W912PM20B0011-0004-SF00012_drawings_20200811.pdf
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- Solicitation number
- W912PM20B0011
About this file
This solicitation is for renovation work at a gym located at Fort Bragg, North Carolina. The contractor shall demolish an existing wall and stairs to construct a new full second floor, including two enclosed spaces for storage and office/equipment. Windows will be installed on the south walls of the first and second floors. Modifications will be made to electrical, communications, HVAC and fire protection systems as needed. New LED light fixtures and fire alarm devices will be installed in the new spaces. The work must comply with ADA regulations to the greatest extent practical. Nearby occupied areas must be protected during construction.
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FORT BRAGG, NORTH CAROLINA
DPW PROJECT NO: SF-00012-17
SOLICITATION NO:
CONTRACT NO:
100% SUBMITTAL
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FOR OFFICIAL USE ONLY
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INDEX OF DRAWINGS
SECTION SYMBOLS
BASIC DESIGN DATA
SHEET
NUMBER
SHEET
NUMBER
TITLE TITLE
SHEET
NUMBER
TITLE
ARCHITECTURAL
AD101 FIRST AND SECOND FLOOR PLANS - DEMOLITION
AD102 FIRST AND SECOND FLOOR REFLECTED CEILING PLANS - DEMOLITION
AE101 FIRST AND SECOND FLOOR PLANS - NEW WORK
AE102 FIRST AND SECOND FLOOR ENLARGED DIMENSION PLANS
AE103 FIRST AND SECOND FLOOR REFLECTED CEILING PLANS - NEW WORK
AE401 ENLARGED PLANS, STAIR PLANS, SECTIONS AND DETAILS
AE402 STAIR AND INTERIOR DETAILS
AE601 DOOR SCHEDULE, TYPES AND FRAMES
AE602 WINDOW TYPES AND FRAME DETAILS
AF601 ROOM FINISH SCHEDULE AND FINISH KEY
AQ601 FIRST AND SECOND FLOOR FURNITURE/EQUIPMENT PLANS
GENERAL
G-001 COVER SHEET
G-002 VICINITY MAP AND PROJECT LOCATION MAP
G-003 GENERAL CONSTRUCTION NOTES
G-004 GENERAL CONSTRUCTION NOTES
RENOVATE PHYSICAL THERAPY AREA,
BUILDING O190M, SOTF
MECHANICAL
M-001 MECHANICAL - GENERAL NOTES AND LEGENDS
MD101 MECHANICAL - FIRST FLOOR PLAN - DEMOLITION
MD102 MECHANICAL - SECOND FLOOR PLAN - DEMOLITION
MH101 MECHANICAL - FIRST FLOOR PLAN - NEW WORK
MH102 MECHANICAL - SECOND FLOOR PLAN - NEW WORK
M-501 MECHANICAL - DETAILS & SCHEDULES
ELECTRICAL
E-001 ELECTRICAL - GENERAL NOTES AND LEGENDS
E-002 ELECTRICAL - GENERAL NOTES AND LEGENDS
ED101 ELECTRICAL - FIRST FLOOR PLAN - DEMOLITION
ED102 ELECTRICAL - SECOND FLOOR PLAN - DEMOLITION
EP101 ELECTRICAL - FIRST FLOOR PLAN - POWER
EP102 ELECTRICAL - SECOND FLOOR PLAN - POWER
EL101 ELECTRICAL - FIRST FLOOR PLAN - LIGHTING
EL102 ELECTRICAL - SECOND FLOOR PLAN - LIGHTING
LIFE SAFETY
LS101 FIRST FLOOR LIFE SAFETY PLAN - CONSTRUCTION PHASE
LS102 SECOND FLOOR LIFE SAFETY PLAN - CONSTRUCTION PHASE
LS103 FIRST AND SECOND FLOOR PLANS - NEW WORK
STRUCTURAL
S001 GENERAL NOTES & DESIGN DATA
S002 SPECIAL INSPECTIONS
S003 SPECIAL INSPECTIONS
S101 FOUNDATION PLAN
S102 SECOND FLOOR PLAN
S201 ELEVATIONS
S501 TYPICAL FOUNDATION DETAILS
S502 TYPICAL CMU DETAILS
S520 TYPICAL FLOOR DETAILS
PLUMBING
P-001 PLUMBING - GENERAL NOTES AND ABBREVIATIONS
P-002 PLUMBING - SCHEDULE AND LEGEND
PD101 PLUMBING - FIRST FLOOR PLAN - DEMOLITION
PL121 PLUMBING - FIRST FLOOR PLAN - WASTE & VENT
PL122 PLUMBING - SECOND FLOOR PLAN - WASTE & VENT
PL131 PLUMBING - FIRST FLOOR PLAN - WATER
PL132 PLUMBING - SECOND FLOOR PLAN - WATER
G-001
C O
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R
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H E
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M A
B
M A
B
T F
T F
FIRE PROTECTION
F-001 FIRE PROTECTION - GENERAL NOTES AND ABBREVIATIONS
FD101 FIRE ALARM - FIRST FLOOR PLAN - DEMOLITION
FD102 FIRE ALARM - SECOND FLOOR PLAN - DEMOLITION
FA101 FIRE ALARM - FIRST FLOOR PLAN
FA102 FIRE ALARM - SECOND FLOOR PLAN
FX101 FIRE PROTECTION - FIRST FLOOR PLAN - SPRINKLERS
FX102 FIRE PROTECTION - SECOND FLOOR PLAN - SPRINKLERS
F-501 FIRE PROTECTION - DETAILS
F-502 FIRE ALARM - DETAILS
F-601 FIRE ALARM - RISER DIAGRAM
EY101 ELECTRICAL - FIRST FLOOR PLAN - COMMUNICATIONS
EY102 ELECTRICAL - SECOND FLOOR PLAN - COMMUNICATIONS
E-501 ELECTRICAL - DETAILS
E-502 ELECTRICAL - DETAILS
E-503 ELECTRICAL - DETAILS
E-504 ELECTRICAL - DETAILS
E-601 ELECTRICAL - RISERS
E-602 ELECTRICAL - SCHEDULES
E-603 ELECTRICAL - SCHEDULES
E-604 TELECOMMUNICATIONS - RISER DIAGRAM
E-605 ACCESS CONTROLS - RISER DIAGRAM
SOLID WASTE
TRANSFER STATION
FORT BRAGG CANTONMENT
NOT TO SCALE
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PROJECT LOCATION
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CONTRACTOR
STAGING AREA
ACCESS TO
STAGING AREA
THRU SPINE
CORRIDOR
PROJECT
LOCATION
NOTE: ACTUAL STAGING
AREA LOCATION TO BE
COORDINATED W/ THE
GOVERNMENT
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DESIGN CRITERIA – CODES AND SPECIFICATIONS
ALL CONSTRUCTION SHALL COMPLY AS APPROPRIATE WITH THE
FOLLOWING UNIFIED FACILITIES CRITERIA:
1. INTERNATIONAL BUILDING CODE 2015.
2. ACI318-14-BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE.
3. ACI301-16–SPECIFICATIONS FOR STRUCTURAL CONCRETE
FOR BUILDINGS.
4. ANSI/AISC 360-10–SPECIFICATION FOR STRUCTURAL STEEL
BUILDINGS.
5. ASCE/SEI 7-10–MINIMUM DESIGN LOADS FOR BUILDINGS AND
OTHER STRUCTURES.
7. SDI DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS,
AND ROOF DECKS–NO31
8. SDI DIAPHRAGM DESIGN MANUAL THIRD EDITION.
9. SJI STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT
TABLES FOR STEEL JOISTS AND JOISTS GIRDERS 42ND
EDITION 2005.
10. UFC-3-301-01-STRUCTURAL ENGINEERING - 2012.
11. ACI 530-08 BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES.
DESIGN LOADS
DEAD LOAD
THE WEIGHT OF ALL PERMANENT CONSTRUCTION INCLUDING WALLS,
FLOORS, CEILINGS, ROOF CLADDING.
2ND FLOOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 PSF
LIVE LOAD
2ND FLOOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50 PSF STAIR LANDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF
GEOTECHNICAL
THE DESIGN OF FOUNDATIONS IS BASED ON AN ALLOWABLE SOIL
BEARING PRESSURE OF 2,000 PSF.
A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION
AND/OR ADEQUACY OF ALL SUBGRADES, FILLS AND BACKFILLS BEFORE
PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS,
BACKFILLS, ETC.
FOUNDATION DESIGN DATA
ALLOWABLE SOIL BEARING PRESSURE = 2,000 PSF
UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL
WEIGHT AND HAVE THE FOLLOWING MINIMUM 28-DAY COMPRESSIVE
STRENGTHS:
f'c W/C RATIO
FOUNDATIONS . . . . . . . . . . . . . 3,000 PSI 0.51 MAX
SLABS-ON-GRADE . . . . . . . . . . 4,000 PSI 0.45 MAX
SUSPENDED FLOOR SLAB . . . . . . . 3,500 PSI 0.46 MAX
ABBREVIATIONS
ARCH.
