Attachment 07 - VOL_2-STRUCT-VA_CT_West_Haven_EHRM_IU-689-22-700.pdf

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516-2770

11A

12A

14A

15A

24 27

35A

36A

2B

DATA CENTER

GENERATOR

ENCLOSURE

FUEL YARD

BUILDINGS WITHIN THE SCOPE OF THIS PROJECT

16A

ARCHITECTURAL

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 300

KENT, WA 98032

PHONE: (206) 590-2118

DESIGN TEAM

STRUCTURAL

MECHANICAL

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 300

KENT, WA 98032

PHONE: (206) 590-2118

SIGNATURE LINE

COR

FIRE PROTECTION

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 300

KENT, WA 98032

PHONE: (206) 590-2118

CIVIL

WSP USA, INC.

33301 9TH AVENUE SOUTH

FEDERAL WAY, WA 98003-2600

PHONE: (206) 431-2300

PLUMBING

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 300

KENT, WA 98032

PHONE: (206) 590-2118

ELECTRICAL

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 300

KENT, WA 98032

PHONE: (206) 590-2118

WSP USA, INC.

33301 9TH AVENUE SOUTH

FEDERAL WAY, WA 98003-2600

PHONE: (206) 431-2300

PROJECT INFORMATION

STATE:

COUNTY:

JURISDICTION:

OWNER:

CODE ANALYSIS

PROJECT DESCRIPTION

THE PROPOSED DESIGN SHALL IMPROVE,

RECONFIGURE, EXPAND AND RENOVATE EXISTING

SPACES FOR NEW TELECOMMUNICATION ROOMS,

DATA CENTER, GENERATOR ENCLOSURE, AND

FUEL YARD.

APPLICABLE BUILDING

BUILDING 1, 2, 2B, 3, 4, 5, 6, 11, 11A, 12, 12A,

14A, 15, 15A, 16, 16A, 21, 22, 24, 27-34, 35, 35A, 36, 36A, 41 (DATA CENTER),

42 (GENERATOR ENCLOSURE, FUEL YARD)

ICRA CLASS REQUIREMENTS

REQUIREMENTS DEPENDENT ON

EACH INDIVIDUAL ROOM LOCATION.

CONNECTICUT

NEW HAVEN

WEST HAVEN

DEPARTMENT OF VETERANS

AFFAIRS

BUILDING TYPES

BUILDING 01 - HEALTHCARE

BUILDING 02 - HEALTHCARE

BUILDING 2B - ADMIN

BUILDING 03 - HEALTHCARE

BUILDING 04 - ADMIN

BUILDING 05 - HEALTHCARE

BUILDING 06 - ADMIN

BUILDING 11 - ADMIN

BUILDING 11A - ADMIN

BUILDING 12 - ADMIN

BUILDING 12A - ADMIN

BUILDING 14A - ADMIN

BUILDING 15 - ADMIN

BUILDING 15A - ADMIN

BUILDING 16 - ADMIN

BUILDING 16A - ADMIN

BUILDING 21 - ADMIN

BUILDING 22 - ADMIN

BUILDING 24 - ADMIN

BUILDING 27-34 - ADMIN

BUILDING 35 - ADMIN

BUILDING 35A - ADMIN

BUILDING 36 - HEALTHCARE

BUILDING 36A - ADMIN

41 (DATA CENTER) - ADMIN

42 (GENERATOR ENCLOSURE) - ADMIN

1. COORDINATE WORK WITH ALL CONTRACT DOCUMENTS, INCLUDING BUT NOT LIMITED TO DRAWINGS &

SPECIFICATIONS.

2. SPECIFICATIONS SHALL SUPERSEDE DRAWINGS IN THE CASE OF ANY CONFLICTING INFORMATION.

BRING TO THE AWARENESS OF AND VERIFY WITH VA COR PRIOR TO PROCEEDING.

3. THE CONTRACTOR AND ANY SUB CONTRACTORS SHALL FAMILIARIZE THEMSELVES WITH EXISTING CONDITIONS AND PROJECT REQUIREMENTS PRIOR TO SUBMITTING A BID OR BEGINNING WORK. NO ALLOWANCES WILL BE MADE ON BEHALF OF THE CONTRACTOR OR SUB-CONTRACTORS FOR FAILURE

TO VISIT THE SITE.

4. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS BEFORE BEGINNING WORK. ANY CONFLICTS BETWEEN EXISTING CONDITIONS AND THE CONTRACT DOCUMENTS SHALL BE BROUGHT

IMMEDIATELY TO THE ATTENTION OF THE COR.

5. ALL WORK SHALL BE PERFORMED WITH A HIGH-LEVEL OF WORKMANSHIP.

6. THE CONTRACTOR SHALL VERIFY ALL PRODUCT TYPES AND QUANTITIES DURING SITE

WALKTHROUGH, PRIOR TO PURCHASING ANY MATERIALS, EQUIPMENT, PRODUCTS OR LABOR.

7. THE CONTRACTOR SHALL VERIFY AND COORDINATE WITH ALL INSTALLERS TO ENSURE COMPLIANCE

WITH THE CONTRACT DOCUMENTS.

GENERAL NOTES

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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/ DISCIPLINE

321 4 5 6 7 8 9 10

DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 300

KENT, WA 98032

08/05/2026 7:15:41 am

Autodesk Docs://689-22-700 VA CT West Haven EHRM

IU/VAWH_GEN

SHEETS_SDB.rvt

G-001

COVER PAGE

JS/JRS JRS

100% CONSTRUCTION

DOCUMENTS

04/20/2026

689-22-700EHRM INFRASTRUCTURE

UPGRADES - WEST HAVEN

VA CT WEST HAVEN

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516

1" = 30'-0"

LOCATION MAP

PROJECT

NORTH

PROJECT

NORTH

1" = 150'-0"

SITE PLAN

EHRM INFRASTRUCTURE UPGRADES

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516-2770

PROJECT #: 689-22-700

Revisions: Date:

jamesstoddard Text Box

VOLUME 2 - STRUCTURAL SHEETS

WSP USA Inc.

1201 Pacific Ave, Suite 550 Tacoma WA, 98402

TEL: (206) 431-2300

FAX: (206) 431-2250

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

ENGINEERING DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

/7

/2

:5

:3

P M

A u to d e s k D o c s /6

-2

-7

V

A C

T W e s t H a v e n E

H R

M

IU

/V A

W H

D

A T

A C

E N

T E

R -S

T R

.r v t

S-001

STRUCTURAL GENERAL NOTES

NRT JKM

100% CONSTRUCTION

DOCUMENTS

04/20/2026

689-22-700EHRM INFRASTRUCTURE

UPGRADES - WEST HAVEN

VA CT WEST HAVEN

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516

MATERIAL SPECIFIC STANDARDS ARE LISTED IN THE RESPECTIVE MATERIAL SECTION.

1. VA SEISMIC DESIGN REQUIREMENTS, H-18-8, JULY 1ST 2023

2. 2021 INTERNATIONAL BUILDING CODE (IBC) WITH STATE AND LOCAL AMENDMENTS

CODES AND STANDARDS

REFERENCES:

ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

VA STRUCTURAL DESIGN MANUAL PG-18-10 OCTOBER 1ST 2022, REVISED JULY 1, 2023

DESIGN LOADS

WEIGHT OF STRUCTURAL ELEMENTS AND PERMANENT FIXED EQUIPMENT.

