VOLUME_2_FH_88380_TEMF_RTA_COMPILATION.pdf

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Attached to: TEMF Vehicle Maintenance Shop
Solicitation number: W9126G-18-R-1986
Issued by: Department of the Army Corps of Engineers Engineering District Fort Worth

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AM_05.pdf	PDF	Oct 23, 2018
amend_4.pdf	PDF	Oct 19, 2018
amend_3.pdf	PDF	Oct 16, 2018
am_2.pdf	PDF	Oct 1, 2018
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FY18_TEMF_Sign_In_Roster.pdf	PDF	Sep 10, 2018
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VOLUME_3_FH_88380_OSB_DSB_POL_UAV_RTA_COMPILATION.pdf	PDF	Aug 27, 2018
VOLUME 1 FH 88380 CIVIL, SITE, EXT ELECTRICAL RTA COMPILATION.pdf	PDF	Aug 27, 2018

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VOLUME 2- TEMF BUILDING

TACTICAL EQUIPMENT MAINTENANCE FACILITIES

PN: 088380

FORT HOOD, TEXAS

FORT WORTH DISTRICT

US ARMY CORPS

OF ENGINEERS

T H O

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, TEXAS

E 2 - TEM

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ILITIES PN

: 088380

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SOLICITATION NO. W9126G18R1986

DATED: JUNE 2018

THIS PROJECT WAS DESIGNED BY THE FORT WORT DISTRICT OF THE U.S. ARMY CORPS OF ENGINEERS.

THE INITIALS OR SIGNATURES AND REGISTRATION DESIGNATIONS OF INDIVIDUALS APPEAR ON THESE PROJECT DOCUMENTS WITHIN THE SCOPE OF THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.

MARK L. BLACK, P.E.

CONTR. NO.

SHEET

NUMBER

1 2 3 4 5

D R

B Y:

D B

E D

C O

N O

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U .S

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M Y

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US Army Corps of Engineers ®