B/
BRG.
BOTT.
C/C C.J.
CLR.
COL.
CONC.
CONN.
CONT.
COORD.
CMU
DIM.
DIA.
DIST.
DWGS.
EL.
E.F.
EMBED.
ENG.
E.O.R.
EQ.
E.S.
E.W.
EXP.
EXT.
FABR.
F.F.
FFE
FTG.
GA.
GALV.
ARCHITECT
BOTTOM OF
BEARING
BOTTOM
CENTER-TO-CENTER
CONTROL JOINT
CLEAR
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
COORDINATE
CONCRETE MASONRY UNIT
DIMENSION
DIAMETER
DISTANCE
DRAWINGS
ELEVATION
EACH FACE
EMBEDMENT
ENGINEER
ENGINEER OF RECORD
EQUAL
EACH SIDE
EACH WAY
EXPANSION
EXTERIOR
FABRICATOR
FINISHED FLOOR
FINISHED FLOOR ELEVATION
FOOTING
GAUGE
GALVANIZED
HORIZ.
H.S.
IN.
INFO.
INT.
K
KSI
LLH
LLV
L.W.
MANUF.
MAX.
MECH.
MIN.
PL.
PSF
PSI
QTY
REF.
REINF.
S.F.
SQU.
STL.
S.W.
T/
TYP.
U.N.O.
VCJ
VMCJ
W/
WWF
HORIZONTAL
HEADED STUD
INCHES
INFORMATION
INTERIOR
KIPS
KIPS PER SQUARE INCH
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONG WAYS
MANUFACTURER
MAXIMUM
MECHANICAL
MINIMUM
PLATE
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
QUANTITY
REFERENCE
REINFORCED
STEPPED FOOTING
SQUARE
STEEL
SHORT WAYS
TOP OF
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL CONTROL JOINT
VERTICAL MASONRY CONTROL JOINT
WITH
WELDED WIRE FABRIC
F
E B
PUBLIC WORKS
B
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F
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35% SUBMITTAL
NOT FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
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(9
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(9
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F
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FOR OFFICIAL USE ONLY
100% SUBMITTAL
ISSUED FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
J
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P H
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IC
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D A T A
S001
J W K
J W K
P M R
P M R
GENERAL STRUCTURAL NOTES
01 GENERAL
1. DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLY
SHOWN, PROVIDE DETAILS SIMILAR TO THOSE SHOWN.
2. VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. NOTIFY
CONTRACTING OFFICER OF ANY DISCREPANCY.
3. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR
4. COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL. NOTIFY CONTRACTING OFFICER OF ANY CONFLICT AND/OR OMISSION.
CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE CONTRACTING OFFICER. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL AND PLUMBING DRAWINGS.
5. FOR DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
6. REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE CONTRACTING OFFICER DOES NOT RELIEVE
THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE
SUBMITTAL TO THE CONTRACTING OFFICER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. CONTRACTOR
IS ALSO RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES OF
CONSTRUCTION.
7. ANY BRAND SPECIFIC MATERIALS MAY BE SUBSTITUTED W/ AN EQUIVALENT PRODUCT BY AN ALTERNATE
MANUF. IF APPROVED BY THE ENGINEER OF RECORD, U.N.O.
02 REINFORCED CONCRETE
1. PRIOR TO CASTING FOUNDATIONS, PREPARE THE SITE IN ACCORDANCE WITH PLANS, SPECIFICATIONS
AND REQUIRED COMPACTION.
2. ALL CONCRETE WORK SHALL CONFORM TO ACI 301-05, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. DESIGN IS BASED ON ACI 318-14, BUILDING CODE REQUIREMENTS FOR REINF.
CONCRETE.
3. USE OF CALCIUM CHLORIDE, CHLORIDE IONS OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.
4. CHAMFER OR ROUND ALL EXPOSED CORNERS MINIMUM 3/4".
5. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315-99, DETAILING MANUAL. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT BEGIN FABRICATION UNTIL
SHOP DRAWINGS ARE COMPLETED AND REVIEWED.
6. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.
7. WELDED WIRE FABRIC (MESH) SHALL CONFORM TO ASTM A185 AND SHALL BE PROVIDED IN FLAT SHEETS.
LAP EDGES 3 CROSS WIRES MINIMUM.
8. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED;
STAGGER SPLICES WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") FOR CONTINUOUS REINF.
AND MATCHING DOWELS U.N.O. LAP SPLICES SHALL BE 57 BAR DIAMETERS FOR BARS SMALLER THAN #7
AND 72 BAR DIAMETERS FOR #7 & LARGER.
9. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE:
A. CONCRETE CAST AGAINST EARTH (NOT FORMED) . . 3"
B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER
#6 THROUGH #18 BARS . . . . . . . . . . . . . . . 2"
#5 BARS AND SMALLER . . . . . . . . . . . . . . . 1½"
C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER
SUSPENDED SLABS AND WALLS
#14 THROUGH #18 BARS. . . . . . . . . . . . . . . 1½"
#11 BARS AND SMALLER. . . . . . . . . . . . . . . 1"
BEAMS (STIRRUPS) AND COLUMNS (TIES) . . . . . . . . 1½"
10. DO NOT PLACE PIPES OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS SPECIFICALLY SHOWN AND DETAILED ON STRUCTURAL DRAWINGS. ANY PIPES
SHALL BE BETWEEN THE OUTER HORIZONTAL AND VERTICAL LAYERS OF REINF.
11. DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE
STRUCTURAL ENGINEER.
12. REINFORCE SLAB-ON-GRADE AT ALL PENETRATIONS AND AT RE-ENTRANT CORNERS. PLACE THREE # 3x3'-0 AROUND FLOOR DRAINS. PLACE #4x4'-0" (MIN.) AT RE-ENTRANT CORNERS. HOLD REINFORCING 1"
CLEAR FROM TOP OF CONCRETE.
13. WALLS AND OTHER INTERSECTING ELEMENTS SHALL HAVE CORNER BARS TO PROVIDE CONTINUITY. USE
CRSI STANDARDS OR AS SHOWN ON THE DRAWINGS.
14. FOR CONCRETE PADS, SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.
04 STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC
"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", LATEST EDITION.
2. THIS STRUCTURE IS CONSIDERED A NON-SELF-SUPPORTING BRACED FRAME. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SUPPORTS UNTIL ALL PERMANENT BRACING AND FLOOR SLABS ARE IN
PLACE.
3. COORDINATE WALL AND ROOF OPENINGS WITH ARCHITECTURAL AND MECHANICAL PLANS. PROVIDE
FRAMES AS SHOWN.
4. STRUCTURAL STEEL SHALL COMPLY WITH ASTM A36 AND ASTM A992. CHANNELS SHALL COMPLY WITH ASTM A36 AND ALL OTHER STRUCTURAL SHAPES SHALL COMPLY WITH ASTM A992, 50 KSI YIELD. STEEL TUBES SHALL COMPLY WITH ASTM A500, GRADE B 46 KSI YIELD. MISCELLANEOUS PLATES AND SHAPES
MAY BE ASTM A36.
5. CONNECTION BOLTS SHALL CONFORM TO ASTM A325 (OR F1852 FOR TWIST-OFF TYPE BOLT
ASSEMBLIES), 3/4 INCH DIAMETER MINIMUM, UNLESS NOTED OTHERWISE.
6. ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE. STEEL
FABRICATOR SHALL SUPPLY ANCHOR BOLT LOCATION DRAWINGS.
7. INSTALLATION OF A-325 HIGH STRENGTH BOLTS SHALL COMPLY WITH SECTION 8 OF THE RCSC SPECIFICATIONS FOR STRUCTURAL JOINTS USING A-325 OR A-490 BOLTS (RCSC SSJ.) UNLESS OTHERWISE SPECIFIED, ALL JOINTS SHALL BE "SNUG-TIGHTENED" OR "PRETENSIONED" PER RCSC SSJ.
ALL BOLTS SHALL BE TYPE "X" BEARING TYPE CONNECTIONS EXCLUDED FROM SHEAR PLANE.
8. THE STEEL FABRICATOR SHALL BE THE LICENSED "DELEGATED ENGINEER" RESPONSIBLE FOR DESIGNING ALL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DESIGN DRAWINGS, AND AS SUCH SHALL SIGN AND SEAL DRAWINGS SHOWING DESIGNED CONNECTIONS. PROVIDE CONNECTIONS FOR REACTIONS AS SHOWN ON PLANS. WHERE REACTION IS NOT SHOWN, DESIGN CONNECTION FOR 1/2 THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE MAX. TOTAL UNIFORM LOAD TABLES IN THE AISC
MANUAL OF STEEL CONSTRUCTION.
9. FILLER BEAMS OR JOISTS SHOULD BE SPACED EQUALLY BETWEEN THE COLUMNS IF NOT SPECIFIED
OTHERWISE ON THE DRAWINGS.
10. USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE
ONLY CERTIFIED WELDERS. ALL ELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX.