DEAD LOADS

SUPERIMPOSED DEAD LOADS

ROOF

WALLS

WALLS

ROOFING MATERIALS

EXTERIOR WALL SKIN

PARTITIONS

40 (LATERAL ONLY)

15 (10 LATERAL)

UNIFORM LOAD

(PSF)

CATEGORYLOCATION

LIVE AND ROOF LIVE LOADS

CORRIDORS

MECHANICAL ROOM

OFFICE

STAIRS & EXITS

ROOF

CONCRETE LOAD

(LBS)

OCCUPANCY OR USE UNIFORM LOAD

(PSF)

FIRST FLOOR

OFFICES

FILE AND COMPUTER ROOMS

SNOW LOAD

SNOW LOAD IMPORTANCE FACTOR, Is

GROUND SNOW LOAD, Pg

SNOW LOAD ON FLAT ROOFS, Pf

EXPOSURE CATEGORY

SNOW LOAD EXPOSURE FACTOR, Ce

THERMAL FACTOR, Ct

1.2

30 PSF

22.7 PSF

FULLY EXPOSED

1.0

1.0

VALUEDESIGN PARAMETER

WIND LOAD

BASIC WIND SPEED (3-SEC GUST), V

WIND EXPOSURE CATEGORY

ENCLOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

134 MPH

B

ENCLOSED

±0.18

VALUEDESIGN PARAMETER

SEISMIC IMPORTANCE FACTOR, Ie

SITE LOCATION

SOIL SITE CLASS

MAPPED SPECTRAL ACCELERATION

DESIGN SPECTRAL ACCELERATION

SEISMIC DESIGN CATEGORY

1.5

41.282° N -72.960° E

C

0.200 0.054

0.173 0.054

C

VALUEDESIGN PARAMETER

SEISMIC LOAD

LATITUDE

LONGITUDE

SHORT PERIOD, Ss

1-SECOND PERIOD, S1

SHORT PERIOD, Sds 1-SECOND PERIOD, Sd1

PRINCIPLE BUILDING AXES (NTS)

LONG AXIS

T R

A N

S A

X

IS

SEISMIC FORCE RESISTING SYSTEM

RESPONSE MODIFICATION FACTOR, R

OVERSTRENGTH FACTOR, Ω0

DEFLECTION AMPLIFICATION FACTOR, Cd

SEISMIC WEIGHT, W

SEISMIC RESPONSE COEFF, Cs

DESIGN BASE SHEAR, V

ANALYSIS PROCEDURE

SEISMIC SYSTEM DESIGN

A1 - BEARING WALL

SYSTEM: SPC REINF

MASONRY SHEAR WALLS

2.0 3.5

507 KIPS

0.052

26.4 KIPS

EQUIVALENT LATERAL

FORCE ANALYSIS

BOTH

DIRECTION

VERTICAL

LATERAL

STORY DRIFT

L/600

L/180

TOTAL: DL + LL

ELEMENT

1. DEFLECTION LIMITS OF MATERIAL STANDARDS ALSO APPLY.

2. SPAN LENGTH (L) AND WALL HEIGHT (H) ARE MEASURED IN INCHES FROM THE CENTERLINES OF SUPPORTS. THE LENGTH OF CANTILEVERED ELEMENTS

MUST BE FACTORED BY 2.

DEFLECTION LIMITS

VENEER LINTELS

ROOFS (NOT SUPPORTING PLASTER

OR STUCCO CEILINGS)

WALLS WITH BRITTLE FINISHES

(EXCL. VENEER)

WALLS WITH FLEXIBLE FINISHES

WIND

SEISMIC

DEFLECTION LIMITS FOR LOAD CASE

LL OR SL OR WL

L/600

L/240

H/600

H/180

H/500 (ELASTIC)

0.007 H (INELASTIC)

1. CONFLICTS BETWEEN THE DRAWINGS AND SPECIFICATIONS MUST BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER AND STRUCTURAL ENGINEER OF RECORD (SER) IN WRITTEN FORM AND RESOLVED BEFORE PROCEEDING WITH AFFECTED WORK.

2. STRUCTURAL DRAWINGS REPRESENT THE COMPLETED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS NECESSARY TO COMPLETE THE WORK, FOR JOB SITE SAFETY AND FOR COORDINATING WITH OTHER DISCIPLINES AS REQUIRED.

3. THE CONTRACTOR IS RESPONSIBLE FOR THE ERECTION PROCEDURE AND SEQUENCING TO ENSURE STABILITY OF THE STRUCTURE DURING CONSTRUCTION. PROVIDE SHORING, BRACING, AND FALSEWORK AS NEEDED TO PROTECT THE STRUCTURE THROUGHOUT CONSTRUCTION.

4. ERECTION AIDS FOR FACILITATING CONSTRUCTION NOT SHOWN IN THESE DRAWINGS MUST BE REMOVED AND ELEMENTS RESTORED TO ITS ORIGINAL

DESIGN INTENT SHOWN PER THESE DRAWINGS.

5. STRUCTURAL DRAWINGS SHOW GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE SPECIFIC CONDITIONS ARE NOT SHOWN, DETAILS OF

SIMILAR TYPE AND CHARACTER MAY BE USED BUT REQUIRE APPROVAL FROM THE SER.

6. TYPICAL DETAILS MAY NOT BE REFERENCED FROM THE PLANS BUT APPLY FOR THE CONDITIONS AS DESCRIBED BY THE DETAIL.

7. CONTRACTOR-INITIATED CHANGES REQUIRE APPROVAL FROM THE SER.

8. FOR A CONTRACTOR REQUESTED DESIGN REVISION, THE PROPOSED ALTERNATIVE MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER. THE SUBMITTAL MUST INCLUDE DRAWINGS, STRUCTURAL DETAILS AND RELATED CALCULATIONS, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE JURISDICTION OF THE PROJECT LOCATION. CALCULATIONS MUST DEMONSTRATE COMPLIANCE WITH THE CODES AND DESIGN REQUIREMENTS LISTED PER THESE DRAWINGS; AND THAT THE ALTERNATIVE DESIGN DOES NOT ADVERSELY

AFFECT THE STRUCTURE SHOWN IN THESE DRAWINGS.

9. CONTRACTOR MUST COORDINATE THESE DRAWINGS WITH THE DRAWINGS OF THE OTHER DISCIPLINES AND SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT SHOWN ON THE STRUCTURAL DRAWINGS. EXAMPLES INCLUDE EMBEDDED ANCHORS, SLEEVES AND INSERTS, MISCELLANEOUS ATTACHMENT DETAILS, FLOOR FINISHES, DOOR THRESHOLDS, SLOPES TO DRAINS, OPENINGS IN STRUCTURAL ELEMENTS, ETC.

10. VERIFY DIMENSIONS AND DETAILS PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES COORDINATING THE SIZE AND LOCATION OF OPENINGS THROUGH STRUCTURAL ELEMENTS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR USE BY

OTHER TRADES.

11. NO PIPES OR DUCTS MAY BE PLACED IN STRUCTURAL MEMBERS UNLESS DETAILED BY THE STRUCTURAL PLANS OR APPROVED BY THE SER.

12. DIMENSIONS MUST NOT BE SCALED FROM THE DRAWINGS.

13. PROVIDE SUBMITTALS AND (FABRICATION, AND ERECTION, ETC.) SHOP DRAWINGS FOR THE WORK SHOWN IN THESE DRAWINGS TO THE CONTRACTING OFFICE FOR APPROVAL FROM THE SER. WORK MUST NOT PROCEED WITHOUT REVIEW AND APPROVAL BY THE SER.

14. SUBMIT A DETAILED PLAN OF THE CONSTRUCTION INCLUDING A DESCRIPTION OF DEMOLITION, CONSTRUCTION METHODS, ERECTION SEQUENCING, METHODS OF STABILIZING THE STRUCTURE, SHORING LAYOUT, ELEMENT SIZES, CONNECTIONS AND ACCESSORIES WITH SUPPORTING CALCULATIONS STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER, TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL PRIOR TO BEGINNING

WORK.

