36C25219B0044-003.pdf

PDF 6 MB Posted Apr 23, 2019

Attached to: Upgrade Emergency Power Distribution 550-14-103 Federal contract opportunity
Solicitation number: 36C25219B0044
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 12

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36C25219B0044 550-14-103 Drawings 1 of 4 - GS001-AS204.pdf

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36C25219C0159-000.docx	DOCX document	Jun 7, 2019
36C25219B0044-0004000.docx	DOCX document	May 17, 2019
36C25219B0044-0004001.pdf	PDF	May 17, 2019
36C25219B0044-0003001.pdf	PDF	May 15, 2019
36C25219B0044-0003002.pdf	PDF	May 15, 2019
36C25219B0044-0003000.docx	DOCX document	May 15, 2019
36C25219B0044-0002001.pdf	PDF	May 1, 2019
36C25219B0044-0002000.docx	DOCX document	May 1, 2019
36C25219B0044-0001000.docx	DOCX document	Apr 29, 2019
36C25219B0044-001.docx	DOCX document	Apr 23, 2019
36C25219B0044-005.pdf	PDF	Apr 23, 2019
36C25219B0044-004.pdf	PDF	Apr 23, 2019
36C25219B0044-006.pdf	PDF	Apr 23, 2019
36C25219B0044-002.pdf	PDF	Apr 23, 2019
36C25219B0044-000.docx	DOCX document	Apr 5, 2019

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b. ALL CELLS BELOW GRADE.

c. ALL CELLS BELOW BEAM AND LINTEL BEARING POINTS DOWN TO CONCRETE FOUNDATION WALL OR FOOTING.

d. ALL CELLS BELOW STEEL JOIST BEARING POINTS DOWN TO A BOND BEAM OR TO A DEPTH EQUAL TO THE

JOIST SPACING, WHICHEVER IS LESS.

e. ALL BOND BEAMS.

f. ALL CELLS OF THE BLOCK COURSE IMMEDIATELY ABOVE LINTELS.

10. DO NOT USE EARTH FORMED TRENCH FOR FOOTINGS OR FOUNDATION WALLS.

11. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN SOIL OR INTO AN EXCAVATION CONTAINING FREE WATER.

a. ALL CELLS CONTAINING VERTICAL REINFORCEMENT.

2. SUPPORT, BRACE AND SECURE EXISTING STRUCTURE AS REQUIRED. THE CONTRACTOR IS SOLELY RESPONSIBLE

FOR THE SAFETY OF THE EXISTING BUILDING DURING CONSTRUCTION.

3. USE STRUCTURAL DRAWINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. CONTRACTOR SHALL BE

RESPONSIBLE FOR INCLUDING ALL REQUIREMENTS INTO SHOP DRAWINGS AND WORK.

4. OPENINGS SHALL NOT BE MADE IN ANY STRUCTURAL MEMBER WITHOUT APPROVAL OF THE ARCHITECT AND THE COR.

5. DO NOT CHANGE SIZE OR DIMENSIONS OF STRUCTURAL MEMBERS WITHOUT APPROVAL OF THE ARCHITECT AND THE COR.

6. CONTRACTOR SHALL BE RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF STRUCTURAL MEMBERS

AT THE TIME THE LOADS ARE IMPOSED.

7. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE STRUCTURE IS DEPENDENT UPON DIAPHRAGM ACTION OF THE ROOF DECK, FLOOR SLAB AND ATTACHMENT TO THE MASONRY WALLS FOR STABILITY AND FOR RESISTANCE TO WIND AND SEISMIC FORCES. PROVIDE ALL TEMPORARY BRACING REQUIRED FOR STABILITY AND FOR RESISTANCE TO WIND AND SEISMIC FORCES UNTIL THESE ELEMENTS ARE COMPLETE AND ARE

CAPABLE OF PROVIDING THIS SUPPORT.

21. COORDINATE PLACEMENT OF ANCHOR BOLTS AND SLEEVES WITH FOUNDATION REINFORCEMENT.

20. DOWEL MASONRY WALL REINFORCEMENT INTO CONCRETE SUPPORTS UNLESS NOTED OTHERWISE.

19. DOWEL CONCRETE WALL AND PIER VERTICAL REINFORCEMENT INTO FOOTINGS.

18. MASONRY WALLS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSIDERED BEARING WALLS. NON

BEARING WALLS ARE SHOWN ON THE ARCHITECTURAL DRAWINGS ONLY.

17. REFER TO ARCHITECTURAL, PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL LOCATIONS OF

TRENCHES, PITS, CONDUITS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS.

16. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL FOUNDATION WORK NOT SHOWN ON STRUCTURAL

DRAWINGS.