11. CUTS, BOLTS, COPING, ETC. REQUIRED FOR WORK OR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING HOLES IN STRUCTURAL STEEL MEMBERS IN THE
FIELD WILL NOT BE PERMITTED.
12. SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED.
FIELD CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE
POSSIBLE.
05 METAL DECK
1. FABRICATION AND ERECTION OF STEEL DECKING SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTES (SJI) SPECIFICATION AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK, NON-COMPOSITE STEEL DECK AND STEEL ROOF DECK, AS APPLICABLE TO THIS PROJECT.
2. UNLESS NOTED OTHERWISE, ALL STEEL DECKING SHALL HAVE A GALVANIZED COATING CONFORMING TO
ASTM A653, GRADE 60.
3. WHERE METAL DECK IS REQUIRED TO BE PAINTED, PRIMER SHALL BE EITHER FIELD OR SHOP APPLIED.
THE EXTENT OF THE DECK WHICH IS TO BE PRIMED AND PAINTED IS TO BE COORDINATED WITH
ARCHITECTURAL DRAWINGS AND THE PROJECT PAINT SPECIFICATIONS.
4. PROVIDE DECKING CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING STRUCTURE PERMITS.
5. STEEL DECKING SHALL BE ERECTED IN STRICT COMPLIANCE WITH THE MANUF.'S RECOMMENDATIONS.
ATTACHMENT: REFER TO DETAIL ON S500 SERIES SHEETS FOR TYPICAL METAL DECK ATTACHMENT.
6. OPENINGS IN DECKS:
CONTRACTOR SHALL ENSURE THAT ALL OPENINGS PENETRATING ROOF DECKS ARE SHOWN ON THE SHOP DRAWINGS PRIOR TO SUBMITTING FOR REVIEW. OPENINGS SHALL BE LOCATED TO CLEAR WALLS, STEEL JOISTS OR STEEL BEAMS, AND OPENINGS 12"x12" OR LARGER WILL REQUIRE STRUCTURAL FRAMES. IF OPENINGS REDUCE STRUCTURAL CAPACITY, ADJUST OPENINGS AND ADD STRUCTURAL ELEMENTS OR OTHER MEASURES AS DIRECTED BY CONTRACTING OFFICER'S REPRESENTATIVE. CARE SHALL BE EXERCISED IN CUTTING OPENINGS, WHEN APPROVED, TO PROVIDE A NEAT EDGE, FREE FROM
SPILLS, SHARP FRAGMENTS OR OTHER DEFECTS.
7. FOR CONCRETE SLAB REINFORCING, REFER TO SECTIONS AND DETAILS.
03 MASONRY
1. CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530-05, BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES, ACI 530.1-05, SPECIFICATIONS FOR CONCRETE
MASONRY CONSTRUCTION AND TM-5-809-3, MASONRY STRUCTURAL DESIGN FOR BUILDINGS.
2. PROVIDE NORMAL WEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING
TO ASTM C90, GRADE N, TYPE II.
3. PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f’m = 1,500 PSI.
4. PROVIDE TYPE “S” MORTAR IN ACCORDANCE WITH ASTM C270.
5. VERTICAL REINFORCING SHALL BE HELD IN POSITION WITH BAR POSITIONERS AT TOP OF THE GROUT
POUR AT SPACINGS AS SHOWN ON THE PLANS.
6. PROVIDE FINE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476 WITH MINIMUM 28- DAY COMPRESSIVE STRENGTH OF 2,000 PSI. GROUT SHALL BE FLUID CONSISTENCY, WHICH MEANS AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. GROUT SLUMP SHALL BE 8 TO 10 INCHES. WATER CEMENT RATIO SHALL BE REDUCED AND WATER REDUCERS USED AS REQUIRED TO MAINTAIN SLUMP WHEN PLACED IN LOW ABSORPTION CMU. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST, TYPICALLY WITHIN 10 TO 15 MIN’s. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT 1½” BELOW THE TOP OF THE UPPERMOST UNIT.
7. PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, LADDER TYPE, ZINC COATED, PLACED 16” ON CENTER, UNLESS NOTED OTHERWISE. LADDER RUNGS SHALL BE POSITIONED TO COMPLETELY CLEAR CELL OPENINGS. LAP JOINT REINF. 1 FULL CROSS WIRE SPACING PLUS 2” (18” MIN FOR CROSS WIRE SPACING OF 16” OC), BUT NOT LESS THAN 12”.
8. PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE
ALTERNATE COURSE BELOW.
9. PROVIDE FOUNDATION DOWELS W/ HOOKS SIZED AND SPACED TO MATCH CMU VERTICAL REINFORCING.
DOWELS SHALL LAP WALL VERTICALS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE.
10. LAP SPLICE LENGTHS SHALL BE 48 BAR DIAMETERS.
11. CLEANOUT CELLS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED AT EACH GROUT POUR. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING AND AFTER
INSPECTION.
SHEET LIST
SHEET
NUMBER SHEET NAME
S001 GENERAL NOTES & DESIGN DATA
S002 SPECIAL INSPECTIONS
S003 SPECIAL INSPECTIONS
S101 FOUNDATION PLAN
S102 SECOND FLOOR PLAN
S201 ELEVATIONS
S501 TYPICAL FOUNDATION DETAILS
S502 TYPICAL CMU DETAILS
S520 TYPICAL FLOOR DETAILS
7-12-2018
TMS 602-11/ACI 530.1-11/ASCE 6-11
LEVEL B REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION
VERIFICATION AND INSPECTION
FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA
CONTINUOUS PERIODIC TMS 402/ACI
530/ASCE 5
TMS 602/ACI
530.1/ASCE 6
X ART. 1.5
2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:
A. PROPORTIONS OF SITE-PREPARED
MORTAR
X
ART. 2.1,
2.6A
B. CONSTRUCTION OF MORTAR JOINTS X ART. 3.3B
X ART. 3.4,
3.6A
D. LOCATION OF REINFORCEMENT,
CONNECTORS, PRESTRESSING
TENDONS AND ANCHORAGES
E. PRESTRESSING TECHNIQUE X ART. 3.6B
C. GRADE AND SIZE OF PRESTRESSING
TENDONS AND ANCHORAGES
X ART. 2.4B,
2.4H
4. VERIFY DURING CONSTRUCTION:
A. SIZE AND LOCATION OF STRUCTURAL
ELEMENTS.
X ART. 3.3F
B. TYPE, SIZE AND LOCATION OF
ANCHORS, INCLUDING OTHER DETAILS
OF ANCHORAGE OF MASONRY TO
STRUCTURAL MEMBERS, FRAMES, OR
OTHER CONSTRUCTION.
X
SEC. 1.16.4.3,
1.17.1
C. WELDING OF REINFORCING BARS.
D. PREPARATION, CONSTRUCTION AND
PROTECTION OF MASONRY DURING
COLD WEATHER (TEMPERATURE
BELOW 40* F (4.4 C)) OR HOT WEATHER
(TEMPERATURE ABOVE 90* F (32.2 C)).
X
ART. 1.8C,
1.8D
X
SEC. 2.1.7.7.2,
3.3.3.4 (c),
8.3.3.4 (b)
E. APPLICATION AND MEASUREMENT OF
PRESTRESSING FORCE
X ART. 3.6B
3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:
A. GROUT SPACE X ART. 3.2D, 3.2F
C. PLACEMENT OF REINFORCEMENT,
CONNECTORS, AND PRESTRESSING
TENDONS AND ANCHORAGE
X SEC. 1.16
X ART. 2.6B,
2.4G.1.b
D. PROPORTIONS OF SITE- PREPARED
GROUT AND PRESTRESSING GROUT
FOR BONDED TENDONS
ART. 3.2E,
3.4, 3.6A
1. VERIFY COMPLIANCE WITH THE APPROVED
SUBMITTALS
F. PROPERTIES OF THIN-BED MORTAR
FOR AAC MASONRY
X ART. 2.1CX —
B. GRADE, TYPE, AND SIZE OF
REINFORCEMENT AND ANCHOR BOLTS,
AND PRESTRESSING TENDONS AND
ANCHORAGES
X SEC. 1.16 ART. 2.4,
3.4
X ART. 3.3BE. CONSTRUCTION OF MORTAR JOINTS ——
F. PLACEMENT OF GROUT AND
PRESTRESSING GROUT FOR BONDED
TENDONS IS IN COMPLIANCE
X ART. 3.5,
3.6C
G. PLACEMENT OF AAC MASONRY UNITS
AND CONSTRUCTION OF THIN-BED
MORTAR JOINTS
X ART.
3.3B.8
X —
5.. OBSERVE PREPARATION OF GROUT
SPECIMENS, MORTAR SPECIMENS,
AND/OR PRISMS:
ART. 1.4B.2.a.3, 1.4B.2.b.3, 1.4B.2.c.3, 1.4B.3, 1.4B.4
—X
MINIMUM TESTS
VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH ARTICLE 1.5 B.1.b.3 FOR SELF-CONSOLIDATING GROUT
VERIFICATION OF f'm AND f'aac IN ACCORDANCE WITH ARTICLE 1.4B PRIOR TO CONSTRUCTION, EXCEPT WHERE
SPECIFICALLY EXEMPTED BY THE CODE.
