Attachment 11 - Structural Drawings.pdf

ZONE 4 ZONE 5

WALL COMPONENTS & CLADDING NET WIND PRESSURES (PSF)

REFERENCE: ASCE 7-16, FIG 30.1-1

ROOF TYPE: GABLE OR FLAT ROOF

a=3 FT

TRIBUTARY AREA (SQ FT.) TRIBUTARY AREA (SQ FT.)

10 500 10 500

+31 -34 +31+23 +23-26 -41 -26

ZONE 1 ZONE 2

ROOF COMPONENTS & CLADDING NET WIND PRESSURES (PSF)

REFERENCE: ASCE 7-16, FIG 30.3-2A

ROOF TYPE: GABLE OR FLAT ROOF

a=3 FT

TRIBUTARY AREA (SQ FT.) TRIBUTARY AREA (SQ FT.)

10 100 10 100

+13 -49 +13+10 +10-39 -65 -50

ZONE 3/OVERHANG

TRIBUTARY AREA (SQ FT.)

10 100

+13 +10-88 -61

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:0

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SS-001

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

CGW ATSFEB 04 2022

CONSTRUCTION

DOCUMENTS

GENERAL NOTES

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

SERVICE

GENERAL NOTES

1. THE NOTES ON THESE DRAWINGS ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES. INCONSISTENCIES BETWEEN THESE DRAWINGS AND THE SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH

THE AFFECTED PORTION OF THE WORK.

2. EDITIONS OF MATERIAL STANDARDS REFERENCED ON THIS DRAWING SHALL BE AS INDICATED IN THE

BUILDING CODES.

3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER PROJECT DRAWINGS AND SPECIFICATIONS. CONSULT ALL OTHER PROJECT DOCUMENTS FOR LOCATIONS AND DIMENSIONS OF OPENINGS, CHASES, INSERTS, REGLETS, SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON

STRUCTURAL DRAWINGS.

4. ALL DIMENSIONS, EXISTING CONDITIONS, AND AS-BUILT CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE

PROCEEDING WITH THE EFFECTED PART OF THE WORK.

5. SECTIONS AND DETAILS SHOWN ON ANY STRUCTURAL DRAWINGS SHALL BE CONSIDERED TYPICAL FOR SIMILAR CONDITIONS AS DETERMINED BY THE STRUCTURAL ENGINEER. THE STRUCTURAL ENGINEER

RESERVES THE RIGHT TO INTERPRET DETAILS TO ADDRESS OTHER PROJECT CONDITIONS.

6. ALL APPLICABLE FEDERAL, STATE, AND MUNICIPAL REGULATIONS SHALL BE FOLLOWED, INCLUDING THE

FEDERAL DEPARTMENT OF LABOR OCCUPATIONAL SAFETY AND HEALTH ACT.

7. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE ONLY AFTER THE STRUCTURAL WORK CONTAINED IN THE STRUCTURAL DRAWINGS IS COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, OR TIE-DOWNS. SUCH MATERIAL SHALL REMAIN THE PROPERTY OF THE

CONTRACTOR AFTER COMPLETION OF THE PROJECT.

8. REFERENCE THE PROJECT SPECIFICATIONS FOR SUBMITTAL AND TESTING REQUIREMENTS.

DESIGN LOADS

1. BUILDING CODE:

INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION

ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES, RISK CATEGORY II

VA H-18-8 SEISMIC DESIGN REQUIREMENTS

2. DESIGN FLOOR LIVE LOADS:

LOBBIES, FIRST FLOOR CORRIDORS, & PUBLIC AREAS

OFFICES & EXAM ROOMS

STAIR & EXIT WAYS

MECHANICAL ROOMS

LIVE LOAD HAVE BEEN REDUCED WHERE ALLOWED IN ACCORDANCE WITH

IBC 2021 SECTION 1607.10 AND ASCE 7-16 SECTION 4.7.

UNIFORM / CONCENTRATED

100 PSF / 2,000 LBS

80 PSF / 2,000 LBS

100 PSF / 1,000 LBS

150 PSF

3. DESIGN ROOF SNOW LOAD:

GROUND SNOW LOAD (Pg):

SNOW EXPOSURE FACTOR (Ce):

SNOW LOAD IMPORTANCE FACTOR (Is):

SNOW LOAD THERMAL FACTOR (Ct):

FLAT ROOF SNOW LOAD (Pf):

DRIFTS AND DRIFT WIDTHS HAVE BEEN INCLUDED IN ACCORDANCE

WITH ASCE 7-16 SECTION 7.7.

35 PSF

1.0 1.0 1.1

27 PSF

4. DESIGN WIND LOAD:

ULTIMATE DESIGN WIND SPEED (VULT):

NOMINAL DESIGN WIND SPEED (VASD):

WIND EXPOSURE:

INTERNAL PRESSURE COEFFICIENT:

COMPONENTS & CLADDING PER ASCE 7-16

125 MPH

86 MPH (MRI 25)

B ±0.18

SEE TABLES THIS SHEET

5. DESIGN SEISMIC LOADS:

EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC IMPORTANCE FACTOR (IE):

MAPPED SPECTRAL RESPONSE ACCELERATIONS:

SEISMIC SITE CLASS:

SPECTRAL RESPONSE COEFFICIENTS:

SEISMIC DESIGN CATEGORY:

BASIC STRUCTURAL SYSTEM:

BUILDING FRAME SYSTEM

BASIC SEISMIC FORCE RESISTING SYSTEM:

STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE (R-3)

RESPONSE MODIFICATION FACTOR (R):

SEISMIC RESPONSE COEFFICIENT (CS):

SEISMIC BASE SHEAR (V):

MAXIMUM INTERSTORY DRIFT:

1.0 Ss: 0.176 S1: 0.062 E

SDS: 0.281

SD1: 0.173

C

X: 3 Y: 3 X: 0.094 Y: 0.094

X: 135 KIPS

Y: 135 KIPS

0.02 x STORY HEIGHT

FOUNDATION NOTES (soil supported/pile supported)

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE DRAFT REPORT ENTITLED “EXPLORATIONS AND GEOTECHNICAL SERVICES, PROPOSED VAMC NEW MENTAL HEALTH BUILDING, PHASE 2, 830 CHALKSTONE AVENUE, PROVIDENCE, RHODE ISLAND”, PREPARED BY S.W. COLE ENGINEERING, INC., DATED 9/10/2021. THE RECOMMENDATIONS OF THE REPORT ARE PART OF THIS WORK. REFER TO THIS REPORT FOR

SPECIFIC RECOMMENDATIONS.

2. FOUNDATION DESIGN IS BASED ON SHALLOW SPREAD FOOTINGS BEARING ON IMPROVED SOILS, OR PILE

SUPPORTED WHERE SHOWN ON THE DRAWINGS, PER THE REQUIREMENTS OF THE GEOTECHNICAL

REPORT. REFER TO THIS REPORT FOR SPECIFIC BEARING RECOMMENDATIONS.

3. ALLOWABLE BEARING CAPACITY 4,000 PSF. ALLOWABLE PILE CAPACITY 40 TONS.

4. EXTEND BOTTOM OF EXTERIOR FOOTINGS AT LEAST 3.5 FEET BELOW THE FINAL EXTERIOR GRADE FOR

PROTECTION AGAINST FROST.

5. NO FILL FOR BUILDING SUPPORT SHALL BE PLACED UNTIL SUBGRADES HAVE BEEN OBSERVED AND

APPROVED BY THE GEOTECHNICAL ENGINEER.

6. REFERENCE THE GEOTECHNICAL REPORT FOR ALL EXCAVATION, BACKFILL, COMPACTION, CONSTRUCTION

DEWATERING AND PERMANENT DRAINAGE REQUIREMENTS.

7. NO BACKFILL SHALL BE PLACED AGAINST FOUNDATION WALLS RETAINING EARTH, UNLESS WALLS ARE

ADEQUATELY BRACED TO PREVENT MOVEMENT OR STRUCTURAL DAMAGE.

8. SOILS EXPOSED AT THE BASE OF ALL SATISFACTORY FOUNDATION EXCAVATIONS SHOULD BE PROTECTED AGAINST ANY DETRIMENTAL CHANGE IN CONDITION, SUCH AS DISTURBANCE FROM RAIN OR FROST.

SURFACE RUNOFF SHALL BE DRAINED AWAY FROM THE EXCAVATIONS AND NOT BE ALLOWED TO POND.

FOUNDATION EXCAVATIONS SHALL BE ADEQUATELY PROTECTED FROM RAINFALL OR FREEZING

CONDITIONS. GROUNDWATER SHOULD BE ANTICIPATED FOR EXCAVATIONS AND APPROPRIATE

DEWATERING MEASURES SHALL BE EMPLOYED.

9. EXCAVATIONS FOR BUILDING CONSTRUCTION SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.

BRACED EXCAVATIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF RHODE ISLAND. DO NOT UNDERMINE EXISTING FOUNDATIONS OF ANY ADJACENT STRUCTURES. REFER TO

THE GEOTECHNICAL REPORT FOR ADDITIONAL AND/OR MORE SPECIFIC REQUIREMENTS.

CONCRETE NOTES

1. CONCRETE WORK SHALL CONFORM TO THE ACI “MANUAL OF CONCRETE PRACTICE,” INCLUDING BUT NOT LIMITED TO ACI 318 “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE” AND ACI 301

“SPECIFICATIONS FOR STRUCTURAL CONCRETE."

2. CONCRETE FOUNDATIONS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3,500 PSI.

CONCRETE SLABS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3,000 PSI. EXTERIOR SLAB-ON-GRADE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 5,000 PSI. ADDITIONAL CONCRETE MIX PERFORMANCE DATA INCLUDING AIR CONTENT, WATER-CEMENT RATIO, AGGREGATE SIZE, SLUMP, ETC. HAS BEEN INCLUDED IN THE PROJECT SPECIFICATIONS. SEE THE SPECIFICATIONS FOR

ADDITIONAL REQUIREMENTS.

3. CONCRETE SHALL NOT BE PLACED IN WATER OR ON FROZEN GROUND.

4. REINFORCING BARS SHALL CONFORM TO ASTM A615 GRADE 60 DEFORMED BARS AND SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH ACI 315.

