Amend 5 - ATT 34-518-22-700.Bedford.EHRM.IFC.Add1.MCR.2060225.pdf

STRUCTURAL ABBREVIATIONS:

A

ADDL ADDITIONAL

ADJ ADJACENT

ALT ALTERNATE

ALUM ALUMINUM

AR ANCHOR ROD

ARCH ARCHITECT

O

OC ON CENTER

OD OUTSIDE DIAMETER

OSF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

O/O OUT TO OUT

U

UNO UNLESS NOTED OTHERWISE

URM UNREINFORCED MASONRY

E

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EJ EXPANSION JOINT

EMBED EMBEDMENT

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

E-W EAST - WEST DIRECTION

(E) EXISTING

EXP EXPANSION

S

SB SOIL BORING

SC SLIP CRITICAL

SCHED SCHEDULE

SER STRUCTURAL ENGINEER OF RECORD

SF SQUARE FOOT

SIM SIMILAR

SL SNOW LOAD

SOG SLAB ON GRADE

SPA SPACES

SPEC SPECIFICATION

SPF SPRUCE PINE FIR

SS STAINLESS STEEL

SSLT SHORT-SLOT LOAD TRANSVERSE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURE / STRUCTURAL

SYM SYMMETRICAL

SYP SOUTHERN YELLOW PINE

Q

QTY QUANTITY

F

FDN FOUNDATION

FD FLOOR DRAIN

FFE FINISHED FLOOR ELEVATION

FLR FLOOR

FS FOOTING STEP

FT FEET

FTG FOOTING

FV FIELD VERIFY

N

NIC NOT IN CONTRACT

N-S NORTH - SOUTH DIRECTION

NLT NAIL LAMINATED TIMBER

NTS NOT TO SCALE

NWT NORMAL WEIGHT

G

GA GAGE/GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GLB GLUE LAMINATED BEAM

GLC GLUE LAMINATED COLUMN

GLT GLUE LAMINATED TIMBER

GR GRADE

GSN GENERAL STRUCTURAL NOTES

GWB GYPSUM WALL BOARD

L

LB(S) POUND(S)

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LSL LAMINATED STRAND LUMBER

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LWT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

M

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL & PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MSR MACHINE STRESS RATED

MTL METAL

H

HK HOOK

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SHAPE

HT HEIGHT

B

BDE BOTTOM OF DECK ELEVATION

BFE BOTTOM OF FOOTING ELEVATION

BM BEAM

BOL BOTTOM OF LINTEL

BOT BOTTOM

BP BEARING PLATE / BASE PLATE

BR BOTTOM REINFORCING

BTWN BETWEEN

C

CA COLUMN ABOVE

CANTL CANTILEVER

CB COLUMN BELOW

CFS COLD-FORMED STEEL

CGS CENTER OF GRAVITY STRAND

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLR CLEAR

CLT CROSS LAMINATED TIMBER

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN(S) CONNECTION(S)

CONST CONSTRUCTION

CONT CONTINUOUS

COSP CODE OF STANDARD PRACTICE

D d NAIL DIAMETER db BAR DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION

DF DOUGLAS FIR-LARCH

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DLT DOWEL LAMINATED TIMBER

I

ID INSIDE DIAMETER

INCL INCLUDE

ISF INSIDE FACE

J

JT JOINT

JBE JOIST BEARING ELEVATION

K

K KIPS

KLF KIPS PER LINEAL FOOT

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

KO KNOCK OUT

R

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT/REINFORCING

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

RSS RUGGED STRUCTURAL SCREW

RTU ROOF TOP UNIT

P

PAF POWER ACTUATED FASTENER

PC PRECAST CONCRETE

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PRE FAB PREFABRICATED

PROJ PROJECTION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST TENSIONED

V

VERT VERTICAL

W

W/ WITH

W/O WITHOUT

WD WOOD

WF WIDE FLANGE

WL WIND LOAD

WP WORK POINT

WT WEIGHT

WWR WELDED WIRE REINFORCING

T

T/G TONGUE AND GROOVED

TBE TOP OF BEAM ELEVATION

TDE TOP OF DECK ELEVATION

TEMP TEMPORARY

TFE TOP OF FOOTING ELEVATION

TGBE TOP OF GRADE BEAM ELEVATION

TPCE TOP OF PILE CAP ELEVATION

TPCPE TOP OF PRECAST PLANK ELEVATION

TPE TOP OF PIER ELEVATION

TR TOP REINFORCING

TRANS TRANSVERSE

TSE TOP OF SHEATHING ELEVATION

TSE TOP OF SLAB ELEVATION

TSE TOP OF SUBFLOOR ELEVATION

TWE TOP OF WALL ELEVATION

TYP TYPICAL

GENERAL SYMBOLS:

B1001 CONCRETE BEAM MARK NUMBER

B1001-PT POST TENSIONED CONCRETE BEAM MARK NUMBER

BP1 BEARING / BASE PLATE MARK NUMBER

BRF1 BRACE FRAME MARK NUMBER

BR1 MILD STEEL BOTTOM REINFORCING MARK NUMBER

C1 COLUMN MARK NUMBER

CC1 CONCRETE COLUMN MARK NUMBER

CW1 CONCRETE WALL NUMBER

D1 STEEL DECK MARK NUMBER

DC1 DROP CAPITAL MARK NUMBER

DP1 DRILLED PIER MARK NUMBER

DPC1 DRILLED PIER CAP NUMBER

EP1 EMBEDDED PLATE MARK NUMBER

F1 SPREAD FOOTING MARK NUMBER

GB1 GRADE BEAM MARK NUMBER

H1 HEADER MARK NUMBER

HCP HOLLOW CORE PLANK

HD1 HOLD DOWN MARK NUMBER

J10 JOIST MARK NUMBER

L1 LINTEL MARK NUMBER

MC1 MASONRY COLUMN MARK NUMBER

MF1 MOMENT FRAME MARK NUMBER

MW1 MASONRY WALL NUMBER

P1 PIER MARK NUMBER

PC1 PILE CAP MARK NUMBER

RD1 ROOF DECK MARK NUMBER

S1 SLAB MARK NUMBER

SC1 STEEL COLUMN MARK NUMBER

SR1 STUD RAIL REINFORCING MARK NUMBER

SW1 SHEAR WALL MARK NUMBER

T1 TRUSS MARK NUMBER

TR1 MILD STEEL TOP REINFORCING MARK NUMBER

W1 WALL MARK NUMBER

WC1 WOOD COLUMN MARK NUMBER

WF1 WALL FOOTING MARK NUMBER

WO1 WEB OPENING

MARKS AND SYMBOLS LEGEND:

KEYNOTE MARK NUMBER

FS

W1

FOOTING STEP LOCATION

APPROXIMATE LOCATION OF DRAIN TILE

CONTINUOUS EXTENT OF ELEMENT

SLAB STEP LOCATION WITH ELEVATIONS

MATCH LINE

EXISTING BUILDING GRID LINE

SHADED AREA INDICATES PROJECTION OF

EXISTING CONSTRUCTION

ELEVATION MARKER

NEW BUILDING GRID LINE

LINE OF DEMOLITION

APPROXIMATE LOCATION OF UTILITY PIPE

PENETRATION THROUGH FOUNDATION WALL

MARKS:

