DRAWINGS.pdf
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PROJECT LOCATION
PROJECT LOCATION
PROJECT LOCATION
No. 29581
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P ro je c t M a n a g e r:
B ra d M in o r
301ST FIGHTER WING
NAVAL AIR STATION JOINT RESERVE BASE
FORT WORTH, TX
CONTRACT NUMBER: FA6643-10-D-0002
TASK ORDER: 5D16
PROJECT: DDPM130004
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ADDITION/RENOVATION 301ST
MAINTENANCE SQUADRON BLDG 1656
APRIL 12, 2016
FINAL SUBMITTAL
04/12/2016
# OF
TOTAL SHEET NO. SHEET TITLE
64 MP101 MECHANICAL NEW WORK PIPING PLAN
65 MP401 MECHANICAL NEW WORK PIPING ENLARGED
PLAN
66 M-501 MECHANICAL DETAILS
67 M-502 MECHANICAL DETAILS
68 M-503 MECHANICAL DETAILS
69 M-504 MECHANICAL DETAILS
70 M-601 MECHANICAL SCHEDULES
71 M-602 MECHANICAL SCHEDULES
72 M-701 CONTROLS AND OPERATION
73 M-702 CONTROLS AND OPERATION
74 M-703 CONTROLS AND OPERATION
ELECTRICAL
75 E-001 ELECTRICAL GENERAL NOTES & LEGENDS
76 ES101 ELECTRICAL DEMOLITION SITE PLAN
77 ES102 ELECTRICAL NEW WORK SITE PLAN
78 ED101 ELECTRICAL DEMOLITION PLANS
79 ED102 GROUNDING DEMOLITION PLAN
80 E-101 NEW WORK POWER & COMMUNICATION
PLANS
81 E-102 NEW WORK LIGHTING PLAN
82 E-103 NEW WORK GROUNDING PLAN
83 E-501 LIGHTING SCHEDULE & DETAILS
84 E-502 ELECTRICAL AND COMMUNICATIONS DETAILS
85 E-503 COMMUNICATIONS DETAILS
86 E-601 ELECTRICAL PANEL SCHEDULES
87 E-602 ELECTRICAL PANEL SCHEDULES
88 E-603 ELECTRICAL RISER DIAGRAMS
89 E-701 NEW WORK LIGHTNING PROTECTION PLAN
GRAND TOTAL: 89
# OF
TOTAL SHEET NO. SHEET TITLE
GENERAL
1 G-001 COVER SHEET
CIVIL
2 VF101 EXISTING TOPOGRAPHIC SURVEY
3 CD101 CIVIL DEMOLITION & EROSION CONTROL
PLAN
4 CS101 CIVIL SITE PLAN
5 CG101 CIVIL GRADING & STORM DRAINAGE PLAN
6 C-501 CIVIL DETAILS
7 C-502 CIVIL DETAILS
8 C-503 CIVIL DETAILS
STRUCTURAL
9 S-001 STRUCTURAL GENERAL NOTES
10 S-002 STRUCTURAL GENERAL NOTES &
ABBREVIATIONS
11 SD101 STRUCTURAL DEMOLITION PLAN
12 S-101 STRUCTURAL NEW WORK FOUNDATION PLAN
13 S-102 STRUCTURAL NEW WORK FRAMING PLAN
14 S-301 STRUCTURAL SECTIONS
15 S-302 STRUCTURAL SECTIONS
16 S-303 STRUCTURAL SECTIONS
17 S-501 TYPICAL STRUCTURAL DETAILS
18 S-502 TYPICAL STRUCTURAL DETAILS
ARCHITECTURAL
19 A-001 GENERAL NOTES & LEGENDS
20 A-002 GENERAL LEGENDS
21 A-003 PARTITION TYPES & DETAILS
22 AD101 DEMOLITION FIRST FLOOR PLAN
23 AD102 DEMOLITION ROOF PLAN
24 AD201 DEMOLITION EXTERIOR ELEVATIONS
25 A-101 ARCHITECTRUAL NEW WORK FLOOR PLAN
26 A-102 REFLECTED CEILING PLAN
27 A-103 ARCHITECTRUAL NEW WORK ROOF PLAN
28 A-201 EXTERIOR ELEVATIONS
29 A-202 INTERIOR ELEVATIONS
30 A-301 BUILDING CROSS SECTION
31 A-401 ENLARGED FLOOR PLANS
32 A-501 WALL DETAILS
33 A-502 ROOF DETAILS
34 A-601 FINISH SCHEDULE & DETAILS
35 A-602 SIGNAGE SCHEDULE & DETAILS
36 A-603 DOOR SCHEDULE & DETAILS
37 A-604 WINDOW SCHEDULE & DETAILS
38 I-101 FLOORING PLAN
39 I-102 FURNITURE PLAN
40 I-103 SIGNAGE PLAN
FIRE PROTECTION
41 FA001 FIRE ALARM GENERAL NOTES, LEGENDS, &
DIAGRAMS
42 FD101 FIRST FLOOR DEMOLITION FIRE PROTECTION
PLAN
43 FA101 FIRST FLOOR NEW WORK FIRE ALARM PLAN
44 FX001 FIRE SUPPRESSION GENERAL NOTES,
LEGENDS, & DIAGRAMS
45 FX101 FIRST FLOOR NEW WORK FIRE SUPPRESSION
PLAN
46 LP101 LIFE SAFETY PLAN
PLUMBING
47 P-001 GENERAL NOTES & LEGENDS
48 PD101 PLUMBING SANITARY DEMOLITION PLAN
49 PD102 PLUMBING DOMESTIC DEMOLITION PLAN
50 PD103 PLUMBING PIPING DEMOLITION
51 PD401 PLUMBING DEMOLITION ENLARGED PLAN
52 P-101 PLUMBING SANITARY NEW WORK PLAN
53 P-102 PLUMBING DOMESTIC NEW WORK PLAN
54 P-401 PLUMBING NEW WORK ENLARGED PLANS
55 P-501 PLUMBING DETAILS
56 P-502 PLUMBING DETAILS
57 P-601 PLUMBING SCHEDULES
58 P-701 PLUMBING ISOMETRIC PLAN
MECHANICAL
59 M-001 GENERAL NOTES & LEGENDS
60 MD101 MECHANICAL DEMOLITION PLAN
61 MD401 MECHANICAL DEMOLITION ENLARGED PLAN
62 MH101 MECHANICAL NEW WORK PLAN
63 MH401 MECHANICAL NEW WORK ENLARGED PLAN
INDEX OF DRAWINGS
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GENERAL NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
THE STRUCTURE IS DESIGNED AS A STABLE UNIT AFTER ALL COMPONENT PARTS
ARE IN PLACE. THEREFORE, THE CONTRACTOR/ERECTOR SHALL PROVIDE ALL
NECESSARY SHORING AND BRACING AS REQUIRED TO ENSURE STABILITY DURING
ERECTION.
WHEN A DETAIL IS SHOWN ON THE STRUCTURAL DRAWINGS FOR ONE CONDITION,
IT SHALL APPLY TO ALL SIMILAR OR LIKE CONDITIONS, UNLESS NOTED OR SHOWN
OTHERWISE ON THE DRAWINGS.
DESIGN CRITERIA:
A: FLOOR LIVE LOAD:
OFFICE
LOCKER ROOM AND RESTROOM
B: ROOF LIVE LOAD:
C: GROUND SNOW LOAD, Pg:
D: WIND LOADS
a. ULTIMATE WIND SPEED, Vult:
b. NOMINAL WIND SPEED, Vasd:
c. RISK CATEGORY:
d. WIND EXPOSURE:
e. INTERNAL PRESSURE COEFFICIENT:
f. PRESSURE COEFFICIENT ZONE WIDTH, a:
g. COMPONENT AND CLADDING WIND PRESSURE:
EFFECTIVE AREAS: 20 SF
ROOF:
WALL:
E: SEISMIC LOADS
a. RISK CATEGORY:
b. SEISMIC IMPORTANCE FACTOR, Ie:
c. MAPPED SPECTRAL RESPONSE,
d. SITE CLASS:
e. DESIGN SPECTRAL RESPONSE,
f. SEISMIC DESIGN CATEGORY:
g. BASIC SEISMIC FORCE RESISTING SYSTEM:
INTERMEDIATE REINFORCED
MASONRY SHEAR WALLS
h. RESPONSE MODIFICATION COEFFICIENT,
i. SEISMIC RESPONSE COEFFICIENT, Cs:
j. DESIGN BASE SHEAR (ADDITION):
k. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH IBC 2012, ASCE 7-10, UFC 3-
301-01, AND UFC 4-010-01.
STEEL DECK SHALL BE MINIMUM 3 SPAN CONDITION WITH THE FOLLOWING
MINIMUM PROPERTIES.
ROOF:
TYPE 1.5B22
In = 0.183 in^4/ft. Ip = 0.155 in^4/ft.
Sn = 0.192 in^3/ft. Sp = 0.186 in^3/ft. Fy = 40 ksi
CONTRACTOR SHALL FULLY COORDINATE ALL ARCHITECTURAL AND STRUCTURAL
DRAWINGS (INCLUDING DIMENSIONS AND ELEVATIONS) AND SHALL FULLY
RESOLVE ANY CONFLICTS PRIOR TO COMMENCING WORK.
FABRICATION DRAWINGS SHALL NOT BE REPRODUCTION OF STRUCTURAL
CONTRACT DRAWINGS.
MISCELLANEOUS STRUCTURAL ITEMS, CONDITIONS OR PIECES OF STEEL MAY BE
SHOWN ON ARCHITECTURAL DRAWINGS.
CONTRACTOR SHALL CONSULT ROICC FOR DIRECTION SHOULD UNCHARTED OR
INCORRECTLY CHARTED PIPING OR OTHER UTILITIES BE ENCOUNTERED DURING
SITE CLEARING, GRADING AND EXCAVATION.