1. INSPECTION OF REINFORCING STEEL,
INCLUDING PRESTRESSING TENDONS, AND
PLACEMENT.
NOTES:
FOR SI: 1 INCH = 25.4 mm.
a. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.
b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE
ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL
PRIOR TO THE COMMENCEMENT OF THE WORK.
2. INSPECTION OF REINFORCING STEEL
WELDING IN ACCORDANCE WITH TABLE
1705.2.2, ITEM 2B.
3. INSPECTION OF ANCHORS CAST IN
CONCRETE WHERE ALLOWABLE LOADS
HAVE BEEN INCREASED OR WHERE
STRENGTH DESIGN IS USED
4. INSPECTION OF ANCHORS POST INSTALLED
IN HARDENED CONCRETE MEMBERS.
5. VERIFYING USE OF REQUIRED DESIGN MIX.
6. AT THE TIME FRESH CONCRETE IS
SAMPLED TO FABRICATE SPECIMENS FOR
STRENGTH TESTS,PERFORM SLUMP AND
AIR CONTENT TESTS, AND DETERMINE THE
TEMPERATURE OF THE CONCRETE.
7. INSPECTION OF CONCRETE AND
SHOTCRETE PLACEMENT FOR PROPER
APPLICATION TECHNIQUES.
8. INSPECTION FOR MAINTENANCE OF
SPECIFIED CURING TEMPERATURE AND
TECHNIQUES.
9. INSPECTION OF PRESTRESSED CONCRETE:
10. ERECTION OF PRECAST CONCRETE
MEMBERS.
11. VERIFICATION OF IN-SITU CONCRETE
STRENGTH, PRIOR TO STRESSING OF
TENDONS IN POST TENSIONED CONCRETE
AND PRIOR TO REMOVAL OF SHORES AND
FORMS FROM BEAMS AND STRUCTURAL
SLABS.
12. INSPECT FORMWORK FOR SHAPE,
LOCATION AND DIMENSIONS OF THE
CONCRETE MEMBER BEING FORMED.
X ACI 318: 3.5, 7.1-7.7 1910.4
AWS D1.4
ACI 318: 3.5.2
ACI 318:
8.1.3, 21.2.8 1908.5, 1909.1
X
ACI 318: 3.8.6,
8.1.3, 21.2.8 1909.1
X ACI 318: CH. 4,
5.2-5.4
1904.2, 1910.2, 1910.3
X
ASTM C 172
ASTM C 31
ACI 318: 5.6, 5.8
1910.10
X ACI 318: 5.9, 5.10
1910.6, 1910.7, 1910.8
X ACI 318: 5.11-5.13 1910.9
X ACI 318: CH 16
X ACI 318: 6.1.1
X ACI 318: 6.2
X
CONTINUOUS PERIODIC REFERENCE
STANDARD
IBC
REFERENCE
VERIFICATION AND INSPECTION
FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA
IBC - TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
B. GROUTING OF BONDED PRESTRESSING
TENDONS IN THE SEISMIC-FORCE-
RESISTING SYSTEM.
A. APPLICATION OF PRESTRESSING FORCES.
—X ACI 318:18.20
—X ACI 318: 18.18.4
IBC - TABLE 1705.6
REQUIRED VERIFICATION AND INSPECTION OF SOILS
VERIFICATION AND INSPECTION TASK
CONTINUOUS DURING
TASK LISTED
PERIODICALLY DURING
TASK LISTED
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE
ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH
AND HAVE REACHED PROPER MATERIAL.
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED
FILL MATERIALS.
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT
THICKNESSES DURING PLACEMENT AND COMPACTION OF
COMPACTED FILL.
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE
SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED
PROPERLY.
— X
— X
— X
— X
X —
SPECIAL INSPECTION NOTES:
1. THE STRUCTURAL ENGINEER (STANTEC) IS NOT RESPONSIBLE FOR INSPECTIONS
AND TESTINGS. OWNER SHALL PROVIDE OR COORDINATE TO GENERAL
CONTRACTOR TO CARRY IN THEIR CONTRACT. STANTEC CAN PROVIDE AS AN
ADDITIONAL SERVICE.
2. THE GENERAL CONTRACTOR'S TESTING LABORATORY SHALL PROVIDE SPECIAL
INSPECTION SERVICES IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE
FOR THE FOLLOWING ITEMS LISTED ON THESE SHEETS. ONLY INSPECTIONS AND
TESTS ARE REQUIRED FOR THE APPLICABLE MATERIALS ON THE PROJECT.
AISC - TABLE N6.1
INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT
CONTINUOUS PERIODIC
PLACEMENT AND INSTALLATION OF STEEL DECK
INSPECTION TASKS AFTER BOLTING
FREQUENCY OF INSPECTION
—X
PLACEMENT OF STEEL HEADED STUD ANCHORS —X
DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS —X
IBC - TABLE 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
CONTINUOUS PERIODIC REFERENCE
STANDARD
IBC
REFERENCE
1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:
A. FOR OTHER STEEL, IDENTIFICATION
MARKINGS TO CONFORM TO ASTM
STANDARDS SPECIFIED IN THE
APPROVED CONSTRUCTION
DOCUMENTS.
X
APPLICABLE ASTM
MATERIAL
STANDARD
X
1) FLOOR AND ROOF DECK WELDS. X AWS D1.3
B. REINFORCING STEEL:
1) VERIFICATION OF WELDABILITY OF
REINFORCING STEEL OTHER
THAN ASTM A 706.
2) REINFORCING STEEL RESISTING
FLEXURAL AND AXIAL FORCES IN
INTERMEDIATE AND SPECIAL
MOMENT FRAMES, AND BOUNDARY
ELEMENTS OF SPECIAL
STRUCTURAL WALLS OF CONCRETE
AND SHEAR REINFORCEMENT.
3) SHEAR REINFORCEMENT.
4) OTHER REINFORCING STEEL.
AWS D1.4 ACI
318: SECTION
3.5.2
X
X
X
X
VERIFICATION AND INSPECTION
FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA
B. MANUFACTURER’S CERTIFIED TEST
REPORTS.
2. INSPECTION OF WELDING:
A. COLD-FORMED STEEL DECK:
F
E B
PUBLIC WORKS
B
C
D
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F
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2 3 4 5 6 7 8 9 101
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NOT FOR
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FOR OFFICIAL USE ONLY
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100% SUBMITTAL
ISSUED FOR
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FOR OFFICIAL USE ONLY
J
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AISC - TABLE N5.6-1
INSPECTION TASKS PRIOR TO BOLTING
CONTINUOUS PERIODIC
MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTNER MATERIALS
INSPECTION TASKS PRIOR TO BOLTING
FREQUENCY OF INSPECTION
—X
FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS X—
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT
LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR)
X—
PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL X—
CONNECTION ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE
CONDITION AND OLE PREPARATION, IF SPECIFIED, MEET APPLICABLE
REQUIREMENTS
X—
PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL
OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND ETHODS USED
X—
X—
PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER
FASTENER COMPONENTS
AISC - TABLE N5.6-2
INSPECTION TASKS DURING BOLTING
CONTINUOUS PERIODIC
FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND
WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED
INSPECTION TASKS DURING BOLTING
FREQUENCY OF INSPECTION
X—
JOINTBROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING
OPERATION
X—
FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM
ROTATING
X—
FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC
SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM MOST RIGID POINT
TOWARD THE FREE EDGES
X—
AISC - TABLE N5.6-3
INSPECTION TASKS AFTER BOLTING
CONTINUOUS PERIODIC
DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS
INSPECTION TASKS AFTER BOLTING
FREQUENCY OF INSPECTION
—X
AISC - TABLE N5.4-1
INSPECTION TASKS PRIOR TO WELDING
CONTINUOUS PERIODIC
WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE
INSPECTION TASKS PRIOR TO WELDING
FREQUENCY OF INSPECTION
—X
MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE —X
MATERIAL INDENTIFICATION (TYPE/GRADE) X—
WELDER IDENTIFICATION SYSTEM X—
FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)
- JOINT PREPARATION
- DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)
- CLEANLINESS (CONDITION OF STEEL SURFACES)
- TACKING (TACK WELD QUALITY AND LOCATION)
- BACKING TYPE AND FIT (IF APPLICABLE)
X—
CONFIGURATION AND FINISH OF ACCESS HOLES X—
FIT-UP OF FILLET WELDS
- DIMENSIONS (ALIGNMENT, GAPS AT ROOT)
- CLEANLINESS (CONDITION OF STEEL SURFACES)
- TACKING (TACK WELD QUALITY AND LOCATION)
X—
AISC - TABLE N5.4-2
INSPECTION TASKS DURING WELDING
CONTINUOUS PERIODIC
USE OF QUALIFIED WELDERS
INSPECTION TASKS DURING WELDING
FREQUENCY OF INSPECTION
X—
CONTROL AND HANDLING OF WELDING CONSUMABLES
- PACKAGING
- EXPOSURE CONTROL
X—
NO WELDING OVER CRACKED TACK WELDS X—
ENVIRONMENTAL CONDITIONS
- WIND SPEED WITHIN LIMITS
- PRECIPITATION AND TEMPERATURE
X—
WPS FOLLOWED
- SETTINGS ON WELDING EQUIPMENT
- TRAVEL SPEED
- SELECTED WELDING MATERIALS
- SHIELDING GAS TYPE/FLOW RATE
- PREHEAT APPLIED
- INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)
- PROPER POSITION (F,V,H,OH)
X—
WELDING TECHNIQUES
- INTERPASS AND FINAL CLEANING
- EACH PASS WITHIN PROFILE LIMITATIONS
- EACH PASS MEETS QUALITY REQUIREMENTS
X—
AISC - TABLE N5.4-3
INSPECTION TASKS AFTER WELDING
CONTINUOUS PERIODIC
WELDS CLEANED
INSPECTION TASKS AFTER WELDING
FREQUENCY OF INSPECTION
X—
SIZE, LENGTH, AND LOCATION OF WELDS —X
WELDS MEET VISUAL ACCEPTANCE CRITERIA
- CRACK PROHIBITION
- WELD/BASE-METAL FUSION
- CRATER CROSS SECTION
- WELD PROFILES
- WELD SIZE
- UNDERCUT
- POROSITY
—X
ARC STRIKES —X
k-AREA
—XBACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)
—X
—XREPAIR ACTIVITIES
—XDOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER
SPECIAL INSPECTION NOTES:
1. THE STRUCTURAL ENGINEER (STANTEC) IS NOT RESPONSIBLE FOR INSPECTIONS
AND TESTINGS. OWNER SHALL PROVIDE OR COORDINATE TO GENERAL
CONTRACTOR TO CARRY IN THEIR CONTRACT. STANTEC CAN PROVIDE AS AN
ADDITIONAL SERVICE.
