Attachment 3 - Drawings - CIVIL SIGNAGE AND STRIPING.pdf

55 7

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT ISSUED FOR

CONSTRUCTIONA/E:

TRIPLE C - THE A/E GROUP

4830 W. Kennedy Blvd. Suite 600 Tampa, FL 33609

(813) 261 1023

MAT PERKINS

09.26.2022

CONSTRUCT ADDITION AND

RENOVATIONS TO JACC

790 Veterans Way, Pensacola, FL 32503

520-331

JACC-2F

Revisions: Date:

CIVIL TRAFFIC SIGNAGE AND STRIPING PLAN

ENLARGED VIEW

AREA C

CT103

STRUBLEPERKINS

"LIMITS OF CONSTRUCTION" IDENTIFIES AN IMAGINARY LINE AROUND ALL AREAS IN WHICH CONSTRUCTION WILL OCCUR. SOME ADDITIONAL AREAS MAY BE IMPACTED BY UTILITY INFRASTRUCTURE TIE-INS. COORDINATE WITH

COR.

"LIMITS OF CONTRACTOR FENCED AREA" IDENTIFIES THE CONTRACTOR'S FENCE (TO COMPLY WITH VA

STANDARDS) AROUND THE BUILDING CONSTRUCTION AREA. COORDINATE WITH COR.

"OPTIONAL TEMPORARY CONTRACTOR MATERIAL LAYDOWN AREA" IDENTIFIES AREAS FOR CONTRACTOR TO

TEMPORARILY STAGE MATERIALS.

CONSTRUCT "ACCESSIBLE" PARKING SIGN - SEE DETAIL C7, SHEET CT501

CONSTRUCT PARKING STRIPING - SEE DETAIL C5. SHEET CT501

EXCAVATION NOTE

CONTRACTOR TO HAND DIG WITHIN 5' OF KNOWN UTILITIES.

SURVEY DISCLAIMER

SURVEY INFORMATION OF SITE DETERMINED FROM VA SUPPLIED AS-BUILT DRAWINGS AND , PHOTOGRAPHIC, VISUAL, AND LIDAR SURVEY CONDUCTED BY TRIPLE C. CONSTRUCTION HAS OCCURRED ON THIS SITE SINCE THE SURVEY WAS COMPLETED. CONDITION OF THE SITE MAY VARY FROM THE SURVEYED CONDITION. UTILITY LOCATIONS ARE IN APPROXIMATE LOCATION. CONTRACTOR TO PROVIDE UTILITY LOCATION SERVICE PRIOR TO EXCAVATION FOR VERIFICATION OF LOCATION AND DEPTH OF ALL UTILITIES TO PROVIDE NON-INTERRUPTION OF SERVICE, TO ENSURE PROPER CLEARANCE/SEPARATION, AND TO AVOID DAMAGE THERETO. UTILITIES DAMAGED THROUGH NEGLIGENCE OF THE CONTRACTOR TO OBTAIN LOCATION OF SAME SHALL BE REPAIRED OR REPLACED

BY THE CONTRACTOR AT HIS EXPENSE.

CONTRACTOR NOTE

GENERAL CONTRACTOR TO RETAIN SERVICE FROM INDEPENDENT CONTRACTOR TO VERIFY AND MARK ON CONSTRUCTION DRAWINGS AND ON SITE THE LOCATION OF ALL UNDERGROUND UTILITIES ASSOCIATED WITH THIS PROJECT. CONTRACTOR SHALL PROVIDE ONE HARD AND ONE ELECTRONIC COPY OF SURVEY TO THE VA.

CONSTRUCT LOT DESIGNATION SIGN - SEE DETAIL D6, SHEET CT501

CONSTRUCT ACCESSIBLE PARKING STRIPING - SEE DETAIL C1, SHEET CT501

6 CONSTRUCT CROSSWALK STRIPING - SEE DETAIL C9. SHEET CT501

CONSTRUCT STOP SIGN - SEE DETAIL D5, SHEET CT5017

CONSTRUCT "STOP BAR" STRIPING

E1 CIVIL STRIPING AND SIGNAGE PLAN - ENLARGED VIEW AREA C

1"=20'

020' 20' 40'10'

CONSTRUCT CONSTRUCTION AND SAFETY SIGN - SEE DETAIL F8, SHEET CU5018

LIMITS OF CONSTRUCTION

BACK / FACE OF CURB

EDGE OF PAVEMENT

EX. CONCRETE

EX. A.C. PAVEMENT

SIDEWALK

EXISTING NEW

SAW-CUT LINE

CONSTRUCTION FENCING

D

S

STORM DRAIN MANHOLE

SANITARY SEWER MANHOLE

FIRE HYDRANT

LIGHT POLE / STREETLIGHT

WATER VALVE

TREE

WALKWAY LIGHT

STORM DRAIN CATCH BASIN

DOUBLE DETECTOR CHECK VALVE ASSEMBLY

DY

H

ROADWAY SIGN

CURB STOP

PARKING SUMMARY:

NEW PARKING LOT AREA "A": 25 STALLS & 20 ACCESSIBLE STALLS = TOTAL 45.

NEW PARKING LOT AREA "B": 94 STALLS & 15 ACCESSIBLE STALLS = TOTAL 109.

NEW PARKING LOT AREA "C": 55 STALLS & 13 ACCESSIBLE STALLS = TOTAL 68

NEW PARKING LOTS = 222 ADDITIONAL PARKING ADDED

DEDUCTIVE ALTERNATE DELINEATION LINE

DEDUCT D1

DEDUCTIVE ALTERNATES

D1 DEDUCTIVE ALTERNATE #1: REMOVE ALL SCOPE OF WORK ASSOCIATED

WITH ~51,200 SF OF NEW PARKING. SEE GI100.

D2 DEDUCTIVE ALTERNATE #2: REMOVE ALL SCOPE OF WORK ASSOCIATED

WITH ~39,000 SF OF NEW PARKING. SEE GI100

D3 DEDUCTIVE ALTERNATE #3: REDUCE WINDOW QUANTITY BY 7. SEE

A-201.

D4 DEDUCTIVE ALTERNATE #4: REMOVE ALL SCOPE ASSOCIATED

WITH 600 TON CHILLER (CH-3) REPLACEMENT IN MECHANICAL

ROOM 1B179.

NOTE: DEDUCTIVE ALTERNATES ARE CASCADING. EACH DEDUCT WILL BE TAKEN IN

SUCCESSION AND SHALL BE PRICED UNDER SEQUENTIAL, SEPARATE CLINs

(CONTRACT LINE ITEM NUMBER) SO DETERMINATIONS CAN BE MADE AND PRIORITIES

ESTABLISHED BASED ON BIDS RECEIVED.

09/26/2022

EXPIRES: 12/31/23 10.07.2022

10 7

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT ISSUED FOR

CONSTRUCTIONA/E:

TRIPLE C - THE A/E GROUP

4830 W. Kennedy Blvd. Suite 600 Tampa, FL 33609

(813) 261 1023

MAT PERKINS

09.26.2022

CONSTRUCT ADDITION AND

RENOVATIONS TO JACC

790 Veterans Way, Pensacola, FL 32503

520-331

JACC-2F

Revisions: Date:

CIVIL SIGNAGE AND STRIPING DETAIL SHEET

CT501

STRUBLEPERKINS

NOT TO SCALEC1

10"

MIN

CONCRETE

FOOTING

CONCRETE

WALK

to the bottom of the sign, (per ANSI A117.1 Section 502.7).

floor of the parking space, measured shall be 60" minimum above the Signs for accessible parking spaces

3" M

IN

2.

2'

4"

1.

Notes:

*SIGN - SEE RIGHT

2" I.D. (2-3/8")

GALVANIZED WELDED

STEEL PIPE

GALVANIZED

FENCE POST CAP

(TYP)

5'

MOUNTING

BRACKET

level with bottom of bark mulch layer.

shall be located 1' clr. From back of walk. Top of footing shall be grade & 3' below grade). Sign substitute 8' poles (install 5' above For signs located in planting areas, H.C. PAV'T STENCIL NTS

5'

R= 1'-

4"

2"

5"

3½

9"

1'-4"

BORDER

4" WHITE

3½

30° TYP

H.C. PAV'T

STENCIL

STANDARD SPACE

9' [2.74m] TYP 8' TYP

(SEE PLANS)

' [5

.49 m]

M

IN

5' TYP

ACCESSIBLE AISLE

2' [0.

m]

2"

2'- 4"

2"

R=5"

1'-0" 4"

4'

10-1/2"

3½

WHEEL STOP

(SEE DETAIL D8, THIS SHEET)

CURB

HANDICAP

SIGNAGE

BACK OF

SIDEWALK

6" [0.

m]

4" [0.33m] WHITE

PAINTED PARKING

STALL LINES (TYP)

(T

YP

2' [0.

m]

(T

YP

STANDARD SPACE

9' [2.74m] TYP

' [5

.49 m]

T

YP

HANDICAP SPACE

6"

*SIGNAGE PURSUANT TO VA

TIL- DESIGN GUIDES, SIGNAGE DESIGN

GUIDE, (PG18-12).

