570-17-210.OPC.IFC.DWG.20210618Part-2of10.pdf

BUS

B U S

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

EAST CLINTON AVENUE

G E N E R A

TO

R

G E N E R A

TO

R

G E N E R A

TO

R

G E N E R A

TO

R

G E N E R A

TO

R

MAIN

ENTRANCE

SIGN

V A

M O N U M E N T

S

IG

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FUEL TANK

#2

FUEL TANK

#1

TANK

O2

TANK

O2

TEL

XFMR

XFMR

XFMR XFMR

XFMR

MSS

SDCO

SDCO

SDCO

SDCO

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SSCO

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W V

WV

W V

W V

W V

W V

WV

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SIGN

E

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2"

FW

SS

SOLAR PANELS

SOLAR PANELS

SSCO

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E

H

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H

HH

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H

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E

E

T

E

T

S

EX. SEWER

EX. S.D.

EX. IRR.

EX. ELEC.

EX. UTILITY TUNNEL

EX. S.D.

EX. ELEC.

E X

. E L E

C

E X

. IR

R

EX. STLT.

EX. COMM

OPC

PROJECT LOCATION IN

BASEMENT BELOW

E X

W

A T

E R

F

IR

E

BUILDING 1

MAIN HOSPITAL

BUILDING 32

WAREHOUSE

BUILDING 19

SWITCH GEAR

BUILDING 34

MENTAL HEALTH/ PHYSICAL REHAB

BUILDING 24

MEDICAL EDUCATION

AND LIBRARY

BUILDING 3

ENGINEERIN SHOPS

B U

IL

D

IN

G

L

IQ

U

ID

O X

Y G

E N

S T

O R

A G

E

H Y

D R

O N

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P P

O R

T F

A C

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E

20 23 37

EX. S.D.

D8

CS101

C8

CS101

E5

CS101 EXISTING

MODULAR

BUILDING TO

REMAIN

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE INSTALLATION OF

ALL WORK RELATED TO MECHANICAL UTILITIES AS SHOWN ON THIS PLAN

INCLUDING: TRENCHING, BACKFILL, SUPPORTS, CLEANOUT PADS, SERVICE STOPS

AND BOXES, SERVICE LINES, TESTING, CLEANING, AND STERILIZING. ANY WORK NOT

ACCEPTED BY THE ARCHITECT OR ENGINEER DUE TO IMPROPER WORKMANSHIP OR

LACK OF PROPER COORDINATION SHALL BE REMOVED AND CORRECTLY INSTALLED

AT THE CONTRACTOR'S EXPENSE, AS DIRECTED.

2. MINIMUM DEPTHS OF COVER SHALL BE: 36" FOR WATERLINES AND 48" FOR

SEWER, EXCEPT AT BUILDING CONNECTION.

3. ALL WORK DETAILED ON THESE PLANS TO BE PERFORMED UNDER CONTRACT

SHALL, EXCEPT AS OTHERWISE STATED OR PROVIDED OF HEREON, BE

CONSTRUCTED IN ACCORDANCE WITH THE IAPMO UNIFORM PLUMBING CODE &

NFPA 24, LATEST EDITION.

4. UTILITY LINES SHALL BE INSTALLED PRIOR TO PAVEMENT, CURB AND GUTTER,

AND/OR SIDEWALK, AS APPLICABLE.

5. ROUGH GRADING OF SITE (+/- 0.5') SHALL BE COMPLETED PRIOR TO INSTALLATION

OF UTILITY LINES.

6. CONTRACTOR WILL BE RESPONSIBLE FOR CONNECTIONS TO BUILDING DRAIN

LINES AND ALL NECESSARY FITTINGS.

7. ALL VALVES SHALL BE ANCHORED PER COS STANDARD DWG. 2333.

8. FIRE LINES SHALL USE PIPE MATERIALS UNDERWRITERS LABORATORIES LISTED

AND APPROVED FOR FIRE SERVICE.

9. UTILITY LOCATIONS DETERMINED FROM VA MASTER UTILITY PLAN. CONTRACTOR

SHALL VERIFY INVERTS AND LOCATIONS OF EXISTING UTILITY LINES PRIOR TO

BEGINNING OF WORK. ALL CONFLICTS SHALL BE BROUGHT TO ATTENTION OF THE

ENGINEER AND RESOLVED PRIOR TO BEGINNING OF WORK.

10. CONTRACTOR SHALL NOTIFY THE AUTHORITY HAVING JURISDICTION PRIOR TO

INSTALLATION OF FIRE SERVICE LINES, AND PRIOR TO TESTING OF ALL WATERLINES.

CONTRACTOR SHALL COMPLETE, SIGN, AND SUBMIT THE "CONTRACTOR'S MATERIAL

& TEST CERTIFICATE FOR UNDERGROUND PIPING" IN ACCORDANCE WITH NFPA 24.

UTILITY NOTES

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

Mechanical, Electrical and Plumbing:

B

IM

/5

-1

-2

E x p a n d

E D

B e d s

/5

-1

-2

.S

IT

E .r v t

/1

/2

:5

:5

A

M

CD101

CIVIL DEMO PLAN

TRIPLE C - THE A-E GROUP

4401 Atlantic Avenue, Suite 200

Long Beach, CA 90807

562.452.7175

MAT PERKINS

REMODEL ED BEDS FOR

OBSERVATION BEDS

2615 E. CLINTON AVE., FRESNO, CA 93703

570-17-210

OPC

06/18/2021 M. PERKINS K.

STRUBLE

100% FINAL

DOCUMENTS

1" = 30'-0" F1

CIVIL DEMO PLAN - DEDUCT ALTERNATE NO. 3

KEYNOTES

1 INSTALL PARKING BARRIER - 6' CLEAR OPENING MAX.

2 EXISTING PARKING BARRIER

3 RELOCATE EXISTING PARKING BARRIER - 6' CLEAR OPENING MAX.

4 EXISTING ELEVATOR

5 PROPOSED TEMPORARY ELEVATOR- REMOVE ASPHALT, CURB & GUTTER. CONSTRUCT 4' DEEP "PIT"

FOR ELEVATIOR. CURB & GUTTER, ASPHALT TO BE REPLACED UPON REMOVAL OF TEMPORARY

ELEVATOR - SEE ELECTRICAL PLANS FOR ELECTRICAL REMOVAL UPON COMPLETION FOR PROJECT

6 TEMPORARY 9,500 SF MODULAR EMERGENCY DEPARTMENT - SEE SHEET A-100M , DEDUCT ALTERNATE

NO. 3

7 MOBILE CT & X-RAY TRAILER

8 CONSTRUCT TEMPORARY "AMBULANCE PARKING ONLY" SIGN

9 CONSTRUCT TEMPORARY "VA POLICE PARKING ONLY" SIGN

10 CONSTRUCT TEMPORARY "EMERGENCY PATIENT PARKING - 10 MINUTES" SIGN

11 EXISTING CONSTRUCTION TRAILER TO BE RELOCATED PRIOR T PROJECT START. COORDINATE WITH

COR.

