAGE BUILDING) = TBD BY DESIGNER7) SECOND FLOOR (INCLUDING 10 PSF OVERPOUR) = 79 PSF8) SECOND FLOOR ABOVE MECHANICAL ROOM (INCLUDING 10 PSF OVERPOUR) = 96 PSF9) SECOND FLOOR ABOVE SHOPS (INCLUDING 10 PSF OVERPOUR) = 81 PSF
B. LIVE LOAD1) ROOF CONSTRUCTION LIVE LOAD = 20 PSF (ALL BUILDINGS)2) ROOF LIVE LOAD = 20 PSF (REDUCIBLE - ALL BUILDINGS)3) FIRST AND SECOND MECHANICAL AND ELECTRICAL ROOMS = 125 PSF4) SECOND FLOOR JANITORIAL, ADMIN/FACILITY STORAGE, LIGHT STORAGE,
AND TELECOM ROOMS = 125 PSF5) SECOND FLOOR ELSEWHERE = 100 PSF7) STAIRS AND ELEVATOR LOBBY = 100 PSF (300 LB POINT LOAD)8) SLAB-ON-GRADE = 100 PSF (HS-20 AXLE POINT LOAD IN MAINTENANCE AREA)
C. WIND LOAD1) BASIC WIND SPEED = 127 MPH ( 3 SECOND GUST)2) EXPOSURE CATEGORY = C3) IMPORTANCE FACTOR = 1.04) INTERNAL PRESSURE COEFFICIENTS, GCpi:
a) ADMINISTRATION AREA (ENCLOSED) = 0.18, -0.18b) MAINTENANCE AREAS AND FIRE SUPPRESSION ROOM (PARTIALLY ENCLOSED) = 0.55, -0.55c) AIRCRAFT CONTAINER STORAGE (PARTIALLY ENCLOSED) = 0.55, -0.55d) ORG. STORAGE BUILDING (PARTIALLY ENCLOSED) = 0.55, -0.55
5) ROOF AND WALL COMPONENTS AND CLADDING: SEE WIND LOAD DIAGRAMS
D. SNOW LOAD1) GROUND SNOW = 15 PSF2) IMPORTANCE FACTOR = 1.03) EXPOSURE FACTOR = 1.04) THERMAL FACTOR = 1.0, 1.2 AT ROOF OVERHANGS, CANOPIES, AND AIRCRAFT CONTAINER STORAGE5) SNOW DENSITY, GAMMA = 16 PSF6) SLOPE FACTOR = 1.07) UNBALANCED, SLIDING, AND DRIFT: SEE SNOW LOAD DIAGRAMS8) BASED ON LOCAL PRACTICE, DESIGN ROOF SNOW LOADS SHALL NOT BE LESS
THAN THOSE BASED ON PIKES PEAK REGIONAL BUILDING CODE (PPRBC); PPRBC REQUIRES A MINIMUM FLAT ROOF SNOW LOAD OF 30 PSF.
E. SEISMIC LOAD1) SEISMIC DESIGN CATEGORY B2) OCCUPANCY CATEGORY: II3) Ss = 0.184) S1 = 0.065) SITE CLASS D6) IMPORTANCE FACTOR = 1.07) SDS = 0.1928) SD1 = 0.0969) BASIC SEISMIC FORCE RESISTING SYSTEMS:
a) HANGAR MAINTENANCE AREAS: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE (BRACED/MOMENT FRAMES)b) HANGAR ADMINISTRATION AREA AND AIRCRAFT CONTAINER STORAGE: BEARING WALL SYSTEMS, INTERMEDIATE REINFORCED MASONRY SHEAR WALLS AND ORDINARY PRECAST SHEAR WALLS.c) ORGANIZATIONAL STORAGE BUILDING: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE.d) FIRE SUPPRESSION ROOM: ORDINARY PRECAST SHEAR WALLS.
10) DESIGN BASE SHEARS:a) ADMINISTRATIVE AREA = 312 KIPSb) MAINTENANCE AREA = ( PER PEMB SUPPLIER)c) AIRCRAFT CONTAINER STORAGE = 25 KIPSd) ORG. STORAGE BUILDING = (PER PEMB SUPPLIER)
11) SEISMIC RESPONSE COEFFICIENTS;a) ADMINISTRATIVE AREA = 0.064b) MAINTENANCE AREAS = 0.064c) AIRCRAFT CONTAINER STORAGE = 0.064d) ORG. STORAGE BUILDING = 0.064
12) RESPONSE MODIFICATION COEFFICIENTS:a) ADMINISTRATION AREA = 3b) MAINTENANCE AREAS = 3c) AIRCRAFT CONTAINER = 3d) ORG. STORAGE BUILDING = 3
II. GENERAL NOTES A. REFERENCE ELEVATION 100'-0" = TOP OF FIRST FLOOR FINISHED SLAB FOR BOTH THE ADMIN AND HANGAR, SEE CIVIL SHEETS FOR MEAN SEA LEVEL ELEVATION.
B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE LOCATIONS OF ALL EMBEDDED ITEMS, CONDUITS, PIPES, AND OPENINGS. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ITEMS NOT INDICATED ON STRUCTURAL DRAWINGS. THE CONTRACTING OFFICER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCY.
C. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE BRACING AND SHORING FOR STEEL AND PRECAST CONCRETE WORK AT ALL TIMES DURING CONSTRUCTION.
D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIRESTOPPING ALL GAPS BETWEEN WALLS AND OVERLYING FLOORS, DECKING, AND STRUCTURE AS WELL AS OTHER PENETRATIONS AS REQUIRED BY ARCHITECTURAL, MECHANICAL, AND ELECTRICAL SHEETS, AND BY THE CONTRACT SPECIFICATIONS.
E. ANTI-TERRORISM/FORCE PROTECTION (AT/FP):1) MECHANICAL EQUIPMENT, ELECTRICAL EQUIPMENT, AND ARCHITECTURAL COMPONENTS REQUIRE SPECIAL AT/FP BRACING AND SUPPORT. SEE SPECIFICATION SECTIONS:
13 48 00: SEISMIC PROTECTION FOR MISCELLANEOUS EQUIPMENT13 48 00.00 10: SEISMIC PROTECTION FOR MECHANICAL EQUIPMENT
26 05 48.00 10: SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT
2) COMPONENTS AND SYSTEMS IN EXTERIOR WALLS OF THE ADMINISTRATION AND SHOPS AREAS OF THE BUILDING (NOT HANGAR BAYS) SHALL BE DESIGNED AND DETAILED PER UFC 04-010-01 AND 04-010-02 (LATEST VERSION) TO PROVIDE A LOW LEVEL OF PROTECTION FOR THE STANDOFF DISTANCE SHOWN ON THE CIVIL DRAWINGS.
3) EXTERIOR WINDOWS, WINDOW FRAMES, AND WINDOW FRAME ANCHORAGE REQUIRE AT/FP BLAST MITIGATION DESIGN AND DETAILS. SEE SPECIFICATION SECTIONS:
08 51 13: ALUMINUM WINDOWS08 81 00: GLAZING
4) EXTERIOR STOREFRONT GLAZING, STOREFRONT FRAME AND STOREFRONT FRAME ANCHORAGE REQUIRE AT/FP BLAST MITIGATION DESIGN AND DETAILS. SEE SPECIFICATION SECTION:
08 41 13: ALUMINUM - FRAMED ENTRANCE AND STOREFRONTS
5) EXTERIOR DOORS AND DOOR ANCHORAGE REQUIRE AT/FP BLAST MITIGATION DESIGN AND DETAILS. SEE SPECIFICATION SECTION:
08 11 16: ALUMINUM DOORS AND FRAMES
6) COORDINATE FASTENING OF EXTERIOR WINDOW FRAMES, CURTAIN WALL FRAMES, AND DOORS TO PRECAST WALL PANELS WITH THE PRECAST SUPPLIER.