WALL MARK NUMBER OR WALL TYPE

APPROXIMATE LOCATION OF SOIL BORING

TENSION / COMPRESSION PILE

TEST PILE

COMPRESSION PILE

PLAN SYMBOLS LEGEND:

F1 (xx'-xx")

P1

C1

COLUMN MARK

PIER MARK

FOOTING MARK

TOP OF FOOTING

ELEVATION

W F

FOUNDATION SYSTEM:

EXTENT OF ELEMENT

SLAB STEP LOCATION

CHANGE IN SLAB SLOPE

CHANGE IN SLAB THICKNESS

SPAN DIRECTION OF ELEMENT

SPREAD FOOTING WALL FOOTING

(x x'

-x x"

TOP OF FOOTING

ELEVATION

STEEL FRAMING SYSTEM:

Vxx = V SHEAR REACTION (KIPS) Axx = AXIAL REACTION / THROUGH FORCE (KIPS) Mxx = MOMENT REACTION (KIP/FT) Txx = TORSIONAL REACTION (KIP/FT) Vhxx = HORIZONTAL SHEAR REACTIONS (KIPS)

V41 [12]

UPWARD CAMBER REQUIRED AT MID SPAN

OF STEEL BEAM IN INCHES

NUMBER OF HEADED STUDS

MOMENT FRAME CONNECTION

STEEL BEAM

(E)

EXISTING FRAMING MEMBER

W__ x __ C=3/4

(xx'-x")

WO1WEB OPENING

ELEVATION OF MEMBER

CANTILEVER BEAM

SIZE - SAME AS

BACKSPAN, UNO

SHADED AREA INDICATES CUT THROUGH

EXISTING CONSTRUCTION

SB1

Sxxx

Sxxx

DETAIL CALLOUT

ELEVATION CALLOUT

TYPICAL STEEL CONNECTION SYMBOLS:

CA or CB

CB TYP BEAM BEARING ON COLUMN

CA TYP TRANSFER BEAM COLUMN ABOVE

CA or CB

CB TYP BEAM BEARING ON COLUMN

CA TYP TRANSFER BEAM COLUMN ABOVE

CA or CB

CB TYP BEAM BEARING ON COLUMN

CA TYP TRANSFER BEAM COLUMN ABOVE

TYP CANTILEVERED BEAM MOMENT CONNECTION

(S,D) STIFFENER AND/OR DOUBLER WHERE INDICATED

TYP CANTILEVERED BEAM MOMENT CONNECTION

TYP CANTILEVERED BEAM MOMENT CONNECTION

(S,D)

(S,D)

TYP STUB CANTILEVERED CONNECTION

(S,D) STIFFENER AND/OR DOUBLER WHERE INDICATED

TYP CANTILEVERED BEAM MOMENT CONNECTION.

TYP MOMENT FRAME CONNECTION

(S,D) STIFFENER AND/OR DOUBLER WHERE INDICATED

TYP MOMENT FRAME CONNECTION

TYP MOMENT FRAME CONNECTION

(S,D)

TYP BEAM SHEAR SPLICE CONNECTION

TYP DRAG STRUT OR COLLECTOR BEAM. DESIGN

CONNECTION FOR AXIAL LOAD INDICATED ON PLAN IN

ADDITION TO REQUIRED SHEAR LOAD. SEE TYPICAL

SHEAR & AXIAL CONNECTION DETAILS

TYP BRACING BEAM OR ROLL BEAM

CONNECTION DESIGN FORCE

CONNECTION DESIGN FORCE (REVERSIBLE)

CONNECTION DESIGN MOMENT

CONNECTION DESIGN MOMENT (REVERSIBLE)

SHEET LIST

SHEET # SHEET NAME

MCRS-001 LEGEND SHEET

MCRS-002 GENERAL STRUCTURAL NOTES

MCRS-201 FOUNDATION PLAN

MCRS-202 ROOF FRAMING PLAN

MCRS-401 FOUNDATION SCHEDULES AND TYPICAL DETAILS

MCRS-402 MASONRY SCHEDULES AND TYPICAL DETAILS

MCRS-403 STEEL SCHEDULES AND TYPICAL DETAILS

MCRS-501 FOUNDATION DETAILS

MCRS-701 FRAMING DETAILS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

TRIPLE C - The A/E Group

100 Pearl Street, 14th Floor

Hartford, CT 06103

MAT PERKINS

860-270-0753

MBJ PROJECT # 24.513

A u to d e s k D o c s /3

C

R

.P ro je c t.

-2

-7

.E

H R

M .I U

.B e d fo rd .M

A .R

/5

-2

-7

.B e d fo rd .E

H R

M .M

C R

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J S

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A

M

MCRS-001

LEGEND SHEET 518-22-700

MCR

06/04/2025 CRO JJH

ISSUED FOR CONSTRUCTION EHRM INFRASTRUCTURE

UPGRADES

200 Springs Rd, Bedford MA 01730

BUILDING PERSPECTIVE - FOR REFERENCE ONLY

# Revisions: Date:

1 Addendum 1 02/25/2026

TYPICAL NOTES:

These notes specify the requirements for the design represented in these documents. The construction and materials shall comply with all the pertinent codes and references, plans, and details, including (but not limited to) those shown in architectural, civil, mechanical and electrical drawings.

The Contractor shall verify all dimensions and existing conditions in the field that affect construction prior to commencing work on the affected element or shop drawing submittals. Resolve any discrepancies with the Architect prior to construction.

The contract structural drawings and specifications represent the completed structure. The Contractor is responsible for bracing and shoring (without overstressing) all structural elements as necessary at any stage of construction until completion of the project. The Structural Engineer of Record is not responsible for the Contractor’s means, methods, sequences or procedures of construction. Contractor shall recognize and consider effects of thermal movements of structural elements during construction period.

The Contractor is solely responsible for site safety including all temporary precautionary measures and safety programs. Site observation visits by the Structural Engineer of Record do not include review of the contractor’s safety precautions.

Refer to architectural, mechanical and electrical drawings for locations, elevations, dimensions, and details of sleeves, inserts, openings, recesses, curbs, housekeeping pads, etc. that are not shown on the structural drawings and do not damage structural members.

Information shown in the structural drawings regarding existing conditions represents the current and general field conditions related to the new work, to the best of our knowledge. Report all discrepancies (unforeseen conditions) to the Architect for resolution prior to performing related new work.

Requests for information shall be submitted in writing and shall reference the part of the construction documents that is in question.

SPECIAL INSPECTIONS:

Special inspections required by the building code and these documents shall be provided in addition to inspections to be performed by the city in which the project is located.

Contractor shall read and understand their duties in the specification and under the building code for special inspections and coordinate as necessary the Owner's responsibilities.

The Special Inspectors shall be provided by the Owner and shall use current structural drawings incorporating all revisions and approved shop drawings.

Special inspection reports are to be submitted promptly and within 24 hours to the Structural Engineer of Record and Contractor from the time when inspections are performed.

The General Contractor shall provide timely notice (minimum 24 hours) to the Special Inspector and sufficient time for the Inspector to perform their inspection.

For a schedule of Special Structural Inspections required by the building code for this project, see the Special Inspection Schedule.