5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE PROVIDED IN FLAT SHEETS. LAP TWO

SQUARES AT ALL JOINTS AND TIE AT 3'-0" ON CENTER.

6. FIBER REINFORCEMENT SHALL BE TYPE II SYNTHETIC VIRGIN HOMOPOLYMER POLYPROPYLENE FIBERS

CONFORMING TO ASTM C1116.

7. MINIMUM CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL BE

AS FOLLOWS:

A. SURFACES CAST AGAINST AND PERMANENTLY IN CONTACT WITH EARTH, 3”

B. FORMED SURFACES IN CONTACT WITH EARTH OR EXPOSED TO WEATHER:

#5 BARS AND SMALLER, 1 1/2”

#6 THROUGH #11 BARS, 2”

C. SURFACES NOT IN CONTACT WITH EARTH OR EXPOSED TO WEATHER:

WALLS, SLABS, AND JOISTS #11 AND SMALLER, 1”

BEAMS, GIRDERS, AND COLUMNS; ALL REINFORCEMENT, 1 1/2"

8. REINFORCEMENT SHALL BE CONTINUOUS AROUND CORNERS AND AT INTERSECTIONS. PROVIDE LAPPED BARS AT NECESSARY SPLICES OR HOOKED BARS AT DISCONTINUOUS ENDS. SEE SCHEDULE FOR REQUIRED

REBAR LAP SPLICE LENGTHS.

9. WELDING OF REINFORCEMENT IS NOT PERMITTED, UNLESS SPECIFICALLY INDICATED.

10. CONSTRUCTION AND CONTRACTION JOINTS SHOWN ON DRAWINGS ARE MANDATORY. OMISSIONS, ADDITIONS, OR CHANGES SHALL NOT BE MADE EXCEPT WITH THE SUBMITTAL OF A WRITTEN REQUEST TOGETHER WITH DRAWINGS OF THE PROPOSED JOINT LOCATIONS FOR APPROVAL OF THE STRUCTURAL ENGINEER. WHERE JOINTS ARE NOT SHOWN, OR WHEN ALTERNATE LOCATIONS ARE PROPOSED, DRAWINGS SHOWING LOCATION OF CONSTRUCTION AND CONTRACTION JOINTS AND CONCRETE PLACING SEQUENCE SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO PREPARATION OF THE REINFORCEMENT SHOP DRAWINGS. CONCRETE SHALL BE PLACED WITHOUT HORIZONTAL CONSTRUCTION JOINTS EXCEPT WHERE SHOWN OR NOTED. VERTICAL CONSTRUCTION JOINTS AND STOPS IN CONCRETE BEAMS/GRADE BEAMS SHALL BE MADE AT MIDSPAN OR AT POINTS OF MINIMUM SHEAR, UNLESS NOTED

OTHERWISE.

11. SPACING OF CONSTRUCTION OR CONTRACTION JOINTS, UNLESS NOTED OTHERWISE SHALL BE AS FOLLOWS:

A. FOOTINGS AND WALLS:

MAX SPACING OF 40'-0” OR 15'-0” FROM ANY CORNER. A MINIMUM OF 72 HOURS SHALL ELAPSE BETWEEN ADJACENT CONCRETE PLACEMENTS. COORDINATE JOINT LOCATIONS WITH VENEER CONTROL JOINT

LOCATIONS WHEREVER POSSIBLE.

B. SLABS ON GRADE

MAX SPACING IN EACH DIRECTION OF 36xSLAB DEPTH. LIMIT PLAN ASPECT RATIOS TO 1.5.

12. ANCHOR RODS FOR STRUCTURAL STEEL ATTACHMENTS SHALL BE HEADED RODS CONFORMING TO ASTM

F1554, GRADE 36 KSI WELDABLE STEEL, UNLESS NOTED OTHERWISE ON DRAWINGS.

13. ALL GROUT BENEATH BASE PLATES & BEARING PLATES SHALL BE 5000-PSI (MIN) NON-SHRINK GROUT.

14. SLAB THICKNESSES INDICATED ON THE DRAWINGS ARE MINIMUMS. PROVIDE SUFFICIENT CONCRETE TO ACCOUNT FOR STRUCTURE DEFLECTION, SUBGRADE FLUCTUATIONS, AND TO OBTAIN THE SPECIFIED SLAB

ELEVATION AT THE FLATNESS AND LEVELNESS INDICATED.

15. PROVIDE A VAPOR RETARDER OVER A PREPARED SUB BASE AT ALL SLABS ON GRADE(U.N.O). REFERENCE ARCHITECTURAL DRAWINGS AND GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS AND VAPOR

RETARDER LOCATIONS.

16. FOR ALL OPENINGS IN CONCRETE WALLS AND SLABS, PROVIDE SUPPLEMENTAL REINFORCING AROUND

OPENING AS SHOWN IN THE TYPICAL DETAILS.

17. PROVIDE PVC SLEEVES WHERE PIPES PASS THROUGH EXTERIOR CONCRETE OR SLABS CAST ON GRADE.

ADJACENT SLEEVES SHALL BE SPACED A MINIMUM OF THREE DIAMETERS APART. NO PENETRATIONS SHALL

BE MADE THROUGH FOOTINGS WITHOUT WRITTEN PERMISSION FROM ENGINEER.

18. INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO THE SCHEDULED CONCRETE PLACEMENT. NOTIFY STRUCTURAL ENGINEER OF COMPLETION AT LEAST 24 HOURS PRIOR TO THE

SCHEDULED COMPLETION OF THE INSTALLATION OF REINFORCEMENT.

19. ALL ITEMS TO BE EMBEDDED INTO CONCRETE SHALL BE INSTALLED PRIOR TO PLACEMENT OF CONCRETE.

PROVIDE ADDITIONAL REINFORCEMENT AND/OR TEMPLATES AS REQUIRED TO ENSURE THE CORRECT POSITIONS OF EMBEDMENTS. "WET SETTING" OF EMBEDMENTS INTO CONCRETE IS STRICTLY PROHIBITED.

EMBEDMENTS INCLUDE, BUT NOT BY LIMITATION, REINFORCEMENT, REINFORCING DOWELS, EMBEDDED PLATES, ANCHOR RODS, ANCHOR INSERTS, SLEEVES, LOAD TRANSFER PLATES, DIAMOND DOWELS, AND

SHELF BULK HEADS.

MASONRY NOTES

1. MASONRY WORK SHALL CONFORM TO ACI 530.1 "BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR

MASONRY STRUCTURES."

2. ALL CONCRETE MASONRY UNITS IDENTIFIED ON THESE DRAWINGS FOR STRUCTURAL PURPOSES, INCLUDING BUT NOT BY LIMITATION, LOAD BEARING WALLS, STAIR SHAFTS, ELEVATOR SHAFTS, AND SHEAR WALLS, SHALL BE CONSTRUCTED FROM ASTM C90 NORMAL WEIGHT 2-CELL BLOCKS.

3. FIRE-RATED MASONRY UNITS SHALL BE PROVIDED WHERE REQUIRED BY THE ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS.

4. MINIMUM PRISM STRENGTH OF BLOCK SHALL BE F'M = 1500 PSI IN 28 DAYS.

5. MORTAR SHALL CONFORM TO ASTM SPECIFICATION C270, TYPE M OR S.

6. GROUT SHALL CONFORM TO ASTM-C476.

7. REINFORCING FOR BOND BEAMS, LINTEL BLOCKS AND VERTICAL WALL REINFORCING SHALL SHALL CONFORM

TO ASTM A615, GRADE 60.

8. SEE SCHEDULE FOR STANDARD LAP LENGTH OF GRADE 60 MASONRY REINFORCING BARS. WHERE INDICATED, SPLICE BARS WITH COUPLERS OR MECHANICAL DEVICES RATED FOR 125% THE BAR YIELD STRENGTH.

PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCEMENT PER THE TYPICAL DETAILS.

9. HORIZONTAL JOINT REINFORCING SHALL BE GALVANIZED LADDER-TYPE REINFORCING WITH 3/16” DIAMETER SIDE RODS AND 9 GAUGE CROSS TIES, U.N.O. REINFORCING SHALL BE PLACED IN MASONRY WALLS AT EVERY

SECOND BLOCK COURSE.

10. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND UNLESS OTHERWISE NOTED. PROVIDE FULL MORTAR COVERAGE ON ALL WEBS AND FACE SHELLS. PROVIDE CORNER BLOCKS AND END BLOCKS TO FINISH

ALL 90 DEGREE CORNERS AND WALL OPENINGS.

11. PROVIDE LINTELS AT WALL PENETRATIONS AS SHOWN IN THE LINTEL SCHEDULE.

12. GROUTING PROCEDURES SHALL CONFORM TO ACI 530.1. ALIGN CELLS TO MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CHASE. CELLS MUST BE KEPT CLEAN OF PROTRUSIONS OR FINS OF MORTAR. FILL CELLS OF MASONRY UNITS AND WALL CAVITIES WHERE INDICATED WITH 2,000 PSI GROUT. MAXIMUM GROUT LIFT WITHOUT CLEAN-OUTS SHALL BE 5'-0”. SUPPORT ALL VERTICAL BARS IN CENTER OF GROUTED CELLS

WITH VERTICAL BAR POSITIONER.

13. FIELD PENETRATIONS THROUGH BLOCK WALLS SHALL NOT BE MADE THROUGH BOND BEAMS, LINTELS, OR

GROUTED CELLS.

LINTELS

1. THE FOLLOWING LINTELS SHALL BE USED FOR BRICK MASONRY OPENINGS, U.N.O. ON DRAWINGS OR UNLESS

THERE IS A POINT LOAD IN VINCINITY OF LINTEL:

MASONRY OPENING LINTEL SIZE

UP TO 4'-0" L 4 x4 x 5/16

2. PROVIDE ONE ANGLE FOR EACH 4" WALL THICKNESS. FOR 6" WALL THICKNESS, PROVIDE WT OR BUILT-UP SECTION WITH PROPERTIES EQUAL TO OR GREATER THAN 1 1/2 TIMES THE ANGLES PROPERTIES FOR A 4"

WALL THICKNESS.