IV. REINFORCED CONCRETE
A. DESIGN CODES: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI-318)
B. MATERIAL STRENGTHS:
1) CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS NORMAL WEIGHT:
ITEM f'c FREEZE THAWEXPOSURE
CLASS
SULFATEEXPOSURE
CLASS
PERMEABILITY CORROSIONPROTECTION
INTERIOR SLAB-ON-GRADE (UNO),INTERIOR FOOTINGS, ELEVATED
SLABS, AND ARMS VAULTS
INTERIOR SLAB-ON-GRADE ATHANGAR BAY - SEE NOTE IV.C.13
INTERIOR SLAB-ON-GRADE AT ALLIED SHOP (#119),BENCH STOCK/TECH SUPPLY (#118), SECURED
STORAGE (#118A), UNIT STORAGE OFFICE (#117),CORRIDOR 4 (COR-4), AND STAIR 2 (ST-2)
ALL OTHER CONCRETE
4.0 KSI
5.0 KSI
4.5 KSI
FO SO PO C1
FO SO PO C1
FO SO PO C1
FO SO PO C1
2) REINFORCING STEEL: BARS (NOT WELDED) ASTM A615, GR. 60 KSI BARS (WELDED) ASTM A706, GR. 60 KSI TIES ASTM A615, GR. 60 KSI WELDED WIRE REINFORCEMENT ASTM A185
C. NOTES1) ALL CONCRETE OPERATIONS AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE LATEST ACI AND CRSI STANDARDS.2) REFER TO THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL EMBEDDED ITEMS AND ACCESSORIES. NO CALCIUM CHLORIDE OR OTHER DELETERIOUS SALTS ARE PERMITTED IN CONCRETE. NO ALUMINUM EMBEDMENTS ARE PERMITTED. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS.3) FURNISH THE FOLLOWING CONCRETE COVER ON REINFORCING BARS UNO: SLAB ON GRADE 1.5" COVER AT TOP SLABS ON METAL FORMS CENTER MESH IN PORTION
OF SLAB ABOVE METAL FORMS COLUMN PEDESTALS 2" COVER ON TIES FOUNDATIONS 3" COVER ON BOTTOM AND SIDES WALLS 2" UNO4) PROVIDE THE FOLLOWING CONCRETE FINISHES UNO: WALLS PER SPECIFICATIONS FOUNDATIONS PER SPECIFICATIONS SLABS TO BE EXPOSED PER ARCH STAIRS AND RAMPS, EXTERIOR PER ARCH STAIRS AND RAMPS, INTERIOR PER ARCH5) LONGITUDINAL REINFORCING IN THE FOUNDATION SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. MATCHING CORNER BARS SHALL BE USED PER THE TYPICAL CONCRETE REINFORCEMENT DETAILS ON THE CONTRACT DRAWINGS.6) ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY CALLED OUT AS UNREINFORCED. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH SAME STEEL AS IN SIMILAR SECTIONS OR AREAS.7) ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE INTENTIONALLY ROUGHENED TO 1/4" AMPLITUDE AT EXISTING CONCRETE SURFACE FOR THE ENTIRE INTERSECTING SURFACE. APPLY BONDING AGENT TO EXISTING CONCRETE PRIOR TO PLACING NEW CONCRETE.8) CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL FLOOR DRAINS, FLOOR FINISHES, CURBS, CONCRETE PADS, AND SLAB DEPRESSIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.9) CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE SLEEVES, CURBS, ETC. AS REQUIRED WITH OTHER TRADES PRIOR TO PLACING CONCRETE.10) CONTRACTOR SHALL COORDINATE LOCATIONS OF INSERTS, WELDED PLATES, AND OTHER ITEMS EMBEDDED IN CONCRETE WITH ARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS, AND OTHER TRADES.11) ALL SLABS SHALL BE FLAT AND LEVEL PER SPECIFICATIONS. CONTRACTOR SHALL INCLUDE IN THE BID ANY EXCESS CONCRETE REQUIRED DUE TO SUPPORT MEMBER DEFLECTION TO ACHIEVE FLAT AND LEVEL SLABS. THE CONCRETE PLACING PROCEDURE SHALL BE CONTROLLED TO MINIMIZE MEMBER DEFLECTION.12) ALL REINFORCING BARS SHALL BE LAPPED AS SPECIFICALLY DETAILED ON THE DRAWINGS. REFERENCE SPLICE AND EMBEDMENT SCHEDULE PER THE TYPICAL CONCRETE DETAILS. WHERE NOT SPECIFICALLY DETAILED ON THE DRAWINGS, ALL REINFORCING BARS SHALL BE LAPPED USING THE TENSION LAPPED SPLICE LENGTHS IN THE LAP SPLICE SCHEDULE. TERMINATE BARS AT DISCONTINUOUS ENDS WITH STANDARD HOOKS, UNLESS NOTED OTHERWISE.13) HANGAR BAY PAVEMENT SHALL MEET REQUIREMENT OF 32 13 11.10 PER HANGAR BAY CONCRETE SPECIFICATIONS.
VI. STRUCTURAL STEEL
A. DESIGN CODE: SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (AISC).
B. MATERIAL STRENGTHS:
STRUCTURAL STEEL ROLLED W-SHAPES ASTM A992, (FY = 50 KSI) CHANNELS, ANGLES, AND OTHER HOT ROLLED SHAPES ASTM A36 BASEPLATES AND ALL OTHER MISC. PLATES & BARS ASTM A36 STRUCTURAL STEEL TUBING ASTM A500, GR. B (FY = 46 KSI) STRUCTURAL PIPE ASTM A53, GR. B CONNECTION BOLTS ASTM A325 ANCHOR RODS ASTM F1554, GR. 36 WELDING ELECTRODES E70
C. NOTES:
1) UNLESS INDICATED OTHERWISE, ALL BOLTED CONNECTIONS SHALL BE 3/4 INCH DIAMETER A325N. ALL BOLT SPACING SHALL BE 3" AND ALL BOLT EDGE DISTANCES SHALL BE 1 1/4" MINIMUM UNLESS OTHERWISE INDICATED ON THE CONTRACT DRAWINGS.2) ALL STRUCTURAL STEEL AND THEIR CONNECTIONS SHALL BE DETAILED, FABRICATED, AND ERECTED ACCORDING TO THE LATEST VERSION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) MANUAL OF STEEL CONSTRUCTION.3) EXPANSION ANCHORS FOR INSTALLATION INTO CONCRETE SHALL BE HILTI TZ OR APPROVED EQUAL.4) STRUCTURAL STEEL TO BE PAINTED OR GALVANIZED PER SPECIFICATIONS.5) ALL WELDING TO BE DONE BY AMERICAN WELDING SOCIETY (AWS) CERTIFIED WELDERS.6) COLUMN ANCHOR RODS SHALL BE POSITIVELY LOCATED USING 1/8" SHEET METAL
TEMPLATES FOR ALL COLUMN BASEPLATES. PROVISION SHALL BE MADE FOR ALL ANCHOR RODS TO BE RIGIDLY HELD IN POSITION TO PREVENT MOVEMENT DURING CONCRETE PLACEMENT. ANCHOR RODS SHALL NOT BE TIGHTENED PRIOR TO 14 DAYS FOLLOWING CONCRETE PLACEMENT.
7) PORTIONS OF THE STRUCTURE ARE NOT SELF SUPPORTING DURING ERECTION; FOR GRAVITY AS WELL AS LATERAL LOADS. PROVIDE ANY TEMPORARY BRACING OR GUYS TO PROVIDE A LATERAL SUPPORT OF THE BUILDING AND INDIVIDUAL ELEMENTS UNTIL PERMANENT FRAME AND DECK ARE COMPLETELY INSTALLED. ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED STRUCTURE IS PROVIDED EXCLUSIVELY BY STEEL BRACED FRAMES. THE COMPOSITE METAL DECK, CONCRETE FLOORS AND ROOF DECK SERVE AS HORIZONTAL DIAPHRAGMS THAT DISTRIBUTE THE LATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE STEEL BRACED FRAMES. BRACED FRAMES CARRY THE APPLIED LATERAL LOADS TO THE BUILDING FOUNDATION.8) STRUCTURAL STEEL SHALL NOT BE RELEASED FOR FABRICATION UNTIL THE PRECAST
CONCRETE WALL PANEL SHOP DRAWINGS HAVE BEEN APPROVED AND THE FINAL WALL PANEL THICKNESS VERIFIED.
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VII. STEEL JOISTS
A. STEEL JOISTS SHALL CONFORM TO THE 2010 STANDARD SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (SJI).
B. JOIST BRIDGING SIZE, SPACING, AND LOCATIONS SHALL BE DETERMINED BY THE JOIST SUPPLIER.
C. CONCENTRATED LOADS FROM MECHANICAL AND ELECTRICAL EQUIPMENT, AS WELL AS FROM ARCHITECTURAL COMPONENTS SHALL, SHALL BE LOCATED AT JOIST PANEL POINTS WHERE PRACTICAL. WHERE NOT PRACTICAL, EXTRA JOIST WEB MEMBERS SHALL BE FIELD LOCATED AND INSTALLED AT LOCATIONS WHERE CONCENTRATED LOADS FROM MECHANICAL AND ELECTRICAL EQUIPMENT, AS WELL AS FROM ARCHITECTURAL COMPONENTS, EXCEED 50 POUNDS. COORDINATE PROCUREMENT, LOCATIONS, AND INSTALLATION OF EXTRA JOIST WEB MEMBERS WITH JOIST SUPPLIER.
D. JOISTS LOCATED ADJACENT ON BOTH SIDES OF STEEL COLUMNS THAT ARE NOT FRAMED WITH STRUCTURAL STEEL MEMBERS RUNNING PARALLEL TO THE JOISTS SHALL BE FIELD BOLTED AT JOIST BEARINGS.
E. LOCATIONS AND DETAILS OF JOIST BRIDGING CONNECTIONS TO PRECAST CONCRETE PANELS SHALL BE COORDINATED WITH PRECAST SUPPLIER TO AVOID INTERFERENCE WITH PRECAST PANEL TENDONS AND REINFORCEMENT.
