VOLUME_III_-_BRAVO_&_CHARLIE_BATTERY.pdf

Ft. Worth District

OF ENGINEERS

US ARMY CORPS

APPROVAL RECOMMENDED BY:

ON THIS SHEET.

OF ALL DRAWINGS IN THIS SET AS INDEXED

OFFICIAL RECOMMENDATION AND APPROVAL

SIGNATURES AFFIXED BELOW INDICATE

CHIEF, ENGINEERING BRANCH DATE

DESIGNED BY: DENNIS MICHAEL KELLEY 2014

PN: 75661

FORT SILL, OKLAHOMA

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THE SCOPE OF THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152

INDIVIDUALS APPEAR ON THESE PROJECT DOCUMENTS WITHIN

SIGNATURES AND REGISTRATION DESIGNATIONS OF

OF THE U.S. ARMY CORPS OF ENGINEERS. THE INITIALS OR

THIS PROJECT WAS DESIGNED BY THE FORT WORTH DISTRICT

VOLUME III - BRAVO & CHARLIE BATTERY

SOLICITATION NO. W912BV-18-R0003

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OCTOBER 2017

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STRUCTURAL

2S-001 GENERAL STRUCTURAL NOTES AND DETAILS I

2S-002 GENERAL STRUCTURAL NOTES AND DETAILS II

2S-003 GENERAL STRUCTURAL NOTES AND DETAILS III

2S-004 GENERAL STRUCTURAL NOTES AND DETAILS IV

2S-005 GENERAL STRUCTURAL NOTES AND DETAILS V

2S-006 GENERAL STRUCTURAL NOTES AND DETAILS VI

2S-007 GENERAL STRUCTURAL NOTES AND DETAILS VII

2S-008 GENERAL STRUCTURAL NOTES AND DETAIL VIII

2S-009 GENERAL STRUCTURAL NOTES AND DETAILS IX

2S-100 OVERALL FOUNDATION PLAN

2S-101 FOUNDATION PLAN - AREA A

2S-102 FOUNDATION PLAN - AREA B

2S-103 FOUNDATION PLAN - AREA C

2S-104 FOUNDATION PLAN - AREA D

2S-105 FEMA SAFE ROOM FOUNDATION PLAN - AREA E

2S-110 OVERALL SECOND FLOOR AND FEMA SAFE ROOM

ATTIC FRAMING PLAN

2S-111 SECOND FLOOR FRAMING PLAN - AREA A

2S-112 SECOND FLOOR FRAMING PLAN - AREA B

2S-113 SECOND FLOOR FRAMING PLAN - AREA C

2S-114 SECOND FLOOR FRAMING PLAN - AREA D

2S-115 FEMA SAFE ROOM ATTIC FRAMING PLAN - AREA E

2S-120 OVERALL ATTIC FRAMING AND MECHANICAL ROOM

ROOF FRAMING PLAN

2S-121 ATTIC FRAMING AND MECHANICAL ROOM ROOF

FRAMING PLAN - AREA A

2S-122 ATTIC FRAMING PLAN - AREA B

2S-123 ATTIC FRAMING PLAN - AREA C

2S-124 ATTIC FRAMING PLAN - AREA D

2S-130 OVERALL ROOF FRAMING PLAN

2S-300 FOUNDATION SECTIONS I

2S-301 FOUNDATION SECTIONS II

2S-310 SECOND FLOOR FRAMING SECTIONS I

2S-311 SECOND FLOOR FRAMING SECTIONS II

2S-312 FEMA SAFE ROOM ATTIC FRAMING SECTIONS

2S-320 ATTIC FLOOR FRAMING SECTIONS I

2S-321 ATTIC FLOOR FRAMING SECTIONS II

2S-330 ROOF FRAMING SECTIONS I

2S-400 INTERIOR STAIR PLANS I

2S-401 ELEVATOR AND DUMBWAITER PLAN I

2S-402 ENLARGED FRAMING PLAN I

2S-500 DETAILS I

2S-501 DETAILS II

2S-502 INTERIOR STAIR DETAILS I

2S-600 SCHEDULES I

ARCHITECTURE

2A-001 GENERAL NOTES AND ABBREVIATIONS

2A-002 LIFE SAFETY CRITERIA

2A-003 LIFE SAFETY OCCUPANCY PLAN I

2A-004 LIFE SAFETY OCCUPANCY PLAN II

2A-005 FIRST FLOOR LIFE SAFETY PLAN (EGRESS)

2A-006 SECOND FLOOR LIFE SAFETY PLAN (EGRESS)