3. PROVIDE 8" OF BEARING AT EACH END OF ALL LINTELS.

4. ALL EXTERIOR LINTELS SHALL BE HOT-DIPPED GALVANIZED.

STRUCTURAL STEEL NOTES

1. STRUCTURAL STEEL DESIGN, DETAIL, FABRICATION, AND ERECTION SHALL CONFORM TO ANSI/AISC 360 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” AND TO ANSI/AISC303 “CODE OF STANDARD PRACTICE

FOR STEEL BUILDINGS AND BRIDGES."

2. STRUCTURAL STEEL SHAPES SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED OTHERWISE:

A. STEEL PLATES, SHAPES, AND BARS: ASTM A36

B. WIDE-FLANGE SECTIONS: ASTM A992

C. HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500 GR. C

D. PIPES: ASTM A53 GR. B

3. CONNECTION DESIGN FOR THIS PROJECT IS THE RESPONSIBILITY OF THE FABRICATOR. CONNECTION CALCULATIONS, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF RHODE ISLAND, SHALL BE SUBMITTED WITH THE SHOP DRAWINGS FOR THIS PROJECT. SEE THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. DESIGN AND DETAIL ALL CONNECTIONS ACCORDING TO AISC STANDARD CONNECTION TABLES. DESIGN STANDARD BEAM CONNECTIONS FOR THE MAXIMUM LOAD

CAPACITY OF THE MEMBER, U.N.O. ON THE SIMPLE SHEAR BEAM REACTION SCHEDULE.

4. BOLTED CONNECTIONS SHALL USE 3/4" ASTM F3125, GRADE A325, HIGH STRENGTH BOLTS (U.N.O.), EXCEPT WHERE SLIP CRITICAL CONNECTIONS ARE REQUIRED AND NOTED BY (SC) ON THE DRAWINGS OR AS

REQUIRED BY CONNECTION DESIGN.

5. ALL WELDING SHALL CONFORM TO AWS D1.1. ELECTRODES SHALL CONFORM TO AWS A5.1 E70XX SERIES

(U.N.O.) WITH PROPER ROD TO PRODUCE OPTIMUM WELD (LOW HYDROGEN).

6. SEE CONCRETE NOTES AND DRAWINGS FOR ANCHOR BOLT INFORMATION.

7. PROVIDE 1/4" THICK LEVELING PLATE AND 3/4” ± OF NON SHRINK GROUT UNDER ALL COLUMN BASE PLATES (U.N.O.). LEVELING PLATES SHALL BE SET AND GROUTED PRIOR TO ERECTING COLUMNS. LEVELING NUTS MAY

BE USED AS AN ALTERNATE PROVIDED BASEPLATES ARE SHIMMED IN ACCORDANCE WITH AISC

SPECIFICATIONS UNTIL SUCH TIME AS THE BASEPLATE IS GROUTED.

8. PROVIDE 3/8” MINIMUM STIFFENER PLATES EACH SIDE OF BEAM WEB AT BEAMS FRAMING OVER COLUMNS

AND AT BEAMS SUPPORTING COLUMNS ABOVE.

9. PROVIDE L 4 x 4 x 1/4 DECK SUPPORT ANGLE AS REQUIRED AT COLUMNS WHERE STRUCTURAL MEMBERS DO

NOT FRAME IN AT ALL FOUR SIDES.

10. COAT ALL COLUMNS, BASEPLATES, AND BRACE ELEMENTS ENCASED IN CONCRETE OR BELOW GRADE WITH BITUMINOUS MASTIC COATING. SUBMIT COATING TO ARCHITECT AND ENGINEER FOR APPROVAL.

11. PROVIDE ALL MISCELLANEOUS ANGLES, PLATES, ANCHOR BOLTS, ETC. SHOWN ON ARCHITECTURAL DRAWINGS. COORDINATE WITH MISCELLANEOUS METAL FABRICATOR TO ENSURE COMPLETE COVERAGE OF

ALL ITEMS.

12. ALL STAIR STRUCTURES AND RAILING ASSEMBLIES SHALL BE DESIGNED BY A SPECIALTY ENGINEER ENGAGED BY THE FABRICATOR. ALL DESIGNS SHALL MEET THE REQUIREMENTS OF THE INDICATED BUILDING

CODE. COORDINATE ALL DETAILS WITH THE ARCHITECTURAL DRAWINGS AND SUBMIT COMPLETE

FABRICATION DRAWINGS WITH ALL NECESSARY SUPPORTING ENGINEERING CALCULATIONS FOR REVIEW.

DRAWINGS AND CALCULATIONS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE

OF RHODE ISLAND.

METAL DECK

1. METAL DECK DESIGN, DETAIL, FABRICATION, AND ERECTION SHALL CONFORM TO THE STANDARDS OF THE

STEEL DECK INSTITUTE (SDI).

2. REFERENCE PROJECT SPECIFICATIONS FOR DECK ATTACHMENTS, PENETRATION REINFORCEMENT, AND

ACCESSORIES.

3. THE METAL DECK SHALL BE FORMED OF STEEL SHEETS CONFORMING TO THE FOLLOWING STANDARDS: G60 GALVANIZED ZINC COATING, ASTM A653, STRUCTURAL QUALITY, GRADE 33 OR HIGHER. IF INDICATED ON THE DRAWINGS TO BE FIELD PAINTED, PROVIDE GALVANIZED DECK THAT IS FACTORY PRIMED AND COMPATIBLE

WITH TOP COAT.

4. DECK TYPE, GAGE, AND DEPTH SHALL BE AS NOTED ON THE DRAWINGS. PROVIDE 3 SPAN CONDITIONS

MINIMUM (U.N.O.).

Revisions: Revision Description Date:

2-8

2-2 2-1 2-2.1

2-3

2-4

2-5

2-6

2-7 1'-2 5/8"

13'-0"

17'-0"

20'-0"

20'-0"

13'-0"

16'-11"

1'-1"

2-A

2-E

2-F

2-C

2-D

2-B

/8

/8

/8

14'-4 5/8" 3'-0 5/8"

105.00°

SB-303

F6

F6

F6

[TOF 68' - 6"]

F6

[TOF 68' - 6"]

F6

[TOF 68' - 6"]

F6

[TOF 66' - 6"]

F8

[TOF 64' - 6"]

PC-4

[TOF 71' - 6"]

P1

P2

P4

P2A

P3

P3

P3A

P3A

P5

PC-2A

SB-303

[TOF 64'-6"]

4" FIBER REINF SLAB

ON GRADE. T/SLAB EL

73'-0" U.N.O.

#5x24" LONG @24" O.C.

DOWELS E.F. INTO EXIST

FDN WALL. DRILL &

EPOXY W/ 8" EMBED MIN

SHADED REGION INDICATES AREA OF LIGHT-WGT

CELLULAR BACKFILL UP TO BOTTOM OF SLAB EL

(MAX UNIT WEIGHT 40 PCF). FILL TO BE PLACED

IN MAXIMUM 3'-0" LIFTS AND ALLOWED TO CURE

PRIOR TO PLACING NEXT LIFT

EXISTING PHASE 1 WALL

AND FOOTING (TYP)

REMOVE EXTENTS OF

EXISTING WALL FOOTING

TO INSTALL NEW PILECAP

(SEE SECT 7/SB-301 FOR

ADDL INFO)

B F

-2

BF-5

BF-4

E.5

E.9

STEP FTG

[T O

F

[TOF 68'-6"]

STEP FTG DOWN

ALIGN BOTTOM OF NEW GB

W/ BOT OF EXISTING FTG

H S S 5X

5X 1/

B P -A

H S S 5X

5X 3/

B P -A

S L-

H S S 5X

5X 1/

B P -A

S L-

H S S 6X

6X 1/

B P -A

S L-

H S S 6X

6X 3/

B P -A

S L-

H S S 5X

5X 3/

B P -C

H S S 6X

6X 3/

B P -B

H S S 6X

6X 3/

B P -C

S L-

H S S 6X

6X 3/

B P -B

S L-

H S S 6X

6X 3/

B P -B

S L-

H S S 5X

5X 3/

B P -B

S L-

H S S 5X5X3/8

B P

-ES

L-2

H S S 5X5X1/4

B P -A

PROVIDE STEM/SHELF FOR

MASONRY VENEER AT

PERIMETER FDN WALL (TYP)

F8

[TOF 72' - 4"]

MAT1

GB-1 (SLOPING)

GB-1 (SLOPING)

GB-1 (SLOPING)

G B

-1

S L O

P

IN

G

PC-3

[TOF 66' - 6"]

PC-3

[TOF 65' - 6"]

PC-3

[TOF 63' - 0"]

G B

-2

G B

-4

S L O

P

IN

G

GB-3 (SLOPING)

B F

-3

SB-301

SB-301

SB-302

SB-302

SB-302

GB-3

C.J. AT 10'-0"

O.C. MAX (TYP)

SB-303

1'-2 5/8"

1'-2 5/8"

/8

P=95K

P=85K

P=100K

P=65K

P=90K

/2

9'-6 3/8"

1'-1 5/8"

/8

SPAN DIRECTION OF 8" THICK

STRUCTURAL SLAB (SEE SECT 4

AND 5 DWG SB-302 FOR REINF)

SB-302

SB-302

{72'-4"}

{72'-4"}

{72'-4"}

HORIZ BARS #5@12"

O.C. E.F. THIS SPAN

(SEE 6/SB-302 FOR

ADDL INFO)

PROVIDE (3)#5x24" LONG

LAPPED DOWELS WITH

FOOTING BARS. DRILL &

EPOXY INTO FDN WALL AND

PIER W/ 4" EMBED MIN

P=110K

P=70K

P=65K

P=95K

P=155K

P=100K

F5

F5

F5

F6

F6

P=110K

P=75K

F5

P=120K

P=110K

P=115K

SB-302

6" 6"

6" 6"

SB-301

POUR SLAB AGAINST EXISTING

BUILDING FOUNDATION W/

BOND BREAK SEPARATION (SEE

ARCH FOR ADDL INFO)

SB-301

SB-302

REMOVE EXISTING CMU

INFILL IN CONCRETE

RETAINING WALL (SEE

NOTE 14 THIS DWG FOR

ADDL INFO)

C.J.

C.J.

C.J.

C .J

#4x24" SLAB

DOWELS AT TOP

(TYP WHERE

SHOWN)

C.J.