50 PSF
50 PSF
20 PSF
5 PSF
115 MPH
89 MPH
II
C ±0.18
3.0 FT
ZONE 1: 12 PSF -30 PSF
ZONE 2: 12 PSF -47 PSF
ZONE 3: 12 PSF -65 PSF
ZONE 4: 30 PSF -32 PSF
ZONE 5: 30 PSF -39 PSF
II
1.00 Ss = 0.09 S1 = 0.05 C Sds = 0.072 Sd1 = 0.057 A
R = 3.5 0.018
2400 LBS
FOUNDATION NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
THE GEOTECHNICAL REPORT IS A SECTION OF THE CONSTRUCTION DOCUMENTS
AND AS SUCH, ALL SOILS AND FOUNDATION WORK SHALL BE DONE IN
ACCORDANCE WITH TERRACON'S GEOTECHNICAL ENGINEERING REPORT FOR
PROPOSED BUILDING 1656 ADDITION AND PARKING LOT EXPANSION - NASJRB
FORT WORTH, TEXAS, PROJECT NUMBER 95155100, DATED OCTOBER 7, 2015.
STRUCTURAL FOUNDATION DESIGN IS BASED UPON AN ALLOWABLE SOIL
BEARING CAPACITY OF 2,500 PSF PER THE GEOTECHNICAL REPORT.
LATERAL SOIL PRESSURE BASED ON SOIL DENSITY OF 120 PCF WITH AN ANGLE
OF INTERNAL REPOSE OF 30 DEGREES.
ALL FOUNDATIONS ARE TO BEAR ON UNDISTURBED IN-SITU SOIL OR ON TESTED
STRUCTURAL BACKFILL. FILL SHALL BE PLACED IN UNIFORM LIFTS OF NO MORE
THAN 8 INCHES THICK AND COMPACTED TO 95% STANDARD PROCTOR VALUE
FOR BACKFILL IN ACCORDANCE WITH ASTM D-698 (THIS INCLUDES THE LAYER OF
CLEAN WASHED SAND OR STONE FOR SLABS ON GRADE). THE MAXIMUM
PARTICLE SIZE FOR FILL PLACEMENT SHALL NOT EXCEED 2/3 OF THE LIFT
THICKNESS.
MAINTAIN POSITIVE SURFACE DRAINAGE TO PREVENT THE ACCUMULATION OF
WATER IN EXCAVATED AREAS.
MATERIAL TO BE USED AS FILL SHALL BE TESTED BY AN APPROVED TESTING
LABORATORY TO DETERMINE SUITABILITY PRIOR TO BEING PLACED.
REMOVE ALL ORGANIC AND DELETERIOUS MATERIAL.
SURFACE AREAS AT GRADE AND AREAS TO RECEIVE FILL SOILS SHALL BE
DETERMINED WITHIN ±2 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE
CONTENT DETERMINED FROM THE STANDARD PROCTOR TEST.
IMMEDIATELY PRIOR TO CONSTRUCTION, SUB GRADE SOILS SHALL BE PROOF
ROLLED WITH A FULLY LOADED TANDEM-AXLE DUMP TRUCK OR SIMILAR
EQUIPMENT TO DETECT ANY UNSTABLE AREAS. THE PROOF ROLLING
EQUIPMENT SHALL MAKE A MINIMUM OF FOUR PASSES OVER EACH SECTION,
WITH THE LAST TWO PASSES PERPENDICULAR TO THE FIRST TWO. ANY AREAS
WHICH PUMP OR RUT SHALL BE UNDERCUT OR SCARIFIED AND DENSIFIED IN
PLACE AND PROOF ROLLED AGAIN CONTRACTOR SHALL NOTIFY ROICC PRIOR
TO COMMENCEMENT OF PROOF ROLLING OPERATIONS.
FILL PLACEMENT SHALL NOT BEGIN UNTIL PROOF ROLLING OPERATIONS ARE
SUCCESSFUL.
CONCRETE DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI
318-11; BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.
CONCRETE COMPRESSIVE STRENGTH SHALL BE 3,000 PSI MINIMUM AT 28 DAYS.
REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.
WELDED WIRE FABRIC SHALL BE ASTM A1064. WELDED WIRE FABRIC WILL BE
PLACED AT MID DEPTH OF SLAB, UNLESS OTHERWISE NOTED.
PROPORTION AND DESIGN CONCRETE MIXES TO RESULT IN CONCRETE SLUMP
AT POINT OF PLACEMENT NOT LESS THAN 3" AND NOT MORE THAN 5".
ADDITION OF WATER TO READY-MIX IN THE FIELD SHALL NOT BE ALLOWED.
DEPOSIT CONCRETE IN A CONTINUOUS OPERATION UNTIL THE PLACING OF
CONCRETE IS COMPLETE. IF POUR IS TO BE DISCONTINUOUS, CONTRACTOR
SHALL USE CONSTRUCTION JOINTS.
CONCRETE MUST BE CURED FOR A MINIMUM 21 DAYS PRIOR TO ANY ADHESIVE
ANCHOR INSTALLATION.
SEE SECTION 7.7 OF ACI 318 FOR MINIMUM REINFORCED PROTECTION
REQUIREMENTS.
TYPICAL REINFORCEMENT SPLICES SHALL BE AS FOLLOWS:
10.1 #4 BARS - 22" LAP
10.2 #5 BARS - 28" LAP
10.3 #6 BARS - 33" LAP
10.4 #7 BARS - 48" LAP
10.5 #8 BARS - 55" LAP
SEE SPECIFICATION SECTION 03 30 00 FOR ADDITIONAL INFORMATION.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT (ACI 318-11, PARA 7.7):
1.
2.
3.
4.
CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH
CONCRETE EXPOSED TO EARTH OR WEATHER
#6 THROUGH #18
#3 THROUGH #5
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH
SLAB, WALLS, JOISTS
#3 THROUGH #11
#14 THROUGH #18
BEAMS, COLUMNS
SHELLS, FOLDED PLATE MEMBERS
#6 THROUGH #18
#3 THROUGH #5
CONCRETE EXPOSED TO MARINE/CORROSIVE ENVIRONMENTS (R.7.7.5)
WALLS & SLABS
OTHER MEMBERS
3"
2" 1 1/2"
3/4" 1 1/2"
1 1/2"
3/4" 1/2"
2" 2 1/2"
CONCRETE NOTES:
MASONRY NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE
WITH ACI 530-11 (BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES) AND ASCE 7-10 (MINIMUM DESIGN LOADS FOR BUILDINGS AND
OTHER STRUCTURES).
TYPICAL UNITS SHALL BE TWO-CELL TYPE UNITS AND LINTELS SHALL BE U-
SHAPED UNITS. BOND BEAM UNITS MAY BE U-SHAPED OR TWO-CELL KNOCK-
OUT BLOCKS.
MORTAR SHALL BE TYPE "S" WITH AN AVERAGE COMPRESSIVE STRENGTH OF
1,800 PSI AT 28 DAYS.
CONCRETE MASONRY SHALL BE GRADE "N" (NORMAL) AS SPECIFIED BY ASTM
C90. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNIT
SHALL BE A MIN. 1,900 PSI. MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f'm)
SHALL BE 1,500 PSI PER TABLE 2 OF ACI 530 SPECIFICATIONS.
GROUT FOR USE IN MASONRY SHALL CONFIRM TO ASTM C476 WITH A MINIMUM
COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS.
ALL MASONRY SHALL BE LAID IN A RUNNING BOND U.N.O.
ALL CELLS BELOW GRADE SHALL BE FILLED WITH GROUT.
ALL INTERIOR MASONRY WALLS (LOAD BEARING & NON-LOAD BEARING) SHALL
HAVE A MIN. 8 INCH STANDARD BOND BEAM REINFORCED WITH TWO #5 BARS
AT TOP OF WALLS, EXCEPT AS NOTED.
SEE SPECIFICATION SECTION 04 20 00 FOR ADDITIONAL INFORMATION.
a a a a h
WALL WIND ZONES GABLE ROOF WIND ZONES (7° < Θ < 45°)
3 3
3 3
2 2
2 2
2 211 a a a aaa
No. 29581
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CAROL IN
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L I C E N S E D P
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IDENTIFICATION
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COLD-FORMED METAL NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
COLD FORMED STEEL DESIGN SHALL BE IN ACCORDANCE WITH THE AISI SPECIFICATION
FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS, 2001 EDITION.
COLD FORMED STEEL SHALL BE DESIGNED FOR WIND LOADING IN GENERAL NOTES.
DESIGN, DETAIL AND ERECT COLD-FORMED METAL FRAMING IN ACCORDANCE WITH ASTM
C955.
COLD-FORMED METAL FRAMING SIZES INDICATED ARE BASED ON A MINIMUM YIELD STRESS
OF 33 KSI.
ALL LOAD BEARING AND SHEAR WALLS SHALL HAVE LATERAL BRIDGING AT MID-HEIGHT OF
STUDS UNLESS NOTED OTHERWISE.
COLD-FORMED METAL FRAMING SHALL BE GALVANIZED IN ACCORDANCE WITH A653, G60.
GALVANIZING DAMAGED BY INSTALLATION OPERATIONS OR WELDING SHALL BE REPAIRED
USING GALVANIZING REPAIR PAINT CONFORMING TO SSPC-PAINT 20 OR DOD-P-21035.
COLD-FORMED METAL FRAMING GAUGES AND SIZES ARE BASED UPON THE STEEL STUD
MANUFACTURERS ASSOCIATION (SSMA).
METAL STUDS FOR BEARING WALLS TO BE 6", GAUGE AS INDICATED.
METAL TRUSS NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
METAL TRUSSES SHALL BE DESIGNED, FABRICATED AND INSTALLED AS INDICATED ON
THE DRAWINGS AND IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE,
NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERS 2007 AND AMERICAN IRON AND STEEL INSTITUTE STANDARD FOR
COLD-FORMED STEEL FRAMING - TRUSS DESIGN 2007.
SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A REGISTERED
ENGINEER.
PROVIDE HORIZONTAL BRIDGING AS SHOWN ON THE DRAWINGS AND/OR AS
RECOMMENDED BY THE TRUSS MANUFACTURER, WHICHEVER IS GREATER.
THE TRUSS FRAMING SHOWN IS FOR INTENT OF DESIGN PURPOSES ONLY. FINAL
FRAMING LAYOUT MAY VARY BASED UPON TRUSS MANUFACTURER'S DESIGN.
ROOF TRUSSES TO BE SPACED AT 48" O.C. MAX. UNLESS SHOWN OTHERWISE.