2A-101 OVERALL FIRST FLOOR PLAN

2A-102 OVERALL SECOND FLOOR PLAN

2A-103 OVERALL ATTIC FLOOR PLAN

2A-104 OVERALL REFLECTED CEILING FIRST FLOOR PLAN

2A-105 OVERALL REFLECTED CEILING SECOND FLOOR PLAN

2A-106 ROOF PLAN

2A-111 FIRST FLOOR PLAN AREA A

2A-112 FIRST FLOOR PLAN AREA B

2A-113 FIRST FLOOR PLAN AREA C

2A-114 FIRST FLOOR PLAN AREA D

2A-115 FIRST FLOOR PLAN AREA E

2A-116 SECOND FLOOR PLAN AREA A

2A-117 SECOND FLOOR PLAN AREA B

2A-118 SECOND FLOOR PLAN AREA C

2A-119 SECOND FLOOR PLAN AREA D

2A-120 FIRST FLOOR REFLECTED CEILING PLAN AREA A

2A-121 FIRST FLOOR REFLECTED CEILING PLAN AREA B

2A-122 FIRST FLOOR REFLECTED CEILING PLAN AREA C

2A-123 FIRST FLOOR REFLECTED CEILING PLAN AREA D

2A-124 FIRST FLOOR REFLECTED CEILING PLAN AREA E

2A-125 SECOND FLOOR REFLECTED CEILING PLAN AREA A

2A-126 SECOND FLOOR REFLECTED CEILING PLAN AREA B

2A-127 SECOND FLOOR REFLECTED CEILING PLAN AREA C

2A-128 SECOND FLOOR REFLECTED CEILING PLAN AREA D

2A-201 NORTH AND SOUTH EXTERIOR ELEVATIONS

2A-202 EAST AND WEST EXTERIOR ELEVATIONS

2A-301 BUILDING CROSS / LONGITUDINAL SECTIONS I

2A-302 BUILDING CROSS / LONGITUDINAL SECTIONS II

2A-303 BUILDING CROSS / LONGITUDINAL SECTIONS III

2A-311 WALL SECTIONS I

2A-312 WALL SECTIONS II

2A-313 WALL SECTIONS III

2A-401 ENLARGED PLANS I

2A-402 ENLARGED PLANS II

2A-403 ENLARGED PLANS III

2A-404 ENLARGED PLANS IV

2A-405 ENLARGED PLANS V

2A-406 ENLARGED PLANS VI

2A-411 INTERIOR ELEVATIONS I

2A-412 INTERIOR ELEVATIONS II

2A-421 ENLARGED EXTERIOR ELEVATIONS

2A-431 ENLARGED CEILING PLANS

2A-441 ENLARGED STAIR, LIFT, ELEVATOR PLANS I

2A-442 ENLARGED STAIR, LIFT, ELEVATOR PLANS II

2A-443 ENLARGED VERTICAL LIFT AND ELEVATOR SECTIONS

2A-444 ENLARGED STAIR SECTIONS I

2A-445 ENLARGED STAIR SECTIONS II

2A-446 ENLARGED SHIPS LADDER SECTIONS

2A-447 ENLARGED EXTERIOR STAIR SECTION

2A-501 PLAN DETAILS I

2A-502 PLAN DETAILS II

2A-503 PLAN DETAILS III

2A-511 WALL DETAILS I

2A-512 WALL DETAILS II

2A-521 ROOF DETAILS I

2A-522 ROOF DETAILS II

2A-530 DOOR DETAILS I

2A-531 DOOR DETAILS II

2A-541 WINDOW DETAILS

2A-551 CEILING DETAILS I

2A-552 CEILING DETAILS II

2A-601 PARTITION TYPES I

2A-602 PARTITION TYPES II

2A-603 DOOR SCHEDULE I

2A-604 DOOR SCHEDULE II

2A-605 WINDOW SCHEDULE

INTERIORS

2I-101 FIRST FLOOR FURNITURE PLAN

2I-102 FIRST FLOOR FINISH PLAN

2I-103 FIRST FLOOR SIGNAGE PLAN

2I-104 SECOND FLOOR FURNITURE PLAN

2I-105 SECOND FLOOR FINISH PLAN

2I-106 SECOND FLOOR SIGNAGE PLAN

2I-501 SIGNAGE DETAILS

2I-502 SIGNAGE DETAILS

2I-601 FIRST FLOOR INTERIOR FINISH SCHEDULE

2I-602 SECOND & THIRD FLOOR FINISH SCHEDULE

2I-603 INTERIOR FINISH LEGEND

2I-604 FIRST FLOOR INTERIOR SIGNAGE SCHEDULE

2I-605 SECOND & THIRD FLOOR INTERIOR SIGNAGE SCHEDULE

PLUMBING

2P-001 PLUMBING LEGEND AND GENERAL NOTES

2P-101 OVERALL FIRST FLOOR PLUMBING PLAN

2P-102 OVERALL SECOND FLOOR PLUMBING PLAN

2P-103 OVERALL ATTIC PLUMBING PLAN

2PL101 FIRST FLOOR WASTE AND VENT - A

2PL102 FIRST FLOOR WASTE AND VENT - B

2PL103 FIRST FLOOR WASTE AND VENT - C

2PL104 FIRST FLOOR WASTE AND VENT - D

2PL105 FIRST FLOOR WASTE AND VENT - E

2PL106 SECOND FLOOR WASTE AND VENT - A

2PL107 SECOND FLOOR WASTE AND VENT - B

2PL108 SECOND FLOOR WASTE AND VENT - C

2PL109 SECOND FLOOR WASTE AND VENT - D

2PL110 ATTIC WASTE AND VENT

2PL401 ENLARGED MECHANICAL ROOM WASTE AND VENT

2PL402 ENLARGED 1ST FLOOR SLEEPING BAY WASTE AND VENT

2PL403 ENLARGED EAST WING OFFICE WASTE AND VENT PLAN

2PL404 ENLARGED REHAB RESTROOM

2PL405 ENLARGED 2ND FLOOR SLEEPING BAY WASTE AND VENT

GROUP

2PL406 ENLARGED DI OFFICE WASTE AND VENT

2PL407 ENLARGED 2ND FLOOR RESTROOMS

2PP101 FIRST FLOOR DOMESTIC AND NON-POTABLE WATER - A

2PP102 FIRST FLOOR DOMESTIC AND NON-POTABLE WATER - B

2PP103 FIRST FLOOR DOMESTIC AND NON-POTABLE WATER - C

2PP104 FIRST FLOOR DOMESTIC AND NON-POTABLE WATER - D

2PP105 FIRST FLOOR DOMESTIC AND NON-POTABLE WATER - E

2PP106 SECOND FLOOR DOMESTIC AND NON-POTABLE WATER - A

2PP107 SECOND FLOOR DOMESTIC AND NON-POTABLE WATER - B

2PP108 SECOND FLOOR DOMESTIC AND NON-POTABLE WATER - C

2PP109 SECOND FLOOR DOMESTIC AND NON-POTABLE WATER - D

2PP110 ATTIC DOMESTIC AND NON-POTABLE WATER

2PP401 ENLARGED MECHANICAL ROOM DOMESTIC AND

NON-POTBALE WATER

2PP402 ENLARGED 1ST FLOOR BAY DOMESTIC AND NON-POTABLE

WATER PLAN

2PP403 ENLARGED 2ND FLOOR BAY DOMESTIC AND NON-POTABLE

WATER PLAN

2PP404 ENLARGED EAST WING OFFICE RESTROOM DOMESTIC

WATER PLAN

2P-401 PLUMBING ELEVATIONS SHEET 1

2P-402 PLUMBING ELEVATIONS SHEET 2

2P-403 PLUMBING ELEVATIONS SHEET 3

2P-404 PLUMBING ELEVATIONS SHEET 4

2P-501 PLUMBING DETAILS

2P-502 PLUMBING DETAILS

2P-503 DOMESTIC HOT WATER SYTEM SCHEMATIC

2P-504 DOMESTIC COLD WATER SYSTEM SCHEMATIC

2P-601 PLUMBING SCHEDULE

2P-901 PLUMBING WASTE AND VENT ISOMETRICS

2P-902 PLUMBING WASTE AND VENT ISOMETRICS

2P-903 PLUMBING DOMESTIC AND NON-POTABLE WATER

ISOMETRICS

2P-904 PLUMBING DOMESTIC AND NON-POTABLE WATER

ISOMETRICS

2P-905 MECHANICAL ROOM ISOMETRIC

INDEX OF DRAWINGS

FIRE ALARM

2FA001 FIRE ALARM/MASS NOTIFICATION LEGEND

2FA101 FIRE ALARM PLAN 1ST FLOOR - AREA A

2FA102 FIRE ALARM PLAN 1ST FLOOR - AREA B

2FA103 FIRE ALARM PLAN 1ST FLOOR - AREA C

2FA104 FIRE ALARM PLAN 1ST FLOOR - AREA D

2FA105 FIRE ALARM PLAN 1ST FLOOR - AREA E

2FA106 FIRE ALARM PLAN 2ND FLOOR - AREA A

2FA107 FIRE ALARM PLAN 2ND FLOOR - AREA B

2FA108 FIRE ALARM PLAN 2ND FLOOR - AREA C

2FA109 FIRE ALARM PLAN 2ND FLOOR - AREA D

2FA110 FIRE ALARM PLAN 2ND FLOOR - AREA E

2FA111 FIRE ALARM PLAN ATTIC - AREA A

2FA112 FIRE ALARM PLAN ATTIC - AREA C

2FA601 FIRE ALARM/MASS NOTIFICATION RISER AND DETAIL

2FA602 FIRE ALARM/MASS NOTIFICATION MATRIX

2FA603 FIRE ALARM REMOTE ANNUNCIATOR DETAIL

2FA604 LOCAL OPERATOR CONTROL DETAIL

FIRE PROTECTION

2FX101 FIRST FLOOR FIRE PROTECTION PLAN

2FX102 SECOND FLOOR FIRE PROTECTION PLAN

2FX103 ATTIC FIRE PROTECTION FLOOR PLAN

2FX501 FIRE PROTECTION DETAILS

GENERAL - BRAVO

2G001 COVER SHEET

2G002 INDEX OF DRAWINGS

2G003 INDEX OF DRAWINGS

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ELECTRICAL

2E-001 ELECTRICAL LEGEND

2EG101 LIGHTNING PROTECTION PLAN - AREA A

2EG102 LIGHTNING PROTECTION PLAN - AREA B

2EG103 LIGHTNING PROTECTION PLAN - AREA C