15. SHOP DRAWINGS MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. UNLESS NOTED

OTHERWISE, PROVIDE SHOP DRAWINGS FOR:

a. DEFORMED BAR REINFORCING LAYOUT FOR CONCRETE AND MASONRY,

b. STRUCTURAL AND MISCELLANEOUS STEEL,

c. COLD-FORMED STEEL FRAMING,

d. ROOF METAL DECKING

1. BY SUBMITTING FOR ENGINEER’S REVIEW, THE CONTRACTOR CONFIRMS THE ACCURACY OF THE SUBMITTALS FOR DIMENSIONS, QUANTITIES, ELEMENT SIZES, CONSTRUCTION MATERIALS, FIELD MEASUREMENTS AND THAT THE CONTENTS HAVE BEEN REVIEWED FOR MEANS, METHODS, AND OPERATIONS

OF CONSTRUCTION, AND FOR ITS ADHERENCE TO SAFETY PROTOCOLS AT THE SITE.

2. SHOP DRAWING REVIEW DOES NOT RELIEVE THE CONTRACTOR FROM HAVING SOLE RESPONSIBILITY FOR THE ACCURACY OF ELEMENT SIZES, DIMENSIONS AND DETAILS. SUCH REVIEW DOES NOT CONSTITUTE ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, NOR IS A WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT.

GENERAL CONDITIONS

1. GROUND PREPARATION FOR THE SITE MUST BE IN ACCORDANCE WITH THE FINAL GEOTECHNICAL REPORT LISTED.

2. THE CONTRACTOR MUST BE FAMILIAR WITH SUBSURFACE CONDITIONS AND RELEVANT ASPECTS OF THIS REPORT BEFORE COMMENCING EXCAVATION. THE CONTRACTOR MUST RETAIN A GEOTECHNICAL ENGINEER FOR INSPECTIONS, TO VERIFY CONDITIONS, OR TO PERFORM ADDITIONAL EXPLORATION, AS

NECESSARY.

3. LOCATIONS OF SUBSURFACE SITE CONDITIONS, INCLUDING BURIED UTILITIES OR OBSTRUCTIONS AND OTHER FEATURES KNOWN TO THE DESIGN TEAM ARE IDENTIFIED IN DRAWINGS. VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES AND OBSTRUCTIONS. REPORT ANY DISCREPANCY ENCOUNTERED AS

SOON AS THEY ARE KNOWN TO THE CONTRACTING OFFICER.

4. FOOTING DESIGN IS BASED ON THE FOLLOWING ALLOWABLE SOIL PROPERTIES:

5. EXTERIOR FOOTINGS MUST BEAR AT OR BELOW FROST DEPTH. UNLESS NOTED OTHERWISE, MINIMUM BEARING DEPTH IS 48-INCHES BELOW THE ADJACENT

FINISHED GRADE.

6. ENGINEERED FILL BELOW SLABS, FOOTINGS, AND PAVEMENTS SHOULD BE COMPACTED TO DRY DENSITY OF AT LEAST 98% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698). THE UPPER 48" OF SOIL WILL NEED TO BE RE-COMPACTED BELOW THE SLAB-ON-GRADE PER GEOTECHNICAL REPORT.

A QUALIFIED TEST LABORATORY OR AN EXPERIENCED, QUALIFIED GEOTECHNICAL ENGINEER MUST BE RETAINED TO MONITOR SOIL COMPACTION.

7. SPECIAL INSPECTION MUST BE PERFORMED DURING SITE EXCAVATION TO CONFIRM THAT EXISTING CONDITIONS COMPLY WITH CONDITIONS IN THE

GEOTECHNICAL REPORT.

8. EXCAVATIONS MUST BE DEWATERED TO ALLOW FOR CASTING FOUNDATION CONCRETE IN DRY CONDITIONS.

9. USE FORMWORK TO CAST CONCRETE, SOIL FORMING CONCRETE WORK IS PROHIBITED.

10. USE A 15 MIL MIN VAPOR RETARDER AND A 4 INCH COMPACTED DRAINAGE LAYER BELOW SLABS-ON-GRADE, UNLESS NOTED OTHERWISE OR PER SPECIFIC

REQUIREMENTS OF THE GEOTECHNICAL REPORT.

FOUNDATIONS

REPORT TITLE

PREPARED BY

PROJECT NUMBER

DATED

GEOTECHNICAL REPORT

GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED EHRM INFRASTRUCTURE UPGRADE

GEOTILL ENGINEERING, INC

112452001 APRIL 17th, 2024

SOIL PROPERTY LOAD CASE VALUE

BEARING CAPACITY:

MODULUS OF SUBGRADE REACTION

COEFFICIENT OF FRICTION AT STRENGTH

FROST DEPTH

SUSTAINED

TRANSIENT (INCL W, E, OR BLAST)

2,500 PSF

3325 PSF

125 PCI

0.30

48"

1. REFERENCES:

A. ACI 301-20 SPECIFICATIONS FOR CONCRETE CONSTRUCTION

B. ACI 315R-18 DETAILS AND DETAILING CONCRETE CONSTRUCTION

C. ACI 318-19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

D. ACI 347-14 GUIDE TO FORMWORK FOR CONCRETE

1. CONCRETE WORK MUST CONFORM TO ACI 301. FORMWORK MUST CONFORM TO ACI 347.

2. MINIMUM CONCRETE PROPERTIES AT 28-DAYS PER THE FOLLOWING TABLE.

3. FLEXURAL STRENGTH FOR SLAB-ON-GRADE CONCRETE 650 PSI AT 90 DAYS

4. CONCRETE EXPOSED TO THE ENVIRONMENT MUST HAVE 6% +/- 1% AIR ENTRAINMENT BY VOLUME PER ASTM C260.

5. PROVIDE A MUD SLAB (MINIMUM 2 INCHES OF CONCRETE, LEVELED AT THE TOP SURFACE) UNDER SLABS AND FOOTINGS AT WET OR MUDDY GROUND SURFACES WHICH ARE UNSUITABLE FOR SUPPORTING REBAR CHAIRS, CONSTRUCTION WORKERS AND EQUIPMENT. PROVIDE WATERPROOF MEMBRANE TO

TOP OF MUD SLAB AS REQUIRED.

6. HORIZONTAL CONSTRUCTION JOINTS IN SPREAD FOOTINGS, STRIP FOOTINGS, PILE CAPS, BEAMS AND SLABS ARE PROHIBITED UNLESS SHOWN ON THE

DRAWINGS OR APPROVED BY THE SER.

7. THE EXTENT OF CONCRETE PLACEMENTS MUST BE LIMITED AS FOLLOWS, UNLESS NOTED OTHERWISE:

A. STRIP FOOTINGS AND WALLS: 60 FT (UNLESS INTERMEDIATE CONTROL JOINTS ARE PROVIDED)

B. SLABS-ON GROUND: 30 FT MAXIMUM LENGTH AND 900 SQ FT MAXIMUM AREA (UNLESS INTERMEDIATE CONTROL JOINTS ARE PROVIDED)

8. BEFORE CASTING THE SECOND SIDE OF A CONSTRUCTION JOINT, ROUGHEN SURFACE OF CONCRETE ELEMENTS AT CONSTRUCTION JOINTS TO A MINIMUM AMPLITUDE OF 1/4 INCH, UNLESS NOTED OTHERWISE. CLEAN AND APPLY BONDING AGENT TO THE HARDENED CONCRETE SURFACE RECEIVING FRESH

CONCRETE.

