36E77620R0001-014.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

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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

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U s e rs

\c fo rg u e s \D o c u m e n ts

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R c h ri s b e c k e rs tr u c tu ra l.

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SS-001

CGW BSE10 APR 2019

GENERAL NOTES

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), 2018 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

LIVE LOAD HAVE BEEN REDUCED WHERE ALLOWED IN ACCORDANCE WITH

IBC 2018 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

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: 0.070 Y: 0.073

X: 119 KIPS

Y: 126 KIPS

0.02 x STORY HEIGHT

FOUNDATION NOTES (soil supported, ground improved)

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE REPORT ENTITLED “EXPLORATIONS AND GEOTECHNICAL SERVICES, PROPOSED VAMC NEW MENTAL HEALTH BUILDING, PHASE 1, 830 CHALKSTONE AVENUE, PROVIDENCE, RHODE ISLAND”, PREPARED BY S.W. COLE ENGINEERING, INC., DATED 1/18/2019.

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 PER THE REQUIREMENTS OF THE GEOTECHNICAL REPORT. REFER TO THIS REPORT FOR SPECIFIC BEARING

RECOMMENDATIONS.

3. ALLOWABLE BEARING CAPACITY 4,000 PSF

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. ANCHOR RODS FOR ATTACHMENT OF SILL PLATES SHALL BE A307, UNLESS NOTED OTHERWISE ON THE DRAWINGS. ANCHOR RODS THAT ARE TO BE IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE HOT-DIPPED GALVANIZED.

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 15-MIL POLYOLEFIN VAPOR RETARDER MEETING THE REQUIREMENTS OF ASTM E1745 CLASS A OVER PREPARED SUB BASE (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.

PRECAST CONCRETE HOLLOW CORE PLANK

1. PRECAST CONCRETE WORK SHALL CONFORM TO ACI 318 “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE,” PCI MNL-116 “MANUAL FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF PRECAST AND PRESTRESSED CONCRETE PRODUCTS,” AND PCI MNL-120 “DESIGN HANDBOOK-PRECAST AND PRESTRESSED

CONCRETE.”

2. PRESTRESSING TENDONS SHALL CONFORM WITH ASTM A416 (INCLUDING SUPPLEMENT), GRADE 250 OR 270.

3. CONCRETE STRENGTH SHALL BE MINIMUM 5,000 PSI AT 28 DAYS.

4. ALL CONCRETE SHALL BE AIR ENTRAINED MEETING AIR ENTRAINING REQUIREMENTS PER ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE”, FOR CLASS OF CONCRETE AND APPLICATION. AIR

ENTRAINMENT ALL EXTERIOR CONCRETE 6% ± 1%.

5. PRECAST HOLLOW CORE PLANK SHALL BE DESIGNED FOR THE LIVE LOADS AS INDICATED UNDER “DESIGN LOADS” THIS DRAWING OR AS INDICATED ON LOAD DIAGRAMS. DESIGN SHOULD INCLUDE FOR ALL DEAD

LOADS DUE TO SELF WEIGHT AND APPLIED TOPPINGS AND TREATMENTS.

6. COMPLETE SHOP DRAWINGS AND DESIGN CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF RHODE ISLAND AND SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO COMMENCEMENT OF THAT PORTION OF THE WORK.

7. COORDINATE WITH ALL ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWING FOR LOCATION OF CUTS AND PENETRATIONS. INDICATE LOCATION OF ALL SHOP AND FIELD CUT PENETRATIONS ON SHOP

DRAWINGS.

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 3'-0" L 3 1/2 x3 1/2 x 5/16 3'-1" TO 4'-6" L 4 x 3 1/2 x 5/16 (LLV) 4'-7" TO 6'-0" L 5 x 3 1/2 x 5/16 (LLV) 6'-1" TO 8'-0" L 6 x 3 1/2 x 5/16 (LLV)

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.).

ELEVATOR

1. ALL STRUCTURAL ELEMENTS ASSOCIATED WITH THE ELEVATOR SHOWN ON THE DRAWINGS ARE BASED ON PRELIMINARY INFORMATION FROM THE ARCHITECT. PRIOR TO CONSTRUCTION/FABRICATION OF THESE STRUCTURAL ELEMENTS, CONTRACTOR SHALL VERIFY ALL ELEVATOR REQUIREMENTS WITH THE APPROVED ELEVATOR SUBMITTAL INCLUDING, BUT NOT LIMITED TO: ELEVATOR PIT SIZE AND DEPTH, PIT BONDOUTS, SUMP SIZE AND LOCATION, PISTON REQUIREMENTS, LOCATION OF RAIL SUPPORTS AND INSERT LOCATIONS, CLEAR OVERHEAD REQUIREMENTS, OVERHEAD MACHINE SUPPORT STEEL, AND HOIST BEAM/SAFETY BEAM REQUIREMENTS. NOTIFY ARCHITECT AND ENGINEER OF ANY CONFLICTS PRIOR TO PROCEEDING.

2. ANY CHANGE BETWEEN THE APPROVED ELEVATOR SUBMITTAL AND PRELIMINARY INFORMATION WILL

REQUIRE REVIEW BY THE ARCHITECT AND ENGINEER.

3. AT MASONRY HOISTWAYS, SPECIAL MASONRY DETAILING MAY BE REQUIRED TO ALLOW FOR FULL WIDTH OPENING AT BASE AND UPPER LEVEL(S). REFERENCE ELEVATOR REQUIREMENTS AND TYPICAL DETAIL.

VA RI FACILITIES MANAGEMENT

SERVICE

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

NEW MENTAL HEALTH

BUILDING - PHASE 1

650-332

830 CHALKSTONE AVE, PROVIDENCE, R.I. 02908

Revisions: Date:

5 6 7

8.7

A

B

C

D

EE

FF

GG

E.9

E.5

W x3

B P

-B W x3

B

P -A

W x7

B P

-B W x4

B

P -B

W x3

B P

-A

W x3

W x3

W x4

B P

-A W x5

B P

-A

W x3

B P

-A

W x4

B P

-A

W x4

B P

-BW

x4

B P

-BW

x4

B P

-BW

X68 B

P -A

W x4

B P

-AW

x4

B P

-AW

x4

B P

-A

W x4

B P

-A

W x4

B P

-A

F4 (68'-0")* P1 S.K.

