F35 Squad Ops and Flt Sim Plans Volume IIA Squad Ops Bldg.pdf
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- Solicitation number
- N69450-21-R0022
About this file
This solicitation is for the design-build construction of a Flight Simulator Facility and Squadron Operations Facility at NAS Fort Worth JRB in Texas. The projects include demolishing existing buildings totaling 8009 square feet, asbestos abatement, site utility and pavement demolition, and construction of a 20,000 square foot Flight Simulator Facility and a 33,729 square foot Squadron Operations/Aircraft Maintenance Unit Facility. The Simulator Facility will house four Full Mission Simulators and include spaces for simulators, computer equipment, debriefing rooms, and maintenance. The Squadron Operations/Aircraft Maintenance Unit building will provide spaces for aircraft maintenance on the first floor and secure Squadron Operations spaces, including administrative offices and a flight operations desk, on the second floor. The solicitation was issued by the Department of the Navy Naval Facilities Engineering Command with a closing date for responses of April 5, 2021. The contract will be awarded on or around June 15, 2021.
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SATISFACTORY TO
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FOR COMMANDER NAVFAC
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P415 F-35A SQUADRON OPERATIONS/AMU FACILITY AND
P396 F35A FLIGHT SIMULATOR FACILITY
VOLUME IIA SQUADRON OPERATIONS/AMU FACILITY
NAVY AIR STATION JOINT RESERVE BASE - FORT WORTH, TEXAS
NAVAL FACILITIES ENGINEERING COMMAND SOUTHEAST
RTA SUBMITTAL
01/22/2021
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STRUCTURAL SHEET LIST
SHEET NO. DESCRIPTION
S-001 GENERAL NOTES
S-002 GENERAL NOTES
S-003 LEGEND & ABBREVIATIONS
S-004 WIND ISOMETRICS
S-005 SNOW LOADING DIAGRAM
S-100 FOUNDATION PLAN - OVERALL
S-101 FOUNDATION PLAN - AREA A
S-102 FOUNDATION PLAN - AREA B
S-110 SLAB PLAN - OVERALL
S-111 SLAB PLAN - AREA A
S-112 SLAB PLAN - AREA B
S-115 SLAB JOINTING PLAN - OVERALL
S-116 SLAB JOINTING PLAN - AREA A
S-117 SLAB JOINTING PLAN - AREA B
S-120 SECOND FLOOR FRAMING PLAN - OVERALL
S-121 SECOND FLOOR FRAMING PLAN - AREA A
S-122 SECOND FLOOR FRAMING PLAN - AREA B
S-130 ROOF FRAMING PLAN - OVERALL
S-131 ROOF FRAMING PLAN - AREA A
S-132 ROOF FRAMING PLAN - AREA B
S-140 MASONRY WALL ELEVATIONS PLAN
S-200 FRAMING ELEVATIONS
S-210 MASONRY WALL ELEVATIONS
S-211 MASONRY WALL ELEVATIONS
S-212 MASONRY WALL ELEVATIONS
S-400 ENLARGED MEZZANINE FRAMING PLAN AND DETAILS
S-401 ENLARGED ELEVATOR PIT PLANS AND DETAILS
S-402 ENLARGED ELEVATOR PIT PLANS AND DETAILS
S-403 ENLARGED PARTITION SUPPORT FRAMING PLAN AND DETAILS
S-500 STANDARD CONCRETE DETAILS
S-501 STANDARD CONCRETE DETAILS
S-502 STANDARD CONCRETE DETAILS
S-503 STANDARD CONCRETE DETAILS
S-504 STANDARD MASONRY DETAILS
S-505 STANDARD MASONRY DETAILS
S-506 STANDARD MASONRY DETAILS
S-507 STANDARD STEEL DETAILS
S-508 STANDARD ROOF DECK & JOIST DETAILS
S-509 STANDARD ROOF DECK & JOIST DETAILS
S-510 FOUNDATION DETAILS
S-511 FOUNDATION DETAILS
S-520 VERTICAL BRACING CONNECTION DETAILS
S-530 FRAMING DETAILS
S-531 FRAMING DETAILS
S-532 FRAMING DETAILS
S-533 FRAMING DETAILS
S-534 FRAMING DETAILS
S-590 COLUMN DETAILS
S-600 STRUCTURAL SCHEDULES
ARCHITECTURAL SHEET LIST
SHEET NO. DESCRIPTION
A-412 STAIR PLANS AND SECTIONS
A-413 ELEVATOR SECTION AND DETAILS
A-414 STAIR PLANS AND SECTIONS
A-415 SCREEN WALL ENLARGED PLAN, ELEVATIONS, SECTION &
DETAILS
A-451 PLAN DETAILS
A-452 PLAN DETAILS
A-501 PARTITION TYPES
A-511 PARTITION TYPE DETAILS
A-512 PARTITION TYPE DETAILS
A-521 PENETRATION DETAILS
A-522 PENETRATION DETAILS
A-523 PENETRATION DETAILS
A-551 INTERIOR STAIR DETAILS
A-552 INTERIOR STAIR DETAILS
A-553 EXTERIOR STAIR DETAILS
A-561 CEILING DETAILS
A-571 MILLWORK DETAILS
A-572 MILLWORK DETAILS
A-581 MISCELLANEOUS DETAILS
A-582 FLOORING TRANSITIONS
A-601 DOOR SCHEDULE, DOOR & FRAME TYPES
A-602 DOOR SCHEDULE
A-611 DOOR DETAILS
A-612 DOOR DETAILS
A-613 DOOR DETAILS
A-614 DOOR DETAILS
A-615 DOOR DETAILS
A-616 DOOR DETAILS
A-651 WINDOW SCHEDULE AND TYPES & LOUVER SCHEDULE AND
TYPES
A-661 WINDOW & LOUVER DETAILS
A-681 STOREFRONT ELEVATIONS
A-682 STOREFRONT ELEVATIONS
A-685 STOREFRONT DETAILS
A-686 STOREFRONT DETAILS
A-687 STOREFRONT DETAILS
A-701 ROOM FINISH SCHEDULE
A-711 OVERALL GROUND FLOOR WALL FINISH AND SIGNAGE PLAN
A-712 OVERALL SECOND FLOOR WALL FINISH AND SIGNAGE PLAN
A-721 GROUND FLOOR WALL FINISH AND SIGNAGE PLAN - AREA A
A-722 GROUND FLOOR WALL FINISH AND SIGNAGE PLAN - AREA B
A-723 SECOND FLOOR WALL FINISH AND SIGNAGE PLAN - AREA A
A-724 SECOND FLOOR WALL FINISH AND SIGNAGE PLAN - AREA B
A-731 OVERALL GROUND FLOOR FINISH PLAN
A-732 OVERALL SECOND FLOOR FINISH PLAN
A-741 FLOOR FINISH PLAN GROUND FLOOR - AREA A
A-742 FLOOR FINISH PLAN GROUND FLOOR - AREA B
A-743 FLOOR FINISH PLAN SECOND FLOOR - AREA A
A-744 FLOOR FINISH PLAN SECOND FLOOR - AREA B
A-751 SIGNAGE SCHEDULE
A-752 SIGNAGE DETAILS
A-753 SIGNAGE DETAILS AND ELEVATIONS
A-761 INTERIOR ELEVATIONS
A-762 INTERIOR ELEVATIONS
ARCHITECTURAL SHEET LIST
SHEET NO. DESCRIPTION
AG001 ARCHITECTURAL LEGEND AND ABBREVIATIONS
AG002 ARCHITECTURAL GENERAL NOTES
AG003 ACCESSIBILITY INFORMATION
F-001 LIFE SAFETY CODE AND CRITERIA
F-101 GROUND FLOOR LIFE SAFETY PLAN
F-102 SECOND FLOOR LIFE SAFETY PLAN
A-101 OVERALL GROUND FLOOR PLAN
A-102 OVERALL SECOND FLOOR PLAN
A-103 OVERALL ROOF PLAN
A-104 OVERALL GROUND FLOOR REFLECTED CEILING PLAN
A-105 OVERALL SECOND FLOOR REFLECTED CEILING PLAN
A-106 AIR BARRIER PLAN FLOOR PLANS
A-107 AIR BARRIER SECTIONS
A-108 GROUND FLOOR SECURITY PLAN
A-109 SECOND FLOOR SECURITY PLAN
A-111 GROUND FLOOR PLAN - AREA A
A-112 GROUND FLOOR PLAN - AREA B
A-121 SECOND FLOOR PLAN - AREA A
A-122 SECOND FLOOR PLAN - AREA B
A-151 GROUND FLOOR REFLECTED CEILING PLAN - AREA A
A-152 GROUND FLOOR REFLECTED CEILING PLAN - AREA B
A-153 SECOND FLOOR REFLECTED CEILING PLAN - AREA A
A-154 SECOND FLOOR REFLECTED CEILING PLAN - AREA B
A-155 SECOND FLOOR REFLECTED CEILING PLAN - STC RATED
ASSEMBLY
A-201 EXTERIOR BUILDING ELEVATIONS
A-202 EXTERIOR BUILDING ELEVATIONS
A-203 ENLARGED EXTERIOR ELEVATIONS
A-301 BUILDING SECTIONS
A-302 BUILDING SECTIONS
A-311 WALL SECTIONS
A-312 WALL SECTIONS
A-313 WALL SECTIONS