ROOF TRUSS DESIGN LOADS TO BE AS FOLLOWS:
TOP CHORD LIVE LOAD
TOP CHORD DEAD LOAD
BOTTOM CHORD DEAD LOAD
BOTTOM CHORD LIVE LOAD
UPLIFT LOAD (GROSS)
TOP CHORD DEAD LOAD SHOWN ABOVE INCLUDES 3 PSF FOR TRUSS SELF-WEIGHT.
UNIFORM LOADS INDICATED ABOVE TO BE USED FOR DESIGN OF HIP AND/OR GIRDERS
TRUSSES AS REQUIRED.
MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN/240 FOR ROOF TRUSSES.
PERMANENT TRUSS BRIDGING AND TEMPORARY TRUSS BRACING SHALL BE IN
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
ROOF TRUSSES SHALL BE DESIGNED FOR APPLICABLE WIND LOADS AS INDICATED IN
GENERAL NOTES, IN COMBINATION WITH DEAD LOADS SHOWN ABOVE.
TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY TRUSS MANUFACTURER.
TRUSS TO STEEL BEARING PLATE CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM OF
2,000 LBS OF UPLIFT AND 200 LBS OF SHEAR PERPENDICULAR TO THE WALL (WIND
CONTROLS) AT SERVICE LOAD LEVEL OR AS CALCULATED BY THE TRUSS
MANUFACTURER, WHICHEVER IS GREATER.
CONNECTIONS TO RESIST THE DRAG STRUT FORCE AT NEW BUILDING ADDITION WALLS
AS WELL AS THE SHEAR FORCE PARALLEL TO THE WALLS SHALL BE DESIGNED FOR 100
PLF AT SERVICE LEVEL (WIND CONTROLS).
CONTRACTOR SHALL COORDINATE WITH APPLICABLE MECHANICAL LOADS AND
CLEARANCES PRIOR TO ORDERING TRUSSES.
TRUSS FRAMING SHALL BE GALVANIZED IN ACCORDANCE WITH A653, G60.
20 PSF
13 PSF
10 PSF
10 PSF (UNINHABITABLE ATTIC)
32 PSF
STRUCTURAL STEEL:
1.
2.
3.
4.
5.
6.
7.
8.
9.
EXCEPT AS INDICATED, ALL DESIGN FABRICATION AND ERECTION OF STRUCTURAL STEEL
SHALL BE IN ACCORDANCE WITH:
AISC 325-10 STEEL CONSTRUCTION MANUAL, 14TH EDITION
STRUCTURAL STEEL SHALL BE AS FOLLOWS:
2.1. W-SHAPES ASTM A992
2.2. PLATES, ANGLES, CHANNELS, MISC. STEEL ASTM A36
2.3. HSS ASTM A500, Gr. B
3/4" DIAMETER ASTM A325N BOLTS SHALL BE USED IN ALL STRUCTURAL STEEL BOLTED
CONNECTIONS UNLESS NOTED OTHERWISE. TIGHTEN BOLTS TO TENSION REQUIRED BY
AISC.
ALL WELDED CONSTRUCTION SHALL BE IN ACCORDANCE WITH AWS D1.1 AND AISC.
WELDING SHALL BE PERFORMED ONLY BY OPERATORS QUALIFIED BY THE AWS
STANDARD QUALIFICATION PROCEDURE TO PERFORM THE PARTICULAR TYPE OF WORK
REQUIRED.
MEMBERS EXPOSED TO WEATHER IN FINISHED STRUCTURE, INCLUDING LINTELS AND
MECHANICAL EQUIPMENT SUPPORT FRAMES SHALL BE GALVANIZED AFTER FABRICATION.
STEEL BELOW GRADE SHALL BE PROTECTED BY A MINIMUM OF 3" OF CONCRETE OR 4"
OF MASONRY.
GROUT UNDER BEARING PLATES SHALL BE OF NON-SHRINK, NON-METALLIC COMPOSITION.
ANGLE FRAME MEMBERS AROUND OPENINGS SHALL BE MITERED, WELDED AND GROUND
SMOOTH. FABRICATE STRUCTURAL STEEL MEMBERS WITH NATURAL CAMBER UP EXCEPT
AS INDICATED. NO SPLICES IN STRUCTURAL FRAMING MEMBERS ARE PERMITTED EXCEPT
AS INDICATED OR APPROVED.
STEEL JOIST NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
DESIGN, DETAIL AND ERECT STRUCTURAL STEEL JOIST IN ACCORDANCE
WITH SJI RECOMMENDED CODE FOR STANDARD PRACTICE FOR STEEL JOIST
AND JOIST GIRDERS, 2010.
HORIZONTAL BRIDGING FOR K SERIES JOIST SHALL BE CONTINUOUS TOP
AND BOTTOM, ANCHORED AT EACH END, AND BOLTED/WELDED TO EACH
JOIST PER JOIST MANUFACTURER'S RECOMMENDATIONS.
A SINGLE LINE OF BOTTOM CHORD BRIDGING SHALL BE PROVIDED NEAR THE
FIRST BOTTOM CHORD PANEL POINTS FOR UPLIFT AS RECOMMENDED BY
JOIST MANUFACTURER.
ALL BRIDGING AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED
BEFORE CONSTRUCTION LOADS ARE PLACED ON THE JOIST.
THE ENDS OF ALL BRIDGING LINES SHALL TERMINATE AND ANCHOR AT WIDE
FLANGE SECTIONS OR MASONRY WALLS AS INDICATED.
JOIST SHALL BE DESIGNED FOR A WIND UPLIFT GROSS FORCE OF 32 PSF.
CONTRACTOR SHALL PROVIDE FIELD MEASUREMENTS TO JOIST
MANUFACTURER TO COORDINATE AND VERIFY JOIST LENGTH.
SEE GENERAL NOTES FOR ROOF LIVE LOADS.
JOIST MANUFACTURER SHALL CHECK AND PROVIDE SYSTEM FOR POINT
LOADS SHOWN.
JOIST MANUFACTURER SHALL PROVIDE NECESSARY CAMBER TO OFF SET
THE DEAD LOAD OF SUPPORTED ROOFS AND/OR ELEVATED FLOOR
CONCRETE SLAB.
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L A
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P L
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S C
A L E
P L
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D A
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SHEET OF
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M id la n d P k w y
S u m m e rv ill e
S o u th C a ro lin a
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E N
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IN
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R
IN
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A R
C H
I T E
C T
U R
E C
E M
S P ro je c t N o
S
P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
IN
T
R E
S E
R V
E B
A S
E F
O R
T W
O R
T H
T
X
/1
/2
:1 :1
P
M
M A
IN
T
E N
A N
C E
S Q
U A
D R
O N
B L D
G
D D
P M
/1 /2
D
F A
-1
-D
-0
B W
M
J L
B W
M
S-002
B W
M
S T
R U
C T
U R
A L G
E N
E R
A L N
O T
E S
A
B B
R E
V
IA
T
IO
N S
A D
D
IT
IO
N
/ R E
N O
V A
T
IO
N
S
T
04/12/2016
STRUCTURAL ABBREVIATIONS
R
REINF. REINFORCEMENT
REQ'D REQUIRED
REV. REVISIONS / REVISED
S
SECT. SECTION
SIM. SIMILAR
S.O.G. SLAB ON GRADE
SL. SLOPE
SPEC. SPECIFICATION
SQ. SQUARE
S.S. STAINLESS STEEL
STD. STANDARD
STL. STEEL
STRUC. STRUCTURAL
T
T&B TOP & BOTTOM
T.O. TOP OF
TRANS. TRANSVERSE
TYP. TYPICAL
U
U.N.O. UNLESS NOTED OTHERWISE
V
VERT. VERTICAL
W
WWF WELDED WIRE FABRIC
W/ WITH
W/O WITHOUT
WP WORKING POINT
STRUCTURAL ABBREVIATIONS
L
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONG. LONGITUDINAL
M
MATL. MATERIAL
MAX. MAXIMUM
MECH. MECHANICAL
MTL METAL
MPH MILE PER HOUR
MIN. MINIMUM
MISC. MISCELLANEOUS
N
N.S. NEAR SIDE
N.I.C. NOT IN CONTRACT
NTS NOT TO SCALE
NO. (#) NUMBER
O
O.C. ON CENTER
O.D. OUTSIDE DIAMETER
P
PL PLATE
LBS. POUNDS
PCF POUNDS/CUBIC FOOT
PSF POUNDS/SQUARE FOOT
PSI POUNDS/SQUARE INCH
PEMB PRE-ENGINEERED METAL
BUILDING
PT PRESSURE TREATED
PROJ. PROJECTION
STRUCTURAL ABBREVIATIONS
ELEC. ELECTRICAL OR ELECTRIC
EL. ELEVATION
EQ. EQUAL
E.J. (EXP. JT.) EXPANSION JOINT
EXP. EXPANSION/EXPOSED
EXT. EXTERIOR
F
F.S. FAR SIDE
FT. FEET
FRP FIBER REINFORCED POLYMER
FIN. FINISH
F.F. FINISHED FLOOR
FLR. FLOOR
FTG. FOOTING
G
GA. GAGE OR GAUGE
GALV. GALVANIZED
Gr. GRADE
H
HORIZ. HORIZONTAL
I
IN. INCH
I.D. INSIDE DIAMETER
INT. INTERIOR
J
JT JOINT
K
KSI KIPS/SQUARE INCH
STRUCTURAL ABBREVIATIONS
A
A.F.F. ABOVE FINISHED FLOOR
A.B. ANCHOR BOLT
& AND
APPROX. APPROXIMATE
ARCH. ARCHITECTURAL
@ AT
B
BLKG. BLOCKING
BTM. BOTTOM
B.O. BOTTOM OF
BRDG. BRIDGING
BLDG. BUILDING
C
CLG. CEILING
CL. CENTERLINE
CLR. CLEAR
COL. COLUMN
CONC. CONCRETE
CMU CONCRETE MASONRY UNIT
CONN. CONNECTION
CONT. CONTINUOUS
C.J. CONTROL JOINT
COORD. COORDINATE
D
DET. DETAIL
Ø DIAMETER
DIM. DIMENSION
E
EA. EACH
E.W. EACH WAY
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E A
P
DS6
DS2
DS5
DS6
DS4
DS3
LOCATE NEW OPENING SUCH
THAT EXISTING LADDER AND
COLUMN TO REMAIN ARE
UNDAMAGED AND DO NOT
INTERFERE WITH NEW DOOR
DS5
DS6
(FULL HEIGHT)
DS6
(2) 45° CUTS AT
INTERIOR OF 7 1/2"
SLAB. DO NOT CUT
A 90° CORNER AT
THIS LOCATION
DS7
REMOVE ALL EXISTING
HOUSEKEEPING PADS
TO SURFACE OF
EXISTING CONC. SLAB
(TYP. IN MECH. ROOM)
DS4
DS4
DS4
EXCAVATE SOIL AND DRILL THROUGH EXISTING
12"± WIDE CONCRETE GRADE BEAM TO
MINIMUM EXTENT POSSIBLE FOR INSTALLATION
OF NEW PIPING. COORDINATE DEPTH AND
LOCATION WITH PLUMBING DRAWINGS.