2EG104 LIGHTNING PROTECTION PLAN - AREA D

2EG105 LIGHTNING PROTECTION PLAN - AREA E

2EG106 GROUNDING PLAN FIRST FLOOR

2EG107 GROUNDING PLAN SECOND FLOOR

2EG501 GROUNDING DETAILS I

2EG502 GROUNDING DETAILS II

2EG503 GROUNDING DETAILS III

2EG504 GROUNDING DETIALS IV

2EG601 GROUNDING RISER DIAGRAM

2EL001 LIGHTING FIXTURE SCHEDULE AND CONTROL

2EL101 LIGHTING PLAN 1ST FLOOR - AREA A

2EL102 LIGHTING PLAN 1ST FLOOR - AREA B

2EL103 LIGHTING PLAN 1ST FLOOR - AREA C

2EL104 LIGHTING PLAN 1ST FLOOR - AREA D

2EL105 LIGHTING PLAN 1ST FLOOR - AREA E

2EL106 LIGHTING PLAN 2ND FLOOR - AREA A

2EL107 LIGHTING PLAN 2ND FLOOR - AREA B

2EL108 LIGHTING PLAN 2ND FLOOR - AREA C

2EL109 LIGHTING PLAN 2ND FLOOR - AREA D

2EL110 LIGHTING PLAN 2ND FLOOR - AREA E

2EL111 LIGHTING PLAN ATTIC - AREA A

2EL112 LIGHTING PLAN ATTIC - AREA C

2EL501 LIGHTING DETAILS 1

2EL502 LIGHTING DETAILS 2

2EP101 POWER PLAN 1ST FLOOR - AREA A

2EP102 POWER PLAN 1ST FLOOR - AREA B

2EP103 POWER PLAN 1ST FLOOR - AREA C

2EP104 POWER PLAN 1ST FLOOR - AREA D

2EP105 POWER PLAN 1ST FLOOR - AREA E

2EP106 POWER PLAN 2ND FLOOR - AREA A

2EP107 POWER PLAN 2ND FLOOR - AREA B

2EP108 POWER PLAN 2ND FLOOR - AREA C

2EP109 POWER PLAN 2ND FLOOR - AREA D

2EP110 POWER PLAN 2ND FLOOR - AREA E

2EP111 POWER PLAN ATTIC - AREA A

2EP112 POWER PLAN ATTIC - AREA C

2EP401 ENLARGED LAUNDRY ROOM POWER PLANS

2EP601 POWER RISER DIAGRAM

2EP701 PANEL SCHEDULES 1

2EP702 PANEL SCHEDULES 2

2EP703 PANEL SCHEDULES 3

2EP704 PANEL SCHEDULES 4

2EP705 PANEL SCHEDULES 5

2EP706 PANEL SCHEDULES 6

2EP707 PANEL SCHEDULES 7

2ET101 COMMUNICATIONS PLAN 1ST FLOOR - AREA A

2ET102 COMMUNICATIONS PLAN 1ST FLOOR - AREA B

2ET103 COMMUNICATIONS PLAN 1ST FLOOR - AREA C

2ET104 COMMUNICATIONS PLAN 1ST FLOOR - AREA D

2ET105 COMMUNICATIONS PLAN 1ST FLOOR - AREA E

2ET106 COMMUNICATIONS PLAN 2ND FLOOR - AREA A

2ET107 COMMUNICATIONS PLAN 2ND FLOOR - AREA B

2ET108 COMMUNICATIONS PLAN 2ND FLOOR - AREA C

2ET109 COMMUNICATIONS PLAN 2ND FLOOR - AREA D

2ET110 COMMUNICATIONS PLAN 2ND FLOOR - AREA E

2ET111 COMMUNICATIONS PLAN ATTIC - AREA A

2ET112 COMMUNICATIONS PLAN ATTIC - AREA C

2ET401 ENLARGED TELECOMMUNICATION ROOM PLANS

2ET501 COMMUNICATIONS DETAILS

2ET601 COMMUNICATIONS RISER DIAGRAM 1 FIRST FLOOR

2ET602 COMMUNICATIONS RISER DIAGRAM 2 SECOND FLOOR

MECHANICAL

2M-001 MECHANICAL GENERAL NOTES AND LEGENDS

2M-101 OVERALL FIRST FLOOR MECHANICAL PLAN

2M-102 OVERALL SECOND FLOOR MECHANICAL PLAN

2M-103 OVERALL ATTIC MECHANICAL FLOOR PLAN

2MH101 FIRST FLOOR HVAC PLAN - A

2MH102 FIRST FLOOR HVAC PLAN - B

2MH103 FIRST FLOOR HVAC PLAN - C

2MH104 FIRST FLOOR HVAC PLAN - D

2MH105 FIRST FLOOR HVAC PLAN - E

2MH106 SECOND FLOOR HVAC PLAN - A

2MH107 SECOND FLOOR HVAC PLAN - B

2MH108 SECOND FLOOR HVAC PLAN - C

2MH109 SECOND FLOOR HVAC PLAN - D

2MH110 ATTIC HVAC NORTH PENTHOUSE

2MH111 ATTIC HVAC SOUTH PENTHOUSE

2MH401 MECHANICAL ROOM HVAC ENLARGED PLAN

2MP101 FIRST FLOOR HYDRONIC PLAN - A

2MP102 FIRST FLOOR HYDRONIC PLAN - B

2MP103 FIRST FLOOR HYDRONIC PLAN - C

2MP104 FIRST FLOOR HYDRONIC PLAN - D

2MP105 FIRST FLOOR HYDRONIC PLAN - E

2MP106 SECOND FLOOR HYDRONIC PLAN - A

2MP107 SECOND FLOOR HYDRONIC PLAN - B

2MP108 SECOND FLOOR HYDRONIC PLAN - C

2MP109 SECOND FLOOR HYDRONIC PLAN - D

2MP110 ATTIC HYDRONIC NORTH PENTHOUSE PLAN

2MP111 ATTIC HYDRONIC SOUTH PENTHOUSE PLAN

2MP401 MECHANICAL ROOM HYDRONIC ENLARGED PLAN

2M-401 MECHANICAL ELEVATIONS SHEET 1

2M-402 MECHANICAL ELEVATIONS SHEET 2

2M-403 MECHANICAL ELEVATIONS SHEET 3

2M-404 MECHANICAL ELEVATIONS SHEET 4

2M-405 MECHANICAL ELEVATIONS SHEET 5

2M-406 MECHANICAL ELEVATIONS SHEET 6

2M-407 MECHANICAL ELECATIONS SHEET 7

2M-408 MECHANICAL ELEVATIONS SHEET 8

2M-409 MECHANICAL ELEVATIONS SHEET 9

2M-410 MECHANICAL ELEVATIONS SHEET 10

2M-411 MECHANICAL ELEVATIONS SHEET 11

2M-412 MECHANICAL ELEVATIONS SHEET 12

2M-413 MECHANICAL ELEVATIONS SHEET 13

2M-414 MECHANICAL ELEVATIONS SHEET 14

2M-501 HEATING WATER SYSTEM SCHEMATIC

2M-502 CHILLED WATER SYSTEM SCHEMATIC

2M-503 MECHANICAL DETAILS

2M-504 MECHANICAL DETAILS

2M-505 MECHANICAL DETAILS

2M-506 MECHANICAL DETAILS

2M-507 MECHANICAL DETAILS

2M-508 HEATING HOT WATER NODE DIAGRAM

2M-509 CHILLED WATER NODE DIAGRAM

2M-601 MECHANICAL SCHEDULE

2M-602 MECHANICAL SCHEDULE

2M-603 MECHANICAL SCHEDULE

2M-901 DUCT AND HYDRONIC ISOMETRICS

2M-902 DUCT AND HYDRONIC ISOMETRICS

2M-903 DUCT AND HYDRONIC ISOMETRICS

2M-904 DUCT AND HYDRONIC ISOMETRICS

2MI001 CONTROLS LEGEND

2MI002 POINTS LIST INSTRUCTIONS

2MI301 TYPICAL AHU CONTROL SCHEMATIC

2MI302 AHU POINTS SCHEDULE

2MI303 AHU SEQ-OPS

2MI304 TYPICAL DOAU CONTROL SCHEMATIC

2MI305 TYPICAL DOAU LADDER DIAGRAM

2MI306 DOAU POINTS 1 OF 2

2MI307 TYPICAL DOAU POINTS 2 OF 2

2MI308 DOAU SEQ-OPS

2MI309 VAV TERMINAL UNIT CONTROL SCHEMATIC

2MI310 VAV POINTS

2MI311 TYPICAL FCU CONTROLS

2MI312 TYPICAL UNIT HEATER CONTROLS

2MI313 OTHER SYSTEM CONTROLS

2MI314 CHILLED WATER SYSTEM CONTROLS

2MI315 CHILLED WATER SYSTEM POINTS

2MI316 HYDRONIC HEATING HOT WATER CONTROLS

2MI317 HEATING HOT WATER POINTS

2MI318 DOMESTIC HOT WATER CONTROLS

2MI319 DOMESTIC HOT WATER POINTS

2MI320 DEMAND RESPONSE CONTROLS

INDEX OF DRAWINGS

NUMBER

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1. VERIFICATION: CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE

STARTING WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY DISCREPANCIES.

2. CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECIDENCE OVER THE GENERAL NOTES AND

TYPICAL DETAILS IN CASE OF CONFLICT.

3. CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF UFC 3-301-01 STRUCTURAL

ENGINEERING, WITH CHANGE 3, (9-12-2016).

4. SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED SUBSTITUTIONS TO

THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BEFORE FABRICATION.

5. SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS.

6. PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. THE CONTRACTOR SHALL OBTAIN WRITTEN CONSENT FROM THE CONTRACTING OFFICER BEFORE INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, SLEEVES, CHASES, ETC.

7. EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OR OTHER

UTILITIES WHERE NEW WORK IS BEING PERFORMED.

8. CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR

CONNECTIONS.

9. THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS

DURING THE CONSTRUCTION OF STRUCTURAL MEMBERS.

10. REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED

ITEMS, NON- BEARING PARTITIONS, ETC.

11. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR PIPES, DUCTS AND

EQUIPMENT.

12. CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE THE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF OF THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INLUDING SHORING AND BRACING, AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.

13. AND DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY BE MADE AFTER WRITTEN

APPROVAL BY THE CONTRACTING OFFICER.

14. STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL, ELECTRICAL, AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILLARY FRAMING NECESSARY TO SUPPORT SUCH EQUIPMENT.THE FINAL POSITIONING OF THESE ITEMS IS DEPENDENT UPON THE EQUIPMENT PROVIDED BY THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND CRAFTS IN THIS REGARD, AND PROVIDING NECESSARY DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED.

15. ROOF AND FLOOR MEMBERS: PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE ERECTION OF THE STRUCTURAL FRAME. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND FLOOR DEAD LOADS ARE IN PLACE AND

PERMENANT LATERAL LOAD RESISTING SYSTEMS ARE IN PLACE.

16. PROCEED WITH BACK FILLING OPERATIONS IN A SAFE AND UNIFORM MANNER. SEE SPECIFICATIONS FOR

REQUIREMENTS.

17. DO NOT SCALE DRAWINGS.

18. IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL SAFETY REQUIREMENTS AND

REQUIREMENTS OF EM 385-1-1.

19. EPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS (U.O.N.) AND REQUIRE APPROVAL OF THE

CONTRACTING OFFICER.

GENERAL REQUIREMENTS:

DESIGN CRITERIA:

1. UFC 3-301-01, STRUCTURAL ENGINEERING (CHANGE 3, 12 SEPT 2016)

UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS (CHANGE 1, 1 OCT 2013)

ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

IBC 2015, INTERNATIONAL BUILDING CODE.

2. BUILDING OCCUPANCY CATEGORY: II

3. LIVE LOADS:

MECH./ELEC. ROOMS ....................................................................... 125 psf TELECOM ROOMS ............................................................................ 150 psf LAUNDRY ROOMS ............................................................................. 150 psf LATRINES/WASHROOMS .................................................................. 80 psf SLEEPING ROOMS ........................................................................... 80 psf STORAGE .......................................................................................... 125 psf ALL OTHER AREAS ........................................................................... 100 psf ROOF/IN-ACCESSIBLE ATTIC SPACE .............................................. 20 psf (300 lbs CONCENTRATED) FOOD PREP/DISTRIBUTION ROOM ................................................... 200 psf

OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7, MINIMUM.

4. SNOW LOADS:

GROUND SNOW, Pg ........................................................................... 10 psf FLAT ROOF ........................................................................................ 8 psf

5. WIND LOADS: IN ACCORDANCE WITH UFC 3-301-01 AND ASCE 7-10

BASIC WIND SPEED, V ...................................................................... 115 mph RISK CATEGORY ............................................................................... II WIND EXPOSURE CATEGORY .......................................................... C INTERNAL PRESSURE COEFFICIENT, GCpi ..................................... ± 0.18

6. SEISMIC LOADS: IN ACCORDANCE WITH UFC 3-301-01 AND ASCE 7-10

RISK CATEGORY ................................................................................ II SITE CLASSIFICATION ....................................................................... D SHORT PERIOD SPECTRALL ACCELERATION, Ss ............................ 0.42g ONE SECOND SPECTRAL ACCELERATION, S1.................................. 0.12g DESIGN Ss .......................................................................................... 0.39g DESIGN S1 ......................................................................................... 0.18g SEISMIC DESIGN CATEGORY, SDC .................................................. C

SEISMIC FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR, R ............................................ 2.0

RESPONSE COEFICCIENT, Cs ............................................................ 0.20

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

7. ANTITERRORISM / FORCE PROTECTION:

GLAZING AND DOORS, AND FRAMING AROUND GLAZING AND DOORS, SHALL MEET THE BLAST RESISTANCE REQUIREMENTS OF UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, WITH CHANGE 1 (1-OCT- 2013). STOREFRONT FRAMING (INCLUDING MULIONS) SHALL BE DESIGNED FOR BLAST RESISTANCE BY A PROFFESIONAL ENGINEER LICENSED IN THE PROJECT STATE. THE PROFFESIONAL SHALL COORDINATE WITH THE STORE FRONT

WINDOW/DOOR PROVIDER.

8. IN CASE OF DISCREPANCY BETWEEN CONTRACT DRAWINGS, CONTRACT SPECIFICATIONS, AND/OR APPLICABLE

CODES AND CRITERIA, THE MORE STRINGENT REQUIREMENTS SHALL BE APPLIED.

DESIGN CRITERIA (CONT'D):

1. SPECIAL INSPECTOR: EMPLOYED BY THE CONTRACTOR ACTING AS THE GOVERNMENTS AGENT (IBC SECTION 1704.1).

2. REPORTS: PREPARED BY THE INSPECTOR AND SIGNED BY AN ENGINEER AND SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR

CORRECTION; THEN, IF NOT CORRECTED, TO THE CONTRACTING OFFICER.

3. THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE

SPECIFIED.

4. CERTIFICATION: THE INSPECTOR SHALL BE CERTIFIED BY THE CONTRACTING OFFICER TO PERFORM THE TYPES OF SPECIAL INSPECTIONS SPECIFIED. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECTIAL

INSPECTION SHALL BE COMPLETED AND SUBMITTED TO THE CONTRACTING OFFICER.

5. OFF-SITE FABRICATION:

A) SUBMIT APPLICATION TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO FABRICATION.

B) SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE CONTRACTING OFFICER PRIOR TO

ERECTION OF PREFABRICATED COMPONENTS.

6. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE CONTRACTING OFFICER. SPECIFICALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER AND

THE SPECIAL INSPECTOR IS SUBJECT TO RE-OPENING OR EXPOSURE.

SPECIAL INSPECTION:

SPECIAL INSPECTION PROGRAM:

ITEM

SOILS:

CONTINUOUS

(REF. NOTE 3)

GRADING, EXCAVATION AND FILL

FINAL FOUNDATION PREPARATION

CONCRETE:

REINFORCING PLACEMENT

REINFORCING WELDING

REINFORCING COUPLING

ANCHOR BOLTS AND INSERTS

MATERIAL VERIFICATION

PREPARATION OF TEST SPECIMENS

EPOXY ANCHOR PLACEMENT

CONCRETE PLACEMENT

EXPANSION ANCHOR PLACEMENT

CURING

STRUCTURAL STEEL:

HIGH STRENGTH BOLTING

WELDING OF ANCHORS AND STUDS

WELDING OF STAIRS/RAILING SYSTEMS

STEEL DECK WELDING

EMBEDED PLATES

DETAIL CONFORMANCE

SHOP WELDING: (REF. NOTE 2)

SINGLE PASS FILLET WELDS < 5/16"

FILLET WELDS > 5/16"

PARTIAL/COMPLETE PENETRATION WELDS

FIELD WELDING:

SINGLE PASS FILLET WELDS < 5/16"

FILLET WELDS > 5/16"

PARTIAL/COMPLETE PENETRATION WELDS

COLD-FORMED STEEL FRAMING WELDS

FLOOR AND ROOF DECK WELDS

PRE-FABRICATED CONSTRUCTION

STRUCTURAL MASONRY

PERIODIC

(REF. NOTE 3) COMMENTS

X X

X X

X X X

X X

X X X

X X X X X X

X X X

X X X

X X

1. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS.

THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE CONTRACTOR AND CONTRACTING OFFICER. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER. SPECIAL

INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.

2. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR PER IBC SECTION 1704.2.5.

3 CONTINUOUS SPECIAL INSPECTION MEANS THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBC SECTION 1702). PERIODIC SPECIAL INSPECTION MEANS THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM ALL WORK REQUIRING SPECIAL INSPECTION IS IN

COMPLIANCE.

4. THE STEEL FRAME SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS, SUCH AS BRACING, STIFFENING MEMBER LOCATIONS, AND PROPER APPLICATION OF

JOINT DETAILS AT EACH CONNECTION.

5. ALL WELDS SHALL BE VISUALLY INSPECTED IN ACCORDANCE WITH AWS D1.1

6. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE OF A COMPARABLE METHOD.

7. CONTINUOUS INSPECTION IS REQUIRED FOR WELDING OF REINFORCING THAT RESISTS FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, REINFORCING IN BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. PERIODIC INSPECTION MAY BE USED FOR OTHER WELDED

REINFORCING.

8. INSPECTION OF PRE-FABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED DURING PRE-FABRICATION IF THE

APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.

9. INSPECTION/TESTING SHALL BE IN ACCORDANCE WITH THE ANCHOR MANUFACTURER'S ICC REPORT AND SHALL INCLUDE AS A MINIMUM VERIFICATION OF HOLE DEPTH AND DIAMETER, CLEAN OUT, ALL MATERIALS AND

INSTALLATION TORQUE.

10. MASONRY SPECIAL INSPECTION SHALL COMPLY WITH TMS 402-13/ACI 530-13/ASCE 5-13, LEVEL B SPECIAL INSPECTION.

11. REINFORCEMENT IN ALL STRUCTURAL MEMBERS SHALL BE VISUALLY INSPECTED AND APPROVED ON THE DAY PRIOR

TO ANY SCHEDULED CONCRETE OR MASONRY GROUT PLACEMENT.

12. OPEN-WEB STEEL JOIST/JOIST GIRDER SPECIAL INSPECTION SHALL COMPLY WITH IBC SECTION 1705.2.3.

SPECIAL INSPECTION PROGRAM FOOTNOTES:

1. THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER VERIFY HIS/HER DESIGN CONCEPT.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO CHECK HIS/HER OWN SHOP DRAWINGS. SHOP DRAWINGS SHALL BE

REVIEWED BY THE CONTRACTING OFFICER.

2. THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A CURSORY REVIEW SHOWS MAJOR

ERRORS WHICH SHOULD HAVE BEEN FOUND BY THE CONTRACTOR'S REVIEW.

3. THE FOLLOWING SHOP DRAWINGS AND CALCULATIONS, WHEN APPLICABLE, ARE REQUIRED FOR SUBMITTAL FOR

STRUCTURAL REVIEW IN ADDITION TO WHAT IS REQUIRED PER THE SPECIFICATIONS.

A) CONCRETE MIX DESIGNS

B) REINFORCING STEEL

C) MASONRY

D) CONSTRUCTION AND MASONRY JOINT LOCATIONS

E) STRUCTURAL STEEL AND DECK

F) WELDING PROCEDURE SPECIFICATIONS

G) MISCELLANEOUS STRUCTURAL STEEL SHOWN ON STRUCTURAL DRAWINGS

H) EXTERIOR METAL STUDS

I) CURTAIN WALLS

J) PRE-ENGINEERED STEEL JOISTS AND FRAMING

4. ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION SHALL BE ACCOMPANIED BY A LOCATION PLAN

IDENTIFYING THE MEMBERS INVOLVED AND CLOUDING AROUND THE ADDED INFORMATION.

SHOP DRAWINGS/SUBMITTALS:

REFERENCE NOTE 11

REFERENCE NOTE 7

RECORD SLUMP, AIR CONT., AND TEMP.

REFERENCE NOTE 9

REFERENCE NOTE 9

REFERENCE NOTE 4

REFERENCE NOTE 5

REFERENCE NOTE 5

REFERENCE NOTE 6

REFERENCE NOTE 5

REFERENCE NOTE 5

REFERENCE NOTE 6

REFERENCE NOTE 8

REFERENCE NOTE 10

OPEN-WEB STEEL JOISTS/JOIST GIRDERS REFERENCE NOTE 12

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1. FOUNDATION DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT DATED SEPTEMBER 2016 AND PREPARED BY THE GEOTECHNICAL SECTION, US ARMY CORPS OF ENGINEERS, FORT WORTH DISTRICT.

2. DESIGN CRITERIA:

FROST DEPTH ..................................................................................................... 14 in DESIGN FOUNDATION BEARING PRESSURE (NET)............................................... 2000 psf MODULUS OF SUBGRADE REACTION ................................................................. 200 pci EDGE MOISTURE VARIATION DISTANCE, Lm ....................................................... 3.0 ft SOIL HEAVE, Ym ................................................................................................. 1 in

3. SUBGRADE PREPARATION AND FILL REQUIREMENTS:

A) REMOVE 4 ft OF EXITING MATERIAL AND REPLACE WITH NON-EXPANSIVE FILL. ADDITIONAL FILL REQUIRED TO ACHIEVE THE FINAL SUBGRADE ELEVATION BELOW THE FLOOR SLAB SYSTEM SHALL

BE NONEXPASIVE FILL. THE UPPER 6" OF EXISTING SUBGRADE EXPOSED AFTER EXCAVATION

OPERATIONS OR CLEARED PRIOR TO FILL PLACEMENT SHALL BE SCARIFIED, MOISTENED,

MANIPULATED, AND RECOMPACTED TO THE SAME DENSITY REQUIRED FOR NONEXPANSIVE FILL

MATERIALS.