C .J

C .J

C .J

C .J

C .J

C .J

C .J

C .J

C .J

C .J

C.J.

C.J.

C.J.

#4 SLAB DOWEL

C .J

ALIGN TOP OF BEAM WITH

TOP OF PILE CAP AT SLOPING

GRADE BEAMS, TYP U.N.O.

ALIGN BOT OF GB-4 WITH

BOTTOM OF PILE CAP

SB-301

SB-301

T/ SHELF EL

71'-8"

T/ WALL EL

74'-3"

T/ SHELF EL

71'-8"

SB-301

P3

P3 {72'-4"}

F6

P3 {-0'-8"}

STEP DOWN BOTTOM OF

RETAINING WALL FTG 20" TO

MEET BOTTOM OF MAT FOTTING

P2

P2

P2

P2

1'-1 5/8"

/8

{72'-4"}

P4 (SIM)

EXTEND MAT BOTTOM REINF

6'-6" INTO RETAINING WALL FTG

(L.W. REINF ONLY)

[T O

F

PROVIDE FOOTING

REINF PER 1/SB-302

FOR GROUND IMPROVEMENT

DESIGN, SEE LOAD DIAGRAMS

THIS DWG FOR PRESSURES

AT RETAINING WALL

PERIMETER WALL LOAD =

2.5 K/FT AT 2-E AND 2-F

(FOR DESIGN OF GROUND

IMPROVEMENT)

NOTCH RET WALL FOOTING

AROUND PILE CAP

G B

-2

{83'-9"}

{83'-9"}

{83'-9"}

{83'-9"}

{83'-9"}

{83'-9"}

{83'-9"}

{85'-4"}

1. G.C. SHALL VERIFY IN FIELD ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION.

2. TOP OF SLAB ELEVATION 73'-0" U.N.O.

3. T.O.F [X'-XX"] INDICATES TOP OF FOOTING ELEVATION. T/FTG 72'-0" U.N.O. BY [T.O.F. X'-XX"]

4. F3, F4, ETC. INDICATES REINFORCED CONCRETE SPREAD FOOTING (SEE SCHED THIS DWG FOR ADDL INFO)

5. PC-2, PC-3, ETC INDICATES CONCRETE PILE CAP W/ 40-TON PIPE PILES (SEE DWG SB-303 FOR DETAILS).

6. GB-1, GB-2, ETC. INDICATES CONCRETE GRADE BEAM (SEE SCHED AND DETAIL DWG SB-303)

7. P1, P2, ETC. INDICATES REINFORCED CONCRETE PIER (SEE DWG SB-300 FOR DETAILS). TOP OF PIER EL 72'-0"

UNLESS INDICATED BY {X'-XX"}

8. BP-A, BP-B, ETC. INDICATES COLUMN BASEPLATE (SEE DWG SF-500 FOR DETAILS).

9. BF-1, BF-2, ETC INDICATES BRACE FRAME. SEE BRACED FRAME ELEVATIONS DWG SF-401.

10. C.J. INDICATES CONTRACTION/CONSTRUCTION JOINT (SEE TYP DETAILS SB-300).

11. S.K. INDICATES SHEAR KEY BONDOUT FOR SHEAR LUG (SEE SX AND BASEPLATE DETAILS SF-501)

12. GC COORDINATE UTILITY SERVICE ENTRANCES W/ CIVIL AND MEP DWGs. STEP WALL DOWN AND SLEEVE

UTILITIES THROUGH WALL W/ 6" MIN CLEAR FROM INVERT TO TOP OF FOOTING. PROVIDE SUPPLEMENTARY REINFORCEMENT AROUND SLEEVE OPENING PER TYP DETAIL SB-300. DO NOT SLEEVE THROUGH FOOTINGS.

13. P=XXX INDICATES FOOTING DESIGN LOAD TO BE CONSIDERED FOR GROUND IMPROVEMENT DESIGN. IN ADDITION, 80 PSF LIVE LOAD SHALL BE CONSIDERED OVER ENTIRE FLOOR. LOADS PROVIDED ARE PER ASCE 7

ASD LOAD COMBINATIONS. FOUNDATION WEIGHTS NOT INCLUDED IN DESIGN LOADS.

14. REMOVE EXISTING CMU INFILL. EXISTING CMU CONNECTED ON SIDES WITH THREADED REBAR COUPLERS.

DEMO BY KNOCKING OUT CMU BLOCKS, LEAVING SURROUNDING CONCRETE WALLS INTACT AND UNDAMAGED.

UNTHREAD OR CUT OFF DOWELS AFTER CMU HAS BEEN REMOVED.

FOUNDATION PLAN

3/16"=1'-0"

NOTES:

F4 4'-0"x4'-0"x1'-0" 4#5

F5 5'-0"x5'-0"x1'-2" 5#6

FOOTING

MARK

FOOTING

SIZE

REINF EACH WAY

BOT U.N.O.

FOOTING SCHEDULE

F6 6'-0"x6'-0"x1'-4" 6#7

F8 8'-0"x8'-0"x1'-8" 8#7

NOTE: AT RETAINING WALL FOOTING DESIGNATION IS FOR ADDITION

OF REBAR MAT ONLY.

AT MAT FOOTINGS, LONG WAY BARS SHALL HAVE TOP AND BOT

PRIORITY.

MAT1 Lx10'-0"x3'-0"

10#8 L.W BOT

10#6 L.W. TOP

#8@16" O.C. S.W. BOT

#6@16" O.C. S.W. BOT

13'-0" 6'-0"

SECT 1-2/SB-302 SECT 3/SB-302

2.0 KSF

1.6 KSF 1.0 KSF

2.0 KSF

RETAINING WALL DESIGN PRESSURES

(FOR GROUND IMPROVEMENT DESIGN)

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SB-101

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

EAR CGWFEB 04 2022

CONSTRUCTION

DOCUMENTS

LEVEL B/FOUNDATION PLAN

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

SERVICE

REF

M

IN

2' -0

M

IN

2'-0"

PLACE THIS PORTION

OF SLAB AFTER

SLAB ON GRADE CONTRACTION OR

CONSTRUCTION JOINT (TYP)

PREMOLDED JOINT

FILLER (TYP)

TYP INT COLUMN ISOLATION JOINT DETAIL

NOTE: FOR FOOTING SIZE &

REINF SEE SCHEDULE.

CONC SLAB ON GRADE

(SEE PLAN)

FILL POCKET W/CONC

COL (SEE PLAN)

CORNER BARS TO

MATCH HORIZ

REINF

CORNER INTERSECTION

DOWELS TO

MATCH HORIZ

REINF

TYP WALL REINF DETAILS

REF

16 db 16 db

(TYP)

40 db

(T Y

P d b

TYP OPENING IN WALL OR SLAB DETAIL

(TYP)

40 db

(T

YP)1'

-0

(T Y

P d b

ADDL #5 E.F.

@ RECT OPNG

#5 E.F. (TYP 4 SIDES)

TYP CONSTRUCTION JOINT IN WALL

TYP HORIZ REINF

(EXTEND FOR

SPLICE)

SEE TABLE

LAP

PROVIDE 3/4" CHAMFER

STRIP EA SIDE

(S E

E P

L A

N

1 1/2" x3 1/2" KEYWAY

FULL HEIGHT OF WALL

1 1/2"x3 1/2" KEY t t

2t 2t

TYP SLAB ON GRADE CONST JOINT DETAIL

TYP SLAB DETAIL U.N.O.

CONC SLAB ON GRADE. ALL SLABS ON

GRADE ARE TO BE CURED PER THE

SPECIFICATIONS.

1 1/4" DEEP, EARLY

ENTRY SAWCUT

(S E

E P

L A

N

SLAB ON GRADE CONTRACTION

JOINT DETAIL U.N.O.

8"

(S E

E P

L A

N

(S E

E P

L A

N

(S E

E P

L A

N

1#4

TYP SLAB ON GRADE

DEPRESSION DETAIL

N.T.S.

N.T.S.

N.T.S. t = SLAB THICKNESS

N.T.S.

N.T.S.

N.T.S. N.T.S.

(S E

E P

L A

N

TYP REINF

TYP CONTRACTION

JOINT IN WALL

N.T.S.

REF

REF

TYP INTERIOR FOOTING DETAIL U.N.O.

N.T.S.

SEE SOILS REPORT &

EARTHWORK SPEC FOR

UNDERSLAB PREPARATION

VAPOR BARRIER (SEE ARCH)

BAR SIZE

LAP LENGTH

3,500 PSI

REBAR LAP SPLICE TABLE

#3

#4

#5

#6

#7

#8

30"

36"

48"

56"

81"

93"

5,000 PSI

24"

32"

42"

48"

72"

80" t

NOTE: FOR ADDL INFO

SEE FDN WALL SECTIONS

#4 @ 16" O.C.

48"

24"

TYPICAL SLAB DETAIL AT DOOR

t

N.T.S. t = SLAB THICKNESS t

2t

1'-0" MIN

MATCH FOOTING

REINF

TYP STEP FOOTING DETAIL

N.T.S. t=FOOTING THICKNESS

(TYP)

LAP LENGTH

WALL DWLS (WHERE

PRESENT) TO EXTEND

TO BOT BARS (TYP)

(TYP)

LAP LENGTH

REVEAL JOINT IN FORM, EA

SIDE (SEE CONC SPECS)

REF

REF

P1

8#6 VERT

W/MATCHING DWLS

#3 TIES: 3@3" O.C. AT

TOP, BAL @12" O.C.

/8

1'-2 5/8"

NOTES:

1. WALL REINF NOT SHOWN FOR CLARITY. U.N.O.

2. INDICATES FDN WALL SHELF. SEE PLANS AND

WALL SECTIONS FOR ADDL INFO.

3. OMIT TOP CROSS TIES AT SHEAR KEYS. PERIMETER

TIES TO REMAIN.

PIER DETAILS

1/2"=1'-0"

P2/P2A10"

REF

REF

8#6 VERT

W/MATCHING DWLS

#3 TIES: 3@3" O.C. AT

TOP, BAL @12" O.C.

9"9"

"1

/8

A T

P A

/8

1'-6"

N.T.S.

REF

REF

8" 8"

1'-10" @ P3A

1'-4"

/8

4#6 VERT

W/MATCHING DOWELS#4 TIES: 2@3" O.C.