A-351 SECTION DETAILS
A-352 SECTION DETAILS
A-353 SECTION DETAILS
A-354 SECTION DETAILS
A-355 SECTION DETAILS
A-356 SECTION DETAILS
A-357 SECTION DETAILS
A-401 GROUND FLOOR TOILET ROOM PLANS & ELEVATIONS
A-402 GROUND FLOOR TOILET ROOM ELEVATIONS
A-403 GROUND FLOOR PLAN AND ELEVATIONS
A-404 GROUND FLOOR ELEVATIONS
A-405 GROUND FLOOR ENLARGED FLOOR PLAN AND ELEVATIONS
A-406 GROUND FLOOR ENLARGED FLOOR PLAN AND ELEVATIONS
A-407 SECOND FLOOR TOILET ROOM PLANS & ELEVATIONS
A-408 TOILET ROOM ELEVATIONS
A-409 SECOND FLOOR ENLARGED FLOOR PLANS AND ELEVATIONS
A-410 SECOND FLOOR ENLARGED FLOOR PLANS AND ELEVATIONS
A-411 ENLARGED PLANS, ELEVATIONS AND SECTIONS
FIRE PROTECTION SHEET LIST
SHEET NO. DESCRIPTION
FA001 FIRE ALARM NOTES, LEGEND AND ABBREVIATIONS
FA101 FIRE ALARM PLAN A - LEVEL 1
FA102 FIRE ALARM PLAN B - LEVEL 1
FA103 FIRE ALARM PLAN A - LEVEL 2
FA104 FIRE ALARM PLAN B - LEVEL 2
FA501 FIRE ALARM DETAILS
FA601 FIRE ALARM ONE-LINE DIAGRAM
FA602 FIRE ALARM MATRIX
FX001 FIRE SUPPRESSION NOTES, LEGEND AND ABBREVIATIONS
FX101 FIRE SUPPRESSION PLAN - LEVEL 1
FX102 FIRE SUPPRESSION PLAN - LEVEL 2
FX501 FIRE SUPPRESSION DETAILS
GENERAL SHEET INDEX - VOUME III
SHEET NO. DESCRIPTION
G-001 COVER
G-003 SHEET INDEX
INTERIOR SHEET LIST
SHEET NO. DESCRIPTION
I-101 OVERALL GROUND FLOOR FURNITURE PLAN
I-102 OVERALL SECOND FLOOR FURNITURE PLAN
I-111 GROUND FLOOR FURNITURE PLAN - AREA A
I-112 GROUND FLOOR FURNITURE PLAN - AREA B
I-121 SECOND FLOOR FURNITURE PLAN - AREA A
I-122 SECOND FLOOR FURNITURE PLAN - AREA B
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1. GENERAL:
A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS
AND TO SUPPLEMENT CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE PROVISIONS
AND REQUIREMENTS OF CONTRACT SPECIFICATIONS.
B. COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN ON ALL OTHER DRAWINGS.
C. VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM CONTRACT
DRAWINGS TO CONTRACTING OFFICER'S REPRESENTATIVE PRIOR TO COMMENCING WITH WORK. SCALING OF
WORKING DIMENSIONS FROM STRUCTURAL DRAWINGS IS PROHIBITED.
D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT FINISHED STRUCTURE. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING. UNDERTAKE ALL NECESSARY MEASURES TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT SITE AND ADJACENT TO SITE. VISITS TO THE SITE BY CONTRACTING OFFICER'S REPRESENTATIVE DO NOT RELIEVE
CONTRACTOR OF SUCH RESPONSIBILITY.
E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, PROVIDE CONSTRUCTION OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH APPROVAL OF CONTRACTING OFFICER'S REPRESENTATIVE. WHERE SECTIONS VARY, PROVIDE FOR
SMOOTH TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE.
F. PROVIDE ALL PRODUCTS IN ACCORDANCE WITH MANUFACTURERS' WRITTEN INSTRUCTIONS AND
RECOMMENDATIONS, UNLESS NOTED OTHERWISE.
G. ELEVATION 100'-0" CORRESPONDS TO FINISH FLOOR ELEVATION AS INDICATED ON CIVIL DRAWINGS.
2. DESIGN STANDARDS:
A. PRINCIPAL CODE OF RECORD: INTERNATIONAL BUILDING CODE 2018 AS MODIFIED BY THE FOLLOWING UNIFIED
FACILITIES CRITERIA.
1. UFC 1-200-01, DOD BUILDING CODE, 8 OCTOBER 2019.
2. UFC 3-301-01, STRUCTURAL ENGINEERING, 1 OCTOBER 2019.
3. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 12 DECEMBER 2018.
4. FC 1-300-09N, NAVY AND MARINE CORPS DESIGN PROCEDURES, 14 JUNE 2018.
B. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2016.
C. ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014.
D. TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, 2016.
E. AISC 325, STEEL CONSTRUCTION MANUAL, 15th EDITION, 2017.
F. AISC 360, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2016.
G. AISI COLD-FORMED STEEL DESIGN MANUAL, 2017.
5. GEOTECHNICAL INFORMATION:
A. SOURCE: GEOTECHNICAL ENGINEERING REPORT: PROPOSED SIMULATOR AND SQUAD OPS BUILDINGS FORT WORTH, TEXAS PREPARED BY TERRACON CONSULTANTS, INC. DATED MARCH 19, 2020
B. SITE PREPARATION
1. PROVIDE EXCAVATION, FILL, AND BACKFILL IN ACCORDANCE WITH CONTRACT DRAWINGS AND
SPECIFICATIONS, DIVISION 31.
2. NOTIFY CONTRACTING OFFICER'S REPRESENTATIVE WHEN LOOSE OR SOFT SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED SO THAT A DETERMINATION MAY BE MADE REGARDING
IMPROVEMENT OF THIS POTENTIALLY UNDESIRABLE CONDITION.
C. SOIL CHARACTERISTICS
1. UNIT WEIGHT: 120 PCF MOISTURE CONDITIONED CLAY SOILS.
2. FROST PENETRATION: 7"
3. WATER TABLE DEPTH: 13 - 26 FT WITH SEASONAL VARIATIONS.
D. LATERAL EARTH PRESSURE
1. AT-REST CONDITION, Ko:
A. GRANULAR BACKFILL: 53 PCF, EQUIVALENT FLUID.
B. SELECT BACKFILL: 57 PCF
C. ON-SITE SOIL: 94 PCF
E. SLAB, MAT, AND FOOTING DESIGN PARAMETERS
1. MODULUS OF SUBGRADE REACTION: 100 PCI.
a. ALLOWABLE BEARING CAPACITY: 1000 PSF (MOISTURE CONDITIONED SOIL)
2. MINIMUM BEARING DEPTH: 24".
3. CONCRETE-SOIL COEFFICIENT OF FRICTION: 0.4
F. DRILLED SHAFTS
1. PROVIDE IN ACCORDANCE WITH CONTRACT DRAWINGS AND SPECIFICATIONS, SECTION 31 63 29.
2. CONFORM TO ACI 336.1 AND ACI 336.3, UNLESS NOTED OTHERWISE.
3. MINIMUM DESIGN CAPACITIES
a. COMPRESSION: 220 KIPS ALLOWABLE.
b. UPLIFT: N/A
c. LATERAL: 11 KIPS ALLOWABLE.
4. DESIGN LOADS:
A. RISK CATEGORY: II.
B. ROOF DEAD LOAD: 8 PSF (EXCLUDES DECK AND JOIST SELF WEIGHT).
C. COLLATERAL LOAD: 20 PSF ON ROOF AND ELEVATED FLOOR FRAMING TO ACCOUNT FOR SUSPENDED CEILINGS, SCIF
BARRIER, DUCTWORK, PIPING INCLUDING FIRE PROTECTION, LIGHTING, AND ELECTRICAL.
D. LIVE LOADS
1. LOBBIES AND FIRST FLOOR CORRIDORS: 100 PSF OR A CONCENTRATED LOAD OF 2000 LBS UNIFORMLY
DISTRIBUTED OVER AN AREA 2.5 FT SQUARE
2. SECOND FLOOR CORRIDORS: 80 PSF OR A CONCENTRATED LOAD OF 2000 LBS UNIFORMLY DISTRIBUTED OVER
AN AREA 2.5 FT SQUARE
3. OFFICES: 50 PSF WITH A 20 PSF NON REDUCIBLE PARTITION LOAD OR A CONCENTRATED LOAD OF 2000 LBS
UNIFORMLY DISTRIBUTED OVER AN AREA 2.5 FT SQUARE
4. ASSEMBLY AREAS (MOVABLE SEATS): 100 PSF NON-REDUCABLE
5. IT SERVER AND COMMUNICATION SPACES: 150 PSF OR A CONCENTRATED LOAD OF 2000 LBS UNIFORMLY
DISTRIBUTED OVER AN AREA 2.5 FT SQUARE
6. STAIRS AND EXIT WAYS: 100 PSF OR A CONCENTRATED LOAD OF 300 LBS UNIFORMLY DISTRIBUTED OVER AN
AREA OF 2" X 2"
7. LATRINES/HEADS/TOILETS/WASHROOMS: 75 PSF
8. MECHANICAL/ELECTRICAL ROOMS (INTERIOR): 125 PSF
9. STORAGE WAREHOUSE: 250 PSF
10. ROOF LIVE LOAD: 20 PSF OR A CONCENTRATED LOAD OF 300 LBS UNIFORMLY DISTRIBUTED OVER AN AREA 2.5
FT SQUARE.