F. CONTRACTOR SHALL COORDINATE WITH MECHANICAL AND ELECTRICAL CONTRACTORS AND PROVIDE JOIST SUPPLIER THE WEIGHTS AND LOCATIONS OF ANY COMPONENTS OR EQUIPMENT SUPPORTED FROM THE JOISTS OF 50 POUNDS OR LARGER.
G. STEEL JOISTS SHALL NOT BE RELEASED FOR FABRICATION UNTIL THE PRECAST CONCRETE WALL PANEL SHOP DRAWINGS HAVE BEEN APPROVED AND THE FINAL WALL PANEL THICKNESS VERIFIED.
VIII. STEEL ROOF DECK AND COMPOSITE FLOOR DECK:
A. DESIGN CODE: STEEL DECK INSTITUTE DESIGN MANUAL FOR ROOF DECKS AND FLOOR DECKS (SDI)
B. MATERIAL STRENGTHS: PER SDI SPECIFICATIONS
C. NOTES:
1) STEEL ROOF DECK AND COMPOSITE FLOOR DECK SHALL BE DESIGNED, FABRICATED, AND ERECTED ACCORDING TO SPECIFICATIONS OF THE STEEL DECK INSTITUTE (SDI).2) PROVIDE ALL RIDGE AND VALLEY PLATES, SUMP PANS, CLOSURE PLATES, POUR STOPS, AND ALL OTHER ACCESSORIES REQUIRED FOR COMPLETE INSTALLATION.3) ALLOWABLE STRESS BASED ON SDI AND AISI.4) MAXIMUM DEFLECTION DUE TO SUPERIMPOSED LOADS SHALL BE LIMITED TO L/240.5) STEEL ROOF DECK AND COMPOSITE FLOOR DECK TO BE GALVANIZED PER CONTRACT DOCUMENTS.6) PROVIDE ROOF DECK CONSTRUCTION THAT IS LISTED AND CONFORMS TO THE UL FIRE RESISTANCE DIRECTORY AND BUILDING MATERIALS DIRECTORY. DECK ATTACHMENT SHALL MEET A CLASS 1-90 UPLIFT RATING.7) ALL METAL DECK SHALL BE FABRICATED AND INSTALLED FOR A MINIMUM TWO SPAN CONDITION, UNO. TEMPORARY SHORING OF METAL DECK SHALL NOT BE USED UNLESS APPROVED BY THE CONTRACTING OFFICER.8) DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS AND SHALL PROVIDE HEADER MEMBERS AND REINFORCEMENT AS REQUIRED PER TYPICAL DETAILS.9) REFERENCE THE CONTRACT DRAWINGS FOR DECK TYPE, GAUGE, AND FASTENER SPACING.10) COMPOSITE METAL FLOOR DECK HANGER TAB LOADS SHALL NOT EXTEND 60 LBS PER HANGER TAB. LOADS SHALL BE DISTRIBUTED SUCH THAT THE TRIBUTARY LOAD SHALL NOT EXCEED 5 PSF. MECHANICAL EQUIPMENT SHALL NOT BE HUNG FROM METAL DECK. HANGING LOADS FROM ROOF DECK IS PROHIBITED.
III. FOUNDATIONS & SOIL DATA (PER GEOTECHNICAL REPORT)
A. FOUNDATIONS WILL BE DESIGNED IN ACCORDANCE WITH REQUIREMENTS SET FORTH IN THE FINAL FOUNDATION ANALYSIS FOR THE UNMANNED AIRCRAFT SYSTEMS (UAS) HANGAR BUTTS ARMY AIRFIELD, FORT CARSON, COLORADO, DATED 3 JUNE 2014.
B. THE FOUNDATION SYSTEM CONSISTS OF CONTINUOUS WALL FOOTINGS, AND SPREAD FOOTINGS. THE MINIMUM DEPTH TO THE BOTTOM OF THE FOOTINGS IS 36" BELOW ADJACENT FINISH GRADE EXTERIOR FOOTINGS, UNLESS NOTED OTHERWISE. THE NET ALLOWABLE BEARING CAPACITY IS 2500 PSF FOR SPREAD AND CONTINUOUS WALL FOOTINGS PER THE GEOTECHNICAL REPORT.
C. REFER TO THE GEOTECHNICAL REPORT/CIVIL SPECIFICATION FOR PLACEMENT OF FILL UNDER FOUNDATIONS, FILL PRECONSOLIDATION REQUIREMENTS, AND FILL REQUIRED PROPERTIES. A 6" THICK CAPILLARY WATER BREAK CONSISTING OF GRANULAR MATERIAL SHALL BE PLACED UNDER ALL INTERIOR CONCRETE SLABS-ON-GRADE. A 15 MIL VAPOR BARRIER SHALL BE PLACED DIRECTLY UNDER ALL INTERIOR CONCRETE SLABS-ON-GRADE WITH THE EXCEPTION OF THE HANGAR BAYS. 2" THICK HIGH DENSITY RIGID UNDER SLAB INSULATION SHALL BE PLACED DIRECTLY UNDER THE HANGAR BAY SLABS-ON-GRADE AND OVER THE 15 MIL VAPOR BARRIER.
C. ALL COMPACTED FILL INSTALLATION SHALL BE INSPECTED AND APPROVED BY A REGISTERED GEOTECHNICAL ENGINEER. A REGISTERED GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE BEARING MATERIALS PRIOR TO THE PLACEMENT OF CONCRETE.
D. BACKFILL AROUND FOUNDATION WALLS SHALL BE PLACED ON EACH SIDE OF THE WALL IN EQUAL LIFTS.
IX. COLD FORMED STEEL FRAMING
A. COLD FORMED STRUCTURAL STEEL FRAMING SHALL CONFORM TO THE MOST CURRENT ADOPTED EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS".
B. REFER TO SPECIFICATION SECTION 05 40 00 FOR REQUIREMENTS.
X. REINFORCED CONCRETE MASONRY
A. DESIGN CODES: IBC 2012 AND ACI1530-11 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"
B. MATERIAL STRENGTHS:1) CMU BLOCK STRENGTH (NORMAL WEIGHT) = 1900 PSI2) MORTAR STRENGTH = 1800 PSI MINIMUM @ 28 DAYS3) MASONRY STRENGTH (F'm) = 1500 PSI @ 28 DAYS4) CONCRETE FILL (GROUT) STRENGTH = 2500 PSI @ 28 DAYS5) REINFORCEMENT BARS = ASTM A615, GR. 60 KSI6) HORIZONTAL JOINT REINFORCEMENT = ASTM A82, GALVANIZED
C. NOTES:
1) PROPER BLOCK TYPE SHALL BE USED (OPEN END, BOND BEAM, ETC.) AS REQUIRED TO COMPLETE THE CONSTRUCTION AS SHOWN ON THE CONSTRUCTION DOCUMENTS.
2) CONCRETE FILL (GROUT) SHALL HAVE A MAXIMUM AGGREGATE SIZE OF 3/8", GROUT ONLY CELLS WITH HORIZONTAL OR VERTICAL REINFORCEMENT UNLESS NOTED OTHERWISE.
3) HORIZONTAL JOINT REINFORCEMENT SHALL BE GALVANIZED LADDER TYPE,UNO, CONFORMING TO ASTM A82. PLACE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. ABOVE GRADE.
4) PROVIDE THE FOLLOWING MINIMUM LAP LENGTHS: #4 = 36", #5 = 45", #6 = 54" FOR REINFORCING BARS. STAGGER HORIZONTAL LAPS. EXTEND HORIZONTAL BARS AROUND CORNERS 24" MINIMUM.
5) ALIGN CMU VERTICAL CELLS TO BE FILLED WITH GROUT TO PROVIDE CONTINUOUS UNOBSTRUCTED VERTICAL CELLS. REMOVE OVERHANGING MORTAR AND OTHER OBSTRUCTIONS AND DEBRIS FROM THE CELL WALLS.
6) VERTICAL REINFORCEMENT SHALL BE SECURED IN PLACE PRIOR TO PLACEMENT OF GROUT USING BAR POSITIONERS SPACED NOT GREATER THAN 10 FEET O.C. LOCATE ONE BAR POSITIONER MINIMUM AT EACH VERTICAL REINFORCING LAP. VERTICAL REINFORCING SHALL HAVE A MINIMUM GROUT COVER 1/2" TO THE INSIDE FACE OF THE CMU AND A MINIMUM TOTAL COVER INCLUDING MASONRY OF 2 INCHES.
7) GROUTING SHALL STOP 1 1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT THE JOINT.
8) GROUT SHALL BE MECHANICALLY CONSOLIDATED USING A VIBRATOR WITH A MINIMUM 3/4" HEAD DIAMETER.