13 EXISTING TREE, PORTION OF WALL AND RAILING TO BE REMOVED - WALL AND RAILING TO BE REPLACED

UPON REMOVAL OF TEMPORARY ELEVATOR

14 CONSTRUCT TEMPORARY 4" DIP FIRE LINE BELOW GRADE 36" MIN. - TEE CONNECT AT EXISTING

MODULAR. INSTALL FIRE RISER, SEE SHEET CS501 FOR ADDITIONAL INFORMATION.

15 CONSTRUCT TEMPORARY 2" PVC COMMUNICATION CONDUIT BELOW GRADE 24" MIN. TO EXISTING

MODULAR

16 TEMPORARY FENCED MECHANICAL YARD W/ TEMPORARY AIR HANDLING UNIT - SEE MECHANICAL SITE

PLAN FOR ADDITIONAL INFORMATION

17 FENCED CONTRACTOR STORAGE YARD 2,200 SF

18 INSTALL 10' CLEAR PREFABRICATED TEMPORARY CANOPY, TO BE REMOVED AFTER CONSTRUCTION IS

COMPLETE

19 PROVIDE NEW FIBER FROM EXISTING RACK IN EXISTING MODULAR TO NEW MODULAR RACK

COORDINATE ROUTING WITH MODULAR MANUFACTURER

20 EXISTING ELEC. MANHOLE / PULLBOX TO REMAIN, PROTECT IN PLACE

21 CONSTRUCT TEMPORARY "EMERGENCY ROOM ACCESS" SIGN

22 CONSTRUCT CONSTRUCTION AND SAFETY SIGN SEE DETAIL F8 , SHEET CS501

23 EXISTING AREAWAY

24 CONSTRUCT CHASE - SEE ARCHITECTURAL PLANS, COORDINATE SIDEWALK AND ROADWAY CLOSURES

WITH COR - EAST BOUND LANE TO REMAIN OPEN AT ALL TIMES

25 EX. BUS STOP

26 CONSTRUCT TEMPORARY FENCING AROUND GRATE OPENING

27 CONSTRUCT TEMPORARY STAIRS AND ADA ACCESSIBLE RAMP - SEE ARCH. MODULAR BUILDING SHEET A-100M

28 CONSTRUCT TEMPORARY STAIRS - SEE ARCH. MODULAR BUILDING SHEET A-100M

30 EXISTING PARKING BARRIER TO BE REMOVED/RELOCATED

31 RE-STRIPE PARKING LOT FOR 90 DEGREE STALLS ON WEST SIDE, NO PARKING ON EAST

33 EXISTING STORAGE CONTAINER/AREA TO BE REMOVED/RELOCATED

34 CONSTRUCT TEMPORARY ELECTRICAL CONDUIT CONNECT TO NEW TRANSFORMER, SEE ELETRICL

PLAN - TRENCH 2' BELOW GRADE - SEE DETAIL C1 SHEET CS501

35 CONSTRUCT TEMPORARY 4" SEWER LATERAL ABOVE GRADE- CONNECT TO EXISTING MANHOLE

THROUGH TOP

36 EXISTING STREETLIGHT POLE TO BE REMOVED/STORED FOR RE-INSTALL UPON REMOVAL OF MODULAR

BUILDING. PEDESTAL TO REMAIN. COORDINATE WITH COR.

37 EXISTING TREE TO BE REMOVED

38 CONSTRUCT ELECTRICAL TRANSFORMER SEE ELECTRICAL PLANS ON JENSEN PRECAST CONCRETE

TRANSFORMER PAD DETAIL B9, SHEET CS502

39 CONSTRUCT TEMPORARY ELECTRICAL CONDUIT CONNECT MEDIUM VOLTAGE WITHIN EXISTING

MAHNOLE - SEE ELECTRICAL PLANS

40 CONSTRUCT TEMPORARY WATER CONNECTION - CONSTRUCT 1/2" COPPER PIPE BELOW GRADE 36"

MIN., TEE CONNECT TO EXISTING COPPER PIPE UNDER EXISTING MODULAR BUILDING

41 CONSTRUCT GENERATOR AND CONDUIT, CONNECT TO NEW MODULAR BUILDING - SEE ELECTRICAL

PLANS

Revisions: Date:

NOTE: NOT ALL KEYNOTES USED THIS SHEET

LIMITS OF CONSTRUCTION

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

EAST CLINTON AVENUE

SIGN

E

E

E

2"

FW

SS

MOTORCYCLES PARKING LOT

APARKING LOT

B

P

AR

K

IN

G

LO

T C

PARKING LOT

PARKING LOT

D

BUILDING 1

MAIN HOSPITAL

BUILDING OP

OUTPATIENT CLINIC

BUILDING 32

WAREHOUSE

BUILDING 34

MENTAL HEALTH / PHYSICAL REHAB

BUILDING 3

ENGINEERING SHOPS

BUILDING 24

MEDICAL EDUCATION

AND LIBRARY

BUILDING 19

SWITCH GEAR

B U

IL

D

IN

G

LI

Q U

ID

O X

YG

E N

S

TO

R

AG

E

SOLAR PANELS

SOLAR PANELS

H

YD

R O N

IC

S

S U P P O R T

FA

C

IL

IT

Y

SOLAR PANELS

SOLAR PANELS

SSCO

E

E

E E

E

H

H H H

H

HH

H H H H H

HHHH

H

H

E

E

T

E

T

S

EX. SEWER

EX. S.D.

EX. IRR.

EX. ELEC.

EX. UTILITY TUNNEL

EX. S.D.

EX. ELEC.

E X

. E L E

C

E X

. IR

R

EX. STLT.

STAFF

ENTRANCE

EX. COMM

OPC

PROJECT LOCATION IN

BASEMENT BELOW

E X

W

A T

E R

F

IR

E

BUILDING 1

MAIN HOSPITAL

BUILDING 32

WAREHOUSE

BUILDING 19

SWITCH GEAR

BUILDING 34

MENTAL HEALTH/ PHYSICAL REHAB

BUILDING 24

MEDICAL EDUCATION

AND LIBRARY

BUILDING 3

ENGINEERIN SHOPS

B U

IL

D

IN

G

L

IQ

U

ID

O X

Y G

E N

S T

O R

A G

E

H Y

D R

O N

IC

S

S U

P P

O R

T F

A C

IL

IT

Y

E X

IS

T

IN

G

P A

R K

IN

G

L O

T N

O T

I N

U S

E

56'-0"

'-0

EX. S.D.

D8

CS101

C8

CS101

AMBULANCE /

EMERGENCY

ENTRANCE

PATIENT / PUBLIC

ENTRANCE

E5

CS101

FLOORING IN TRAILER WILL BE CHANGED TO

RENTAL BUDGET QUALITY . CONTRACTOR TO

RE-SELECT FLOORING CURRENTLY SPECIFIED IN

DESIGN DRAWINGS TO LOWER PRICE POINT.

TEMP MODULAR REQUIRES THREE EXAM ROOMS

TO BE NEGATIVE PRESSURE.