F7 F7 (69'-6")

F6

F6

F6

F6

F4 P2 S.K.

F4 P1 S.K.

F5 (-1'-0")

F5 P3 S.K.

F4 P4 S.K.

4" FIBER REINF CONC

SLAB ON GRADE

T/SLAB EL 73'-0"

ELEVATOR PIT

MAT FDN

BELOW

ELEV PITS

STEP FTG

STEP FTG

F5

P2 (SIM)

S.K.

F5 P6 S.K.

15'-0"

7'-0"

12'-0"

10'-0" 23'-0" 21'-0" 21'-0" 21'-0" 26'-0"

SB-302

SB-302

SB-301

SB-301

SB-301

SB-302

C.9

12'-1 1/4"

1'-8 5/8"

/8

/8

125'-11 1/4"

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

4.8 5.7

16'-8 13/16" 19'-6" 15'-4 3/4"

10'-1" 61'-6"

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

/8

/4

/8

4" FIBER REINF CONC

SLAB ON GRADE

T/SLAB EL 73'-0"

F5 P4 S.K.

F5 P2 S.K.

F5 (68'-0")* P2

F7 (68'-0")* P2

(68'-0")*

(68'-0")*

(7

(72'-0")

(7 -0

(72'-0")

(69'-6")

SB-301

SB-301

STEP FTG

SB-301

SB-302

SB-301

SB-301

NOTE: ORIENT S.K.

AND SHEAR LUG

PARALLEL TO WALL

F5 P3 S.K.F5

P3 S.K.

P=11K

P=33K

P=66K P=127K

P=76K P=76K

P=40K

P=157K

P=125K P=145K P=88K

P=72K P=79K P=84K P=41K

P=54K

P=67K P=132K

P=20K

P=29K

P=39K

P=22K

P=9K

P=26K

P=82K

P=20K

P=45K

P=87K

P=95K

C.J. (TYP)

C .J

(T

Y P

C.J. (TYP)

C .J

(T

Y P

(S E

E W

A L L E

L E

V A

T

IO

N

T H

IS

D

W G

/8

(SEE WALL ELEVATION 2 THIS DWG)

25'-4"

37'-5 1/4"

[74'-2"]

[75'-0"]

[74'-4"][75'-8"]

[76'-4"]

73'-0"

S T

E P

S H

E L F

9'-5" 8'-0"

S T

E P

S H

E L F

72'-4"

71'-0"

71'-0"

71'-0"

/8

[77'-8"]

[80'-4"]

STEP SHELF

STEP SHELF

1'-8 5/8"

W A

L L

/8

W A

L L

/8

SB-301

SB-301

SB-301

SB-302

SB-302

(T Y

P U

.N .O

W A

L L

WALL

1'-2"

WALL

1'-3"

W A

L L

WALL

1'-3"

W A

L L

F4

F4 F4

F4

F4

F4

F4

F5F5

W1

W

W

W

W1

(71'-0")

(7

(7

STEP FTG

15'-9 5/8" 1'-7 5/8"

SB-302

SB-302

18'-1 1/16"

/8

/8

1'-8 5/8"

103.0 0°

STEP STEM

STEP STEM

STEP STEM

/1

S

IM

C .J

(72'-0")

SB-302

ALIGN CHANGE

IN WALL

THICKNESS

W/FACE OF CMU

ELEVATOR SUMP PIT (TYP).

G.C. COORD SIZE &

LOCATION W/APPROVED

ELEVATOR AND MEP

C .J

SB-302

S

IM

SB-301

SB-302

SEE NOTE 15

8'-1" 8'-0" 17'-6"

33'-7" 92'-4 1/4"

1'-7 5/8"

W A

L L

1'-3" WALL

1'-4" WALL

(T Y

P U

.N .O

W A

L L

TYP PERIMETER LINE LOAD = 2.5 K/FT

GROUND IMPROVEMENT DESIGNER

SHALL ACCOUNT FOR 2.0 KSF DEAD

LOAD + LIVE REACTIONS FROM

ELEVATOR EQUIPMENT ON PIT FLOOR

(G.C. COORD W/ APPROVED ELEV)

SEE NOTE 15

H S

S x x /4

(S E

E N

O T

E

(4)#4x36" DIAG

SLAB DOWELS

IN TOP OF SLAB

CONC VERT DUCT

BANK (SEE MEP

DWGs). EXTEND

DUCTBANK CONC

DOWN TO FTG BLW

1'-0"x2'-0" STIP FTG

BLW DUCT BANK W/

(3)#5 HORIZ. EXTEND

#5 MIN 2'-0" INTO COL

FTGs EA END

STEP FTG

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#6

F7 7'-0"x7'-0"x1'-6" 7#6

NOTE: AT RETAINING WALL FOOTING DESIGNATION IS FOR ADDITION

OF REBAR MAT ONLY.

FOUNDATION PLAN

1/8"=1'-0"

NOTES:

1. TOP OF WALL EL 73'-0" U.N.O. BY [XX'-XX"]

2. INDICATES TOP OF FOUNDATION SHELF ELEVATION.

3. Fx INDICATES CONCRETE FOOTING. SEE SCHEDULE FOR SIZE & REINF.

4. TOP OF INTERIOR FOOTING EL (72'-0") U.N.O.

5. TOP OF EXTERIOR FOOTING EL (69'-6") U.N.O.

6. Px INDICATES REINF CONCRETE PIER. SEE PIER DETAILS DWG SB-300. NOTE: BOND OUT WALL STEM AS REQD

FOR BASE PLATE. DO NOT BOND OUT BRICKSHELF.