9) IF FOUNDATION DOWELS DO NOT LINE UP WITH VERTICAL CMU CELL, DO NOT SLOPE DOWEL GREATER THAN ONE HORIZONTAL IN SIX VERTICAL. IF SLOPE EXCEEDS ONE IN SIX, PROVIDE NEW DOWEL EMBEDDED INTO CONCRETE WITH HILTI HIT HY-150 MAX ADHESIVE (OR APPROVED EQUAL). CONTACT CONTRACTING OFFICER FOR PROPER EMBEDMENT OF REINFORCING INTO CONCRETE FOUNDATION. INSTALL UNDER CONTINUOUS INSPECTION.
10) PIPING OR CONDUIT EMBEDDED IN REINFORCED MASONRY SHALL NOT EXCEED 1 INCH IN DIAMETER AND LOCATION SHALL BE SUBJECT TO APPROVAL BY ARCHITECT/ENGINEER.
11) ANCHOR BOLTS, EMBEDMENTS, WALL INSERTS, ETC. SHALL BE GROUTED SOLID IN POSITION.
12) FURNISH REINFORCED CELLS CONTINUOUS FULL HEIGHT OF WALL AT ALL JAMBS AND CORNERS. REFER TO THE CMU LINTEL SCHEDULE AND THE CMU WALL REINFORCING DETAILS.
13) UNLESS NOTED OTHERWISE OR DETAILED, ALL OPENINGS IN MASONRY SHALL HAVE REINFORCED LINTELS PER SCHEDULE.
14) CONTROL JOINTS IN MASONRY WALLS SHALL BE LOCATED AS INDICATED IN THE SPECIFICATIONS, UNO.
15) CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL REQUIRED WALL OPENINGS AND PENETRATIONS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL PLANS AND SPECIFICATIONS.
XI. METAL BUILDING SYSTEM
A. THE FOUNDATION SYSTEM FOR THE HANGAR BAY HAS BEEN DESIGNED BASED ON ASSUMED PEMB COLUMN REACTIONS SHOWN ON SHEET S-611. FINAL PEMB REACTIONS FROM THE PEMB SUPPLIER ARE REQUIRED TO VERIFY THAT THE FOUNDATION IS ADEQUATE. THE CONTRACTOR SHALL OBTAIN THE SERVICES OF A LICENSED PROFESSIONAL ENGINEER TO VERIFY THE FOUNDATIONS, FINAL PEMB COLUMN REACTIONS, AND SOIL PARAMETERS SPECIFIED IN NOTE III ON S-001 ARE ADEQUATE FOR THE BUILDING SUPPLIED. ANY REVISIONS TO THE FOUNDATIONS SHALL BE AT NO ADDITIONAL COST TO THE GOVERNMENT, AND SHALL BE SUBMITTED TO THE GOVERNMENT FOR APPROVAL PRIOR TO CONSTRUCTION. ITEMS OTHER THAN THE METAL BUILDING COLUMN FOUNDATIONS SHALL BE CONSTRUCTED AS SHOWN. THE TOP FOOTING REINFORCEMENT AS SHOWN ON S-610 SHALL BE MAINTAINED AS A MINIMUM FOR THOSE FOOTINGS WHICH WILL HAVE BOLLARDS ATTACHED PER SECTION 4/S-514.
B. THE FOUNDATION SYSTEM FOR THE ORGANIZATIONAL STORAGE BUILDING IS PRELIMINARY AND TO BE USED FOR BIDDING PURPOSES ONLY. THE CONTRACTOR SHALL ENLIST THE SERVICES OF A PROFESSIONAL ENGINEER TO COMPLETE THE FINAL DESIGN OF THE FOUNDATIONS (BASEPLATES, SPREAD FOOTINGS, FOOTING REINFORCEMENT, TIE-BARS, AND ANCHOR BOLTS). ENGINEER SHALL DESIGN THE FOUNDATION BASED UPON BUILDING COLUMN REACTIONS PROVIDED BY THE METAL BUILDING MANUFACTURER.
C. THE MAXIMUM LATERAL DRIFT OF THE STEEL FRAMES AT THE EAVE SHALL NOT EXCEED h/400 FOR HANGAR BAY AND h/240 FOR THE ORGANIZATIONAL STORAGE BUILDING. "h" IS DEFINED AS THE FRAME HEIGHT FROM THE FINISHED FLOOR ELEVATION TO THE TOP OF THE EAVE STRUT. THE LATERAL DRIFT (SIDESWAY) OF THE STRUCTURE, EVALUATED USING 10-YEAR WIND LOADS, SHALL PROVIDE FOR THE SERVICEABILITY OF THE STRUCTURE AND ALL OF ITS COMPONENTS, INCLUDING BUT NOT LIMITED TO EXTERIOR WALLS AND CLADDING, PARTITION WALLS, HANGAR DOORS, BRIDGE CRANES, UTILITIES, AND OTHER APPURTTENANCES.
D. THE CONTRACTOR SHALL PROVIDE THE METAL BUILDING SYSTEM SUPPLIER THE WEIGHT AND APPROXIMATE LOCATION OF ALL CONCENTRATED LOADS (MECHANICAL AND FIRE PROTECTION UNITS, PIPES, HANGERS) GREATER THAN 50 LBS.
E. THE LATERAL SUPPORT SYSTEMS SHALL BE AS SPECIFIED IN 13 34 19 AND AS SHOWN ON THE DESIGN DRAWINGS.
F. NEITHER THE STANDING SEAM METAL ROOF OR STRUCTURAL STEEL DECKING SHALL BE USED AS A DIAPHRAGM TO TRANSFER LATERAL LOADS.
G. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF SUPPORT FOR ALL MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION ITEMS.
H. THE METAL BUILDING SYSTEM SUPPLIER IS RESPONSIBLE FOR DESIGNING AND PROVIDING FRAMING FOR SUPPORT OF A 5-TON BRIDGE CRANE. COORDINATE WITH CRANE SUPPLIER FOR LOADS AND LOCATIONS OF CRANE SUPPORT HANGERS, RAILS, AND ATTACHMENT LOCATIONS OF LONGITUDINAL AND LATERAL BRACING.
I. FIXED BASE COLUMNS ARE NOT ALLOWED.
J. THE METAL BUILDING SYSTEM SUPPLIER IS RESPONSIBLE FOR DESIGNING AND PROVIDING FRAMING AND SUPPORT FOR THE SLIDING HANGAR DOORS.
V. PRECAST CONCRETE WALL PANELS
A. PRECAST CONCRETE WALL PANELS SHALL BE INSULATED STRUCTURAL PANELS OF THE THICKNESSES SHOWN ON THE DRAWINGS. ANY CHANGES IN THICKNESS SHALL BE REVIEWED AND APPROVED BY THE DOR.
B. THE PRECAST WALL PANELS SHALL BE DESIGNED FOR THE LOADS INDICATED ON THE CONTRACT DRAWINGS.
C. THE PRECAST PANEL SUPPLIER SHALL BE RESPONSIBLE FOR THE DESIGN AND DETAILING OF ALL EMBED PLATES, CONNECTIONS BETWEEN PRECAST PANELS, AND ANCHORAGE TO THE FOUNDATION IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE AMERICAN CONCRETE INSTITUTE ACI 318-08/318R-08 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY AND/OR THE PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI) DESIGN HANDBOOK - PRECAST AND PRESTRESSED CONCRETE, 6TH EDITION (2004). THE PRECAST WALL PANEL SUPPLIER SHALL COORDINATE WITH THE STRUCTURAL STEEL SUPPLIER FOR MOMENTS DUE TO BEAM CONNECTION ECCENTRICITY AND OTHER ECCENTRIC LOADS TO BE CONSIDERED FOR DESIGN OF THE EMBEDDED PLATES IN THE WALL PANELS.
D. THE LOCATION AND INSTALLATION OF PRECAST PANEL ANCHORAGES AND ERECTION BRACING SHALL BE COORDINATED WITH OTHER TRADES.
E. PRECAST PANELS SHALL BE BRACED UNTIL ROOF AND FLOOR DECKS ARE IN PLACE AND SECURED. THE CONTRACTOR SHALL COORDINATE TEMPORARY BRACE LOCATIONS SO AS NOT TO INTERFERE WITH OTHER TRADES.
F. CONCRETE FOR PRECAST WALL PANELS SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 5000 PSI.
G. PRECAST PANELS SHALL BE REINFORCED, EITHER PRESTRESSED OR NON-PRESTRESSED.
XII. SPECIAL INSPECTION
A. PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17, SECTIONS 1704 & 1705 OF THE 2012 INTERNATIONAL BUILDING CODE FOR THE FOLLOWING AREAS:
1) STEEL CONSTRUCTION - SECTION 1705.22) CONCRETE CONSTRUCTION - SECTION 1705.33) SOILS - SECTION 1705.64) SPECIAL INSPECTIONS FOR WIND RESISTANCE - SECTION 1705.105) MASONRY CONSTRUCTION - SECTION 1705.4
B. INCLUDE SPECIAL INSPECTION REQUIREMENTS IN CONTRACTOR'S QUALITY CONTROL (CQC) PLAN.
H. THE PRECAST CONCRETE WALL PANELS AND THEIR CONNECTIONS SHALL BE DESIGNED PER UFC 04-010-01 AND 04-010-02 TO PROVIDE A LOW LEVEL OF PROTECTION FOR AT/FP. REFER TO THE CIVIC DRAWINGS FOR STAND OFF DISTANCE TO BE CONSIDERED.