2. THE GENERAL CONTRACTOR'S TESTING LABORATORY SHALL PROVIDE SPECIAL
INSPECTION SERVICES IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE
FOR THE FOLLOWING ITEMS LISTED ON THESE SHEETS. ONLY INSPECTIONS AND
TESTS ARE REQUIRED FOR THE APPLICABLE MATERIALS ON THE PROJECT.
F
E B
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N E
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IN
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H
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-3
(9
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(9
-7
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A X
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IC
E N
S E
F
-0
FOR OFFICIAL USE ONLY
100% SUBMITTAL
ISSUED FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
J
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T H
C A
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IN
A
S P E C
IA
L
IN
S P E C T
IO
N S
S003
J W K
J W K
P M R
P M
1. EXISTING SLAB ON GRADE SHALL BE DEMOLISHED AS REQ'D TO INSTALL NEW
FOUNDATIONS AND COLUMNS. SLAB SHALL BE PATCHED BACK TO MATCH EXISTING.
INSTALL ON VAPOR BARRIER W/ CAPILLARY WATER BARRIER.
2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, AND
ELEVATIONS BEFORE STARTING WORK. NOTIFY CONTRACTING OFFICER OF ANY
DISCREPANY.
3. NEW FTG SHALL MATCH EXISTING FTG ELEV.
4. PROVIDE (2) #4 X 4'-0" AT ALL SLAB REENTRANT CORNERS, PLACED DIAGONALLY TO
CORNER.
FOUNDATION NOTES:
FOUNDATION LEGEND:
= EXISTING CMU WALL
= T/FTG.
= 6'-0" x 6'-0" x 1'-4" PAD FTG.
W/ (5) #6 BARS E.W. BOTT.
= 2'-0" x 6'-0" x 1'-0" PAD FTG.
W/ (2) #5 BARS L.W. TOP & BOTT.
#5 BARS AT 12" C/C S.W. TOP & BOTT.
= 2'-0" x 5'-0" x 0'-10" PAD FTG.
W/ (2) #5 BARS L.W. BOTT. &
#5 BARS AT 12" C/C S.W. BOTT.
T/FTG.
F6.0
F2.0 x 6.0
F2.0 x 5.0
S201
23.5
N.8 M.5N.3
21.7
0'-9" 13'-9" 7'-0" 13'-4" 7'-5" 2'-0"
22.4
23.4
21.6
M.7
21.3
N.6N.7 N.9
EXISTING STEEL
COLUMN, TYP.
EXISTING STEEL
COLUMN, TYP.
EXISTING STEEL
COLUMN, TYP.
F6.0
6' -0
6' -0
S501
T/FTG. 0'-0"
NEW FTG.,
SAW-CUT EXISTING
SLAB & FOUNDATION
HSS5X5X1/4
HSS5X5X1/4
HSS5X5X1/4
EXISTING STRIP
FOOTING
EXISTING STRIP
FOOTING
NEW FTG.,
SAW-CUT EXISTING
SLAB & FOUNDATION
EXISTING PAD
FOOTING, TYP.
NEW FTG.,
SAW-CUT EXISTING
SLAB & FOUNDATION
EXISTING PAD
FOOTING, TYP.
EXISTING PAD
FOOTING, TYP.
EXISTING CMU WALL AND
PERIMETER FOUNDATION, TYP.
OPENING
19'-8" NEW WALL
EXISTING WALL
OPENING
EXISTING 8"
CMU WALL
T/FTG. 0'-0"
T/FTG. -2'-8"
NEW
NEWNEW
SAW-CUT
EXISTING
SLAB 4'-11"
S501
2'-0" 2'-0"
T/FTG. -2'-8"
F2.0 x 6.0 F2.0 x 6.0
F2.0 x 5.0
S501
S501
SIM
EXISTING PAD
FOOTING, TYP.
7' -9
2'
-5
'-3
'-3
1"
EXISTING STEEL
COLUMN, TYP.
3' -4
/4
4'
-8
/1
6" EXISTING
STAIRS
T/FTG. 0'-0"
NEW HSS 4X4X1/4
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IO
N
P L A N
S101
J W K
J W K
P M R
P M R
1/4" = 1'-0"S101
1 FOUNDATION PLAN
0 2' 4' 8'
SCALE: 1/4" = 1'-0"
FLOOR FRAMING SHEET NOTES:
1. TOP OF STEEL BEAMS SHALL BE 12'-0" U.N.O.
2. FLOOR DECK SHALL BE 3" - 20 GAUGE COMPOSITE METAL DECK W/ 3.5" CONC. FOR
TOTAL OF 6 1/2" THICKNESS W/ 1.4 X 1.4 WWF IN 6"x6" PATTERN.
3. SHORE COMPOSITE DECK UNTIL THE CONCRETE HAS REACHED 75 PERCENT OF
ITS SPECIFIED STRENGTH.
4. DECK ANGLE-SEE SECTIONS SHEET S-520.
5. PROVIDE WELDED STUDS, Fu = 65 ksi, FOR COMPOSITE BEAMS, SEE PLAN FOR
QUANTITY. PROVIDE (5) MIN. IF NONE SHOWN UNLESS NOT SUPPORTING SLAB.
6. SEE PLAN FOR ALLOWABLE BEAM REACTIONS. DO NOT DESIGN CONNECTION FOR
LESS THAN 10 KIPS.
7. CONTRACTOR OPTION: STEEL FABRICATOR TO DESIGN SPLICE AT MID-SPAN
OF FLOOR AND GIRDER BEAMS. FABRICATOR SHALL DESIGN SPLICE CONNECTION
FOR MAXIMUM ALLOWABLE BEAM MOMENT AND SHEAR CAPACITY.
FLOOR FRAMING LEGEND:
D.E.
= INDICATES DECK DIRECTION
= INDICATES DECK EDGE DIMENSION
= EXISTING CMU WALL
W12X19 (18) C=3/4"
BEAM SIZE
CAMBER
No. OF 3/4" DIAM. X 5 1/2"
SHEAR STUDS
FLOOR BEAM LEGEND
UNFACTORED
BEAM REACTION
8K 8K
S201
23.5
N.8 M.5N.3
21.7
22.4
23.4
21.6
M.7
21.3
N.6N.7 N.9
T/ SLAB 12'-6 1/2"
T/ STEEL 12'-0"
NEW STAIRS BY
STEEL FABR.,
SEE ARCH
1' -7
/8
D .E
D.E.
1'-0"
D.E.
0'-11 1/2"
D.E.