7. TOP OF PIER EL {72'-0"} U.N.O.

8. COORD ALL FLOOR DRAINS (W/ASSOCIATED SLOPES) W/ARCH DWGS.

9. BP-x INDICATES COLUMN BASE PLATE. SEE DWG SF-500 FOR BASE PLATE DETAILS.

10. C.J. INDICATES SLAB CONTRACTION/CONSTRUCTION JOINT. SEE TYP DETAILS DWG SB-300 FOR ADDL INFO.

11. 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 ASCE7

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

12. W1,W2 ETC INDICATES CMU WALL TYPE AND REINFORCEMENT. SEE CMU SECTIONS DWG SB-303.

13. S.K. INDICATES BONDOUT KEY FOR SHEAR LUG (SEE BASE PLATE DETAILS SF-500).

14. DIMENSIONS MARKED * SHALL BE COORDINATED BY G.C. W/APPROVED ELEVATOR PRIOR TO CONSTRUCTION.

15. STEP FTG AS REQD BELOW PIPING (COORD FINAL LOCATIONS WITH CIVIL AND MEP). PROVIDE 6" (MIN)

CLEARANCE FROM TOP OF FTG TO BOT OF PIPING. SLEEVE PIPE THRU WALL. MAINTAIN FDN WALL HORIZ

REINF. SEE DWG SB-300 FOR TYP OPENING IN FDN WALL DETAIL.

16. PROVIDE HSS8x4x1/4 SEPARATOR BEAMS BETWEEN ELEVATOR HOIST WAYS. INTERMEDIATE BEAMS MAY BE REQUIRED BETWEEN FLOORS FOR RAIL SUPPORT. G.C. COORDINATE FINAL QUANTITIY AND ELEVATION OF ALL SEPARATOR BEAMS WITH ELEVATOR MANUFACTURER. BEAR SEPARATOR BEAM EACH END ON BEARING PL

PER TYPICAL DETAIL DWG SF-500.

P=XXK

X'-XX"

T/STL LEVEL 1

85' - 6"

BASEMENT

73' - 0"

GE.5

21'-4"

3'-9 7/8" 4'-0" 3'-4" 4'-8" 4'-0" 1'-5 1/8" 8"

8"

1'-0 5/8"8"

4'-2 1/2" 6'-0" 6'-0" 4'-0" 3'-5 1/8"

84'-4"

82'-4"

80'-4"

78'-4"

76'-4"

84'-4"

[87'-6"]

[85'-8"]

[83'-8"]

[81'-8"]

[79'-8"]

[77'-8"]

[76'-4"]

1'-8 5/8" 1'-3"

5'-0"

(3)#6 @ 8" O.C. O.F. , EACH SIDE OF OPNG

W/HOOKS IN FTG

SB-302

CMU INFILL

T/BOND BEAM

86' - 4"

SEE 5/SB-302

FOR BEAM

REINF

T/STL LEVEL 1

85' - 6"

BASEMENT

73' - 0"

8.7910

7'-0"15'-0"

14'-10 5/8"5'-4"4'-0" 5 3/8"

8"

7'-4"6'-8"5'-4"4'-8"1'-4"

77'-0"

[80'-4"] 79'-8"

82'-4"

1'-7 3/8"1'-8 5/8"

74'-4"

[83'-0"]

[86'-4"] T/BOND BEAM

86' - 4"

WALL ELEVATION 2

1/4"=1'-0"

NOTES:

1. [X'-XX"] INDICATED TOP OF WALL ELEVATION.

2. INDICATES TOP OF FOUNDATION SHELF ELEVATION.X'-XX"

WALL ELEVATION 1

1/4"=1'-0"

NOTES:

1. [X'-XX"] INDICATED TOP OF WALL ELEVATION.

2. INDICATES TOP OF FOUNDATION SHELF ELEVATION.X'-XX"

13'-0" 6'-0"

SECT 1-4/SB-302 SECT 5-6/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

:4 :2

P

M C

U s e rs

\c w ill ia m s \D o c u m e n ts

\R E

V

IT

\4 V

A P

R O

V

ID

E N

C E

R c g w

.r v t

SB-100

CGW BSE10 APR 2019

FOUNDATION PLAN

VA RI FACILITIES MANAGEMENT

SERVICE

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

NEW MENTAL HEALTH

BUILDING - PHASE 1

650-332

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/P1A

6#6 VERT

W/MATCHING DWLS

#4 TIES: 2@3" O.C. AT

TOP, BAL @12" O.C.

(S E

E P

L A

N

(SEE PLAN)

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/P2A8"

REF

REF

6#6 VERT

W/MATCHING DWLS

#4 TIES: 2@3" O.C. AT

TOP, BAL @12" O.C. 8"8"

(S E

E P

L A

N

1'-4"

4 1/2"

N.T.S.

REF

REF

REF

REF REF

8" 8"

1'-4"

(S E

E P

L A

N

6#6 VERT

W/MATCHING DOWELS

#4 TIES: 2@3" O.C.

TOP, BAL @12" O.C.

E

E

(SEE PLAN)

(S E

E P

L A

N

(S E

E P

L A

N

1'-4"

(SEE PLAN)

/2

1'-8 5/8"

6" 8"

/8

1'-4"

8" 8"

"1

P3 P4

P5 P6

#4 TIES: 2@3" O.C.

TOP, BAL @12" O.C.

6#6 VERT

W/MATCHING DOWELS

REF

1'-4"

8" 8"

/8

1'-8 5/8"

8" 6"

#4 TIES: 2@3" O.C.

TOP, BAL @12" O.C.

6#6 VERT

W/MATCHING DOWELS

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

PLACE THIS PORTION

OF SLAB AFTER

SLAB ON GRADE

CONTRACTION OR

CONSTRUCTION JOINT (TYP)

PREMOLDED JOINT

FILLER (TYP)

ALT INT COLUMN ISOLATION JOINT DETAIL

N.T.S.