DELEGATED DESIGN AND DEFERRED SUBMITTALS:

The following items are a delegated design and shall be issued as deferred submittals per IBC. The delegated design submittal shall include shop drawings and an engineering analysis signed and sealed by the licensed design professional responsible for their preparation:

Cold-Formed Steel Framing Cold-Formed Steel Roof Trusses Cribbing for Underpinning (as needed for the Project)

The contractor shall retain a professional engineer licensed in the state where this project is located to design and detail delegated design items to meet the performance and design criteria indicated in the contract documents.

All items issued as deferred submittals shall be issued a minimum of 30 days prior to installation and shall not be installed until their design and submittal documents have been reviewed for general conformance to the drawings by the General Contractor, the Structural Engineer of Record and the Building Official. A copy of the deferred submittal shall be forwarded to the Building Official after the Structural Engineer of Record has reviewed the documents and prior to the erection of the deferred submittal items.

DESIGN CODES AND STANDARDS:

2024 International Building Code, as amended and adopted by the U.S. Department of Veterans Affairs Structural Design Manual, PG-18-10.

U.S. Department of Veterans Affairs Seismic Design Requirements, H-18-8.

Physical Security and Resiliency Design Manual (PSRDM).

MATERIAL PROPERTIES:

Reinforcing Steel (Fy):

Typical 60,000 psi ASTM A615 Grade 60 Weldable 60,000 psi ASTM A706 Grade 60

Cast-in-Place Concrete (f'c) at 28 days, u.n.o.:

Controlled Low 1,200 psi Maximum Strength Material (CLSM) 50 psi Minimum Footings 4,000 psi Concrete for Underpinning 3,000 psi Piers and Walls (non-shear) 4,000 psi Slabs on Grade 4,000 psi Exterior Concrete 4,500 psi w/ air entrainment All Concrete not otherwise noted 4,000 psi

Concrete Masonry- Unit Strength (f'm):

F’m 2,000 psi Typical Units: 2,800 psi per ASTM C90 Masonry Grout 2,000 psi Masonry Mortar ASTM C270, Type S

Structural Steel (Fy):

Wide Flanges: 50,000 psi ASTM A992 Angles, Channels, Plates, and Bars 36,000 psi ASTM A36 Rectangular HSS 46,000 psi ASTM A500, Grade B Round HSS 42,000 psi ASTM A500, Grade B Steel Pipe 35,000 psi ASTM A53, Grade B

Structural Fasteners:

Typical High-Strength Bolts 120,000 psi ASTM F3125 Grade A325 Twist-off Tension Control Bolts 120,000 psi ASTM F3125 Grade1852, Type 1 High-Strength Bolts where noted 150,000 psi ASTM F3125 Grade A490 Carbon Steel, Threaded Rods 36,000 psi ASTM A36 Threaded Rods Grade B7 where noted 125,000 psi ASTM A193 Stainless Steel, Threaded Rods 85,000 psi ASTM F593 Anchor Rods, Grade 36 U.N.O. 36,000 psi ASTM F1554 Anchor Rods, Grade 55 where noted 55,000 psi ASTM F1554 Anchor Rods Grade 105 where noted 105,000 psi ASTM F1554 Direct Tension Indicator Washers where noted ASTM F959

Cold-Formed Steel Framing (Fy):

Studs, Joists, Braces-16 ga. and heavier 50,000 psi ASTM A653 Studs, Joists, Braces-18 ga. and lighter 33,000 psi ASTM A653 Track, Channels and Accessories 33,000 psi ASTM A653

DESIGN LOADS:

LATERAL LOADS:

Risk Category: IV Wind Loads:

Primary Frame Wind Data:

Basic Wind Speed: V ult = 127 mph

Exposure Category: C Internal Pressure Coefficient (Gcpi): +0.18 or –0.18

Components and Cladding Wind Loads:

Exterior Component/Cladding: Supplier to develop based on code criteria and indicate on shop drawings.

Seismic Loads:

Primary Seismic Data:

Mapped Spectral Response Accelerations: Ss: 0.3 S1: 0.059

Site Class: BC

Design Spectral Acceleration Parameters: Sds: 0.18 Sd1: 0.039

Importance Factor: 1.5 Seismic Design Category: C

Basic Seismic-Force- Resisting System: Intermediate Reinforced Masonry Shear Walls

Response Modification Factor: R = 3.5 Overstrength Factor: ΩO = 2.5 Seismic Response Coefficient: Cs = 0.077

Ultimate Design Base Shear: V = 0.077(W)

Analysis Procedure: Equivalent Lateral Force Procedure

GRAVITY LOADS:

Dead Load:

Roof: 25 psf (10 psf load on bottom chord of trusses)

Snow Load:

Ground Snow Load, Pg: 86 psf Flat-Roof Snow Load, Pf: 59.8 psf Snow Exposure Factor, Ce: 1.00 Thermal Factor, Ct: 1.00 Slope Factor, Cs: 0.99 Unbalanced/Drift Snow Load: Refer to plan, U.N.O.

Tornado Load:

Tornado Speed, VT: 50 mph Design Tornado Pressure pT: Design for Tornado Loads is not required.

See ASCE 7-22 Section 32.5.2

Roof Live Load:

Live Load, (reducible): 20 psf

CONVENTIONAL FOOTINGS:

Footings are designed for a maximum allowable soil bearing pressure of 4000 pounds per square foot on undisturbed natural soil or compacted engineered fill. It shall be the Contractor’s/Owner’s responsibility to retain a Geotechnical Engineer to verify that this value may be achieved at the bottom of footing elevation with out damaging, differential settlement.

The quality of the bedrock shall be explored by the Owner's Geotechnical Engineer for the presence of soil filled seams at each column location. This shall be accomplished by drilling a 1 1/2" diameter test hole into the bedrock at each footing location prior to the placing of concrete. The depth of test hole will depend of the quality of the exposed rock,but shall not be less than 6'-0" below the bottom of the footing.

All topsoil, fill, organic, and/or other unsuitable bearing material shall be removed below the footings and/or within the building area to the depths indicated in the geotechnical engineering report and extent of removal shall be field verified by the Geotechnical Engineer.

All excavations shall be observed by a qualified Geotechnical Engineer to verify removal of all unsuitable material,and confirm the proper preparation of bearing conditions. Rock excavation for individual footings is not expected to exceed five foot depth, U.N.O. No mass excavation is anticipated. Blasting is not permitted.

For footings that do not bear on natural undisturbed soil, extend engineered fill laterally beyond bottom edge of footing per recommendations in the geotechnical report.

Foundation and retaining walls shall be back filled with free draining fill approved by the Geotechnical Engineer. Provide drainage board and perforated pipe as required by the contract documents and verify with the Architect and Civil Engineer.

Engineered fill shall not be placed on frozen material and frozen material shall not be used as engineered fill. Contractor shall provide any means necessary to prevent frost penetration under footings during construction.

Backfill equally on both sides of foundation walls to prevent overturning or lateral wall movement, or brace as necessary.

For stepping of wall footings reference drawings for detail.

FOUNDATIONS:

Refer to geotechnical report number J4245018 by Terracon, dated February 10, 2025.

The Contractor shall verify the location of all existing and new underground utilities and tanks prior to beginning excavation.