15. REFER TO ARCHITECTURAL DRAWINGS AND/OR SPECIFICATIONS FOR CONCRETE FINISHES.

14. PROVIDE ASPHALTIC COATING ON ALL STEEL EXPOSED TO THE EARTH.

13. BACKFILL FOUNDATION WALLS WITH EARTH ON BOTH SIDES OF WALL BY ALTERNATELY PLACING BACKFILL ON EACH SIDE SO THAT HEIGHT OF BACKFILL DOES NOT DIFFER BY MORE THAN 1'-6" FROM OTHER SIDE.

12. PLACE GRADE BEAM AND PIER CONCRETE MONOLITHIC.

9. THE DESIGN AND INSTALLATION OF SHORING, BRACING AND SHEETING REQUIRED WHEN EXCAVATING ADJACENT

TO AN EXISTING STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

8. EDGES OF FOOTINGS SHALL NOT BE PLACED AT A SLOPE GREATER THAN 1 VERTICAL TO 2 HORIZONTAL WITH RESPECT TO ANY ADJACENT FOOTING OR EXCAVATION UNLESS NOTED OTHERWISE ON THE DRAWINGS.

7. STEP WALL FOOTINGS 1 VERTICAL TO 2 HORIZONTAL WHERE ELEVATIONS CHANGE UNLESS NOTED OTHERWISE

ON DRAWINGS.

6. OVER EXCAVATION OF SOIL FOR FOOTINGS SHALL BE REPLACED AND COMPACTED IN LAYERS, TO 95% OF

MODIFIED PROCTOR.

5. DO NOT PLACE CONCRETE FOR FOOTINGS UNTIL BEARING CAPACITY IS VERIFIED BY OWNER'S GEOTECHNICAL

CONSULTANT.

4. REFER TO CIVIL DRAWINGS FOR ROUGH GRADE ELEVATIONS.

3. FOOTING ELEVATIONS SHOWN ON PLAN ARE TO TOP OF FOOTINGS.

2. FOUNDATIONS HAVE BEEN DESIGNED FOR THIS PROJECT ASSUMING ADEQUATE BEARING CAPACITY FROM CONTROLLED COMPACTED FILL. THEREFORE, FOOTING ELEVATIONS MAY BE HIGHER THAN ORIGINAL GRADE.

1. FOUNDATIONS HAVE BEEN DESIGNED ASSUMING ALLOWABLE BEARING PRESSURE OF 1500 PSF.

9. CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS

OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

10. INFORM THE ARCHITECT, THE COR AND THE CONTRACTING OFFICER OF ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL NOT BE RELIEVED OF THE RESPONSIBILITY OF SUCH DEVIATION BY THE ARCHITECT'S REVIEW OF SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HAS SPECIFICALLY INFORMED THE ARCHITECT, THE COR AND THE CONTRACTING OFFICER OF SUCH DEVIATION AT THE TIME OF SUBMISSION, AND THE ARCHITECT AND THE CONTRACTING OFFICER HAS GIVEN WRITTEN APPROVAL TO THE SPECIFIC

DEVIATION.

11. VERIFY ALL DIMENSIONS AND ELEVATIONS ON STRUCTURAL DRAWINGS WITH ARCHITECTURAL DRAWINGS. REPORT

DISCREPANCIES TO ARCHITECT AND THE COR BEFORE PROCEEDING WITH WORK.

8. DO NOT SCALE DRAWINGS, USE DIMENSIONS.

1. ALL DIMENSIONS AND ELEVATIONS OF EXISTING STRUCTURES SHOWN ON THE DRAWINGS HAVE BEEN OBTAINED FROM AVAILABLE SOURCES AND ARE NOT GUARANTEED TO BE TRUE AND EXACT. THE CONTRACTOR SHALL VERIFY THESE DIMENSIONS AND ELEVATIONS BY ACTUAL FIELD MEASUREMENTS PRIOR TO FABRICATION OF ANY MATERIALS AND START OF

WORK AND REPORT ANY DISCREPANCIES TO THE ARCHITECT AND THE COR.

1. SUPPORT WELDED WIRE FABRIC REINFORCEMENT ON CONTINUOUS SLAB BOLSTERS (WITH SAND PLATES) SPACED AS REQUIRED TO ADEQUATELY SUPPORT FABRIC, BUT IN NO CASE GREATER THAN 24" O/C. PLACE WELDED

WIRE FABRIC 2" BELOW TOP OF SLAB.

2. UNLESS OTHERWISE SHOWN ON FOUNDATION PLAN, PROVIDE INTERIOR CONSTRUCTION AND/OR CONTRACTION

JOINTS AT 20 FEET ON CENTER.

3. SAW CUT INTERIOR SLAB ON GRADE CONTROL JOINTS IMMEDIATELY AFTER FINISHING USING A GS-1000 SOFF-CUT MANUFACTURED BY SOFF-CUT INTERNATIONAL, RIVERSIDE, CALIFORNIA. DEPTH OF CUT SHALL BE 1-3/8".