12" WHITE THERMOPLASTIC PAINTED

8'

2'

LINES (TYP) (TYP)

NOT TO SCALEC5 NOT TO SCALEC7 NOT TO SCALEC9

NOT TO SCALED8

STOP

R1-1

30"x30"

NOT TO SCALED5

5' TYP

ACCESSIBLE AISLE

MESSAGE LAYOUT TO MATCH

EXISTING ON SITE

MESSAGE LAYOUT TO MATCH

EXISTING ON SITE

CURB FACE

4" [0.33m] WHITE

THERMOPLASTIC

PAINTED PARKING

STALL LINES (TYP)

4" [0.33m] WHITE

THERMOPLASTIC

PAINTED DIAGONAL

LINES (TYP)

THERMOPLASTIC

PAINTED 'WHITE'

SYMBOL

THERMOPLASTIC

PAINTED 'BLUE'

BACKGROUND

BLUE BACKGROUND

WHITE SYMBOL

NOT TO SCALED6

BLACK LETTERS

ON WHITE

BACKGROUND

09/26/2022

EXPIRES: 12/31/23 10.07.2022

10 7

GENERAL

1. THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS. IN CASE OF CONFLICT WITH THE SPECIFICATIONS, CONTACT THE OWNER’S REPRESENTATIVE PRIOR TO

PROCEEDING WITH THE WORK.

2. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE SITE AND LOCAL

CONDITIONS.

3. CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH LOCAL BUILDING CODES, CODES OF

APPLICABLE REGULATORY AGENCIES, AND WITH PROJECT SPECIFICATIONS AND DRAWINGS.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL TRADES AND FOR

CHECKING ALL DIMENSIONS. REPORT DISCREPANCIES TO THE OWNER’S REPRESENTATIVE FOR

CLARIFICATION PRIOR TO PROCEEDING WITH THE WORK.

5. THE CONTRACTOR SHALL COMPLY WITH LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL

ORDERS OF ANY PUBLIC AUTHORITY BEARING UPON THE PERFORMANCE OF THE WORK.

6. SUBJECT TO THE STRUCTURAL ENGINEER'S ACCEPTANCE, UTILIZE DETAILS FOR SIMILAR CONDITIONS WHEN DETAILS FOR CONSTRUCTION ARE NOT INDICATED FOR A SPECIFIC CONDITION. CONTRACTOR SHALL ASK FOR CLARIFICATION FROM THE COR & A/E TEAM IF THERE ARE ANY QUESTIONS ABOUT

CONNECTIONS OR DETAILS NOT CLEARLY INDICATED IN THE DRAWINGS/SPECIFICATIONS. ALL

CONNECTIONS IN QUESTION SHALL BE APPROVED BY VA AND A/E TEAM PRIOR TO INSTALLATION.

7. DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. TYPICAL DETAILS ARE NOT

NOTED AT EACH LOCATION AT WHICH THEY ARE APPLICABLE. CONTRACTOR SHALL ASK FOR

CLARIFICATION FROM THE COR & A/E TEAM IF THERE ARE ANY QUESTIONS ABOUT CONNECTIONS OR

DETAILS NOT CLEARLY INDICATED IN THE DRAWINGS/SPECIFICATIONS. ALL CONNECTIONS IN

QUESTION SHALL BE APPROVED BY VA AND A/E TEAM PRIOR TO INSTALLATION.

8. WHERE NOT INDICATED ON THE STRUCTURAL DRAWINGS, SEE THE ARCHITECTURAL, CIVIL,

MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND ANY OTHER DRAWINGS FOR:

ELEVATIONS AND SLOPES,

SIZE, LOCATION AND EXTENT OF CURBS, FLOOR DEPRESSIONS, AND TOPPING SLABS,

SIZE AND LOCATION OF DRAINS, TRENCHES, SLAB OPENINGS, AND WALL OPENINGS,

SIZE, TYPE AND LOCATION OF NON-LOAD BEARING PARTITIONS,

CONCRETE AND STEEL FINISHES,

SIZE AND LOCATION OF SLEEVES AND HANGERS,

ITEMS EMBEDDED IN THE STRUCTURE OR PENETRATING THE STRUCTURE,

CONNECTION OF ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE

PROTECTION OR ANY OTHER ITEMS TO THE STRUCTURE AND CONNECTION OF ITEMS

NOT TYPICALLY DETAILED ON THE STRUCTURAL DRAWINGS,

WATERPROOFING AND DAMP PROOFING,

SITE AND SUBGRADE DRAINAGE SYSTEMS AND DETAILS.

9. CONNECTIONS OF ALL MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS TO THE STRUCTURE

SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR. CONNECTIONS TO STRUCTURAL

MEMBERS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. RESPONSIBILITY FOR

THE PERFORMANCE OF THE SUPPLIED SYSTEM AND ASSOCIATED CONNECTIONS SHALL REMAIN

THAT OF THE CONTRACTOR. ALL CONNECTIONS SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. CONTRACTOR SHALL ASK FOR CLARIFICATION FROM THE COR & A/E TEAM IF THERE ARE ANY QUESTIONS ABOUT CONNECTIONS OR DETAILS NOT CLEARLY INDICATED IN THE DRAWINGS/SPECIFICATIONS. ALL CONNECTIONS IN QUESTION SHALL BE

APPROVED BY VA AND A/E TEAM PRIOR TO INSTALLATION.

10. OPENINGS AND PENETRATIONS THROUGH STRUCTURAL ELEMENTS AND ITEMS EMBEDDED IN

STRUCTURAL ELEMENTS THAT ARE NOT INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE

REVIEWED BY STRUCTURAL ENGINEER PRIOR TO IMPLEMENTING WORK.

11. DO NOT SCALE DRAWINGS TO DETERMINE DIMENSIONAL INFORMATION.

12. DO NOT PLACE MATERIALS OR EQUIPMENT ON UNFINISHED FLOORS OR ROOFS IN EXCESS OF 20 PSF NOR ON FINISHED FLOORS OR ROOFS IN EXCESS OF THE INDICATED DESIGN LIVE LOADS. AVOID

IMPACT LOADING.

13. THE STRUCTURE WAS DESIGNED FOR THE IN-SERVICE CONDITIONS ONLY. THE METHODS,

PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR.

THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE

INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.

14. DRAWINGS DO NOT INDICATE TEMPORARY REQUIREMENTS. NEED FOR TEMPORARY SHORING AND

BRACING, TEMPORARY DEWATERING, TEMPORARY EARTH RETENTION, TEMPORARY WATER CUTOFF

OR OTHER TEMPORARY MEASURES MAY BE INDICATED ON DRAWINGS AT SELECTED AREAS AS

SUGGESTIONS FOR THE CONTRACTOR'S CONVENIENCE. THE DRAWINGS DO NOT IDENTIFY ALL AREAS OR CONDITIONS REQUIRING TEMPORARY MEASURES. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

CONFIRM TEMPORARY MEASURES INDICATED ON THE DRAWINGS, IDENTIFY OTHER AREAS OR

CONDITIONS REQUIRING TEMPORARY MEASURES, DETERMINE MOST EFFICIENT TEMPORARY

SYSTEMS, AND DESIGN AND CONSTRUCT REQUIRED TEMPORARY SYSTEMS. ALL TEMPORARY

SYSTEMS SHALL BE DESIGNED BY A LICENSED ENGINEER IN THE STATE IN WHICH THE PROJECT IS

LOCATED.

15. INFORMATION RELATED TO EXISTING CONDITIONS REPRESENTS KNOWLEDGE BASED UPON

INFORMATION PROVIDED BY THE OWNER BUT WITHOUT GUARANTEE OF ACCURACY. REPORT

EXISTING CONDITIONS THAT VARY FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS TO THE

OWNER’S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN

DIRECTION FROM THE OWNER’S REPRESENTATIVE.

16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO EXISTING CONSTRUCTION WHILE

PERFORMING WORK. THE CONTRACTOR SHALL PROPERLY REINSTATE EXISTING FINISHES,

FIREPROOFING OR ITEMS THAT ARE REMOVED OR DAMAGED WHILE PERFORMING WORK.

17. UNLESS NOTED OTHERWISE, ELEVATIONS ON THE DRAWINGS ARE RELATIVE TO THE ELEVATION OF

THE EXISTING FIRST FLOOR, WHICH IS PROJECT ELEVATION 0'-0".