REF

REF

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

MIN

2'-0"Ø

(S E

E P

L A

N

4 1/2"

OMIT NOTCH IN

STEM AT P1A

/2

OMIT NOTCH IN

STEM AT P2A

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

/1

/2

:1

:1

A

M C

U s e rs

\c fo rg u e s \D o c u m e n ts

\4

V

A P

R O

V

ID

E N

C E

R c h ri s b e c k e rs tr u c tu ra l.

c o m

.r v t

SB-300

CGW BSE10 APR 2019

TYPICAL FOUNDATION DETAILS

VA RI FACILITIES MANAGEMENT

SERVICE

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

NEW MENTAL HEALTH

BUILDING - PHASE 1

650-332

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)

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

REF

T/SHELF EL

(SEE PLAN)

REF

T/WALL EL

(SEE PLAN)

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

LEVEL EL

(SEE PLAN)

REF

T/FTG EL

(SEE PLAN)

T/SLAB EL

(SEE ARCH) T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/SLAB 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)

RIGID INSUL (SEE ARCH)

6"

1'-2" 5"5"

#5 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

W COL (SEE DWG SB-300)

FOR FTG SIZE &

REINF (SEE PLAN)

CONC SLAB ON GRADE

(SEE PLAN)

PERIMETER FDN DRAIN

(SEE CIVIL DWGS)

RIGID INSUL (SEE PLAN)

SHELF

8"

REINF CMU WALL (SEE

TYP DETS DWG SB-303)

CONC SLAB ON GRADE

(SEE PLAN)

#5 CONT IN STEM

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

W/ HOOKS IN FTG

(M

IN

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

4 1/2" 1'-3" 4 1/2"

2'-0"

(SEE PLAN)

F.O. FDN

2 1/2"

8" 7"

E M

B E

D

D O

W E

L

G.C. NOTE: POSITION

OF VERT REINF 2 1/2"

FROM FACE

3#5 CONT

T/FTG EL

(SEE PLAN)

#4 SLAB DOWELS

@24" O.C.

#5@24" O.C.

HORIZ

#5@24" O.C.

VERT W/ALT

HOOKS IN FTG

CONC SLAB ON

GRADE (SEE PLAN)

24"

M

IN

#5@12" O.C. E.W.

TOP & BOT

#5@12" O.C. E.W. BOT

AT SUMP PIT

ELEVATOR

HOISTWAY

CONT WATERSTOP

(TYP)

T/SLAB EL

(SEE PLAN)

8" 8"

CMU WALL

BEYOND

MIN

1'-0"

ELEVATOR SUMP PIT (G.C. COORD

SIZE W/ ELEVATOR MANUF AND MEP).

PROVIDE 3/4" DEEP BAR GRATE

W/L2x2x1/4 FASTENED W/ EPOXY

ANCHORS (ALL GALV, (2) SIDES MIN)

RIGID INSUL

(SEE ARCH)

SEE FDN PLAN AND

SECT 3 THIS DWG

REINF CMU WALL (SEE

TYP DET DWG SB-303)

8"

EXTEND WALL DOWELS BELOW

SUMP PIT WHERE REQD

(SEE PLAN)

F.O. FDN

2 1/2"

L

A P

E M

B E

D

D

O W

E L

G.C. NOTE: POSITION

OF VERT REINF 2 1/2"

FROM FACE

AT ELEVATOR DOOR

EMBED PL 3/8x8x1'-0" W/ (4)1/2"Øx4" LONG

HEADED STUDS

(BEYOND, TYP)

HSS SEPARATOR BEAM

BEYOND (SEE PLAN )

1/4

1/4

TYP

CONT BOND BREAKER

(SEE ARCH)

CONC SLAB ON GRADE

(SEE PLAN)

RIGID INSUL (SEE ARCH)

8" 8" 8"

2'-0"

3#5 CONT

8" REINF CMU W/ MATCHING

DWLS (SEE TYP CMU

DETAILS DWG SB-303)

#5@24" O.C.

HORIZ

#4@24" O.C. VERT

W/ALT HOOKS IN FTG

E M

B E

D

D

O W

E L

L A

P

2" NOMINAL C.I.P. TOPPING

8" HOLLOW CORE

PRECAST PLANK

SHELF

8" 6"

(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 ARCH)

#4@18" O.C. E.W.

COMPACTED

STRUCT FILL

#4 SLAB DOWELS

@18" O.C. (TYP)

24"

SLAB CONTROL JOINT

POUR TOPPING OVER WALL

AT SECT 7A, T/SLAB DEPRESSED

FOR PAVER SYSTEM

SB-302

A

CONC SLAB ON GRADE

(SEE PLAN)

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

W/ HOOKS IN FTG

(M

IN

6" 1'-4" 6"

2'-4"

MASONRY VENEER

(SEE ARCH)

G.C. OPTION TO

EXTEND REINF

TO FTG

ADDL #4@24" O.C.

O.F. AT STEM

CURTAIN WALL

(SEE ARCH)

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

BLKG (SEE ARCH)

SB-302

B

#5@12" O.C.

TOP & BOT

8" REINF CMU W/MATCHING

DWLS (SEE TYP CMU

DETAILS DWG SB-303)

#5@24" O.C.

HORIZ (TYP)

#5@24" O.C. VERT

W/ALT HOOKS IN FTG

(TYP)

(T Y

P

L

A P

(T Y

P

D

W L

E M

B E

D

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

/1

/2

:1

:1

A

M C

U s e rs

\c fo rg u e s \D o c u m e n ts

\4

V

A P

R O

V

ID

E N

C E

R c h ri s b e c k e rs tr u c tu ra l.

c o m

.r v t

SB-301

CGW BSE10 APR 2019

FOUNDATION SECTIONS &

DETAILS

VA RI FACILITIES MANAGEMENT

SERVICE

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

NEW MENTAL HEALTH

BUILDING - PHASE 1

650-332

830 CHALKSTONE AVE, PROVIDENCE, R.I. 02908

SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SB-100

2 SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SF-101

7 SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SB-100

7/7A

LEVEL EL

(SEE PLAN)

T/SLAB EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

REF

LEVEL EL

(SEE PLAN)

T/STEEL EL

(SEE PLAN)

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/PIER EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

LEVEL EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

LEVEL EL

(SEE PLAN)

REF

T/SLAB EL

(SEE PLAN)

T/SHELF EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

T/WALL EL

(SEE PLAN)

REF

LEVEL EL

(SEE PLAN)

T/SLAB EL

(SEE PLAN)

T/FTG EL

(SEE PLAN)

REF

T/SHELF EL

(SEE PLAN)

LEVEL EL

(SEE PLAN)

T/WALL 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@24" O.C. VERT I.F.