4. PLACE ALL INTERIOR SLABS ON GRADE OVER VAPOR BARRIER. REFER TO SPECIFICATION FOR VAPOR BARRIER

REQUIREMENTS.

5. EXTERIOR SLABS ON GRADE CONSTRUCTION AND CONTRACTION JOINTS (INCLUDING SIDEWALKS) SHALL BE

TOOLED. REFER TO CIVIL DRAWINGS FOR REQUIRED DEPTH.

6. SLOPE FLOORS TO DRAINS WHERE INDICATED ON ARCHITECTURAL DRAWINGS.

7. DEPRESS SLABS FOR FLOOR FINISHES SUCH AS CERAMIC TILE, QUARRY TILE, WOOD FLOORING, ETC. REFER TO

DRAWINGS FOR LOCATION AND DEPTH REQUIREMENTS.

8. PROVIDE 4" THICK CONCRETE HOUSEKEEPING PADS WHERE SHOWN ON ARCHITECTURAL DRAWINGS.

9. PLACE ELECTRIC CONDUIT AND OTHER PIPES EMBEDDED IN CONCRETE FLOOR SLABS ACCORDING TO THE

REQUIREMENTS OF ACI 318-02, PARAGRAPH 6.3.

10. PROVIDE DIAGONAL REINFORCEMENT AT RE-ENTRANT CORNERS IN SLABS AS FOLLOWS: 2#4 X 4'-0" BAR FOR

EACH 4 INCHES OF SLAB THICKNESS.

1. HEATING WILL NOT BE PERMITTED FOR BENDING OF REINFORCEMENT STEEL.

2. CONCRETE COVER FOR STEEL REINFORCEMENT, UNLESS NOTED OTHERWISE:

UNFORMED SURFACE IN CONTACT WITH THE GROUND. 3 IN.

FORMED SURFACES EXPOSED TO EARTH OR WEATHER. 2 IN.

FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:

BEAMS, GIRDERS, AND COLUMNS. 1-1/2 IN.

SLABS, WALLS, AND JOISTS. 3/4 IN.

3. MINIMUM CONCRETE COVER FOR ANCHOR BOLTS: 3 IN.

4. LAP CONTINUOUS CONCRETE HORIZONTAL REINFORCING BARS 38 DIAMETERS, UNLESS OTHERWISE NOTED. ALL

OTHER LAP SPLICES SHALL BE IN ACCORDANCE WITH ACI318-02.

5. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. EXTEND HORIZONTAL WALL REINFORCEMENT

THROUGH PIERS.

6. BAR SUPPORTS AND SPACERS RESTING ON SURFACES TO BE LEFT EXPOSED SHALL BE PLASTIC TIPPED OR

STAINLESS STEEL.

7. ALL CONSTRUCTION JOINTS SHALL BE KEYED.

8. CONSTRUCTION JOINTS FOR FRAMED BEAMS AND SLABS SHALL BE AT MIDSPAN, UNLESS INDICATED OTHERWISE, OR DIRECTED OR APPROVED OTHERWISE BY ARCHITECT. JOINTS SHALL BE VERTICAL WITH PROPER HORIZONTAL KEY USING WOOD OR METAL FORMS. CONTINUITY OF REINFORCING THROUGH BULKHEADS SHALL BE MAINTAINED.

9. WIRE BRUSH AND THOROUGHLY CLEAN, WITH ALL LAITANCE REMOVED, CONSTRUCTION JOINTS OF STRUCTURAL WALLS AND SUPPORTED SLABS. WET JOINTS THOROUGHLY AND SLUSH WITH A COAT OF NEAT CEMENT GROUT

IMMEDIATELY BEFORE PLACING NEW CONCRETE.

10. REFER TO CIVIL, ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION AND DIMENSIONS OF PADS, DEPRESSIONS, OPENINGS, SLEEVES, DRAINS, INSERTS, ANCHORS HANGERS, MISCELLANEOUS IRON, CHASES, CONDUITS, FLOOR FILLS AND FINISHES, CURBS, STONE AND MASONRY DETAILS AND OTHER DETAILS RELATED TO

CONCRETE WORK NOT SHOWN ON STRUCTURAL DRAWINGS.

17. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL CONCRETE WORK NOT SHOWN ON STRUCTURAL

DRAWINGS.

16. REFER TO ARCHITECTURAL DRAWINGS AND/OR SPECIFICATIONS FOR CONCRETE FINISHES.

15. DO NOT PLACE SLEEVES HORIZONTALLY OR VERTICALLY IN BEAMS OR JOISTS WITHOUT APPROVAL FROM THE

ARCHITECT, UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

14. OPENINGS SHALL NOT BE MADE IN ANY STRUCTURAL MEMBER WITHOUT APPROVAL FROM THE ARCHITECT, UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

13. CHAMFER 3/4" X 45 DEGREES EXPOSED EDGES OF CONCRETE WALLS, COLUMNS, PIERS, PILASTERS, ETC.

12. PROVIDE DIAGONAL REINFORCEMENT ON EACH SIDE OF OPENINGS, OR RE-ENTRANT CORNERS IN SLABS AS

FOLLOWS 2- #4 X 4'-0" BAR FOR EACH 4 INCHES OF SLAB THICKNESS.