For underground utilities adjacent to foundations and through foundations reference drawings for typical detail showing step footings below utilities as required to avoid undermining of structure by utilities.

REINFORCED CONCRETE:

The detailing, fabrication and erection of all reinforcing shall be done in accordance with the latest edition of ACI-315, “Manual of Standard Practice for Detailing Reinforced Concrete Structures and ACI-318, “Building Code Requirements for Structural Concrete.”

All reinforcing bars are deformed and continuous, unless noted otherwise. Refer to drawings for reinforcing lap length schedule.

Provide suitable wire spacers, chairs, etc. for support of reinforcing steel in proper position while placing concrete. All bars shall be tied to prevent displacement while placing concrete. All chairs and slab bolsters shall be plastic or steel with plastic tips. When reinforcing steel is epoxy coated or p/t tendons are fully encapsulated, all chairs and slab bolsters shall be epoxy coated or plastic and all support bars shall be epoxy coated. Chairs are to be stable and resist tipping.

The fabricator shall submit a complete list of accessories and placing details with the shop drawings.

No horizontal construction joints shall be placed in beams, joists, or slabs, unless shown on drawings.

Locate vertical construction joints in beams and slabs at central one third of span. Refer to drawings for details. Submit proposed construction joint locations to the Structural Engineer of Record for review prior to placement of concrete. Where new concrete is placed against existing concrete, the existing concrete shall be roughened to a minimum 1/4" amplitude.

Refer to drawings for placement guidelines of embedded pipes, sleeves, and conduits. Conduits are not permitted in slabs 3 inches or less in thickness.

Conduit and piping shall be fabricated and installed so that cutting, bending, or displacement of reinforcement from its specified location is not required.

Concrete cover for pipe embedments with their fittings shall be at least 1-1/2 in. For concrete exposed to earth or weather, and at least 3/4 in. For concrete not exposed to weather, or not in contact with ground

Aluminum conduit, aluminum sleeves and aluminum embeds are not permitted in concrete.

All conduits shall be placed within the middle one-third of the slab thickness.

The maximum size of conduits shall be 1 1/4” diameter and shall be spaced no closer (to each other or reinforcing steel) than 4 inches unless prior approval is obtained from the structural engineer.

Sleeves and conduits shall pass perpendicularly through beams in the center third of the beam's depth. Embedded boxes shall not be located on the bottom face of beams and shall meet clearance requirements for beam reinforcing tendons and reinforcing steel.

Embedded boxes, sleeves and conduits shall not be placed within a distance of 2’-6” from the face of any column and shall not be placed within 1’-6” of any anchor without prior approval from the structural engineer.

In areas of high conduit concentration where it is not possible to meet the above requirements, consult the structural engineer prior to placement.

Provide a 3/4 inch chamfer for all exposed concrete corners. See architectural drawings for details and additional requirements.

Formwork and all shoring for flatwork shall be left in place until the concrete reaches at least 75 percent of the 28-day compressive strength. Design of shoring and reshoring is the responsibility of the Contractor and shall conform to ACI 347R and ACI 347.2R.

Concrete compressive strength testing used to determine flatwork stripping times shall be performed using one of the following methods:

CIPPOC and standard cylinders cured and stored in the same conditions as the flatwork.

Maturity testing properly calibrated and conducted by an approved testing agency.

Calcium chloride is not permitted as a concrete additive.

Concrete Cover on Reinforcing:

Topping Slab: 3/4" clear top Slab on Grade: upper third of slab Concrete covers are intended to meet 2 hour rating requirements of IBC Section 721.1 prescriptive fire protection.

Footings and Caissons: 3” clear bottom and sides 2” clear top Walls: #5 and smaller 1 1/2” clear earth or weather face #6 and greater 2" clear earth or weather face 3/4” interior face

SHOP DRAWINGS:

Submit shop drawing schedule with construction schedule that includes consideration for review period. See specification for additional information.

General contractor shall submit shop drawings in digital format for structural review. Digital drawings shall meet the following requirements.

1. All pages are native .pdf files, rotated, printed to scale with searchable text.

2. All transmittals shall be located as the first page of the submittal or as a separate file within one digital package.

3. Contractor digital review comments and their digital stamp shall be attached. Our review will not occur until the contractor has reviewed, coordinated with other trades and provided shop stamp.

4. MBJ will mark-up the digital set in red and return a digital file via email, ftp site or other means.

5. Under no circumstances will MBJ review shop drawings that are considered to be scanned/copied construction document submittals. The Detailer shall produce and submit original documents for review.

LOOSE ANGLE BRICK LINTELS:

Fit lintel such that vertical leg is tight to back of brick, locate brick ties to backup at first bed joint above angle’s vertical leg and provide minimum 8” support each end.

Refer to architectural drawings for locations and to structural drawings for lintel schedule.

STEEL ROOF DECK:

Manufacturer shall be a current member of the Steel Deck Institute (SDI).

Detail, manufacture and install steel roof deck and accessories in accordance with the SDI specifications and codes and OSHA requirements.

Steel roof deck shall be as noted on plan.

Welding shall be in accordance with AWS D1.3. Welders shall be qualified in accordance with AWS D1.3.

Where spray-on fireproofing of the deck is required, the Contractor shall verify that the deck finish is compatible with the proposed fireproofing material to ensure proper bonding of the fireproofing. Coordinate fireproofing locations and requirements with the architect.

All steel deck shall span a minimum of three spans, unless otherwise approved by the engineer. Deck ends are to be lapped over supports.

Contractor shall verify the location and extent of acoustical steel deck with the architectural drawings.

Reference drawings for detail on steel roof deck fastening requirements unless noted otherwise.

Provide reinforcement or frames for deck openings as indicated on the drawings.

POST-INSTALLED ANCHORS:

Post installed anchors to be installed in concrete base material shall have current ICC approval for use in both cracked and un-cracked concrete in accordance with ACI 355.2, ACI 355.4, ICC ES AC193 and ICC ES AC308.

Post-installed anchors to be installed in masonry base material shall have a current ICC approval for use in uncracked, fully grouted concrete masonry unit construction in accordance with ICC-ES AC01, ICC-ES AC58 and ICC-ES AC106. Contact Engineer of Record for anchorage to hollow masonry or unreinforced clay masonry not covered by this section.

Post-installed anchors shall only be used where specified on the construction documents. The Contractor shall obtain approval from the Engineer of Record prior to installing post-installed anchors in place of missing or misplaced cast-in-place anchors.

Submit a work plan including proposed products for approval prior to commencing corrective work.

Post-installed adhesive anchors shall not be used for fire rated components supporting gravity loads.

Verify that supporting substrate and environmental conditions are consistent with the manufacturer’s installation instructions and the ICC-ES report.

Post-installed anchors shall be installed in accordance with the manufacturer’s installation instructions and the ICC-ES report, including hole drilling and cleaning.

The general contractor shall engage a testing company to locate existing reinforcing and other embedded items by non-destructive means (GPR, pacometer or other approved means) as necessary to accurately locate existing elements prior to beginning drilling operations. Do not cut or damage existing reinforcing or other embedded items unless explicitly approved by the Engineer of Record. Notify the EOR if there is a conflict between the anchor location and an embedded item.