B) NONEXPASIVE FILL SHALL BE PLACED IN CONTROLLED LIFTS NOT EXCEEDING 8" IN LOOSE

THICKNESS AND SHALL BE COMPACTED TO NOT LESS THAN 95% OF LABORATORY MAXIMUM

DENSITY ACCORDING TO ASTM D 1557.

C) EXCAVATED AREAS BEYOND THE LIMITS OF THE BUILDING FOOTPRINT SHALL BE BACKFILLED WITH SELECT CLAY BACKFILL MATERIALS. THIS SELECT CLAY CAP SHALL BE A MINIMUM OF 2 ft IN THICKNESS AND SHALL EXTED FROM THE BUILING PERIMETER TO THE LIMITS OF THE EXCAVATION

COMPLETELY CAPPING/COVERING THE COMPACTED NON-EXPANSIVE FILL.

D) SELECT CLAY BACKFILL MATERIALS SHALL BE COMPACTED TO AT LEAST 92% OF

LABORATORY MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D 1557.

4. PLACE 6 in CAPILLARY WATER BARRIER AND 10 MIL VAPOR RETARDER UNDER ALL SLABS, UNLESS

OTHERWISE NOTED.

5. DO NOT PLACE CONCRETE ON FROZEN OR SATURATED SOILS. PLACE CONCRETE THE SAME DAY

EXCAVATIONS ARE MADE OR AS SOON AS PRACTICAL THEREAFTER.

6. THE CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER SURFACE WATER, GROUND WATER, OR SEEPAGE IF REQUIRED.

7. CHECK PLUMBING PLANS FOR APPROXIMATE LOCATION OF LINES AND SLEEVES THROUGH FOUNDATION SLABS.

GENERAL CONTRACTOR SHALL VERIFY LOCATION BEFORE CONCRETE PLACEMENT.

8. CONSTRUCTION JOINTS SHALL BE PLACED 3'-0" MINIMUM FROM COLUMNS. FOR JOINT DETAILS, SEE “FLAT MAT

CONSTRUCTION JOINT DETAIL”.

FLAT MAT FOUNDATION NOTES:

1. MATERIALS:

CEMENT .................................................. ASTM C 150, TYPE II OR I

AGGREGATE ........................................... ASTM C 33, CRUSHED ROCK

REINFORCEMENT .................................. ASTM A 615, GRADE 60

WELDED WIRE (WWR) .......................... ASTM A 185

2. CONCRETE STRENGTHS:

THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (145 pcf).

ITEM STRENGTH AGG. SLUMP WATER/CEMENT

FLAT MAT SLAB 4,000 psi 1 in 3 in 0.45 lb/lb CONCRETE ON STEEL DECK, LINTELS 4,000 psi 3/4 in 3 in 0.45 lb/lb FEMA SAFE ROOM FRAMING, WALLS, 4000 psi 3/4 in 3 in 0.45

AND SLAB

3. CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MAXIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING, OR

TO RECEIVE CONSTRUCTION LOADS.

4. A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C 494, USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPARATED IN THE CONCRETE DESIGN MIXES. A HIGH- RANGE WATER REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C 494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDING THAT SLUMP DOES NOT EXCEED 8 in. AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C 260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR HORIZONTAL SURFACES EXPOSED TO

COLD WEATHER.

5. REINFORCEMENT:

SHOP DRAWINGS, FABRICATION AND PLACING SHALL CONFORM TO ACI 315 AND ACI 318. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTING OFFICER BEFORE FABRICATION. THE FOLLOWING MINIMUM

CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT.

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ..................................................3 in

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO. 6 THROUGH NO. 18 BAR ..........................................................................................................................2 in NO. 5 BAR AND SMALLER ................................................................................................................................1 1/2 in

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

NO. 14 AND NO. 18 BAR ....................................................................................................................................1 1/2 in NO. 11 BAR AND SMALLER ..............................................................................................................................3/4 in TOP LAYER OF FLAT MAT SLAB REINFORCING ............................................................................................1 1/2 in BEAM, COLUMNS AND PLINTH STIRRUPS/SPIRALS ...................................................................................1 1/2 in CONCRETE ON FORM DECK .........................................................................................................................MID DEPTH

6. REINFORCEMENT CHAIRS AND COVERS: PROVIDE AS REQUIRED TO MAINTAIN CONCRETE COVER.

7. VERTICAL REINFORCEMENT: SHALL BE DOWELLED TO SUPPORTING MEMBERS WITH THE SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS AND IN THE GENERAL NOTES UNLESS OTHERWISE NOTED.

8. HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN OR BEAM SHALL EXTEND TO WITHIN 2 in OF THE FACE AND HAVE A 90 DEGREE HOOK UNLESS OTHERWISE NOTED.

9. TACK WELDING, WELDING, HEATING OR CUTTING OF BARS IS NOT PERMITTED UNLESS OTHERWISE NOTED.

CAST-IN-PLACE CONCRETE NOTES:

10. REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH:

A) SEE SPLICE AND DEVELOPMENT TABLE ON 2S-600.

B) ALL LAP SPLICES SHALL BE CLASS B (TENSION) UNLESS OTHERWISE NOTED ON PLANS.

C) IN NO CASE SHALL LAPS BE LESS THAN 24 in LONG.

D) INDIVIDUAL BARS IN A BUNDLE SHALL BE STAGGERED AT LEASE 87 EQUIVALENT BAR DIAMETERS FOR BOTTOM

BUNDLES AND 113 EQUIVALENT BAR DIAMETERS FOR TOP BUNDLES, WHERE THE EQUIVALENT DIAMETER IS BASED UPON THE COMBINED AREAS OF THE BARS BUNDLED. LAP LENGTHS FOR BARS IN BUNDLES OF 4 OR MORE

BARS SHALL BE INCREASED AN ADDITIONAL 11 PERCENT.

11. ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS SHALL BE SECURELY HELD IN PLACE PRIOR TO FOUNDATION

INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION BY THE CONTRACTING OFFICER.

12. FOR SPECIAL FINISHES, REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

13. PERMANENTLY EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4 in CHAMFER.

14. CONSTRUCTION JOINTS: ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 318, SECTION 26.5.6, AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL DRAWINGS. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS, OR OTHER FOREIGN DEBRIS PRIOR TO PLACING

ADJACENT CONCRETE.

15. THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS TO THE CONTRACTING

OFFICER FOR APPROVAL BEFORE STARTING CONSTRUCTION.

CAST-IN-PLACE CONCRETE NOTES (CONT'D):

1. MATERIALS:

SPECIFIED COMPRESSIVE STRENGTH, f'm ............................. 2,000 psi (NET AREA) CONCRETE MASONRY BLOCK .................................................... ASTM C 90, TYPE 1, LOAD BEARING 2,000 psi BLOCK, MORTAR ........................................................................................ ASTM C 270, ASTM C 780, TYPE S, 2,000 psi MIN. AT 28 DAYS GROUT .......................................................................................... ASTM C 476, ASTM C 1019, 2,000 psi MIN. AT 28 DAYS REINFORCEMENT ......................................................................... ASTM A 615, GRADE 60 WELDED REINFORCEMENT ......................................................... ASTM A 706, GRADE 60 EXPANSION ANCHORS .................................................................. ICC ES APPROVED FOR GROUT FILLED CONCRETE MASONRY

2. BOND LAYUP: RUNNING BOND, UNLESS OTHERWISE NOTED.

3. VERTICAL CELLS TO BE GROUTED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CELL NOT LESS THAN 2 in X 3 in IN PLAN DIMENSIONS.

4. CMU CONTROL JOINTS: LOCATE WITHIN 24 in OF MASONRY VENEER CONTROL JOINTS SHOWN ON ARCHITECTURAL DRAWINGS. CMU CONTROL JOINTS SHALL BE MINIMUM 24 in FROM EDGES OF OPENINGS AND PILASTER. DO NOT PLACE JOINTS

UNDER BEAM/JOIST BEARING.