13'-0"

CONC SLAB ON GRADE

(SEE PLAN)

PERIMETER FDN DRAIN

(SEE CIVIL DWGS), TYP

RIGID INSUL (SEE ARCH)

3'-0"8'-10"

(SEE PLAN)

F.O. FDN

2" NOMINAL C.I.P.

TOPPING

8" HOLLOW CORE

PRECAST PLANK

SHELF

8"

6"

RIGID INSUL

(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)

SB-302

A

REINF CONC PIER (SEE PIER

DETAILS DWG SB-300)

W COL (SEE DWG PLANS)

WALL SYSTEM

(SEE ARCH)

(SEE PLAN)

F.O. FDN

SHELF

8"

CONT BOND BREAKER

(SEE ARCH)

CONC SLAB ON GRADE

(SEE PLAN)

RIGID INSUL (SEE ARCH)

#5 CONT

PROVIDE 2#4 VERT

IN STEM EXTENSION

FIN GRADE

(SEE SITE/CIVIL)

13'-0"

SEE SECTION 1, THIS

DWG FOR ADDL INFO

WALL HORIZ REINF

(SEE SECTION 1

THIS DWG), V ERT

REINF NOT SHOWN

FOR CLARITY

NOTE: RAISED STEM AT SECT 2 (SIM)

8'-10"

RAISED STEM AT SIM

MASONRY VENEER

(SEE ARCH)

STORE FRONT

(SEE ARCH)

SHELF

8" 6"

(SEE PLAN)

F.O. FDN

GROUT PLANK

ENDS AT WELD PL's

1'-2"

13'-0"

3'-0"8'-10"

SEE SECTION 1, THIS

DWG FOR ADDL INFO

NOTE: AT CFMF WALL

W/ VENEER, OMIT

STOREFRONT

SUPPORT ANGLE AND

EMBED PLATES

DETAIL AT TYPICAL VENEER WALL

SB-302

A

SB-302

B

1'-2"

FIN GRADE (SEE

SITE/CIVIL)

CONT BOND BREAKER

(SEE ARCH)

2#5 CONT BOT

6'-0"

CONC SLAB ON GRADE

(SEE PLAN)

PERIMETER FDN DRAIN

(SEE CIVIL DWGS)

RIGID INSUL (SEE ARCH)

1'-1"3'-9"

(SEE PLAN)

F.O. FDN

SHELF

8" 6"

RIGID INSUL

(SEE ARCH)

4#5 CONT TOP

#5@8" O.C. TOP

12" SOLID GROUTED CMU

FACE OF FDN WALL

BEYONDPROVIDE DAYTON D-102-A 90º

HOOKED DOWEL BAR

SPLICER (ALIGNED W/BOND

BEAM REINF AND EMBEDDED

IN C.I.P. EA END).

#6@8" O.C. VERT

W/HOOK IN FTG

BOND BEAMS @16" O.C. W/2#5 HORIZ.

PROVIDE THRD ENDS AND INSERT INTO

COUPLERS AT C.I.P. WALL. LAP REINF

30" AT BEAM MID-POINT.

#5@24" O.C. VERT

4#5 HORIZ IN STEM

W BEAM (SEE PLAN

WALL REINF PER SECT 1 THIS DWG

KICKER AND PLATE CONN

PER SECT 4 THIS DWG

(2) #6 x7'-0" LONG

HORIZ TOP + BOT W/

#3 STIRRUPS @12" O.C.

FILL GAP W/

NON-SHRINK GROUT

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@24" O.C. VERT I.F.

W/HOOKS IN FTG

6'-0"

CONC SLAB ON GRADE

(SEE PLAN)

PERIMETER FDN DRAIN

(SEE CIVIL DWGS)

RIGID INSUL (SEE ARCH)

1'-0"3'-9"

(SEE PLAN)

F.O. FDN

SHELF

8"

7"

RIGID INSUL

(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-303)

E M

B E

D

D W

L

G.C. NOTE: POSTION OF VERT

REINF 2 1/2" FROM INSIDE FACE

2 1/2"

FIN GRADE (SEE

SITE/CIVIL)

(SEE PLAN)

F.O. FDN

SEE SECTION 1, THIS

DWG FOR ADDL INFO

3/8"x6"x LENGTH

REQD BENT PL,

INSTALL AFTER

TOPPING PLACEMENT

MIN

4"

6"

2" NOMINAL C.I.P.

TOPPING

8" HOLLOW CORE

PRECAST PLANK

EMBED PL (BY

PLANK MANUF)

4'-0"

1/4 6

1/4

3 SIDES

AT SIM: WALL STEM

ABOVE PLANK

WALL SYSTEM (SEE ARCH)

1'-2"

13'-0"

3'-0"8'-10"

PL 3/8x10x0'-10" W/(4)-1/2"Øx4" LG HEADED

STUDS (CENTER ON BENT PL)

3.0K (ult.)

1/4

TYP

L3x3x1/4 KICKER, INSTALL AFTER

TOPPING PLACEMENT

PL 3/8x10x1'-0" @4'-0" O.C. MAX W/(4)-1/2"Øx4" LG HEADED

STUDS (COORD LOCATION

W/PRECAST EMBED PL)

SHELF

8"

6"

1/4

3 SIDES

EMBED PL (BY PRECASTER).