SEE GENERAL
NOTE 1 (TYP.)
4'-10 1/8" ±
DS6
DS3
DS4
LEGEND
ITEM TO BE DEMOLISHED
EXISTING CMU WALL
DS1 DEMOLITION KEYNOTE
GENERAL NOTES:
1.
2.
SEE ARCHITECTURAL AND OTHER DISCIPLINES'
DRAWINGS FOR DEMOLITION ITEMS AND
INFORMATION NOT SHOWN.
ALL EXISTING CONDITIONS AND STRUCTURAL
MEMBERS SPECIFIED PER ORIGINAL DESIGN
DRAWINGS AND NON-DESTRUCTIVE SITE
INVESTIGATIONS. CONTRACTOR SHALL VERIFY
EXISTING CONDITIONS PRIOR TO
DEMOLITION/CONSTRUCTION AND NOTIFY
GOVERNMENT PROMPTLY OF ANY
DISCREPANCIES.
EXISTING FOOTING
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V A
L A
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D B
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B
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F
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B E
R
P L
O T
S C
A L E
P L
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SHEET OF
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S u m m e rv ill e
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C H
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C T
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S P ro je c t N o
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P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
IN
T
R E
S E
R V
E B
A S
E F
O R
T W
O R
T H
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P
M
M A
IN
T
E N
A N
C E
S Q
U A
D R
O N
B L D
G
D D
P M
/1 /2
D
F A
-1
-D
-0
B W
M
J L
B W
M
SD101
B W
M
S T
R U
C T
U R
A L D
E M
O L
IT
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SCALE: 1/4" = 1'-0"A1
STRUCTURAL DEMOLITION PLAN
DEMOLITION KEYNOTES:
NO. DESCRIPTION
DS2 DEMOLISH ENTIRE EXISTING METAL PANEL FULL
HEIGHT AND RELATED ITEMS.
DS3 SAW CUT EXISTING CMU WALL FOR INSTALLATION
OF NEW VERTICAL REINFORCEMENT. SEE SHEET
S-502 & COORDINATE LOCATIONS WITH S-302.
DS4 SAW CUT AND DEMOLISH EXISTING 5" OR 7 1/2"
CONCRETE SLAB ON GRADE FOR INSTALLATION OF
NEW SANITARY PIPING. COORDINATE WITH
PLUMBING DRAWINGS. DO NOT SAWCUT EXISTING
CONCRETE GRADE BEAMS.
DS5 DEMOLISH EXISTING FUEL TANK AND CANOPY.
COORDINATE WITH ARCHITECTURAL.
DS6 SELECTIVELY SAWCUT AND/OR DEMOLISH EXISTING
MASONRY WALL FOR NEW OPENING. SEE
CORRESPONDING NEW WORK AND COORDINATE
WITH ARCHITECTURAL.
DS7 SAWCUT EXISTING EXTERIOR SLAB FOR
INSTALLATION OF NEW CONC. STOOP/RAMP.
PLAN NORTH
04 8268 02 4 8134
SCALE: 1/4"=1'-0"
GRAPHIC SCALE
KEYPLAN
AREA SHOWN
AREA SHOWN
NO OTHER STRUCTURAL DEMOLITION
WORK WITHIN HANGAR AREA U.N.O.
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E A
P
CJ CJ
CJ CJ
C J
C J
C J
C J
C J
C J
C J
C J
CJ CJCJ CJ CJ CJ CJ CJ
C J
C J
C J
C J
C J
C J
C J
C J
CJCJCJCJ
A1
S-302
S2
S2
S3
S3
S2
S1
S2
S3
S4
S4
C1
S-301
S5
S4
A3 S-302
B1 S-303
/8
S12
S12
S2
S1
S5(7 1/2"±)
(5"±)
5'-0 3/8"
S4
S4
S4
S14
S4
S4
S13
S2
S15S15
A2
S-301
S3
EXISTING CMU
CONTROL JOINT
S5(5"±)
S5(5"±)
4'-8"
EXISTING LADDER
AND COLUMN
S16
MATCH EXISTING DRIVE
ELEVATION THIS SIDE (SEE CIVIL)
S13
SEE GENERAL
NOTE 1 (TYP.)
S16
58'-8" 2'-8"
LEGEND
CONTROL JOINT. SEE SHEET S-501
NEW CMU WALL
EXISTING CMU WALL
NEW FOOTING
EXISTING FOOTING
NEW CONCRETE PATCH
GENERAL NOTE:
1. SEE ARCHITECTURAL AND OTHER DISCIPLINES'
DRAWINGS FOR ITEMS AND INFORMATION NOT
SHOWN.
2. FINISHED FLOOR ELEVATION 0'-0" INDICATED ON
THE STRUCTURAL DRAWINGS CORRESPONDS TO
TOP OF EXISTING SLAB ON GRADE.
NEW WORK KEYNOTES1
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N O
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A
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N N
O
N A
V A
L A
IR
S
T A
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N
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D B
Y x
D
C
B
A
F
IL
E N
U M
B E
R
P L
O T
S C
A L E
P L
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D A
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SHEET OF
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M id la n d P k w y
S u m m e rv ill e
S o u th C a ro lin a
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R
IN
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A R
C H
I T E
C T
U R
E C
E M
S P ro je c t N o
S
P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
IN
T
R E
S E
R V
E B
A S
E F
O R
T W
O R
T H
T
X
/1
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:1 :2
P
M
M A
IN
T
E N
A N
C E
S Q
U A
D R
O N
B L D
G
D D
P M
/1 /2
D
F A
-1
-D
-0
B W
M
J L
B W
M
S
S-101
B W
M
S T
R U
C T
U R
A L N
E W
W O
R K
F O
U N
D A
T
IO
N P
L A
N
A D
D
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/ R E
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N
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04/12/2016
SCALE: 1/4" = 1'-0"A1
STRUCTURAL NEW WORK FOUNDATION PLAN
NEW WORK KEYNOTES:
NO. DESCRIPTION
S1 NEW 5" CONCRETE SLAB ON GRADE W/
6x6-W2.9xW2.9 WWF. T.O. NEW CONCRETE SLAB
ELEVATION TO MATCH EXISTING FLOOR ELEVATION.
S2 NEW CONT. x 2'-4" x 12" CONCRETE STRIP FOOTING
W/ 3-#5 CONT. & #3 @ 32" O.C. TRANS. T.O. FOOTING
EL.-2'-0".
S3 NEW METAL PANEL AND 8" CMU WALL W/ #5
VERTICAL @ 32" O.C. FILL CELLS W/ GROUT. HORIZ.
W1.7 LADDER REFINF. @ 16" O.C.
S4 1/2" EXPANSION JOINT W/ SEALANT MATERIAL
BETWEEN NEW CONCRETE SLABS ON GRADE AND
NEW/EXISTING WALLS.
S5 NEW 5"± OR 7 1/2"± CONCRETE SLAB ON GRADE TO
MATCH EXISTING CONCRETE SLAB ELEVATION AND
THICKNESS.
S12 REINFORCE EXISTING CMU CELLS PER DETAIL ON
S-502. COORDINATE LOCATION AND NUMBER OF
CELLS TO BE FILLED WITH CORRESPONDING
SECTIONS.
S13 NEW 8" CMU INFILL REINFORCED PER S-502. DRILL
AND EPOXY REBAR 5" INTO EXISTING FOOTING @
24" O.C. (TOTAL OF 2).
S14 8" x 8" THICKENED SLAB EDGE WITH 1-#5 CONT. AT
DOORWAY.
S15 1/2" EXPANSION JOINT W/ SEALANT MATERIAL
BETWEEN NEW AND NEW/EXISTING WALLS.
S16 PROVIDE NEW CONC. SLAB/RAMP AT NEW DOOR.
SEE SECTION A2/S-301 FOR THICKNESS & REINF.
PLAN NORTH
04 8268 02 4 8134
SCALE: 1/4"=1'-0"
GRAPHIC SCALE
KEYPLAN
AREA SHOWN
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E A
P
A1
S-302
S3
S3
S3
S3
C1 S-301
S-102
C1
B1
S-301
A3
S-302
B1
S-303
A1
S-303
58'-8" 2'-8"
NEW MECHANICAL UNIT ON EXISTING MEZZANINE
SEE S-301 FOR RIDGE
LOCATION (NOT SHOWN)
S17
S17
/8
S6S11
S7
S11 S8
S10 S10
S10S10
10'-0"
NEW DOOR OPENING. COORDINATE
EXACT LOCATION WITH EXISTING
COLUMN AND MEZZANINE/LADDER.
LOCATE NEW UNIT
SUPPORT POINTS/CURB
ON EXISTING STEEL
MEMBERS AND NOT ON
EXISTING GRATING ALONE.
3'-8"2'-7 1/2"
No. 29581
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L A
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D B
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P L
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P L
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SHEET OF
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S u m m e rv ill e
S o u th C a ro lin a
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R
IN
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C H
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C T
U R
E C
E M
S P ro je c t N o
S
P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
IN
T
R E
S E
R V
E B
A S
E F
O R
T W
O R
T H
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/1
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:1 :2
P
M
M A
IN
T
E N
A N
C E
S Q
U A
D R
O N
B L D
G
D D
P M
/1 /2
D
F A
-1
-D
-0
B W
M
J L
B W
M
S-102
B W
M
S T
R U
C T
U R
A L N
E W
W O
R K
F R
A M
IN
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P L A
N
A D
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N
S
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04/12/2016
SCALE: 1/8" = 1'-0"A1
STRUCTURAL NEW WORK FRAMING PLAN
NEW WORK KEYNOTES:
NO. DESCRIPTION
S3 NEW METAL PANEL AND 8" CMU WALL W/ #5
VERTICAL @ 32" O.C. FILL CELLS W/ GROUT. HORIZ.