I. SEE SPECIFICATION SECTION 03 45 33; PRECAST AND PRECAST/PRESTRESSED STRUCTURAL CONCRETE FOR ADDITIONAL INFORMATION.
3
EL: SEE PLANT/ FOOTING
EL: VARIEST/ HANGAR SLAB
T/ PEDESTALEL: 98'-8"
EL: 98'-8" UNOT/FOOTING
EL: 100'-0"T/SLAB
SLAB-ON-GRADE,ELEV. VARIES SEE PLANS
98' - 8"REFER TO 1/S-510FOR SUBBASEREQUIRED UNDERSLAB-ON-GRADE
NOTES:1. TIE BEAM REINFORCING SPLICES SHALL BE FULLY DEVELOPED WELDED SPLICES OR FULLY DEVELOPED MECHANICAL SPLICES.
2. PROVIDE #3 TIES AT 18" O.C.
(6) - #8(CONT.)
6" 4" 4" 6"
6"8"
6"
GRID
T/ TIE BEAMEL:
2 LAYERS30# FELT
SLAB-ON-GRADESEE PLAN
(2) #5 BOT. CONT.
#4 DOWELS @ 12" O.C.
#4 HORIZ. EACH FACE@ 12" O.C.
TYP.
8"
8"2'
- 0"
8" 2' - 0"SEE PLAN
3' -
8"1'
- 4"
#6 @ 12"O.C. EA. WAYTOP & BOT.
8" CMU WALLSEE PLAN AND CMUWALL SCHEDULE FORREINFORCEMENT
BON
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CONT. WATERSTOPPLACED ON THE OUTSIDEFACE OF THE DOWEL TYP.AROUND PERIMETER. SEESPECS
#4 HORIZ. EA. FACE@ 12" O.C.
#4 DOWELS @ 12" O.C.
(2) #5 BOT. CONT
8" SEE PLAN2-#4 Z BARSEACH WAY
CONT. WATERSTOPPLACED ON THE OUTSIDEFACE OF THE DOWEL TYP.AROUND PERIMETER. SEESPECS
3
1
100' - 0"T.O. SLABEL:
DAMPPROOFING FOURSIDES OF PIT WALLSSEE SPECIFICATIONS
8
NOTES:1. HANGAR DOOR RAIL, LEVELER, AND LEVELING BOLTS ARE PER HANGAR DOOR SUPPLIER.2. SEE HANGAR DOOR SUPPLIER FOR CONCRETE GROOVE/CHAMFER REQUIREMENTS AT RAIL.3. CONTINUE SLAB-ON-GRADE REINFORCEMENT INTO BLOCKOUT. PLACE REINFORCEMENT IN CONFLICT WITH LEVELER BELOW LEVELER AS SHOWN.4. SEE HANGAR DOOR SUPPLIER FOR WIDTH OF BLOCKOUT.5. SEE 1/S-302 FOR EXTERIOR PRECAST HANGAR CONTINUOUS FOOTING SIZE AND REINFORCEMENT.6. CONTRACTOR TO COORDINATE SLAB THICKNESS AT DOOR LOCATION WITH RAIL, LEVELER, AND LEVELING BOLT REQUIREMENTS.7. STARTING AT BUILDING FACE, SLOPE CONCRETE AWAY FROM BUILDING (0.75% SLOPE) TO MATCH CIVIL PAVEMENT SLOPE AND ELEVATIONS.8. CONTRACTOR SHALL VERIFY DIMENSIONS MAY VARY PER HANGAR DOOR MANUFACTURER. CONTRACTOR SHALL COORDINATE DIMENSIONS AND CLEARANCES OF HANGAR DOOR WITH STRUCTURAL ELEMENTS ALONG COLUMN LINE 8 PRIOR TO FABRICATION OF METAL BUILDING.
WWF 6x6xw2.1/2.1(FLAT SHEETS ONLY
HANGAR DOORSEE ARCH.
RADIANT TUBINGRE: MECH DWGSFOR ADDITIONALINFORMATION
THICKENED EDGE EXPANSIONJOINT PER SHEET CP522
10"
6 3/4"
7"7"3"
COL. BLOCKOUT
#4 @12" O.C. EA.WAY AT TOP
SEE SCHEDULE FOR FTGTHICKNESS AND REINF
COLUMN BASEPLATE,GROUT, AND ANCHORAGEBY METAL BUILDINGMANUFACTURER
PEMB COLUMNSEE SUPPLIERMAX DEPTH = 14"
PRECAST CONCRETEWALL PANEL. SEEARCH. FOR FINISH
JOINT: RE CIVIL
PAVEMENT: RE CIVIL
2" HIGH DENSITY EXTRUDEDPOLYSTYRENE INSULATION (R-10 MIN.)
STD EMBED PLCONN PER PRECASTSUPPLIER
10"
96' - 8"
HANGAR SLAN-ON-GRADERE: PLAN FOR THICKNESSAND REINF
W (NOTE: SEE FOOTING SCHEDULE FOR SIZE AND REINFORCEMENT)
W/2 W/2
T/ FTGEL:
#5 @ 12" O.C. EAWAY T&B
1' -
2"
2' - 8"
10" WIDE CONCRETEFOUNDATION WALL W/#5 @ 12" O.C.E.W.EACH FACE
CONC. PEDESTAL SEESCHEDULE FOR REINF.
1/2" THICK PREFORMEDCOMPRESSIBLE JOINTFILLER W/ SEALANT
10" 1' - 6 3/4"
NOTE 8
1' - 5"
NOTE 8
5' - 5 1/4"
MIN.
11 3/4"
10' - 1"
HJ
NOTE: SEE FOOTING SCHEDULE FOR SIZE AND REINFORCEMENT
W
W/2 W/2
JOINT3" ISOLATION
1' - 1"
3" 3" 7"
CONCRETE TIE BEAMREINF. SHALL EXTENDA MIN. OF 6" BEYOND ANCHORBOLTS AND SHALL TERMINATEWITH A STANDARD 90 DEG.HOOK. SEE SECTION 2/S-303
EDGE OF SPREADFOOTING BEYOND
PEMB COLUMN, BASEPLATE, AND ANCHORAGE.SEE SUPPLIER
CONCRETE BLOCKOUT
1/2" THICK PREFORMEDCOMPRESSION JOINT FILLER
SLAB-ON-GRADE. SEE PLAN
PRECAST CONCRETEWALL BY PRECASTSUPPLIER. SEE ARCH.
2 LAYERS 30# FELT
STANDARD EMBED PLATECONNECTION PERPRECAST DESIGN
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3
SEE PLANT/FOOTING
SEE PLANT/SLAB
T/ STEM WALLEL: 98'-8"
T/ FOOTINGEL: SEE PLAN
T/ SLAB & PITEL: 99'-10"
T/FTGEL: VARIES, SEE PLAN
T/CONC.EL: 98'-8" U.N.O.
T/SLABEL: 100'-0" U.N.O.
T/FOOTINGEL: SEE PLAN
T/PEDESTALEL: 98'-8"
T/SLABEL: SEE PLAN EL: 110'-0"
T/ PRECAST
EL: 98'-8"T/ PEDESTAL
EL: 100'-0"T/ SLAB
R
PRECAST CONCRETEWALL BY PRECASTSUPPLIER. SEE ARCH
EXTERIOR GRADE ORPAVEMENT. RE: CIVIL
PEMB COLUMNBY METAL BUILDINGMANUFACTURER
1/2" THICK PREFORMEDCOMPRESSIBLE JOINTFILLER W/ SEALANT
CONCRETE TIE BEAMREINF. SHALL EXTENDA MIN. OF 6" BEYOND ANCHORBOLTS AND SHALL TERMINATEWITH A STANDARD 90 DEG.HOOK.
EDGE OF PEMBFOOTING BEYOND
CONCRETE BLOCKOUT
SLAB-ON-GRADESEE PLAN
2" THICK HIGH DENSITY EXTRUDEDPOLYSTYRENE INSULATION (R-10 MIN.)
NOTE: SEE FOOTING SCHEDULE FOR SIZE AND REINFORCEMENT
W
W/2 W/2
10" 1" GAP
STANDARD EMBED PLATECONNECTION PERPRECAST DESIGN
PLAN VIEW
HOOK BARSAROUND ANCHORBOLTS
JOINT; RE: CIVIL
6.1
2' - 0"
2' -
0"
L2 1/2x1 1/2x3/16xCONTW/ 1/2" DIA. X 4" LONGHEADED STUDS @ 18" O.C.