Pre-approved products for post-installed anchors are listed below. See specifications for additional pre-approved products and substitution request requirements.

The following wedge anchor products are pre-approved:

Base Material Product ICC-ES Report Concrete Hilti Kwik Bolt TZ2 ESR-4266 Concrete Simpson Strong Bolt ESR-3037 Concrete Dewalt Power Stud+ SD2 ESR-2502 Masonry (*) Hilti Kwik Bolt 1 IAPMO ER-677 Masonry (*) Simpson Wedge-All ESR-1396 Masonry (*) Dewalt Power Stud+ SD1 ESR-2966

The following sleeve anchor products are pre-approved:

Base Material Product ICC-ES Report Concrete Hilti HSL-3 ESR-1545 Concrete Dewalt Power Bolt + ESR-3260

The following screw anchor products are pre-approved:

Base Material Product ICC-ES Report Concrete Hilti HUS-EZ ESR-3027 Concrete Simpson DEWAL HD ESR-2713 Concrete Dewalt Screw Bolt+ ESR-3889 Masonry (*) Hilti HUS-EZ ESR-3056 Masonry (**) Simpson Titen HD ESR-1056 Masonry (*) Dewalt Screw Bolt+ ESR-4042

The following adhesive anchor products are pre-approved:

Base Material Product ICC-ES Report Concrete Hilti HIT HY 200-V3 ESR-4868 Concrete Hilti HIT HY 100 ESR-3574 Concrete Hilti HIT RE 500-V3 ESR-3814 Concrete Simpson AT XP IAPMO ER-0263 Concrete Dewalt AC200+ ESR-4027 Concrete Dewalt Pure110+ ESR-3298 Masonry (**) Hilti HIT HY 270 ESR-4143/4144 Masonry (**) Simpson AT XP IAPMO ER-0281

The following power-actuated fastener products are pre-approved:

Base Material Product ICC-ES Report Steel/Concrete/Masonry/Wood Hilti Low Velocity ESR-1663 Steel/Concrete/Masonry/Wood Hilti X-U ESR-2269 Steel/Concrete/Masonry/Wood Simpson Powder-Actuated ESR-2138 Steel/Concrete/Masonry/Wood Dewalt Power-Driven ESR-2024 Steel/Concrete/Masonry/Wood Dewalt Trak-It ESR-3275

(*) Indicates products listed are for anchorage to solid grouted concrete masonry units only.

(**) Indicated products listed are for anchorage to solid grouted or ungrouted concrete masonry units. Do not use anchors in ungrouted cells unless shown explicitly directed by Engineer of Record.

STRUCTURAL STEEL:

Structural steel shall be detailed, fabricated and erected in compliance with AISC Specification for the design, fabrication, erection of structural steel for building, and Code of Standard Practice, and OSHA steel erection standards.

All beams and girders shall be cambered at mid-span as indicated on the structural drawings. The cambers indicated shall be measured in the fabricators shop. Cambering tolerances shall be (-0”, +1/2”). No center point cambering allowed.

Splicing structural members where not detailed on the drawings is prohibited without prior approval of the Structural Engineer of Record.

Modification of structural steel members in the field is not allowed without written approval by the Structural Engineer of Record.

All composite beams using the concrete slab as a compression flange are designed for unshored construction unless noted otherwise.

Anchor rods shall be minimum 3/4” diameter or as detailed in drawings.

Where weld sizes are not indicated provide minimum weld size as indicated in AISC table J2.4.

STRUCTURAL STEEL CONNECTIONS:

All steel connections are as indicated on the drawings.

Unless detailed otherwise, beam shop connections may be welded or bolted and field connections are to be bolted. Bolts shall be a minimum 3/4" diameter for connections specified or detailed in the drawings. The fabricator may submit an alternate connection with the calculations that is certified by a professional engineer who is licensed in the state where the project is located.

All re-entrant corners must be shaped notch free per AWS D1.1 to a minimum radius of 1” except corners in connection material and beam copes.

Provide stiffeners and doublers where shown. Member reinforcements shall be the minimum of the size as indicated or as required by engineering analysis of the connection.

For beam to spandrel beam connections provide full depth stiffeners and fill maximum bolt rows.

Welded connections shall be made in accordance with AWS D1.1 Structural Welding Code using E70XX electrodes unless noted otherwise. Weld sizes not shown or controlled by the required forces shall be AWS code minimum size. Welds shall be visually inspected for compliance with the AWS code visual inspection criteria. Welders shall be qualified in accordance with AWS D1.1 and shall be experienced in welding structural steel.

Full penetration welds shall be tested using NDT methods such as ultrasonic, magnetic particle or other methods referenced in the AWS code. Welds subject to NDT methods shall also have been found compliant with the AWS visual inspection criteria.

CONCRETE SLABS ON GRADE:

Slabs on grade shall be place in lane fashion.

The control or construction joints shall be placed as shown on the drawings. The joints shall align with the column grids and be spaced as noted below:

Exterior slabs 24 times slab thickness, maximum;

Interior slabs 36 times slab thickness, maximum;

Interior slabs 48 times slab thickness, maximum.

with carpeting

The panels formed by control or construction joints shall not be “L” shaped, and a rectangular panel’s aspect ratio shall not exceed 1.5.

Refer to the drawings for the typical slab on grade construction and saw cut control joint detail. Control and construction joints must be continuous and not offset.

Refer to drawings for detail of isolation diamonds or circles at columns.

Refer to drawings for reinforcing at re-entrant corners. Bend bars as necessary at obstructions.

Refer to the specification for the existence, type, and thickness of interior ground vapor retarder. Locate a vapor retarder directly beneath the slab on grade on top of a 6 inch compactable granular base. Refer to the specification for requirements for the compactable granular base.

Mechanically vibrate concrete around trench drains, floor ducts, construction joint dowels, loading docks, architectural features and other embedded items.

Refer to flooring manufacturer’s specification for levelness, flatness and curing of concrete slabs on grade to receive special architectural floor finishes.

Where slab demolition occurs in slabs on grade, curbs and sidewalk areas, typically saw cut slabs for new work to the widths indicated on plan. Where such saw cuts would occur within 3 feet or less of an existing control or construction joint, remove slabs to the nearest existing control or construction joint. Dowel edges as indicated for typical slabs in other areas. Provide slab control joints in new slabs at locations to match existing slab control joints, and also a spacing to keep slab panel aspect ratios as square as possible, but at a spacing not to exceed 10’-0”. Slab finishes shall match original existing finishes of surrounding slabs, subject to review of Architect.

REINFORCED MASONRY:

Masonry work shall conform to all requirements of TMS 402/602, “Building Code Requirements and Specification for Masonry Structures.”

All masonry units are placed in running bond fashion. Corners shall have a standard bond by overlapping units.

Special shapes shall be provided for jambs, columns, pilasters, control joints, corners, and lintels.

All masonry walls shall have horizontal joint reinforcing spaced at 16” oc. Horizontal joint reinforcing shall be ladder style and fabricated with galvanized nine-gauge wire and shall include corner and intersecting wall pieces. Provide minimum 6” laps at all splices.