11. FLOOR AND ROOF LIVE LOAD REDUCTION IS PERMITTED IN ACCORDANCE WITH IBC SECTION 1607.9.
E. EQUIPMENT LOADS
1. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 300 LBS. FRAMING AND FOUNDATIONS ARE DESIGNED
FOR EQUIPMENT THAT SATISFIES CONTRACT SPECIFICATIONS.
2. IF EQUIPMENT FURNISHED IS HEAVIER THAN WEIGHTS INDICATED OR REQUIRES STRUCTURAL CHANGES FOR
ANY OTHER REASON, PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL WORK NECESSARY TO SUPPORT LOADS IN ACCORDANCE WITH DESIGN STANDARDS SPECIFIED ABOVE, AT NO ADDITIONAL COST TO
GOVERNMENT AND WITH NO INCREASE IN CONTRACT TIME.
3. PROVIDE MOUNTINGS FOR OVERHEAD ARCHITECTURAL FEATURES, UTILITIES, AND OTHER FIXTURES WEIGHING 31 LBS OR MORE, EXCLUDING DISTRIBUTED SYSTEMS SUCH AS SUSPENDED CEILING OR PIPING NETWORKS THAT COLLECTIVELY EXCEED THAT WEIGHT, THAT ARE DESIGNED TO RESIST THE FOLLOWING
FORCES:
A. DOWNWARD: 1.5 TIMES THE COMPONENT WEIGHT
B. IN ANY HORIZONTAL DIRECTIONS: 0.5 TIMES THE COMPONENT WEIGHT
F. RAIN LOAD
1. RAIN INTENSITY: 4 IN/HR.
G. SNOW LOADS
1. GROUND SNOW LOAD: 5 PSF.
2. FLAT-ROOF SNOW LOAD: 20 PSF.
3. EXPOSURE FACTOR: 1.0
4. IMPORTANCE FACTOR: 1.0
5. THERMAL FACTOR: 1.0
6. SLOPE FACTOR: 1.0
H. WIND LOADS
1. BASIC DESIGN WIND SPEED: 106 MPH 3-SECOND GUST.
2. ALLOWABLE STRESS DESIGN WIND SPEED: 82 MPH 3-SECOND GUST.
3. EXPOSURE: C.
4. BUILDING CONDITION: ENCLOSED, GCpi = ±0.18
5. TOPOGRAPHIC FACTOR: 1.0
6. DESIGN PRESSURES FOR EXTERIOR COMPONENTS AND CLADDING ARE INDICATED ON DRAWING S-004.
I. EARTHQUAKE LOADS
1. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS Ss = 0.092, S1 = 0.051.
2. SITE CLASS: C.
3. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS Sds = 0.08, Sd1 = 0.05.
4. SEISMIC DESIGN CATEGORY: A.
5. IMPORTANCE FACTOR: 1.0
6. ANALYSIS PROCEDURE: 1% NOTIONAL LOADS
7. BASIC SEISMIC FORCE-RESISTING SYSTEM: BEARING WALL SYSTEM - ORDINARY REINFORCED MASONRY
SHEAR WALLS.
8. RESPONSE MODIFICATION COEFFICIENT: N/A
9. SEISMIC RESPONSE COEFFICIENT: N/A
10. DESIGN BASE SHEAR: 170 KIPS.
6. MATERIALS: COMPLY WITH ALL CONTRACT REQUIREMENTS AND APPLICABLE OSHA REGULATIONS
A. REINFORCED CONCRETE: SECTIONS 03 30 00
1. PREPARE AND PLACE REINFORCED CONCRETE IN ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE
AS MODIFIED BY CONTRACT DOCUMENTS.
2. CONCRETE
a. UNLESS NOTED OTHERWISE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 4,000 PSI, NORMAL WEIGHT.
b. GRADE BEAMS, FOUNDATION WALLS, AND PILE CAPS: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c =
4,500 PSI, NORMAL WEIGHT .
c. SLABS ON GRADE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 4,000 PSI, NORMAL WEIGHT .
d. ELEVATED SLABS: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 3,000 PSI, NORMAL WEIGHT.
e. DO NOT AIR-ENTRAIN CONCRETE FOR INTERIOR SLABS WITH TROWEL FINISH.
3. FORMWORK
a. CONTRACTOR IS RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL ADEQUACY, AND
CONSTRUCTION OF CONCRETE FORMWORK IN ACCORDANCE WITH CONTRACT SPECIFICATIONS.
b. COORDINATE CONCRETE WORK WITH PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER
EMBEDDED ITEMS INDICATED ON CONTRACT DRAWINGS OR IN CONTRACT SPECIFICATIONS.
c. SLEEVE NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE, UNLESS NOTED
OTHERWISE. SEE OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE MEASURES TO ENSURE
THAT SLEEVES REMAIN FREE OF DEBRIS AND WATER DURING CONSTRUCTION.
d. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE.
4. REINFORCING STEEL
a. BARS: ASTM A615 GRADE 60. (ASTM A706 GRADE 60 WHERE REINFORCEMENT IS WELDED.)
b. WELDED WIRE REINFORCEMENT: ASTM A1064.
c. REINFORCE ALL CONCRETE UNLESS SPECIFICALLY MARKED "NOT REINFORCED" OR "UNREINFORCED".
d. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH ACI SP-66, ACI 301, ACI 318, AND CRSI
MANUAL OF STANDARD PRACTICE. DO NOT INSERT REINFORCEMENT INTO FRESH OR PARTIALLY
HARDENED CONCRETE.
e. PROVIDE MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED
OTHERWISE:
(1) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".
(2) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 AND LARGER BARS - 2";
OTHER REINFORCEMENT - 1 1/2".
(3) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
SLABS AND WALLS - 3/4"; OTHER MEMBERS - 1 1/2".
f. CONFORM EMBEDMENT AND LAP SPLICE LENGTHS TO TABLES AND DETAILS ON CONTRACT DRAWINGS, UNLESS NOTED OTHERWISE.
g. PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS AND CORNER BARS AT INTERSECTING GRADE
BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH TYPICAL DETAILS ON CONTRACT DRAWINGS, UNLESS
NOTED OTHERWISE.
h. EPOXY GROUT: ASTM C881, TYPE IV, GRADE 2 OR 3, WITH EMBEDMENT TO DEVELOP YIELD STRENGTH OF
BAR, UNLESS NOTED OTHERWISE.
5. JOINTS
a. LOCATE JOINTS AS INDICATED OR SPECIFIED, OR AS OTHERWISE APPROVED BY CONTRACTING
OFFICER'S REPRESENTATIVE.
b. CLEAN SURFACES OF HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS OF LAITANCE TO EXPOSE
CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX. JUST PRIOR TO DEPOSITING
CONCRETE, THOROUGHLY CLEAN AND WET SURFACE OF CONSTRUCTION JOINT.
c. IN ADDITION, WHEN NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, ADEQUATELY PREPARE
SURFACE BY APPLYING BONDING AGENT.
d. PROVIDE WATERSTOPS AT CONCRETE JOINTS WHERE INDICATED.
STRUCTURAL GENERAL NOTES:
6. MATERIALS (CONTINUED):
B. REINFORCED MASONRY: SECTION 04 20 00
1. GENERAL
a. CONSTRUCT REINFORCED MASONRY IN ACCORDANCE WITH TMS 602 AS MODIFIED BY CONTRACT
DOCUMENTS.
b. UNITS: ASTM C90, NORMAL WEIGHT, MINIMUM COMPRESSIVE STRENGTH = 2,000 PSI.
(1) OPEN END UNITS MAY BE USED TO FACILITATE WALL CONSTRUCTION.
(2) DOUBLE OPEN END UNITS MAY BE USED WHEN WALL IS SOLID GROUTED.
(3) USE U-SHAPED BOND BEAMS AT OPENING HEAD LOCATIONS AND KNOCK-
OUT BOND BEAMS ELSEWHERE.
(4) DO NOT FIELD-MODIFY UNITS UNLESS INTENDED TO BE MODIFIED.
c. MORTAR: ASTM C270 TYPE S, PROPORTION METHOD.
d. ASSEMBLY: MINIMUM COMPRESSIVE STRENGTH f'm = 2,000 PSI.
2. REINFORCING STEEL
a. BARS: ASTM 615 GRADE 60 (ASTM A706 GRADE 60 WHERE REINFORCEMENT IS WELDED.)
b. MINIMUM CLEAR DISTANCE TO UNIT: 1/2".
c. MINIMUM CLEAR DISTANCE TO ANY FACE OF MASONRY UNIT OR FORMED SURFACE: 1/2", EXCEPT 3/4" FOR
GREATER THAN #5 BAR OR IF EXPOSED TO WEATHER.
d. USE FULL CONTACT LAP SPLICES FOR REINFORCING STEEL IN WALLS WITH THE FOLLOWING MINIMUM
LAP LENGTHS:
(1) CENTERED IN CELL: 13" FOR #4, 20" FOR #5, 38" FOR #6.