DESIGN CRITERIA

1. ALL CONSTRUCTION SHALL CONFORM TO THE MORE RESTRICTIVE OF THE FOLLOWING CODES, THE MOST RECENT EDITIONS OF THE STANDARDS ADOPTED BY THE AUTHORITY HAVING

JURISDICTION AS REFERENCED THROUGHOUT THE STRUCTURAL GENERAL NOTES, AND THE

FOLLOWING DESIGN CRITERIA:

2. BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE WITH H-18-8 SEISMIC REQUIREMENTS

3. BUILDING RISK CATEGORY (IBC TABLE 1604.5): III

4. DESIGN DEAD LOADS: SELF-WEIGHT OF MATERIALS AND SYSTEMS

5. DESIGN LIVE LOADS (REDUCIBLE WHERE ALLOWED PER BUILDING CODE):

SECTOR F ROOF: 20 PSF

EXISTING SECTOR F FLOOR LIVE LOADS: 80 PSF

EXISTING PARTITION LOAD: 20 PSF

SIDEWALKS, VEHICULAR DRIVEWAYS, AND YARDS SUBJECT TO TRUCKING: 250 PSF

6. DESIGN WIND LOADS:

LATERAL LOAD RESISTANCE SYSTEM (BUILDING CODE):

BASIC WIND SPEED: 164 MILES PER HOUR

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: +0.18, -0.18

COMPONENTS AND CLADDING: SEE TYPICAL DETAIL

7. DESIGN SEISMIC LOADS:

SITE CLASS: D

SEISMIC IMPORTANCE FACTOR, IE: 1.25

MAPPED SPECTRAL RESPONSE ACCELERATION, SS: 0.080G

MAPPED SPECTRAL RESPONSE ACCELERATION, S1: 0.055G

SPECTRAL RESPONSE COEFFICIENT, SDS: 0.086G

SPECTRAL RESPONSE COEFFICIENT, SD1: 0.087G

SEISMIC DESIGN CATEGORY: B

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

EXISTING DRAWINGS DID NOT SPECIFICALLY NOTE THE SYSTEM TYPE

COMBINATION OF BOTH MOMENT FRAMES AND CONCENTRICALLY BRACED FRAMES

STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

8. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE (ASCE 7 SECTION 12.8)

9. NON-STRUCTURAL COMPONENTS:

PER ASCE7, THE SEISMIC DESIGN CATEGORY OF B EXEMPTS SEISMIC DESIGN REQUIREMENTS

FOR MECHANICAL AND ELECTRICAL COMPONENTS, AND FOR ARCHITECTURAL COMPONENTS

WITH IMPORTANCE FACTORS OF 1.0. REFER TO RESPECTIVE DRAWINGS AND SPECIFICATIONS

FOR ADDITIONAL INFORMATION.

DEFERRED SUBMITTALS

1. DEFERRED SUBMITTALS ARE DEFINED AS THOSE PORTIONS OF THE DESIGN THAT ARE NOT

SUBMITTED AT THE TIME OF THE PERMIT APPLICATION AND THAT ARE TO BE SUBMITTED TO THE

CONTRACTING OFFICER REPRESENTATIVE WITHIN A SPECIFIED PERIOD.

2. DEFERRAL OF ANY SUBMITTAL ITEMS SHALL HAVE THE PRIOR APPROVAL OF THE CONTRACTING

OFFICER REPRESENTATIVE. THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE

SHALL LIST THE DEFERRED SUBMITTALS ON THE CONSTRUCTION DOCUMENTS FOR REVIEW BY

THE CONTRACTING OFFICER REPRESENTATIVE.

3. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE REGISTERED

DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL REVIEW THEM AND FORWARD

THEM TO THE CONTRACTING OFFICER REPRESENTATIVE WITH A NOTATION INDICATING THAT THE

DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL

CONFORMANCE TO THE DESIGN OF THE BUILDING.

4. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL

DOCUMENTS HAVE BEEN APPROVED BY THE CONTRACTING OFFICER REPRESENTATIVE.

5. ALL DEFERRED SUBMITTAL ITEMS ARE TO BE DESIGNED BY THE VENDOR AND SHALL BE DESIGNED

BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

6. DEFERRED SUBMITTAL ITEMS INCLUDE:

STEEL JOIST FRAMING

METAL STAIRS

PIPE AND TUBE RAILINGS

COLD-FORMED METAL FRAMING

FOUNDATIONS - GENERAL

1. FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS INCLUDED IN EXISTING GEOTECHNICAL ENGINEERING REPORT NO. 0412107300 BY SCHNABEL ENGINEERING NORTH, LLC DATED JUNE 11TH

2004.

2. ALL SUBGRADES AND EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER

PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE GEOTECHNICAL ENGINEER WHEN

THE SUBGRADES AND EXCAVATIONS ARE READY FOR INSPECTION.

3. ALL SUBGRADES SHALL BE PREPARED AND ALL FILL SHALL BE COMPACTED, AND MOISTURE

CONTROLLED AS SPECIFIED IN THE GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS.

4. ALL SLAB ON GRADE AREAS SHALL BE INSPECTED BY A SOILS TESTING LABORATORY AND BE

PROOF ROLLED. ALL SOFT SPOTS ENCOUNTERED SHALL BE REMOVED AND REPLACED TO

FINISHED GRADE WITH APPROVED FILL MATERIAL AS SPECIFIED IN THE GEOTECHNICAL REPORT

AND THE PROJECT SPECIFICATIONS.

5. NO FOUNDATIONS SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAINING FREE WATER, FROST OR ICE.

6. PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS ATTAINED FULL

DESIGN STRENGTH. BRACE RETAINING WALLS UNTIL ATTACHED FLOORS AND SLABS ON GRADE

ARE COMPLETE AND HAVE ATTAINED FULL DESIGN STRENGTH. NO HEAVY EQUIPMENT SHALL BE

ALLOWED WITHIN A 1H:1V SLOPE AS MEASURED FROM THE BASE OF THE WALL.

7. THE CONTRACTOR SHALL NOTIFY THE OWNER’S REPRESENTATIVE IMMEDIATELY IN THE EVENT

THAT THE SOILS CONDITIONS ENCOUNTERED VARY FROM THOSE SHOWN ON THE BORING LOGS

OF THE GEOTECHNICAL ENGINEERING REPORT.

8. THE CONTRACTOR SHALL DESIGN AND CONSTRUCT ALL TEMPORARY CASING, PROTECTION,

SHORING, BRACING, DEWATERING, AND UNDERPINNING NECESSARY TO COMPLETE THE WORK.

ALL TEMPORARY SYSTEMS SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN

WHICH THE PROJECT IS LOCATED.

9. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND AFTER CONSTRUCTION.

10. REMOVE ABANDONED FOUNDATIONS AND UTILITES WHICH INTERFERE WITH NEW CONSTRUCTION

UNLESS OTHERWISE INDICATED.

11. CONCRETE WORK BELOW GRADE SHALL BE DETAILED AS WATERTIGHT CONSTRUCTION.

CONSTRUCTION JOINTS BELOW GRADE SHALL BE WATERTIGHT.

SHALLOW FOUNDATIONS

1. ALL FOOTINGS SHALL BEAR ON 2’-0” OF COMPACTED ENGINEERED FILL HAVING A MINIMUM ALLOWABLE BEARING CAPACITY OF 3,000 PSF AT A MINIMUM DEPTH OF 2’-0” BELOW FINISHED GRADE.

COMPACTED ENGINEERED FILL SHALL EXTEND 5’-0” MINIMUM BEYOND THE EDGE OF THE FOOTING.

2. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT

GRADE WITHIN 5 FEET OF EXTERIOR FOOTINGS.

CONCRETE

1. ALL CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318 “BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE” AND WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS”.

2. CONCRETE DETAILING SHALL BE IN ACCORDANCE WITH THE ACI DETAILING MANUAL SP-66 AND ACI 315 “DETAILS AND

DETAILING OF CONCRETE REINFORCEMENT”. SUBMIT SHOP DRAWINGS FOR REVIEW.

3. CONCRETE PLACEMENT AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 “SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS”.

4. PROVIDE NORMAL-WEIGHT CONCRETE WITH 28-DAY COMPRESSIVE STRENGTHS AS INDICATED:

FOOTINGS: 3000 PSI

SLABS ON GRADE: 4000 PSI

EQUIPMENT PADS: 4000 PSI

CONCRETE ON STEEL DECK: 4000 PSI

COOLING TOWER SUMP, BASIN AND FOUNDATION: 5000 PSI, MAXIMUM WATER-CEMENTITIOUS MATERIAL

RATIO = 0.45

5. ALL CONCRETE REQUIRING LOW PERMEABILITY SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO OF

0.45 AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI.

6. ALL CONCRETE SUBJECT TO FREEZING AND THAWING SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL

RATIO OF 0.42 AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI.