PROVIDE (2) PER PLANK,

STAGGERED EA PLANK

ROUND BAR SLUG AND EMBED PLATE

(BY PLANK MANUF, SEE DETAIL THIS

DWG FOR LAYOUT). TYP EMBED PLATE

LOAD 5.0K (ult.) INSTALL SLUG AFTER

TOPPING IS PLACED. SLUG MAY NOT BE

REQD IF PLANK CAMBER COMES OUT

FULLY

L6x6x3/8x0'-6"

GROUT PLANK

ENDS AT WELD PLs

/2

(TYP) BY

PLANK

MANUF

DESIGN

REQMNTS

CONT GALV L3x2x1/4 LLV, ANCHOR STL AND LVL PLs

ABV TO ANGLE W/

ANCHORS @8" O.C. (SEE

ARCH FOR ADDL INFO)

CONT LVL BLKG (SEE ARCH)

EMBED PL 3/8x3x0'-6" W/(2)-1/2"Ø x4" HEADED

STUDS @ 8" O.C. MAX

A N

G L E

/4

T

O P

SHIM AS REQD

3"

/2

T Y

P

3/16 2

3/16 2

CONT STL PL (SEE ARCH)

ANCHOR STL AND LVL PLs

TO FDN STEM W/ CAST-IN

ANCHORS @8" O.C. (SEE

ARCH FOR ADDL INFO)

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

/1

/2

:1

:1

A

M C

U s e rs

\c fo rg u e s \D o c u m e n ts

\4

V

A P

R O

V

ID

E N

C E

R c h ri s b e c k e rs tr u c tu ra l.

c o m

.r v t

SB-302

CGW BSE10 APR 2019

FOUNDATION SECTIONS &

DETAILS

VA RI FACILITIES MANAGEMENT

SERVICE

FULLY SPRINKLERED

NEW MENTAL HEALTH

BUILDING - PHASE 1

650-332

830 CHALKSTONE AVE, PROVIDENCE, R.I. 02908

SECTION

1/2" = 1'-0" SB-100

1 SECTION

1/2" = 1'-0" SB-100

2 SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SB-100

5 SECTION

1/2" = 1'-0" SB-100

SECTION

1/2" = 1'-0" SB-100

DETAIL

1" = 1'-0" SB-301

A

DETAIL

1" = 1'-0" SB-301

B

CONSTRUCTION

DOCUMENTS

Revisions: Date:

SB-302

SB-100, SF-101 SB-100, SF-101 SB-100, SF-101

SB-100, SF-101

SB-100, SF-101

T/BOND BEAM EL

(86'-4")

T/BOND BEAM EL

(99'-8")

T/BOND BEAM EL

(113'-0")

T/BOND BEAM EL

(99'-0")

T/BOND BEAM EL

(86'-4")

T/BOND BEAM EL

99'-8"

T/BOND BEAM EL

(113'-0")

T/BOND BEAM EL

(86'-4")

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.

BOND BEAMS W/2#5 CONT.

-LOCATE AT FLOOR LEVELS, MID-HEIGHT

BETWEEN FLOORS & TOP OF WALL (TYP)

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"

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. INCORPORATE THE REQUIREMENTS OF WALL

TYPE W1 U.N.O.

2. SEE SECTIONS & DETAILS FOR ADDITIONAL

REQUIREMENTS.

BOND BEAMS W/2#5 CONT.

-LOCATE AT 32" O.C.

(TYP)

2 5/8"

16"

BEARING LENGTH AT ENDS

16"

GROUT ALL CELLS

SOLID AT W2

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

1 3

PRECAST PLANK

(SEE PLAN)

SOLID GROUTED WALL

LINTEL OVER M.O.

WHERE WHERE NO

CONT BOND BEAM

(SEE SCHED)

2#5 VERT EA SIDE

OF OPENING

3#5 VERT AT

CORNER (TYP)

#5@32" O.C. VERT

(TYP, U.N.O.)

BOND BEAMS @32"

O.C. BTWN FLRS (TYP)

VERT LAP 30" (TYP, U.N.O.)

(COORD LAP LOCATIONS

W/GROUT LIFTS)

HATCH INDICATES CONT

BOND BEAM W/2#5 HORIZ

(SEE TYP DETAILS)

PROVIDE MATCHING

CORNER REINF AT BOND

BEAM HORIZ REINF

30"

30"

EMBED VERT REINF 12"

INTO FDN (TYP)

C.I.P. FDN

(SEE PLAN)

8.710

3#5 VERT THIS

SIDE OF OPENING

3#5 VERT AT

CORNER (TYP)

#5@32" O.C. VERT

(TYP, U.N.O.)

BOND BEAMS @32"

O.C. BTWN FLRS (TYP)

VERT LAP 30" (TYP, U.N.O.)

(COORD LAP LOCATIONS

W/GROUT LIFTS)

HATCH INDICATES CONT

BOND BEAM W/2#5 HORIZ

(SEE TYP DETAILS)

PROVIDE MATCHING

CORNER REINF AT BOND

BEAM HORIZ REINF

30"

30"

PRECAST PLANK

(SEE PLAN)

SOLID GROUTED WALL

C.I.P. FDN (SEE PLAN)

EMBED VERT REINF 12"

INTO FDN (TYP)

LAP VERT REINF 30" U.N.O.

(COORD LAP LOCATIONS

W/GROUT LIFTS)

3#5 VERT AT

CORNER

WHERE BOND BEAM IN

RETURN WALL BEYOND,

PROVIDE MATCHING

CORNER BARS

PRECAST ROOF PLANK

PROVIDE INTERMEDIATE

BOND BEAM BETWEEN

FLOORS

NOTE: T/BOND BEAM

AT TOP OF WALL FOR

STAIR 2 EL 26'-0"

BOND BEAM LINTEL OVER

OPENING WHERE NO CONT

BOND BEAM (SEE SCHED, TYP)

#5@32" O.C. VERT (TYP)

HATCH INDICATES CONT

BOND BEAM W/2#5 HORIZ

(SEE TYP DETAILS)

#5 VERT EA SIDE

OF OPNG (TYP)

C.I.P. FDN

30"

30"

(T Y

P

D

W L

E M

B E

D

#5 AT EA END

OF OPNG (TYP)

8" CMU INFILL

DRILL & EPOXY DWLS

W/4" EMBED (TYP)

ELEVATOR

DOOR ELEVATOR

DOOR

24" DEEP BOND BEAM W/2#5 HORIZ

IN EA COURSE W/MATCHING

CORNER REINF AT ENDS. PROVIDE

BOND BEAM AROUND ENTIRE

PERIMETER OF ELEVATOR SHAFT.

PROVIDE GALV BRICK WIRE-TIE

CONN @16" O.C. AT INFILL

INTERFACE. FASTEN W/GALV

CONCRETE SCREWS W/1 3/4"

EMBED MIN (TYP)

CONT 8" BOND BEAM

LINTEL W/2#5 HORIZ

#5 VERT @32" O.C.