Vertical reinforcing shall be held in place by rebar positioners, crossties, chairs, or tying to every other layer of horizontal reinforcing steel. Refer to the detail in the drawings for vertical reinforcing bar location in a core.

Provide concrete cover of minimum 1/2" to face shell.

Refer to detail in the drawings for reinforcing bar lap lengths.

Extend vertical reinforcing from footings to 2" clear top of wall or to beam bearing. Extend vertical reinforcing into the next level of construction and lap in accordance with the lap schedule.

When typical vertical wall reinforcing is interrupted by long wall openings, provide typical vertical wall reinforcing above and below opening, and extend into horizontal bond beams. Refer to the schedule on the drawings, for masonry wall opening lintels and jamb reinforcing.

Provide vertical reinforcing at the ends of walls and at wall intersections to match specified reinforcing. Run reinforcing full height of walls.

All masonry units shall be placed with full face shell mortar coverage on horizontal and vertical face shells. Webs shall also have full mortar coverage around all grouted cells.

Fill block core at vertical reinforcing (8" minimum length along wall) with concrete grout. Filling cores with mortar is not allowed.

Vibrate in place. Rodding and puddling are not allowed.

Maximum grout lift height is 5'-4". Maximum grout pour height is 8'-0", provide cleanouts if pour heights exceed 5'-4".

Masonry cement mortar is not allowed.

Calcium chloride or admixtures containing chloride shall not be used in mortar or grout.

For reinforced masonry bond beams, provide bent corner bars at corners and intersections that match reinforcing. Step bond beams as necessary to match roof slopes. Lap reinforcing bars per schedule.

For construction of masonry control joints refer to detail in drawings.

Unless noted otherwise on the drawings place control joints in masonry walls such that no straight run of wall exceeds 24’-0” and within 4’-0” of corners. Do not place control joints within 48 inches of a masonry opening jamb or a steel bearing plate.

Bond beams shall be constructed with flow through knock out bond beam blocks and reinforced with 2 - #5 continuous unless noted otherwise.

Place bond beam reinforcing continuously through control joints. Do not splice bond beam reinforcing within 6’-0” of a control joint.

Provide bond beam with reinforcing at all floor lines, roof lines, and top of walls. Refer to details in the drawings.

Grout below steel bearing plate and refer to the drawings for additional information.

Refer to drawings for reinforcing schedule, top of wall bracing, thickened bearing slab and lintel schedule for non-bearing masonry walls. Refer to Architectural drawings for location and extent.

1.3 High-Strength Bolting-Slip-Critical and Material

1.4 Steel Material, Seismic - Section 1705.12.1

1.2 High Strength Bolting-Bearing Material

1.1 Fabricator Documentation - Note (1)

1. STEEL CONSTRUCTION: Section 1705.2.1 and Table 1705.2.3

Continuous Periodic None

1.5 Welds: Full and Part Pen and Multi-Pass Fillet

1.6 Welds: Single Pass Fillet for All Sections

1.7 Frame Joint Detail Compliance

2.1 Member Shape and Size Compliance in Formwork

2. CONCRETE CONSTRUCTION: Section 1705.3 and Table 1705.3

2.2 Reinf Steel and PT Tendons Size, Quantity and Placement

2.3 Weldability of Reinforcing and Welds

2.4 Anchors in Concrete

2.5 Use of Required Mix Design

2.6 Sample for Specimens and Tests

2.7 Placement of CIP Concrete and Shotcrete

2.8 Curing Compliance

2.9 Strength for Stressing PT Tendons

2.10 Prestressing Force Application

2.11 Grouting Bonded Tendons - Seismic

2.12 Strength for Formwork Removal

2.13 Erection of Precast Members

3. MASONRY CONSTRUCTION: Section 1705.4

4.1 Bearing Material, Capacity and Depth

4. SOILS: Section 1705.6 and Table 1705.6

4.2 Compacted Fill Compliance With Soils Report

Notes:

1. When the fabricator does not meet the requirements of 1704.2.5.1.

2. Empirically designed masonry is excluded.

STRUCTURAL TEST AND SPECIAL INSPECTION SCHEDULE:

3.1 Level 3: TMS 602 Table 4

3.1.1 Proportions of Site-Prepared Mortar

3.1.2 Sample Panel Construction

3.1.3 Grout Space

3.1.4 Placement of Reinforcement, Connectors and Anchors

3.1.5 Proportions of Site Prepared Grout

3.1.6 Placement of Masonry Units and Mortar

Joint Construction

3.1.7 Size and Location of Structural Members

3.1.8 Welding of Reinforcement

3.1.9 Grout Placement

3.1.10 Preparation of Grout Specimens, Mortar Specimens

and/or Prisms

COLD-FORMED STEEL (METAL) FRAMING:

The cold-formed steel supplier shall submit certified shop drawings and design calculations prepared by a qualified Professional Engineer registered in the state where the project is located. See project specification manual for additional submittal requirements.

CFS supplier or installer shall provide all connectors, fasteners, bridging and bracing as required to provide a complete stable installation.

Attachment of studs to the building structure shall be designed by the supplier and shall be in locations shown on the structural drawings. Do not attach exterior studs to the bottom flange of beams unless specifically shown on the structural drawings.

The design and connection detailing of all cold-formed steel material including, but not limited to exterior studs, bearing studs, headers, jambs, joists, rafters and anchorage shall be by the Cold-Formed Steel Supplier. The minimum design criteria for all systems other than bearing framing shall meet the following criteria:

Stud in exterior walls shall be minimum 600S162-43 (6”-18 gauge) studs at 16” oc.

Studs shall be cold rolled steel, galvanized, C shape, with minimum 1 5/8” flange and minimum 1/2” return. They are to be punched for utility access and galvanized to G60 coating per ASTM 525.

At all openings in exterior and bearing walls provide a minimum two studs full wall height each side of opening and a minimum one additional stud each side for lintel bearing.

Anchor bottom track to concrete or masonry with minimum 0.145" diameter power driven fasteners with minimum 3/4" embed at 16” oc.

Top and bottom tracks shall be cold formed steel,galvanized U shaped and minimum 18 gauge.

Cold-Formed steel framing fasteners shall be minimum #10 self-drilling screws, with low profile head when beneath sheathing. Provide a minimum of two screws per connection unless noted otherwise. Screws are to extend through last connected layer with at least 3 threads exposed on backside.

Fasten cold-formed framing to wood with minimum #10 x 1 7/8” bugle head woodscrews. Pre-drill holes in metal studs.

Provide a minimum of two screws per connection unless noted otherwise.

All framing components shall be squarely cut for attachment to perpendicular members. Stud ends must seat tightly into tracks for all bearing applications.

Wall stud deflection criteria:

For wall studs providing lateral support to masonry veneer and cementitious stucco, limit deflection to L/600.

For wall studs providing lateral support to other materials, limit deflection to L/360.

Joist and rafter deflection criteria:

Live Load Deflection limit to L/360.

Total Load Deflection limit to L/240.

All cold-formed designations are in accordance with the Steel Stud Manufacturers Association (SSMA).

Refer to architectural drawings and specification for size, minimum gage, extent, and location of interior non-bearing cold-formed steel framing not shown on the structural drawings. Interior cold-formed steel framing is to be designed for 5 psf lateral pressure by the cold-formed steel supplier.