9. SECTIONS AND DETAILS MAY NOT SHOW ALL REQUIRED DEFORMED BAR REINFORCEMENT FOR CLARITY. ADDITIONAL REINFORCEMENT MAY BE DESCRIBED

IN PLANS, SCHEDULES, NOTES, OR OTHER DETAILS, AS APPLICABLE.

10. COORDINATE FLOOR FINISHES, SLAB SLOPES & DEPRESSIONS, FLOOR DRAINS, CURBS, CONCRETE PADS, AND OTHER CONCRETE FEATURES IDENTIFIED IN

THE CONTRACT DOCUMENTS.

11. THE STRUCTURAL DRAWINGS DO NOT NECESSARILY SHOW ALL ITEMS EMBEDDED IN THE CONCRETE. COORDINATE AND PROVIDED EMBEDDED ITEMS AS SHOWN IN THE CONTRACT DOCUMENTS AND AS REQUIRED BY THE EQUIPMENT MANUFACTURERS, AS NEEDED.

12. NON-STRUCTURAL STEEL MEMBERS EMBEDDED IN CONCRETE MUST BE HOT-DIP GALVANIZED OR PAINTED. DAMAGED COATINGS OF EMBEDDED ITEMS MUST

BE REPAIRED PRIOR TO CASTING CONCRETE.

13. PENETRATIONS THROUGH CONCRETE WALLS OR SLABS MUST CONFORM TO STANDARD DETAIL DRAWINGS.

14. PROVIDE 3/4" CHAMFER ON EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE.

CAST IN PLACE CONCRETE

1. REFERENCES:

A. ACI 301-20 SPECIFICATIONS FOR CONCRETE CONSTRUCTION

B. ACI SP-66-04 ACI DETAILING MANUAL

C. ACI 315R-18 DETAILS AND DETAILING CONCRETE CONSTRUCTION

D. AWS D1.4 2018 STRUCTURAL WELDING CODE – REINFORCING STEEL

2. STEEL REINFORCEMENT MUST CONFORM TO:

3. PROVIDE BAR SUPPORTS AND SPACERS PER ACI 315 UNLESS NOTED OTHERWISE. DEFORMED BAR REINFORCEMENT AND INSERTS MUST BE SECURED IN- PLACE PRIOR TO PLACING CONCRETE. DO NOT PLACE REBAR MATS DIRECTLY AGAINST SOIL; REBAR MATS ADJACENT TO SOIL OR OVER MUD SLABS MUST BE

SUPPORTED BY CHAIRS, DO NOT LIFT INTO PLACE DURING POURING.

4. UNLESS INDICATED OTHERWISE, REINFORCEMENT BARS ARE CONTINUOUS AND MUST BE LAP SPLICED OR COUPLED WITH MECHANICAL CONNECTORS. LAP

LENGTH NOTES:

A. SEE DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULES FOR REINFORCEMENT DETAILS.

B. LAP SPLICE LENGTH MUST BE USED FOR THE LARGER BAR SIZE WHEN BAR SIZE TRANSITIONS AT LAP.

C. OVERLAP WELDED WIRE LAYER REINFORCEMENT A LENGTH OF 1.5X WIRE DEVELOPMENT LENGTH OR ONE CROSSWIRE SPACING PLUS 2 INCHES, WHICHEVER IS LARGER.

D. MECHANICAL CONNECTORS MUST HAVE A MINIMUM CAPACITY OF 1.25 X YIELD STRENGTH OF THE BAR.

E. MECHANICAL CONNECTORS IN MEMBERS DESIGNATED AS PART OF THE SEISMIC-FORCE-RESISTING SYSTEM MUST HAVE A MINIMUM CAPACITY

EQUAL TO THE TENSILE STRENGTH OF THE BAR.

5. TYPE 1 MECHANICAL CONNECTORS MUST DEVELOP 125% OF THE YIELD STRENGTH (Fy) OF THE STRONGER OF THE TWO BAR BEING SPLICED. TYPE 2 MECHANICAL CONNECTORS MUST DEVELOP THE FULL TENSILE STRENGTH OF THE STRONGER OF THE TWO BARS BEING SPLICED. WHERE MECHANICAL CONNECTORS ARE USED IN LIEU OF LAP SPLICES, PROVIDE TYPE 2 MECHANICAL CONNECTORS EXCEPT WHERE TYPE 1 ARE PERMITTED AS INDICATED.

6. HEADED DEFORMED BARS (TERMINATORS) MUST BE INTEGRALLY FORMED OR THREADED DEVICES MEETING THE REQUIREMENTS OF ACI 318, SECTION 25.4.4.1.

7. UNLESS NOTED OTHERWISE ON THE DRAWINGS:

A. DEFORMED BAR COVER MUST CONFORM TO SPECIFIED CONCRETE COVER REQUIREMENTS OF ACI 318.

B. REINFORCEMENT MUST BE CONTINUOUS THROUGH CONSTRUCTION JOINTS

C. APPROVAL FROM SER REQUIRED BEFORE WELDING NON-ASTM A706 Gr. 60 REINFORCEMENT

D. APPROVAL FROM SER REQUIRED BEFORE FIELD BENDING REINFORCEMENT PARTIALLY EMBEDDED CONCRETE

E. MATCH DOWELS TO THE LARGER OF MULTIPLE BAR SIZES

8. DOWELS MUST BE SECURED WITH A RIGID TEMPLATE TO ENSURE SPLICE IS LOCATED INSIDE THE CONFINED REGION (REGION ENCLOSED BY SHEAR OR

HORIZONTAL REINFORCEMENT) OF CROSS-SECTION.

REINFORCING STEEL

CONDITION STANDARD AND GRADE MIN YIELD (KSI)

TYPICAL DEFORMED BAR

WELDABLE DEFORMED BAR, OR

DEFORMED BAR IN SEISMIC ELEMENTS

ASTM A615 GR 60

ASTM A706 GR 60

1. REFERENCES:

A. TMS 402-16 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

B. TMS 602-16 SPECIFICATIONS FOR MASONRY STRUCTURES

2. PROVIDE INSPECTION LEVEL C FOR RC IV FOR QUALITY ASSURANCE AND SPECIAL INSPECTION AND TESTING PER TMS 602

3. CONCRETE MASONRY ASSEMBLY MUST ACHIEVE A COMPRESSIVE STRENGTH AND COMPONENT MATERIAL STRENGTH DETERMINED PER ARTICLE 1.4 B OF

TMS 602. COMPRESSIVE STRENGTH MUST BE VERIFIED BEFORE CONSTRUCTION

4. PROVIDE CONCRETE MASONRY UNIT (CMU) COMPONENT MATERIAL STRENGTHS AS FOLLOWING. CONCRETE MASONRY ASSEMBLY MUST ACHIEVE THE

COMPRESSIVE STRENGTH SHOWN AS DETERMINED PER ARTICLE 1.4B OF TMS 602.

5. COLD AND HOT WEATHER CONSTRUCTION MUST BE IN ACCORDANCE WITH ARTICLE 1.8C AND ARTICLE 1.8D RESPECTIVELY OF TMS 602.

6. LAY UP MASONRY UNITS IN RUNNING BOND, UNLESS NOTED OTHERWISE. MORTAR JOINTS MUST NOT EXCEED A THICKNESS OF 5/8 INCH.

7. PROVIDE BOND BEAM UNITS AT LAYERS WITH HORIZONTAL REINFORCEMENT, EXCEPT WHERE LINTEL SECTIONS ARE REQUIRED.

8. CONTINUOUS REINFORCING STEEL MUST BE LAP SPLICED IN ACCORDANCE WITH THE DEVELOPMENT AND LAP SPLICE LENGTHS FOR MASONRY PER THE

DRAWINGS.