T D

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6 7 8 9

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Fort Worth District

S- C

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G-002

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STRUCTURAL

1S-001 GENERAL STRUCTURAL NOTES AND DETAILS I

1S-002 GENERAL STRUCTURAL NOTES AND DETAILS II

1S-003 GENERAL STRUCTURAL NOTES AND DETAILS III

1S-004 GENERAL STRUCTURAL NOTES AND DETAILS IV

1S-005 GENERAL STRUCTURAL NOTES AND DETAILS V

1S-006 GENERAL STRUCTURAL NOTES AND DETAILS VI

1S-007 GENERAL STRUCTURAL NOTES AND DETAILS VII

1S-008 GENERAL STRUCTURAL NOTES AND DETAILS VIII

1S-100 OVERALL FOUNDATION PLAN

1S-101 DRILLED PIER PLAN

1S-102 FOUNDATION PLAN AREA A

1S-103 FOUNDATION PLAN AREA B

1S-104 FOUNDATION PLAN AREA C

1S-111 2ND FLOOR FRAMING PLAN

1S-201 MAINTENANCE BAY ELEVATION

1S-202 ADMIN AREA ELEVATION

1S-203 LOW ROOF AREA ELEVATION

1S-301 FOUNDATION SECTIONS I

1S-302 FOUNDATION SECTIONS II

1S-303 FOUNDATION SECTIONS III

1S-304 FOUNDATION SECTIONS IV

1S-311 FRAMING SECTIONS I

1S-312 FRAMING SECTIONS II

1S-401 ENLARGED PLANS I - ELEVATOR PIT

1S-402 ENLARGED PLANS II - MAINTENANCE PIT

1S-403 ENLARGED PLANS III - MAINTENANCE PIT

1S-501 FOUNDATION DETAILS I

1S-502 FOUNDATION DETAILS II

1S-600 WIND COMPONENTS AND CLADDING

1S-601 GRADE BEAM SCHEDULE

1S-700 OIL/WATER SEPARATOR I

1S-701 OIL/WATER SEPARATOR II

ARCHITECTURE

1A-001 GENERAL NOTES & ABBREVIATIONS

1A-002 LIFE SAFETY CRITERIA

1A-003 LIFE SAFETY PLAN FIRST FLOOR AREA A

1A-004 LIFE SAFETY PLAN FIRST FLOOR AREA B

1A-005 LIFE SAFETY PLAN FIRST FLOOR AREA C

1A-006 LIFE SAFETY PLAN SECOND FLOOR

1A-100 COMPOSITE FLOOR PLANS

1A-101 FIRST FLOOR PARTIAL PLAN AREA A

1A-102 FIRST FLOOR PARTIAL PLAN AREA B

1A-103 FIRST FLOOR PARTIAL PLAN AREA C

1A-104 SECOND FLOOR PATRIAL PLAN AREA A

1A-105 SECOND FLOOR PARTIAL PLAN AREA B

1A-106 ROOF PLAN

1A-107 FIRST FLOOR REFLECTED CEILING PARTIAL PLAN AREA A

1A-108 FIRST FLOOR REFLECTED CEILING PARTIAL PLAN AREA B

1A-109 FIRST FLOOR REFLECTED CEILING PARTIAL PLAN AREA C

1A-110 SECOND FLOOR REFLECTED CEILING PARTIAL PLAN AREA B

1A-111 ENLARGED PLANS

1A-201 BUILDING ELEVATIONS

1A-301 BUILDING CROSS SECTION

1A-302 BUILDING LONGITUDINAL SECTION

1A-310 WALL SECTIONS

1A-311 WALL SECTIONS II

1A-312 WALL SECTIONS III

1A-313 WALL SECTIONS IV

1A-401 RESTROOM ELEVATIONS

1A-402 RESTROOM ELEVATIONS II

1A-403 MILLWORK DETAILS

1A-404 ENLARGED STAIR PLANS AND SECTIONS

1A-405 STAIR SECTIONS AND DETAILS

1A-501 PLAN DETAILS

1A-502 PLAN DETAILS II

1A-503 PLAN DETAILS III

INTERIORS

1I101 FIRST FLR FURNITURE PLAN

1I102 FIRST FLR FURNITURE PARTIAL PLAN AREA B

1I103 FIRST FLR FURNITURE PARTIAL PLAN AREA C

1I104 SECOND FLR FURNITURE PLAN

1I105 SECOND FLR FURNITURE PARTIAL PLAN AREA B

1I106 FIRST FLR SIGNAGE FLOOR PLAN

1I107 FIRST FLR SIGNAGE PARTIAL PLAN AREA B

1I108 FIRST FLR SIGNAGE PARTIAL PLAN AREA C

1I109 SECOND FLR SIGNAGE PLAN

1I110 SECOND FLR SIGNAGE PARTIAL PLAN AREA B

1I501 SIGNAGE DETAILS

1I601 SIGNAGE SCHEDULE

1I602 FINISH SCHEDULE

PLUMBING

1P-001 PLUMBING LEGEND AND GENERAL NOTES

1P-101 FIRST FLOOR OVERALL PLUMBING FLOOR PLAN

1P-102 SECOND FLOOR OVERALL PLUMBING FLOOR PLAN

1P-901 RISER DIAGRAM - DOMESTIC HOT & COLD WATER

1P-902 DCW AND DHW ISOMETRIC ENLARGED RESTROOM

1P-903 RISER DIAGRAM - WASTE AND VENT

1P-904 WASTE AND VENT ISOMETRIC ENLARGED RESTROOM

1PL101 FIRST FLOOR WASTE AND VENT - A

1PL102 FIRST FLOOR WASTE AND VENT - B

1PL103 FIRST FLOOR WASTE AND VENT - C

1PL104 SECOND FLOOR WASTE AND VENT - B

1PL105 FIRST FLOOR DOMESTIC WATER - A

1PL106 FIRST FLOOR DOMESTIC WATER - B

1PL107 FIRST FLOOR DOMESTIC WATER - C

VOLUME 2 - TEMF BUILDING

GENERAL

G-001 COVER SHEET

G-002 INDEX OF DRAWINGS

FIRE ALARM

1FA001 FIRE ALARM LEGEND

1FA101 FIRST FLOOR - AREA A FIRE ALARM AND MASS NOTIFICATION PLAN

1FA102 FIRST FLOOR - AREA B FIRE ALARM AND MASS NOTIFICATION PLAN

1FA103 FIRST FLOOR - AREA C FIRE ALARM AND MASS NOTIFICATION PLAN

1FA104 SECOND FLOOR - FIRE ALARM AND MASS NOTIFICATION PLAN

1FA501 FIRE ALARM MATRIX

1FA502 LOC DETAILS

1FA503 FIRE ALARM REMOTE ANNUNCIATOR DETAIL

1FA601 FIRE ALARM RISER & ANTENNA DETAIL

MECHANICAL

1M-001 MECHANICAL GENERAL NOTES AND LEGENDS

1M-101 FIRST FLOOR OVERALL MECH FLOOR PLAN - A

1M-102 FIRST FLOOR OVERALL MECH FLOOR PLAN - B

1M-103 FIRST FLOOR OVERALL MECH FLOOR PLAN - C

1M-104 SECOND FLOOR OVERALL MECHANICAL PLAN - B

1M-201 MAINT. BAY ELEVATIONS

1M-202 MAINT. COOR. WEST ELEVATIONS

1M-203 MAINT. COOR. EAST ELEVATIONS

1M-901 OVERALL MECHANICAL ISOMETRIC

1MH101 FIRST FLOOR HVAC PLAN - A

1MH102 FIRST FLOOR HVAC PLAN - B

1MH103 FIRST FLOOR HVAC PLAN - C

1MH104 SECOND FLOOR HVAC PLAN - B

1MH401 ENLARGED MECHANICAL ROOM HVAC PLAN

1MH402 ENLARGED SECOND FLOOR DUCT CHASE PLAN

1MH901 HVAC ISOMETRIC VIEW

1MH902 ENLARGED MECHANICAL ROOM HVAC ISOMETRIC

1MP101 FIRST FLOOR MECHANICAL PLUMBING PLAN - A

1MP102 FIRST FLOOR MECHANICAL PLUMBING PLAN - B

1MP103 FIRST FLOOR MECHANICAL PLUMBING PLAN - C

1MP104 SECOND FLOOR MECHANICAL PLUMBING PLAN - B

1MP401 ENLARGED MECHANICAL ROOM MECHANICAL PLUMBING PLAN

1MP901 MECHANICAL PLUMBING ISOMETRIC VIEW

1MP902 ENLARGED MECHANICAL ROOM MECHANICAL PLUMBING ISOMETRIC

1M-501 CHILLED WATER SCHEMATIC

1M-502 HEATING WATER SCHEMATIC

1M-503 CHILLED WATER NODE DIAGRAM

1M-504 HEATING WATER NODE DIAGRAM

1M-505 MECHANICAL DETAILS

1M-506 MECHANICAL DETAILS

1M-507 MECHANICAL DETAILS

1M-508 MECHANICAL DETAILS

1M-509 MECHANICAL DETAILS

1M-601 MECHANICAL SCHEDULES

1M-602 MECHANICAL SCHEDULES

1MI001 CONTROLS LEGEND

1MI002 POINTS LIST INSTRUCTIONS

1MI801 AHU-1 - CONTROL SCHEMATIC

1MI802 AHU-1 - POINT SCHEDULE

1MI803 AHU-1 - SEQUENCE OF OPERATION

1MI804 DOAS-1 - CONTROL SCHEMATIC

1MI805 DOAS-1 - POINT SCHEDULE

1MI806 DOAS-1 - SEQUENCE OF OPERATION