W1.7 LADDER REFINF. @ 16" O.C.
S6 NEW PRE-ENGINEERED LIGHT GAUGE METAL
TRUSSES @ 48" O.C. MAX. SEE S-002 FOR
ADDITIONAL INFORMATION.
S7 NEW 8K1 STEEL JOISTS @ 48" O.C. MAX.
S8 NEW STEEL CHANNELS (14'-0" LONG, NOT SHOWN)
AT EXISTING CMU WALL LOCATION TO SUPPORT
EXISTING AND NEW ROOF JOISTS.
S10 PLACE NEW FANS AT BOTTOM CHORD PANEL
POINTS OF EXISTING TRUSS. SEE S-301.
S11 NEW 1.5B22 METAL DECK OVER NEW TRUSSES AND
NEW BAR JOISTS. SEE S-502 FOR FASTENING
DETAIL AND SEE SECTIONS FOR ROOF ASSEMBLY.
S17 DRAG STRUT TRUSS. SEE S-002 FOR FORCE
INFORMATION.
PLAN NORTH
164 8268
SCALE: 1/8"=1'-0"
GRAPHIC SCALES
SCALE: 1/4" = 1'-0"
S-102
C1
ENLARGED MEZZANINE PLAN
04 8268 02 4 8134
SCALE: 1/4"=1'-0"
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E A
P
F.F 0"
T.O.F -2' - 0"
T.O. CMU
11' - 4"
8" CMU WALL W/ #5 VERT.
@ 32" O.C. FILL CELLS
WITH GROUT. HORIZ. W1.7
LADDER REINF. @ 16" O.C.
CONT. 8" CMU BOND BEAM
W/ 2-#5 CONT. @ T.O. WALL
8" CMU WALL W/ #5 VERT.
@ 32" O.C. FILL CELLS
WITH GROUT. HORIZ. W1.7
LADDER REINF. @ 16" O.C.
8" CMU BOND BEAM
W/ 2-#5 CONT.
8" CMU LINTEL W/ 2-#5 CONT.
2'-4"
2'-4"
5" CONCRETE SLAB ON GRADE
W/ 6x6-W2.9xW2.9 WWF.
T.O. SLAB ELEVATION TO MATCH
EXISTING SLAB ELEVATON
4" UNIFORMLY GRADED
COURSE GRAVEL FILL
COMPACTED SUBGRADE
95% ASTM D-698 (TYP.)
10 MIL VAPOR
RETARDER
CONT. x 2'-4" x 12" CONC.
FOOTING W/ 3-#5 CONT.
& #3 @ 32" O.C. TRANS.
1/2" EXPANSION MATERIAL
1/2" EXPANSION MATERIAL
PRE-ENGINEERED METAL
TRUSSES @ 48" O.C. MAX.
1.5B22 METAL DECK
RIGID INSULATION. SEE ARCH
STANDING SEAM METAL ROOF. SEE ARCH
TRUSS BEARING PLATE
@ EACH END OF TRUSS.
SEE SHEET S-501
TRUSS BEARING PLATE
@ EACH END OF TRUSS.
SEE SHEET S-501
CONT. x 2'-4" x 12" CONC.
FOOTING W/ 3-#5 CONT.
& #3 @ 32" O.C. TRANS.
1 1/2"
12"
1 1/2"
12"
E X
IS
T
IN
G
J O
IS
T
B E
A R
IN
G
E L E
V A
T
IO
N
J O
IS
T
S E
A T
/2
E X
IS
T
IN
G
33'-7 3/4" ± COORDINATE W/ EXISTING AND ARCH.25'-1 3/4" ± COORDINATE W/ EXISTING AND ARCH.
2'-8"
CONT. 8" CMU BOND BEAM W/
2-#5 CONT. @ WINDOW SILL
SEE ARCH FOR
SOFFIT DETAILS
BLOCKING PANELS OR
SIMILAR PERPENDICULAR
TO TRUSSES FOR
LATERAL LOAD
TRANSFER BY TRUSS
MANUFACTURER (TYP.)
FIELD VERIFY AND MATCH EXISTING (TYP.)
B.O. TRUSS
27' - 4"
NEW FAN (TYP. OF 4).
SEE MECHANICAL. FASTEN TO
EXISTING BOTTOM CHORD
PANEL POINTS OF TRUSS
EXISTING STEEL TRUSS
S-301
A1
EXISTING TRUSS TOP
CHORD (BACK-TO-BACK
STEEL ANGLES)
EXISTING TRUSS BOTTOM
CHORD (BACK-TO-BACK
STEEL ANGLES)
CLAMP-TYPE MOUNTING
BRACKET BY MANUFACTURER.
DO NOT DRILL INTO OR
DAMAGE EXISTING TRUSS
EXISTING ROOF JOIST SEAT
EXISTING TRUSS WEB
MEMBERS (BACK-TO-
BACK STEEL ANGLES)
MOUNT BRACKET TO
EXISTING BOTTOM
CHORD PANEL POINT
F.F 0"
T.O.F -2' - 0"
#5 SLAB DOWELS @ 16" O.C.
AT DOORWAY
5" CONCRETE SLAB ON GRADE W/ 6x6-W2.9xW2.9 WWF.
T.O. SLAB ELEVATION TO MATCH EXISTING SLAB ELEVATON
4" UNIFORMLY GRADED
COURSE GRAVEL FILL
COMPACTED SUBGRADE
95% ASTM D-698 (TYP.)
10 MIL VAPOR RETARDER
CONT. x 2'-4" x 12" CONC.
FOOTING W/ 3-#5 CONT.
& #3 @ 32" O.C. TRANS.
8" x 8" THICKENED SLAB W/
1-#5 CONT. AT DOORWAY
(1/2" CHAMFER)
GROUT ALL CELLS
BELOW GRADE (TYP.)
NEW CONC. RAMP
W/ 1/2" EXP.
MATERIAL (8" MIN.)
2'-4"
/2
NEW STOOP/RAMP END TO
MATCH EXISTING DRIVE
ELEVATION (SEE CIVIL)
#5 @ 12" O.C. E.W.#5 @ 12" O.C. E.W.
No. 29581
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CAROL IN
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O
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L I C E N S E D P
RO
FESS I ONA L
E N G I N E E R
SHEET
IDENTIFICATION
1 2 3 4 5
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B E
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P L
O T
S C
A L E
P L
O T
D A
T E
SHEET OF
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M id la n d P k w y
S u m m e rv ill e
S o u th C a ro lin a
.8
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E N
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C H
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C T
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E C
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S P ro je c t N o
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P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
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R E
S E
R V
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A S
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T W
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P M
/1 /2
D
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-1
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B W
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B W
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B W
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S T
R U
C T
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04/12/2016
04 8268 02 4 8134
SCALE: 1/4"=1'-0"
GRAPHIC SCALES
SCALE: 3/8" = 1'-0"
S-101
C1
BUILDING SECTION
SCALE: 1/4" = 1'-0"
S-102
B1
HANGAR SECTION
SCALE: 3/4" = 1'-0"
S-301
A1
FAN MOUNTING DETAIL
SCALE: 3/8"=1'-0"
24 4
SCALE: 3/4"=1'-0"
12 2
S-102
SCALE: 3/4" = 1'-0"
S-101
A2
SECTION @ DOORWAY
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E A
P
F.F
T.O.F -2' - 0"
(2) - MC12x14.3 W/ 1/2"Ø
THRU BOLTS SPACED AS
SHOWN ON S-303
EXISTING PORTION OF 8"
CMU TO REMAIN
/8
/8
CONT. 8" CMU BOND
BEAM W/ (2) #5 CONT.
(APPROX. 11" ± TALL)
8" CMU WALL W/ #5 @ 32" O.C.
VERTICAL. FILL CELLS W/
GROUT. HORIZ. W1.7 LADDER
REINF. @ 16" O.C.
1/2" EXPANSION MATERIAL
5" CONC. SLAB ON GRADE
W/ 6x6-W2.9xW2.9 WWF
EXISTING 8" CMU WALL
BEYOND
NEW 8K1 JOIST @ 48" O.C.
EXISTING 10K1 JOISTS
@ 48" O.C. (TYP.)
NEW 8K JOIST TO BEAR ATOP
NEW PLATE DRILLED & EPOXY
INTO EXISTING CMU BOND BEAM.
SEE S-501 FOR NEW BEARING
PLATE INSTALLATION (TYP.)
JOIST BEARING PLATE
@ EACH END OF JOIST.
SEE SHEET S-501
CONT. x 2'-4" x 12" CONC.
FOOTING W/ 3-#5 CONT.
& #3 # 32" O.C. TRANS.
COMPACTED SUBGRADE
95% ASTM D-698
GROUT ALL CELLS
BELOW GRADE (TYP.)
FINISH GRADE
DOWEL TO MATCH
VERTICAL
REINFORCEMENT
EXISTING 7 1/2" CONC.
SLAB (FIELD VERIFY)
EXISTING 12" x 30" CONC.
GRADE BEAM4" UNIFORMLY GRADED
COURSE GRAVEL FILL
10 MIL VAPOR RETARDER
B1
S-303
EXISTING REINF. 8" BOND
BEAM & BEARING PLATE
2'-4"
1 1/2"
12"1.5B22 METAL DECKING SUPPORTING
RIGID INSULATION AND STANDING
SEAM METAL ROOFING (SEE
ARCHITECTURAL). SEE S-502 FOR
DECK FASTENING DETAIL.
1 1/2" 12"
S-102
/8
FIELD VERIFY AND MATCH EXISTING (TYP.)
F.F 0"
1'-8"
"2
1'-4"
2"
(2) 1/4" STIFFENER
PLATES (TYP.)