0'-10"
D .E
8' -4
D .E
4' -0
W
X
8)
W
X
8)
W
X
8)
W
X
8)
W
X
8)
W12X19 (8,3,10)
W
X
8)
W12X19 (8,3,8,2)
W
X
8)
W
X
8)
W
X
W12X26
W
X
9)
W10X12
W10X12
W
X
7)
0'-9" 13'-9" 7'-0" 13'-4" 7'-5" 2'-0"
3' -4
/4
4'
-8
/1 6"
W
X
W
X
5)
W
X
7)
6'-11" 6'-11" 6'-11"
W
X
7)
W
X
7)
W
X
7)
OPENING
4'-0" NEW WALL
W10X12 (1,6,3,6) W10X12 (5,3,6,1)
1'-0"
S520
S520
S520
S520
S520
SIM
S520
W
X
7)
6'-5"8'-5"4'-6"
T/ STEEL 12'-0"
S520
SIM
W
X12
W8X10
S520
S520
SIM
W
X
S520
S520
S520
T/ SLAB 12'-6 1/2"
6K 10 K
6K10 K
K
K
K
6K 10 K
6K10 K
K
K
K
6K 10 K
6K
K
K
K
K19K 26K 21K 19K
6K
K
6K
K
K
K
K
15K 10K 11K 15K
19K 10K
3K 6K 7K
5K 4K
7K6K3K 5K
2K 2K
4K 5K
CONTRACTOR OPTION:
STEEL FABRICATOR
DESIGN BEAM SPLICE
AT MIDSPAN OF FLOOR
AND GIRDER BEAMS.
SEE SHEET NOTE #7.
7' -9
2'
-5
'-3
'-3
1"
4'-11"
W
X
8)
W
X
8)
6'-11" 6'-11" 6'-11"
EXISTING STL.
COLUMN, TYP.
(5) #5 BARS x 8'-0" CENTERED
OVER GIRDER (EVENLY SPACED),
1 1/2" CLR. FROM T/SLAB
S520
S520
SIM
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S E C O N D
F L O O R
P L A N
S102
J W K
J W K
P M R
P M R
1/4" = 1'-0"S102
2 SECOND FLOOR
1. REFER TO DETAIL 1/S503 FOR REINFORCEMENT REQUIREMENTS AT NEW OPENINGS.
2. REFERENCE ARCHITECTURAL SHEETS FOR OPENING DIMENSIONS AND ELEVATIONS.
ELEVATION NOTES:
FOUNDATION PLAN
0'-0"
N.8 N.3
SECOND FLOOR
12'-6 1/2"
M.7N.6N.7 N.9
0'-9" 13'-9" 7'-0" 13'-4" 7'-5"
NEW STAIR LANDING
EXISTING
STL. COL.
EXISTING
OPNG.
NEW OPENING
5'-4" +/- REF. ARCH.
NEW OPENING
5'-4" +/- REF. ARCH.
R E
F A
R C
H
'-0
NEW OPENING
4'-0" +/- REF. ARCH.
NEW OPENING
5'-4" +/- REF. ARCH.
'-4
R E
F A
R C
H
'-0
NEW OPENING
19'-8" +/- REFER TO ARCH.
R E
F A
R C
H
'-4
EXISTING
FOUNDATION
EXISTING
CMU WALL
T/OPNG.
SEE ARCH.
T/OPNG.
SEE ARCH.
NEW STAIR FRAMING
S502
S502
ISOMETRIC VIEW IS FOR GENERAL REFERENCE ONLY
AND SHALL NOT BE USED FOR CONSTRUCTION,
BIDDING, OR ESTIMATING PURPOSES. 1
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S201
J W K
J W K
P M R
P M R
1/4" = 1'-0"S201
1 SOUTH ELEVATION
0 2' 4' 8'
SCALE: 1/4" = 1'-0"
NOT TO SCALES201
2 ISOMETRIC VIEW
NEW STEEL
COLUMN,
SEE PLAN
SAW-CUT EXISTING
SLAB, TYP.
EPOXY
DOWEL
#3 LUBRICATED SMOOTH
DOWEL x 12" LONG WITH
CAP, AT 12" C/C PLACED
AT SLAB MID-DEPTH
T
AT T/4, TYP.
1/8" SAW CUT FILL W/ SELF-LEVELING
SEALANT PER ASTM C290,
GRADE P, CLASS 25
RE-COMPACTED
FILL
± 2" GROUT
T/EXISTING
SLAB
12"x12"x3/4" B.P.
W/ (4) 3/4" Ø A.B.
(8" MIN. EMBEDMENT)
TYP.
1 1/2"
TYP.
8"
TYP.
4"
CONC. FTG.,
SEE PLANEXISTING
CONC. SLAB
0' -1
0"
2'-0" (2) #4 BARS LONG WAYS,
CONTINUOUS
#4 BARS SHORT WAYS
AT 12" C/C
STAIR COLUMN,
SEE PLAN
#3 LUBRICATED SMOOTH
DOWEL x 12" LONG WITH
CAP, AT 12" C/C PLACED
AT SLAB MID-DEPTH
4", TYP.
T
AT T/4, TYP.
1/8" SAW-CUT
SAW-CUT
EXISTING
SLAB, TYP.
EPOXY
DOWEL
CONC. FTG.,
SEE PLAN
T/EXISTING
SLAB
FILL W/ SELF-LEVELING
SEALANT PER ASTM C290,
GRADE P, CLASS 25
± 2" GROUT
12"x12"x5/8" B.P.
W/ (4) 5/8" Ø A.B.
(6" MIN. EMBEDMENT)
RE-COMPACTED FILL
TYP.
1 1/2"
EPOXY DOWEL
1'-0"
AT T/4, TYP.
1/8" SAW-CUT FILL W/ SELF-LEVELING
SEALANT PER ASTM C290,
GRADE P, CLASS 25
T/EXISTING
SLAB
#3 LUBRICATED SMOOTH
DOWEL x 12" LONG WITH
CAP, AT 12" C/C PLACED
AT SLAB MID-DEPTH
4", TYP.
T/FTG.
SEE PLAN
CONC. FTG.,
SEE PLAN
GROUT
SOLID
EXISTING
FOUNDATION
EXISTING
CMU WALL
NEW STEEL
COLUMN,
SEE PLAN
1/2" EXP. JNT.
COAT COL. BELOW GRADE
W/ BLACK ASPHALTIC PAINT
10"x14"x3/4" B.P.
W/ (4) 3/4" Ø A.B.
EPOXY DOWELED W/
8" MIN. EMBEDMENT
4" CAPILLARY WATER
BARRIER W/ 10 MIL MIN.
VAPOR BARRIER
± 2" GROUT
RE-COMPACTED
FILL
CONCRETE COVER
3" MIN AT BASE PL./
ANCHOR BOLTS
EPOXY DOWEL,
12" MIN. EMBED.
REPLACEMENT SLAB W/ ONE
LAYER OF WWF, 6"x6"-W1.4xW1.4
IN TOP 1/3 OF SLAB
TYP.
1 1/2"
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S501
J W K
J W K
P M R
P M R
1" = 1'-0"S501
1 INTERIOR COLUMN FOOTING
1 1/2" = 1'-0"S501
2 FOUNDATION AT STAIR POSTS
0 0'-6" 1' 2'
SCALE: 1" = 1'-0"
0 0'-4" 0'-8" 1'-4"
SCALE: 1 1/2" = 1'-0"
1" = 1'-0"S501
3 FTG. SECTION AT EXISTING FOUNDATION
MAX OPENING
SPAN
MAX
WIDTH
NEW CMU WALL OPENING SCHEDULE
8'-0"
ADDED HORIZONTAL
REINF. U.N.O.
DEPTH OF FULLY
GROUTED CELLS
ADDED VERTICAL REINF. MIN. BEARING ON ADJACENT
FULLY GROUTED CELLS
24" N/A (2) #5 BOTT., (1) #5 TOP 16"
HORIZ. SAWCUTS TO ADD
REINFORCEMENT
NOTES:
1. VERIFY ALL CMU OPENINGS W/ ARCHITECT DWG'S.
VERTICAL REINF.,
SEE SCHEDULE
SEE SCHEDULE FOR ADDED
BOTTOM REINFORCEMENT
6'-0" 8" 16" N/A (1) #5 BOTT., (1) #5 TOP 8"
8"
SEE SCH.
20'-0" 64" N/A (2) #6 BOTT., (2) #5 TOP 32"8"
CMU TO REMAIN
CMU TO BE REMOVED
ONCE HEADER AND
JAMBS ARE REINFORCED
AND GROUTED SOLID
GROUT ACCESS HOLES
8" CMU
O F
F U
LL
Y
G R
O U
T E
D C
E
LL
S
S E
E S
C H
. F O
R D
E P
T H
SEE SCHEDULE FOR ADDED
TOP REINFORCEMENT
1 3 4
EXISTING FOOTING
FOR 8" CMU: PROVIDE (1) #6
VERTICAL AT EACH CELL NEW CMU WALL OPENING
REMOVE AFTER EXISTING WALL
IS REINFORCED AND GROUTED
SOLID
EXISTING SLAB ON GRADE
EPOXY DOWEL 4"
INTO FOOTING
CMU WALL ELEVATION
REFER TO ARCH.
REFER TO SCHEDULE
REFER TO PLANS AND ARCH.
G R
O U
T E
D C
E
LL
S D
E P
T H
O F
F U
LL
Y
FILL WITH CONCRETE TO
MATCH EXISTING
S E
E S
C H
E D
U L
E
TOP HORIZ.
REINF., SEE SCH.