(TYP, U.N.O.)

(S

IM

A T

S E

C O

N D

F L

O O

R

G R

O U

N D

F L

O O

R

IN

T E

R M

E D

IA

T

E F

L O

O R

TYP CMU INFILL DETAIL AT ELEVATOR FRONT WALL

NOTES:

1. THIS DETAIL ONLY APPLIES IF ELEVATOR MANUF REQUIRES BOTTOM AND/OR TOP OF ELEVATOR FRONT WALL TO REMAIN COMPLETELY OPEN DURING INSTALLATION. REVERT TO TYP CMU WALL DETAILS IF NOT APPLICABLE.

2. SUBMIT ALL MASONRY WALL REINF SHOP DRAWINGS FOR REVIEW PRIOR TO CONSTRUCTION.

1/4"=1'-0"

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

:1

:1

A

M C

U s e rs

\c fo rg u e s \D o c u m e n ts

\4

V

A P

R O

V

ID

E N

C E

R c h ri s b e c k e rs tr u c tu ra l.

c o m

.r v t

SB-303

CGW BSE10 APR 2019

CMU SECTIONS AND DETAILS

VA RI FACILITIES MANAGEMENT

SERVICE

FULLY SPRINKLERED

NEW MENTAL HEALTH

BUILDING - PHASE 1

650-332

830 CHALKSTONE AVE, PROVIDENCE, R.I. 02908

1/4" = 1'-0"

W2 CMU WALL ELEVATION AT

STAIR 1/ELEVATORS

1/4" = 1'-0"

W2 CMU WALL ELEVATION AT STAIR 2

1/4" = 1'-0"

TYP CMU WALL ELEVATION U.N.O.

CONSTRUCTION

DOCUMENTS

5 6 7

8.7

A

B

C

D

EE

FF

GG

15'-0"

7'-0"

12'-0"

10'-0" 23'-0" 21'-0" 21'-0" 21'-0" 26'-0"

E.9

E.5

W x

W x

W x

W x

W16x26

W16x26 W16x26 W16x26 W16x26

W x

W x

W16x36

W x

W16x45

W x

W16x36

W16x36

W16x40

W16x36

W24x76

W x

W x

W x

W x

W x

W x

W16x40

W x

W16x31W16x31W16x31W16x31

W16x26

W16x26

W x

W x

W16x31

STAIR

STAIR ELEV ELEV

W x4

PO

ST U

P

C.9

4.8 5.7 W x

SOLID GROUTED CMU FULL

HEIGHT WALL AT WALL TYPE W2

(SEE SB-303 FOR ELEVATION)

W 10x45

BP-A

W 10x45

BP-A

W x4

BP-A

W 10x39

BP-A

W 10x39

BP-A

W 10x39

BP-A

W 10x39

BP-A

W 10x39

BP-A

W 10x45

BP-A

SF-501

SF-501

SF-501

SF-502

SB-302

SB-302

SB-302

SF-501

SF-501

RAISED STEM AT

STOREFRONT PER

4/SB-302 (SEE ARCH

FOR EXTENTS)

15'-4 3/4"16'-8 13/16" 19'-6"

KICKER TO EMBED PL IN

PLANK (SEE 1/SF-502)

KICKER TO EMBED PL IN

PLANK (SEE 4/SF-501)

KICKER TO EMBED PL IN

PLANK (SEE 4/SF-501)

6" EXT SLAB ON GRADE

W/ #4@18" O.C. TOP

(T/ SLAB EL 86'-1 5/8")

P1 {83'-4"}

P2 {83'-4"}

P5 {83'-4"}

P1 {83'-4"}

P2A {83'-4"}

P1A {83'-4"}

P2 {83'-4"}

P2 {83'-4"}

P2 {83'-4"}

(SEE WALL ELEVATION 2/SB-100)

25'-4"

(S E

E W

A L

L E

L E

V A

T

IO

N

/S B

-1

T/ WALL

86'-4"

[87'-6"]

[87'-6"]

[87'-6"]

HATCHED AREA INDICATES

(UNFACTORED) LIVE LOAD =

100 PSF AT CORRIDORS AND

LOBBY. (SEE ARCH FOR

DIMENSIONS AND EXTENTS)

85'-8"

W x

W

W

W1

W2

W

W

W

W2

W1

SB-301

FOLDING PARTITION

BELOW BEAM (SEE ARCH)

6" EXT SLAB ON GRADE

W/ #4@18" O.C. TOP

(T/ SLAB EL 86'-4")

SB-301

DOWEL FDN WALL W/

3#5x24" LONG, DRILL &

EPOXY W/8" EMBED

(TYP)

DOWEL FDN WALL W/

(3)#5x24" LONG, DRILL

& EPOXY W/ 8" EMBED

(TYP)

T/ FTG EL 83'-4"

SF-501

E .O

.P

/4

E.O.P.

11 1/4"

E .O

.P

/4

E .O

.P

E

.O .P

5 1/4" E.O.P.

10 1/4" E.O.P.

E.O.P.

5 1/4"

E .O

.P

/4

E.O.P.

5 1/4"

E .O

.P

/8 "E.O.P.

8'-2 3/4"

SB-302

SB-302

SOLID GROUTED CMU FULL

HEIGHT WALL AT TYPE W2

(SEE SB-303 FOR ELEVATION)

SB-302

SIM

SB-302

3'-2" 15'-2"

7A

C .J

PLANK MANUF NOTE: EXTENTS OF

1-HOUR FIRE RATED PLANK (SEE

ARCH DRAWINGS FOR ADDL INFO)

PRECAST SITE STAIR (NOT BY E.O.R.).

PRECASTER PROVIDE CONNS TO PIN

TOP OF SITE STAIR TO ENTRY FDNS.