9. MECHANICAL SPLICES, WHERE NOTED ON DRAWINGS, MUST BE TAPERED THREADED OR UPSET THREADED BAR COUPLERS CERTIFIED TO DEVELOP 125% OF THE YIELD STRENGTH (Fy) OF THE BAR. HEADED REINFORCEMENTS BARS (TERMINATORS) MUST BE INTEGRALLY FORMED OR THREADED DEVICES PER ACI 318, SECTION 25.4.4.1, AND CAPABLE OF DEVELOPING THE FULL YIELD STRENGTH OF THE BAR.

10. VERTICAL BAR POSITIONERS MUST BE USED TO SECURE VERTICAL REINFORCING BEFORE GROUTING. CENTER VERTICAL REINFORCING IN WALL, UNLESS

NOTED OTHERWISE.

11. PROVIDE VERTICAL BARS FULL HEIGHT AT WALL CORNERS, AND EACH SIDE OF DOORS, WINDOWS, AND OTHER OPENINGS. PROVIDE HORIZONTAL REINFORCEMENT ABOVE DOOR OPENINGS, ABOVE AND BELOW WINDOWS AND AT OTHER OPENINGS. EXTEND REINFORCEMENT AT LEAST ONE DEVELOPMENT LENGTH OF THE BAR BEYOND EACH SIDE OF OPENING UNLESS NOTED OTHERWISE. PROVIDE CONTINUOUS HORIZONTAL REINFORCEMENT AT

CORNERS.

12. PROVIDE FINE GROUT OR COARSE GROUT BASED ON MINIMUM GROUT SPACE REQUIREMENTS OF TABLE 7 OF TMS 602.

13. GROUTING HEIGHTS GREATER THAN 5’-4” IS ONLY PERMITTED BY APPROVAL OF THE CONTRACTING OFFICER BEFORE CONSTRUCTION, SUBMIT REQUEST A MINIMUM OF TEN (10) DAYS PRIOR TO PROCEEDING WITH SITE MOBILIZATION. HIGH-LIFT GROUTING MUST BE IN ACCORDANCE WITH ARTICLE 3.5 OF TMS 602

AND SUBMITTAL MUST INCLUDE:

A. EXPECTED LIFT HEIGHTS AND PROCESS. LIFT MUST NOT EXCEED ONE STORY LEVEL, OR 12’-8” MAXIMUM, WHICHEVER IS LESSER.

B. QUALIFICATIONS OF UNIT AND GROUTING CREWS HAVING A MINIMUM OF FIVE (5) YEARS OF EXPERIENCE WITH SIMILAR HIGH-LIFT GROUTING WORK.

LIST THREE PROJECTS WITH CONTACT INFORMATION OF A REFERENCE FOR EACH.

C. OTHER ITEMS DEEMED IMPORTANT BY THE CONTRACTOR.

14. SPACE CONTROL JOINTS AT A MAXIMUM OF 25 FEET O.C., THREE TIMES THE WALL HEIGHT, WHICHEVER IS LESSER WHEN NOT INDICATED ON THE DRAWINGS.

WHEN INDICATED PER DRAWINGS, CONTROL JOINTS LOCATED BY DIMENSIONS SHOWN TAKE PRECEDENCE.

15. REFER TO THE ARCHITECTURAL DRAWINGS FOR THE ROUGH OPENING DIMENSION AND LOCATIONS OF WINDOWS AND DOORS. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR THE LOCATION, EXTENT, AND ORIENTATION OF CMU BLOCKS WITH REGARD TO COLOR AND FINISH.

16. OPENINGS FOR DUCTS AND PIPES PENETRATING MASONRY WALLS MUST BE COORDINATED PER CONTRACT DOCUMENTS. PROVIDE ADDITIONAL

REINFORCEMENT AROUND PENETRATIONS THROUGH WALLS AS SHOWN.

MASONRY

ITEM STANDARD, GRADE, AND NOTES MIN STRENGTH (PSI)

ASSEMBLY COMPRESSIVE STRENGTH, f'm

CMU BLOCK (MIN. NET AREA COMPRESSIVE

28-DAY STRENGTH)

MORTAR

GROUT

STEEL REINFORCEMENT

ASTM C90, TYPE 1 (MOISTURE

CONTROLLED), MEDIUM WEIGHT

ASTM C270, TYPE S. MASONRY CEMENT

MORTAR PROHIBITED.

GROUT SLUMP AT TIME OF GROUTING MUST

BE 8 TO 11 INCHES. WATER-REDUCING

ADMIXTURES MAY BE ADDED TO ACHIEVE

PERMITTED SLUMP.

ASTM A615, GR 60

ASTM A706, GR 60 (WHERE WELDED)

2,000

2,000

1,800

2,000

60 KSI YIELD

LOCATION MIN 28-DAY COMPRESSIVE

STRENGTH

(PSI)

FREEZING

& THAWING

FOUNDATIONS

SLAB-ON-GROUND (EXTERIOR)

SLAB-ON-GROUND (INTERIOR)

4,500

5,000

4,000

S1

S1

S0

SULFATE WATER

CONTACT

ACI 318, CH. 19 EXPOSURE CATEGORIES

CORROSION

PROTECTION

F2

F2

F0

W1

W2

W0

C1

C2

C0

MAX

WATER/CEMENT

RATIO

0.45

0.45

0.50

CEMENT

TYPE

II

II

I OR II

NOMINAL MAX

AGGREGATE

SIZE

1"

1"

1 1/2"

BLAST LOADS

CHARGE WEIGHTS VA PHYSICAL SECURITY TEAM

STANDOFF REQUIREMENTS VA PHYSICAL SECURITY & RESILIENCY DESIGN MANUAL

BLAST LOADING UFC 3-340-02

LEVEL OF PROTECTION VA PHYSICAL SECURITY & RESILIENCY DESIGN MANUAL AND ASCE 59-11

ALL DOOR EXTERIOR DOOR FRAMES AND CONNECTIONS SHALL BE DESIGNED FOR BLAST LOADS

1. DEFERRED COMPONENT SUBMITTALS ARE INTENDED TO BE VENDOR DESIGNED AND HAVE NOT BEEN DESIGNED BY THE ARCHITECT/ENGINEER OF RECORD. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND NECESSARY CONNECTIONS NOT CALLED OUT ON

ARCHITECTURAL OR STRUCTURAL DRAWINGS.

2. DEFERRED SUBMITTALS INCLUDING CALCULATIONS MUST BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER. DEFERRED SUBMITTALS MUST FIRST BE SUBMITTED TO THE ENGINEER OF RECORD FOR A CURSORY REVIEW FOR LOADS IMPOSED ON THE BASIC STRUCTURE.

3. A SUBMITTAL MAY THEN BE MADE BY THE CONTRACTOR TO THE CONTRACTING OFFICER’S REPRESENTATIVE TO SUBMIT TO THE AUTHORITY HAVING

JURISDICTION FOR REVIEW AND APPROVAL.

4. THE LIST OF ITEMS FOR DEFERRED SUBMITTALS INCLUDES THE FOLLOWING ITEMS:

A. SEISMIC RESTRAINT FOR NON-STRUCTURAL COMPONENTS

B. SHADE STRUCTURE AND SHADE STRUCTURE FOUNDATION

5. SUBMITTAL MUST INCLUDE:

A. CALCULATIONS

B. A DIAGRAM SHOWING LOAD MAGNITUDES AND LOCATIONS, SEPARATED INTO DEAD, AND SEISMIC COMPONENTS - THAT ARE APPLIED TO THE

PRIMARY STRUCTURE.