BOTT. HORIZ. REINF.,
SEE SCHEDULE
F
E B
PUBLIC WORKS
B
C
D
E
F
G
2 3 4 5 6 7 8 9 101
A
A N
S I D
SHEET ID
M A
R K
D A
T E
D E
S C
R
IP
T
IO
N
35% SUBMITTAL
NOT FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E
D A
T E
F
IL
E N
A M
E
S O
L
IC
IT
A
T
IO
N N
O
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T
E D
B Y
C O
N T
R A
C T
N O
C A
T E
G O
R Y
C O
D E
D E
P A
R T
M E
N T
O F
T H
E A
R M
Y F
O R
T B
R A
G G
N
O R
T H
C A
R O
L
IN
A D
IR
E
C T
O R
A T
E O
F P
U B
L
IC
W O
R K
S
BRAGG
J
O N
E S
F R
A N
K L
IN
R D
S
T E
R A
L E
IG
H
N
C
-3
(9
-6
(9
-7
F
A X
L
IC
E N
S E
F
-0
FOR OFFICIAL USE ONLY
100% SUBMITTAL
ISSUED FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
J
U L Y
R E
N O
V A
T E
P H
Y S
IC
A
L T
H E
R A
P Y
A R
E A
B
U
IL
D
IN
G O
M
S
O T
F F
O R
T B
R A
G G
N
O R
T H
C A
R O
L
IN
A
T Y P
IC
A L
C M U
D E T A
IL
S
S502
J W K
J W K
P M R
P M R
1" = 1'-0"S502
1 EXISTING CMU WALL OPENING DETAIL
0 0'-6" 1' 2'
SCALE: 1" = 1'-0"
GROUT ACCESS HOLES
STL. BEAM,
SEE PLAN
SHEAR PLATE
BY STL. FABR.
EXISTING CMU
GROUT SOLID
CONC. DECK,
SEE PLAN
4" x 6 1/2" x 1/4"
BENT PLATE, LLV
CONTINUOUS
T/SLAB
SEE PLAN
STUD,
SEE PLAN
16"x16"x1/2" PLATE W/ (9) 3/4" Ø x 6"
EXP. ANCHORS
CELLS GROUTED
SOLID ADJACENT
TO PLATE
GROUT SOLID
12" MIN.
16"x16"x1/2" PLATE W/ (9) 3/4" Ø x 6"
EXP. ANCHORS
STEEL BEAM,
SEE PLAN
ELEVATION VIEW
NOTE: CONCRETE
DECK NOT SHOWN
FOR CLARITY
2" 6"
6" 2"
2" 6" 6" 2"
1 1/2"
STL. BEAM,
SEE PLAN
EXISTING CMU
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STUD,
SEE PLAN
8" MIN. x 24" MIN. CONC.
BEARING (3500 PSI MIN.),
EXTEND TO CORNER
FULLY GROUTED
CMU BELOW
5"x3"x1/2"x6" EACH SIDE
LLV SHOP WELDED (BEAM
BEARING ANGLES OR
APPROVED EQUAL)
3/8" STIFFENER
1/4 5/8"x8"x12"
BEARING PLATE
W/ (3) 3/4 Ø x 6"
HEADED STUDS
(2) #5 BARS
CON'T.
COMPOSITE METAL
DECK, SEE PLAN
SHEAR PLATE
BY STL. FABR.
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STUD,
SEE PLAN
STEEL BEAM,
SEE PLAN
T/STL.
SEE PLAN
SHEAR PLATE
BY STL. FABR.
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STEEL COLUMN,
SEE PLAN
T/STL.
SEE PLAN
STEEL BEAM,
SEE PLAN
EXISTING
CMU WALL
8" x 6 1/2" x 1/4"
BENT PLATE, LLH
CONTINUOUS
5/8"Ø x 6" EXP.
ANCHOR AT 24" C/C,
GROUT CELLS SOLID
AS REQUIRED
STUD,
SEE PLAN
STEEL BEAM,
SEE PLAN
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STEEL BEAM,
SEE PLAN
T/STL.
SEE PLAN
5/8"Ø x 6" EXP. ANCHOR
AT 24" C/C, GROUT CELLS
SOLID AS REQUIRED
EXISTING
CMU WALL
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STEEL BEAM,
SEE PLAN
T/STL.
SEE PLAN
1/
2"
D.E.
SEE PLAN
1/4" CON'T.
BENT PLATE
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STEEL BEAM,
SEE PLAN
T/STL.
SEE PLAN
1/4" CON'T.
BENT PLATE
SHEAR PLATE
BY STL. FABR. STL. COLUMN,
SEE PLAN
MC12 STAIR STRINGER
BY SPECIALTY ENGINEER
NOTES:
1. COORDINATE STAIRS WITH ARCHITECTURAL.
SHEAR PLATE
BY STL. FABR.
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
STUD,
SEE PLAN
T/STL.
SEE PLAN
W12 BEAMW12 BEAM
SPLICE PLATES
BY STL. FABR.
DESIGN CONNECTION
FOR BEAM MAX.
SHEAR & MOMENT
CAPACITY
EXISTING CMU
COLUMN WRAP
EXISTING CMU
COLUMN WRAP
E X
IS
T
IN
G
S T
L.
C
O
LU
M N
STEEL BEAM,
SEE PLAN
CONC. DECK,
SEE PLAN
T/SLAB
SEE PLAN
SHEAR PLATE BY
STL. FABR.
SAW-CUT EXISTING CMU,
REPAIR AS REQ'D TO ORIGINAL
FORM AFTER BEAM INSTALLATION
T/STL.
SEE PLAN
F
E B
PUBLIC WORKS
B
C
D
E
F
G
2 3 4 5 6 7 8 9 101
A
A N
S I D
SHEET ID
M A
R K
D A
T E
D E
S C
R
IP
T
IO
N
35% SUBMITTAL
NOT FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E
D A
T E
F
IL
E N
A M
E
S O
L
IC
IT
A
T
IO
N N
O
D E
S
IG
N E
D B
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S
IZ
E
S U
B M
IT
T
E D
B Y
C O
N T
R A
C T
N O
C A
T E
G O
R Y
C O
D E
D E
P A
R T
M E
N T
O F
T H
E A
R M
Y F
O R
T B
R A
G G
N
O R
T H
C A
R O
L
IN
A D
IR
E
C T
O R
A T
E O
F P
U B
L
IC
W O
R K
S
BRAGG
J
O N
E S
F R
A N
K L
IN
R D
S
T E
R A
L E
IG
H
N
C
-3
(9
-6
(9
-7
F
A X
L
IC
E N
S E
F
-0
FOR OFFICIAL USE ONLY
100% SUBMITTAL
ISSUED FOR
CONSTRUCTION
FOR OFFICIAL USE ONLY
J
U L Y
R E
N O
V A
T E
P H
Y S
IC
A
L T
H E
R A
P Y
A R
E A
B
U
IL
D
IN
G O
M
S
O T
F F
O R
T B
R A
G G
N
O R
T H
C A
R O
L
IN
A
T Y P
IC
A L
F L O O R
D E T A
IL
S
S520
J W K
J W K
P M R
P M R
1" = 1'-0"S520
1 BEAM TO EXISTING CMU WALL
1" = 1'-0"S520
2 BEAM POCKET AT EXISTING CMU WALL
1" = 1'-0"S520
3 BEAM-TO-BEAM CONNECTION
1" = 1'-0"S520
4 BEAM-TO-COLUMN CONNECTION
1" = 1'-0"S520
5 SLAB EDGE AT SOUTH WALL
1" = 1'-0"S520
6 SLAB EDGE AT STAIR DECK
1" = 1'-0"S520
7 SLAB EDGE AT STAIR LANDING
1" = 1'-0"S520
8 CANTILEVERED BEAM AT STAIR DECK
1" = 1'-0"S520
9 BEAM AT EXISTING COLUMN
0 0'-6" 1' 2'
SCALE: 1" = 1'-0"
S I
D
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
SHEET ID
F I L
E N
A M
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C A
T E
G O
D
E
D E
P
T I O
N
J O
N E
S
F
R A
N K
L
S
R A
L E
I G
H
N
C
F
A X
L I C
E N
FOR OFFICIAL USE ONLY
FOR OFFICIAL USE ONLY
R E
N O
V A
Y
S I C
A L
T
H E
R A
E
A
B U
I L D
I N
G
O
M
S
O T
F
F O
A
G G
N
O R
R
O L I N
A
D E
P A
R T
M E
T
M
Y
F O
A
G G
N
O R
R
O L I N
A
D I R
E C
T O
R A
P
U B
L
R
K S
L
LS101
FIRST FLOOR LIFE SAFETY PLAN - CONSTRUCTION PHASE
1/16" - 1'-0'
PROJECT
LOCATION
BUILDING KEY PLAN - NOT TO SCALE
EXISTING 2-HOUR FIRE
RESISTIVE WALL
LS101
C O
N S
T R
U C
T I O
N
P
H A
S E
M A
B
M A
B
T F
T F
F I R
O
F
E
S
A F
E T
Y
P
L A
N
3049A
GYM 1
3049B
GYM 2
3049D
REHAB
3049C
REHAB
OFFICE
POOL
COMBAT
S P
I N
E
S P
I N
E
STORAGE
CORR
C O
R R
PT
TESTING
3055A
JAN
CORR
MEN
WOMEN
MECH
POOL
EQPM'T
OFFICE
MAT/FRAME
STUDIO
SAUNA
COMBAT
LEGEND
EXISTING CONSTRUCTION
TRAVEL PATH
DECISION POINT ALONG
TRAVEL PATH
INTERSECTION POINT OF
MULTIPLE TRAVEL PATHS
2"
32"
1,163
OCCUPANT LOAD TAG
AREA
OCCUPANT LOAD
NUMBER OF OCCUPANTS
OCCUPANT EXIT TAG
OCCUPANT LOAD USING EXIT
REQUIRED EXIT WIDTH
PROVIDED EXIT WIDTH
EXIT DOOR
(1) 48" DOOR
45" CLEAR OPENING WIDTH
225 PERSONS MAX.
(0.2" PER OCCUPANT)
ACTUAL 8
D1
D2 EXIT DOOR
(1) 48" DOOR
45" CLEAR OPENING WIDTH
225 PERSONS MAX.
(0.2" PER OCCUPANT)
ACTUAL 8
APPROXIMATE AREA OF CONSTRUCTION OF
NEW STAIR ASSEMBLY TO SECOND LEVEL.