7. ALL CONCRETE SLABS ON GRADE SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO OF 0.45.

8. CONCRETE SHALL HAVE, AT THE POINT OF DELIVERY, A SLUMP OF 4 INCHES AS DETERMINED BY ASTM C143/C143M.

SLUMP TOLERANCES SHALL MEET THE REQUIREMENTS OF ACI 117. WHEN A PLASTICIZING ADMIXTURE OR HIGH- RANGE WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494/C494M IS PERMITTED TO INCREASE THE SLUMP OF CONCRETE, CONCRETE SHALL HAVE BEEN PROPORTIONED TO A SLUMP OF 2 TO 4 IN. BEFORE THE ADMIXTURE IS ADDED AND A MAXIMUM SLUMP OF 8 IN. AT THE POINT OF DELIVERY AFTER THE ADMIXTURE IS ADDED.

9. ADDITION OF WATER TO A CONCRETE BATCH WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED, UNLESS THE SUPPLIER HAS SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. IN SUCH CASE, THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE CONCRETE BATCH ON SITE. IN NO CASE SHALL THE MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO BE

EXCEEDED.

10. ALL EXTERIOR CONCRETE SUBJECT TO FREEZING AND THAWING SHALL BE AIR ENTRAINED SO AS TO RESULT IN A TOTAL AIR CONTENT OF 6% +/- 1.5% FOR CONCRETE USING 3/4-INCH AND 1-INCH MAXIMUM AGGREGATE SIZE.

11. COLD WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI 306 “COLD WEATHER CONCRETING”. HOT WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI 305 “HOT WEATHER CONCRETING”.

12. NO CHLORIDES AND/OR ADMIXTURES CONTAINING CHLORIDES SHALL BE USED IN ANY CONCRETE.

13. UNLESS A GREATER CONCRETE COVER IS REQUIRED FOR FIRE RESISTANCE, THE MINIMUM CONCRETE COVER FOR CAST-IN-PLACE CONCRETE REINFORCING STEEL SHALL CONFORM TO THE COVERS AS INDICATED:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO. 6 BAR AND LARGER: 2 INCHES

NO. 5 BAR AND SMALLER: 1-1/2 INCHES

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

NO. 14 AND NO. 18 BARS: 1-1/2 INCHES

NO. 11 BAR AND SMALLER: 3/4 INCHES

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 1-1/2 INCHES

14. CHAMFER ALL EXPOSED CORNERS WITH ¾-INCH, 45 DEGREE CHAMFERS.

15. PROVIDE FINISHES AS INDICATED IN THE PROJECT SPECIFICATIONS AND IN THE ARCHITECTURAL DRAWINGS.

16. JOINTS NOT INDICATED SHALL BE MADE AND LOCATED TO LEAST IMPAIR THE STRENGTH AND APPEARANCE OF THE STRUCTURE. HORIZONTAL JOINTS ARE NOT PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY OCCUR OR WHERE INDICATED. VERTICAL JOINTS SHALL OCCUR ONLY AT LOCATIONS ACCEPTED BY STRUCTURAL ENGINEER.

17. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4" INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES. LOCATE CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS. SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS NOT SHOWN TO THE OWNER'S REPRESENTATIVE FOR REVIEW AND

APPROVAL PRIOR TO PROCEEDING WITH THE WORK.

18. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHEN CONTACT SURFACES TO 1/4

INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.

19. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY, THOROUGHLY ROUGHEN CONTACT SURFACES BY LIGHT SANDBLASTING OR OTHER SUITABLE MEANS AND CLEAN OF LAITANCE, FOREIGN MATTER, AND

LOOSE PARTICLES.

20. CONTROL JOINTS FOR SLABS ON GRADE SHALL BE AS NOTED IN PLAN, OR, IF NOT NOTED, IN A SQUARE PATTERN AND BE NOT MORE THAN 15 FEET ON CENTER, UNLESS OTHERWISE NOTED. IF CONTROL JOINTS ARE CUT, THEY

SHALL BE CUT WITHIN 12 HOURS AFTER THE CONCRETE IS PLACED.

21. PITCH CONCRETE SLABS AS REQUIRED TO FLOOR DRAINS. SLAB ON GRADE MINIMUM THICKNESS SHALL BE

MAINTAINED AT SLOPED SLABS.

22. THE CONCRETE CONTRACTOR SHALL REVIEW ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND CONSULT WITH OTHER CONTRACTORS FOR OPENINGS, SLEEVES, ANCHORS, HANGERS, INSERTS, SLAB DEPRESSIONS AND OTHER ITEMS RELATED TO THE CONCRETE WORK AND SHALL ASSUME RESPONSIBILITY FOR THEIR PROPER LOCATION. NO CORING OF CAST-IN-PLACE CONCRETE IS ALLOWED WITHOUT PRIOR APPROVAL BY

THE STRUCTURAL ENGINEER.

23. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, PROCESS AND PLUMBING DRAWINGS FOR MISCELLANEOUS

PADS. FURNISH AND INSTALL AS REQUIRED.

24. NO STRUCTURAL CONCRETE SHALL BE PLACED UNTIL THE CONCRETE DESIGN MIXES, THE CONCRETE PLACEMENT PROCEDURE, THE LOCATION OF CONSTRUCTION JOINTS AND THE SETTING OF REINFORCING STEEL IS REVIEWED BY

THE STRUCTURAL ENGINEER AND ARCHITECT AS APPLICABLE.

25. CHECKED SHOP DRAWINGS SHOWING REINFORCING DETAILS, INCLUDING STEEL SIZES, LAPS, SPACING AND PLACEMENT, LOCATIONS AND DETAILS OF ALL CONSTRUCTION JOINTS, SLAB DEPRESSIONS, OPENINGS, CURBS, AND ANY OTHER DETAILING REQUIRED TO DETAIL THE WORK SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION.

26. NO ALUMINUM OF ANY TYPE SHALL BE ALLOWED IN THE CONCRETE, UNLESS COATED TO PREVENT ALUMINUM-

CONCRETE REACTION. THIS INCLUDES PUMPING THROUGH ALUMINUM PIPE.

27. FORMWORK, SHORING, AND RESHORING SHALL BE IN ACCORDANCE WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS” AND ACI 347 “RECOMMENDED PRACTICE FOR CONCRETE FORMWORK”.

DESIGN AND DETAILING OF FORMWORK, SHORING, AND RESHORING SYSTEMS SHALL BE THE RESPONSIBILITY OF CONTRACTOR. ALL FORMWORK, SHORING, AND RESHORING SYSTEMS SHALL BE DESIGNED BY AN ENGINEER

LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

28. DO NOT REMOVE FORMWORK PRIOR TO CONCRETE BEING SUFFICIENTLY CURED TO PREVENT DAMAGE BY FORMWORK REMOVAL OR PRIOR TO CONCRETE ATTAINING 75% OF THE SPECIFIED 28-DAY COMPRESSIVE

STRENGTH.

29. CONCRETE FILL THICKNESS SHOWN ON THE DRAWINGS ARE MINIMUM THICKNESSES. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE REQUIRED TO COMPENSATE FOR FRAME, DECK, OR FORMWORK DEFLECTIONS

TO MAINTAIN SURFACE TOLERANCES SPECIFIED.

30. HEADED CONCRETE ANCHORS SHALL BE MANUFACTURED BY NELSON STUD WELDING CO., LORAIN, OHIO, OR OTHER MANUFACTURER ACCEPTABLE TO STRUCTURAL ENGINEER. SEE DRAWINGS FOR DIAMETER AND NOMINAL LENGTH.

INSTALLATION AND TESTING SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. MATERIAL

SHALL CONFORM TO ASTM A108.

31. DEFORMED BAR ANCHORS SHALL BE MANUFACTURED BY NELSON STUD WELDING CO., LORAIN, OHIO, OR OTHER MANUFACTURER ACCEPTABLE TO STRUCTURAL ENGINEER. INSTALLATION AND TESTING SHALL BE IN ACCORDANCE

WITH MANUFACTURER'S RECOMMENDATIONS. MATERIAL SHALL CONFORM TO ASTM A496.

32. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. ENSURE FULL CONSOLIDATION OF CONCRETE AROUND REINFORCING STEEL, POST-TENSIONING STEEL, DOWELS, ANCHOR BOLTS, DEFORMED BAR ANCHORS, HEADED

CONCRETE ANCHORS AND OTHER SIMILAR ITEMS DURING CONCRETE PLACEMENT.

33. CONCRETE SLABS ON GRADE AND CONCRETE TOPPING SLABS SHALL BE CONSTRUCTED PER ACI 302.1R “GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION” AND ACI 302.2R “GUIDE FOR CONCRETE SLABS THAT RECEIVE MOISTURE-SENSITIVE FLOORING MATERIALS”. THE SLABS SHALL BE PLACED IN STRIP POURS. CONCRETE AGGREGATE MATERIALS SHALL BE SUFFICIENTLY GRADED AND CONCRETE SLABS-ON-GRADE SHALL BE CURED AS

REQUIRED TO MINIMIZE POSSIBILITY OF SLAB CURLING.