1MI807 TYPICAL MAU - CONTROL SCHEMATIC

1MI808 TYPICAL MAU - POINT SCHEDULE

1MI809 TYPICAL MAU - SEQUENCE OF OPERATION

1MI813 VAV CONTROL SCHEMATIC

1MI814 VAV WITH REHEAT POINTS SCHEDULE

1MI815 VAV WITHOUT REHEAT POINTS SCHEDULE

1MI816 TYPICAL FAN COIL UNIT CONTROLS

1MI817 HYDRONIC UNIT HEATER CONTROLS

1MI818 OTHER SYSTEM CONTROLS

1MI819 CHILLED WATER SYSTEM CONTROLS

1MI820 CHILLED WATER SYSTEM POINT SCHEDULE

ELECTRICAL

1E-001 ELECTRICAL LEGEND

1E-002 ELECTRICAL HAZARDOUS PLAN

1EG101 FIRST FLOOR - AREA A LIGHTNING PROTECTION SYSTEM PLAN

1EG102 FIRST FLOOR - AREA B LIGHTNING PROTECTION SYSTEM PLAN

1EG103 FIRST FLOOR - AREA C LIGHTNING PROTECTION SYSTEM PLAN

1EG104 GROUNDNG PLAN - FIRST FLOOR

1EG105 GROUNDING PLAN - SECOND FLOOR

1EG501 GROUNDING DETAILS I

1EG502 GROUNDING DETAILS II

1EG503 GROUNDING DETAILS III

1EG504 GROUNDING DETAILS IV

1EG601 GROUNDING RISER DIAGRAM

1EL001 LIGHTING FIXTURE SCHEDULE & CONTROL SCHEDULE

1EL101 FIRST FLOOR - AREA A LIGHTING PLAN

1EL102 FIRST FLOOR - AREA B LIGHTING PLAN

1EL103 FIRST FLOOR - AREA C LIGHTING PLAN

1EL104 SECOND FLOOR - LIGHTING PLAN

1EL401 MAINTENANCE PIT ENLARGED LIGHTING PLAN

1EL501 LIGHTING DETAILS 1

1EL502 LIGHTING DETAILS 2

1EP101 FIRST FLOOR - AREA A POWER PLAN

1EP102 FIRST FLOOR - AREA B POWER PLAN

1EP103 FIRST FLOOR - AREA C POWER PLAN

1EP104 SECOND FLOOR - POWER PLAN

1EP111 FIRST FLOOR - AREA A EQUIPMENT POWER PLAN

1EP112 FIRST FLOOR - AREA B EQUIPMENT POWER PLAN

1EP113 FIRST FLOOR - AREA C EQUIPMENT POWER PLAN

1EP114 SECOND FLOOR - EQUIPMENT POWER PLAN

1EP401 ENLARGED POWER PLANS

1EP411 ENLARGED EQUIPMENT POWER PLAN

1EP412 MECHANICAL EQUIPMENT CONNECTION SCHEDULE

1EP501 POWER DETAILS 1

1EP601 POWER RISER DIAGRAM

1EP701 PANELBOARD SCHEDULE 1

1EP702 PANELBOARD SCHEDULE 2

1EP703 PANELBOARD SCHEDULE 3

1EP704 PANELBOARD SCHEDULE 4

1EP705 PANELBOARD SCHEDULE 5

1ET101 FIRST FLOOR - AREA A TELECOMMUNICATION PLAN

1ET102 FIRST FLOOR - AREA B TELECOMMUNICATION PLAN

1ET103 FIRST FLOOR - AREA C TELECOMMUNICATION PLAN

1ET104 SECOND FLOOR - TELECOMMUNICATION PLAN

1ET401 ENLARGED COMMUNICATION ROOMS

1ET501 TELECOMMUNICATIONS DETAILS 1

1ET502 TELECOMMUNICATION DETAILS 2

1ET503 TELECOMMUNICATION DETAILS 3

1ET601 TELECOMMUNICATIONS RISER DIAGRAM 1

1ET602 TELECOMMUNICATIONS RISER DIAGRAM 2

1ET603 TELECOMMUNICATIONS RISER DIAGRAM -

TELECOMMUNICATIONS CABINET

1EY101 FIRST FLOOR - AREA A SPECIAL SYSTEMS PLAN

1EY102 FIRST FLOOR - AREA B SPECIAL SYSTEMS PLAN

1EY103 FIRST FLOOR - AREA C SPECIAL SYSTEMS PLAN

1EY104 SECOND FLOOR - SPECIAL SYSTEMS PLAN

1EY401 ENLARGED ARMS AND COMSEC VAULTS

1EY501 SPECIAL SYSTEMS DETAIL

INDEX OF DRAWINGS

FIRE PROTECTION

1FX-101 FIRE PROTECTION FLOOR PLAN 1A

1FX-102 FIRE PROTECTION FLOOR PLAN 1B

1FX-103 FIRE PROTECTION FLOOR PLAN 1C

1FX-104 FIRE PROTECTION FLOOR PLAN 2

1FX-501 FIRE PROTECTION DETAILS

ARCHITECTURE (cont'd)

1A-510 WALL DETAILS

1A-511 WALL DETAIL II

1A-512 INTERIOR WALL PENETRATION DETAILS

1A-513 EXTERIOR WALL PENETRATION DETAILS

1A-520 ROOF DETAILS

1A-521 ROOF DETAILS II

1A-522 ROOF DETAILS III

1A-530 DOOR DETAILS

1A-531 DOOR DETAILS II

1A-540 WINDOW DETAILS

1A-541 WINDOW DETAILS II

1A-550 CEILING DETAILS

1A-570 MISC. DETAILS

1A-571 MISC. DETAILS II

1A-601 PARTITION TYPES

1A-602 DOOR SCHEDULE

1A-603 WINDOW SCHEDULE

1A-701 AIR BARRIER PLANS AND SECTIONS

1A-702 AIR BARRIER SECTIONS

PLUMBING (cont'd)

1PL108 SECOND FLOOR DOMESTIC WATER - B

1PL401 ENLARGED MECHANICAL WASTE AND VENT

1PL402 ENLARGED MECHANICAL DOMESTIC WATER

1PL403 ENLARGED REST ROOM WASTE AND VENT

1PL404 ENLARGED FIRST FLOOR REST ROOM DOMESTIC WATER

1PL405 ENLARGED SECOND FLOOR REST ROOM DOMESTIC WATER

1PP101 FIRST FLOOR NATURAL GAS, POL, AND COMPRESSED AIR - A

1PP102 FIRST FLOOR NATURAL GAS, POL , AND COMPRESSED AIR - B

1PP103 FIRST FLOOR NATURAL GAS, POL, AND COMPRESSED AIR - C

1PP104 SECOND FLOOR NATURAL GAS AND COMPRESSED AIR-B

1P-501 DOMESTIC COLD WATER SYSTEM SCHEMATIC

1P-502 DOMESTIC HOT WATER SYSTEM SCHEMATIC

1P-503 PLUMBING DETAILS

1P-504 PLUMBING DETAILS

1P-505 PLUMBING DETAILS

1P-601 PLUMBING SCHEDULES

MECHANICAL (cont'd)

1MI821 CHILLED WATER SYSTEM SEQUENCE OF OPERATION

1MI822 HEATING WATER SYSTEM CONTROLS

1MI823 HEATING WATER SYSTEM POINT SCHEDULE

1MI824 HEATING WATER SYSTEM SEQUENCE OF OPERATION

1MI825 DOMESTIC HOT WATER CONTROLS

1MI826 DOMESTIC HOT WATER POINT SCHEDULE

1MI827 DOMESTIC HOT WATER SEQUENCE OF OPERATION

1MI828 EF CONTROLS

1MI829 DEMAND RESPONSE CONTROLS

1MI830 HVAC CONTROLS MAU-4 UAV BLDG VENTILATION & HEATING

SYSTEM POINTS SCHEDULE -UAV

1 2 3 4 5

D R

B Y:

D B

E D

C O

N O

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U .S

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M Y

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R T

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US Army Corps of Engineers ®

T D

C R

O N

C O

R U

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B R

R R

6 7 8 9

H O

O D, T X

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F A

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3 8

Fort Worth District

M . V

A, P

M . V

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H G

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U C

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1S-001

U C

R A L

N O

S I

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GENERAL REQUIREMENTS:

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 PRECEDENCE 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 NONSTRUCTURAL 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, NONBEARING 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 THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING, AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL

LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.