AMBULANCE REQUIRED TO BACK IN

FOR PATIENT DROP-OFF

EXISTING

MODULAR

BUILDING TO

REMAIN

10'-0"

'-0

5' -0

ACCESS LEGEND

16 Exam Rooms 4 Procedure Rooms 4 Physician Office 1 Business Office 1 Break Room 4 Restroom 1 Waiting Area 1 Nurses Station 2 Labs 1 Records Room 1 Clean Linens Room 1 Soiled Linens Room 1 Utility Closet

CONNECT TO EXISTING UTILITIES SUPPLIED TO PREVIOUS TEMPORARY BUILDING-

CONTRACTOR TO FIELD VERIFY, ELECTRICAL, COMM, WATER, SEWER - SEE

MODULAR BUILDING PLANS A-100-1

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE INSTALLATION OF

ALL WORK RELATED TO MECHANICAL UTILITIES AS SHOWN ON THIS PLAN

INCLUDING: TRENCHING, BACKFILL, SUPPORTS, CLEANOUT PADS, SERVICE STOPS

AND BOXES, SERVICE LINES, TESTING, CLEANING, AND STERILIZING. ANY WORK NOT

ACCEPTED BY THE ARCHITECT OR ENGINEER DUE TO IMPROPER WORKMANSHIP OR

LACK OF PROPER COORDINATION SHALL BE REMOVED AND CORRECTLY INSTALLED

AT THE CONTRACTOR'S EXPENSE, AS DIRECTED.

2. MINIMUM DEPTHS OF COVER SHALL BE: 36" FOR WATERLINES AND 48" FOR

SEWER, EXCEPT AT BUILDING CONNECTION.

3. ALL WORK DETAILED ON THESE PLANS TO BE PERFORMED UNDER CONTRACT

SHALL, EXCEPT AS OTHERWISE STATED OR PROVIDED OF HEREON, BE

CONSTRUCTED IN ACCORDANCE WITH THE IAPMO UNIFORM PLUMBING CODE &

NFPA 24, LATEST EDITION.

4. UTILITY LINES SHALL BE INSTALLED PRIOR TO PAVEMENT, CURB AND GUTTER,

AND/OR SIDEWALK, AS APPLICABLE.

5. ROUGH GRADING OF SITE (+/- 0.5') SHALL BE COMPLETED PRIOR TO INSTALLATION

OF UTILITY LINES.

6. CONTRACTOR WILL BE RESPONSIBLE FOR CONNECTIONS TO BUILDING DRAIN

LINES AND ALL NECESSARY FITTINGS.

7. ALL VALVES SHALL BE ANCHORED PER COS STANDARD DWG. 2333.

8. FIRE LINES SHALL USE PIPE MATERIALS UNDERWRITERS LABORATORIES LISTED

AND APPROVED FOR FIRE SERVICE.

9. UTILITY LOCATIONS DETERMINED FROM VA MASTER UTILITY PLAN. CONTRACTOR

SHALL VERIFY INVERTS AND LOCATIONS OF EXISTING UTILITY LINES PRIOR TO

BEGINNING OF WORK. ALL CONFLICTS SHALL BE BROUGHT TO ATTENTION OF THE

ENGINEER AND RESOLVED PRIOR TO BEGINNING OF WORK.

10. CONTRACTOR SHALL NOTIFY THE AUTHORITY HAVING JURISDICTION PRIOR TO

INSTALLATION OF FIRE SERVICE LINES, AND PRIOR TO TESTING OF ALL WATERLINES.

CONTRACTOR SHALL COMPLETE, SIGN, AND SUBMIT THE "CONTRACTOR'S MATERIAL

& TEST CERTIFICATE FOR UNDERGROUND PIPING" IN ACCORDANCE WITH NFPA 24.

MODULAR BUILDING DATA

UTILITY NOTES

VEHICLE PATH

PEDESTRIAN PATH

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

Mechanical, Electrical and Plumbing:

B

IM

/5

-1

-2

E x p a n d

E D

B e d s

/5

-1

-2

.S

IT

E .r v t

/1

/2

:5

:5

A

M

CS101

CIVIL SITE PLAN

TRIPLE C - THE A-E GROUP

4401 Atlantic Avenue, Suite 200

Long Beach, CA 90807

562.452.7175

MAT PERKINS

REMODEL ED BEDS FOR

OBSERVATION BEDS

2615 E. CLINTON AVE., FRESNO, CA 93703

570-17-210

OPC

06/18/2021 M. PERKINS K.

STRUBLE

100% FINAL

DOCUMENTS

1" = 30'-0" F1

SITE PLAN - DEDUCT ALTERNATE NO. 3

KEYNOTES

1 INSTALL PARKING BARRIER - 6' CLEAR OPENING MAX.

2 EXISTING PARKING BARRIER

3 RELOCATE EXISTING PARKING BARRIER - 6' CLEAR OPENING MAX.

4 EXISTING ELEVATOR

5 PROPOSED TEMPORARY ELEVATOR- REMOVE ASPHALT, CURB & GUTTER. CONSTRUCT 4' DEEP "PIT"

FOR ELEVATIOR. CURB & GUTTER, ASPHALT TO BE REPLACED UPON REMOVAL OF TEMPORARY

ELEVATOR - SEE ELECTRICAL PLANS FOR ELECTRICAL REMOVAL UPON COMPLETION FOR PROJECT

6 TEMPORARY 9,500 SF MODULAR EMERGENCY DEPARTMENT - SEE SHEET A-100M , DEDUCT ALTERNATE

NO. 3

7 MOBILE CT & X-RAY TRAILER

8 CONSTRUCT TEMPORARY "AMBULANCE PARKING ONLY" SIGN

9 CONSTRUCT TEMPORARY "VA POLICE PARKING ONLY" SIGN

10 CONSTRUCT TEMPORARY "EMERGENCY PATIENT PARKING - 10 MINUTES" SIGN

11 EXISTING CONSTRUCTION TRAILER TO BE RELOCATED PRIOR T PROJECT START. COORDINATE WITH

COR.

13 EXISTING TREE, PORTION OF WALL AND RAILING TO BE REMOVED - WALL AND RAILING TO BE REPLACED

UPON REMOVAL OF TEMPORARY ELEVATOR

14 CONSTRUCT TEMPORARY 4" DIP FIRE LINE BELOW GRADE 36" MIN. - TEE CONNECT AT EXISTING

MODULAR. INSTALL FIRE RISER, SEE SHEET CS501 FOR ADDITIONAL INFORMATION.