DEFERRED SUBMITTALS

1. THE CONTRACTOR MUST VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. THE CONTRACTOR MUST VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF EXISTING FOUNDATIONS AND UTILITIES KNOWN TO THE ENGINEER ARE INDICATED ON THE DRAWINGS.

REPORT ANY DISCREPANCIES OR ENCOUNTERED OBSTRUCTIONS TO THE CONTRACTING OFFICER REPRESENTATIVE IMMEDIATELY.

2. THE CONTRACTOR MUST DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION (VERTICALLY AND LATERALLY) AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR TO CONSTRUCTION, THE CONTRACTOR MUST PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR MOVEMENT AND SUBMIT IT FOR REVIEW TO THE CONTRACTING OFFICER REPRESENTATIVE.

3. EXISTING STRUCTURAL MEMBERS MUST REMAIN UNLESS NOTED OTHERWISE ON THE PLANS. SAWCUTTING, IF AND WHERE USED, MUST NOT CUT EXISTING REINFORCING THAT IS TO REMAIN. DEMOLITION DEBRIS MUST NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.

4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS MUST BE ACCOMPLISHED BY SAWCUTTING OR CORING WHEREVER POSSIBLE AND AS SHOWN.

WHEN SAWCUTTING, CORNERS MUST INITIALLY BE CORED TO PREVENT OVERCUTTING. SMALL ROUND OPENINGS MUST BE ACCOMPLISHED BY DRILLING, IF

POSSIBLE.

5. THE CONTRACTOR MUST DESIGN AND INSTALL SHORING TO SUPPORT NEW CONSTRUCTION (VERTICALLY AND LATERALLY) UNTIL STRUCTURAL COMPONENTS

HAVE BEEN CONNECTED AS SHOWN ON THE STRUCTURAL DRAWINGS.

6. THE CONTRACTOR MUST SUBMIT SHORING DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY A REGISTERED STRUCTURAL ENGINEER. DRAWINGS MUST SHOW SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION, AND ACCESSORIES OF SHORING MEMBERS.

DEMOLITION AND SHORING

Revisions: Date:

WSP USA Inc.

1201 Pacific Ave, Suite 550 Tacoma WA, 98402

TEL: (206) 431-2300

FAX: (206) 431-2250

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

ENGINEERING DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

/7

/2

:5

:3

P M

A u to d e s k D o c s /6

-2

-7

V

A C

T W e s t H a v e n E

H R

M

IU

/V A

W H

D

A T

A C

E N

T E

R -S

T R

.r v t

S-002

STRUCTURAL GENERAL NOTES

NRT JKM

100% CONSTRUCTION

DOCUMENTS

04/20/2026

689-22-700EHRM INFRASTRUCTURE

UPGRADES - WEST HAVEN

VA CT WEST HAVEN

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516

STRUCTURAL STEEL

WIDE FLANGES (W) AND TEES (WT)

CHANNELS (C & MC) AND ANGLES (L)

PLATE AND FLAT BAR STOCK (PL)

HSS

PIPE

OTHER STEEL

ASTM A992

ASTM A36

ASTM A36 GR 36

ASTM A500 GR C

ASTM A500 GR B

ASTM A53 GR B

ASTM A572

MIN YIELD

(KSI)

SHAPE

1. REFERENCES:

A. AISC 303-22 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES

B. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

C. AISC 341-16 SEISMIC PROVISIONS FOR STEEL BUILDINGS

D. AISC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS 2014

2. STRUCTURAL STEEL WORK MUST BE PERFORMED BY AISC CERTIFIED FABRICATORS & ERECTORS.

3. STEEL CONSTRUCTION AND DESIGN AS PART A DEFERRED DESIGN SUBMITTAL MUST CONFORM TO AISC 360 AND AISC 303.

4. USE STRUCTURAL STEEL SHAPES (AS APPLICABLE PER THE DRAWINGS), WITH CROSS-SECTIONS PER ASTM A6, PER THE FOLLOWING TABLE.

5. PROVIDE PROTECTIVE COATING AT STEEL EXPOSED TO THE ENVIRONMENT AND WEATHER PER ARCHITECTURAL REQUIREMENTS.

6. MACHINE COLUMN ENDS AT SPLICES TO PROVIDE A FLUSH BEARING CONTACT SURFACE, UNLESS NOTED OTHERWISE.

7. EQUALLY SPACE STEEL BEAMS, NOT SPECIFICALLY DIMENSIONED ON PLAN, BETWEEN COLUMN GRID LINES OR THE INDICATED DIMENSIONED POINTS.

8. CAMBER BEAMS AS INDICATED. WHERE CAMBER IS NOT SHOWN, FABRICATE BEAMS WITH INCIDENTAL CAMBER SO THE HIGH SIDE IS PLACED UPWARD, OR

OUTWARD AT WIND GIRTS.

9. CAMBER MUST BE COLD FORMED PER AISC SPECIFICATIONS AND TOLERANCES.

10. USE HIGH STRENGTH (HS) BOLTS PER ASTM F3125, GRADES AS INDICATED IN THE FOLLOWING TABLE, UNLESS NOTED OTHERWISE.

11. SLIP-CRITICAL (SC) BOLTS MUST BE PER THE RCSC SPECIFICATION AND INSPECTED IN ACCORDANCE WITH THE IBC.

12. USE SNUG-TIGHT (ST) BOLTS PER THE RCSC WHEN SLIP-CRITICAL IS NOT IDENTIFIED IN THE DRAWINGS.

13. USE ASTM A449 BOLTS WITH ASTM F563 NUTS AND ASTM F436 HARDENED WASHERS FOR THROUGH BOLTING HSS SHAPES. BOLTS MUST BE SNUG TIGHT ONLY.

PROVIDE JAMB NUT TIGHTENED AGAINST STANDARD NUT TO FASTEN CONNECTOR.

14. DIRECT TENSION INDICATING (DTI) WASHERS, IF USED FOR HIGH STRENGTH BOLTS, MUST NOT BE TIGHTENED TO A FULLY CRUSHED CONDITION. DTI MUST HAVE THE MINIMUM ACCEPTABLE NUMBER OF TAPERED GAGE REJECTIONS BETWEEN LUGS. REJECTION OF GAGE AT EACH LUG LOCATION IS CAUSE FOR

REJECTION OF BOLT INSTALLATION.

15. CONTRACTOR MUST SUBMIT A BOLTING PROCEDURE PLAN TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER BEFORE BEGINNING

WORK.

16. BOLT HOLES CUT IN THE FIELD MUST BE DRILLED, NOT BURNED. BOLT HOLES CUT IN THE SHOP MAY BE DRILLED, WATER-JET OR LASER CUT; PLASMA CUTTING

HOLES NOT PERMITTED.

17. LOCATION OF EMBEDDED ELEMENTS MUST BE COORDINATED WITH CONTRACT DOCUMENTS.

18. STEEL COMPONENTS EMBEDDED IN CONCRETE OR MASONRY AT EXTERIOR LOCATIONS, EXPOSED TO EARTH, OR LOCATED IN UNCONDITIONED SPACE, MUST

BE HOT-DIPPED GALVANIZED PER ASTM A123 [OR ASTM A767 FOR REINFORCEMENT].

19. AT INTERIOR CONDITIONS (NOT EXPOSED TO WEATHER) AND COMPONENTS EMBEDDED IN CONCRETE OR MASONRY MUST BE LEFT UNPAINTED.