13. ANY 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 AUXILIARY 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 PERMANENT LATERAL LOAD RESISTING SYSTEMS ARE IN PLACE.

16. DO NOT SCALE DRAWINGS.

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

REQUIREMENTS OF EM 385-1-1.

18. EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS UNLESS NOTED OTHERWISE AND REQUIRE

APPROVAL OF THE CONTRACTING OFFICER.

TEMF DESIGN CRITERIA:

1. CODES AND CRITERIA:

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

UFC 4-010-01, DoD MINIMUM ANTI TERRORISM STANDARDS FOR BUILDINGS, WITH CHANGE 1 (OCT. 1, 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:

FIRST FLOOR:

ALL AREAS ..................................................................... 1000 psf (8,000 lbs CONCENTRATED)

SECOND FLOOR:

MECH./ELEC. ROOMS .................................................... 150 psf (2,000 lbs. CONCENTRATED) ALL OTHER AREAS ........................................................ 100 psf (2,000 lbs. CONCENTRATED)

ROOF ......................................................................................... 20 psf (300 lbs. CONCENTRATED)

OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7-10, MINIMUM.

4. SNOW LOADS:

GROUND SNOW, Pg ................................................................. 5 psf EXPOSURE FACTOR, Ce .......................................................... 0.9 THERMAL FACTOR, Ct ............................................................. 1.0 IMPORTANCE FACTOR, Is ....................................................... 1.0 SLOPE FACTOR, Cs ................................................................. 1.0 FLAT ROOF, Pf .......................................................................... 5 psf SLOPED ROOF, Ps .................................................................... 5 psf

TEMF DESIGN CRITERIA (CONTINUED):

5. WIND LOADS:

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

FOR COMPONENTS AND CLADDING PRESSURES, SEE SHEET 1S-600

6. SEISMIC LOADS:

RISK CATEGORY ............................................................................................... II SEISMIC IMPORTANCE FACTOR, Ie ................................................................ 1.0 SOIL SITE CLASSIFICATION ............................................................................. D SHORT PERIOD SPECTRAL ACCELERATION, Ss ........................................... 0.06 g ONE SECOND SPECTRAL ACCELERATION, S1 .............................................. 0.04 g DESIGN SHORT PERIOD SPECTRAL ACCELERATION, SDs .......................... 0.06 g DESIGN ONE SECOND SPECTRAL ACCELERATION, SD1 ............................. 0.06 g SEISMIC DESIGN CATEGORY .......................................................................... A

7. LATERAL FORCE RESISTING SYSTEM: PRE-ENGINEERED METAL BUILDING CONSISTING OF STEEL MOMENT FRAMES.

8. ANTI TERRORISM / FORCE PROTECTION: GLAZING AND DOORS, AND FRAMING AROUND GLAZING AND DOORS, SHALL MEET THE BLAST RESISTANCE REQUIREMENTS OF UFC 4-010-01, DoD MINIMUM ANTI TERRORISM STANDARDS FOR BUILDINGS, WITH

CHANGE 1 (OCT. 1, 2013) UNLESS NOTED OTHERWISE.

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

CRITERIA, THE MORE STRINGENT SHALL BE APPLIED.

CRANE DESIGN NOTES:

1. THE OVERHEAD CRANE SHALL BE TOP RUNNING WITH A CAPACITY OF 10 tons. REFER TO MECHANICAL AND SPECIFICATIONS

FOR MORE INFORMATION.

2. THE CRANE HOOK CLEARANCE SHALL BE 20 ft. MIN. ABOVE FINISH FLOOR.

3. THE STRUCTURE SUPPORTING THE BRIDGE CRANE SHALL BE DESIGNED FOR THE TOTAL VERTICAL LOAD FROM THE WEIGHT OF THE BRIDGE, TROLLEY HOIST, AND RATED CAPACITY OF THE CRANE. TOTAL VERTICAL LOAD SHALL BE ADJUSTED FOR THE FOLLOWING IMPACT LOAD FACTOR EXPRESSED AS A PERCENTAGE OF THE TOTAL VERTICAL LOAD. CRANE RUNWAY BEAMS AND RAILS SHALL ALSO BE DESIGNED FOR A LATERAL AND LONGITUDINAL FORCE EQUIVALENT TO A PERCENTAGE OF THE TOTAL VERTICAL LOAD AS SHOWN BELOW. REFER TO ASCE 7-10, SECTION 4.9 FOR MORE INFORMATION.

VERTICAL IMPACT FORCE ........................ 110%

LATERAL FORCE ........................................ 20%

LONGITUDINAL FORCE .............................. 10%

4. END STOPS SHALL BE PROVIDED AT THE END OF EACH CRANE RAIL. END STOPS SHALL BE DESIGNED FOR LOADS REQUIRED OF THE CRANE PROVIDED BY THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE LOCATIONS OF CRANE STOPS WITH

THE PRE-ENGINEERED METAL BUILDING SUPPLIER AND CRANE SUPPLIER.

PRE-ENGINEERD METAL BUILDING NOTES:

1. THE PRE-ENGINEERED BUILDING SHALL BE DESIGNED AND FABRICATED ACCORDING TO THE CONTRACT SPECIFICATIONS, AISC, MBMA, AND AISI, LATEST EDITIONS. MBMA CERTIFICATION IS REQUIRED OF THE METAL BUILDING SYSTEMS MANUFACTURER AND A CERTIFICATE TO VERIFY COMPLIANCE SHALL BE SUBMITTED WITH THE DESIGN ANALYSIS U.O.N. THE DIMENSIONAL TOLERANCES OUTLINED IN THE AWS CODE UNDER WORKMANSHIP AND THE TOLERANCES APPLICABLE TO HOT- ROLLED STEEL UNDER THE AISC "STANDARD MILL PRACTICE" SECTION SHALL BE REQUIRED IN THE FABRICATION OF THE

STEEL BUILDING FRAMES.