15 CONSTRUCT TEMPORARY 2" PVC COMMUNICATION CONDUIT BELOW GRADE 24" MIN. TO EXISTING

MODULAR

16 TEMPORARY FENCED MECHANICAL YARD W/ TEMPORARY AIR HANDLING UNIT - SEE MECHANICAL SITE

PLAN FOR ADDITIONAL INFORMATION

17 FENCED CONTRACTOR STORAGE YARD 2,200 SF

18 INSTALL 10' CLEAR PREFABRICATED TEMPORARY CANOPY, TO BE REMOVED AFTER CONSTRUCTION IS

COMPLETE

19 PROVIDE NEW FIBER FROM EXISTING RACK IN EXISTING MODULAR TO NEW MODULAR RACK

COORDINATE ROUTING WITH MODULAR MANUFACTURER

20 EXISTING ELEC. MANHOLE / PULLBOX TO REMAIN, PROTECT IN PLACE

21 CONSTRUCT TEMPORARY "EMERGENCY ROOM ACCESS" SIGN

22 CONSTRUCT CONSTRUCTION AND SAFETY SIGN SEE DETAIL F8 , SHEET CS501

23 EXISTING AREAWAY

24 CONSTRUCT CHASE - SEE ARCHITECTURAL PLANS, COORDINATE SIDEWALK AND ROADWAY CLOSURES

WITH COR - EAST BOUND LANE TO REMAIN OPEN AT ALL TIMES

25 EX. BUS STOP

26 CONSTRUCT TEMPORARY FENCING AROUND GRATE OPENING

27 CONSTRUCT TEMPORARY STAIRS AND ADA ACCESSIBLE RAMP - SEE ARCH. MODULAR BUILDING SHEET A-100M

28 CONSTRUCT TEMPORARY STAIRS - SEE ARCH. MODULAR BUILDING SHEET A-100M

30 EXISTING PARKING BARRIER TO BE REMOVED/RELOCATED

31 RE-STRIPE PARKING LOT FOR 90 DEGREE STALLS ON WEST SIDE, NO PARKING ON EAST

33 EXISTING STORAGE CONTAINER/AREA TO BE REMOVED/RELOCATED

34 CONSTRUCT TEMPORARY ELECTRICAL CONDUIT CONNECT TO NEW TRANSFORMER, SEE ELETRICL

PLAN - TRENCH 2' BELOW GRADE - SEE DETAIL C1 SHEET CS501

35 CONSTRUCT TEMPORARY 4" SEWER LATERAL ABOVE GRADE- CONNECT TO EXISTING MANHOLE

THROUGH TOP

36 EXISTING STREETLIGHT POLE TO BE REMOVED/STORED FOR RE-INSTALL UPON REMOVAL OF MODULAR

BUILDING. PEDESTAL TO REMAIN. COORDINATE WITH COR.

37 EXISTING TREE TO BE REMOVED

38 CONSTRUCT ELECTRICAL TRANSFORMER SEE ELECTRICAL PLANS ON JENSEN PRECAST CONCRETE

TRANSFORMER PAD DETAIL B9, SHEET CS502

39 CONSTRUCT TEMPORARY ELECTRICAL CONDUIT CONNECT MEDIUM VOLTAGE WITHIN EXISTING

MAHNOLE - SEE ELECTRICAL PLANS

40 CONSTRUCT TEMPORARY WATER CONNECTION - CONSTRUCT 1/2" COPPER PIPE BELOW GRADE 36"

MIN., TEE CONNECT TO EXISTING COPPER PIPE UNDER EXISTING MODULAR BUILDING

41 CONSTRUCT GENERATOR AND CONDUIT, CONNECT TO NEW MODULAR BUILDING - SEE ELECTRICAL

PLANS

LIMITS OF CONSTRUCTION

NTS

C8

PARKING LOT FACING E.R.

NTS

D8

E.R. FACING PARKING LOT

NTS

E5

PARKING LOT FACING EAST

LIMITS OF

CONSTRUCTION

PORTION OF

RAILING TO BE

REMOVED. WALL

TO REMAIN

P E

D E

S T

R

IA

N A

C C

E S

S T

O R

E M

A

IN

UP

TREE TO BE

REMOVED

PROVIDE

CONTINUOUS

ACCESS DURING

CONSTRUCTION

EXISTING STREETLIGHT

POLE TO BE REMOVED.

PEDESTAL TO REMAIN

Revisions: Date:

NOTE: NOT ALL KEYNOTES USED THIS SHEET

FOR TRENCH WIDTHS EXCEEDING 4' [1219mm] REFER TO VA

STANDARD DETAIL 32 12 16-02 "TYPE 2 UTILITY TRENCH PATCH".

FOR TRENCH WHERE PORTLAND CEMENT CONCRETE (PCC)

PAVEMENT EXISTS, REFER TO 32 12 16-03 "TYPE 3 UTILITY

TRENCH PATCH".

2" [50mm] MINIMUM OR THICKNESS OF EXISTING PAVEMENT

WHICHEVER IS GREATER.

BITUMINOUS SURFACE TREATMENT (CHIPSEAL) REQUIRED ONLY FOR

LONGITUDINAL TRENCHES WITH WIDTHS GREATER THAN 6'

[1829mm].

4" [100mm] MINIMUM ABC OR THICKNESS OF EXISTING GRANULAR

BASE COURSE MATERIALS (E.G. ABC & SELECT MATERIAL)

WHICHEVER IS GREATER.

REFER TO VA STANDARD DETAIL 32 12 16-04 "UTILITY TRENCH

PAVEMENT PATCH NOTES" (RIGHT) FOR ADDITIONAL INFORMATION.

SAW CUT EXISTING.

ASPHALT FULL

DEPTH BOTH SIDESTACK COAT

(TYP.)

EXISTING

PAVEMENT

4'-0" MAX.

[1219mm]

1'-0" MAX.

[305mm]

1'-0" MAX.

[305mm]

TRENCH

BACKFILL

ABC 100%

MIN.

COMPACTION

ASPHALTIC CONCRETE

GENERAL NOTES

1. MATERIAL AND COMPACTION REQUIREMENTS FOR PIPE BEDDING/SHADING SHALL BE IN

ACCORDANCE WITH THE SPECIFICATIONS FOR THE APPLICABLE UTILITY

PIPE.

2. TRENCH BACKFILL SHALL COMMENCE 1 FOOT [305mm] ABOVE THE TOP OF PIPE AND

SHALL BE PER SECTION 31 20 11

3. BACKFILL COMPACTION REQUIREMENTS SHALL BE PER SECTION 31 20 11

4. THE 1 FOOT [305mm] TRENCH "SHOULDER" AREAS SHALL BE DELETED FOR TYPE 2

TRENCHES.

5. ABC SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 32 12 16

6.

7.

ASPHALTIC TACK MATERIAL SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF

SECTION

32 12 16

8.

ASPHALTIC CONCRETE SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF

SECTION 32 12 16 FOR THE TYPE SPECIFIED.

BITUMINOUS SURFACE TREATMENT (CHIP SEAL) SHALL BE IN ACCORDANCE WITH THE

REQUIREMENTS OF SECTION 32 12 16 FOR THE TYPE SPECIFIED.