CONC. SLAB,SEE PLAN
DAMPPROOFING FOURSIDES OF PIT WALLSSEE SPECIFICATIONS
INSULATION,SEE SPECS
CONT. WATERSTOPCENTER IN WALLTYPICAL AROUNDPERIMETER
(2)-#4 Z BARSEA WAY
#6 T&B EA,WAY @ 12" O.C.
#5 DOWELS TO MATCHVERT REINF. PROVIDESTD HOOKS IN FTGS
#5 HORIZ. @ 12" O.C.EA. WAY, EA. FACE OFPIT. PROVIDE MATCHINGCORNER BARS
#5 VERT REINF. @ 12" O.C.EA. FACE, TYP.
6" MIN WIDTH EMBED PLATEBY PRECAST SUPPLIER.3 PLATES WITHIN GRATINGAREA
L4x4x1/4 CONT
PRECAST CONC.WALL BY PRECASTSUPPLIER, SEE ARCHDWGS
STD EMBED PLATECONN. PER PRECASTDESIGN
STEEL GRATINGW-19-4 (1"x3/16") @ C1W-19-4 (1 1/2"x3/16 @ C2
EXTERIOR GRADE,SEE CIVIL DWGS
#30 FELT
1
3
#6 @ 12" O.C.
0' -
8"
2' - 0" 1' - 0"1' - 0"
4' - 10"
1' -
4"
6" 3" 3"
R
(3) - #6 CONT.
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2' -
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CONNECTION BY PRECASTCONCRETE SUPPLIER
FOUNDATION WALL10" WIDE CONCRETE
PRECAST WALLPANEL BY PRECASTSUPPLIER. SEEARCH. FOR LAYOUT
CONC. SLABSEE PLAN
1/2" THICK PREFORMEDCOMPRESSIBLE JOINTFILLER W/ SEALANT
#5 @ 12" O.C.E.W.EACH FACE
R
PRECAST CONCRETEWALL BY PRECASTSUPPLIER. SEE ARCH
EXTERIOR GRADE ORPAVEMENT. RE: CIVIL
PEMB COLUMNBY METAL BUILDINGMANUFACTURER
1/2" THICK PREFORMEDCOMPRESSIBLE JOINTFILLER W/ SEALANT
CONCRETE TIE BEAMREINF. SHALL EXTENDA MIN. OF 6" BEYOND ANCHORBOLTS AND SHALL TERMINATEWITH A STANDARD 90 DEG.HOOK.
CONCRETE BLOCKOUT
SLAB-ON-GRADESEE PLAN
2" THICK HIGH DENSITY EXTRUDEDPOLYSTYRENE INSULATION (R-10 MIN.)
10"
STANDARD EMBED PLATECONNECTION PERPRECAST DESIGN
PLAN VIEW
HOOK BARSAROUND ANCHORBOLTS
PEDESTAL. SEEFOUNDATION PLANFOR PEDESTAL MARKING.SEE S-610 FOR PEDESTALREINFORCEMENT
FOOTING. SEE ISOLATEDFOOTING SCHEDULEON SHEET S-610 FORREINFORCEMENT
1" GAP
NOTE: SEE FOOTING SCHEDULE FOR SIZE AND REINFORCEMENT
W
W/2 W/2
EDGE OF STEM-WALLBEYOND PEDESTAL
JOINT; RE: CIVIL
P
1/2" THICK PREFORMEDCOMPRESSIBLE JOINTFILLER W/ SEALANT
CONCRETE BLOCKOUT.SEE PLANS AND DETAILSFOR HANGAR RAILCONDITIONS ANDREINFORCEMENT
GRID
GIRT BY PEMBSUPPLIER
METAL PANEL BYOTHERS
STRUCTURAL SUPPORT CONNECTION OFPRECAST WALL TO COLUMN BY PEMB SUPPLIER.DESIGN FOR AN OUT-OF-PLANE UNFACTOREDWIND LOAD OF POS. OR NEG. 300 PLF. THE 0.7FACTOR PER IBC TABLE 1604.3 FOOTNOTE "f" ISALLOWED TO BE USED IN DETERMINING LATERALDEFLECTION. COORDINATE CONNECTION WITHPRECAST DESIGNER.
CONNECTION BY PRECASTCONCRETE SUPPLIER
PRECAST WALL PANELBY PRECAST SUPPLIER.SEE ARCH FOR LAYOUT
HANGAR DOOR SLAB.SEE S-302 FOR SECTIONCUTS AT HANGAR DOORS
SEE PLANS AND FOOTINGSCHEDULE FOR FOOTINGSIZE AND REINFORCEMENT
2' - 0"
10" 1' - 2"
8" MIN. X CONTINUOUS EMBED PLATE ALONGTOP OF WALL BY PRECAST SUPPLIER.
PEMB COLUMN, BASE PLATE,AND ANCHORAGE. SEE SUPPLIER
X-BRACING BYPEMB MANUFACTURER
1/2" THICK PREFORMEDCOMPRESSIBLE JOINTFILLER
COLUMN PEDESTALSEE PLAN
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-10-
08
S-304
OM
AHA
DIS
TRIC
TO
MAH
A , N
EBR
ASK A
K.C
HAN
0
FOU
N DA
TIO
N S
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ON
S A
ND
DET
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S
4TH
ID C
A B, U
AS H
ANG
AR
S-3
04-
MAR
KD
ESC
RIP
TIO
ND
ATE
APPR
3A
M #
000
3 - G
ENER
AL R
EVI
SIO
NS
05/0
8/20
15
3/4" = 1'-0"S-3041 SECTION
0
SCALE: 3/4"=1'-0"
12 2
3/4" = 1'-0"S-3042 FIRE SUPPRESSION ROOM PIT
3/4" = 1'-0"S-3045
CONC. FOUNDATION WALLAT APPARATUS BAY
3/4" = 1'-0"S-3043 SECTION
3/4" = 1'-0"S-3044 SECTION
3
TYPE VLT
AS S
CH
EDU
LED
SCHED
AS
CLASS 5 VAULT
TYPE N
AS S
CH
EDU
LED
SCHED
AS
4'-0
" MAX
2'-6
"
NARROW LITE
GL-2 (GL-3 INFIRE-RATEDDOORS)
4"
TYPE G
AS S
CH
EDU
LED
SCHED
AS
6" 2'-0" 6"
HALF GLASS
GL-2
6"2'
-9"
TYPE FG
AS S
CH
EDU
LED
SCHED
AS
FULL GLASSMEDIUM STILE
GL-2
TYPE OH
SECTIONAL OVERHEAD DOOR
AS SCHEDULED
AS S
CED
ULE
D
OF
GLA
ZIN
G
MIN
. 6'-0
" TO
BO
TTO
M
TYPE A
AS S
CH
EDU
LED
DO
OR
TYP
AN
D S
IZE
2"
2"
SCHED
AS 2"
TYPE B
AS S
CH
EDU
LED
DO
OR
TYP
AN
D S
IZE
4"2"
SCHED
AS 2"
TYPE C7'
-0"
2"
2"
SCHED
AS 2"
TYPE D
7'-0
"4"
4" AS SCHEDULED 4"
TYPE E1
2'-4
"2"
7'-0
"
2" 3'-0" 2" 2'-6" 2"
6'-0"
4"
GLAZING
TYPE WM
AS S
CH
EDU
LED
SCHED
AS
WIRE MESH
TYPE E2
2"7'
-0"
2" 3'-0" 2" 1'-2" 2"
4'-8"
4"
GL-2
TYPE F
AS S
CH
EDU
LED
SCHED
AS
FLUSH
TYPE SC
SERVICE COUNTER
AT P
REC
AST
3'-6
" A
.F.F
.
AT C
MU
3'-4
" A.F
.F.
2'-6" 15'-0" 2'-6"
3'-6
"6'
-0"
EQEQ
EQ EQ
20'-0" +/-
HANGAR DOOR PANEL
W7
HANGAR DOOR NOTES:1. WINDOWS TO BE SIZED TOALIGN WITH METAL PANELS AND TOFIT WITH ANY REQUIRED FRAMINGFOR DOORS. SEE WINDOWSCHEDULE FOR GLAZING TYPE.2. SEE SHEET A-702 FOR DOORJAMB AND HEADER DETAILS.3. SEE STRUCTURAL DRAWINGSFOR SILL/FOOTING CONDITIONS.