2. DESIGN LOADS: SHALL CONFORM WITH LIVE, WIND AND SEISMIC LOAD PARAMETERS NOTED IN "TEMF DESIGN CRITERIA" ON THIS SHEET (1S-001) PLUS COLLATERAL DEAD LOADS FROM MECH./ELEC., CEILINGS AND SPRINKLERS AS APPLICABLE. THE MINIMUM DESIGN COLLATERAL DEAD LOAD SHALL BE 12 psf. LOAD COMBINATIONS AND DESIGN STRESSES SHALL COMPLY

WITH AISC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS".

3. THE FOLLOWING INFORMATION SHALL BE PROVIDED BY THE METAL BUILDING MANUFACTURER:

WIND DESIGN:

DESIGN BASE SHEAR

DESIGN UPLIFT

SEISMIC DESIGN:

SEISMIC FORCE RESISTING SYSTEM

RESPONSE MODIFICATION FACTOR, R

SEISMIC RESPONSE COEFFICIENT, Cs

SYSTEM OVER STRENGTH FACTOR, Ω

SEISMIC ANALYSIS PROCEDURE

DESIGN BASE SHEAR

4. CRANE SUPPORT DESIGN: THE METAL BUILDING MANUFACTURER SHALL DESIGN AND PROVIDE THE PRE-ENGINEERED METAL BUILDING AND CRANE SUPPORTS FOR ALL CODE REQUIRED LOADINGS AND SUPPORT OF A 10 TON BRIDGE CRANE. SEE

CONTRACT SPECIFICATIONS FOR CRANE REQUIREMENTS.

5. ANTI TERRORISM FORCE PROTECTION LOADS: ALL FRAMING ASSOCIATED WITH WINDOWS AND DOORS SHALL BE DESIGNED

BY THE METAL BUILDING MANUFACTURER TO MEET THE REQUIREMENTS OF UFC 4-010-01.

6. LATERAL DRIFT LIMITS: SHALL NOT EXCEED h/600 IN ANY DIRECTION FOR A 10 yr. WIND MRI.

7. EXTERIOR CLADDING, INCLUDING STANDING SEAM METAL ROOF, SHALL NOT BE PERMITTED TO ACT AS A DIAPHRAGM TO

TRANSFER LATERAL LOADS.

8. ALL COLUMNS SHALL BE ANALYZED AS HAVING PINNED BASES.

9. RIGID FRAME ANCHOR BOLTS SHALL BE DESIGNED AND FURNISHED BY THE CONTRACTOR. ANCHOR BOLTS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, LICENSED IN THE PROJECT STATE, FOR THE FRAME REACTIONS PROVIDED BY THE METAL BUILDING MANUFACTURER. THE ANCHOR BOLT DESIGN ANALYSIS SHALL BE SUBMITTED FOR APPROVAL.

10. FOUNDATION: THE FOUNDATION SHOWN HEREIN SHALL BE THE MINIMUM PROVIDED. THE METAL BUILDING MANUFACTURER SHALL VERIFY THAT CONCRETE FOUNDATION DIMENSIONS AND REINFORCING SHOWN ARE ADEQUATE FOR FRAME REACTIONS AND EMBEDMENT OF COLUMN ANCHOR BOLTS. THE CONTRACTOR SHALL BE NOTIFIED IF DIMENSIONS

NEED TO BE INCREASED BEFORE CONSTRUCTION OF FOUNDATION BEGINS.

FOUNDATION NOTES:

1. SOILS INFORMATION BASED ON THE GEOTECHNICAL REPORT DATED FEBRUARY 2018, PROVIDED BY THE

GEOTECHNICAL BRANCH, US ARMY CORPS OF ENGINEERS, FORT WORTH DISTRICT.

2. DRILLED PIER FOUNDATIONS:

DESIGNED BASED ON THE FOLLOWING INFORMATION:

ALLOWABLE END BEARING ................................................................................ 25 ksf IN UNWEATHERED LIMESTONE ALLOWABLE SKIN FRICTION .............................................................................. 0.75 ksf

A. ALL DRILLED PIER EXCAVATIONS SHALL BE INSPECTED BY THE CONTRACTING OFFICER TO VERIFY DEPTH OF EXCAVATION AND PRESCRIBED PENETRATION INTO SPECIFIED FOUNDATION MATERIAL IS ACHIEVED.

THE CONTRACTOR SHALL EMPLOY A TESTING LAB TO VERIFY THAT THE ANTICIPATED STRATUM HAS

BEEN HIT AND TO RECORD INFORMATION INDEPENDENT OF THE FOUNDATION CONTRACTOR. THE

GOVERENMENT MAY ALSO PROVIDE INSPECTION; HOWEVER THIS DOES NOT RELIEVE THE CONTRACTOR

OF RESPONSIBILITY FOR INDEPENDENT INSPECTION.

B. ALL DRILLED PIERS SHALL NOT BE FOUNDED ANY SHALLOWER THAN 855.0 ft NGVD AND SHALL BE SOCKETED 3 ft OR 1 SHAFT DIAMETER, WHICHEVER IS GREATER, INTO DARK GRAY UNWEATHERED LIMESTONE PRIMARY UNLESS OTHERWISE NOTED. DRILLED PIERS 18 in DIAMETER OR LESS SHALL NOT BE FOUNDED GREATER THAN 40 ft.

C. PIER EXCAVATIONS SHALL BE FILLED WITH CONCRETE AS SOON AS POSSIBLE AFTER DRILLING AND INSPECTION. PIER EXCAVATIONS SHALL NOT BE LEFT OPEN OVERNIGHT. PRECAUTIONS SHALL BE TAKEN

DURING THE INSTALLATION OF PIERS TO THE POSSIBILITY OF CAVING.

D. CONCRETE SHALL BE PLACED IN THE DRY. GROUNDWATER SHALL BE ANTICIPATED DURING OPERATIONS, THEREFORE THE CONTRACTOR SHALL HAVE TEMPORARY STEEL CASINGS AT THE JOB SITE PRIOR TO

CONSTRUCTION OF DRILLING PIERS.

3. GRADE BEAMS AND PIER CAPS: A MINIMUM 6 in VOID SHALL BE PROVIDED BENEATH GRADE BEAMS AND PIER

CAPS, WHERE APPLICABLE. SEE TYPICAL GRADE BEAM VOID DETAIL ON 1S-004.