34. CONTINUOUSLY MOIST CURE CONCRETE SLABS ON GRADE FOR 7 DAYS MINIMUM. WATER FOG SPRAYS, PONDING, SATURATED ABSORPTIVE COVERS, OR MOISTURE RETAINING COVERS MAY BE USED. CURING COMPOUNDS ARE

NOT ACCEPTABLE.

35. TEST CYLINDERS SHALL BE MADE AND TESTED AS OUTLINED THE PROJECT SPECIFICATIONS

CONCRETE REINFORCING STEEL

1. FABRICATE AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI 315 "DETAILS AND

DETAILING OF CONCRETE REINFORCEMENT" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE”.

2. UNLESS NOTED OTHERWISE, REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.

REINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60.

3. WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A1064 AND SHALL BE PLAIN WIRE.

SUPPLY IN FLAT SHEETS. ROLLS SHALL NOT BE PERMITTED. UNLESS NOTED OTHERWISE, LAPS OF

WELDED WIRE REINFORCEMENT SHALL BE A MINIMUM OF TWO WIRE MESHES.

4. SMOOTH STEEL DOWELS IN SLABS ON GRADE SHALL CONFORM TO ASTM A36.

5. ALL FIELD BENDING OF REINFORCING SHALL BE PERFORMED COLD. HEATING OF BARS SHALL NOT

BE PERMITTED.

6. UNLESS NOTED OTHERWISE, "CONTINUOUS" REINFORCEMENT SHALL HAVE MINIMUM TENSION LAP

OF CLASS "B" PER ACI 318 AT SPLICES AND SHALL HOOK AT DISCONTINUOUS ENDS.

REINFORCEMENT SPECIFIED AS CONTINUOUS SHALL BE CONTINUOUS THROUGH COLUMNS, PIERS, FOUNDATION CAPS OR OTHER INTERSECTING ELEMENTS. ALTERNATIVELY, REINFORCEMENT

SPECIFIED AS CONTINUOUS SHALL BE LAP SPLICED WITH A CLASS "B" LAP SPLICE TO DOWELS IN

THE INTERSECTING ELEMENTS THAT DEVELOP THE FULL YIELD STRENGTH OF THE CONTINUOUS

REINFORCEMENT. FOR REQUIRED LAP SPLICE LENGTHS, SEE TYPICAL DETAIL.

7. REINFORCEMENT SHALL BE CONTINUOUS ACROSS JOINTS AND AROUND CORNERS OR SPLICE

BARS SHALL BE PROVIDED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 315 OR ACI 315R.

CORNER BARS SHALL BE PROVIDED AT ALL WALL CORNERS, EQUAL TO THE HORIZONTAL WALL

REINFORCEMENT.

8. DO NOT CUT OR WELD REINFORCING STEEL WITHOUT PRIOR ACCEPTANCE OF STRUCTURAL

ENGINEER. WHEN WELDING IS INDICATED ON THE DRAWINGS, PROCEDURES SHALL BE IN

ACCORDANCE WITH AWS D1.4.

9. PROVIDE REBAR CHAIRS FOR REINFORCING STEEL. PROVIDE ADDITIONAL LONGITUDINAL SUPPORT

BARS AS REQUIRED TO ASSURE PROPER SUPPORT FOR REINFORCING STEEL AND WELDED WIRE

REINFORCEMENT.

10. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT AT POSITIONS SHOWN ON

THE PLANS AND DETAILS. PLASTIC COATED ACCESSORIES SHALL BE USED IN ALL EXPOSED

CONCRETE WORK.

NON-SHRINK GROUT

1. ALL GROUT AT COLUMN BASE PLATES, BEAM BEARING PLATES, AND EQUIPMENT BASE PLATES SHALL

BE NON-METALLIC, SHRINKAGE-RESISTANT GROUT CONFORMING TO ASTM C 1107/C 1107M.

2. GROUT SHALL BE FACTORY-PACKAGED WITH NONMETALLIC AGGREGATE, NONCORROSIVE AND

NONSTAINING, MIXED WITH WATER TO CONSISTENCY SUITABLE FOR APPLICATION AND A 30-MINUTE

WORKING TIME.

3. COMPLY WITH MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS FOR SHRINKAGE-RESISTANT

GROUTS.

4. NON-METALLIC, SHRINKAGE-RESISTANT GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT

28 DAYS OF TWO TIMES THE COMPRESSIVE STRENGTH OF THE SUPPORTING CONCRETE

FOUNDATIONS, 5000 PSI MINIMUM.

5. NON-METALLIC, SHRINKAGE-RESISTANT GROUT SHALL BE INSTALLED AT COLUMN BASE PLATES, BEAM

BEARING PLATES, AND EQUIPMENT BASE PLATES PRIOR TO LOAD BEING APPLIED.

POST-INSTALLED ANCHORS

1. CONCRETE MECHANICAL ANCHORS SHALL BE WEDGE EXPANSION TYPE, MADE OF STEEL, HILTI KWIK- BOLT TZ EXPANSION ANCHOR, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-1917) OR APPROVED

EQUAL.

2. CONCRETE ADHESIVE ANCHORS SHALL BE HILTI HIT-RE 500 V3 ADHESIVE ANCHORAGE SYSTEMS, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-3814) OR APPROVED EQUAL, TYPICAL UNLESS NOTED

OTHERWISE. THREADED RODS USED IN ADHESIVE ANCHORAGE SYSTEMS SHALL MEET THE

REQUIREMENTS OF ASTM A193, GRADE B7. REINFORCING BARS USED IN ADHESIVE ANCHORAGE

SYSTEMS SHALL BE ASTM A615, GRADE 60 REINFORCING BARS. REMOVE GREASE, OIL, RUST, AND

OTHER LAITANCE FROM RODS AND DOWELS PRIOR TO INSTALLATION.

3. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO WEATHER.

PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS OTHERWISE

NOTED.

4. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION

TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH,

WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE.

FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE

SHIFTED AS NOTED, THE ENGINEER WILL DETERMINE A NEW LOCATION.

5. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS.

6. ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S

INSTALLATION INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION SERVICES REPORT.

EMBEDDED ITEMS IN CONCRETE

1. INSTALL ANCHOR RODS, ACCURATELY LOCATED, TO ELEVATIONS REQUIRED AND COMPLYING WITH TOLERANCES IN SECTION 7.5 OF AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."

2. EMBEDMENTS (CONDUITS, PIPES, SLEEVES, ETC.) OF ANY MATERIAL NOT HARMFUL TO CONCRETE, AND WITHIN LIMITATIONS NOTED BELOW, SHALL BE PERMITTED IN CONCRETE WITH APPROVAL OF THE STRUCTURAL ENGINEER, PROVIDED THEY ARE NOT CONSIDERED TO STRUCTURALLY REPLACE THE DISPLACED CONCRETE.

3. ANY ALUMINUM EMBEDMENTS IN STRUCTURAL CONCRETE SHALL BE COATED OR COVERED TO PREVENT

ALUMINUM-CONCRETE REACTION OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL.

4. CONDUITS AND PIPES EMBEDDED WITHIN A SLAB, WALL, OR BEAM, OTHER THAN THOSE MERELY PASSING

THROUGH, SHALL SATISFY THE FOLLOWING:

THEY SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL

THICKNESS OF SLAB, WALL, OR BEAM IN WHICH THEY ARE EMBEDDED;

THEY SHALL NOT BE SPACED CLOSER THAN THREE (3) DIAMETERS OR WIDTHS ON

CENTER;

THEY SHALL NOT IMPAIR SIGNIFICANTLY THE STRENGTH OF THE CONSTRUCTION.

5. NO ELECTRICAL CONDUIT SHALL BE PLACED ABOVE THE WELDED WIRE REINFORCEMENT IN SLABS ON GRADE.

6. SPECIFIED CONCRETE COVER FOR PIPES, CONDUITS, AND FITTINGS SHALL NOT BE LESS THE 1-1/2 INCH FOR CONCRETE EXPOSED TO EARTH OR WEATHER, NOR LESS THAN 3/4 INCH FOR CONCRETE NOT EXPOSED TO

WEATHER OR IN CONTACT WITH THE GROUND.

MASONRY

1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 530 "BUILDING CODE REQUIREMENTS

FOR MASONRY STRUCTURES" AND ACI 530.1 "SPECIFICATION FOR MASONRY STRUCTURES".

2. DESIGN MASONRY ASSEMBLAGE STRENGTH F’M = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF

CONCRETE MASONRY UNITS SHALL BE A MINIMUM OF 1900 PSI.

3. CONCRETE MASONRY UNITS SHALL BE MEDIUM-WEIGHT UNITS CONFORMING TO ASTM C 90. UNITS SHALL BE

LAID IN RUNNING BOND, TYPICAL UNLESS NOTED OTHERWISE.

4. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI. MORTAR SHALL BE TYPE S CONFORMING TO ASTM C 270.