20'-4
" +/
-
TYPE C
COILING OVERHEAD DOOR
AS SCHEDULED
AS S
CH
EDU
LED
SHEETIDENTIFICATION
1 2 3 4 5
DR
AWN
BY:
DES
I GN
BY:
SBM
T BY
:
SIZ
E :FI
LE N
AM
E:
ISSU
E D
ATE
:
CO
NTR
ACT
NO
.:
SO
LIC
ITAT
ION
NO
.:
US
ARM
Y C
OR
PS O
F EN
GIN
EER
S
CKD
BY:
US Army Corps ofEngineers ®
22" x
34"
D
C
B
A
FILE
NU
MBE
R:
PLO
T SC
ALE
:
PLO
T D
ATE:
SHEET OF
As
indi
cate
d
5/6/
2 015
1:05
: 56
PM
PN8 1
357
(FY 1
5)04
-06-
2015
W91
28F-
15-R
-004
7
-
OMAHA DISTRICT
KAJ
/ DVM
KAJ
/ DVM
BRG
F211
-10-
08
A-610
OM
AHA
DIS
TRIC
TO
MAH
A , N
EBR
ASK A
BRG
0
DO
OR
SCH
E DU
LE
4TH
ID C
AB
, UA
S HA
NG
AR
FORT
CA
RSO
N, C
OLO
RAD
O
A-6
10- FRAME TYPES
NOT TO SCALE
DOOR TYPESNOT TO SCALE
DOOR SCHEDULE
MARK LOCATION
DOORFIRE
RATING
FRAME DETAILS
HARDWARE NOTESTYPESIZE
MAT'L FINISH TYPE MAT'L FINISH HEAD JAMB SILLWIDTH HEIGHT100A VESTIBULE/EXT. FG 3'-0" 7'-0" ALUM KYNAR E1 ALUM KYNAR 1/A-700 1/A-700 2/A-700 HW-1.1 1100B VESTIBULE FG 3'-0" 7'-0" ALUM KYNAR E1 ALUM KYNAR 1/A-700 2/A-700 SIM. HW-2.0101 MAINTENANCE PLATOON N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-24 5
101A MAINTENANCE PLATOON N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-4.0 5101B MAINTENANCE PLATOON N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-4.0 5102 FLIGHT SIMULATOR F 3'-6" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-36.0 1, 5103 CLS/LARS N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-37.0 1, 5
103A GBO OFFICE N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-4.0 5104 BREAK RM N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-3.0105 GBSAA CLOSET F 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-37.0106 ELEVATOR EQUIP. F 3'-0" 7'-0" STL PNT 3/4 HR A STL PNT 7/A-700 8/A-700 HW-12.0107 QC/QA N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-37.0 1, 5108 RECYCLE F 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-9.0109 MAIN TELECOM ROOM F 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-38.0 1110 PRODUCTION CONTROL N 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-39.0 1, 5111 SMALL TOOLS F 3'-4" 7'-0" STL PNT D STL PNT 5/A-700 6/A-700 HW-15.0
111A SMALL TOOLS SC 4'-0" 4'-0" STL PNT 3/4 HR PER MFR STL PNT PER MFR PER MFR PER MFR 2, 3112 JANITOR F 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-10.0113 ARMS VAULT VLT 3'-4" 6'-8" STL PNT PER MFR STL PNT PER MFR PER MFR PER MFR 4114 MEN'S RESTROOM F 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-35.0115 WOMEN'S RESTROOM F 3'-0" 7'-0" STL PNT A STL PNT 7/A-700 8/A-700 HW-35.0116 ELECTRICAL ROOM F 3'-6" 7'-0" STL PNT A STL PNT 5/A-700 6/A-700 HW-26.0117 UNIT STORAGE OFFICE N 6'-0" 7'-0" STL PNT 1 HR D STL PNT 5/A-700 6/A-700 HW-18.0 PAIR, 7118 BENCH STOCK/TECH SUPPLY N 3'-0" 7'-0" STL PNT B STL PNT 5/A-700 6/A-700 HW-8.0
118A BENCH STOCK/TECH SUPPLY F 6'-0" 7'-0" STL PNT D STL PNT 5/A-700 6/A-700 HW-14.0 1, 6118B BENCH STOCK/TECH SUPPLY C 10'-0" 10'-0" STL PNT 3/4 HR PER MFR STL KYNAR 1/A-701 2/A-701 PER MFR118C BENCH STOCK/TECH SUPPLY SC 4'-0" 4'-0" STL PNT PER MFR STL KYNAR PER MFR PER MFR PER MFR ROLL UP ISSUE COUNTER118D BENCH STOCK/TECH SUPPLY N 3'-0" 7'-0" STL PNT B STL PNT 5/A-700 6/A-700 HW-5.0119 ALLIED SHOP N 3'-0" 7'-0" STL PNT 3/4 HR A STL PNT 3/A-700 4/A-700 HW-25.0
119A ALLIED SHOP C 10'-0" 10'-0" STL PNT 3/4 HR PER MFR STL KYNAR 1/A-701 2/A-701 PER MFR119B ALLIED SHOP N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1119C ALLIED SHOP C 10'-0" 10'-0" STL PNT PER MFR STL KYNAR 1/A-701 2/A-701 PER MFR120 MECHANICAL ROOM F 6'-0" 7'-0" STL PNT C STL PNT 3/A-700 4/A-700 HW-16.0 PAIR, 7121 COMPRESSOR F 6'-0" 7'-0" STL PNT D STL PNT 5/A-700 6/A-700 HW-23.0 PAIR122 MAIN ELECTRICAL ROOM F 6'-0" 7'-0" STL PNT C STL PNT 3/A-700 4/A-700 HW-19.0 PAIR, 1, 7
123A HANGAR N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1123B HANGAR N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1123C HANGAR N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1123D HANGAR N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1123E HANGAR N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1123F HANGAR N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1124A FIRE SUPPRESSION F 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-32.0124B FIRE SUPPRESSION C 10'-0" 10'-0" STL PNT PER MFR STL KYNAR 1/A-701 2/A-701 PER MFR
COR-3 CORRIDOR 3 N 3'-0" 7'-0" STL PNT 3/4 HR A STL PNT 3/A-700 4/A-700 HW-7.0COR-4 CORRIDOR 4 N 6'-0" 7'-0" STL PNT 3/4 HR C STL PNT 3/A-700 4/A-700 HW-22.0 PAIRST-1A STAIR 1/EXT. FG 3'-0" 7'-0" ALUM KYNAR E ALUM KYNAR 1/A-700 2/A-700 HW-1.0 1ST-1B STAIR 1/INT. N 3'-0" 7'-0" STL PNT 1 HR B STL PNT 5/A-700 6/A-700 HW-29.0ST-2A STAIR 2/EXT. N 6'-0" 7'-0" STL PNT 1 HR C STL PNT 3/A-700 4/A-700 HW-21.0 PAIR, 1, 7ST-2B STAIR 2/INT. N 6'-0" 7'-0" STL PNT 1 HR D STL PNT 5/A-700 6/A-700 HW-22.0 PAIR, 7ST-3A STAIR 3/EXT. N 3'-0" 7'-0" STL PNT A STL PNT 3/A-700 4/A-700 HW-20.0 1ST-3B STAIR 3/INT. N 3'-0" 7'-0" STL PNT 1 HR A STL PNT 3/A-700 4/A-700 HW-30.0 8
201 CORRIDOR 6 FG 3'-0" 7'-0" WD STAIN E2 STL PNT 2/A-700 HW-6.0201A SAFETY N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5201B CONFERENCE N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5201C STANDARDS N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5201D STORAGE F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-13.0201E RECYCLE F 3'-0" 7'-0" WD STAIN C STL PNT 7/A-700 8/A-700 HW-9.0201F 1ST SGT. N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5201G CO. CMDR. N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5201H XO OFFICE N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5202 FLIGHT PLATOON OFFICE N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-37.0 1, 5
202A FLIGHT PLATOON 1 N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5202B FLIGHT PLATOON 2 N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5202C FLIGHT PLATOON 3 N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-4.0 5203 MULTI-PURPOSE TRNG RM N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-6.0 5
204A STORAGE F 6'-0" 7'-0" WD STAIN - C STL PNT 7/A-700 8/A-700 HW-17.0 PAIR204B BRIEFING ROOM F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-27.0 5204C BRIEFING ROOM F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-27.0 5205 TELECOM F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-38.0 1206 SIPR F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-31.0 ICIDS207 FLIGHT PLANNING N 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-37.0 1, 5
207A FLIGHT OPS G 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-6.0208 WOMEN'S ROOM F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-35.0209 JANITOR F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-10.0210 MEN'S ROOM F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-35.0211 ELECTRICAL F 3'-0" 7'-0" WD STAIN 3/4 HR A STL PNT 7/A-700 8/A-700 HW-28.0212 UNIT STORAGE F 3'-0" 7'-0" WD STAIN A STL PNT 7/A-700 8/A-700 HW-13.1213 TA-50 GEAR STORAGE F 6'-0" 7'-0" STL PNT C STL PNT 7/A-700 8/A-700 HW-34.0 PAIR, 7
213A COMM STORAGE WM 3'-0" 7'-0" WM PNT PER MFR STL PNT PER MFR FRAME BY PARTITION MFR213B NBC STORAGE WM 3'-0" 7'-0" WM PNT PER MFR STL PNT PER MFR FRAME BY PARTITION MFRST-1C STAIR 1 N 3'-0" 7'-0" STL PNT 1 HR B STL PNT 5/A-700 6/A-700 HW-29.0ST-2C STAIR 2 N 6'-0" 7'-0" STL PNT 1 HR D STL PNT 5/A-700 6/A-700 HW-33.0 PAIR, 7ST-3C STAIR 3 N 3'-0" 7'-0" STL PNT 1 HR B STL PNT 5/A-700 6/A-700 HW-29.0
DOOR TYPE GENERAL NOTES:
1. SEE WINDOW SCHEDULE FOR GLAZING TYPES.2. ALL EXTERIOR DOORS WITH GLAZING TO HAVE GL-1.3. ALL FIRE RATED DOORS WITH GLAZING SHALL HAVE GL-3.4. ALL OTHER DOORS SHALL HAVE GL-4.