4. SLABS-ON-GRADE:

DESIGNED BASED ON THE FOLLOWING INFORMATION:

EFFECTIVE MODULUS OF SUBGRADE REACTION ............................................. 200 pci

A. THE CONTRACTOR SHALL OVEREXCAVATE 2 ft MIN., OR TO TOP OF LIMESTONE PRIMARY, WHICHEVER COMES FIRST, OF SOILS BELOW ALL SLABS-ON-GRADE. OVEREXCAVATION SHALL BE REPLACED WITH

COMPACTED NON-EXPANSIVE FILL IN ACCORDANCE WITH THE SPECIFICATIONS.

B. A 10 mil POLYETHYLENE VAPOR BARRIER AND 6 in MIN. CAPILLARY WATER BARRIER SHALL BE PROVIDED

BENEATH ALL SLABS-ON-GRADE.

C. SLAB-ON-GRADE ISOLATION JOINTS SHALL BE 1/2 in P.E.J. AND PROVIDED AT ALL CONTACT SURFACES

BETWEEN THE SLAB-ON-GRADE AND GRADE BEAMS/PIER CAPS UNLESS OTHERWISE NOTED.

1. TABLE DEVELOPED FOR f'c = 4,000 psi AND fy = 60,000 psi.

2. TABLE REPRESENTS TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE

LENGTHS BASED ON ACI 318.

3. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF

CONCRETE IS CAST BELOW THE REINFORCEMENT.

4. CASES:

A. CASE 1 APPLIES WHERE:

• CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS

THAN THE BAR DIAMETER, CLEAR COVER NOT LESS THAN BAR

DIAMETER, AND STIRRUPS OR TIES THROUGHOUT THE DEVELOPMENT

OR SPLICE LENGTH NOT LESS THAN THE ACI 318 MINIMUM

• CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS

THAN 2 BAR DIAMETERS AND CLEAR COVER NOT LESS THAN BAR

DIAMETER

B. CASE 2 APPLIES TO ALL OTHER CASES.

BAR

SIZE

BAR

DIAMETER

(in.)

DEVELOPMENT LENGTH (in.) LAP LENGTH (in.)

TOP BAR OTHER BARS TOP BAR OTHER BARS

CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2

0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250 1.375

1. TABLE DEVELOPED BASED ON f'm = 1,500 psi AND fy = 60,000 psi.

2. TABLE REPRESENTS TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE

LENGTHS BASED ON TMS 402

BAR DIAMETER (in.) DEVELOPMENT AND SPLICE LENGTH (in.)

BAR SIZE

0.375 0.500 0.625

SHEET

NUMBER

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CAST-IN-PLACE CONCRETE 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 REINFORCEMENT (WWR) .............................. ASTM A 1064

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: AGGREGATE: SLUMP: WATER/CEMENT RATIO:

CONCRETE ON METAL DECK 4,000 psi 3/4 in 3 in 0.45 lb/lb SLABS-ON-GRADE 5,500 psi 1 in 3 in 0.45 lb/lb ALL OTHER CONCRETE 4,000 psi 1 in 3 in 0.45 lb/lb

SLAB-ON-GRADE CONCRETE FLEXURAL STRENGTH SHALL BE 650 psi MIN. AT 28 DAYS.

3. CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM OF 70% 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 INCORPORATED 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 WEATHER:

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

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

NO. 14 AND NO. 18 BARS .................................................................................................................................. 1-1/2 in NO. 11 BARS AND SMALLER ............................................................................................................................. 3/4 in BEAMS, COLUMNS AND PLINTH STIRRUPS/SPIRALS .................................................................................... 1-1/2 in SLABS-ON-GRADE (TOP COVER) ..................................................................................................................... 1-1/2 in

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 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.

10. REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH:

A) THE FOLLOWING TABLE CONTAINS LAP SPLICE AND DEVELOPMENT LENGTHS.

CAST-IN-PLACE CONCRETE NOTES (CONTINUED):

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.

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 LEAST 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%.

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.

REINFORCED HOLLOW CMU NOTES:

1. MATERIALS:

SPECIFIED COMPRESSIVE STRENGTH, f'm .............................................................................. 1,500 psi CONCRETE MASONRY BLOCK ................................................................................................... ASTM C 90 MORTAR ....................................................................................................................................... ASTM C 270, ASTM C 780, TYPE S GROUT .......................................................................................................................................... ASTM C 476, ASTM C 1019 REINFORCEMENT ........................................................................................................................ ASTM A 615, GRADE 60 WELDED REINFORCEMENT ........................................................................................................ ASTM A 706, GRADE 60 EXPANSION ANCHORS ............................................................................................................... ICC ES APPROVED FOR GROUT FILLED CMU

2. CMU BOND LAY UP SHALL BE 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 ARE NOT PERMITTED WITHIN 24 in OF EDGES OF OPENINGS, PILASTERS OR BEAM/JOIST BEARING.

5. ISOLATION JOINTS: PROVIDE ISOLATION JOINTS BETWEEN EXTERIOR AND INTERIOR CMU PARTITION WALLS.

6. FOUNDATION DOWELS: SHALL BE FULLY DEVELOPED INTO THE FOUNDATION AND 30 in MINIMUM INTO THE CMU WALL. PROVIDE A

FOUNDATION DOWEL FOR EACH VERTICAL REINFORCING BAR, UNLESS OTHERWISE NOTED.

7. VERTICAL REINFORCEMENT: USE (1) - #5 BAR AT 48 in ON CENTER, CENTERED IN THE WALL UNLESS OTHERWISE NOTED.

VERTICAL WALL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE FOUNDATION TO EMBED 5 in MINIMUM INTO THE BOND

BEAM AT TOP OF WALL AND TERMINATE WITH A 90 DEGREE HOOK, UNLESS OTHERWISE NOTED.

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

B. DOWEL REINFORCEMENT TO SUPPORTING MEMBERS WITH SAME SIZE AND SPACING OF REINFORCEMENT AS NOTED

HEREIN.

C. PROVIDE (1) - #5 BAR MINIMUM AT CMU WALL ENDS AND AT EACH SIDE OF CONTROL JOINTS.

D. PROVIDE (2) - #5 BARS MINIMUM AT CMU WALL CORNERS.

8. HORIZONTAL/BOND BEAM REINFORCEMENT: PROVIDE A BOND BEAM AT TOP OF ALL CMU WALLS. PROVIDE BOTTOM AND INTERMEDIAT BOND BEAMS IN EXTERIOR CMU WALLS ONLY. BOND BEAMS SHALL BE PLACED AT 48 in ON CENTER MAXIMUM.