(2) EACH FACE AND BOND BEAMS: 25" FOR #4, 40" FOR #5, 54" FOR #6.
e. THREADED MECHANICAL COUPLERS MUST BE USED IN LIEU OF FULL CONTACT LAP SPLICES WHERE 2
REINFORCING BARS ARE REQUIRED IN ONE CMU CELL.
3. GROUT
a. ASTM C476, MINIMUM COMPRESSIVE STRENGTH = 2,000 PSI, 8" TO 11" SLUMP.
b. FULLY GROUT CELLS CONTAINING REINFORCING STEEL AND AS INDICATED AT LINTELS AND JAMBS.
c. PROVIDE UNITS WITH MINIMUM SPACE IN CELLS TO RECEIVE GROUT OF 3"X3" AND ALIGN TO PROVIDE
UNOBSTRUCTED OPENINGS.
d. PLACE GROUT WITHIN 1 1/2 HOURS AFTER ADDING MIX-DESIGNED WATER AND PRIOR TO INITIAL SET.
GROUT CONTINUOUSLY USING POUR HEIGHTS NOT EXCEEDING 12 FT AND LIFTS NOT EXCEEDING 5 FT, WITH NO INTERRUPTIONS EXCEEDING 1 HOUR.
e. CONSOLIDATE GROUT IN ASSEMBLED WALLS BY MECHANICAL VIBRATION AT TIME OF PLACEMENT.
RECONSOLIDATE GROUT BY MECHANICAL VIBRATION AFTER INITIAL WATER LOSS AND SETTLEMENT HAS
OCCURRED.
4. CONSTRUCTION
a. USE RUNNING BOND PATTERN, UNLESS INDICATED OTHERWISE.
b. EMPLOY FULL MORTAR BEDDING FOR PARTIALLY GROUTED WALLS.
c. ARCHITECTURAL COMPONENTS SUCH AS SEALANT, FLASHING, ETC, ARE NOT ILLUSTRATED IN
STRUCTURAL DETAILS. SEE ARCHITECTURAL DRAWINGS FOR THESE COMPONENTS.
5. VERTICAL REINFORCEMENT
a. AT 12" WALLS: UNLESS NOTED OTHERWISE, PROVIDE #6 VERTICAL BAR AT EACH FACE AT A MAXIMUM
HORIZONTAL SPACING OF 48".
b. AT 8" WALLS: UNLESS NOTED OTHERWISE, PROVIDE #4 VERTICAL BAR CENTERED IN CELL AT A MAXIMUM
HORIZONTAL SPACING OF 48".
c. PROVIDE ADDITIONAL VERTICAL REINFORCEMENT AT INTERSECTION OF WALLS, BELOW AND AT EACH SIDE OF EACH BEAM BEARING ON WALL (3 CELLS TOTAL), AND AT EACH SIDE OF EACH OPENING GREATER
THAN 12" IN WIDTH.
d. PROVIDE FOUNDATION DOWEL SAME SIZE AND LOCATION AS EACH VERTICAL BAR IN WALL ABOVE.
(1) WHERE BEARING ON FOUNDATION, CAST INTO SUPPORTING CONCRETE
WITH REQUIRED HOOK EMBEDMENT LENGTH. IF A JOINT IS PRESENT WITHIN THE HOOK LENGTH, EXTEND THE DOWEL SUCH THAT THE FULL HOOK LENGTH IS PROVIDED BELOW THE JOINT.
(2) WHERE BEARING ON THICKENED SLAB, FIELD DRILL AND ADHESIVE ANCHOR INTO SUPPORTING
CONCRETE WITH 4" EMBEDMENTS.
e. EXTEND ALL VERTICAL BARS FROM BOTTOM COURSE THRU TOP BOND BEAM.
6. HORIZONTAL REINFORCEMENT
a. AT 8" WALLS: UNLESS NOTED OTHERWISE, CONSTRUCT BOND BEAMS USING (2) #4 HORIZONTAL.
b. AT 12" WALLS: UNLESS NOTED OTHERWISE, CONSTRUCT BOND BEAMS USING (2) #6 HORIZONTAL.
c. PROVIDE CONTINUOUS BOND BEAMS AT BOTTOM COURSE, WHERE INDICATED ON STRUCTURAL OR
ARCHITECTURAL DRAWINGS, AND AT A MAXIMUM VERTICAL SPACING OF 48".
d. WHERE TOP OF WALL IS FLAT AND AT INTERMEDIATE FLOORS, PROVIDE A 2 COURSE BOND BEAM AT TOP-
MOST OR AT SECOND FROM TOP-MOST COURSE AS PRACTICABLE TO MAINTAIN CONTINUITY.
e. WHERE TOP OF WALL IS SLOPED, PROVIDE SLOPING BOND BEAM PER TYPICAL DETAIL ON CONTRACT
DRAWINGS, UNLESS NOTED OTHERWISE.
f. WHERE BEAM INTERSECTS BOND BEAM, PROVIDE A 2 COURSE BOND BEAM BELOW BEAM AND LAP
REINFORCEMENT WITH DISCONTINUOUS BOND BEAM REINFORCEMENT ON EACH SIDE.
g. PROVIDE BOND BEAM BELOW EACH OPENING AND EXTEND (25") MINIMUM BEYOND EACH SIDE OF
OPENING.
7. CONTROL JOINTS: PROVIDE 3/4" GAP ONLY AT INTERFACES BETWEEN NON-STRUCTURAL PARTITIONS AND
STRUCTURAL WALLS; ELSEWHERE, PROVIDE CONTINUOUS HORIZONTAL REINFORCEMENT AS STATED ABOVE
TO MINIMIZE AND CONTROL ANY MINOR CRACKING IN ACCORDANCE WITH NCMA TEK 10-3.
8. TOP CLIP SUPPORTS
a. WHERE TOP OF WALL IS NOT OTHERWISE LATERALLY SUPPORTED, PROVIDE ANGLES, BENT PLATES, OR
DIAGONAL BRACING PER TYPICAL DETAILS ON CONTRACT DRAWINGS, UNLESS NOTED OTHERWISE.
b. FULLY GROUT TWO CELLS UNDER EACH TOP CLIP, OR PROVIDE SOLID UNITS.
3. SPECIAL INSPECTIONS: SEE SECTION 01 45 35 WITH ATTACHMENTS.
SATISFACTORY TO
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STRUCTURAL GENERAL NOTES:
6. MATERIALS (CONTINUED):
C. STRUCTURAL STEEL: SECTION 05 12 00
1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 15th
EDITION AND AISC 303-16 - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AS MODIFIED
BY CONTRACT DOCUMENTS.
2. DESIGN AND PROVIDE TEMPORARY ERECTION BRACING AS REQUIRED, AND DO NOT REMOVE IT UNTIL ALL PERMANENT LATERAL-LOAD-RESISTING ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.
3. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.
4. OTHER SHAPES, PLATES, AND THREADED RODS
a. ASTM A36, Fy = 36 KSI, UNLESS NOTED OTHERWISE.
b. ASTM A572 GRADE 50, Fy = 50 KSI, WHERE INDICATED AS "(50)".
5. SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C, Fy = 50 KSI.
6. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C, Fy = 46 KSI.
7. PIPE: ASTM A53 TYPE E OR S, GRADE B, Fy = 35 KSI.
8. BOLTS
a. 3/4" DIAMETER ASTM F3125 GRADE A325 WITH DIRECT TENSION WASHER OR GRADE F1852, UNLESS
NOTED OTHERWISE.
b. FRAMING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.
c. BRACING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.
d. DIRECT TENSION INDICATOR WASHERS: ASTM F959.
e. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO COLUMN WEB OR GIRDER WEB DIRECTLY
OVER COLUMN, PROVIDE TEMPORARY SEAT ANGLE ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM, MINIMUM L4X3X3/8 LLH WITH TWO BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM
STRUCTURAL ENGINEER OF RECORD.
9. WELDING: AWS D1.1 USING E70 ELECTRODE, WITH LOW HYDROGEN WHERE REQUIRED.
10. PROVIDE SPACER PLATES FOR DOUBLE ANGLE MEMBERS TO COMPLY WITH AISC 360 PARAGRAPH E6.2.
a. THICKNESS: MATCH END GUSSET PLATES.
b. MINIMUM ATTACHMENT: CONNECT TO BACK-TO-BACK LEGS OF ANGLES USING ONE BOLT.
11. HEADED STUDS
a. ASTM A29 TYPE B.
b. FIELD INSTALL ALL STUDS LOCATED SO AS TO OBSTRUCT WALKING SURFACES OF BEAMS OR JOISTS.