MAR
KD
ESC
RIP
TIO
ND
ATE
APPR
3A
M. #
0003
GE
NER
AL
RE
VISI
ON
S05
-08-
15
DOOR SHEDULE NOTES:
1. KEYLESS ENTRY2. SHELF TO CLEAR STRUCTURAL CROSS BRACING . SEE WALL SECTION 1 ON A-400.3. ROLL-UP DOOR TO AUTOMATICALLY ROLL DOWN WHEN FIRE ALARM IS ACTIVATED.4. PROVIDE DOOR WITH DAY GATE.5. STC-33 RATED DOOR AND FRAME6. DOOR AND HARDWARE TO MEET ARMY REGULATION 190-51, APPENDIX B, PARAGRAPH B-2 a. FOR RISK LEVEL 1.7. PROVIDE REMOVABLE MULLION8. PROVIDE SIGN ON PUSH SIDE OF DOOR THAT SAYS, "NOT AN EXIT".
3
B.O. TUBE12'-0" A.F.F.
ROOF HATCH FLASHING
MEMBRANE ROOF SYSTEM
PREFABRICATED INSULATED DOORROOF HATCH WITH INTEGRATEDRAILING. DOOR SHALL OPEN 70DEG. MIN. WHEN FULLY OPEN.
ROOF MEMBRANE FLASHING,EXTEND TO 8" HEIGHT MIN.
PREFABRICATED INSULATEDMETAL ROOF CURB
STEEL FRAMING -SEE STRUCTURAL
AUTOMATIC HOLD-OPEN ANDOPERATING ARMS, ONE EA. SIDE
ACOUSTICAL CEILING TILEWHERE NOTED ON FINISHSCHEDULE
GYP. BD. CEILING TILEWHERE NOTED ON FINISHSCHEDULE
5/8" GYP. BD.
STEEL ANGLE ANCHORAT 6'-0" O.C. MAX.
7"STEEL OR WOOD BLOCKINGAT EACH ANCHOR POINT
1'-0
" O.C
.
METAL DECK
ROOF SUBSTRATE, INSULATION,AND TOPPING BOARD
SPRAY FOAM INSULATION
SUPPORT FRAMINGFOR HATCH
STUD WALL FRAMING
STEEL RUNG
STEEL ANGLE ANCHORAT BASE
INTUMESCENT PAINT OR FIRE CAULKWHERE SPRAY FOAM IS EXPOSED
ROOF HATCH GUARD RAILINTEGRAL WITH HATCH
STEEL ANGLE FRAMINGPER STRUCTURAL DWGS.
TUBULAR DAYLIGHTINGDEVICE W/ PRISMATIC DOME -INSTALL PER MANUFACTURERINSTRUCTIONS
PRISMATIC DIFFUSER
CUT DECK TO FIT TUBULARSKYLIGHT RATHER THANSQUARE OPENING
PER MFR.
CRICKET
1'-0"
@ H
IGH
PT.
MIN
. 2" C
RIC
KET
MIN
.
1'-4
"
PROVIDE FIRESTOPPINGMATERIAL BETWEENSTEEL DECK ANDTUBULAR SKYLIGHT
SEE WALL SECTIONS FORROOF CONSTRUCTION
CONTINUE ROOF MEMBRANEUP AND OVER CURB
AT HIGH END
4"
METAL FLASHING PERSKYLIGHT MFR
LINE OF FRAMING
METAL STUD FRAMING TOACCOMMODATE SKYLIGHTDOME AND FLASHING. FILLVOID WITH SPRAY FOAM TOMAINTAIN ROOF R-VALUEAND AIR BARRIER
1/2" SHEATHING FORROOF FLASHING
FILL VOID WITH SPRAYFOAM TO MAINTAIN ROOF R-VALUE AND AIR BARRIER
CRICKET
DUAL-GLAZED DOMESKYLIGHT
PLAN VIEW
1/2" CDX PLYWOOD
4'-0" PANEL WIDTH
3"
212
3'-9"
CONT. BLOCKING
SKYLIGHT FLASHINGBY SKYLIGHT MFR.
INSULATED TRANSLUCENTSKYLIGHT PANEL
STANDING SEAM METALROOF- CONTINUE METALUP CURB AND LAPPEDWITH SKYLIGHT FLASHING
STANDING SEAMMETAL ROOF
PEMB PURLIN BEYOND
AIR TIGHT AND WATERTIGHT SEALANT ON ALLSKYLIGHT EDGES
AIR / VAPOR TO CONINUEUP AND OVER CURB
METAL FRAMINGBY PEMB MFR.
3
1/2" CDX PLYWOOD
CONT. BLOCKING
SKYLIGHT FLASHING BYSKYLIGHT MFR.
INSULATED TRANSLUCENTSKYLIGHT PANEL
STANDING SEAMMETAL ROOF
PEMB PURLIN
(MFR. STANDARD)
SKYLIGHT PANEL
2" ALUM. BATTEN PERMFR. - SEAL ALL EDGES
STEEL DECK
RIGID INSULATION CRICKET
3"
AIR / VAPOR BARRIERCONTINUED UP AND OVER CURB.
METAL FLASHING UP CURB ANDLAPPED WITH SKYLIGHT FLASHING.COLOR TO MATCH ROOF.
EDGE OF SKYLIGHT BEYOND
AIR TIGHT AND WATERTIGHT SEALANT AT ALLSKYLIGHT EDGES
1"1"
1" MIN
4"ELSEWHERE
SIZE AS SHOWN4"
2"2"
DOWNSPOUT
STRAP TWO-PIECE
WASHER
DRILL FOR 1/4"DIA BOLT IN EXP.ANCHOR - SEENOTE
1/4" DIA. X 5/8" BOLT -BRASS, ALUM. ORSTAINLESS STEEL
5/16" X 1/8" SLOTTEDHOLE EA. SIDE
ELSEWHERE
SIZE AS SHOW
N
OPEN FACEDDOWNSPOUT
DOWNSPOUT STRAP
NOTEl PROVIDE A MINIMUM OF 2DOWNSPOUT STRAPS PER DOWNSPOUTOR AT 6'-0" O.C. MAX.
2"
PEMB EAVE138'-0"
HJ
3'-6
"1'
-0"
TYP.
1'-0
"
METAL PANELS
GUTTER
3/4" DIA. STEELBAR RUNG
2-1/2" X 3/8" STEELBAR SIDE RAILS
STEEL BAR GRATEPLATFORM
7"
STEEL SUPPORT W/1/2" EXP. ANCHORW/ 2" EMBEDMENT
A-4021
SIM.
NOTE: PAINT ALLSTEEL PNT-12
SHEETIDENTIFICATION
1 2 3 4 5
DR
AWN
BY:
DES
I GN
BY:
SBM
T BY
:
SIZ
E :FI
LE N
AM
E:
ISSU
E D
ATE
:
CO
NTR
ACT
NO
.:
SO
LIC
ITAT
ION
NO
.:
US
ARM
Y C
OR
PS O
F EN
GIN
EER
S
CKD
BY:
US Army Corps ofEngineers ®
22" x
34"
D
C
B
A
FILE
NU
MBE
R:
PLO
T SC
ALE
:
PLO
T D
ATE:
SHEET OF
As
indi
cate
d
5/6/
2 015
12:2
8 :12
PM
PN8 1
357
(FY 1
5)04
-06-
2015
W91
28F-
15-R
-004
7
-
OMAHA DISTRICT
Des
igne
r
Aut
hor
App
rove
r
F211
-10-
08
A-705
OM
AHA
DIS
TRIC
TO
MAH
A , N
EBR
ASK A
Che
cker
0
RO
OF
DET A
ILS
4TH
ID C
AB
, UA
S HA
NG
AR
FORT
CA
RSO
N, C
OLO
RAD
O
A-7
05-
MAR
KD
ESC
RIP
TIO
ND
ATE
APPR
3A
M. #
0003
GE
NER
AL
RE
VISI
ON
S05
-08-
15
1" = 1'-0"A-7051 ROOF ACCESS HATCH 1" = 1'-0"A-705
2 TUBULAR DAYLIGHTING DEVICE
1 1/2" = 1'-0"A-7054 SKYLIGHT DETAIL
1 1/2" = 1'-0"A-7055 SKYLIGHT DETAIL 2
3" = 1'-0"A-7053 TYPICAL DOWNSPOUT DETAIL
1" = 1'-0"A-7056 ROOF LADDER