Temporary bracing shall be furnished by the cold-formed steel supplier and framing installer and maintained until permanent systems providing lateral stability are in place.

Welding shall conform to the American Welding Society (AWS) “Structural Welding Code – Sheet Steel, D1.3 – Current Edition.” Welders shall be qualified in accordance with AWS D1.3 and shall be experienced in cold-formed welding.

All cold-formed steel material to be welded must be nominal 16 gauge or thicker.

Touch up all cold-formed material at welds with zinc-rich paint.

Align load bearing wall studs with floor or roof joists.

Splices in studs, joists, and headers, are not permitted, unless approved in writing by the structural engineer.

Framing components may be pre-assembled into panels prior to erecting. Prefabricated panels shall be square, with components attached in a manner that prevents racking.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

TRIPLE C - The A/E Group

100 Pearl Street, 14th Floor

Hartford, CT 06103

MAT PERKINS

860-270-0753

MBJ PROJECT # 24.513

A u to d e s k D o c s /3

C

R

.P ro je c t.

-2

-7

.E

H R

M .I U

.B e d fo rd .M

A .R

/5

-2

-7

.B e d fo rd .E

H R

M .M

C R

.M B

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U C

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/2

:4

:2

A

M

MCRS-002

GENERAL STRUCTURAL NOTES 518-22-700

MCR

06/04/2025 CRO JJH

ISSUED FOR CONSTRUCTION EHRM INFRASTRUCTURE

UPGRADES

200 Springs Rd, Bedford MA 01730

# Revisions: Date:

F S

F S

F S

1. SEE SHEET MCRS-001 FOR SHEET INDEX, TYPICAL ABBREVIATIONS AND LEGENDS.

2. SEE SHEET MCRS-002 FOR GENERAL STRUCTURAL NOTES.

3. SEE SHEET MCRS-401 FOR FOUNDATION SCHEDULES AND TYPICAL DETAILS.

4. SEE SHEET MCRS-402 FOR MASONRY SCHEDULES AND TYPICAL DETAILS.

5. SEE SHEET MCRS-403 FOR STEEL SCHEDULES AND TYPICAL DETAILS.

6. SEE SHEET MCRS-501 FOR FOUNDATION DETAILS.

7. SEE SHEET MCRS-701 FOR FRAMING DETAILS.

REFERENCE NOTES:

PLAN NOTES (UNLESS NOTED OTHERWISE):

1. PROJECT DATUM ELEVATION 0'- 0" = 181.0'. SEE CIVIL AND ARCHITECTURAL DRAWINGS.

2. TOP OF FOOTING ELEVATION (TFE) = -4'- 0", UNLESS NOTED OTHERWISE ON PLAN AS (XX'-XX").

3. ALL FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS.

4. SEE TYPICAL FOUNDATION DETAILS FOR UTILITY PENETRATIONS THROUGH FOUNDATIONS. SEE PLAN

FOR APPROXIMATE LOCATIONS. VERIFY LOCATIONS AND ELEVATIONS WITH MECHANICAL DRAWINGS.

5. TOP OF PIER ELEVATION (TPE) = -1'- 0", UNLESS NOTED OTHERWISE ON PLAN AS (XX'-XX").

6. CIP FOUNDATION TOP OF WALL ELEVATION (TWE) = -1'- 0" , UNLESS NOTED OTHERWISE ON PLAN.

7. FOR SLAB JOINT LAYOUTS, SEE PLANS AND GENERAL STRUCTURAL NOTES FOR CRITERIA. FOR

TYPICAL CONTROL AND CONSTRUCTION JOINTS SEE TYPICAL SLAB JOINTING DETAILS.

8. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION, INCLUDING LOCATIONS AND

DIMENSIONS OF RAMPS, SLAB SLOPES, SLAB STEPS AND SLAB DEPRESSIONS.

9. VERIFY SIZE, LOCATION AND INVERT ELEVATIONS FOR ALL UTILITIES, SITE STRUCTURES, SUMPS AND

DRAINS WITH CIVIL, MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS.

10. SEE CIVIL / LANDSCAPE DRAWINGS FOR PAVING AND SITE DETAILS AT THE BUILDING EXTERIOR.

11. REFER TO THE GEOTECHNICAL REPORT FOR EXISTING SUBSURFACE CONDITIONS AND OTHER

INFORMATION. REMOVAL OF EXISTING BEDROCK MAY BE NEEDED IN SOME AREAS. CONTRACTOR

SHALL VERIFY THE EXISTING CONDITIONS AND COORDINATE REMOVALS WITH THE GEOTECHNICAL

AND STRUCTURAL ENGINEERS.

C

B

A

6" CONC SOG W/ #5

AT 18" OC EACH WAY

7' - 9" 13' - 6 3/8" 15' - 9" 6' - 4 5/8" 16' - 8 1/2" 26' - 8"

MCRS-501

MCRS-401

MCRS-401

CJ

C J

C J

C J

C J

MCRS-501

CJ

MCRS-401

CW2

MCRS-501

D

E

F

/8

/4

/4

CJ CJ

MCJ

MCJ

M C

J

MCJ

MCRS-501

MCRS-401

MCRS-501

MCRS-501

MCRS-401

MCRS-501

MCRS-401

-4

-6

-6

-4

MCRS-401

CW1

CW1

CW1

CW1

CW1

CW1 CW2

CW2

CW2

CW2

MW2

MW2

MW1

MW1

MW1

MW2

MW2

MW1

MW1MW1

MCRS-501

W

WF1 (-4' - 0")

W

WF1 (-4' - 0")

W

WF1 (-4' - 0")

WF1 (-4' - 0")

W

WF1 (-4' - 0")

W

WF1

C J

C J

CJ

V E

R

IF

Y

VERIFY W/ ARCH

8' - 2"

VERIFY W/ ARCH

9' - 4"

VERIFY W/ ARCH

9' - 4"

V E

R

IF

Y W

A

R C

H

V E

R

IF

Y W

A

R C

H

V E

R

IF

Y W

A

R C

H

/8

1' - 2"

VERIFY W/ ARCH

6' - 4"

8"

/8

SC1

F1 (-4' - 0")

P1

TSE = 0' - 0"

TWE = 0' - 0" TWE = 0' - 0"

TWE = 0' - 0"

TWE = 0' - 0"

TWE = 0' - 0"

TWE = 0' - 0"

TWE = 0' - 0"

WF1

-6

-4

(E) 4'-2" x 4'-2" x 1'-4"(E) 4'-2" x 4'-2" x 1'-4"

(E) 6'-0" x 6'-6" x 1'-9"

(E) 4'-10" x 5'-2" x 1'-8"

(E) 4'-10" x 5'-2" x 1'-8"

(E) 4'-2" x 4'-2" x 1'-4"(E) 4'-2" x 4'-2" x 1'-4"

(E

1' -8 x

1' -0 x

C O

N T

(E) 6'-0" x 6'-6" x 1'-9"

(E

1' -8 x

1' -0 x

C O

N T

(E ) 1 x 1

(E) 14 x 14

(E ) 1 x 1

(E ) 1 x 1

(E ) 1 x 1

(E) 18 x 24

(E) 1'-8" x 1'-0" x CONT

(E

1' -8 x

1' -0 x

C O

N T

( -6' - 1" )

( -6' - 5" ) ( -6' - 5" )

-6

( -6' - 11" )

( -6' - 5" )( -6' - 5" )

( -6' - 0" )

-6

(E

1' -8 x

1' -0 x

C O

N T

(E) 1'-8" x 1'-0" x CONT

( -6' - 1" )

(E) 6" CONC SOG

(E) TSE = 0' - 0"

MCRS-501

MCJ

M C

J

M C

J

M C

J

M C

J

MCJ

M C

J

M C

J

M C

J

MCJ

M C

J

MCJ

M C

J

MCJ

FLOOR DRAIN - SEE ARCHITECTURAL AND PLUMBING FOR MORE INFORMATION. PROVIDE 1 - #5 x

24" LONG ON EACH SIDE.