TOP, BAL @12" O.C.

P3/P3A

TYP EXT COLUMN ISOLATION JOINT DETAIL

' -0

CONTRACTION OR

CONSTRUCTION JOINT (TYP)

PREMOLDED JOINT FILLER (TYP)

PLACE THIS PORTION

OF SLAB AFTER

SLAB ON GRADE

INSIDE FACE

OF FDN WALL

N.T.S.

SEE PLAN

TOOL EDGE (TYP)

#4 DRILL & EPOXY

(3" EMBED) INTO

SLAB EA CORNER

ROUGHEN SURFACE TO 1/4"

AMPLITUDE & APPLY BONDING

AGENT PRIOR TO PLACING

NEW CONCRETE

#3@12" E.W. FOR T < 4"

#4@12" E.W. FOR T > 4"

NOTE: COORD PAD SIZE WITH MEP

CONTRACTOR BASED ON ACTUAL

EQUIPMENT SELECTION.

TYP EQUIPMENT HOUSEKEEPING PAD DETAIL

N.T.S.

(S E

E M

E C

H

V A

R

IE

S

RIGID INSULATION (SEE ARCH)

REF

(S E

E P

L A

N

REF

REF

P4

8#6 VERT

W/MATCHING DWLS

#3 TIES: 3@3" O.C. AT

TOP, BAL @12" O.C.

1'-1 5/8"

/8

9" 9"

1'-6"

1'-10"

BONDOUT STEM/WALL

FOR BASEPLATE

BONDOUT STEM/WALL

FOR BASEPLATE

BONDOUT STEM/WALL

FOR BASEPLATE

BONDOUT STEM/WALL

FOR BASEPLATE

7" 1'-0"

1'-7"

1'-2 5/8"

/8

8#6 VERT

W/MATCHING DWLS

#3 TIES: 3@3" O.C. AT

TOP, BAL @12" O.C.

BONDOUT STEM

FOR BASEPLATE

P5

OPENING

WALL TYPE W1 SECTION (TYP, U.N.O.)

N.T.S.

JOINT REINF @ 16" O.C.

BTWN BOND BEAMS

(TYP)

#5@32" O.C. (TYP U.N.O.)

NOTES:

1. COORDINATE BOND BEAM LOCATIONS WITH

DOOR LOCATIONS. PROVIDE CONTINUOUS

BOND BEAMS WHENEVER POSSIBLE.

2. SUBMIT MASONRY REINFORCING SHOP

DRAWINGS FOR REVIEW. SEE THE GENERAL

NOTES & SPECIFICATIONS FOR SPECIFIC

REQUIREMENTS.

3. PROVIDE CORNER BARS FOR BOND BEAM

REINF W/30" LAP.

4. W1 WALL TYP APPLIES TO ALL 6" AND 8" REINF

CMU WALLS U.N.O.

CMU LINTEL SCHEDULE (U.N.O.)

CLEAR SPAN

3'-6"+ - 6'-0"

WIDTH

8" 8"

DEPTH

2#5 CONT

REINF

8" 16" 2#5 CONT6'-0" - 12'-0"

NOTE: SEE SECTIONS &

DETAILS FOR ADDL CMU

REQMNTS

AT FREE END

TYP PLAN DETAILS AT CMU WALLS

N.T.S.

AT CORNER

NOTES:

1. PROVIDE LADUR TIE HORIZ REINF @16" O.C. U.N.O.

2. PROVIDE MATCHING CORNER & INTERSECTION DOWELS AT ALL

BOND BEAMS.

3. ALL REINFORCED CELLS ARE TO BE FULLY GROUTED.

4. PROVIDE 30" MIN LAP SPLICES.

5. PROVIDE LINTELS ABOVE ALL OPENINGS PER THE SCHEDULE.

EXTEND BEYOND EDGE OF OPENING.

3#5

#5@32" O.C.

(TYP)

#5 E.S. OF OPENING (TYP )

NOTE: PROVIDE SOLID

GROUTED WALLS

WHERE INDICATED

(TYP)

2 5/8"

16"

BEARING LENGTH AT ENDS

16"

< 3'-6" 8" 8" 2#5 CONT 8"

WALL TYPE W2 SECTION

N.T.S.

JOINT REINF @ 16" O.C.

BTWN BOND BEAMS

(TYP)

#5@32" O.C. (TYP U.N.O.)

NOTES:

1. SEE W1 WALL FOR ADDL

REQUIREMENTS

BOND BEAMS W/2#5 CONT.

-LOCATE AT 32" O.C.

GROUT ALL CELLS

SOLID AT WALL W2 (TYP)

2 5/8"

BOND BEAMS W/2#5 CONT.

-U.N.O., LOCATE AT FLOOR LEVELS,

MID-HEIGHT BETWEEN FLOORS &

TOP OF WALL (TYP)

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SB-300

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

CGW ATSFEB 04 2022

CONSTRUCTION

DOCUMENTS

TYPICAL FOUNDATION DETAILS

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

REF

T/FTG EL

(SEE PLAN)

T/SLAB EL

(SEE ARCH) T/SLAB EL

(SEE PLAN)

REF

T/SHELF EL

(SEE PLAN)

T/SLAB EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

"3

(M

IN

) SHELF

8"

FIN GRADE (SEE

SITE/CIVIL)

WALL SYSTEM (SEE ARCH)

#5@24" O.C. HORIZ E.F.

3#5 CONT

#4@24" O.C. VERT E.F.

W/HOOKS IN FTG

2'-0"

(SEE PLAN)

F.O. FDN

CONC SLAB ON GRADE

(SEE PLAN)

PERIMETER FDN DRAIN

(SEE CIVIL DWGS) TYP

WHERE SHOWN ON THIS

DWG

RIGID INSUL (SEE ARCH)

6"

1'-2" 5"5"

#5@24" O.C. CONT IN STEM

SUBBASE PER THE

REQUIREMENTS OF THE

GEOTECH REPORT (TYP

ALL DETAILS THIS DWG).

(M

IN

FIN GRADE (SEE

SITE/CIVIL)

WALL SYSTEM (SEE ARCH)

(SEE PLAN)

F.O. FDN

REINF CONC PIER (SEE

PIER DETAILS DWG SB-300)

SLAB BONDOUT AT COL

HSS COL (SEE PLAN)

FOR FTG SIZE &

REINF (SEE PLAN)

CONC SLAB ON GRADE

(SEE PLAN)

RIGID INSUL (SEE PLAN)

SHELF

8"

(SEE PLAN)

F.O. FDN

8" 8" 8"

2'-0"

(M

IN

SEE SECTION 1 FOR

ADDITIONAL INFO

3#5 CONT

#5@24" O.C.

HORIZ

#4@48" O.C.

VERT W/ALT

HOOKS IN FTG

C L R

/2

CONC SLAB ON GRADE W/ NON-

SLIP BROOM FINISH (SEE PLAN).

PROVIDE TOOLED EDGES AND

JOINTS WHERE EXPOSED TO VIEW

DOOR (SEE ARCH)

SLOPE

(SEE CIVIL)

#4@16" O.C. E.W.

COMPACTED

STRUCT FILL

#4 SLAB DOWELS

@16" O.C. (TYP AT

PERIMETER)

24"

CONC FILLED STAIR PANS AT

LANDING (SEE ARCH). GC

COORD T/STEM WALL W/ FINAL

STAIR DESIGN

L A

P

GROUT ALL CELLS BELOW

GRADE SOLID FOR FULL

LENGTH OF WALL

2'-0"

EQ EQ

3#5

HAUNCH SLAB

DOWN AT DOORS

CONC SLAB ON

GRADE (TYP,

SEE PLAN)

#5@32" O.C. DOWELS IN FTG

W/ STD HOOKS, LAPPED W/

CMU VERT REINF

BOND BREAK, TYP

(SEE PLAN)

PL 3/4x1'-2" (SEE PLAN

DETAIL THIS DWG)

(S E

E S

C H

E D

L A

P

GRADE (SEE CIVIL)

#5@12" O.C. VERT I.F.

#4@24" O.C. VERT O.F.

#5@24" O.C. E.F. HORIZ

REINF CONC GRADE BEAM

(SEE PLAN AND SCHED)

/4

SEE PLAN

F.O. FDN

CURTAIN WALL

(SEE ARCH)

8" 6"

1'-0 5/8"

FIN PL1/2x4x0'-10" EA SIDE

W/ (2)1/2"Ø THRU-RODS.

PROVIDE (2) PLATES PER

PIECE

5/16

TYP

3/16

TYP

PLAN DETAIL

CURTAIN WALL PLATE

2"

TYP

2'-0" MAX 2"

GAP BETWEEN PLs TO

ALLOW FOR GROUTING OF

CAVITY BELOW (COORD W/

ARCH DETAILS)

VENEER

CW PLATE

(TYP)

EXISTING CONC

SLAB

EXISTING CONC

WALL BEYONDCONC SLAB ON GRADE. ADJUST

ELEVATION AS REQD TO MATCH

EXISTING AT DOOR

#4x16" LG @24" O.C. DOWELS.

DRILL & EPOXY INTO EXISTING

SLAB W/ 4" EMBED MIN

CONT #4

M

IN6

EXIST FTG

CHIP DOWN EXIST

STEM WALL AS

SHOWN

PER SB-303

PILE CAP LENGTH

E M

B E

D

C L R

SLOPE BOTTOM OF CONCRETE

UP TO ALIGN WITH BOTTOM OF

EXISTING FOOTING (TYP)

PILE CAP REINF (SEE

SB-303 FOR DETAILS)

PILE (TYP)

APPROX EXTENTS OF EXIST FOOTING REMOVAL

DASHED LINE

INDICATES EXTENTS OF

EXISTING FTG BEYOND

EXIST FTG (TYP)

1'-3"

FIN GRADE (SEE

SITE/CIVIL)

WALL SYSTEM (SEE ARCH)

#5@24" O.C. HORIZ E.F.

#5@16" O.C. VERT E.F.