VA OFFICE OF CONSTRUCTION & FACILITIES MANAGEMENT

U.S. Department of Veterans Affairs

TRIPLE C - THE A/E GROUP, LLC(GENERAL CONTRACTOR)

REMODEL ED BEDS FOR OBSERVATION BEDS

PROJ. NO. 570-17-210

CL

PROJECT RENDERING

SITE CONSTRUCTION

SIGN

PLAN VIEW

2" x 4" FRAMING

4" x 6"POSTS

FACE

SITE SAFETY PLAN VIEW

2" x 4" FRAMING

4" x 6"POSTS

FACE

U.S. Department of Veterans Affairs

THIS PROJECT HAS WORKED

CL

000 DAYS

WITHOUT A LOST TIME ACCIDENT

THE LIFE YOU SAVE MAY BE YOUR OWN

GENERAL CONTRACTORS FIRM NAME

ZERO IN

ON

SAFETY

ALL VISIBLE SURFACES TO

BE

PRIMED AND PAINTED

SIGN ATTACHED TOGETHER

WITH

WOOD SCREW & LAG BOLTS

CHANGEABLE NUMBERS

FACE PANEL TO BE AN EXTERIOR GRADE.

MDO

SHEERT OR AN ALUMINU M SKIN LAMINATED

TO

A WOOD OR PLASTIC CORE IS PREFERRED

WITH EDGES PHYSICALLY SEALED.

4" x 4" POSTS

DEPTH & TYPE OF

FOOTING

DETERMINED BY EXISTING

SOIL CONDITIONS.

DEPTH & TYPE OF

FOOTING

DETERMINED BY EXISTING

SOIL CONDITIONS.

8'

1' 3'

1'

3'

8'

1 7/8" 3'-8 1/8" 2" 2"

3'-7 7/8" 2 1/8"

4'

8'

4"

4"

3' 3'

"1

4'

APPLICABLE NOTES FROM THE CURRENT IN-PLACE REQUIREMENTS FOR DEPARTMENT OF

VETERANS AFFAIRS FACILITIES:

"SITE DEVELOPMENT DESIGN MANUAL - FEBRUARY 2013"

5.2 GENERAL UTILITY DESIGN REQUIREMENTS

5.2.1 CLEARANCES AND CROSSINGS

THE A/E SHALL DESIGN THE SITE WITH THE FEWEST CROSSINGS OF UTILITIES POSSIBLE. THE

A/E SHALL CONSIDER THE FOLLOWING ORDER OF PRIORITY FOR UNDERGROUND FACILITIES:

● SANITARY SEWER

● STORM SEWER

● WATER MAIN

● OTHER UTILITIES

5.2.6 MINIMUM DEPTH OF COVER

INDICATE BY NOTES ON DRAWINGS OR DETAIL SECTION, THE MINIMUM DEPTH OF COVER

REQUIRED OVER EACH SPECIFIC UTILITY SYSTEM. ALL BURIED UTILITIES SHALL HAVE

UNDERGROUND DETECTABLE WARNING TAPE INSTALLED IN THE TRENCH.

● MINIMUM COVER FOR STORM SEWER LINES SHALL BE AT LEAST 2’-0” (600 MM) FROM FINISH

GRADES.

● TOP OF POTABLE WATER, CHILLED WATER, FUEL AND APPURTENANCES SHALL BE AT

LEAST 1’-0” (300 MM) BELOW FROST PENETRATION.

● THE MINIMUM DEPTH OF SANITARY SEWER LINES AT THE TERMINUS POINT SHALL BE 4’-0”

(1200MM). WHERE

PRACTICAL, TOP OF SEWERS SHALL BE AT LEAST 1’-0” (300 MM) BELOW FROST PENETRATION.

WHERE SUCH DEPTH BELOW IS NOT PRACTICAL, PROVIDE FREEZE PROTECTION AND/OR

SUPPORTING FOUNDATIONS TO A DEPTH BELOW THE FROST LINE AND SECURELY FASTEN

SEWER TO FOUNDATION.

5.2.7 UTILITIES DISTRIBUTION TYPE

THE UTILITY DISTRIBUTION TYPE SHALL BE DETERMINED ON A PROJECT BY PROJECT BASIS.

THE A/E MUST CONSIDER THE

EXISTING SITE CONDITIONS AND BUDGET WHEN DECIDING WHAT TYPE TO USE.

5.2.7.1 TRENCHES: GENERALLY, DO NOT INSTALL MORE THAN ONE UTILITY SYSTEM IN THE

SAME TRENCH. HOWEVER, DUE TO

SITE CONSTRAINTS AND VALUE ENGINEERING CONCEPTS, MULTIPLE UTILITIES IN THE SAME

TRENCH WILL BE EVALUATED BY THE

GOVERNMENT ON A PER CASE BASIS. PRIOR TO APPROVING ANY MULTIPLE LINE TRENCH,

THE A/E SHALL DOCUMENT THAT THE USE OF THE MULTIPLE LINE TRENCH WILL NOT

NEGATIVELY IMPACT THE UTILITY SYSTEM, ADEQUATE CLEARANCES ARE PROVIDED FOR THE

OPERATION AND MAINTENANCE OF THE SYSTEMS, AND THAT THE JOINT TRENCH WILL NOT

POSE ANY CONTRACTIBILITY CONSTRAINTS. THERE MUST BE A MINIMUM OF 12” (300 MM)

BETWEEN THE OUTSIDE DIAMETERS OF ALL PIPES TO OBTAIN THE REQUIRED COMPACTION.

5.2.8 HORIZONTAL CLEARANCE

THE HORIZONTAL CLEARANCE SHALL BE MEASURED BETWEEN THE OUTSIDE DIMENSION OF

THE PIPE, DUCT BANK, OR STRUCTURE.

5.2.8.1 WATER AND SANITARY SEWER:

MAINTAIN A HORIZONTAL CLEARANCE BETWEEN POTABLE WATER MAINS AND GRAVITY FLOW

SANITARY SEWER/SANITARY SEWER FORCE MAINS OF AT LEAST 10 FEET (3M). THE

HORIZONTAL CLEARANCE BETWEEN POTABLE WATER MAINS AND SANITARY SEWER MAINS

MAY BE REDUCED TO 6’-0” (1800 MM) WHEN: LOCAL CONDITIONS PREVENT A HORIZONTAL

CLEARANCE OF 10’-0” (3 M), THE WATER MAIN INVERT IS A MINIMUM OF 18” (450 MM) ABOVE

THE CROWN OF THE SEWER, AND THE WATER MAIN IS IN A TRENCH, SEPARATED BY

UNDISTURBED SOIL. WHEN THE SPECIFIED HORIZONTAL CLEARANCE CANNOT BE MET, THE

WATER MAIN SHALL BE CONSTRUCTED WITH MECHANICAL JOINT DUCTILE IRON PIPE PER

SPECIFICATION 33 10 00 – WATER UTILITIES, AND THE SANITARY SEWER SHALL BE

CONSTRUCTED WITH MECHANICAL JOINT PRESSURE RATED DUCTILE IRON PIPE PER

SPECIFICATION 33 30 00 – SANITARY SEWAGE UTILITIES. HORIZONTAL CLEARANCES SHALL

COMPLY WITH THE REQUIREMENTS OF THE STATE HEALTH DEPARTMENT, DEPARTMENT OF

ENVIRONMENTAL QUALITY, OR AGENCY GOVERNING THE FACILITY OF POTABLE WATER MAINS

AND SYSTEMS.

5.2.8.2 WATER AND CHILLED WATER:

MAINTAIN A HORIZONTAL CLEARANCE OF AT LEAST 6’-0” (1800MM) BETWEEN POTABLE WATER

MAINS AND RECLAIMED/REUSE AND CHILLED WATER MAINS.