11. REINFORCEMENT INTERRUPTED BY OPENINGS IN SLABS AND WALLS SHALL BE REPLACED BY AN EQUAL NUMBER OF ADDITIONAL BARS, OF THE SAME SIZE, ON ALL SIDES OF THE OPENING. AS A MINIMUM, PROVIDE 2- #5 BARS, WITH 2'-0" PROJECTION BEYOND OPENING, FOR EACH 8" OF SLAB OR WALL THICKNESS. ALSO PROVIDE 2-

#5 X 4'-0" DIAGONALLY AT EACH CORNER.

1. MASONRY WALLS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSIDERED BEARING WALLS.

NON-BEARING WALLS ARE SHOWN ON THE ARCHITECTURAL DRAWINGS ONLY.

2. REINFORCE ALL WALLS, INCLUDING NON-BEARING WALLS, WITH JOINT REINFORCEMENT AT 16" ON CENTERS, UNLESS OTHERWISE NOTED.

3. REINFORCING DESCRIBED BELOW APPLIES TO BEARING WALLS ONLY, UNLESS OTHERWISE NOTED ON DRAWINGS.

4. REINFORCE BOND BEAMS WITH 2- #5 CONTINUOUS, UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS FOR

ALL BOND BEAM REINFORCEMENT.

5. LAPPED BAR REINFORCEMENT SPLICES SHALL BE 48 BAR DIAMETERS.

6. CENTER VERTICAL REINFORCEMENT IN CELLS OF MASONRY UNIT, UNLESS OTHERWISE NOTED.

7. IN ADDITION TO SPACING INDICATED IN SCHEDULE, PROVIDE VERTICAL BARS AT ALL CORNERS, ENDS, JAMBS, INTERSECTIONS AND BOTH SIDES OF CONTROL JOINTS.

8. USE BAR POSITIONERS TO HOLD VERTICAL AND BOND BEAM REINFORCEMENT IN PROPER ALIGNMENT.

9. HOLD VERTICAL BARS IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 200 BAR

DIAMETERS OR 10 FEET.

10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF VERTICAL CONTROL JOINTS.

11. DISCONTINUE JOINT REINFORCEMENT AT VERTICAL CONTROL JOINTS. BOND BEAM REINFORCEMENT SHALL BE

CONTINUOUS THROUGH JOINT.

12. FILL THE FOLLOWING WITH 2000 PSI MASONRY GROUT:

24. REFER TO TYPICAL LINTEL SCHEDULE FOR LINTELS OVER OPENINGS IN MASONRY WALLS SUCH AS DUCTS, RECESSES FOR CONVECTORS, DRINKING FOUNTAINS, FIRE EXTINGUISHERS, ETC., UNLESS OTHERWISE NOTED.

23. NO CHASES, RISERS, CONDUITS OR TOOTHING OF MASONRY SHALL OCCUR IN MASONRY WALLS WITHIN 18

INCHES OF BEAM BEARING CENTERLINE.

22. MASONRY WALLS SHALL NOT BE CONSTRUCTED ON SUPPORTED CONCRETE SLABS UNTIL CONCRETE HAS

REACHED 28-DAY STRENGTH AND ALL SHORING HAS BEEN REMOVED.

21. GROUT ALL BOLTS, ANCHORS, ETC., SOLID INTO POSITION.

20. STOP GROUT 1-1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT POUR JOINT.

19. VERTICAL CELLS TO BE GROUTED SHALL HAVE VERTICAL ALIGNMENT TO MAINTAIN A CONTINUOUS

UNOBSTRUCTED CELL AREA NOT LESS THAN 2-1/2" X 3".

18. VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM CLEARANCE OF 3/4 INCH FROM THE MASONRY SURFACE

AND NOT LESS THAN ONE BAR DIAMETER BETWEEN BARS.

17. SECURE REINFORCING STEEL BARS BEFORE GROUTING STARTS.

16. A REINFORCING BAR MAY BE CONSIDERED TO BE IN VERTICAL ALIGNMENT WHEN IT IS WITHIN 4" OF AN

ADJACENT BAR OR DOWEL, EVEN THOUGH IT IS IN AN ADJACENT CELL.

15. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL BLOCK CORE IT MAY BE SLOPED, BUT NOT

MORE THAN ONE HORIZONTAL TO SIX VERTICAL.