W/HOOKS IN FTG

2'-0"

4 1/2"4 1/2"

(SEE PLAN)

F.O. FDN

SHELF

8" 7"

#5@24" O.C. HORIZ

8" REINF CMU W/ MATCHING

DWLS (SEE TYP CMU

DETAILS DWG SB-300)

G.C. NOTE: POSITION OF VERT

REINF 2 1/2" FROM INSIDE FACE

#5x60" LONG CMU

DOWEL W/ 2'-6" EMBED,

LAPPED W/ CMU VERT

REINF

SEE SECT 1 THIS

DWG FOR ADDL INFO

(M

IN

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SB-301

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

CGW ATSFEB 04 2022

CONSTRUCTION

DOCUMENTS

FOUNDATION SECTIONS &

DETAILS

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

SERVICE

SCALE: 1/2" = 1'-0"

SB-301/SECT 1

SCALE: 1/2" = 1'-0"

SB-301/SECT 2

SCALE: 1/2" = 1'-0"

SB-301/SECT 3

SCALE: 1/2" = 1'-0"

SB-301/SECT 4

SCALE: 1/2" = 1'-0"

SB-301/SECT 5

SCALE: 1/2" = 1'-0"

SB-301/SECT 7

SCALE: 1/2" = 1'-0"

SB-301/SECT 8

SCALE: 1/2" = 1'-0"

SB-301/SECT 6

T/SLAB EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

REF

LEVEL EL

(SEE PLAN)

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/PIER EL

(SEE PLAN)

T/STEEL EL

(SEE PLAN)

REF

REF

T/SHELF EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/GRADE BM

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/PILE CAP

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

LEVEL EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

1'-2"

FIN GRADE (SEE

SITE/CIVIL)

WALL SYSTEM (SEE ARCH)

CONT BOND BREAKER

(SEE ARCH)

#5@24" O.C. HORIZ E.F.

3#5 CONT BOT

#5@16" O.C. VERT I.F.

13'-0"

CONC SLAB ON GRADE

(SEE PLAN)

PERIMETER FDN DRAIN

(SEE CIVIL DWGS), TYP

WHERE SHOWN THIS

DWG

RIGID INSUL (SEE ARCH)

3'-0"8'-10"

SEE PLAN

CONC SLAB ON STL

DECK (SEE PLAN)

SHELF

8" 6"

RIGID INSUL &

WATERPROOFING

(SEE ARCH)

#6@8" O.C. VERT O.F.

W/HOOKS IN FTG.

12#5 CONT TOP

#6@8" O.C. TOP

#5 CONT

SUBBASE PER THE

REQMNTS OF THE

GEOTECH REPORT (TYP AT

ALL SECTIONS THIS DWG)

CONT L4x4x3/8 W/ 1/2"Ø EXPANSION

ANCHORS W/ 4" EMBED @16" O.C.

W.W.F (SEE PLAN)

2" 3"

6"

3/8" END PL,

FULLY WELDED

3/4"x5 BM BRG PL (PL

LENGTH = BEAM WIDTH

+ 6") W/ (2) 3/4"Ø GR 36

HEADED ANCHOR

RODS W/ 8" EMBED

3/16

3/16

3/4" NON-SHRINK

GROUT

DETAIL AT BEAM POCKET

REINF CONC PIER (SEE PIER

DETAILS DWG SB-300)

COL (SEE DWG PLANS)

WALL SYSTEM

(SEE ARCH)

1'-2 5/8"

CONT BOND BREAKER

(SEE ARCH)

CONC SLAB ON GRADE

(SEE PLAN)

RIGID INSUL (SEE ARCH)

FIN GRADE

(SEE SITE/CIVIL)

13'-0"

SEE SECTION 1, THIS

DWG FOR ADDL INFO

8'-10"

COLUMN FOOTING REINF

(SEE PLAN AND SCHED)

(SEE PLAN)

F.O. FDN

SHELF

8"

STEM

1'-0"

#6@12" O.C. HORIZ E.F.

#5@24" O.C. VERT E.F.

PROVIDE MATCHING

DOWELS IN GRADE

BEAM AT O.F.

ADDL #5@24" O.C.

E.W. O.F.

CELLULAR BACKFILL. PLACE

BACKFILL IN LIFTS AND ALLOW

TO CURE (SEE PLAN)

COMPACTED STRUCT FILL UP TO

T/GRADE BEAM EL

GRADE (SEE

CIVIL)

REINF CONC GRADE

BEAM (SEE PLAN AND

SCHED)

#5 SLAB DOWEL @12" O.C. TOP

INSUL (SEE ARCH)

WALL SYSTEM (SEE

ARCH)

6"

C L R

C L R

STRUCTURAL SLAB

#5@12" O.C. BOTTOM PARALLEL TO

SLAB SPAN DIRECTION AND #4@12"

O.C. BOTTOM PERPENDICULAR TO

SPAN DIRECTION (SEE PLAN)

48"

24"

(S E

E S

C H

E D

L A

P

MATCHING VERT DOWEL IN

GRADE BEAM

CONC PILECAP (SEE

TYP DETAILS)

GRADE (SEE CIVIL)

STRUCTURAL SLAB (SEE SECT

4 THIS DWG FOR ADDL INFO)

WALL SYSTEM (SEE

ARCH)

PILE (TYP)

E M

B E

D

C L R

EXTEND GRADE BEAM TOP AND MIDDLE

BARS INTO PILE CAP 3'-0" MIN

EXTEND GRADE BEAM BOTTOM BARS

INTO PILE CAP 6" MIN

LAP GRADE BEAM REINF W/

DOWELS E.F. PROVIDE STD

HOOKS IN WALL/FOOTING

12" THICK BUTTRESS WALL

BEYOND. BACKFILL BETWEEN

BUTRESS WALLS W/ CELLULAR FILL

(SEE PLAN FOR ADDL INFO)

PROVIDE STD HOOKS FOR

BUTRESS WALL HORIZ REINF IN

PIER E.F. (TYP)

#4 SLAB DOWELS @24" O.C. E.F.

AT BUTTRESS WALLS

24"

24"

#6@12" O.C. VERT E.F.

1'-2" 1'-0" 7'-10"

10'-0"

#5@24" O.C. HORIZ E.F.

#5@12" O.C.

8#5 AS SHOWN

REINF CONC PIER W/ TIES (SEE

PLAN AND TYP DETAILS)

HSS COL W/ BASEPLATE AND

ANCHOR RODS (SEE TYP

DETAILS)

#5 SLAB DOWEL @12" O.C.

PROVIDE (2) #5 SLAB DOWELS

EITHER SIDE OF COLUMN (SEE

SECT 4 FOR DOWEL SIZE)

#4x16" LG @24" O.C.

DOWELS, DRILL & EPOXY

W/ 6" EMBED MIN

#4 CONT

48"

24"

1'-3"

FIN GRADE (SEE

SITE/CIVIL)

WALL SYSTEM (SEE ARCH)

CONT BOND BREAKER

(SEE ARCH)

#5@24" O.C. HORIZ E.F.

2#5 CONT BOT

#5@16" O.C. VERT I.F.

W/HOOKS IN FTG

6'-0"

CONC SLAB ON GRADE

(SEE PLAN)

RIGID INSUL (SEE ARCH)

1'-0"3'-9"

(SEE PLAN)

F.O. FDN

SHELF

8" 7"

RIGID INSUL &

WATERPROOFING

(SEE ARCH)

#6@8" O.C. VERT O.F.

4#5 CONT TOP

#5@8" O.C. TOP

#5@24" O.C. HORIZ

8" REINF CMU W/ MATCHING

DWLS (SEE TYP CMU

DETAILS DWG SB-300)

G.C. NOTE: POSITION OF VERT

REINF 2 1/2" FROM INSIDE FACE

2 1/2"

#5x60" LONG CMU

DOWEL W/ 2'-6" EMBED,

LAPPED W/ CMU VERT

REINF

FIN GRADE (SEE

SITE/CIVIL)

CURTAIN WALL (SEE ARCH)

#5@12" O.C. HORIZ E.F.

CONC SLAB ON MTL

DECK (SEE PLAN)

SHELF

8" 6"

CONT L4x4x3/8 W/ 1/2"Ø EXPANSION

ANCHORS W/ 4" EMBED @16" O.C.

SEE SECT 1 THIS

DWG FOR ADDL INFO

MATCHING DOWEL IN

GRADE BEAM LAPPED

W/ VERT REINF

REINF CONC GRADE

BEAM (SEE PLAN AND

SCHED)

L A

P

S E

E S

C H

E D

CONC SLAB ON GRADE

(SEE SECT 1 THIS DWG

FOR ADDL INFO)

SEE SECT 5/SB-301

FOR CURTAIN WALL

SUPPORT PL

DETAILS

1'-0 5/8"

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SB-302

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

CGW ATSFEB 04 2022

CONSTRUCTION

DOCUMENTS

FOUNDATION SECTIONS &

DETAILS

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

SERVICE

SCALE: 1/2" = 1'-0"

SB-302/SECT 1

SCALE: 1/2" = 1'-0"

SB-302/SECT 2

SCALE: 1/2" = 1'-0"

SB-302/SECT 4

SCALE: 1/2" = 1'-0"

SB-302/SECT 5

SCALE: 1/2" = 1'-0"

SB-302/SECT 3

SCALE: 1/2" = 1'-0"

SB-302/SECT 6

R E

F

REF

R E

F

PILES

PC-3

DEPTH = 3'-0"

BOT REINF: 7#6 (3) WAYS

1'-3" 1'-6" 1'-6"

1' -3

1'

-0

1' -8

1'

-3

1'-3"

1' -3

1'

-6

1' -6

1'

-3

5' -6

1'-3" 1'-3"

2'-6"

PC-2

DEPTH = 3'-0"

BOT REINF: 5#7 LONG WAY

8#7 SHORT WAY

5' -2

3' -0

3' -6

1'

-8

2'-0" 1'-6" 2'-0"

PILES

1/2"=1'-0"

1. ALL REINFORCEMENT THIS DRAWING

SHALL HAVE 180° HOOKS EA END U.N.O.

TYP PILE CAP DETAILS

GRADE BEAM SCHEDULE

MARK

SIZE

TOP BARS BOT BARS CLOSED STIRRUPS HORIZ SIDE BARS (E.F.)

GB-1

GB-2

GB-3

b h

1'-8"

1'-0"

1'-2"

3'-0"

3'-0"

3'-0"

4-#7 #4 @12" O.C. (1) ROW #4

3-#6

3-#6

4-#7

3-#6

3-#6

#3 @12" O.C.