5.2.8.3 WATER AND STORM SEWER:

MAINTAIN A HORIZONTAL CLEARANCE OF AT LEAST 5’-0” (1500MM) BETWEEN POTABLE WATER

MAINS AND STORM SEWERS.

5.2.8.4 DUCT BANKS AND PIPED UTILITIES:

MAINTAIN A HORIZONTAL CLEARANCE OF AT LEAST 3’-0” (900 MM) BETWEEN DUCT BANKS AND

PIPED UTILITIES.

5.2.9 VERTICAL CLEARANCE

THE VERTICAL CLEARANCE SHALL BE MEASURED BETWEEN THE OUTSIDE DIMENSION OF THE

PIPE, DUCT BANK, OR STRUCTURE. FOR INSULATED PIPING, THE CLEARANCE SHALL BE

MEASURED TO THE OUTSIDE OF THE INSULATION. AT UTILITY CROSSINGS WHERE ADEQUATE

COMPACTION OF THE BEDDING MATERIAL CANNOT BE OBTAINED, USE FLOWABLE FILL IN THE

ZONES WERE COMPACTION IS IMPOSSIBLE OR IMPRACTICAL.

● MAINTAIN A MINIMUM VERTICAL CLEARANCE OF AT LEAST 1’-0” (300 MM) BETWEEN ALL

UTILITIES AT CROSSINGS UNLESS

OTHERWISE SPECIFIED BELOW.

● AT CROSSINGS OF POTABLE WATER MAINS AND SANITARY SEWERS, STORM SEWERS,

FORCE MAINS, RECLAIMED/REUSE

MAINS, OR CHILLED WATER MAINS, WHERE THE POTABLE WATER MAIN CROSSES ABOVE THE

OTHER UTILITY, THE MINIMUM

VERTICAL SEPARATION SHALL BE 18” (450 MM), OR AS REQUIRED BY THE STATE HEALTH

DEPARTMENT, DEPARTMENT OF

ENVIRONMENTAL QUALITY, OR AGENCY GOVERNING THE FACILITY OF POTABLE WATER,

WHICHEVER IS GREATER.

● WHERE 18” (450 MM) CANNOT BE MAINTAINED OR WHERE POTABLE WATER LINES CROSS

UNDER GRAVITY SEWERS,

RECLAIMED/REUSE MAINS, OR CHILLED WATER MAINS, ADDITIONAL PROTECTION SHALL BE

PROVIDED AS REQUIRED BY THE AGENCY GOVERNING THE FACILITY OF POTABLE WATER.

ADDITIONAL PROTECTION SHALL CONSIST OF CONSTRUCTING BOTH PIPING SYSTEMS WITH

DUCTILE IRON PIPE WITH RESTRAINED MECHANICAL JOINTS OR USE OF CONCRETE

ENCASEMENT. THE ADDITIONAL PROTECTION SHALL EXTEND A MINIMUM DISTANCE OF 10’-0” (3

M) OUTSIDE THE LIMITS OF THE CROSSING.

● SANITARY SEWER FORCE MAINS SHALL ONLY CROSS UNDER POTABLE WATER MAINS WITH

A MINIMUM VERTICAL CLEARANCE OF 18” (450 MM). WHEN THE VERTICAL CLEARANCE

BETWEEN THE POTABLE WATER MAIN AND THE FORCE MAIN IS LESS THAN 18” (450 MM), BOTH

THE WATER MAIN AND THE FORCE MAIN SHALL BE CONSTRUCTED WITH RESTRAINED

MECHANICAL JOINT DUCTILE IRON PIPE AS INDICATED ABOVE FOR ADDITIONAL PROTECTION.

● THE PREFERRED VERTICAL CLEARANCE BETWEEN DUCT BANKS AND PIPED UTILITIES

SHALL BE 2’-0” (300 MM) AND THE

MINIMUM VERTICAL CLEARANCE SHALL BE 18” (450 MM).

● THE MINIMUM VERTICAL CLEARANCE TO ALL STEAM, PUMPED CONDENSATE, AND HOT

WATER, AND OTHER UTILITIES SHALL BE AT LEAST 18” (450 MM). WHEN THIS VERTICAL

CLEARANCE CANNOT BE MAINTAINED, THE INSULATION THICKNESS ON THE STEAM,

CONDENSATE, OR HOT WATER MAIN SHALL BE INCREASED BY 50%.

BACK OF CURB

PLAN

TYPICAL SECTION

FLOWLINE

WEAKENED

PLANE JOINTS

SEE STANDARD DRAWING

10' (TYP.) 10'

1"

17"

6"7"

NOTES:

1. 1" BATTER ON GUTTER FACE OPTIONAL.

2. WHERE LONGITUDINAL SLOPE IS LESS THAN

0.4%, THE FLOW LINE SHALL BE WATER

TESTED.

1/2" R

12"

6" 1"

1/4"

1" R

CONCRETE

1/2" R

1"

25"

1-1/2" 4-1/2"

4-1/2" 6"

1-1/2"

SEE

NOTE 1

NUMBER 234 1/2" EXPANSION JOINT AT ALL COLD JOINTS, AT

BEGINNING AND END OF RETURN AND AT 300'

MAX. INTERVALS FOR EXTRUDED CURB AND 30'

MAX. INTERVALS FOR FORMED CURB.

2" ASPHALTIC CONCRETE PAVEMENT,

1 LIFTS

6" AGGREGATE BASE COURSE MATERIAL

SUBGRADE PREPARED PER

GEOTECHNICAL

RECOMMENDATIONS

GRADE

2" CHECK VALVE WITH TRIM

2" GROOVED BUTTERFLY VALVE

WITH TAMPER SWITCH

THRUST BLOCK

4" X 2" GROOVED CONCENTRIC

REDUCER

2" FLOW SWITCH

6" ELECTRIC BELL, COORDINATE

LOCATION WITH MODULAR

MANUFACTURER

1" MAIN DRAIN

4-WAY BRACE

2" GROOVED SWING CHECK VALVE

2" SINGLE SNOOT FDC.

HYDRAULIC CALC

DATA PLATE

UNDERGROUND

SHOWN AT ANGLE FOR

CLARITY

1" INSPECTORS TEST VALVE TO A 1"

SIGHT GLASS WITH A RESTRICTING

ORIFICE EQUAL TO THE DISCHARGE

OF THE SMALLEST SPRINKLER

ORIFICE INSTALLED ON THE SYSTEM

BEING TESTED. DRAIN LINE TO

CONNECT INTO MAIN DRAIN LINE.