5. FOUNDATION DOWELS: SHALL EXTEND TO THE BOTTOM REINFORCING LAYER OF THE FOUNDATION AND 34 in MINIMUM INTO THE CMU WALL. PROVIDE A FOUNDATION DOWEL FOR EACH VERTICAL REINFORCING BAR, UNLESS NOTED OTHERWISE.

6. VERTICAL AND HORIZONTAL REINFORCING SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS AND NOTED IN THE SPECIFICATIONS. MINIMUM ADDITIONAL REINFORCING IS SHOWN ON "TYPICAL REINFORCED CMU WALL ELEVATION DETAIL".

7. VERTICAL REINFORCEMENT: CENTERED IN THE WALL UNLESS OTHERWISE NOTED. VERTICAL WALL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE FOUNDATION TO EMBED 6 in MINIMUM INTO BOND BEAM AT TOP OF WALL AND TERMINATE

WITH A 90° HOOK, UNLESS NOTED OTHERWISE.

A) PLACE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM.

B) DOWEL REINFORCEMENT TO SUPPORTING MEMBERS WITH SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN

ON THE DRAWINGS.

C) IT IS THE CONTRACTORS RESPONSIBILITY TO PROVIDE SHOP DRAWINGS FOR REVIEW SHOWING LOCATION OF ALL REINFORCING STEEL, LAP SPLICE LENGTHS AND LOCATIONS. THE SPECIAL INSPECTOR SHALL PERFORM CONTINUOUS

AND PERIODIC SPECIAL INSPECTIONS PER IBC 2015.

8. HORIZONTAL/BOND BEAM REINFORCING STEEL: CONTINUOUS THROUGHOUT EXTERIOR AND INTERIOR WALLS, UNLESS NOTED

OTHERWISE.

A) INTERIOR STRUCTURAL WALLS (SHEAR AND/OR BEARING) SHALL HAVE INTERMEDIATE BOND BEAMS LOCATED AT THE

SAME LEVELS AS EXTERIOR WALL INTERMEDIATE BOND BEAMS.

B) AT CONTROL JOINTS, INTERMEDIATE BOND BEAM REINFORCEMENT SHALL BE DISCONTINUOUS.

C) AT ISOLATION JOINTS ALL BOND BEAM REINFORCING STEEL AND HORIZONTAL JOINT REINFORCEMENT SHALL BE CUT.

D) IF BOND BEAMS AT INTERSECTING STRUCTURAL WALLS (SHEAR AND/OR BEARING) MEET AT DIFFERENT ELEVATIONS, EXTEND BOND BEAMS AROUND INTERSECTION CORNER 4 ft MINIMUM.

9. REINFORCEMENT AT WALL OPENINGS: EXTEND BARS A MINIMUM OF 40 BAR DIAMETERS OR 24 in, WHICHEVER IS GREATER, BEYOND CORNERS OF OPENINGS.

A) VERTICAL JAMB BARS: SAME SIZE AS CMU VERTICAL REINFORCING. FOUNDATION DOWELS SHALL BE PROVIDED FOR

EACH VERTICAL JAMB BAR.

B) CMU LINTELS: SEE SHEET 2S-600 FOR REINFORCEMENT SCHEDULE. CMU LINTELS SHALL HAVE 24 in MINIMUM BEARING AT BOTH ENDS. REINFORCEMENT SHALL BE SUPPORTED BY WIRE CHAIRS. PLACE REINFORCEMENT 3 in ABOVE BOTTOM OF LINTEL, UNLESS OTHERWISE NOTED. IN NO CASE SHALL BARS BE EXTENDED ACROSS CONTROL JOINTS.

10. SEE SHEET 2S-600 FOR REINFORCING LAP SPLICE LENGTHS IN MASONRY.

11. WELDED REINFORCEMENT: WELD PER AWS D1.4 WITH E90XX ELECTRODES.

12. GROUTING: ALL CELLS WITH REINFORCING AND/OR ANCHORS SHALL BE FILLED WITH GROUT, INCLUDING BOND BEAMS, LINTELS AND PILASTERS, AS INDICATED ON THE DRAWINGS. ALL BEAM/JOIST POCKETS SHALL BE FULLY GROUTED AFTER BEAM/JOIST

PLACEMENT UNLESS NOTED OTHERWISE.

A) CONSOLIDATION: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND THEN RECONSOLIDATE BEFORE

PLASTICITY IS LOST.

B) GROUT SHALL BE PLACED IN CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 ft UNLESS OTHERWISE NOTED.

C) HORIZONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE GROUT POUR NOT LESS THAN 1/2 in BELOW THE TOP OF THE UPPERMOST UNITS GROUTED. HORIZONTAL REINFORCING SHALL BE FULLY EMBEDDED IN GROUT.

REINFORCED HOLLOW CMU NOTES: 1. MATERIALS:

W SHAPES..................................................................................... ASTM A 992, GRADE 50 (Fy = 50 ksi) M AND S SHAPES, CHANNELS, ANGLES................................. ASTM A 36 (Fy = 36 ksi) RECTANGULAR HSS.................................................................... ASTM A 500, GRADE B (Fy = 46 ksi) ROUND HSS.................................................................................. ASTM A 500, GRADE B (Fy = 42 ksi) PIPE................................................................................................ ASTM A 53, GRADE B (Fy = 35 ksi) PLATES AND BARS...................................................................... ASTM A 36 (Fy = 36 ksi) HIGH STRENGTH BOLTS............................................................. ASTM A 490 NUTS ...............................................................................................ASTM A 563, HEAVY HEX, GRADE C ANCHOR RODS............................................................................. ASTM F 1554, GRADE 36 (Fy = 36 ksi) NON-SHRINK GROUT ................................................................... ASTM C 1107, 5,000 psi (NON-METALLIC) WELDING ELECTRODES ............................................................ E70XX, LOW HYDROGEN

2. WELDING: ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1.

A) GROOVE AND BUTT WELDS SHALL BE COMPLETE JOINT PENETRATION WELDS, UNLESS NOTED OTHERWISE.

B) FILLET WELD SIZES SPECIFIED ARE MINIMUMS, INCREASE AS REQUIRED PER AISC TABLE J2.4.

C) WELD TERMINATIONS: WELDS TERMINATING AT ENDS OR SIDES, WHEREVER APPLICABLE, SHALL BE RETURNED

CONTINUOUSLY AROUND CORNERS A DISTANCE OF 2 TIMES THE WELD SIZE PER AISC.

D) WELD LENGTHS: WHERE LENGTH IS NOT SPECIFIED, THE WELD SHALL BE THE FULL LENGTH OF THE JOINT.

3. THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS), DEVELOPED BY THE FABRICATOR/ERECTOR, IN CONFORMANCE WITH AWS D1.1 FOR REVIEW BY THE CONTRACTING OFFICER. ALL WELDS SHALL BE PRE-QUALIFIED PER AWS D1.1. THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY

THE ELECTRODE MANUFACTURER.

4. SHEAR/BEARING CONNECTIONS: SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED IN THE

STRUCTURAL DRAWINGS.

A) STANDARD SHEAR CONNECTIONS: DETAIL AS BOLTED OR WELDED DOUBLE-ANGLE, SINGLE PLATE, SINGLE ANGLE, OR TEE CONNECTIONS IN ACCORDANCE WITH THE CONNECTION TABLES IN THE AISC MANUAL OF

STEEL CONSTRUCTION, 14TH EDITION.

B) ALL BEAM TO WIDE FLANGE COLUMN AND BEAM TO GIRDER CONNECTIONS SHALL BE DETAILED AS DOUBLE

ANGLE CONNECTIONS, UNLESS OTHERWISE SHOWN.