KEYNOTES:

HOUSEKEEPING PAD - SEE . SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR

EXACT SIZE AND LOCATION.

2 6/ MCRS-501

EXISTING STORM DRAIN TO BE REMOVED AND REPLACED. STEP FOOTINGS AS NEEDED - SEE

DETAIL .

7/ MCRS-401

EXISTING BEDROCK REMOVAL LIKELY IN THIS AREA - SEE PLAN NOTE 11.4

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

TRIPLE C - The A/E Group

100 Pearl Street, 14th Floor

Hartford, CT 06103

MAT PERKINS

860-270-0753

MBJ PROJECT # 24.513

A u to d e s k D o c s /3

C

R

.P ro je c t.

-2

-7

.E

H R

M .I U

.B e d fo rd .M

A .R

/5

-2

-7

.B e d fo rd .E

H R

M .M

C R

.M B

J S

T R

U C

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/2

/2

:4

:2

A

M

MCRS-201

FOUNDATION PLAN 518-22-700

MCR

06/04/2025 CRO JJH

ISSUED FOR CONSTRUCTION EHRM INFRASTRUCTURE

UPGRADES

200 Springs Rd, Bedford MA 01730

1/4" = 1'-0"1

FOUNDATION PLAN

# Revisions: Date:

1 Addendum 1 02/25/2026

CASE 1

ONE BAR PER CELL

LOCATED IN THE

CENTER OF THE CELL

CASE 2

ALL OTHER CONDITIONS INCLUDING TWO

BARS PER CELL AND SINGLE BARS NOT

LOCATED IN THE CENTER OF THE CELL

CMU REINFORCING BAR LAP SPLICE SCHEDULE: f'm = 2000 PSI

#3

#4

#5

#6

#7

#8

CASE 1 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2

6" CMU 8" CMU 10" CMU 12" CMUBAR

SIZE

14" 14" 14" 14" 14" 14"

21" 18" 18" 24" 18" 22"

15"

25"

32" 22" 22" 37" 22" 35"39"

- 38" 35" 54" 35" 54"54"

- 52" 40" 63" 40" 63"-

- - 61" - 53" 72"-

NOTES:

1. REINFORCING BAR LAP SPLICE SCHEDULE APPLIES TO UNCOATED, GRADE 60 REINFORCING BARS IN

ASTM C 90 HOLLOW UNITS.

2. CASE 1: ONE BAR PER CELL LOCATED IN THE CENTER OF THE CELL.

CASE 2: ALL OTHER CONDITIONS, INCLUDING TWO BARS PER CELL AND SINGLE BARS NOT LOCATED IN

THE CENTER OF THE CELL.

3. FOR EPOXY COATED BAR, MULTIPLY THE ABOVE LENGTHS BY 1.5.

4. MAXIMUM SPACING OF BARS BEING LAPPED IS ONE FIFTH THE LAP SPLICE LENGTH, NOT TO EXCEED 8".

5. REINFORCING BARS SHALL BE LAPPED IN THE SAME CMU CELL.

6. ALL BARS MUST BE PLACED IN FULLY GROUTED CELLS OR BOND BEAMS.

NOTES:

1. SEE TYPICAL WALL DETAILS FOR ADDITIONAL INFORMATION.

2. PROVIDE DOWELS AT FOUNDATION TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING.

3. PROVIDE HORIZONTAL JOINT REINFORCEMENT PER GENERAL STRUCTURAL NOTES.

LINTEL - SEE LINTEL

SCHEDULE

LINTEL REINFORCING -

SEE LINTEL SCHEDULE

TYPICAL VERTICAL

WALL REINF - SEE CMU

WALL SCHEDULE

DOWELS TO STRUCTURE BELOW

TO MATCH VERT REINF SIZE AND

LOCATION - SEE WALL DETAILS

JAMB REINFORCING

- SEE JAMB SCHEDULE

BOND BEAM REINFORCING -

SEE TOP OF WALL DETAILS

NOTES:

1. JAMB AND END OF WALL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE IN ADDITION TO TYPICAL VERTICAL WALL REINFORCING.

2. PROVIDE CONTROL JOINTS TO MEET SPACING REQUIREMENTS SHOWN AND AT LOCATIONS WHERE CHANGES IN WALL HEIGHT OCCUR, WHERE CHANGES IN WALL THICKNESS OCCUR, AND WHERE

MOVEMENT JOINTS IN THE FLOOR ABOVE AND/OR BELOW OCCUR.

3. SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINT LOCATIONS AT NON-LOAD BEARING WALLS NOT SHOWN ON STRUCTURAL DRAWINGS.

4. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS.

5. PROVIDE CLEANOUT AT BOTTOM COURSE FOR GROUT POURS GREATER THAN 5'-0" HIGH.

6. SILL REINFORCING SHALL BE LADDER JOINT REINFORCING IN THE FIRST OR SECOND MORTAR JOINT BELOW THE SILL OR A REINFORCED BOND BEAM. SILL REINFORCING SHALL EXTEND BETWEEN CONTROL

JOINTS.

7. SEE NON-LOAD BEARING INTERIOR CMU WALL REINFORCING SCHEDULE FOR LINTEL AND JAMB REINFORCING REQUIRED AT NON-LOAD BEARING INTERIOR WALLS.

END OF WALL OR

CORNER

CONTROL JOINT - SEE

TYPICAL DETAIL

END OF WALL OR

CORNER

REINFORCING - SEE

TYPICAL DETAIL

OR CORNER

4'-0" MAX TO

END OF WALL

CONTROL JOINT - SEE TYPICAL DETAIL

24'-0" MAX

CONTROL JOINT SPACING

TO WALL OPENING

4'-0" MIN

H E

IG

H

T

'-0

T

Y P

L

IF

T

L A

P S

P L

IC

E

JAMB REINFORCING

- SEE JAMB SCHEDULE

SILL REINFORCING

SEE TYPICAL CMU

WALL CONTROL JOINT

THROUGH BOND BEAM

PLAN DETAILS FOR

REINFORCING

REQUIREMENTS

TYP

12" MIN

WALL CORNER

JAMB OR WALL END

WALL INTERSECTION

L A

P S

P L

IC

E

T Y

P

ADDITIONAL BAR TO

MATCH SCHEDULED

VERT WALL REINF

ADDITIONAL

BAR TO MATCH

SCHEDULED

VERT WALL

REINF

90 DEG

HOOK

POUR THRU BOND

BEAM…