SLIP COUPLING

4" STAINLESS STEEL RISER

SPARE HEAD CABINET

W/EXTRA HEADS

AND APPROPRIATE HEAD

WRENCHES. LOCATE INSIDE

MODULAR, COORDINATE

LOCATION WITH MODULAR

MANUFACTURER

TO MODULAR SYSTEM

SPLASH BLOCK

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

Mechanical, Electrical and Plumbing:

B

IM

/5

-1

-2

E x p a n d

E D

B e d s

/5

-1

-2

.S

IT

E .r v t

/1

/2

:5

:5

A

M

CS501

CIVIL DETAIL SHEET 1

TRIPLE C - THE A-E GROUP

4401 Atlantic Avenue, Suite 200

Long Beach, CA 90807

562.452.7175

MAT PERKINS

REMODEL ED BEDS FOR

OBSERVATION BEDS

2615 E. CLINTON AVE., FRESNO, CA 93703

570-17-210

OPC

06/18/2021

100% FINAL

DOCUMENTS

NTS

C1

TRENCH DETAIL

NTS

F8

CONSTRUCTION AND SAFETY SIGN

UTILITY SEPERATION NOTES:

NTS

F1

VERTICAL CURB AND GUTTER

NTS

D3

ASPHALT PAVING

Revisions: Date:

1/8" = 1'-0" F3

MODULAR EXTERIOR FIRE RISER

TURLOCK IRRIGATION

DISTRICT

48" x 54" x 6"

TRANSFORMER PAD

SINGLE PHASE

U-2054-1

54"48"

15"

26"

11"

6"

58" 52"

1/2" THREADED

INSERTS

2 TOTAL

8"

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

Mechanical, Electrical and Plumbing:

B

IM

/5

-1

-2

E x p a n d

E D

B e d s

/5

-1

-2

.S

IT

E .r v t

/1

/2

:5

:5

A

M

CS502

CIVIL DETAIL SHEET 2

TRIPLE C - THE A-E GROUP

4401 Atlantic Avenue, Suite 200

Long Beach, CA 90807

562.452.7175

MAT PERKINS

REMODEL ED BEDS FOR

OBSERVATION BEDS

2615 E. CLINTON AVE., FRESNO, CA 93703

570-17-210

OPC

06/18/2021 M. PERKINS K.

STRUBLE

100% FINAL

DOCUMENTS

NTS

B9

TRNSFORMER PAD

GENERAL

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.

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

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

APPLICABLE REGULATORY AGENCIES, AND WITH PROJECT SPECIFICATIONS AND DRAWINGS.

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.

THE CONTRACTOR SHALL COMPLY WITH LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF

ANY PUBLIC AUTHORITY BEARING UPON THE PERFORMANCE OF THE WORK.

SUBJECT TO THE STRUCTURAL ENGINEER'S ACCEPTANCE, UTILIZE DETAILS FOR SIMILAR CONDITIONS WHEN

DETAILS FOR CONSTRUCTION ARE NOT INDICATED FOR A SPECIFIC CONDITION.

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.

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.

CONNECTIONS OF ALL TRADES 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.

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.

DO NOT SCALE DRAWINGS TO DETERMINE DIMENSIONAL INFORMATION.

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.

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.

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.

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.

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.

UNLESS NOTED OTHERWISE, ELEVATIONS ON THE DRAWINGS ARE RELATIVE TO THE ELEVATION OF THE FIRST FLOOR, WHICH IS PROJECT ELEVATION 0'-0". FOR EXISTING CONDITIONS, ALL REFERENCE ELEVATIONS ARE NOTED ON DRAWINGS AND NEED TO BE FIELD VERIFIED PRIOR TO START OF CONSTRUCTION.

DESIGN CRITERIA

ALL CONSTRUCTION SHALL CONFORM TO THE MORE RESTRICTIVE OF THE FOLLOWING CODES, THE MOST RECENT EDITIONS OF THE STANDARDS ADOPTED BY U.S. DEPARTMENT OF VERTERANS AFFAIRS (VA) OR THE AUTHORITY HAVING JURISDICTION AS REFERENCED THROUGHOUT THE STRUCTURAL

GENERAL NOTES, AND THE FOLLOWING DESIGN CRITERIA:

BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE WITH LOCAL AMENDMENTS

BUILDING OCCUPANCY CATEGORY (IBC TABLE 1604.5): IV

DESIGN DEAD LOADS: SELF-WEIGHT OF MATERIALS AND SYSTEMS

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

FLOORS: 100 PSF

WALKWAYS AND ELEVATED PLATFORMS (OTHER THAN EXIT WAYS): 60 PSF

DESIGN WIND LOADS:

LATERAL LOAD RESISTANCE SYSTEM (BUILDING CODE):

BASIC WIND SPEED: 115 MILES PER HOUR

WIND IMPORTANCE FACTOR, IW: 1.0

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: +0.18, -0.18

DESIGN SEISMIC LOADS:

SITE CLASS: D

SEISMIC IMPORTANCE FACTOR, IE: 1.5

MAPPED SPECTRAL RESPONSE ACCELERATION, SS: 0.634G

MAPPED SPECTRAL RESPONSE ACCELERATION, S1: 0.257G

SPECTRAL RESPONSE COEFFICIENT, SDS: 0.546G

SPECTRAL RESPONSE COEFFICIENT, SD1: 0.323G

SEISMIC DESIGN CATEGORY: D

ANALYSIS PROCEDURE USED: NONBUILDING STRUCTURALS (ASCE 7 SECTION 15)

NON-STRUCTURAL COMPONENTS: PER ASCE7 SECTION 13, THE SEISMIC DESIGN CATEGORY OF D

SEISMIC DESIGN REQUIREMENTS FOR MECHANICAL AND ELECTRICAL COMPONENTS, AND FOR

ARCHITECTURAL COMPONENTS WITH IMPORTANCE FACTORS OF 1.5. REFER TO RESPECTIVE

DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL INFORMATION.

MODIFICATIONS TO EXISTING CONSTRUCTION

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.

ANY EXISTING FINISHES REMOVED OR DAMAGED TO ACCOMPLISH ANY STRUCTURAL MODIFICATIONS SHALL BE REINSTATED AT THE COMPLETION OF MODIFICATION WORK, TYPICAL UNLESS NOTED OTHERWISE.

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

CONCRETE SURFACE SHALL BE FINISHED WITH EPOXY PAINT.

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.

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.

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.

ANY NEW STRUCTURAL STEEL REINFORCEMENT BEAMS ADJACENT TO NEW SLAB OPENINGS SHALL BE FULLY

INSTALLED PRIOR TO ANY CUTTING FOR THE OPENINGS.

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

TEMPORARILY OR AS INDICATED.

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.

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.

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.

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.

THE CONTRACTOR SHALL SUBMIT COORDINATED SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR

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

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.

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.

PROVIDE NON-SHRINK GROUT AS REQUIRED FOR FULL BEARING OF THE EXISTING SLAB ON THE NEW BEAMS, UNLESS NOTED OTHERWISE.

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.

POST-INSTALLED ANCHORS

CONCRETE MECHANICAL ANCHORS SHALL BE WEDGE EXPANSION TYPE, MADE OF STEEL, HILTI KWIK-BOLT TZ2 EXPANSION ANCHOR, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-1917) OR APPROVED EQUAL.

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. CONCRETE ADHESIVE ANCHORS LOCATED WITHIN CLEANROOMS SHALL BE HILTI HIT-HY 200-R ADHESIVE ANCHORAGE SYSTEMS, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-3187).