14. GROUT MASONRY LINTELS IN ONE CONTINUOUS OPERATION.

13. PROVIDE SOLID GROUTED MASONRY AROUND BEARING ENDS OF ALL BEAMS.

1. SPLICING OF STEEL MEMBERS NOT SPECIFICALLY SHOWN ON THE DRAWINGS IS PROHIBITED WITHOUT WRITTEN

APPROVAL OF THE ARCHITECT AND THE CONTRACTING OFFICER.

2. BEAM AND LINTEL BEARING ON MASONRY WALLS SHALL BE 8 INCH MINIMUM, UNLESS OTHERWISE NOTED.

3. ANCHOR BEAMS TO MASONRY WITH TWO (2) 1/2" DIAMETER HEADED ANCHOR BOLTS WITH 6" EMBEDMENT, UNLESS NOTED OTHERWISE.

4. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR NAILER HOLES, SPECIAL DETAILS AND MISCELLANEOUS

STEEL.

5. WHENEVER MASONRY IS SUPPORTED ON A STEEL BEAM WITH A FLANGE WIDTH SMALLER THAN 1/2" LESS THAN THE ACTUAL MASONRY THICKNESS, PROVIDE A CONTINUOUS STEEL PLATE WELDED TO BEAM FLANGE. WIDTH OF PLATE SHALL BE 1/2" LESS THAN MASONRY THICKNESS. UNLESS OTHERWISE SHOWN ON DRAWINGS, PROVIDE 1/4"

PLATE THICKNESS WITH 3/16" X 2" WELDS AT 12" O.C. EACH SIDE.

6. USE 3/4" DIAMETER STEEL HEADED-STUD SHEAR CONNECTORS WELDED BY AUTOMATIC EQUIPMENT TO THE

STRUCTURAL STEEL ACCORDING TO AWS D1.1.

7. SPACE SHEAR CONNECTORS EQUALLY ALONG SPAN OF BEAM, UNLESS OTHERWISE NOTED ON DRAWINGS.

LOCATE CONNECTORS DIRECTLY OVER WEB WHEN BEAM FLANGE THICKNESS IS LESS THAN 5/16".

8. REFER TO TYPICAL LINTEL SCHEDULE FOR STEEL LINTELS OVER OPENINGS IN MASONRY WALLS SUCH AS DUCTS, RECESSES FOR CONVECTORS, DRINKING FOUNTAINS, FIRE EXTINGUISHERS, ETC., UNLESS OTHERWISE NOTED.

9. DO NOT FIELD CUT STRUCTURAL STEEL (INCLUDING JOISTS) WITHOUT ARCHITECT'S AND THE CONTRACTING

OFFICER'S APPROVAL.

10. USE ASTM A325 BOLTS.

11. DESIGN CONNECTIONS (WHEN BEAM REACTIONS ARE NOT SHOWN ON DRAWINGS) TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES, PART 2 OF THE AISC MANUAL OF STEEL CONSTRUCTION - ASD, FOR THE GIVEN BEAM SIZE, SPAN AND GRADE OF STEEL SPECIFIED.

12. DESIGN CONNECTIONS (WHEN BEAM REACTIONS ARE NOT SHOWN ON DRAWINGS) TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES, PART 4 OF THE AISC MANUAL OF STEEL CONSTRUCTION - LRFD], FOR THE GIVEN BEAM SIZE, SPAN AND GRADE OF STEEL SPECIFIED.

13. DO NOT USE STEEL FRAMING CONNECTIONS WHICH REQUIRE EITHER MEMBER TO BE COMPLETELY DISCONNECTED (NUTS REMOVED FROM BOLTS) FOR INSTALLATION OF THE SUCCEEDING MEMBER.

14. PROVIDE ROOF OPENING FRAMES AT ALL ROOF PENETRATIONS. REFER TO ARCHITECTURAL ROOF PLAN FOR

LOCATIONS AND STRUCTURAL DRAWINGS FOR ROOF OPENING FRAME DETAILS.

15. FOR ROOF DECK OPENINGS FROM 6 TO 18 INCHES IN SIZE, REINFORCE WITH L 2 X 2 X 3/16 INCH ON EACH SIDE OF OPENING, PLACED PERPENDICULAR TO FLUTES. EXTEND ANGLES A MINIMUM TWO FLUTES BEYOND OPENING. WELD DECK TO ANGLES AT EACH FLUTE WITH 3/4" DIAMETER PUDDLE WELD. FOR LARGER OPENINGS, REFER TO DRAWINGS FOR ROOF OPENING FRAME DETAILS.