(2) - MC12x14.3 W/ 1/2"Ø THRU BOLTS
SPACED AS SHOWN ON S-303
DRILL AND EPOXY 5"
INTO EXISTING SLAB
(TYP. OF 2 LOCATIONS)
AT CONTRACTOR OR
BASE OPTION, (6) NEW
3/4"Ø x 6" LONG SIMPSON
TITEN HD BOLTS INTO
NEWLY GROUTED CMU
CELLS (5-1/2" MIN.
EMBEDMENT)
EXISTING BOND BEAM AND CMU
WALL TO REMAIN IN PLACE
EXISTING STEEL JOISTS (NOT
SHOWN) AND BEARING PLATE
TO REMAIN IN PLACE AND
UNDAMAGED (TYP.)
ADD NEW #5 VERTICAL
REBAR AND GROUT CELL.
SEE SHEET S-502.
DRILL AND EPOXY 5" INTO
EXISTING BOND BEAM
(TYP. OF 3 LOCATIONS)
EXISTING CONC. SLAB
& GRADE BEAM
/8
B
.O M
C
S-102 S-303
14" x 4" x 1/4" x 1'-8"
LONG BENT PLATE W/
(6) 3/4"Ø THRU BOLTS
EXISTING ROOFING
EXISTING CMU
CONTROL JOINT
2"
THESE 2 HOLES SHALL
BE 1-1/4" HORIZONTAL
LONG SLOTTED HOLES
No. 29581
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TH
CAROL IN
A
B
R A D L E Y W. M I N
O
R
L I C E N S E D P
RO
FESS I ONA L
E N G I N E E R
SHEET
IDENTIFICATION
1 2 3 4 5
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A
F
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B E
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P L
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S C
A L E
P L
O T
D A
T E
SHEET OF
-C
M id la n d P k w y
S u m m e rv ill e
S o u th C a ro lin a
.8
.3
E N
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E E
R
IN
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A R
C H
I T E
C T
U R
E C
E M
S P ro je c t N o
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P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
IN
T
R E
S E
R V
E B
A S
E F
O R
T W
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D D
P M
/1 /2
D
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-1
-D
-0
B W
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B W
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04/12/2016
SCALE: 3/4"=1'-0"
12 2
GRAPHIC SCALE
SCALE: 3/4" = 1'-0"
S-101
A1
SECTION
SCALE: 3/4" = 1'-0"
S-101
A3
BEAM CONNECTION @ LOCKER ROOM
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E A
P
A3
S-302
(MC12 TO WALL)
1/2" GAP
(2) 1/4" STIFFENER
PLATES (TYP.)
3"x1/4"x0'-3" WASHER @ EXPOSED CMU END (2) - MC12x14.3 W/ 1/2"Ø THRU
BOLTS SPACED AS SHOWN
DRILL AND EPOXY NEW REBAR 5" INTO
EXISTING CONC. FOUNDATION (TYP.)
AT CONTRACTOR OR BASE OPTION, (6)
NEW 3/4"Ø x 6" LONG SIMPSON TITEN
HD BOLTS INTO NEWLY GROUTED CMU
CELLS (5-1/2" MIN. EMBEDMENT)
EXISTING BOND BEAM AND CMU
WALL TO REMAIN IN PLACE
EXISTING STEEL JOISTS AND
BEARING PLATE REMAIN IN
PLACE AND UNDAMAGED (TYP.)
NEW 8K JOIST TO BEAR ATOP NEW
PLATE DRILLED & EPOXY INTO EXISTING
CMU BOND BEAM. SEE S-501 FOR NEW
BEARING PLATE INSTALLATION (TYP.)
ADD NEW #5 VERTICAL REBAR AND
GROUT CELL. SEE SHEET S-502.
DRILL AND EPOXY 5" INTO
EXISTING BOND BEAM (TYP.
OF FOUR LOCATIONS)
EXISTING CONC. SLAB
EXISTING CONC. GRADE BEAM
EXISTING HANGAR
CONC. SLAB
11'-8" 6'-4" 3'-4" 4'-0"
DRILL AND EPOXY NEW REBAR
5" INTO EXISTING BOND BEAM
(NOT SHOWN)
J O
IS
T
B E
A R
IN
G
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V A
T
IO
N
NEW OPENING.
SEE S-501 FOR
PENETRATION
LINTEL DETAIL
EXPANSION JOINT (SEE ARCH FOR
DETAILS AND MEMBERS NOT SHOWN)
NEW PRE-ENGINEERED METAL
TRUSSES @ 48" O.C. MAX.
EXISTING CMU WALL
14" x 4" x 1/4" x 1'-8"
LONG BENT PLATE W/
(6) 3/4"Ø THRU BOLTS
SEE SECTION A1/S-303
1.5B22 METAL DECKING SUPPORTING RIGID
INSULATION AND STANDING SEAM METAL
ROOFING (SEE ARCHITECTURAL). SEE S-502
FOR DECKING FASTENING DETAIL.
TRUSS TO ANGLE
FASTENING BY THE
TRUSS MANUFACTURER.
14'-0" (MC 12 LENGTH)
/8
4" 1'-4" 1'-4" 2'-0" 2'-0" 2'-0" 2'-0" 1'-4" 1'-4" 4"
/8
1'-4"
ALIGN (4) BOLTS THIS
END WITH NEWLY FILLED
CELLS AS SHOWN
CONT. WELD MC12
TO BENT PLATE (TYP.)
DRAG STRUT TRUSS
SEE ARCH FOR DETAILS
AND MEMBERS NOT
SHOWN AT RAKE
T.O. CMU
11' - 4"
GABLE END (DRAG STRUT) TRUSS.
BRACE TO ADJACENT TRUSSES PER
MANUFACTURER'S RECOMMENDATIONS
TRUSS BEARING PLATE @ 48" O.C. UNDER
GABLE END TRUSS. SEE SHEET S-501
TRUSS TO BEARING PLATE CONNECTIONS
BY TRUSS MANUFACTURER (TYP.)
SEE S-002 FOR DRAG STRUT
FORCE LOAD INFORMATION
NEW 8K1 JOIST
@ 48" O.C. MAX.
1.5B22 METAL DECK
WELDED TO CONT. ANGLE
L2x2x1/4 x 4" CLIP
@ 48" O.C. MAX W/
(2) 1/2"Ø x 5" TITEN
HD BOLTS
BRIDGING BY JOIST
MANUFACTURER
PRE-ENGINEERED
METAL TRUSSES
@ 48" O.C. MAX.
L2x2x1/4 W/ (2) 1/2"Ø x 5" TITEN
HD BOLTS
WELD BRIDGING
TO L2x2x1/4
NEW CONT. L6x4x5/16 (LLV) W/
3" VERT. LONG-SLOTTED
HOLES. INSTALL NEW 1/2"Ø x 6"
ADHESIVE BOLTS @ EACH
EXISTING GROUTED CELL. DO
NOT OVER-TIGHTEN NUT AS
VERTICAL MOVEMENT MUST BE
ALLOWED. FIELD LOCATE
EXISTING FILLED CELLS PRIOR
TO FABRICATION
CONT. L2-1/2x2-1/2x1/4
1.5B22 METAL DECKING SUPPORTING RIGID INSULATION AND
STANDING SEAM METAL ROOFING (SEE ARCHITECTURAL).
SEE S-501 FOR DECKING FASTENING DETAIL.
EXPANSION JOINT (SEE
ARCH FOR DETAILS AND
MEMBERS NOT SHOWN)
No. 29581
S
OU
TH
CAROL IN
A
B
R A D L E Y W. M I N
O
R
L I C E N S E D P
RO
FESS I ONA L
E N G I N E E R
SHEET
IDENTIFICATION
1 2 3 4 5
D R
A W
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D E
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S B
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B Y
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F
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D A
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N A
V A
L A
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D B
Y x
D
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B
A
F
IL
E N
U M
B E
R
P L
O T
S C
A L E
P L
O T
D A
T E
SHEET OF
-C
M id la n d P k w y
S u m m e rv ill e
S o u th C a ro lin a
.8
.3
E N
G
IN
E E
R
IN
G
A R
C H
I T E
C T
U R
E C
E M
S P ro je c t N o
S
P ro je c t M a n a g e r:
B ra d M in o r
A S
S H
O W
N
J O
IN
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S E
R V
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SCALE: 3/4"=1'-0"
12 2
GRAPHIC SCALE
SCALE: 3/4" = 1'-0"
S-101
B1
BEAM @ LOCKER ROOM DETAIL
SCALE: 3/4" = 1'-0"
S-102
A1
SECTION
S-102 S-302
M A
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CMU BOND BEAM
NOTES:
5"x3/8"x8" STEEL
BEARING PLATE W/ (2)
1/2"Φ x 6" NELSON STUDS
1. ENSURE POSITIVE BEARING BETWEEN PLATE AND GROUT FILL.
2. ENSURE PLATE BEARS ON GROUT FILL. DO NOT BEAR PLATE ON BOND BEAM WALLS.
3. TRUSS TO PLATE CONNECTIONS PER TRUSS MANUFACTURER.
8"
4"
EXISTING CMU BOND BEAM
5"x3/8"x8" STEEL BEARING
PLATE. DRILL AND EPOXY
(2) 1/2"Φ ANCHOR RODS
8"
4"
POST-INSTALLED ROD
NEW CONSTRUCTION
RODS WELDED TO PLATE
1. INSTALL CONTROL JOINTS SUCH THAT NO DIMEMSION BETWEEN
JOINTS EXCEEDS 16' OR 3t MEASURED IN FEET, WHICHEVER IS LESSER (i.e. FOR A t = 4" THICK SLAB, MAX. CONTROL JOINT
SPACING = 3*4 = 12') UNLESS NOTED OTHERWISE.
2. INSTALL CONTROL JOINTS SUCH THAT THE RECTANGULAR
SECTIONS CREATED BETWEEN THE JOINTS DO NOT EXCEED A
1:1.5 MAXIMUM RATIO (i.e. 10'x15' SECTION).