C) SHEAR/BEARING CONNECTIONS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER IN THE PROJECT STATE. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS OF CONNECTIONS SHALL BE SEALED BY A LICENSED PROFESIONAL ENGINEER IN THE PROJECT STATE.

D) FACTORED DESIGN FORCES/REACTIONS: AS SHOWN ON THE STRUCTURAL DRAWINGS OR, IF NOT SHOWN, THE FACTORED DESIGN REACTION SHALL BE HALF OF THE "MAXIMUM TOTAL UNIFORM LOAD (LRFD)" TABULATED IN

THE AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION.

5. ANCHORS: SUBSTITUTION OF EXPANSION OR DRILLED OR ADHESIVE ANCHORS FOR EMBEDDED ANCHORS SHOWN ON

THE DRAWINGS WILL NOT BE PERMITTED.

7. THE STRUCTURE SHALL NOT BE CONSIDERED STABLE DURING CONSTRUCTION UNTIL ALL ELEMENTS (INCLUDING METAL DECKING, CONCRETE FLOOR SLABS, JOISTS, ETC.) ARE IN PLACE, CONNECTED, AND ACHIEVED THEIR FULL DESIGN STRENGTH. TEMPORARY SUPPORTS AND BRACING SHALL NOT BE REMOVED OR MODIFIED UNTIL ALL ELEMENTS ARE IN PLACE, CONNECTED, AND HAVE ACHIEVED THEIR FULL DESIGN STRENGTH. THE CONTRACTOR IS RESPONSIBLE FOR ALL

TEMPORARY CONSTRUCTION BRACING THAT IS REQUIRED.

8. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED (G-90) AFTER FABRICATION.

STRUCTURAL STEEL FRAMING NOTES:

13. PROVIDE A MINIMUM 1/2 in CLEARANCE BETWEEN MAIN REINFORCING AND MASONRY UNITS.

14. DETERMINE COMPLIANCE WITH COMPRESSIVE STRENGTH USING EITHER THE UNIT STRENGTH METHOD OR PRISM TESTING

PER TMS 602-13/ACI 530.1-13, ARTICAL 1.4 B.

15. REINFORCING CONGESTION: KNOCK OUT BLOCKS SHALL BE ALLOWED TO FACILITATE CONSTRUCTION.

16. ALL MASONRY WALLS SHALL BE SHORED AND BRACED PER SPECIFICATIONS, EM 385-1-1, AND TYPICAL CONSTRUCTION

PRACTICES (THE MOST STRINGENT SHALL APPLY).

17. EXPANSION ANCHORS: SHALL BE PLACED IN GROUTED CMU CELLS ONLY. EMBEDMENT SHALL BE 5 in MINIMUM.

REINFORCED HOLLOW CMU NOTES (CONT'D):

1. REFER TO THE SPECIFICATIONS FOR ANCHOR TIE PRODUCTS AND OTHER REQUIREMENTS.

2. MASONRY VENEER ANCHORS/TIES SHALL BE ATTACHED TO WALL STUDS AND SHALL BE EMBEDDED INTO THE VENEER A MINIMUM OF 2/3 THE THICKNESS OF THE VENEER, 1-1/2 in, OR AS REQUIRED BY THE MANUFACTURER. PROVIDE 5/8 in

MINIMUM COVER TO OUTSIDE FACE OF VENEER.

3. ANCHORS/TIES SHALL BE SPACED AT A MAXIMUM SPACING OF 16 in ON CENTER HORIZONTALLY AND VERTICALLY. SPACE ANCHORS AROUND THE PERIMETER OF OPENINGS WITHIN 8 in OF THE OPENINGS. PROVIDE ANCHORS AT TOP COURSE.

MASONRY VENEER NOTES:

ALT ALTERNATE

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ASCE AMERICAN SOCIETY OF CIVIL

ENGINEERING

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AB ANCHOR BOLT

ARCH ARCHITECT, ARCHITECTURAL

@ AT (MEASUREMENT)

B PL BASE PLATE

BM BEAM

BRG BEARING

BF BOTH FACES

BOT BOTTOM

BLDG BUILDING

CL CENTERLINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CMU CONCRETE MASONRY UNIT

CONN CONNECTION

CONT CONTINUOUS

CJ CONTROL OR CONSTRUCTION JOINT

COORD COORDINATE

DL DEAD LOAD

DET DETAIL

DIA DIAMETER

DWG(S) DRAWING(S)

EA EACH

ES EACH SIDE

EW EACH WAY

EL ELEVATION

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

EXP BT EXPANSION BOLT

EJ EXPANSION JOINT

EXT EXTERIOR

FS FAR SIDE

FIN FLR FINISHED FLOOR

FF EL FINISHED FLOOR ELEVATION

FDTN FOUNDATION

GA GAGE

GALV GALVANIZED

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING CODE

IJ ISOLATION JOINT

k KIP OR KIPS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

MFR('S) MANUFACTURER('S)

MCJ MASONRY CONTROL JOINT

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

I MOMENT OF INERTIA

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OCEW ON CENTER EACH WAY

lb(s) POUND(S) plf POUNDS PER LINEAL FOOT psf POUNDS PER SQUARE FOOT pcf POUNDS PER CUBIC FOOT

PEMB PRE-ENGINEERED METAL BUILDING

QTY QUANTITY

R RADIUS

RC REINFORCED CONCRETE

REINF REINFORCEMENT

REBAR REINFORCING STEEL BARS

REQ(D) REQUIRE(D)

SJ SAW JOINT

SCHED SCHEDULE

SIM SIMILAR

SQ SQUARE

sf SQUARE FOOT sq in SQUARE INCH sq yd SQUARE YARD

SSMR STANDING SEAM METAL ROOF

SDI STEEL DECK INSTITUTE

SJI STEEL JOIST INSTITUTE

STRCT STRUCTURAL

THRU THROUGH

T&B TOP AND BOTTOM

TO TOP OF

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOC WALL TOP OF CONCRETE WALL

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TL TOTAL LOAD

TYP TYPICAL

UFC UNIFORM FACILITIES CRITERIA

UON UNLESS OTHERWISE NOTED

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

yd YARD

STRUCTURAL ABBREVIATIONS

SHEET

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1. DESIGN, FABRICATION AND ERECTION OF JOISTS, JOIST EXTENSIONS, JOIST SUBSTITUTES, AND JOIST GIRDERS

SHALL CONFORM TO THE CURRENT SJI STANDARD SPECIFICATIONS.

2. JOISTS, JOIST EXTENSIONS, JOIST SUBSTITUTES, AND JOIST GIRDERS SHALL BE AS SHOWN ON THE PLANS FOR

THE INDICATED SLOPES AND FOLLOWING CRITERIA:

A) DEAD LOAD: ACTUAL WEIGHT OF ROOF/FLOOR SYSTEM WITH MECHANICAL, ELECTRICAL AND

ARCHITECTURAL ITEMS. DEAD LOAD SHALL NOT BE LESS THAN 20 psf.

B) LIVE LOAD AS INDICATED IN THE GENERAL DESIGN CRITERIA WITH A LIVE LOAD DEFLECTION LESS

THAN L/360.

C) GROSS WIND COMPONENT AND CLADDING UPLIFTS ARE SHOWN IN “WIND COMPONENTS AND CLADDING TABLE” ON 2S-600. FOR ASD DESIGN METHOD, NET WIND UPLIFT IS DETERMINED USING 60% OF THE ACTUAL DEAD LOAD. UPLIFTS NOT SPECIFIED SHALL BE 10 psf MINIMUM.

D) ANY CONCENTRATED LOADS OVER 50 lbs INCLUDING BUT NOT LIMITED TO MECHANICAL…