12. ANCHOR RODS
a. ASTM F1554 GRADE 36 (UNLESS SPECIFICALLY NOTED AS GRADE 55 OR 105).
b. LOCATE ANCHOR RODS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN POSITION WHILE
PLACING CONCRETE. PROTECT IN-PLACE ANCHOR RODS FROM CONSTRUCTION ACTIVITY.
c. THE FOLLOWING ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM STRUCTURAL
ENGINEER OF RECORD:
A. INSERTING ANCHOR RODS INTO FRESH OR PARTIALLY HARDENED CONCRETE.
B. SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR RODS ARE INDICATED.
C. REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR RODS.
13. POST-INSTALLED MECHANICAL ANCHORS
a. CARBONSTEEL MANUALLY EXPANDED WEDGE TYPE, UNLESS NOTED OTHERWISE.
b. PROVIDE ANCHORS THAT HAVE BEEN TESTED AND ASSESSED IN ACORDANCE WITH LATEST EDITION OF
APPLICABLE ACCEPTANCE CRITERIA AND SUBMIT CORRESPONDING ICC EVALUATION SERVICE REPORTS
(1) MECHANICAL ANCHORS IN CONCRETE: ICC-ES AC193.
(2) EXPANSION ANCHORS IN MASONRY: ICC-ES AC01.
(3) PREDRILLED FASTENERS (SCREW ANCHORS) IN MASONRY: ICC-ES AC106.
14. POST-INSTALLED ADHESIVE ANCHORS
a. CARBON STEEL THREADED ROD WITH EPOXY OR HYBRID RESIN ADHESIVE AND CYLINDRICAL WIRE MESH
SCREEN TUBE FOR INSTALLATION IN HOLLOW MASONRY, UNLESS NOTED OTHERWISE.
b. DO NOT USE BULK-MIXED ADHESIVES. PROVIDE THREADED ROD COMPATIBLE WITH ADHESIVE AND
ACCEPTABLE TO MANUFACTURER.
c. PROVIDE ANCHORS AS ENTIRE SYSTEM INCLUDING, BUT NOT LIMITED TO, MANUFACTURER'S PRINTED
INSTRUCTIONS AS FURNISHED WITH ADHESIVE, ADHESIVE CARTRIDGE, MIXING NOZZLE, EXTENSION
TUBE, DISPENSER, AND ALL REQUIRED EQUIPMENT FOR PROPERLY CLEANING DRILLED HOLE.
d. PROVIDE ANCHOR SYSTEMS THAT HAVE BEEN TESTED AND ASSESSED IN ACORDANCE WITH LATEST EDITION OF APPLICABLE ACCEPTANCE CRITERIA AND SUBMIT CORRESPONDING ICC EVALUATION
SERVICE REPORTS
(1) ADHESIVE ANCHORS IN CONCRETE: ICC-ES AC308.
(2) ADHESIVE ANCHORS IN MASONRY: ICC-ES AC58.
(3) ANCHORS IN UNREINFORCED MASONRY: ICC-ES AC60.
D. STEEL JOISTS: SECTION 05 21 00
1. DESIGN, FABRICATE, AND ERECT STEEL JOISTS, BRIDGING, CONNECTIONS, AND ACCESSORIES IN
ACCORDANCE WITH SJI SPECIFICATIONS AS MODIFIED BY CONTRACT DOCUMENTS.
2. JOISTS CALLED OUT ON CONTRACT DRAWINGS ARE SIZED FOR EQUIVALENT UNIFORM GRAVITY LOADS ONLY.
FURTHER DESIGN AND MODIFY JOISTS AS REQUIRED FOR ADDITIONAL DISTRIBUTED AND CONCENTRATED DEAD, LIVE, WIND INCLUDING UPLIFT, SNOW INCLUDING DRIFT, AND OTHER LOADS INDICATED ON CONTRACT DRAWINGS, REQUIRED TO SUPPORT PIPING OR OTHER UTILITIES, OR SUPPLIED BY EQUIPMENT VENDORS.
3. PROVIDE JOISTS CAPABLE OF SUPPORTING, WITHOUT REINFORCEMENT, A 300 LB CONCENTRATED LIVE LOAD
AT ANY POINT ALONG THE TOP OR BOTTOM CHORD.
4. SIZE JOISTS FOR DEFLECTION NOT EXCEEEDING 1/240 OF THE SPAN DUE TO TOTAL LOAD NOR 1/360 OF THE
SPAN DUE TO LIVE LOAD.
5. ATTACH JOISTS TO SUPPORTING STRUCTURAL MEMBERS OR BEARING PLATES
A. K-SERIES JOISTS: PROVIDE MINIMUM 1/8" X 2 1/2" LONG FIELD FILLET WELD ON EACH SIDE OF SEAT, UNLESS NOTED OTHERWISE. USE 1/2"-DIAMETER BOLTS FOR NON-PANELIZED JOISTS OF 40 FT OR
GREATER SPAN.
B. LH02-06-SERIES JOIST: PROVIDE MINIMUM 3/16" X 2 1/2" LONG FIELD FILLET WELD ON EACH SIDE OF SEAT, UNLESS NOTED OTHERWISE. USE 3/4"-DIAMETER BOLTS FOR NON-PANELIZED JOISTS OF 40 FT OR
GREATER SPAN.
C. LH07-17-SERIES JOIST: PROVIDE MINIMUM 1/4" X 2 1/2" LONG FIELD FILLET WELD ON EACH SIDE OF SEAT, UNLESS NOTED OTHERWISE. USE 3/4"-DIAMETER BOLTS FOR NON-PANELIZED JOISTS OF 40 FT OR
GREATER SPAN.
6. PROVIDE JOISTS SUPPORTING STEEL DECK TO PROVIDE FLAT PLANE FOR DECK ATTACHMENT. PROVIDE JOIST
MODIFICATIONS AND SHIMS WHERE REQUIRED.
7. PROVIDE ADDITIONAL BRIDGING AT ROOF JOISTS AS REQUIRED FOR UPLIFT LOADS INDICATED ON CONTRACT
DRAWINGS.
8. THE FOLLOWING ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM STRUCTURAL
ENGINEER OF RECORD:
a. CHANGE OF JOIST DEPTH FROM THAT INDICATED.
b. USE OF BOLTS LARGER THAN INDICATED FOR JOIST ATTACHMENT.
c. ANY MODIFICATION OF JOISTS NOT DISCUSSED ABOVE.
9. WHEN JOISTS ARE ADJACENT TO STEEL BEAMS OR WALLS, REDUCE THE AMOUNT OF CAMBER TO FACILITATE DECK INSTALLATION. JOIST CAMBER MUST BE ADJUSTED TO 25% OF THE TYPICAL CAMBER WHEN JOISTS ARE ADJACENT TO STEEL BEAMS/WALLS, AND MUST BE INCREASED BY 25% ON EACH SUBSEQUENT JOIST UNTIL
100% OF THE TYPICAL CAMBER IS ACHIEVED.
6. MATERIALS (CONTINUED):
E. STEEL DECK: SECTION 05 30 00
1. FABRICATE, AND PROVIDE STEEL DECK, ATTACHMENTS, AND ACCESSORIES IN ACCORDANCE WITH AISI COLD- FORMED STEEL DESIGN MANUAL AND APPLICABLE SDI MANUALS AS MODIFIED BY CONTRACT DOCUMENTS.
2. ROOF DECK: 1 1/2", 20 GAGE, WIDE RIB WITH MINIMUM Fy = 33 KSI, Imin = 0.191 IN^4/FT, Smin = 0.212 IN^3/FT, GALVANIZED G90
3. COMPOSITE FLOOR DECK: 1 1/2", 20 GAGE, WITH MINIMUM Fy = 50 KSI, Imin = 0.919 IN^4/FT, Smin = 0.512 IN^3/FT, GALVANIZED G90
4. PROVIDE ROOF DECK AND ATTACHMENTS CAPABLE OF RESISTING THE FOLLOWING DIAPHRAGM SHEAR
FORCES.
a. WIND: 250 PLF AT ULTIMATE LEVEL, 1.0W, SIMULTANEOUS WITH UPLIFT LOADS INDICATED ON CONTRACT
DRAWINGS.
5. PROVIDE FLOOR DECK AND ATTACHMENTS CAPABLE OF RESISTING THE FOLLOWING DIAPHRAGM SHEAR
FORCES.
a. WIND: 550 PLF AT ULTIMATE LEVEL, 1.0W
6. PROVIDE DECK TO CROSS A MINIMUM OF TWO SPANS. PROVIDE 2" MINIMUM LENGTH OF END LAPS FOR ROOF
DECK AND BEARING AT ALL SUPPORTS.
7. SUPPORT DECK AT EDGES OF OPENINGS AND AROUND COLUMNS. PROVIDE ADDITIONAL FRAMING AS REQUIRED AND FABRICATE DECK TO RUN CONTINOUSLY OVER MINOR OPENINGS. DO NOT CUT SUCH
OPENINGS UNTIL NEEDED BY OTHER TRADES.
8. PROVIDE MINIMUM DECK ATTACHMENT AS FOLLOWS.
a. ROOF DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY 5/8" DIAMETER PUDDLE
WELDS,36/4 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10 SCREWS, 3 PER SPAN.
b. FLOOR DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY 5/8" DIAMETER PUDDLE
WELDS, 36/4 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10 SCREWS, 3 PER SPAN.
c. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING AT 12" ON
CENTER MAXIMUM.
d. DO NOT SUBSTITUTE SCREWS OR POWER-ACTUATED FASTENERS WHERE WELDS ARE SPECIFIED.