1/8" t/
4SAWCUT & FILL
WITH SEALANT
t
COMPACTED SUBGRADE
UNIFORMLY GRADED
COURSE GRAVEL FILL
VAPOR RETARDER
NOTES:
STEEL ANGLE PER
STEEL LINTEL SCHEDULE
EXISTING CMU WALL
CONCEALED STEEL LINTEL SCHEDULE
OPENING SIZE
16" TO 54"
55" TO 90"
6" CMU
(2) L3-1/2x2-1/2x1/4
(2) L5x3x1/4 LLV
8" CMU
(2) L3-1/2x3-1/2x5/16
(2) L5x3-1/2x5/16 LLV
10" CMU
(2) L5x5x5/16
(2) L5x5x5/16
12" CMU
(2) L6x6x5/16
(2) L6x6x5/16
SAWCUT MORTAR JOINT TO
MID-DEPTH & INSERT ANGLE
(COMPLETE ONE SIDE PRIOR
TO COMMENCING WORK ON
OPPOSITE SIDE)
LENGTH OF SAWCUT SHALL BE
REQUIRED OPENING LENGTH
PLUS 16" MIN. (8" MIN. PER SIDE)
VISIBLE STEEL LINTEL OPTION CONCEALED STEEL LINTEL OPTION
BACK TO BACK STEEL ANGLES
PER STEEL LINTEL SCHEDULE
EXISTING CMU WALLSAWCUT & DEMOLISH
EXISTING CMU TO MID-DEPTH
& INSERT ANGLE AND FASCIA
CMU (COMPLETE ONE SIDE
PRIOR TO COMMENCING
WORK ON OPPOSITE SIDE)
LENGTH OF DEMOLITION SHALL BE
REQUIRED OPENING LENGTH PLUS
16" MIN. (8" MIN. PER SIDE) TYP.
3/16" CONT.
NEW FASCIA CMU
3/4R CONT.
TYP.
1/8 CONT.
VISIBLE STEEL LINTEL SCHEDULE
OPENING SIZE
16" TO 54"
55" TO 90"
6" CMU
(2) L3x3x1/4
(2) L5x3x1/4 LLV
8" CMU
(2) L4x4x1/4
(2) L6x4x5/16 LLV
10" CMU
(2) L5x5x5/16
(2) L5x5x5/16
12" CMU
(2) L6x6x5/16
(2) L6x6x5/16
REQUIRED OPENING LENGTH 16" OR GREATER
BACK TO BACK STEEL
ANGLE LINTEL BEYOND
PER CONCEALED STEEL
LINTEL SCHEDULE
FOR OPENINGS 40" AND
GREATER, ADD NEW #5
VERTICAL REBAR AND GROUT
CELL. SEE B1/S-502 FOR
INSTALLATION DETAIL (TYP. @
EACH SIDE OF OPENING).
MIN.
8"
MIN.
8"
REQUIRED OPENING LENGTH + 16" MIN.
TOOTH IN NEW
FASCIA CMU
SAWCUT CMU
FOR OPENING
REQUIRED OPENING LENGTH 16" OR GREATER
MIN.
8"
MIN.
8"
REQUIRED OPENING LENGTH + 16" MIN.
TOOTH IN NEW
CMU AS
REQUIRED FOR
DAMAGE REPAIR
SAWCUT CMU
FOR OPENING
STEEL ANGLE PER VISIBLE
STEEL LINTEL SCHEDULE
FOR OPENINGS 40" AND
GREATER, ADD NEW #5
VERTICAL REBAR AND GROUT
CELL. SEE B1/S-502 FOR
INSTALLATION DETAIL (TYP. @
EACH SIDE OF OPENING). DRILL
HOLE IN ANGLE LEGS TO
ALLOW BAR TO PASS OR
PROVIDE LINTEL INSTALLATION
PER DETAIL C3/S-501
STEEL ANGLE PER LINTEL SCHEDULE. REMOVE
HORIZ. LEGS OUTSIDE OF NEW OPENING AND
FASTEN VERTICAL LEG TO WALL AS SHOWN
SELECTIVELY SAWCUT
AND REMOVE EXISTING
CMU FOR NEW OPENING.
8" MIN.8" MIN.
NEW OPENING WIDTH
STEEL ANGLE PER
STEEL LINTEL SCHEDULE
EXISTING CMU WALL
STEEL LINTEL SCHEDULE
OPENING SIZE
16" TO 54" (2) L4x4x1/4
8" CMU 12" CMU
(2) L6x6x5/16
3/4R CONT.
TYP.
1/8 CONT.
4'-8" MIN.
3'-4" OPENING
DO NOT SAWCUT/DAMAGE
FILLED CELLS.
HEAD AND SILL STEEL ANGLE PLAN VIEW
1/2"Ø THRU BOLT AT EACH END
OF ANGLES (HEADER AND SILL)5 1/2"5 1/2"
5 1/2"5 1/2"
HEADER SECTION
SEAM WELDED PER
SECTION BELOW
VERT. REBAR AS APPLICABLE
EXISTING CMU WALL
No. 29581
S
OU
TH
CAROL IN
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SCALE: NOT TO SCALEA1
TRUSS BEARING PLATE DETAILS
SCALE: NOT TO SCALEB1
CONTROL JOINT DETAIL
SCALE: NOT TO SCALEA2
CMU PENETRATION LINTEL DETAIL
SCALE: 3/4" = 1'-0"C3
ALTERNATE OPENING DETAIL
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SAW CUT A 5"± WIDE VERTICAL STRIP IN EXISTING
CMU AT EACH CELL TO BE REINFORCED. CENTER ON
HOLLOW CORE OF CMU. WIDTH OF CUT MAY REQUIRE
INCREASING, BUT REQUIRES CONTRACTING OFFICER'S
APPROVAL.
REMOVE ALL DEBRIS & LOOSE MATERIAL FROM WITHIN
NEWLY OPENED CORE.
REMOVE ANY EXCESSIVE MORTAR WHICH PROTRUDES
INTO CORE MORE THAN ONE INCH.
DRILL & EPOXY DOWEL BARS 5" MIN. INTO
FOUNDATION AND TOP BEAM AT ROOF UNLESS
DETAILED OTHERWISE. PROVIDE FULL DRILL & EPOXY
THROUGH ALL INTERSECTING LINTELS OR BEAMS.
PLACE VERTICAL REINFORCEMENT IN VOID FROM
FOUNDATION TO ROOF, TIE TO DOWEL BARS NOTED IN
NOTE #4 ABOVE, AND CENTER IN CORE. BARS SHALL
BE OVERLAPPED 18".
PLACE FORM WORK FLUSH AGAINST CUT FACE OF
EXISTING CMU TO ENSURE A FLUSH FINISH.
FILL EXISTING CORE WITH GROUT. PLACE IN 4'-0"
LIFTS & ENSURE AGAINST VOIDS WITHIN EACH POUR.
TOP OF LIFT SHALL BE COORDINATED TO ACCEPT ANY
PLACEMENT OF HORIZONTAL REINFORCEMENT.
UPON COMPLETION OF FILLING CORE & REMOVAL OF
FORM WORK, REPAIR ANY & ALL DEFECTIVE GROUT.
VERTICAL REINFORCEMENT PROCEDURE
1.
2.
3.
4.
5.
6.
7.
8.
5"±
NOTES:
1.
2.
3.
4.
5.
6.
IT SHALL BE ANTICIPATED BY THE CONTRACTOR THAT EXISTING CONDITIONS EXIST WHICH MAY PREVENT REINFORCING PLACEMENT IN
CERTAIN CELLS.
THE CONTRACTOR SHALL PERFORM NON-DESTRUCTIVE TESTING, SUCH AS R-METER TESTING, AS REQUIRED TO LOCATE THOSE CELLS
WHICH ARE HOLLOW & UNOBSTRUCTED, PRIOR TO COMMENCING W/ CUTTING PROCEDURES.
WHERE CELLS ARE FOUND TO BE GROUTED SOLID IN A LOCALIZED AREA WITHIN A CORE THAT IS DESIRABLE FOR THE CONTRACTOR TO PLACE REINFORCING, THE GROUT MAY BE CUT AWAY IN A MANNER THAT INSURES THE ADJACENT GROUT & CMU ARE NOT DISLODGED OR
DAMAGED.
CONTRACTOR SHALL PHASE, SPACE, STAGGER CUT CELLS AROUND BUILDING, REINFORCE & POUR, AS REQUIRED TO PROTECT THE
STABILITY & INTEGRITY OF THE STRUCTURE.
AT CONTRACTOR'S OPTION, SAW CUTTING OF EXISTING CMU MAY BE OMITTED IF THE BAR CAN BE INSTALLED BY FEEDING IT DOWN A WALL SECTION NOT EXCEEDING 4' IN HEIGHT. THE CORE OF THE CMU UNIT RECEIVING THE REINFORCEMENT SHALL BE PREPARED & CLEANED OF MORTAR AND OTHER DEBRIS/OBJECTS WHICH OBSTRUCTS OR HINDERS PLACEMENT OF BAR AND CONCRETE.
WHERE NEW CMU IS PROVIDED, IT SHALL BE REINFORCED WITH MATERIALS SIMILAR TO THOSE CALLED FOR IN THE PROCEDURE
OUTLINED FOR EXISTING CMU, UNLESS NOTED OTHERWISE ON DRAWINGS.
36/4 PATTERN W/ #12 TEK SCREWS
INTO SUPPORT MEMBERS
SECTION VIEW
EDGE
SUPPORT
MEMBER
SUPPORT
MEMBER
BELOW
1.5B22
STEEL
DECK
SIDELAP
CONNECTION
W/ (2) #10
TEK SCREWS
SUPPORT
MEMBER
GENERAL NOTES:
1. ROOF DECK SHALL BE GALVANIZED
AND CMC JOIST AND DECK 1.5B22
DECKING OR EQUAL. ROOF DECK
SHALL BE CONTINUOUS OVER 3 OR
MORE SPANS.
2. ATTACH DECK TO SUPPORT MEMBER
AS SHOWN ON DETAIL USING 36/4
PATTERN W/ #12 TEK SCREWS IN
SUPPORT FASTENERS & #10 TEK
SCREWS FOR SIDELAP.
3. DESIGN LOADS AS SPECIFIED ON THE
STRUCTURAL GENERAL NOTES
SHEETS S-001 & S-002.
4. FIELD VERIFY ALL DIMENSIONS PRIOR
TO FABRICATION.