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

GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS OTHERWISE NOTED.

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.

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

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

INSTALLATION INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION SERVICES REPORT.

STRUCTURAL STEEL

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

EFFECT AT TIME OF BID.

INTERNATIONAL ACCREDITATION SERVICE, INC. (IAS) APPROVED FABRICATOR

AISC CERTIFIED FABRICATOR (STD)

AHJ CERTIFIED FABRICATOR

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

SUBMITTAL.

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).

STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATED ASTM STANDARDS:

WIDE FLANGES: ASTM A 992

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

CHANNELS AND ANGLES: ASTM A 36

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

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

OTHERWISE.

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

CONNECTIONS WITH OVERSIZED HOLES

CONNECTIONS WITH SLOTTED HOLES THAT ARE NOT PERPENDICULAR TO THE APPLIED

LOAD.

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.

ALL CONNECTION FORCES INDICATED ON THE DRAWINGS ARE FACTORED LOADS ACCORDING TO THE LOAD AND

RESISTANCE FACTOR DESIGN (LRFD) METHOD.

DETAILS OF SIMPLE SHEAR CONNECTIONS REQUIRED BY THE CONTRACT DOCUMENTS SHALL BE PROVIDED BY THE STRUCTURAL STEEL FABRICATOR AND INCLUDE COMPREHENSIVE ENGINEERING ANALYSIS BY A QUALIFIED PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. CONNECTION DETAILS MAY BE SELECTED OR COMPLETED USING SCHEMATIC DETAILS INDICATED ON THE DRAWINGS AND THE SECTIONS REGARDING CONNECTIONS IN THE AISC "MANUAL OF STEEL CONSTRUCTION" AND DESIGNED USING THE LRFD

METHOD TO WITHSTAND THE REACTION FORCES INDICATED.

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.

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.

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

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

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.

SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON STRUCTURAL DRAWINGS IS PROHIBITED WITHOUT PRIOR ACCEPTANCE BY CONTRACTING OFFICERS REPRESENTATIVE AND THE STRUCTURAL ENGINEER.

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 CONTRACTING OFFICERS REPRESENTATIVE AND STRUCTURAL ENGINEER.

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.

SEE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS. FOR FIREPROOFING PURPOSES, FRAMING SHALL BE CONSIDERED EITHER "UNRESTRAINED" OR “RESTRAINED” DEPENDING ON STRUCTURAL SYSTEM AS

DEFINED IN ASTM E 119 AND UL 263.

ALL STRUCTURAL STEEL EXCEPT EMBEDDED STEEL WHICH IS IN CONTACT WITH CONCRETE, STEEL TO BE FIREPROOFED, AND STEEL TO BE GALVANIZED SHALL BE CLEANED AND SHOP-PRIMED AS INDICATED IN THE PROJECT SPECIFICATIONS. SEE THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FINISH PAINTING

REQUIREMENTS.

UNLESS SPECIFICALLY SHOWN TO BE PAINTED, GALVANIZE ALL EXTERIOR STRUCTURAL STEEL. PROVIDE GALVANIZING AS INDICATED IN THE PROJECT SPECIFICATIONS. TOUCH-UP GALVANIZING WITH GALVANIZING REPAIR

PAINT AS INDICATED IN THE PROJECT SPECIFICATIONS.

COLD FORMED METAL FRAMING

ALL COLD-FORMED STEEL FRAMING SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR. ALL COLD- FORMED STEEL FRAMING SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. SUBMIT STAMPED SHOP DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD FOR APPROVAL INDICATING ALL COLD-FORMED STEEL MEMBERS, CONNECTIONS, FASTENERS, OPENINGS AND

OTHER COLD-FORMED STEEL RELATED ITEMS.

ALL COLD-FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURER’S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF AISI 100 “NORTH

AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”.

STEEL FOR 14 AND 16 GAGE STUDS AND JOISTS AND FOR ALL DIAGONAL TENSION STRAPS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. STEEL FOR ALL 18 AND 20 GAGE STUDS AND JOISTS AND FOR ALL GAGES OF TRACK, ACCESSORIES, AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI.

ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. UNLESS NOTED OTHERWISE, PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, BEAM BEARINGS, AND JOIST BEARINGS. DO NOT NOTCH FLANGES OF JOISTS OR STUDS.

ALL COLD-FORMED METAL FRAMING SHALL BE G60 GALVANIZED, TYPICAL. COLD-FORMED METAL FRAMING SUPPORTING ANCHORED VENEER AT EXTERIOR WALLS SHALL BE G90 GALVANIZED. ALL CONNECTION SCREWS

SHALL BE ZINC COATED.

ALL COLD-FORMED METAL FRAMING AND POWDER-DRIVEN FASTENERS SHALL BE ICC-APPROVED. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE-SHEET

STEEL" BY WELDERS EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL FRAMING WORK.

STUDS SHALL BE FASTENED TO TRACK WITH A MINIMUM OF (2) #10-16 SELF -DRILLING SCREWS WITH STUD

SECURELY INTO TRACK.

TRACK SHALL BE FASTENED TO STRUCTURAL STEEL WITH A MINIMUM OF 1/8" WELD EACH SIDE, 2" LONG

SPACED AT 32" OC OR (2) 0.145" DIA POWDER ACTUATED FASTENERS AT 16" OC.

TRACK SHALL BE FASTENED TO CONCRETE WITH A MINIMUM OF (2) 0.145" DIA POWDER ACTUATED FASTENERS THROUGH TRACK AT EACH STUD. PROVIDE 1 1/2" MINIMUM EMBEDMENT, 4” MINIMUM SPACING, AND 3” MINIMUM

CONCRETE EDGE DISTANCE.

MAINTAIN 3/4" MINIMUM DISTANCE BETWEEN CENTERS OF CONNECTION SCREWS AND 3/4" MINIMUM DISTANCE FROM THE CENTER OF SCREW TO EDGE OF CONNECTED PART. INSTALL FASTENERS FROM THINNER THROUGH

THICKER MATERIAL.

PROVIDE MECHANICAL BRIDGING AT INTERVALS NOT EXCEEDING 4'- 0" ON CENTER AT ALL COLD-FORMED

STEEL WALLS. BRIDGING SHALL BE IN PLACE PRIOR TO PLACING ANY LOADS ON THE WALL.

FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS SHALL NOT BE ALLOWED WITHOUT PRIOR WRITTEN

APPROVAL OF THE ENGINEER OF RECORD.

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

D COMPOSITE STEEL DECK / STEEL ROOF DECK / FORM DECK

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

LEGEND

CONCRETE WALL.

FOR THICKNESS AND REINFORCING SEE WALL SCHEDULE.

INDICATES LIMITS OF OPENING

ONLY LATEST REVISION IS "CLOUDED"

LETTERS OR NUMBERS INDICATE

ADDENDA/BULLETINS

KEYED NOTE SYMBOL

INDICATES WORK, DATUM OR

CONTROL POINT

RFI

POPULATE FIELD IF THE RFI NUMBER

NEEDS TO BE SHOWN

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

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Appr…