9. DO NOT SUSPEND ANYTHING DIRECTLY FROM ROOF DECK OR FROM CONCRETE SLAB ON FLOOR DECK.
PROVIDE ADDITIONAL FRAMING BETWEEN ROOF OR FLOOR MEMBERS AS REQUIRED.
F. COLD-FORMED STEEL FRAMING: SECTION 05 40 00
1. DESIGN, FABRICATE, AND ERECT COLD-FORMED STEEL FRAMING IN ACCORDANCE WITH AISI COLD-FORMED
STEEL DESIGN MANUAL AND APPLICABLE SSMA PUBLICATIONS AS MODIFIED BY CONTRACT DOCUMENTS.
2. SHAPE DESIGNATIONS FOR STUDS, JOISTS, TRACK, CHANNELS, AND FURRING CHANNELS: PER SSMA
PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE, FLANGE WIDTH, AND MATERIAL
THICKNESS.
3. FRAMING MEMBERS
a. ASTM A653 GRADE 33, Fy = 33 KSI, UNLESS NOTED OTHERWISE.
b. ASTM A653 GRADE 50, Fy = 50 KSI, FOR MATERIAL THICKNESS 54 MILS OR GREATER AND WHERE
INDICATED AS "(50)".
4. FINISH: HOT-DIP GALVANIZE TO PROVIDE COATING CLASS G90.
5. MECHANICAL FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-THREADING STEEL DRILL
SCREWS WITH LOW PROFILE HEADS BENEATH SHEATHING AND MANUFACTURER'S STANDARD HEADS
ELSEWHERE.
6. BOLTS: ASTM F3125, GRADE A325.
7. WELDING: IN ACCORDANCE WITH AWS D1.1 OR D1.3, AS APPLICABLE.
8. POWER-ACTUATED FASTENERS: TESTED AND ASSESSED IN ACCORDANCE WITH LATEST EDITION OF ICC-ES
AC70. SUBMIT CORRESPONDING ICC EVALUATION SERVICE REPORT.
9. COLD-FORMED STEEL OVERBUILD
a. PROVIDE ATTACHMENT OF COLD-FORMED STEEL MEMBERS TO CONCRETE DECK.
b. ENGINEERED COLD-FORMED ROOF FRAMING MUST BE DESIGNED BY CONTRACTOR FOR THE
FOLLOWING GRAVITY LOADS TO THE SUPPORT STRUCTURE:
(1) DEAD = 12 PSF (DOES NOT INCLUDE COLD-FORMED STEEL SELF-WEIGHT)
(2) ROOF LIVE = 20 PSF
(3) COLLATERAL = 9 PSF
(4) SNOW - SEE S-005.
(5) WIND - SEE S-004.
(6) SEISMIC - SEE S-001 FOR DESIGN CRITERIA.
c. COLD-FORMED STEEL OVERBUILD MUST BE SELF-SUPPORTING AND DESIGNED FOR LATERAL
STABILITY BY COLD-FORMED ROOF FRAMING ENGINEER.
G. MISCELLANEOUS METAL: SECTION 05 50 13
1. REFERENCE ARCHITECTURAL DRAWINGS FOR OTHER MISCELANEOUS STEEL NOT SHOWN IN STRUCTURAL
DRAWINGS.
2. STEEL BAR GRATING:
a. FABRICATE AND PROVIDE STEEL BAR GRATING IN ACCORDANCE WITH NAAMM MANUALS AS MODIFIED BY
CONTRACT DOCUMENTS.
b. MATERIAL: ASTM A1011, GALVANIZED.
c. CONSTRUCTION: WELDED.
d. MAIN BEARING BARS: 3/16" X 1" AT 1 3/16" CENTERS.
e. CROSS BARS: AT 4" CENTERS.
f. SURFACE: PLAIN.
g. FABRICATE GRATING IN SECTIONS NOT GREATER THAN 5 FT WIDE.
H. DRILLED CONCRETE PIERS AND SHAFTS: SECTION 31 63 29
1. WORK MUST CONFORM TO ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS AND ACI 336.1-01
2. CONTRACTING OFFICER MAY EMPLOY ONE OR MORE OF THEIR REPRESENTATIVES TO PROVIDE OBSERVATION
AND TESTING SERVICES. CONTRACTOR TO BE SOLELY RESPONSIBLE FOR FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS REGARDLESS OF IF AND WHEN DISCREPANCIES ARE BROUGHT TO THEIR ATTENTION.
CONTRACTOR TO BE RESPONSIBLE FOR ALL RE-WORK NECESSARY TO ACHIEVE FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS. REPAIRS OR REPLACEMENT TO BE AT THE SOLE EXPENSE OF THE CONTRACTOR, INCLUDING THE COSTS TO REDESIGN, AS REQUIRED.
3. USE EXCAVATION METHODS THAT LEAVE THE SIDES AND BOTTOM OF THE HOLE FREE OF LOOSE MATERIAL THAT WOULD PREVENT INTIMATE CONTACT OF THE CONCRETE WITH FIRM, UNDISTURBED SOIL OR ROCK.
4. DRILLED SHAFTS HAVE BEEN DESIGNED TO INCORPORATE SIDE-RESISTANCE AND END BEARING.
5. ALL CASING MUST BE CONSIDERED TEMPORARY. PERMANENT CASING IS NOT PERMITTED.
6. CONCRETE MUST HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
7. CONCRETE SLUMP MUST CONFORM TO ACI 336.1-01, TABLE 2.4.3.
8. CLEAN SIDES OF SOCKET OF ANY LOOSE MATERIAL AND ROCK PASTE TO PROVIDE FULL BOND BETWEEN
CONCRETE AND UNDISTURBED SOCKET MATERIAL.
6. MATERIALS (CONTINUED):
H. DRILLED CONCRETE PIERS AND SHAFTS (CONTINUED):
9. CLEANOUT AND REMOVE ALL LOOSE MATERIAL AND SPOIL FROM THE BOTTOM OF THE SHAFT. THE AVERAGE THICKNESS OF SEDIMENTS ON THE SHAFT BOTTOM MUST BE LIMITED TO ONE-HALF INCH, WITH A MAXIMUM
THICKNESS OF ONE INCH.
10. WHERE PRACTICAL, AND WITHOUT COMPROMISING THE STABILITY OF THE EXCAVATION, DEWATER EXCAVATION BEFORE PLACING CONCRETE. HOLD THE WATER LEVEL IN THE BOTTOM OF THE EXCAVATION
PRIOR TO CONCRETING AT A NOMINAL DEPTH NOT TO EXCEED 2 INCHES.
11. COMPLETE CONCRETING WITHIN THE SAME WORKING DAY IN WHICH DRILLED SHAFT IS EXCAVATED. IF CONCRETE IS NOT PLACED WITHIN 4 HOURS OF COMPLETION AND ACCEPTANCE OF EXCAVATION, THE BOTTOM OF THE EXCAVATION MUST BE RE-AUGURED TO REMOVE ANY SOFTENED BEARING MATERIAL AND RE-
INSPECTED.
12. IN DRY EXCAVATIONS, PLACE CONCRETE WITH AN APPROVED DROP PIPE OR FUNNELING DEVICE. APPROVAL OF THE FUNNELING DEVICE MUST BE DEPENDENT UPON CONTRACTOR'S DEMONSTRATED ABILITY TO DIRECT CONCRETE FLOW SO AS NOT TO FALL OR STRIKE AGAINST THE SIDES OF THE TEMPORARY CASING, THE SIDES OF THE DRILLED SHAFT EXCAVATION, OR STEEL REINFORCEMENT BEFORE REACHING THE BOTTOM. USE AN EXTENSION PIPE TO LIMIT THE MAXIMUM CONCRETE FREE-FALL DISTANCE TO 15 TIMES THE CAGE DIAMETER, BUT NO MORE THAN 60 FEET.
13. WHERE DEWATERING IS IMPRACTICAL OR WHERE SLURRY IS USED, CONCRETE MUST BE PUMPED FROM THE BASE OF THE EXCAVATION. GRAVITY TREMIE PLACEMENT OF CONCRETE UNDER WATER OR THROUGH
SLURRY MUST NOT BE PERMITTED.
14. COORDINATE THE WITHDRAWAL OF TEMPORARY CASING WITH CONCRETE PLACEMENT TO MAINTAIN A MINIMUM CONCRETE HEAD OF 5 FEET ABOVE THE CASING BOTTOM OR UNTIL A SUFFICIENT DEPTH OF CONCRETE HAS BEEN PLACED TO PREVENT INTRUSION OF SOIL OR WATER INTO THE SHAFT CONCRETE AS THE TEMPORARY CASING IS BEING WITHDRAWN. KEEP THE TEMPORARY CASING PLUMB AND WITHDRAW WITH
A SMOOTH, VERTICAL MOTION, WITHOUT JERKS.
15. THE USE OF SLURRY WILL NOT BE PERMITTED DURING CONSTRUCTION OF THAT PORTION OF DRILLED SHAFTS
WHICH BEAR UPON OR ARE SOCKETED INTO ROCK.
16. MUSHROOMING AT THE TOP OF THE DRILLED SHAFT MUST NOT BE PERMITTED.
17. WHEN REQUIRED BY CONTRACITNG OFFICER, PERFORM NON-DESTRUCTIVE TESTING ON COMPLETED DRILLED
SHAFTS.