THIS AREA TO REMAIN ACCESSIBLE AS
LONG AS POSSIBLE TO EXISTING STAIRS &
EXIT DOOR PER CONTRACTOR PHASING
AND GOVERNMENT APPROVAL
POTENTIAL DOOR
ACCESSIBILITY PER
CONTRACTOR PHASING
AND GOVERNMENT
APPROVAL
TEMPORARY CONSTRUCTION &
DUST CONTROL WALL AND CEILING
EXISTING RAMP TO REMAIN
OPEN DURING PROJECT
PRIMARY WORK
AREA PARTITION
CONTRACTOR ENTRY & ACCESS
FROM PROJECT LOCATION
THRU SPINE CORRIDOR TO
STAGING AREA
S I
D
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
SHEET ID
F I L
E N
A M
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C A
T E
G O
D
E
D E
P
T I O
N
J O
N E
S
F
R A
N K
L
S
R A
L E
I G
H
N
C
F
A X
L I C
E N
FOR OFFICIAL USE ONLY
FOR OFFICIAL USE ONLY
R E
N O
V A
Y
S I C
A L
T
H E
R A
E
A
B U
I L D
I N
G
O
M
S
O T
F
F O
A
G G
N
O R
R
O L I N
A
D E
P A
R T
M E
T
M
Y
F O
A
G G
N
O R
R
O L I N
A
D I R
E C
T O
R A
P
U B
L
R
K S
L
LS102
SECOND FLOOR LIFE SAFETY PLAN - CONSTRUCTION PHASE
1/16" - 1'-0'
PROJECT
LOCATION
BUILDING KEY PLAN - NOT TO SCALE
EXISTING 2-HOUR FIRE
RESISTIVE WALL
LS102
C O
N S
T R
U C
T I O
N
P
H A
S E
M A
B
M A
B
T F
T F
S E
C O
O
F
E
S
A F
E T
Y
P
L A
N
3049A
GYM 1
BELOW
3049B
GYM 2
BELOW
POOL
BELOW
S P
I N
E
3055B
OFFICE
3054A
RECOVERY
MEMORIAL
COURT
MEMORIAL
GARDEN
APEX
LEGEND
EXISTING CONSTRUCTION
TRAVEL PATH
DECISION POINT ALONG
TRAVEL PATH
INTERSECTION POINT OF
MULTIPLE TRAVEL PATHS
2"
32"
1,163
OCCUPANT LOAD TAG
AREA
OCCUPANT LOAD
NUMBER OF OCCUPANTS
OCCUPANT EXIT TAG
OCCUPANT LOAD USING EXIT
REQUIRED EXIT WIDTH
PROVIDED EXIT WIDTH
EXIT DOOR
(1) 48" DOOR
45" CLEAR OPENING WIDTH
225 PERSONS MAX.
(0.2" PER OCCUPANT)
ACTUAL 8
D1
D2 EXIT DOOR
(1) 48" DOOR
45" CLEAR OPENING WIDTH
225 PERSONS MAX.
(0.2" PER OCCUPANT)
ACTUAL 8
TEMPORARY CONSTRUCTION &
DUST CONTROL WALL AND CEILING
APPROXIMATE AREA OF
CONSTRUCTION OF NEW
STAIR ASSEMBLY TO SECOND
LEVEL. THIS AREA TO REMAIN
ACCESSIBLE AS LONG AS
POSSIBLE TO EXISTING
STAIRS & EXIT DOOR PER
CONTRACTOR PHASING AND
GOVERNMENT APPROVAL
S P
I N
E
PRIMARY WORK
AREA PARTITION
T
R A
V E
L
T
R A
V E
L
T
R A
V E
L
T
R A
V E
L
36' TRAVEL
(EFE)
S M
H
R
(EFE)
(EFE)
T
R A
V E
L
A
V
E
L
39'-5" TRAVEL
(NFE)
A N
S I
D
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
SHEET ID
F I L E
N A
M E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C A
T E
G O
D
E
D E
P
T I O
N
J O
N E
S
F
R A
N K
L
S
R A
L E
I G
H
N
C
F
A X
L I C
E N
FOR OFFICIAL USE ONLY
FOR OFFICIAL USE ONLY
R E
N O
V A
Y
S I C
E
R A
E
A
B U
I L
D I N
G
O
M
S
O T
F
F O
A
G G
N
O R
R
O L
I N
A
D E
P A
R T
M E
T
M
Y
F O
A
G G
N
O R
R
O L
I N
A
D I R
E C
T O
R A
P
U B
L
R
K S
J U
L
PLAN
NORTH
T
R
U
E
N
O
R
T
H
A N
S I
D
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
SHEET ID
F I L E
N A
M E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C A
T E
G O
D
E
D E
P
T I O
N
J O
N E
S
F
R A
N K
L
S
R A
L E
I G
H
N
C
F
A X
L I C
E N
FOR OFFICIAL USE ONLY
FOR OFFICIAL USE ONLY
R E
N O
V A
Y
S I C
E
R A
E
A
B U
I L
D I N
G
O
M
S
O T
F
F O
A
G G
N
O R
R
O L
I N
A
D E
P A
R T
M E
T
M
Y
F O
A
G G
N
O R
R
O L
I N
A
D I R
E C
T O
R A
P
U B
L
R
K S
J U
L
X X
X G d g n
LS103
F I R
C
O N
D
F
L O
O R
L I F
E
S
A F
E T
Y
P
L A
R
K
M A
B
M A
B
T F
T F
LS103
FIRST FLOOR LIFE SAFETY PLAN
3/32" - 1'-0'
PLAN
NORTH
T
R
U
E
N
O
R
T
H
PROJECT
LOCATION
BUILDING KEY PLAN - NOT TO SCALE
PLAN
NORTH
T
R
U
E
N
O
R
T
H
3049A
GYM 1
3049B
GYM 2
3049D
REHAB
POOL
REHAB
CORR
C O
R R
3055A
JAN
CORR
MEN
WOMEN
SAUNA
LS103
SECOND FLOOR LIFE SAFETY PLAN
3/32" - 1'-0'
COMBAT
EXISTING ARTIFICIAL
GRASS SURFACE TRAINING
AREA TO REMAIN OPEN
DURING PROJECT
3049A
GYM 1
BELOW
3055F
STORAGE
3055E
RECOVERY
EXISTING RAMP TO REMAIN
OPEN DURING PROJECT
EXISTING STAIR
ASSEMBLY
GYM 1 FLOOR
0'-0"
GYM 2 FLOOR
7'-0" AFF
3055C
OFFICE
3055D
TESTING
B
C O
R R
I D
O R
LIFE SAFETY CODE EVALUATION
OCCUPANCY: MIXED WITHOUT SEPARATION, CHAPTER 39, BUSINESS
CLASSIFICATION OF HAZARDS OF CONTENTS (40.1.5): ORDINARY
MINIMUM CONSTRUCTION REQUIREMENTS (40.1.6): NONE
EGRESS CAPACITY (40.2.3) AND NUMBER OF EXITS (40.2.4):
3 DOORS @ 33" CLEAR = 99 INCHES
1 DOOR @ 45" CLEAR = 45 INCHES
144/0.2 INCHES PER OCCUPANT = 242 OCCUPANTS
EGRESS ARRANGEMENT (40.2.5) WITH SPRINKLER SYSTEM:
DEAD END CORRIDOR (TABLE 40.2.5): 50 FT
COMMON PATH OF TRAVEL (TABLE 40.2.5): 100 FT
TRAVEL DISTANCE (40.2.6): 300 FT
EXIT LIGHTING (40.2.10): PROVIDED
PROTECTION OF VERTICAL OPENINGS (40.3): SHAFTS AND STAIRS WILL BE
1HR RATED
PROTECTION FROM HAZARDS (40.3.2): NO…
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