REINFORCE BOND BEAMS WITH (2) - #5 BARS. BOND BEAMS SHALL BE CONTINUOUS THROUGHOUT CMU WALLS, UNLESS

OTHERWISE NOTED.

A. AT CONTROL JOINTS INTERMEDIATE BOND BEAM REINFORCEMENT SHALL BE DISCONTINUOUS.

B. AT ISOLATION JOINTS ALL BOND BEAM REINFORCING STEEL SHALL BE DISCONTINUOUS.

C. EXTERIOR CMU WALLS SHALL HAVE INTERMEDIATE BOND BEAMS LOCATED AT THE SAME LEVELS.

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

A. VERTICAL JAMB BARS: FOR EXTERIOR CMU WALLS, PROVIDE (2) -#5 VERTICAL BARS AT EACH SIDE OF THE OPENING. FOR INTERIOR CMU PARTITION WALLS, PROVIDE (1) - #5 BAR AT EACH SIDE OF THE OPENING. FOUNDATION DOWELS SHALL BE

PROVIDED FOR EACH VERTICAL JAMB BAR.

B. CMU LINTELS: PROVIDE (2) - #5 BARS BOTTOM FOR REINFORCEMENT. SEE TYPICAL DETAIL 5/1S-006. CMU LINTELS SHALL HAVE A MINIMUM 24 in BEARING AT BOTH ENDS. EXTEND BEARING AND REINFORCEMENT AROUND CORNERS AS REQUIRED TO MEET MINIMUM BEARING AND EXTENSION DISTANCES. REINFORCEMENT SHALL BE SUPPORTED BY WIRE CHAIRS. PLACE REINFORCEMENT 3 in ABOVE BOTTOM OF LINTEL UNLESS OTHERWISE NOTED. IN NO CASE SHALL BARS EXTEND ACROSS

CONTROL JOINTS.

10. CMU REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTHS:

10. VERTICAL AND HORIZONTAL REINFORCING SHALL BE PROVIDED AS NOTED IN "REINFORCED HOLLOW CMU NOTES", THIS SHEET, AND THE SPECIFICATIONS. MINIMUM ADDITIONAL REINFORCING IS SHOWN ON "TYPICAL REINFORCED CMU WALL ELEVATION

DETAIL", 1S-006.

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

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

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

BEAM JOIST PLACEMENT UNLESS OTHERWISE NOTED.

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.

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

STRUCTURAL STEEL FRAMING 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 = 36 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 F 3125, GRADE A 325 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 OTHERWISE

NOTED.

B. FILLET WELD SIZES SPECIFIED ARE MINIMUMS, INCREASE AS REQUIRED PER AISC STEEL CONSTRUCTION

MANUAL 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 FULL LENGTH OF THE JOINT.

3. THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS), DEVELOPED BY THE FABRICATOR/ERECTOR, IN ACCORDANCE 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.

B. ALL BEAM TO WIDE FLANGE COLUMN AND BEAM TO BEAM/GIRDER CONNECTIONS SHALL BE DETAILED AS

DOUBLE-ANGLE CONNECTIONS UNLESS OTHERWISE SHOWN.

C. 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.

D. 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 PROFESSIONAL

ENGINEER IN THE PROJECT STATE.

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

ON THE DRAWINGS SHALL NOT BE PERMITTED.

6. 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.

7. STRUCTURAL STEEL THAT IS EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED (G-90) AFTER

FABRICATION.

ARMS/COMSEC VAULT NOTES:

1. ARMS/COMSEC VAULT WALLS SHALL BE 8 in. THICK (MIN.) CAST-IN-PLACE CONCRETE REINFORCED WITH #4

BARS AT 9 in. ON-CENTER-EACH-WAY, EACH FACE, WITH THE TWO LAYERS STAGGERED TO PROVIDE A 4-1/2 in.

GRID. SEE DETAIL 1/1S-008. VAULT LID/CEILING SHALL BE 10 in. THICK (MIN.) CAST-IN-PLACE CONCRETE WITH #5 BARS AT 9 in. ON-CENTER-EACH-WAY, TOP AND BOTTOM, STAGGERED TO PROVIDE A 4-1/2 in. GRID. SEE DETAIL 1/1S-008.

2. ARMS/COMSEC VAULT SLAB-ON-GRADE SHALL BE 8 in. THICK (MIN.) WITH #4 BARS AT 12 in. ON-CENTER-EACH- WAY TOP AND #5 BARS AT 12 in. ON-CENTER-EACH-WAY BOTTOM, UNLESS OTHERWISE NOTED.

3. REFER TO AR 190-11 "PHYSICAL SECURITY OF ARMS, AMMUNITION, AND EXPLOSIVES" AND "CAST-IN-PLACE

CONCRETE NOTES" FOR ADDITIONAL VAULT CONSTRUCTION REQUIREMENTS.

4. CONCRETE PLACEMENT FOR ARMS/COMSEC VAULT WALLS AND ROOF MAY NOT PROCEED UNTIL WRITTEN SECURITY CERTIFICATION AND CONTRACTING OFFICER APPROVAL IS RECIEVED. CERTIFICATION CAN ONLY PROCEED AFTER REINFORCING STEEL IS IN PLACE. BE AWARE THAT SEPERATE CONCRETE PLACEMENTS FOR

VARIOUS PORTIONS OF THE VAULT MUST HAVE SEPERATE INSPECTIONS.

MASONRY VENEER NOTES:

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

ANCHORS AROUND THE PERIMETER OF OPENINGS WITHIN 8 in OF OPENING EDGE UNLESS OTHERWISE NOTED.

PROVIDE ANCHORS AT TOP COURSE UNLESS NOTED OTHERWISE.

2. STEEL LOOSE LINTEL SCHEDULE FOR OPENINGS.

OPENING SIZE LINTEL SIZE MINIMUM END BEARING

UP TO 5'-0" L4x4x1/4 6 in 5'-0" TO 7'-0" L6x4x5/16 (LLV) 8 in 7'-0" TO 8'-0" L6x4x3/8 (LLV) 8 in

A. SEE ARCHITECTURAL FOR WINDOW AND DOOR SCHEDULE.

B. LINTEL ANGLES SHALL BE HOT DIP GALVANIZED AFTER FABRICATION.

C. PROVIDE 3/8 in GAP IN MORTAR AT ENDS OF ANGLES AND FILL GAP WITH BACKER ROD.

4. FOR WINDOW SILL CAP STONE SUPPORT, SEE DETAIL 1/1S-007.

1 2 3 4 5

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1S-003

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D D E

I L

III

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STEEL JOIST NOTES:

1. DESIGN, FABRICATION AND ERECTION OF JOISTS, JOIST EXTENTIONS, 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 THE 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 "TEMF DESIGN CRITERIA" WITH A LIVE LOAD DEFLECTION OF LESS THAN L/360.