#3 @12" O.C.

(1) ROW #4

TOP BARS:

(SEE SCHEDULE)

SIDE BARS

(TYP)

NOTE: CLR DIM

ARE TO FACE

OF STIRRUP

(TYP) U.N.O.

TYP GRADE BEAM DETAIL

N.T.S.

BOT BARS:

(SEE SCHEDULE)

"h

"b"

C

LR3"

(TYP)

1 1/2"CLR

(1) ROW #4

GB-4 1'-2" 2'-0" 3-#6 3-#6 #3 @12" O.C. None

LEVEL B

EL 73' - 0"

2-8 2-22-32-42-52-62-7

3'-4" 38'-7 5/8" 18'-0" 12'-0" 18'-0" 12'-0" 6'-0" 5'-0"

10'-9" 13'-0" 17'-0" 20'-0" 20'-0" 13'-0" 18'-0" 1'-2 5/8"

1'-2 5/8"

10'-0 3/16" 31'-3 7/16" 8" 70'-4" 8"

BONDOUT FOR COLUMN AT

SLAB, TYP (REFER TO

5/SB-302 FOR ADDL INFO)

BRACED FRAME NOT SHOWN.

PROVIDE ADDL BONDOUT IN

STEM FOR GUSSET PL (GC

COORD W/ FABRICTOR)

LEVEL B

EL 73' - 0"

2-E

6'-0" 6'-0" 2'-5 5/16"

1'-2 5/8"

8" 13'-9 5/16"

BRACED FRAME NOT SHOWN.

PROVIDE ADDL BONDOUT IN

STEM FOR GUSSET PL (GC

COORD W/ FABRICTOR)

LEVEL 1

EL 86' - 4"

LEVEL B

EL 73' - 0"

2-F2-C

3'-4"5'-4"5'-4"8'-0"6'-1 1/8"

1'-2 5/8"22'-11"3'-11 1/2"

8"2'-8"5'-4"5'-4"13'-5 1/8"8"

1'-0"

1'-0"

CLOSED

TOP STIRRUPS

SEE SCHEDULE

4 DIAGONAL BARS

EACH FACE (MATCH

GRADE BEAM BARS)

STIRRUPS

BOTTOM BAR

SEE SCHEDULE

TOP BAR SEE

SCHEDULE

SIDE BARS

TOP BARS SEE

BEAM SCHEDULE

ADDITIONAL STIRRUPS AT 3" SPACING

(SIZE TO MATCH INTERRUPTED STIRRUPS)

PLACE ONE HALF THE NUMBER OF STIRRUPS

INTERRUPTED BY PENETRATION + 1 AT EACH

SIDE OF PENETRATION

TOP BARS SEE

BEAM SCHEDULE

BOTTOM BARS SEE

BEAM SCHEDULE

CLOSED

TOP STIRRUPS

TOP BARS

BOTTOM BARS

CLOSED

BOTTOM STIRRUPS

BOTTOM BARS SEE

BEAM SCHEDULE

CLOSED

BOTTOM STIRRUPS

SEE SCHEDULE

CL PENETRATION

EXTEND BAR

CL

CIRCULAR

OPENING

CL

BEAM

S E

E B

E A

M S

C H

E D

U L E

H

LTS DIA

CLR

1 1/2"

SEE BEAM SCHEDULE

W

S L E

E V

E

NOTES:

1. ALL BEAM PENETRATIONS SHALL BE SHOWN ON THE SHOP DRAWINGS FOR REVIEW BY THE DESIGN PROFESSIONALS NO PENETRATIONS SHALL BE MADE WITHOUT PRIOR WRITTEN APPROVAL FROM THE DESIGN PROFESSIONALS

2. THESE DETAILS SHALL BE USED IN CONJUNCTION WITH GRADE BEAM PENETRATION SCHEDULE

3. THE MINIMUM CLEAR SPACE BETWEEN TWO ADJACENT PENETRATIONS SHALL BE GREATER OF THE LARGEST PENETRATION DIMENSION OR TWO TIMES THE BEAM DEPTH

4. THE MINIMUM CLEAR DIMENSION BETWEEN THE EDGE OF A PENETRATION AND THE FACE OF SUPPORT SHALL BE THE DEPTH OF THE BEAM

5. SEE STRUCTURAL DRAWINGS FOR PENETRATIONS. GENERAL CONTRACTOR SHALL VERIFY QUANTITY, SIZE, AND LOCATION OF ALL PENETRATIONS WITH MEP DRAWINGS.

NOTIFY THE SER IN WRITING OF ANY DISCREPANCIES FOR REVIEW AND ACTION

6. NO ADDITIONAL REINFORCEMENT IS REQUIRED FOR OPENINGS WITH 4" DIAMETER OR SMALLER PROVIDED NO BEAM REINFORCEMENT IS INTERRUPTED AND MINIMUM CONCRETE COVER IS PROVIDED AROUND ALL BARS. IT IS ACCEPTABLE TO ADJUST BEAM REINFORCEMENT WITHIN MAXIMUM SPACING LIMITS FOR

STIRRUPS OR SIDE BARS.

H /2

U O

N

L

TYP

1 1/2" CLR

A

DETAIL

B

SECTION

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

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G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SB-303

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

EAR CGWFEB 04 2022

CONSTRUCTION

DOCUMENTS

PILECAP & GRADE BEAM DETAILS,

FOUNDATION WALL ELEVATIONS

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

SERVICE

SCALE: 3/16" = 1'-0"

FOUNDATION WALL ELEVATIONG ALONG 2-E AND 2-F LINES

SCALE: 3/16" = 1'-0"

FOUNDATION WALL ELEVATION ALONG 2-2 LINE

SCALE: 3/16" = 1'-0"

FOUNDATION WALL ELEVATIONS AT STAIR TOWER

SCALE: NOT TO SCALE

A

TYPICAL GRADE BEAM PENETRATION DETAIL

2-2.1

2-3

2-4

2-5

2-6

2-7

2-A

2-E

2-F

2-C

2-D

2-B

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W18X40 (13)

W18X40 (10)

W18X40 (13)

W16X31 (8)

W16X36 (16)

W16X31 (14)

W16X31 (10)

W16X31 (12)

W16X31 (12)

W16X26 (12)

W X

W X

W X

W X

W X

W X

W14X26 (4)

W X

W X

W X

W X

W X

W X

W X

W X

SB-303

B F

-2

B F

-3

BF-5

BF-4

E.5

E.9

H

SS5X5X1/4

BP-A1

SL-2

H

SS5X5X1/4

BP-A1

SL-2

H

SS5X5X1/4

B

P-ASL-2

H

SS5X5X3/8

B

P-ASL-1

H

SS5X5X3/8

B

P-ASL-1

H

SS5X5X3/8

BP-A1

SL-1

H

SS6X6X5/8

BP-A1

SL-1

H

SS

4X 4X

3/

BP-D

SL-

EXISTING PHASE 1

RETAINING WALL

EX W

10 C

O L

E X

W

EXIST PHASE 1 CMU

STAIR WALLS

PROVIDE STEM/SHELF FOR MASONRY VENEER

AT PERIMETER FDN WALL (TYP)

SB-301

6" ENTRY SLAB

(SEE 3/SB-301)

SB-302

SB-302

SB-302

W8

W8

W8

W

SF-502

SF-502

SF-502

L3x3x1/4 KICKER @4'-0" O.C.

MAX (SEE 3/SF-503)

W12x19 (6)

W x

T/SHELF -1'-0". HAUNCH

ENTRY SLAB DOWN

AND POUR OVER TOP

OF SHELF (TYP)

PROVIDE POCKET W/ BRG

PL FOR BEAM AT FDN

WALL (SEE 1/SB-302 FOR

ADDL INFO, TYP)

SF-502

SF-502

1'-11"

E.O.S.

5 1/4"

PROVIDE 1" GAP MIN

BETWEEN SLAB AND

FACE OF BLDG (SEE

SECT 6/SF-503)

SF-5021

SF-502

SIM

T/ SHELF EL

85'-4"

T/ WALL EL

86'-4"

S H

E L F

S T

E M

W A

L L

" T/ SHELF EL

85'-4"

T/ WALL EL

87'-7"

T/ SHELF EL

85'-4"

T/ WALL EL

86'-4"

SB-302

L5x5x5/16 LOOSE LINTEL

(4 PLACES THIS ALONG

GRID 2-F). SEE ARCH

AND SCHED SS-001 FOR

ALL OTHER LOOSE

LINTELS NOT SHOWN

W x

TYP AT BRACED FRAME, GC

COORD WITH STEEL FABRICATOR

ADDL BONDOUT IN STEM WALL AS

REQD FOR GUSSET PLATE

EXTEND CONC STEM

WALL UP PER 7/SF-503

FOR WIDTH OF NEW

DOOR AND BEYOND TO

FACE OF EXIST CMU

STAIR WALL

W8x15 (4)

L8x6x1/2 LLV (DECK SUPPORT) W/

(5)1/2"Ø HILIT HIT-HY 270 ANCHORS

W/ SCREEN TUBES, EQ SPACED

LEVEL 1 FRAMING PLAN

3/16"=1'-0"

NOTES:

1. INDICATES SPAN DIRECTION OF 3 1/2" NORMAL WEIGHT CONC SLAB ON 2VLI

20GA STEEL DECK (3 1/2" CONC FILL OVER 2" DECK, 5 1/2" TOTAL, 3 SPAN MIN), 6x6- W2.1xW2.1 W.W.F. T/SLAB EL 86'-4" U.N.O.

2. TOP OF STEEL/UNDERSIDE OF DECK EL EQUALS 85'-10 1/2" U.N.O. BY (X'-XX")

3. [XX] INDICATES NUMBER OF 3/4"Øx4" HEADED STUDS UNIFORMLY SPACED ALONG

BEAM SPAN OR BETWEEN CONCENTRATED LOADS.

4. BF-1, BF-2, ETC INDICATES BRACE FRAME. SEE BRACED FRAME ELEVATIONS DWG

SF-401.