5. ALL GROUT SHALL BE MECHANICALLY VIBRATED. GROUT POURS SHALL BE STOPPED 1-1/2 INCHES BELOW

THE TOP OF A COURSE TO FORM A KEY AT POURED JOINTS.

6. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP FABRICATE REINFORCING BARS

WHICH ARE INDICATED TO BE BENT OR HOOKED.

7. LOCATE HORIZONTAL JOINT REINFORCEMENT 16 INCHES ON CENTER VERTICALLY. PROVIDE ADDITIONAL HORIZONTAL JOINT REINFORCEMENT AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS. EXTEND JOINT REINFORCEMENT A MINIMUM OF 24 INCHES

BEYOND THE OPENING ON EACH SIDE.

8. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL SLEEVES.

9. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT OR

MORTAR, UNLESS EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-CEMENT CHEMICAL

REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND STEEL.

10. UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCEMENT IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS. GROUT ALL CELLS CONTAINING REINFORCING. SOLID GROUT WALLS ALL

WALLS BELOW GRADE AND WHERE INDICATED ON DRAWINGS.

11. PROVIDE DOWEL REINFORCEMENT FROM FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL

REINFORCEMENT. LAP WALL REINFORCEMENT AS INDICATED IN THE TYPICAL DETAILS.

12. BRACE THE TOP OF INTERIOR NON-LOAD BEARING MASONRY WALLS TERMINATING AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE AGAINST OUT-OF-PLANE MOVEMENT IN ACCORDANCE WITH TYPICAL DETAILS.

13. UNLESS NOTED OTHERWISE ON THE PLANS, PLACE CONTROL JOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24’-0”. CONTROL JOINTS SHALL NOT OCCUR AT WALL CORNERS, INTERSECTIONS, ENDS, WITHIN 24 INCHES OF CONCENTRATED POINTS OF BEARING OR JAMBS, OR OVER

OPENINGS.

14. HORIZONTAL JOINT AND HORIZONTAL BOND BEAM REINFORCING SHALL BE DISCONTINUOUS THROUGH ALL CONTROL JOINTS EXCEPT THOSE AT STEEL BEARING ELEVATIONS AND FLOOR AND ROOF CONNECTIONS.

MODIFICATIONS TO EXISTING CONSTRUCTION

1. THE EXISTING CONSTRUCTION SHOWN ON THESE DRAWINGS IS PROVIDED FOR REFERENCE ONLY.

EXISTING CONSTRUCTION SHALL BE VERIFIED IN THE FIELD PRIOR TO FABRICATION AND ERECTION OF

ALL NEW CONSTRUCTION.

2. ANY EXISTING FINISHES REMOVED OR DAMAGED TO ACCOMPLISH ANY STRUCTURAL MODIFICATIONS

SHALL BE REINSTATED AT THE COMPLETION OF MODIFICATION WORK, TYPICAL UNLESS NOTED

OTHERWISE.

3. ANY STRUCTURAL STEEL OR REINFORCING BARS THAT HAVE BEEN CUT AND GROUND FLUSH WITH A

CONCRETE SURFACE SHALL BE FINISHED WITH EPOXY PAINT.

4. THE FACE OF ALL NEW PERMANENT CONCRETE SURFACES CUT FROM EXISTING CONCRETE SHALL BE

CLEANED WITH A HIGH PRESSURE WATER SPRAY. ALLOW SURFACES TO DRY THOROUGHLY. COAT

THE CONCRETE SURFACES WITH A BONDING AGENT AND FINISH WITH AN ACCEPTABLE PATCHING

COMPOUND. ALL EXPOSED REINFORCEMENT SHALL BE GROUND FLUSH WITH THE NEW CONCRETE

SURFACE.

5. WHERE EXISTING CONCRETE REINFORCEMENT IS TO BE REUSED IN-PLACE, THE CONCRETE SHALL BE

REMOVED IN A MANNER THAT MINIMIZES DAMAGE TO THE REINFORCEMENT. DAMAGED

REINFORCEMENT SHALL BE REPLACED BY A METHOD ACCEPTABLE TO THE STRUCTURAL ENGINEER.

6. WHERE NEW CONCRETE IS TO BE CAST AGAINST EXISTING CONCRETE, THE CONTACT SURFACE

SHALL BE ROUGHENED AND CLEANED WITH A HIGH PRESSURE WATER SPRAY. ALLOW TO DRY

THOROUGHLY PRIOR TO APPLICATION OF EPOXY BONDING AGENT.

7. ANY NEW STRUCTURAL STEEL REINFORCEMENT BEAMS ADJACENT TO NEW SLAB OPENINGS SHALL

BE FULLY INSTALLED PRIOR TO ANY CUTTING FOR THE OPENINGS.

8. PRIOR TO CUTTING OPENINGS IN ENTIRE SLAB SPANS, ALL ADJACENT SPANS SHALL BE SHORED

TEMPORARILY OR AS INDICATED.

9. ANY EXISTING WALL OPENINGS TO BE INFILLED SHALL BE REINFORCED WITH BARS TO MATCH THOSE IN THE ADJACENT EXISTING CONCRETE. DOWELS FOR THOSE BARS SHALL BE PLACED INTO ADJACENT

CONCRETE.

10. PRIOR TO CUTTING OPENINGS IN EXISTING WALLS, ANY ADJACENT IN-FILL WORK SHALL BE COMPLETED AND THE IN-FILL CONCRETE SHALL HAVE REACHED ITS REQUIRED 28-DAY COMPRESSIVE

STRENGTH.

11. SAWCUTS FOR NEW WALL OPENINGS SHALL NOT EXTEND PAST THE REQUIRED DIMENSIONS FOR THE

OPENING. CORE DRILL THE CORNERS AND EXTEND SAW CUTS INTO THE CORED AREAS AND NOT

BEYOND IT. CHIP OUT THE REMAINDER AT THE CORNERS TO ACHIEVE A CLEAN 90 DEGREE CORNER.

12. THE LOCATION AND LENGTH OF ANY NEW STEEL FRAMING SHALL BE COORDINATED WITH THE

EXISTING STEEL DECK SLABS AND ROOF DECKS SUCH THAT THE NEW STRUCTURAL STEEL BEAM

CENTERLINES CORRESPOND WITH THE RIBS OF THE STEEL DECK.

13. THE CONTRACTOR SHALL SUBMIT COORDINATED SHOP DRAWINGS TO THE STRUCTURAL ENGINEER

FOR APPROVAL PRIOR TO CUTTING OR ERECTION OF ANY NEW STRUCTURAL STEEL.

14. VERIFY ACCESSILITY TO THE BUILDING AND MAXIMUM WORKABLE MEMBER LENGTHS BEFORE COMMENCING WITH FABRICATION. IF THE NEW STRUCTURAL ELEMENTS CANNOT BE SHIPPED AND INSTALLED AS CONTINUOUS MEMBERS, ANY SPLICES SHALL CONSIST OF COMPLETE PENETRATION WELDING OF THE FLANGES AND PARTIAL PENETRATION WELDING OF THE WEB OF THE NEW BEAM.

THE CONTRACTOR SHALL SUBMIT PROPOSED SPLICE DETAILS AND LOCATIONS TO THE STRUCTURAL

ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION.

15. REMOVE ALL LOADS FROM THE SLAB DIRECTLY ABOVE THE AREAS WHERE NEW STEEL BEAMS ARE TO

BE INSTALLED. PROVIDE SHORING UNDER EXISTING SLABS AND BEAMS PRIOR TO AND DURING

CONSTRUCTION. ALL NEW STRUCTURAL STEEL SHALL BE IN PLACE PRIOR TO THE REMOVAL OF ANY

EXISTING SLABS AND/OR SHORING.

16. PROVIDE NON-SHRINK GROUT AS REQUIRED FOR FULL BEARING OF THE EXISTING SLAB ON THE NEW

BEAMS, UNLESS NOTED OTHERWISE.

17. REMOVE EXISTING FIREPROOFING LOCALLY AND CLEAN AREAS OF EXISTING STEEL TO BE WELDED.

INSTALL NEW U.L. APPROVED FIREPROOFING MATERIAL ON ALL NEW STEEL AND ANY AREAS WHERE FIREPROOFING WAS REMOVED OR DAMAGED DURING THE INSTALLATION OF THE WORK. NEW STEEL SHALL HAVE A FIRE RATING TO MATCH THE ADJACENT EXISTING STEEL, TYPICAL UNLESS NOTED

OTHERWISE. REFER TO ARCHITECTURAL DOCUMENTS FOR REQUIRED FIRE RATINGS.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

TRIPLE C THE A&E GROUP

4830 W. Kennedy Blvd. Suite 600 Tampa, FL 33609

(813) 261 1023

MAT PERKINS

B

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R en ov at io n an d

A dd iti on to J

A C

C

P en sa co la /5

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C .P ac ka ge 1.