11. COLD-FORMED STEEL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE DRAWINGS.

1. DO NOT SUPPORT ANY LOADS FROM STEEL ROOF DECK UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

2. STEEL ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.

3. DO NOT INSTALL STEEL DECK UNTIL JOIST BRIDGING HAS BEEN INSTALLED AND JOIST ENDS ARE PERMANENTLY FASTENED.

4. FASTEN STEEL ROOF DECK AS INDICATED BELOW:

a. FASTEN DECK UNITS AT ENDS AND AT ALL INTERMEDIATE SUPPORTS WITH 5/8" DIAMETER PUDDLE WELDS AT

12" ON CENTER ACROSS WIDTH OF THE PANELS WITH A MINIMUM OF 2 WELDS PER PANEL.

b. FASTEN DECK SIDE LAPS WITH #10 SELF-DRILLING SCREWS AT MIDSPAN OR 24" INTERVALS, WHICHEVER

DISTANCE IS SMALLER.

c. FASTEN DECK PERIMETER SIDE EDGES TO STEEL SUPPORTS (PARALLEL TO DECK SPAN) WITH 5/8" DIAMETER

PUDDLE WELDS AT 12 INCHES ON CENTER.

1. THE CONTRACTOR IS RESPONSIBLE FOR THE FINAL DESIGN AND PERFORMANCE OF ALL

COLD-FORMED LIGHT GAGE STEEL FRAMING. ALL SIZES, GAGES, AND DESIGN REQUIREMENTS

SHOWN ON THESE DRAWINGS ARE TO BE CONSIDERED MINIMUM REQUIREMENTS.

2. STRUCTURAL STUDS, JOISTS, BRIDGING AND ACCESSORIES SHALL HAVE A MINIMUM YIELD

STRENGTH OF 50000 PSI FOR 16 GAGE AND THICKER MATERIALS AND 33000 PSI FOR 18 GAGE AND

THINNER MATERIAL

3. WHERE STUDS ARE NOT BRACED FOR COMPRESSION, PROVIDE AS A MINIMUM HORIZONTAL

BRIDGING WITH A MAXIMUM VERTICAL SPACING OF FOUR FEET.

4. FASTENERS SHALL BE #12 SELF-DRILLING/SELF-TAPPING SCREWS MINIMUM. SCREWS SHALL

PENETRATE THROUGH ALL FRAMING BY AT LEAST THREE (3) EXPOSED THREADS.

5. WELDING OF COLD-FORMED STUDS MAY BE PERFORMED USING A MINIMUM 1/8” AWS TYPE

6013 WELDING ROD. TOUCH UP ALL WELDS WITH ZINC-RICH PAINT.

6. SECURELY ANCHOR RUNNERS TO THE SUPPORTING STRUCTURE. PROVIDE COMPLETE,

UNIFORM, AND LEVEL BEARING SUPPORT FOR THE BOTTOM RUNNER.

7. SECURELY ANCHOR ABUTTING LENGTHS OF RUNNER TO A COMMON STRUCTURAL ELEMENT.

8. PLUMB, ALIGN, AND SECURELY ATTACH STUDS TO THE FLANGES OF BOTH UPPER AND LOWER

RUNNERS. SPLICES IN STUDS ARE NOT PERMITTED.

9. PROVIDE HEADERS AND SUPPORTING STUDS FOR FRAMING OF WALL OPENINGS.

10. STABILITY BRIDGING SHALL BE INSTALLED AT A MAXIMUM 4’-0” O.C. FOR SUSPENDED SOFFITS

UNLESS NOTED OTHERWISE.

I. EXPANSION ANCHORS.

(1) SIMPSON STRONG-TIE “STRONG-BOLT” (ICC-ES ESR-1771)

(2) HILTI KWIK BOLT-TZ EXPANSION ANCHORS (ICC ESR-1917)

(3) POWERS POWER STUD + SD1 OR SD2

ii. SCREW ANCHORS

(1) SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR-2713)

(2) HILTI KWIK HUS EZ SCREW ANCHORS (ICC ESR-3027)

(3) POWERS WEDGE BOLT PLUS

b. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308. STEEL ANCHOR ELEMENT SHALL BE CONTINUOUSLY

THREADED ROD OR DEFORMED STEEL REBAR. PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

i. SIMPSON STRONG-TIE “SET-XP” (ICC-ES ESR-2508)

ii. HILTI HIT-HY 150 MAX-SD ADHESIVE ANCHORING SYSTEM ( ICC ESR-3013) OR HILTI HIT-RE 500-SD EPOXY

ADHESIVE ANCHORING SYSTEM (ICC ESR-2322)

iii. POWERS PE1000 OR AC100+GOLD

(1) EXPANSION ANCHORS

(a) SIMPSON STRONG-TIE “WEDGE-ALL” (ICC-ES ESR-1396)

(b) HILTI KWIK BOLT-3 EXPANSION ANCHORS (ICC ESR 1385)

(2) SCREW ANCORS

(a) SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR-1056)

(b) HILTI KWIK HUS EZ (ICC ESR-3027)

(1) SIMPSON STRONG-TIE “SET” (ICC-ES ESR-1772)

(2) HILTI HIT-HY 150 MAX (ICC ESR-1967)

(3) POWERS

b. ANCHORAGE TO HOLLOW CONCRETE MASONRY/UNREINFORCED CLAY BRICK MASONRY

(1) SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR-1056)

(2) HILTI

(3) POWERS

(1) SIMPSON STONG-TIE “SET” (ICC-ES ESR-1772)

(2) HILTI HIT-HY 70 (ICC ESR-3442)

(3) POWERS

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS.

ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON ACI 318 APPENDIX D STRENGTH DESIGN OR THE TECHNICAL DATA PUBLISHED BY THE MANUFACTURER. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS.

2. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER–OF-RECORD AND THE CONTRACTING OFFICER PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED

CAST-IN-PLACE ANCHORS.

3. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR.

HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER’S WRITTEN INSTRUCTIONS.

4. SUBSTITUTION REQUESTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD AND THE CONTRACTING OFFICER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.

SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE, AND INSTALLATION TEMPERATURE.

5. OVERHEAD ADHESIVE ANCHORS ARE NOT PERMITTED.

6. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL

ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.

7. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES

INDICATED ON THE DRAWINGS.

8. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY FERROSCAN, GPR, X-RAY, CHIPPING OR OTHER MEANS.

9. CONCRETE ANCHORS

a. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193. PRE-APPROVED MECHANICAL ANCHORS

INCLUDE:

10. MASONRY ANCHORS

a. ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY

ii. ADHESIVE ANCHORS WITH SCREEN TUBES SHALL BE TESTED AND QUALFIED IN ACCORDANCE WITH ICC-ES AC58 OR AC60, AS APPROPRIATE. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE MANUFACTURER. PRE-APPROVED ADHESIVE ANCHORS WITH SCREEN TUBES

INCLUDE:

i. SCREW ANCHORS FOR USE IN HOLLOW CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED IN

ACCORDANCE WITH ICC-ES AC106. PRE-APPROVED SCREW ANCHORS INCLUDE:

ii. ADHESIVE ANCHORS FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. STEEL ANCHOR ELEMENT SHALL BE CONTINUOUSLY

THREADED ROD OR DEFORMED STEEL REBAR. PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

i. MECHANICAL ANCHORS FOR USE IN SOLID-GROUTED CONCRETE MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

thr ee

-q ua rte rs inc h = on e f oo t on e-qu ar ter in ch on e f oo t on e-eig hth in ch on e f oo t thr ee -e igh ths in ch on e f oo t on e-ha lf i nc h = on e f oo t on e i nc h = on e f oo t on e a nd on e-ha lf i nc h = on e f oo t

B thr ee in ch es on e f oo t

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FOR CONSTRUCTION

CONCRETE:

ALL CONCRETE f'c = 4,000 PSI

MASONRY PRISM STRENGTH: f'm = 2,000 PSI

REINFORCING STEEL:

#3 BARS AND SMALLER: Fy = 40,000 PSI #4 BARS AND LARGER: Fy = 60,000 PSI WELDED WIRE REINFORCING: Fy = 60,000 PSI

STRUCTURAL STEEL:

WIDE FLANGE SHAPES: Fy = 50,000 PSI ALL OTHER ROLLED SHAPES: Fy = 36,000 PSI PLATES AND BARS: Fy = 36,000 PSI HSS SHAPES: Fy = 46,000 PSI

ROOF DEAD LOADS

STRUCTURE SELF WEIGHT

ROOFING & INSULATION 6 PSF

MECH/ELECT 10 PSF

FLOOR LIVE LOADS

FIRST FLOOR 150 PSF

ROOF SNOW LOAD 2015 IBC

GROUND SNOW Pg = 20 PSF FLAT-ROOF SNOW LOAD Pf = 20 PSF SNOW LOAD IMPORTANCE FACTOR Is = 1.0 SNOW LOAD EXPOSURE FACTOR Ce = 1.0 SNOW LOAD THERMAL FACTOR Ct = 1.0