PLAN VIEW
36" PANEL WIDTH 36" PANEL WIDTH
8" CMU WALL W/ #5 @ 32" O.C.
VERTICAL. FILL CELLS W/
GROUT. HORIZ. W1.7 LADDER
REINF. @ 16" O.C.
REINFORCE 3 CELLS AT CORNER W/ #5
VERTICAL. FILL CELLS W/ GROUT
PRE-FABRICATED CORNER WIRE REINFORCING
8" CMU WALL W/ #5 @ 32"
O.C. VERTICAL. FILL CELLS
W/ GROUT. HORIZ. W1.7
LADDER REINF. @ 16" O.C.
REINFORCE 3 CELLS AT
CORNER W/ #5 VERTICAL.
FILL CELLS W/ GROUT
PRE-FABRICATED INTERSECTION
WIRE REINFORCING
REINFORCE LAST 2 CELLS OF
CMU AT DOOR OR WINDOW
OPENINGS. FILL CELLS W/ GROUT
1. TYPICAL VERTICAL CMU REINFORCEMENT SHALL BE #5 @ 32" O.C. UNLESS
NOTED OTHERWISE.
2. ALL CELLS BELOW GRADE SHALL BE FULLY GROUTED.
NOTES:
8" CMU WALL W/ #5 @ 32" O.C.
VERTICAL. FILL CELLS W/
GROUT. HORIZ. W1.7 LADDER
REINF. @ 16" O.C.
No. 29581
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SHEET
IDENTIFICATION
1 2 3 4 5
D R
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M id la n d P k w y
S u m m e rv ill e
S o u th C a ro lin a
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SCALE: NOT TO SCALEB1
VERTICAL REINFORCEMENT PROCEDURE
SCALE: 3/4" = 1'-0"C3
METAL DECK FASTENING DETAIL
SCALE: 3/4" = 1'-0"A3
TYPICAL CMU REINFORCEMENT
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1. ALL EXISTING CONDITIONS AND DIMENSIONS SPECIFIED PER ORIGINAL DESIGN DRAWINGS AND NON- DESTRUCTIVE SITE INVESTIGATIONS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO START OF DEMOLITION/CONSTRUCTION (TYP.) AND NOTIFY GOVERNMENT PROMPTLY IF ANY DISCREPANCIES
EXIST.
2. REMOVE ALL EXISTING WORK/MATERIAL, AS DESIGNATED, IN THEIR ENTIRETY DOWN TO ORIGINAL SUBSTRATES IN INDICATED AREAS TO PERMIT COMPLETION OF ALL REPAIRS AND REPLACEMENTS.
3. REMOVE ABANDONED PENETRATIONS.
4. EXISTING SOUND NAILERS AND BLOCKING NOT OTHERWISE INDICATED TO BE REPLACED MAY REMAIN. UNIT
PRICE QUANTITIES SHALL BE USED FOR ANY EXISTING WOOD TO BE REPLACED.
5. WHERE DEMOLITION AND NEW WORK OCCURS LEAD PAINT SHALL BE REMOVED PER STATE REGULATIONS BY
APPROVED AND CERTIFIED ENTITIES REFER TO LEAD AND ASBESTOS REPORT.
GENERAL DEMOLITION NOTES:
1. THE DRAWINGS INDICATE THE GENERAL EXTENT OF THE WORK. THE DRAWINGS ARE NOT INTENDED TO INDICATE OR DESCRIBE ALL WORK REQUIRED FOR THE FULL PERFORMANCE AND COMPLETION OF THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, ON THE BASIS OF THE GENERAL PERFORMANCE CRITERIA
AND GENERAL EXTENT OF WORK INDICATED, DESCRIBED OR REQUIRED.
2. THE ENUMERATION OF PARTICULAR ITEMS OF WORK IN ONE PORTION OF THE CONTRACT DOCUMENTS SHALL
NOT BE CONSTRUED TO EXCLUDE OTHER ITEMS NECESSARY OR IMPLIED THEREFROM.
3. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL PARTS OF THE WORK SO THAT NO WORK
SHALL BE LEFT IN AN UNFINISHED OR INCOMPLETE CONDITION.
4. ALL WORK SHALL CONFORM TO APPLICABLE INDUSTRY AND MANUFACTURER'S PUBLISHED STANDARDS FOR QUALITY OF MATERIALS AND WORKMANSHIP, AS WELL AS, ALL REQUIREMENTS IN THESE DRAWINGS AND SPECIFICATIONS. ANY CONFLICTING REQUIREMENTS OF THE SOURCES LISTED ABOVE SHALL BE BROUGHT TO
THE CONTRACTING OFFICER'S ATTENTION PRIOR TO PROCEEDING WITH THE WORK.
5. THE CONTRACTOR SHALL PROTECT EXISTING, IN-PLACE, AND NEW WORK.
6. ALL WORK NOTED "N.I.C." OR "G.F.G.I." IS NOT MEANT TO BE PART OF THE CONSTRUCTION SCOPE OF WORK
AGREEMENT.
7. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SHALL VERIFY ALL NEW AND EXISTING CONDITIONS, SHOWN ON THESE DRAWINGS, AT THE SITE. THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER IN WRITING OF ANY DIFFERING CONDITIONS BEFORE COMMENCEMENT OF WORK. COMMENCEMENT OF WORK
SHALL CONSTITUTE ACCEPTANCE OF ALL NEW OR EXISTING CONDITIONS.
8. DO NOT SCALE DRAWINGS; DIMENSIONS GOVERN, LARGE SCALE DETAILS GOVERN OVER SMALL SCALE DETAILS. THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER IN WRITING OF ANY DIFFERING
CONDITIONS BEFORE COMMENCEMENT OF WORK.
9. UNLESS NOTED OTHERWISE, ALL NEW GYPSUM BOARD SURFACES ARE TO RECEIVE ONE PRIMER COAT AND
TWO COATS OF PAINT.
10.DIMENSIONS NOTED AS 'HOLD' SHALL NOT VARY BY MORE THAN 1/8" FROM SIDE TO SIDE OR FROM FRONT TO
BACK, FINISHED SURFACE TO FINISHED SURFACE.
11.NFPA 241, STANDARD FOR SAFEGUARDING CONSTRUCTION, AND ALTERATION OPERATIONS SHALL BE
APPLIED.
12.WALL AND/OR CEILING ASSEMBLIES THAT ARE IDENTIFIED WITH A FIRE RESISTIVE RATING SHALL BE
CONSTRUCTED AS DETAILED OR REFERENCED BY UL OR OTHER REFERENCE.
13.DIMENSIONS SHOWN ARE TO FINISH FACE OF WALL UNLESS SPECIFICALLY NOTED OTHERWISE.
14.PROVIDE EXPANSION AND CONTROL JOINTS IN ALL WORK AS PER PRODUCT MANUFACTURER'S STANDARDS.
15.THE CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE WITH ALL APPLICABLE CODES, ORDINANCES
AND REGULATORY AGENCIES AND SHALL OBTAIN NECESSARY BUILDING AND FIRE PERMITS FROM ALL
AUTHORITIES HAVING JURISDICTION.
16.ALL INTERIOR FINISH MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF ALL APPLICABLE CODES, ORDINANCES AND REGULATORY AGENCIES.
17.ALL DISSIMILAR METALS SHALL BE ISOLATED FROM EACH OTHER TO AVOID GALVANIC CORROSION.
18.NOTES APPEAR ON VARIOUS SHEETS FOR DIFFERENT SYSTEMS AND MATERIALS. SHEETS ARE TO BE
REVIEWED AND NOTES ON ANY ONE SHEET ARE TO BE APPLIED TO RELATED DRAWINGS AND DETAILS.
19.A FINISH INDICATION ON A WALL SHALL MEAN THE ENTIRE LENGTH AND HEIGHT OF WALL IS TO BE FINISHED OR
FIRE-RATED AS INDICATED.
20.WHEN NON-DIMENSIONED PARTITIONS APPEAR IN CONJUNCTION WITH DOOR OPENINGS, THE DOOR WIDTH AND
THE DOOR FRAME DETAILS DETERMINE THE LOCATION OF ADJACENT WALLS AND FRAMES.
21.DETAILS NOT SHOWN ARE SIMILAR IN CHARACTER TO THOSE DETAILED. WHERE SPECIFIC DIMENSIONS, DETAILS OR DESIGN INTENT CANNOT BE DETERMINED, CONSULT THE CONTRACTING OFFICER BEFORE
PROCEEDING WITH THE WORK.
22.THE CONTRACTOR SHALL COORDINATE ALL MECHANICAL AND ELECTRICAL FLOOR AND WALL SLEEVES, CONDUIT AND ALL MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, STRUCTURAL AND
ARCHITECTURAL ITEMS.
23.PROVIDE ACCESS PANELS AS REQUIRED BY APPLICABLE CODES AND AS REQUIRED FOR MECHANICAL EQUIPMENT AND PLUMBING WORK. ALL ACCESS PANEL LOCATIONS SHALL BE REVIEWED WITH THE
CONTRACTING OFFICER PRIOR TO PROCEEDING.
24.ALL PIPE DUCTS AND BUS DUCTS THAT PENETRATE FLOOR SLABS OR WALL PARTITIONS SHALL BE INSTALLED IN A MANNER THAT WILL PRESERVE THE MOISTURE RESISTIVENESS, FIRE RATING, AND STRUCTURAL INTEGRITY
OF THE BUILDING.
25.CONTRACTOR SHALL PLAN THEIR WORK TO PROVIDE ADEQUATE PROTECTION FOR PERSONS AND PROPERTY AT ALL TIMES, AND EXECUTE THE WORK IN SUCH A MANNER TO AVOID ANY HAZARD TO PERSONS AND
PROPERTY AS NECESSARY.
26.CONTRACTOR SHALL COORDINATE THE PHASING OF THE WORK TO BE PERFORMED IN OR ABOUT EXISTING
FACILITIES WITH CONTRACTING OFFICER, PRIOR TO START OF SUCH WORK.
27.INTERIOR PARTITION AND CEILING MOVEMENT CONTROL:
A. VERTICAL CONTROL JOINTS FOR ANY GWB WALL LENGTH ARE TO OCCUR AT NOT MORE THAN 30'-0" O.C.
(900 SQ. FT. MAX) IN THE…
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