C. GROSS WIND COMPONENT AND CLADDING UPLIFTS ARE SHOWN IN "WIND COMPONENTS AND CLADDING TABLE". FOR ASD DESIGN METHOD, NET 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 AND ELECTRICAL ITEMS. REFER TO STRUCTURAL, MECHANICAL AND ELECTRICAL PLANS FOR EQUIPMENT LOCATION AND

APPROXIMATE EQUIPMENT WEIGHT.

3. THE CONTRACTOR SHALL COORDINATE LOCATIONS AND WEIGHTS OF MECHANICAL AND ELECTRICAL EQUIPMENT

WITH THE JOIST MANUFACTURER BEFORE JOISTS ARE FABRICATED.

4. JOISTS, JOIST SUBSTITUTES, AND JOIST GIRDERS AT COLUMN GRID LINES SHALL BE DESIGNED FOR AN AXIAL LOAD OF 4,000 lbs.

5. JOIST BRIDGING SHALL BE PROVIDED BY THE JOIST MANUFACTURER AS REQUIRED.

6. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS.

METAL DECKING NOTES:

1. MATERIALS:

THE FOLLOWING ARE MINIMUMS

FLOOR DECK ........................................................................... ASTM A 653, SS, GRADE 50 (Fy = 50 ksi), G90 GALVANIZED ROOF DECK ............................................................................. ASTM A 653, SS, GRADE 33 (Fy = 33 ksi), G90 GALVANIZED CLOSURE PLATES/ANGLES ................................................... ASTM A 653, SS, GRADE 33 (Fy = 33 ksi), G90 GALVANIZED

2. MECHANICAL PROPERTIES:

THE FOLLOWING ARE MINIMUMS

FLOOR DECK:

TYPE ........................................................................................ 1.0 WR FORM DECK THICKNESS ............................................................................. 20 GAGE FASTENER PATTERN ............................................................. 36/3, 5/8" PUDDLE WELD OR EQUAL NO. OF SIDE LAP FASTENERS .............................................. 4, #10 TEK SCREWS OR EQUAL

ROOF DECK:

TYPE ........................................................................................ 1.5 WR ROOF DECK THICKNESS ............................................................................. 20 GAGE FASTENER PATTERN ............................................................. 36/5, #12 TEK SCREWS OR EQUAL NO. OF SIDE LAP FASTENERS .............................................. 5, #10 TEK SCREWS OR EQUAL

3. PROVIDE METAL DECKING AND CLOSURE PLATES/ANGLES IN COMPLIANCE WITH SDI "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION", LATEST EDITION AND SDI "DIAPHRAGM DESIGN MANUAL" LATEST EDITION.

4. BEAR DECKING 2 in MINIMUM AT SUPPORTS. LAP DECKING AT ENDS 2 in MINIMUM AND CENTER LAPS OVER

SUPPORTS.

5. WELD METAL DECKING IN COMPLIANCE WITH ANSI/AWS D1.3 USING E60XX ELECTRODES MINIMUM. WELDERS

SHALL BE CERTIFIED AS REQUIRED BY AWS.

6. SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING OFFICER FOR REVIEW. SHOP

DRAWINGS SHALL INDICATE ICC REPORT NUMBER, IF APPLICABLE.

7. ALL DECKING SHALL BE CONTINUOUS OVER AT LEAST 2 SPANS UNLESS OTHERWISE NOTED.

8. WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE CONTINUOUS L3X3X1/4 OR EQUIVALENT BENT PLATE AS

REQUIRED TO SUPPORT DECK EDGES.

9. FLOOR DECK: PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OF DECK UNITS AROUND COLUMN OPENINGS

AND PERIMETER LOCATIONS REQUIRING CONCRETE UNLESS OTHERWISE NOTED OR SHOWN.

10. ROOF DECKS: DO NOT SUSPEND PIPING, DUCT WORK, UTILITIES, SUSPENDED CEILINGS, LIGHT FIXTURES OR

OTHER LOADS FROM ROOF DECKING.

ABBREVIATIONS:

ALT ALTERNATE

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

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 CENTER LINE

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

EF EACH FACE

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

ft FEET

GA GAGE

GALV GALVANIZED

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING CODE

IJ ISOLATION JOINT

in INCH(ES) k KIP(S)

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

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

OPP OPPOSITE

lb(s) POUND(S) plf POUNDS PER LINEAR 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)

ROT ROTATED

SJ SAW JOINT

SCHED SCHEDULE

SIM SIMILAR

SQ SQUARE

sf SQUARE FEET sq in SQUARE INCH(ES) 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

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

SPECIAL INSPECTION NOTES:

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

1704.1).

2. REPORTS: PREPARED BY THE INSPECTOR, SIGNED BY AN ENGINEER AND SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE 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 NOTED.

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

SPECIAL 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 PRE-FABRICATED COMPONENTS.

ITEM CONTINUOUS

(REF. NOTE 3)

PERIODIC

(REF. NOTE 3)

SOILS:

GRADING, EXCAVATION & FILL

FINAL FOUNDATION PREPARATION

CONCRETE:

REINFORCING PLACEMENT

REINFORCING WELDING

REINFORCING COUPLING

ANCHOR BOLTS & INSERTS

MATERIAL VERIFICATION

PREPARATION OF TEST SPECIMENS

CONCRETE PLACEMENT

EPOXY & EXPANSION ANCHOR PLACEMENT

CURING

STRUCTURAL STEEL:

HIGH STRENGTH BOLTING

WELDING OF ANCHORS & STUDS

WELDING OF STAIRS & RAILING SYSTEMS

STEEL DECK WELDING

EMBEDED PLATES

DETAIL CONFORMANCE

SHOP WELDING (REF. NOTE 2):

SINGLE PASS FILLET WELDS < 5/16 in.

FILLET WELDS > 5/16 in.

PARTIAL & COMPLETE PENETRATION WELDS

FIELD WELDING:

SINGLE PASS FILLET WELDS < 5/16 in.

FILLET WELDS > 5/16 in.

PARTIAL & COMPLETE PENETRATION WELDS

COLD-FORMED STEEL FRAMING WELDS

FLOOR…

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