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
D E
P A
R T
M E
N T
O F
T H
E N
A V
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A V
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IN
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C O
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A N
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DRAWFORM REVISION: 31 JANUARY 2017
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
V A
L F
A C
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G C
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J O
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S E
R V
E B
A S
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T W
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T H
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A S
AS NOTED
U N
C L A
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1651220
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SECTION, DETAIL, AND ELEVATION SYMBOL IDENTIFIERS
DRAWING SEQUENCE NUMBER
INDICATES WHERE TITLE IS
LOCATED (MAY NOT BE
PRESENT IF CALLOUT AND
TITLE ARE ON THE SAME
DRAWING)
LETTER-NUMBER DESIGNATOR
INDICATES SHEET COORDINATES WHERE
TITLE IS LOCATED
ONE OR TWO CHARACTER
DISCIPLINE DESIGNATOR
(MAY NOT BE PRESENT IF
CALLOUT AND TITLE ARE
ON DRAWINGS WITHIN
THE SAME DISCIPLINE)
THE WORD "DETAIL" MAY BE REPLACED WITH
"ELEVATION" OR "SECTION"
SECTION, DETAIL, OR ELEVATION TITLE EXAMPLE
A1
S-001
SECTION, DETAIL, AND ELEVATION IDENTIFICATION SYSTEM
ELEVATION CALLOUT EXAMPLEDETAIL CALLOUT EXAMPLEDETAIL/SECTION CALLOUT EXAMPLE
A1
S-001
A1
S-001 A1
S-001
8" CMU WALL -
LOAD BEARING SHEAR WALL
12" CMU WALL -
LOAD BEARING SHEAR WALL
SEE PLANS FOR CMU WALL LOCATIONS
CMU WALL LEGEND
8" CMU WALL -
PARTITION WALL
8" CMU WALL -
FULLY GROUTED LOAD
BEARING SHEAR WALL
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
D E
P A
R T
M E
N T
O F
T H
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A V
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A V
A L
F A
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IN
E
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IN
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A N
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DRAWFORM REVISION: 31 JANUARY 2017
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
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IN
G C
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N A
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U N
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S S
IF
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The Johnson-McAdams Firm P.A.
F
IL
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A T
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P
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15154699
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P ro je c ts
\1
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SAH
15154195
15154195
BMH ZGA
05/07/2020
JM / SR
1651220
3/4" = 1'-0" A1
DETAIL
SCHED SCHEDULE
SDI STEEL DECK INSTITUTE
SE SOUTHEAST
SECT SECTION
SEI STRUCTURAL ENGINEERING INSTITUTE
SF SWAY FRAME
SHT SHEET
SIM SIMILAR
SJI STEEL JOIST INSTITUTE
SLNT SEALANT
SLO SHORT LEG OUTSTANDING
SLV SLEEVE
SP SPACE(S)
SPEC SPECIFICATION(S)
SQ SQUARE
SSL SHORT-SLOT HOLE(S)
SST STAINLESS STEEL
ST SNUG-TIGHT JOINT
STD STANDARD
STIF STIFFENER
STIR STIRRUP
STL STEEL
STR STRAIGHT
STRUCT STRUCTURAL
SUB SUBSTITUTE
SUPT SUPPORT
SW SOUTHWEST
SYMM SYMMETRICAL
T TON(S) OR TREAD(S)
T&B TOP AND BOTTOM
TB THROUGH BOLT
TD TRENCH DRAIN
TEMP TEMPORARY
THD THREAD(ED)
THK THICK(NESS)
THRU THROUGH
TMS THE MASONRY SOCIETY
TOC TOP OF CONCRETE
TOM TOP OF MASONRY
TOS TOP OF STEEL
TOW TOP OF WALL
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VAR VARIES
VB VAPOR BARRIER
VERT VERTICAL
VNR VENEER
VR VAPOR RETARDER
W WEST OR WIDE (WIDTH) OR WIDE FLANGE SHAPE
W/ WITH
W/O WITHOUT
WH WEEP HOLE
WL WIND LOAD
WLD WELD(ED)
WP WORKING POINT
WS WATERSTOP
WT WEIGHT OR WIDE FLANGE TEE SHAPE
WWR WELDED WIRE REINFORCEMENT
X EXTRA STRONG
XX DOUBLE EXTRA STRONG
N NORTH
NA NOT APPLICABLE
NAAMM NATIONAL ASSOCIATION OF ARCHITECTURAL METAL
MANUFACTURERS
NAVD NORTH AMERICAN VERTICAL DATUM
NCMA NATIONAL CONCRETE MASONRY ASSOCIATION
NE NORTHEAST
NF NEAR FACE
NIC NOT IN CONTRACT
NO NUMBER
NOM NOMINAL
NS NEAR SIDE
NTS NOT TO SCALE
NW NORTHWEST
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OPH OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
OR OUTSIDE RADIUS
OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION
OVS OVERSIZE HOLE(S)
PAR PARALLEL
PCA PORTLAND CEMENT ASSOCIATION
PCC PRECAST CONCRETE
PCF POUND(S) PER CUBIC FOOT
PCI POUND(S) PER CUBIC INCH OR PRECAST/PRESTRESSED
CONCRETE INSTITUTE
PED PEDESTAL
PERP PERPENDICULAR
PH PHASE
PL PLATE
PLBG PLUMBING
PLC PLACE(S)
PLF POUND(S) PER LINEAR FOOT
PREFAB PREFABRICATE(D)
PREP PREPARATION
PS PIPE SUPPORT
PSF POUND(S) PER SQUARE FOOT
PSI POUND(S) PER SQUARE INCH
PT PRETENSIONED JOINT
PUR PURLIN
PVC POLYVINYL CHLORIDE
QA QUALITY ASSURANCE
QC QUALITY CONTROL
R RADIUS OR RISER(S)
RD ROOF DRAIN
REBAR REINFORCING STEEL BAR(S)
REF REFERENCE
REINF REINFORCE(D)
REQD REQUIRED
REV REVISION
RF ROOF
RM ROOM
RST REINFORCING STEEL
S SECTION MODULUS OR SOUTH OR AMERICAN STANDARD BEAM
SHAPE
SB SHEAR BAR
SC SLIP-CRITICAL JOINT
GB GRADE BEAM
GC GENERAL CONTRACTOR
GDR GUARDRAIL
GEN GENERAL
GOVT GOVERNMENT
GR GRADE
GRTG GRATING
GT GROUT
H HIGH (HEIGHT)
HC HOLLOW CORE
HGR HANGER
HORIZ HORIZONTAL
HP BEARING PILE SHAPE
HPT HIGH POINT
HS HIGH STRENGTH
HSS HOLLOW STRUCTURAL SECTION
I MOMENT OF INERTIA
IBC INTERNATIONAL BUILDING CODE
ID INSIDE DIAMETER
IF INSIDE FACE
IJ ISOLATION JOINT
IN INCH(ES)
INFO INFORMATION
INT INTERIOR
INV INVERT
IR INSIDE RADIUS
JST JOIST
JT JOINT
KB KNEE BRACE
KIP THOUSAND POUNDS
KLF KIP(S) PER LINEAR FOOT
KPL KICK PLATE
KSF KIP(S) PER SQUARE FOOT
KSI KIP(S) PER SQUARE INCH
L ANGLE SHAPE OR LENGTH
LAD LADDER
LBS POUND(S)
LD DEVELOPMENT LENGTH
LG LONG
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLO LONG LEG OUTSTANDING
LLV LONG LEG VERTICAL
LONG LONGITUDINAL
LPT LOW POINT
LSL LONG-SLOT HOLE(S)
LTWT LIGHTWEIGHT
MATL MATERIAL
MAX MAXIMUM
MBMA METAL BUILDING MANUFACTURERS ASSOCIATION
MBS METAL BUILDING SYSTEM
MC MISCELLANEOUS CHANNEL SHAPE OR MOMENT CONNECTION
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MSL MEAN SEA LEVEL
MTL METAL
COORD COORDINATE
COTR CONTRACTING OFFICER'S TECHNICAL REPRESENTATIVE
CPRS COMPRESSIBLE
CRSI CONCRETE REINFORCING STEEL INSTITUTE
CTJ CONTRACTION JOINT
CTR CENTER(ED)
CY CUBIC YARD(S)
D DEEP (DEPTH)
DBL DOUBLE
DEG DEGREE(S)
DEMO DEMOLISH (DEMOLITION)
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DIR DIRECTION
DIV DIVISION
DK DECK
DL DEAD LOAD
DWG DRAWING
DWL DOWEL
E EAST
EA EACH
ED EDGE DETAIL
EF EACH FACE
EJ EXPANSION JOINT
EL ELEVATION
EL EARTHQUAKE LOAD