20. ERECTION AIDS, WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR, MUST BE REMOVED AND THE AFFECTED ELEMENTS RESTORED TO ORIGINAL DESIGN INTENT. ERECTION AIDS AND OTHER ATTACHMENTS ARE NOT PERMITTED IN PROTECTED SEISMIC ZONES OF ELEMENTS WITHOUT PRIOR APPROVAL

FROM THE SER.

21. NOTIFY CONTRACTING OFFICER OF ANY FABRICATION OR ERECTION ERRORS, OR DEVIATIONS. WRITTEN APPROVAL IS REQUIRED BEFORE FIELD

CORRECTIONS ARE MADE.

STANDARD &

GRADE

RECTANGULAR OR SQUARE

ROUND

BOLT DIAMETER

BOLT ASTM F3125 GRADE

BOLT FINISH/COATING

HEAVY HEX NUT

HARDENED WASHER (CIRCULAR, BEVELED OR

CLIPPED, AS REQ'D)

DIRECT TENSION INDICATING WASHERS

BOLT DIAM. 1-1/2 IN AND SMALLER

BOLT DIAM. UP TO 2-1/2 INCHES

TENSION CONTROLLED BOLTS (USE

MANUFACTURER SUPPLIED NUTS AND WASHERS)

7/8 INCH DIAMETER, UNO

A325, TYPE 1 UNO

ASTM F2329 HDG [ASTM B695, F1136, F2833]

ASTM A563 TYPE DH'

ASTM F436 TYPE 1

ASTM F959

ASTM F2437

F1852 , TYPE 1

TYPICAL HIGH STRENGTH BOLTS STANDARD, GRADE, AND NOTES

ANCHOR RODS

1. ANCHOR RODS MUST BE ASTM F1554 GRADE 55 WITH S-1 (WELDABLE) SUPPLEMENT, UNLESS NOTED OTHERWISE.

2. PROVIDE SMOOTH ANCHOR RODS THREADED ONLY AT EACH END OF THE ANCHOR ROD. BEFORE CASTING CONCRETE, GREASE THE UPPER 2/3 LENGTH OF EACH ANCHOR ROD. IN LIEU OF GREASE, PROVIDE TWO, INDEPENDENT LAYERS OF VISQUEEN OVER UPPER 2/3 THE LENGTH OF THE ANCHOR.

3. USE TWO HEAVY HEX NUTS ON EACH END OF ANCHOR ROD. AT TOP, USE DOUBLE NUTS FOR SECURING A WASHER AND WASHER PLATE TO THE TOP SURFACE

4. WHERE AISC OVERSIZED HOLES ARE USED AT BASE PLATES PROVIDE SINGLE-PLY MINIMUM 3/8 INCH ASTM A572 GR 50 PLATE WASHERS WELDED ALL AROUND

TO THE BASE PLATE.

5. USE A RIGID STEEL TEMPLATE TO LOCATE AND SECURE ANCHOR RODS BEFORE PLACING CONCRETE. TEMPLATES MUST BE REMOVED AFTER THE CONCRETE

HAS HARDENED WITHOUT DAMAGING THE STRUCTURE.

6. AFTER BASE PLATE INSTALLATION, FULLY TIGHTEN ANCHOR ROD NUTS UNLESS NOTED OTHERWISE.

7. HEATING OR BENDING ANCHOR RODS IS PROHIBITED AND GROUNDS FOR REJECTION.

STRUCTURAL WELDING

1. REFERENCES:

A. AWS D1.1-18 STRUCTURAL WELDING CODE – STEEL

B. AWS D1.8-16 STRUCTURAL WELDING CODE – SEISMIC SUPPLEMENT

2. WELDING MUST BE DONE BY AWS CERTIFIED WELDERS AND PER AWS D1.1 [AND D1.8].

3. USE LOW HYDROGEN E70XX ELECTRODE WITH TENSILE STRENGTH PER AWS D1.1 AND D1.8, UNLESS NOTED OTHERWISE.

4. WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM MUST HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0° F.

5. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN USED IN THE DRAWINGS. CONTRACTOR MUST COORDINATE THE USE OF SHOP AND FIELD WELDS AS

NECESSARY.

6. FILLET WELD SIZES SHOWN ON DRAWINGS INDICATE THE MINIMUM LEG SIZE REQUIRED AT THE JOINT. INCREASE WELD SIZE BY ROOT GAP DIMENSION IF A GAP EXISTS AT THE JOINT. IF THE INCLUDED ANGLE OF THE TWO CONNECTED PLATES EXCEEDS 90°, THE WELD MUST BE CONTOURED TO PROVIDE AN EFFECTIVE THROAT DIMENSION NO LESS THAN 72% OF WELD SIZE INDICATED. IF NOT SHOWN THE MINIMUM FILLET WELD SIZE AT INTERIOR LOCATIONS MUST BE NO LESS

THAN 3/16 INCHES, AND NO LESS THAN 1/4 INCHES AT EXTERIOR LOCATIONS.

7. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS AND MUST BE SIZED ACCORDINGLY

FOR THE WELD PROCESS USED.

8. COMPLETE JOINT PENETRATION (CJP) MUST HAVE A BACKUP BAR WITH RUNOFF TABS TO ACHIEVE FULL DEPTH OVER FULL LENGTH OF WELD. BACKGOUGING THE ROOT IS REQUIRED. BACKUP BAR MUST BE REMOVED AND GROUND SMOOTH, UNLESS NOTED OTHERWISE.

9. ULTRASONICALLY TEST (UT) CJP WELDS UPON COMPLETION OF THE WELDED JOINT. PLATE THICKNESS OF 5/16-INCH OR LESS MAY USE MAGNETIC PARTICLE

INSPECTION (MPI) OR EDDIE CURRENT ARRAY (ECA) TESTING.

10. QUALIFICATIONS AND WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 AND D1.8 MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS MUST BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.

STEEL FLOOR AND ROOF DECK

1. REFERENCES:

A. AISI SDI SD-22 STANDARD FOR STEEL DECK

B. AISI S100-16 (2020) WITH S2-20 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS

C. AWS D1.3-18 STRUCTURAL WELDING CODE – SHEET STEEL

2. METAL FLOOR AND ROOF DECK MUST CONFORM TO THE STEEL DECK INSTITUTE (SDI) STANDARD FOR STEEL DECK.

3. METAL DECK AND ACCESSORIES MUST BE FORMED FROM STEEL SHEET CONFORMING TO ASTM A653, SS GR. 50, WITH A ZINC COATING FINISH CONFORMING TO ASTM A 525, CLASS G-60 (OR G-90 WHERE SPECIFIED). METAL DECK SURFACE USED FOR COMPOSITE CONSTRUCTION IN CONTACT WITH CONCRETE MUST

BE PHOSPHATIZED OR GALVANIZED.

4. METAL DECK EXPOSED TO THE WEATHER MUST BE HOT-DIPPED GALVANIZED AFTER FABRICATION.

5. ALL DECK MUST BE INSTALLED USING 3 OR MORE SPANS. WHERE ONLY 1 OR 2 SPAN CONDITIONS ARE POSSIBLE, PROVIDE A DECK WITH SUFFICIENT SECTION PROPERTIES TO EQUAL BOTH LOAD AND DEFLECTION CONDITIONS OF THE 3 SPAN CONDITION. DECK LAPS MUST OCCUR OVER SUPPORT.

6. FLOOR DECK MUST HAVE A 3-INCH MINIMUM BEARING AND ROOF DECKING MUST HAVE A 2-INCH MINIMUM BEARING.

7. FURNISH ALL ACCESSORIES, INCLUDING REINFORCING ANGLES, CLOSURE STRIPS, POUR STOPS, AND OTHER ELEMENTS TO ADEQUATELY SUPPORT DECK

GRAVITY LOADS AROUND OPENINGS TO COMPLETE INSTALLATION.