5. INDICATES MOMENT CONN. SEE TYP DETAIL DWG SF-500.

6. BEAMS/JOISTS TO BE PLACED AT EQUAL SPACES BETWEEN COLUMN LINES U.N.O.

7. W8 INDICATES W8x10 U.N.O.

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

CONSULTANT ARCHITECT/ENGINEER OF RECORD

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SF-101

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

EAR CGWFEB 04 2022

CONSTRUCTION

DOCUMENTS

LEVEL 1 FRAMING PLAN

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

2-2.1

2-3

2-4

2-5

2-6

2-7

2-A

2-E

2-F

2-C

2-D

2-B

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W18X40 (12)

W18X40 (10)

W18X40 (13)

W14X30 (12)

W14X30 (10)

W14X30 (8)

W18X46 (10)

W18X40 (10)

W21X50 (12)

W16X31 (8)

W16X31 (14)

W16X31 (10)

W16X31 (12)

W18X40 (12)

W X

W X

W18x35 (10)

W X

W X

W16X26 (4)

W X

W X

W16X31 (12)

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W16X31 (14)

B F

-2

B F

-1

B F

-3BF-5

BF-4

E.5

E.9

4" EXPANSION JT

EXIST PHASE 1 CMU

STAIR WALLS

E X

W

H

SS4X4X1/4

W8x15 (4)

W8

W8

W8

W

SF-502

SF-502

SIM

SF-502

GALV L6x4x3/8 LLV RELIEVING

ANGLE (SEE SECT 2/SF-503

FOR ADDL INFO). BOTTOM OF

R.A. EL 98'-4"

GALV L6x4x3/8 RELIEVING

ANGLE (SEE SECT 2/SF-503

FOR ADDL INFO). TOP OF

R.A. EL 99'-8"

SF-502

L3x3x1/4 KICKER @4'-0" O.C.

MAX (SEE 3/SF-503)

OF R.A.

9'-6" TO END

STEP IN

5'-2" R.A.

4'-10"

STEP IN

5'-2" R.A.

4'-10"

STEP IN

5'-2" R.A.

4'-10"

STEP IN

5'-2" R.A.

4'-10"

STEP IN

5'-2" R.A.

4'-10"

STEP IN

5'-2" R.A.

4'-10"

STEP IN

5'-2" R.A.

4'-1"

GALV L6x4x3/8 LLV RELIEVING

ANGLE TO STEP INWARD AT

RECESSED BRICK, TYP

ALONG 2-E AND 2-2 LINE AS

INDICATED (SEE SECT

4/SF-503 FOR ADDL INFO).

BOTTOM OF R.A. EL 98'-4"

S T

E P

I N

R .A

E N

D O

F R

.A

T O

SF-502

SF-502

SF-502

SF-502

SIM

SIM

W x

W12x19 (6)

SF-502

SF-502

1'-11"

E.O.S.

5 1/4"

SF-502

SF-502

SF-502

W

W

W1

W1

AT STAIR WALLS,

PROVIDE BOND

BEAMS ALL SIDES AT:

EL 81'-0"

EL 86'-4"

EL 94'-4"

EL 99'-8"

EL 107'-8"

EL 110'-0"

PROVIDE ADDL BOND

BEAMS AND LINTELS

FOR OPENINGS AND

AT W2 WALLS AS

INDICATES

L5x5x5/16 LOOSE LINTEL

(4 PLACES THIS ALONG

GRID 2-F). SEE ARCH

AND SCHED SS-001 FOR

ALL OTHER LOOSE

LINTELS NOT SHOWN

L5x5x5/16 LOOSE LINTEL

(4 PLACES THIS ALONG

GRID 2-F). SEE ARCH

AND SCHED SS-001 FOR

ALL OTHER LOOSE

LINTELS NOT SHOWN

BF-7

LEVEL 2 FRAMING PLAN

3/16"=1'-0"

NOTES:

1. INDICATES SPAN DIRECTION OF 3 1/2" NORMAL WEIGHT CONC SLAB

ON 2VLI 20GA STEEL DECK (3 1/2" CONC FILL OVER 2" DECK, 5 1/2" TOTAL, 3

SPAN MIN), 6x6-W2.1xW2.1 W.W.F. T/SLAB EL 99'-8" U.N.O.

2. TOP OF STEEL/UNDERSIDE OF DECK EL EQUALS 99'-2 1/2" U.N.O. BY (X'-XX")

3. [XX] INDICATES NUMBER OF 3/4"Øx4" HEADED STUDS UNIFORMLY SPACED

ALONG BEAM SPAN OR BETWEEN CONCENTRATED LOADS.

4. BF-1, BF-2, ETC INDICATES BRACE FRAME. SEE BRACED FRAME

ELEVATIONS DWG SF-401.

5. INDICATES MOMENT CONN. SEE TYP DETAIL DWG SF-500.

6. BEAMS/JOISTS TO BE PLACED AT EQUAL SPACES BETWEEN COLUMN LINES

U.N.O.

7. W8 INDICATES W8x10 U.N.O.

8. W1, W2, ETC INDICATES CMU WALL TYPE AND REINFORCEMENT (SEE

DETAILS SB-300)

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

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CONSULTANT ARCHITECT/ENGINEER OF RECORD

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BANGOR, MAINE 207-947-4511

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SARASOTA, FLORIDA 941-556-0757

STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn

TRUE NORTH

PROJECT NORTH

/1

/2

:2

:5

A

M B

IM

/M

E P

.0

V

A P ro v id e n c e /T

T -P

V

A P ro v id e n c e M

G E x p a n s io n P h a s e

-R -C e n tr a l.

rv t

SF-102

650-347

NEW MENTAL HEALTH BUILDING -

PHASE 2

830 CHALKSTONE AVE PROVIDENCE, RI 02908

EAR CGWFEB 04 2022

CONSTRUCTION

DOCUMENTS

LEVEL 2 FRAMING PLAN

FULLY SPRINKLERED

VA RI FACILITIES MANAGEMENT

2-2.1

2-3

2-4

2-5

2-6

2-7

2-A

2-E

2-F

2-C

2-D

2-B

W14X22

W16X26

W14X22

W18x35

W18x35

W18x35W X

W X

W X

W X

W16X31

W18X50

W X

W X

W X

W X

W X

W X

W18x35

W18x35

W18x35

W12X22

W16X26

W16X26

W X

W X

W X

W X

W X

W18x35

W X

W X

W16X26

W X

W X

W X

W X

W12X22

W X

W X

W X

W X

W X

B F

-2

B F

-1

B F

-3

BF-5

W X

W X

W X

W X

W X

W X

BF-6

BF-7

E.5

E.9

4" EXPANSION JOINT

EXIST PHASE 1 CMU

STAIR WALLS

E X

W

W X

W24X76 H S S 4X

4X 1/

P O S T A

B V

W8 (-3'-0")

0 "

W16X26 (-2'-0")

(-2'-0")

(-2'-0")

105.00°

W8X10

W8 W8

W8

W

(-2'-0")

(-2'-0")

(-2'-0")

(-3'-0")

(-3'-0")

H S S 4X4X1/4

H A N G E R

TYP

(4) LO

C S

H S S 4X

4X 1/

H A N G E R

L3x3x1/4 KICKERS (TYP)

SF-503

SF-503

SF-503

SIM

SF-503

SIM

GALV L6x4x3/8 RELIEVING

ANGLE AT VENEER OVER

LOW ROOFS. BOT OF ANGLE

EL 112'-3 5/8"

GALV L6x4x3/8 RELIEVING

ANGLE AT VENEER OVER

LOW ROOF. T/R.A. EL 113'-4"

W8

R.D.

R.D.

R.D.

R.D.

R.D.

R.D.

R.D.

R.D.

T.B.

T.B.

T.B.

T.B.

T.B.

T.B.

T.B.

T.B.

T.B.

T.B.

T.B.

T Y

P

W8 (-3'-0")

W X

0 "

ROOF ACCESS HATCH, SEE

ARCH. PROVIDE FRAME

PER TYP DETAIL ON SF500.

W12X16

W12X16

W12X16

W12X16

W12X16

SF-503

PROVIDE CLIP

CONNECTION TO COL

FOR RELIEVING ANGLE

W8X10

W8X10

W8X10

E Q

E Q

E Q

E

QW12X16

W12X16

W12X16

W12X16

W12X16

W12X16

SF-503

SF-503

(-3'-0")

(-3'-0")

(-3'-0") 4

SF-503

SF-503

SF-503

SF-503

SIM

W

W

W1

W1

L5x5x5/16 LOOSE LINTEL

(4 PLACES THIS ALONG

GRID 2-F). SEE ARCH

AND SCHED SS-001 FOR

ALL OTHER LOOSE

LINTELS NOT SHOWN

L5x5x5/16 LOOSE LINTEL

(4 PLACES THIS ALONG

GRID 2-F). SEE ARCH

AND SCHED SS-001 FOR

ALL OTHER LOOSE

LINTELS NOT SHOWN

1'-11"

ROOF FRAMING PLAN

1/8"=1'-0"

NOTES:

1. INDICATES SPAN DIRECTION OF 1.5B20 ROOF DECK (3 SPAN MIN).

2. TOP OF STEEL/UNDERSIDE OF DECK EL 113'-8" U.N.O. BY (X'-XX").

3. BF-1, BF-2, ETC INDICATES BRACE FRAME. SEE BRACED FRAME ELEVATIONS DWG

SF-401.

4. INDICATES MOMENT CONN. SEE TYP DETAIL DWG SF-500.

5. BEAMS/JOISTS TO BE PLACED AT EQUAL SPACES BETWEEN COLUMN LINES U.N.O.

6. W8 INDICATES W8x10 U.N.O.

7. R.D. INDICATES ROOF DRAIN (COORDINATE LOCATION W/ ARCH AND MEP). PROVIDE

ANGLE FRAME AROUND PERIMETER OF DRAIN FOR SUPPORT OF METAL ROOF DECK

PER TYPICAL DETAIL ON SF500.

8. T.B. INIDCATES PROPOSED LOCATION OF ROOF FALL PROTECTION TIE-BACK. REFER

TO ARCH FOR FINAL LOCATIONS AND ALL ADDL INFO.

9. W1, W2, ETC INDICATES CMU WALL TYPE AND REINFORCEMENT (SEE DETAILS SB-300)

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

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321 4 5 6 7 8 9 10

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