WIND LOAD 2015 IBC

BASIC WIND SPEED V = 115 mph WIND LOAD IMPORTANCE FACTOR Iw = 1.0

WIND EXPOSURE B

INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18

WIND DESIGN PRESSURE SEE WIND PRESSURE TABLE

EARTHQUAKE LOAD 2015 IBC

SEISMIC IMPORTANCE FACTOR Ie = 1.5 SPECTRAL RESPONSE ACCLERATION Ss = 22.4%g SPECTRAL RESPONSE ACCLERATION S1 = 9.1%g

SITE CLASS ASSUMED D

SPECTRAL RESPONSE COEF. Sds = 23.9%g SPECTRAL RESPONSE COEF. Sd1 = 14.6%g

SEISMIC DESIGN CATEGORY C

BASIC SEISMIC-FORCE-RESISTING SYSTEM

STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

SEISMIC RESPONSE COEFFICIENT Cs = 0.11

RESPONSE MODIFICATION FACTOR R = 3.0

SOIL PRESSURE: 1,500 PSI ASSUMED

PIPE: Fy = 35,000 PSI

ROOF LIVE LOAD 20 PSF

thr ee

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FOR CONSTRUCTION

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FOR CONSTRUCTION

Scale: NoneScale: 1/4" = 1'-0"SS104C

BRACING ELEVATIONS4

Scale: NoneScale: 1" = 1'-0"SS104C

SECTION1

Scale: NoneScale: 1" = 1'-0"SS104C

SECTION2

Scale: NoneScale: 1" = 1'-0"SS104C

SECTION3

Scale: NoneScale: 1/4" = 1'-0"SS104C

BRACING ELEVATIONS5

Scale: NoneScale: 3/4 = 1'-0"SS104C

SECTION6

Scale: NoneScale: 3/4" = 1'-0"SS104C

SECTION7

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VA FORM 08-6231

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VA FORM 08-6231

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VA FORM 08-6231

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VA FORM 08-6231

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VA FORM 08-6231

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ELECTRICAL DEFICIENCIES BUILDINGS 22/69,

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VA FORM 08-6231

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ELECTRICAL DEFICIENCIES BUILDINGS 22/69,

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VA FORM 08-6231

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ELECTRICAL DEFICIENCIES BUILDINGS 22/69,

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ELECTRICAL DEFICIENCIES BUILDINGS 22/69,

SEE SCHED. SEE SCHED.

GLAZING/LOUVER

HW-E4

FRAME

COMPOSITION

FINISHFINISH

H W

COMPOSITION

DOOR SCHEDULE

1O4 A

DOOR

3'-0" X 7'-2" X 1 3/4"

. F

L G

-- AN

SIZE

3'-0" X 7'-2" X 1 3/4"

--1O4 B

HW-E4

/ L

1 HRHW-E2F3'-0" X 7'-0" X 1 3/4" -- -- -- -- -- -- --126 A

BUILDING 104

REMARKS

BUILDING 102, PROVIDE CLOSER

TYPICAL DOOR ELEVATIONS

TYPICAL DOOR TYPES

1 1 /2"

5 3 /4"

1/2" GYPSUM

SHEATHING

CAVITY

W/BLOCKING

HOLLOW METAL DOOR

FRAME

INTERIOR SEALANT

3'-0"

UNLESS NOTED

OTHERWISE

GYPSUM BOARD

4' HIGH 2-1/2"X2-1/2"

STAINLESS STEEL

CORNERGUARD

FACE BRICK

3" SPRAY

FOAM

INSULATION

AIR AND

MOISTURE

BARRIER

EXTERIOR

SEALANT

METAL STUD

THREASHOLD BELOW4"

SEE FDN. DRAWINGS

SEE STRUCTURAL

DRAWINGS FOR

REINFORCEMENT

CONCRETE PAD

SEE PLANS

1 1/2"

BRICK FACE @ JAMB

BEYOND

HOLLOW METAL FRAME

5 3/4"

CONCRETE

SLAB

BASE - SEE ROOM

FINISH SCHEDULE

1/2" EXP. JT. FILLER

CLEAR SEAL

FINISH

VAPOR BARRIER

REGID PERIMETER

INSULATION

SEALANT

ALUMINUM THRESHOLD

CONCRETE

SIDEWALK

POSITIVE SLOPE

4'-0"

4' HIGH 2-1/2"X2-1/2"

STAINLESS STEEL

CORNERGUARD

GYPSUM BOARD

#4 REBAR

CONTINUOUS

#5 NOSING BAR

CONTINUOUS

1'- 6" thr ee

B thr ee in ch es on e f oo t

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FOR CONSTRUCTION

1. HOLLOW METAL FRAMES TO BE LOCATED WITH 3/8" OFFSET TO

DOOR SWING SIDE OF WALL TYPICAL.

2. HOLLOW METAL FRAMES IN MASONRY WALLS TO BE FILLED WITH MORTAR.

3. REFER TO STRUCTURAL DRAWINGS FOR LINTEL SCHEDULE.

DOOR NOTES

4. REFER TO SPECIFICATION SECTIONS 081113 HOLLOW METAL DOORS

5. REFER TO SPECIFICATION SECTIONS 087100 DOOR HARDWARE

6. REFER TO SPECIFICATION SECTIONS 088000 GLAZING

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ARCHITECT/ENGINEERS:

VA FORM 08-6231

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97 8654321

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ELECTRICAL DEFICIENCIES BUILDINGS 22/69,

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PROJECT PRINCIPAL

PROJECT ARCHITECT

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ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

STRUCTURAL ENGINEER

PROJECT DESIGNER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

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UTILITY NOTES

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VA FORM 08-6231

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BUILDINGS 14, 101, 102, 103 & 104 / CORRECT

ELECTRICAL DEFICIENCIES BUILDINGS 22/69,

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