ELEC ELECTRICAL
ELEV ELEVATOR
EMBED EMBEDMENT
ENGR ENGINEER
EOD EDGE OF DECK
EOS EDGE OF SLAB
EQ EQUAL
EQUIP EQUIPMENT
EQUIV EQUIVALENT
ES EACH SIDE
ETC AND SO FORTH
EW EACH WAY
EXP EXPANSION
EXST EXISTING
EXT EXTERIOR OR EXTERNAL
EXTN EXTENSION
FAB FABRICATE
FD FLOOR DRAIN
FDTN FOUNDATION
FF FAR FACE
FIN FINISH
FLG FLANGE
FLR FLOOR
FR FRAME
FRMG FRAMING
FRP FIBER-REINFORCED POLYMER
FS FAR SIDE
FT FOOT (FEET)
FTG FOOTING
FUT FUTURE
GA GAGE
GALV GALVANIZE(D)
# NUMBER OR POUND(S)
% PERCENT
& AND
@ AT
AA ALUMINUM ASSOCIATION
AB ANCHOR BOLT
ACI AMERICAN CONCRETE INSTITUTE
ADDL ADDITIONAL
ADH ADHESIVE
ADJ ADJACENT
AFF ABOVE FINISH FLOOR
AGGR AGGREGATE
AHJ AUTHORITY HAVING JURISDICTION
AHR ANCHOR
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
ALT ALTERNATE
ALUM ALUMINUM
ANSI AMERICAN NATIONAL STANDARDS INSTITUTE
APPD APPROVED
APPROX APPROXIMATE
ARCH ARCHITECT(URAL)
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM ASTM INTERNATIONAL
AWS AMERICAN WELDING SOCIETY
B/B BACK TO BACK
BC BOLT CIRCLE
BFF BELOW FINISH FLOOR
BLDG BUILDING
BLW BELOW
BM BEAM
BOC BOTTOM OF CONCRETE
BOS BOTTOM OF STEEL
BOT BOTTOM
BRCG BRACING
BRDG BRIDGING
BRG BEARING
BTWN BETWEEN
C CHANNEL SHAPE
C TO C CENTER TO CENTER
CAP CAPACITY
CFS COLD-FORMED STEEL
CHFR CHAMFER
CIP CAST-IN-PLACE
CIR CIRCLE
CJ CONSTRUCTION JOINT
CJP COMPLETE JOINT PENETRATION
CL CENTER LINE
CLJ CONTROL JOINT
CLL COLUMN LINE
CLR CLEAR
CMPST COMPOSITE
CMU CONCRETE MASONRY UNIT
CNR CORNER
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONSTR CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
STRUCTURAL ABBREVIATIONS:
S Y
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TYP
A
TYP
A
TYP
ATYP
A
TYP
A
TYP
A
TYP
AATYPAA
TYP
A
TYP
A
2rH 3H
4 5
GRID
1H 2eH
OVERHANG
SEE NOTES 5 AND 6
FOR WIND LOADING
REQUIREMENTS
C1L C2L
CANOPY
SEE NOTES 9 AND 10
FOR WIND LOADING
REQUIREMENTS
C1UC2U
GENERAL NOTES
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y N
A V
A L
F A
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
C O
M M
A N
D
DRAWFORM REVISION: 31 JANUARY 2017
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G C
O M
M A
N D
S
O U
T H
E A
S T
N A
S J
R B
F
O R
T W
O R
T H
T
X
N A
V Y
A
IR
S T
A T
IO
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J O
IN
T
R E
S E
R V
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A S
E F
O R
T W
O R
T H
T
E X
A S
AS NOTED
U N
C L A
S S
IF
IE
D
The Johnson-McAdams Firm P.A.
F
IL
E P
A T
H
P
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T T
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15154699
C
R e v it
P ro je c ts
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F A
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SAH
15154196
15154196
BMH ZGA
05/07/2020
JM / SR
1651220
NOT TO SCALE
B1
WIND ISOMETRIC - LOOKING PLAN NORTH-EAST
NOT TO SCALE
A3
WIND ISOMETRIC - LOOKING PLAN SOUTH-WEST
1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.
2. WIND PRESSURES ARE IN ULTIMATE LEVEL (1.0W) AND
MUST APPLY NORMAL TO MEMBER SURFACE.
3. PLUS AND MINUS (+/-) SIGNS SIGNIFY PRESSURES ACTING TOWARD
AND AWAY FROM SURFACE RESPECTIVELY.
4. EACH COMPONENT MUST BE DESIGNED FOR MAXIMUM POSITIVE
AND NEGATIVE PRESSURES.
5. OVERHANG WIND LOADS ARE NET PRESSURES CONSIDERING
CONTRIBUTIONS FROM UPPER AND LOWER SURFACES.
6. SOFFITS MUST BE DESIGNED FOR THE WIND ZONE PRESSURES AT THE
ADJACENT WALL.
7. PRESSURE ZONE DIMENSIONS: A = 10', AA = 3'.
8. INTERPOLATION IS PERMITTED FOR WIND PRESSURES NOT LISTED
BETWEEN 10 FT2 AND 500 FT2.
9. COMPONENT AND CLADDING WIND PRESSURES AT ZONES C1 AND C2 ARE
NET PRESSURES CONSIDERING CONTRIBUTIONS FROM UPPER AND LOWER
SURFACES. NEGATIVE AND POSITIVE SIGNS SIGNIFY UPLIFING AND
DOWNWARD PRESSURES, RESPECTIVELY.
10. COMPONENT AND CLADDING WIND PRESSURES C1U AND C2U ARE
PRESSURES ACTING ONLY ON THE CANOPIES UPPER SURFACES.
COMPONENT AND CLADDING WIND PRESSURES C1L AND C1U ARE
PRESSURES ACTING ONLY ON THE CANOPIES LOWER SURFACES
2r
2r
2r
2r
2e
2e
2e
2e
5 5
2r
2r
2r
2r
2e
2e
2e
2e
2r
2r
2r
2e
2e
2e
NOT TO SCALE
A1
WIND PRESSURE - OVERHANG
DESIGN WIND PRESSURES (PSF)
WIND ZONE
10FT 20FT 50FT 100FT 500FT
(MAX) (MIN) (MAX) (MIN) (MAX) (MIN) (MAX) (MIN) (MAX) (MIN)
1 22 -37 19 -37 16 -32 16 -29 16 -29
2e 22 -49 19 -45 16 -40 16 -36 16 -32
2r 22 -63 19 -57 16 -49 16 -43 16 -37
3 22 -49 19 -45 16 -40 16 -36 16 -32
4 27 -29 26 -28 24 -26 23 -25 20 -22
5 27 -36 26 -33 24 -30 23 -28 20 -22
1H 16 -49 16 -50 16 -52 16 -54 16 -54
2eH 16 -61 16 -60 16 -58 16 -57 16 -56
2rH 16 -75 16 -72 16 -68 16 -64 16 -61
3H 16 -75 16 -68 16 -58 16 -51 16 -44
C1 23 -49 21 -50 19 -52 16 -54 17 -54
C1L 27 -36 26 -33 24 -30 23 -28 20 -22
C1U 22 -49 19 -45 17 -40 16 -36 16 -32
C2 23 -16 21 -16 19 -16 17 -16 - -
C2L 20 -20 19 -19 17 -18 16 -17 - -
C2U 20 -28 19 -25 17 -21 16 -18 - -
2 2 2 2 2
C1
C1
C2
NOT TO SCALE
A2
WIND PRESSURE - CANOPY
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F
B
E
C
20 PSF
20 PSF
4 PSF
36 PSF
9'-9"
MINIMUM UNIFORM SNOW LOAD
SLOPED ROOF SNOW LOAD
DRIFT SNOW LOAD
GENERAL NOTES
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y N
A V
A L
F A
C
IL
IT
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DRAWFORM REVISION: 31 JANUARY 2017
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
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15154197
15154197
BMH ZGA
05/07/2020
JM / SR
1651220
NOT TO SCALE
A2
SNOW LOAD DIAGRAM
1. DESIGN SNOW LOAD SHALL BE THE WORST-CASE LOADING SCENARIO OF
THE FOLLOWING LOAD SCENARIOS PER ASCE 7-16:
A. SLOPED ROOF SNOW LOAD COMBINED WITH THE DRIFT SNOW LOAD.
B. MINIMUM UNIFORM SNOW LOAD.
2. OTHER SNOW LOADS NOT SHOWN DO NOT CONTROL THE DESIGN.
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28'-0" 33'-3" 35'-9" 37'-0" 28'-4" 21'-8"
184'-0"
'-0
'-0
'-0
'-2
4'
-1 0"
'-0
TOC EL 98'-6 3/4"
19'-0" 18'-8" 18'-8" 18'-8" 18'-8" 19'-0"
6' -4
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24'-0" 24'-0" 24'-0"
'-1
0"
'-6
'-6
'-8
17'-8" 17'-8" 17'-8" 13'-8 1/2" 16'-0" 16'-1" 16'-0 1/2" 14'-5" 18'-5" 18'-5" 18'-5"
'-1
0"
'-6
'-6
'-1 0"
'-5
GENERAL NOTES
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
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SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
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DRAWFORM REVISION: 31 JANUARY 2017
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
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A C
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KEY PLAN
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15154198
15154198
BMH ZGA
05/07/2020
JM / SR
16512203/32" = 1'-0" A1
FOUNDATION PLAN - OVERALL
1. SEE S-001, S-002, S-003 FOR GENERAL NOTES, LEGEND, AND
ABBREVIATIONS.
2. SEE S-500 THROUGH S-509 FOR TYPICAL DETAILS.
3. SEE S-600 FOR COLUMN SCHEDULE.
4. MASONRY…
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