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S-001

GENERAL STRUCTURAL NOTES 520-331

JACC-2F

09.26.2022 J.LOZOYA C.VONNAHME

ISSUED FOR

CONSTRUCTION

CONSTRUCT ADDITION AND

RENOVATIONS TO JACC

790 Veterans Way, Pensacola, FL 32503

Revisions: Date: 9/23/2022

EXP. 12/31/2022

10.07.202210/7/2022

LEGEND

CONCRETE WALL.

FOR THICKNESS AND REINFORCING SEE WALL SCHEDULE.

MASONRY WALL.

FOR THICKNESS AND REINFORCING SEE WALL SCHEDULE.

W21X44 (12) C=3/4"

INDICATES BEAM SIZE

INDICATES MOMENT

FRAME CONNECTION

SEE DETAILS

INDICATES # OF EQUALLY SPACED

HEADED ANCHOR STUDS

SEE TYPICAL DETAILS

AMOUNT OF UPWARD CAMBER

TO BE INDUCED INTO THE BEAM

W21X44 (12)

INDICATES BEAM SIZE INDICATES COLLECTOR

BEAM CONNECTION

SEE DETAILS

INDICATES BRACED FRAME,

SEE ELEVATIONS

INDICATES WELDED

COLUMN SPLICE,

SEE TYPICAL DETAIL

INDICATES BOLTED

COLUMN SPLICE,

SEE TYPICAL DETAIL

INDICATES DEAD LOAD

INDICATES LIVE LOAD

INDICATES NET UPLIFT

20K 800/200/229

TYPICAL JOIST DESIGNATION

INCLUDING DESIGN LOADS

INDICATES DIAGONAL

JOIST BRIDGING

G-1

INDICATES GRATING MARK - REFER TO

SCHEDULES AND DETAILS

INDICATES DIRECTION OF GRATING

WIRE SIZE

WIRE SPACING IN INCHES

INDICATES LIMITS OF OPENING

ONLY LATEST REVISION IS "CLOUDED"

LETTERS OR NUMBERS INDICATE

ADDENDA/BULLETINS

KEYED NOTE SYMBOL

INDICATES WORK, DATUM OR

CONTROL POINT

WELDED WIRE REINFORCEMENT

6X6-W2.1XW2.1

RFI POPULATE FIELD IF THE RFI NUMBER

NEEDS TO BE SHOWN

W B

TYPICAL U.N.O.

COLD-FORMED STEEL STUD WALL.

FOR SIZE AND SPACING SEE WALL SCHEDULE.

COLD-FORMED STEEL STUD SHERWALL.

FOR SIZE AND SPACING SEE WALL SCHEDULE.HOLD-DOWN ANCHOR

SHADED ARE INDICATES PROJECTION OF EXISTING

CONSTRUCTION

S-XXX

INDICATES DETAIL CALLOUT

INDICATES FULL HEIGHT

SECTION CALLOUT##

S-XXX

INDICATES ELEVATION CALLOUT

S-XXX

INDICATES STEEL DECK MARK - REFER TO

PLAN NOTES

INDICATES DIRECTION OF PRINCIPAL

CONCRETE FLOOR OVER COMPOSITE DECK

OR ROOF DECKING FLUTE DIRECTION

INDICATES ELEVATION DIFFERENCE

ABBREVIATIONS

AB ANCHOR BOLT(S)

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

ARCH ARCHITECT OR ARCHITECTURAL DOCUMENTS

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

AVG AVERAGE

BP BASE PLATE

B/CONC BOTTOM OF CONCRETE

B/FTG BOTTOM OF FOOTING

B/DECK BOTTOM OF DECK

BLDG BUILDING

B/MAT BOTTOM OF MAT

BPE BOTTOM OF PILE ELEVATION

B/SLAB BOTTOM OF SLAB

B/STL BOTTOM OF STEEL

CC CONCRETE COLUMN

CB CONCRETE BEAM

CALCS CALCULATIONS

CIP CAST IN PLACE

CJ CONTROL JOINT OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CENTERLINE

Db DIAMETER OF REBAR

DBL DOUBLE

DEPR DEPRESSION

DEG DEGREE

DTL DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DP DRILLED PIER

E MODULUS OF ELASTICITY

EA EACH

EF EACH FACE

EFEW EACH FACE, EACH WAY

EJ EXPANSION JOINT

ELEC ELECTRICAL

EL ELEVATION

EMB EMBEDMENT

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FINISH FLOOR

FIN FINISH

FD FLOOR DRAIN

FLG FLANGE

FLR FLOOR

FRMG FRAMING

F.S. FOUNDATION STEP

FT FOOT (FEET)

FTG FOOTING

FY YIELD STRESS STEEL

G GRATING

GA GAGE OR GAUGE

GALV GALVANIZED

GB GRADE BEAM

HSA HEADED STUD ANCHOR

HORIZ HORIZONTAL

H.P. HIGH POINT

HS HIGH STRENGTH

HT HEIGHT

I (IN4 ) MOMENT OF INERTIA

IBC INTERNATIONAL BUILDING CODE

ICC INTERNATIONAL CODE COUNCIL

ID INSIDE DIAMETER

IN INCH

INFO INFORMATION

INT INTERIOR

JT JOINT

K KIP = 1000 LBS

KSI KIPS PER SQUARE INCH

L LEDGER

LBS POUND(S)

Ldh REBAR DEVELOPMENT LENGTH Lext REBAR STRAIGHT EXTENSION

L90 REBAR 90 DEGREE HOOK LENGTH

L135 REBAR 135 DEGREE HOOK LENGTH

L180 REBAR 180 DEGREE HOOK LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LP LOW POINT

LWC LIGHT WEIGHT CONCRETE

MATL MATERIAL

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MEP MECHANICAL, ELECTRICAL AND PROCESS

MTL METAL

MO MASONRY OPENING

NAAMM NATIONAL ASSOCIATION OF ARCHITECTURAL

METAL MANUFACTURERS

NF NEAR FACE

NIC NOT IN CONTRACT

NO NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

O.C. ON CENTER

O.C.E.W. ON CENTER, EACH WAY

OPP OPPOSITE

PCI PRESTRESSED CONCRETE INSTITUTE

PC PILE/PIER CAP

PCF POUNDS PER CUBIC FOOT

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSI POUNDS PER SQUARE INCH

PT, P/T POST-TENSIONED

PSF POUNDS PER SQUARE FOOT

QTY QUANTITY

RO ROOF OPENING

RAD RADIUS

REINF REINFORCED OR REINFORCING

SDI STEEL DECK INSTITUTE

SL SNOW LOAD

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SOG SLAB ON GRADE

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

SW SHEARWALL

T/BTM CHORD TOP OF BOTTOM CHORD

T&B TOP AND BOTTOM

T/CAP TOP OF CAP

T/CONC. TOP OF CONCRETE

T/CURB TOP OF CURB

T/DECK TOP OF DECK

T/FTG TOP OF FOOTING

T/GRADE TOP OF GRADE

T/GRATING TOP OF GRATING

TL TOTAL LOAD

T/MAT TOP OF MAT

T/PC TOP OF PILE CAP

T/PIER TOP OF PIER ELEVATION

T/SLAB TOP OF SLAB

T/S TOP OF STEEL

T/WALL TOP OF WALL ELEVATION

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

UT ULTRASONIC TESTING

VERT VERTICAL

WP WORK POINT

WWR WELDED WIRE REINFORCEMENT

WF WALL FOOTING

W WALL

X-STRONG EXTRA STRONG

XX-STRONG DOUBLE EXTRA STRONG

# NUMBER

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL SHALL BE FABRICATED BY A FABRICATOR WITH ONE OF THE FOLLOWING MINIMUM QUALIFICATIONS AND BE APPROVED BY AUTHORITY HAVING JURISDICTION (VA). QUALIFICATIONS SHALL BE

IN EFFECT AT TIME OF BID.

INTERNATIONAL ACCREDITATION SERVICE, INC. (IAS) APPROVED FABRICATOR

AISC CERTIFIED FABRICATOR (STD)

AHJ CERTIFIED FABRICATOR

VA APPROVED CERTIFIED FABRICATOR

2. FABRICATOR SHALL SUBMIT DOCUMENTATION OF THEIR CERTIFICATION WITH THE FIRST SHOP DRAWING

SUBMITTAL.

3. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISC 360 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” AND AISC 303 “CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES” USING LOAD AND RESISTANCE FACTOR DESIGN (LRFD).

4. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATED ASTM STANDARDS:

WIDE FLANGES: ASTM A 992

HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500, GRADE C

HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A1085

CHANNELS AND ANGLES: ASTM A 36

PLATES: ASTM A 36, TYPICAL U.N.O.