6'-0"

(TYP)

4'-0" 1'-0"

(T Y

P

PRECASTER

EXTEND EMBED

PLATE FOR

KICKERS FROM

EACH DIRECTION

(TYP)

4'-0" 1'-6"

SB-302

KICKER TO EMBED

PL CONN (SEE 4 AND

5 ON SB-302)

103.0 0°

BEAM BEARING PL

(SEE DETAIL SF-500)

SB-302

SIM

SEE NOTE 14

SEE NOTE 14

SF-500

B

SF-500

A

(PROVIDE ADDITIONAL KICKERS PER 5/SF-501)

STACKED FOLDING PARTITION LOCATION

(S E

A L E

D

G.C. NOTE: STAIR SHAFT RELIES ON STEEL FRAME

AND ITS CONNECTIONS TO THE STEEL FRAME FOR

PERMANANENT RESTRAINT UNDER LATERAL LOADS.

G.C. SHALL SEQUENCE CONSTRUCTION SUCH THAT

STEEL FRAME IS CAPABLE OF RESISTING LATERAL

FORCES FROM CMU SHAFTS PRIOR TO CMU

CONSTRUCTION. AS AN ALTERNATE, THE G.C. MAY

PROVIDE TEMPORARY LATERAL BRACING FOR CMU

SHAFTS DURING CONSTRUCTION (G.C. SHALL SUBMIT

SUPPORT CALCULATIONS STAMPED BY A LICENSED

PROFESSIONAL ENGINEER IN THE STATE OF RHODE

ISLAND)

G.C. NOTE: STAIR SHAFT RELIES ON STEEL FRAME AND

ITS CONNECTIONS TO THE STEEL FRAME FOR

PERMANANENT RESTRAINT UNDER LATERAL LOADS. G.C.

SHALL SEQUENCE CONSTRUCTION SUCH THAT STEEL

FRAME IS CAPABLE OF RESISTING LATERAL FORCES

FROM CMU SHAFTS PRIOR TO CMU CONSTRUCTION. AS

AN ALTERNATE, THE G.C. MAY PROVIDE TEMPORARY

LATERAL BRACING FOR CMU SHAFTS DURING

CONSTRUCTION (G.C. SHALL SUBMIT SUPPORT

CALCULATIONS STAMPED BY A LICENSED PROFESSIONAL

ENGINEER IN THE STATE OF RHODE ISLAND)

G.C. NOTE: REFER TO NOTES

ON SECTION 1/SF-501 FOR

OVERALL STABILITY OF

MOMENT FRAME DURING

CONSTRUCTION

H S

S x x /4

(S E

E N

O T

E

CONC VERT

DUCT BANK (SEE

MEP DWGS)

SF-501

FIRST FLOOR FRAMING PLAN

1/8"=1'-0"

NOTES:

1. INDICATES SPAN DIRECTION OF 8" PRECAST HOLLOW CORE PLANK (DESIGNED

BY OTHERS) W/2" FIBER REINFORCED CONCRETE TOPPING. TOP OF TOPPING EL 86'-4".

2. TOP OF WALL EL 86'-4" U.N.O. BY [XX'-XX"].

3. TOP OF FOUNDATION SHELF EL 85'-8" U.N.O. BY .

4. Px INDICATES REINF CONC PIER. SEE PIER DETAILS DWG SB-300.

5. TOP OF PIER EL INDICATED BY {XX'-XX"}.

6. TOP OF STEEL EL 85'-6" U.N.O. BY (±X'-XX").

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

8. PLANK DESIGNER TO ACCOUNT FOR PLANK SELF WEIGHT, 25 PSF 2" CIP TOPPING, 12

PSF ADDL DEAD LOAD AND 80 PSF LIVE LOAD. SEE PLAN FOR ADDL LIVE LOAD INFO.

ALL LOADS ARE UNFACTORED.

9. W1,W2 ETC INDICATES CMU WALL TYPE AND REINFORCEMENT. SEE CMU SECTIONS

DWG SB-303.

10. PRECAST PLANK MANUFACTURER PROVIDE PLANK CAPABLE OF ATTAINING 1-HOUR

FLOOR RATING FOR THE EXTENTS INDICATED ON PLAN. PROVIDE SUPPORTING

CALCULATIONS WITH PLANK DESIGN SUBMITTAL.

11. E.O.P. INDICATES EDGE OF PLANK DIMENSION.

12. C.J. INDICATES CONTRACTION JOINT (SEE DETAILS SB-300).

13. PRECAST PLANK LAYOUT IS TO BE DETERMINED BY THE PRECAST PLANK SUPPLIER.

14. INDICATES LOCATION WHERE GROUP OF FIELD CORES ARE ANTICIPATED. PLANK

DESIGNER SHALL COORD FINAL CORE SIZE, LOCATION & QUANTITIES W/MEP DWGS.

PLANK DESIGNER SHALL ACCOMMODATE THESE CORES IN DESIGN & PRESCRIBE

ACCEPTABLE LOCATIONS IN LAYOUT DWGS. PLANK DESIGNER IS RESPONSIBLE TO

CONFIRM AS-CORED LOCATION IN FIELD ARE CONSISTENT W/DESIGN INTENT.

15. INDICATES LOCATION OF CAST OPENING IN PLANK. PLANK DESIGNER SHALL

COORD FINAL SIZE, LOCATIONS & QUANTITIES W/MEP DWGS. PLANK MANUF/DESIGNER

SHALL DESIGN & SUPPLY ANY HEADERS/FRAMES REQUIRED FOR OPENINGS.

16. PROVIDE HSS8x4x1/4 SEPARATOR BEAMS BETWEEN ELEVATOR HOIST WAYS.

INTERMEDIATE BEAMS MAY BE REQUIRED BETWEEN FLOORS FOR RAIL SUPPORT. G.C.

COORDINATE FINAL QUANTITIY AND ELEVATION OF ALL SEPARATOR BEAMS WITH

ELEVATOR MANUFACTURER. BEAR SEPARATOR BEAM EACH END ON BEARING PL PER

TYPICAL DETAIL DWG SF-500.

X'-XX"

PRECAST

STAIR

C.I.P. ENTRY

FDNS

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

:1

:2

A

M C

U s e rs

\c fo rg u e s \D o c u m e n ts

\4

V

A P

R O

V

ID

E N

C E

R c h ri s b e c k e rs tr u c tu ra l.

c o m

.r v t

SF-101

CGW BSE10 APR 2019

FIRST FLOOR FRAMING PLAN

VA RI FACILITIES…