CONTINUITY PLATES AND CAP PLATES AT MOMENT CONNECTIONS: ASTM A 572, GRADE 50

PIPE: ASTM A 53, GRADE B

ANCHOR RODS: ASTM F 1554, GRADE 36

5. BOLTED CONNECTIONS SHALL BE DESIGNED AND INSTALLED USING HIGH-STRENGTH BOLTS IN ACCORDANCE WITH THE RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH-STRENGTH A 325 OR A 490 BOLTS”. USE ASTM F3125 GR. 325 OR ASTM F3125 GR. 1852 BOLTS IN BEARING-TYPE CONNECTIONS WITH THREADS PERMITTED IN THE SHEAR PLANE (TYPE N), UNLESS OTHERWISE NOTED. WASHERS SHALL CONFORM TO ASTM F 436. NUTS SHALL CONFORM TO ASTM A563. CONNECTIONS MAY BE SNUG-TIGHTENED, UNLESS NOTED OTHERWISE.

6. CONNECTIONS FOR THE FOLLOWING STRUCTURAL ELEMENTS SHALL BE SLIP CRITICAL CONNECTIONS:

BRACED FRAMES

MOMENT FRAMES

CHORDS AND COLLECTORS

TRUSS MEMBERS

CONNECTIONS WITH BOLTS SUBJECT TO APPLIED TENSION LOADING

CONNECTIONS WITH OVERSIZED HOLES

CONNECTIONS WITH SLOTTED HOLES THAT ARE NOT PERPENDICULAR TO THE APPLIED

LOAD.

CONNECTIONS SUBJECT TO FATIGUE LOAD AND REVERSAL OF LOAD

7. SLIP CRITICAL CONNECTIONS AND PRE-TENSIONED CONNECTIONS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS CONFORMING TO ASTM F 959 OR TWIST-OFF-TYPE TENSION-CONTROL BOLTS

CONFORMING TO ASTM F 1852 OR ASTM F 2280.

8. BOLTED CONNECTIONS DETAILED IN THE FINAL CONDITION TO PERMIT SLIP BETWEEN CONNECTED ELEMENTS SHALL BE TIGHTENED FINGER TIGHT. NOTCH FIRST BOLT THREAD PROJECTING FROM THE NUT OR

INSTALL A JAM NUT.

9. INSTALL ANCHOR RODS AT COLUMN BASE PLATES WITH ASTM A 36 STEEL PLATE WASHERS AND ASTM A 563 STEEL HEAVY HEX NUTS. INSTALL ANCHOR RODS AT OTHER LOCATIONS AS INDICATED WITH ASTM F 436, TYPE 1, STEEL HARDENED WASHERS AND ASTM A 563 STEEL HEAVY HEX NUTS.

10. WELDING SHALL CONFORM TO STANDARDS OF AWS D1.1 “STRUCTURAL WELDING CODE—STEEL: TYPICAL AND AWS D1.8 “STRUCTURAL WELDING CODE—SEISMIC SUPPLEMENT” WHERE SPECIFIED. ELECTRODES FOR FIELD AND SHOP WELDING SHALL CONFORM TO AWS RECOMMENDATIONS. WELDS NOT INDICATED ON THE DRAWINGS SHALL BE AWS MINIMUM OR AS REQUIRED TO SATISFY STRENGTH CRITERIA, WHICHEVER IS GREATER. FOLLOW PREHEAT REQUIREMENTS OF AWS. TO MINIMIZE THE USE OF PREHEAT, LOW HYDROGEN

ELECTRODES MAY BE UTILIZED. LOW HYDROGEN ELECTRODES SHALL BE USED FOR WELDING TO

CONCRETE EMBEDMENT PLATES OR OTHER STRUCTURAL STEEL ELEMENT IN CONTACT WITH CONCRETE OR

MASONRY.

11. ARC-WELDING ELECTRODES AND FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX, E7XTXX OR E70XXX MINIMUM AS APPLICABLE. ELECTRODES WITH CHARPY V-NOTCH (CVN) TESTS VALUES OF A MINIMUM 20 FOOT-POUNDS AT -20 DEGREES FAHRENHEIT AND 40 FT-POUNDS AT 70 DEGREE FAHRENHEIT SHALL BE USED

AT THE FOLLOWING LOCATIONS:

COMPLETE JOINT PENETRATION WELDS

BEAM TO COLUMN MOMENT CONNECTIONS INCLUDING FLANGE, WEB, AND CONTINUITY

PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS

BRACE CONNECTIONS INCLUDING BRACE, GUSSET, BASE PLATES, BEAM STIFFENER

PLATES, AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS

WELDS NOTED AS DEMAND-CRITICAL (DC) ON THE DRAWINGS

12. WELDERS SHALL BE CERTIFIED BY AWS AND THE APPLICABLE AUTHORITY HAVING JURISDICTION.

13. GENERALLY, DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP-WELDING AND FIELD-WELDING. THE CONTRACTOR SHALL DETERMINE THE MOST ECONOMICAL, EFFICIENT AND PRACTICAL COMBINATIONS OF

SHOP-WELDING AND FIELD-WELDING.

14. CAMBER BEAMS UPWARD THE DESIGNATED AMOUNT INDICATED ON THE STRUCTURAL DRAWINGS. BEAMS WITHOUT A SPECIFIED CAMBER SHALL BE ORIENTED SUCH THAT ANY NATURAL CAMBER IS UPWARD.

15. SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON STRUCTURAL DRAWINGS IS PROHIBITED

WITHOUT PRIOR ACCEPTANCE BY THE STRUCTURAL ENGINEER.

16. OPENINGS AND SLEEVES IN STRUCTURAL STEEL MEMBERS SHALL BE SHOP CUT ONLY. FIELD BURNING, CUTTING, RE-DRILLING OR OTHER FIELD MODIFICATION IS NOT PERMITTED ON STRUCTURAL STEEL MEMBERS

WITHOUT PRIOR ACCEPTANCE OF THE STRUCTURAL ENGINEER.

17. THE STEEL FRAME FOR THIS BUILDING IS CLASSIFIED AS NON-SELF-SUPPORTING PER SECTION 7.10 OF THE AISC 303 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AND REQUIRES INTERACTION WITH THE STEEL BRACING, ASSOCIATED FLOOR BEAMS, METAL DECK FLOOR SLAB AND STEEL ROOF DECK TO PROVIDE LATERAL STABILITY. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING TO RESIST THE CODE REQUIRED WIND AND SEISMIC LOADS SHOWN ON THE DRAWINGS UNTIL ALL FINAL CONNECTIONS OF THE STEEL FRAMING, BRACING, COMPOSITE STEEL DECK FLOOR SLAB, AND STEEL ROOF

DECK HAVE BEEN COMPLETED.

18. COMPOSITE STEEL BEAMS AND COMPOSITE STEEL DECK HAVE BEEN DESIGNED SUCH THAT SHORING IS NOT REQUIRED. STEEL BEAMS AND/OR STEEL DECK SHALL NOT BE SHORED WITHOUT PRIOR REVIEW AND

ACCEPTANCE BY THE STRUCTURAL ENGINEER.

19. HEADED CONCRETE ANCHORS, SHEAR CONNECTORS AND DEFORMED BAR ANCHORS SHALL BE

AUTOMATICALLY END WELDED.

20. SHEAR CONNECTORS SHALL BE MANUFACTURED BY NELSON STUD WELDING CO., LORAIN, OHIO, OR OTHER MANUFACTURER ACCEPTABLE TO STRUCTURAL ENGINEER. SHEAR CONNECTORS SHALL BE NELSON TYPE S3L OR EQUIVALENT AND SHALL BE MANUFACTURED FROM COLD DRAWN STEEL CONFORMING TO ASTM A

108. STUDS SHALL CONFORM TO ALL REQUIREMENTS OF THE LATEST EDITION OF AWS C5.4 "RECOMMENDED

PRACTICES FOR STUD WELDING" AND AWS D1.1 "STRUCTURAL WELDING CODE".

21. HEADED SHEAR CONNECTOR STUDS ON COMPOSITE STEEL BEAMS SHALL BE 3/4" DIAMETER TYPICAL UNLESS NOTED OTHERWISE AND UNIFORMLY SPACED. FOR LENGTH AND SPACING REQUIREMENTS, SEE TYPICAL DETAIL. USE NOT MORE THAN ONE STUD PER RIB WHERE THE NUMBER OF STUDS REQUIRED IS LESS THAN OR EQUAL TO THE NUMBER OF RIBS AVAILABLE. WHERE THE NUMBER OF STUDS REQUIRED EXCEEDS THE NUMBER OF RIBS AVAILABLE, PLACE A MINIMUM OF ONE STUD PER RIB FULL LENGTH OF THE BEAM. PLACE ADDED STUDS (NO MORE THAN TWO PER RIB TOTAL) IN EACH RIB BEGINNING AT THE SUPPORTS AT EACH END AND MOVING TOWARDS MIDSPAN UNTIL REQUIRED NUMBER OF STUDS ARE SUPPLIED.