ANCHORED MASONRY VENEER

1. ANCHORED MASONRY VENEER AND ATTACHMENTS MUST CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 14 AND THE PROJECT SPECIFICATIONS.

2. ANCHOR TIES AND JOINT REINFORCEMENT MUST BE HOT-DIPPED GALVANIZED PER ASTM A153, CLASS B-2 AND MUST BE MANUFACTURED BY DUR-O-WAL OR

APPROVED EQUAL.

3. PROVIDE #9 GAUGE HORIZONTAL JOINT REINFORCEMENT WIRE. JOINT REINFORCEMENT MUST BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES

PERMITTED.

4. ANCHOR TIES MUST BE SPACED 16” O.C. EACH WAY MAXIMUM AND MUST HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE

HORIZONTAL JOINT REINFORCEMENT WIRE. ATTACH TO BACKING PER THE FOLLOWING TABLE.

POST INSTALLED ANCHOR IN CONCRETE AND MASONRY

1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS CONSIST OF THE FOLLOWING ANCHOR TYPES OR APPROVED EQUAL:

2. ANCHOR CAPACITY USED IN DESIGN MUST BE BASED ON THE TECHNICAL DATA PUBLISHED IN THE ICC APPROVAL REPORT. SUBSTITUTION REQUESTS MUST INCLUDE ICC ESR REPORT SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND INSTALLATION CATEGORY AND BE APPROVED IN WRITING BY THE

CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER PRIOR TO USE.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.

4. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

5. EXISTING DEFORMED BAR REINFORCEMENT IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED OTHERWISE, THE CONTRACTOR MUST LOCATE THE POSITION OF THE EXISTING REINFORCING BARS AND AVOID CUTTING.

6. DRILLING, CORING, SAW-CUTTING, ETC. INTO CONCRETE SHALL MEET THE LATEST OSHA REGULATIONS FOR SILICA DUST EXPOSURE.

METAL STUDS

STRUCTURAL STEEL

CONCRETE WALL

WOOD STUD WALL

DA 213S

DA 700

DA 904 WITH DA 931

DA 213A OR DA 431

BACKING CONDITION DUR-O-WALL VENEER TIE

DA 807 VENEER SCREW

WELD DA 709 TO STEEL

1/4 IN DIAM EXP ANCHOR

#8 WOOD SCREWS

ATTACHMENT TO BACKING

SPECIAL INSPECTION AND TESTING

1. SPECIAL INSPECTION AND TESTING MUST CONFORM TO SECTION 1704 OF THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY H-18-8.

2. ONE OR MORE QUALIFIED SPECIAL INSPECTION & TESTING AGENCIES MUST BE EMPLOYED TO PERFORM THE NECESSARY INSPECTION OF IBC SECTION 1705, AS APPLICABLE. QUALIFICATIONS FOR SPECIAL INSPECTION AND TESTING AGENCIES AND INSPECTORS MUST BE SUBMITTED TO THE CONTRACTING

OFFICER FOR REVIEW AND APPROVAL.

3. SPECIAL INSPECTOR QUALIFICATIONS MUST MEET THE REQUIREMENTS OF SPECIFICATION SECTION 01 45 35.

• FOR STATEMENT OF SPECIAL INSPECTION SEE PROJECT SPECIFICATIONS.

5. REPORTING ON SPECIAL INSPECTION AND TESTING MUST CONFORM TO IBC SECTION 1704.5 AND BE SUBMITTED TO THE CONTRACTING OFFICER WEEKLY , OR AS REQUIRED BY THE SPECIFICATIONS.

CONCRETE

SOLID-GROUTED

MASONRY

SCREW

EXPANSION

ADHESIVE

SCREWS

EXPANSION

ADHESIVE

CONDITION TYPE

HILTI KWIK HUS-EZ SCREW ANCHORS PER ICC ESR-3027

SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

DEWALT WEDGE-BOLT+ PER ICC ESR-2526

HILTI KWIK-BOLT TZ2 ANCHOR PER ICC ESR-4266

SIMPSON STRONG BOLT 2 ANCHOR PER ICC ESR-3037

DEWALT POWER-STUD+ SD1 ANCHOR PER ICC ESR-2818

HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM PER ICC ESR-3187

SIMPSON SET-XP ADHESIVE ANCHOR SYSTEM PER ICC ESR-2508

DEWALT PE1000+ ADHESIVE ANCHOR SYSTEM PER ICC ESR-2583

HILTI KWIK HUS-EZ SCREW ANCHORS PER ICC ESR-3056

SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

DEWALT SCREW-BOLT+ PER ICC ESR-4042

HILTI KWIK-BOLT 3 ANCHOR PER ICC ESR-1385

SIMPSON STRONG BOLT 2 ANCHOR PER UES ER-240

DEWALT POWER-STUD+ SD1 ANCHOR PER ICC ESR-2966

HILTI HIT-HY 270 ADHESIVE SYSTEM PER ICC ESR-4143

SIMPSON SET-XP ADHESIVE SYSTEM PER IAPMO UES ER-265

DEWALT AC100+GOLD ADHESIVE SYSTEM PER ICC ESR-3200

(STEEL ANCHOR MUST BE ASTM F1554 GRADE 55 CONTINUOUSLY

THREADED ROD PER DRAWINGS)

ACCEPTABLE ANCHORS

COLD-FORMED STEEL

1. REFERENCES:

A. AISI S100-16 (2020) WITH S2-20 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS

B. AISI S202-20 CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL FRAMING

C. AISI S240-20 NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING

D. AISI S400-20 NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD-FORMED STEEL STRUCTURAL SYSTEM

E. AWS D1.3-18 STRUCTURAL WELDING CODE – SHEET STEEL

2. CFS STRUCTURAL MEMBERS MUST MEET THE FOLLOWING MATERIAL REQUIREMENTS. PROVIDE MINIMUM PROTECTION COATING EQUAL TO G60 GALVANIZED

FINISHED. (THIS TABLE DOES NOT APPLY TO METAL DECK)

3. CFS FRAMING MEMBERS MUST MEET THE TYPE, SIZE AND THICKNESS AS INDICATED ON THE STRUCTURAL PLANS AND SPECIFICATIONS, AND MUST BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), OR PRE-APPROVED EQUAL, IN ACCORDANCE WITH SSMA ICC

EVALUATION REPORT ESR-3064P.

4. FASTENING OF COMPONENTS MUST BE WITH SCREWS OR WELDS AS NOTED ON THE DRAWINGS. WELDERS MUST BE CERTIFIED FOR WELDING OF SHEET

STEEL PER AWS AND WELDING MUST CONFORM TO AWS D1.3.

5. POWDER ACTUATED FASTENERS (PAF) MUST HAVE A MINIMUM SHANK DIAMETER OF 0.145 INCHES WITH A MINIMUM WASHER BEARING AREA OF 0.321 SQUARE INCHES. THE PAF MUST COMPLY WITH THE IBC AND MUST BE PROVIDED IN ACCORDANCE WITH THE MANUFACTURER’S PUBLISHED INSTRUCTIONS AND APPROVED ICC-ES REPORT OR IAPMO-ES REPORT. INSPECTION AND TESTING MUST BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, GENERAL STRUCTURAL NOTES AND APPROVED ICC-ES REPORT OR IAPMO-ES REPORT.

6. FRAMING COMPONENTS MUST BE CUT TO FIT SQUARELY AGAINST ABUTTING MEMBERS. MEMBERS MUST BE HELD FIRMLY IN POSITION UNTIL PROPERLY

FASTENED. SPLICES IN STUDS AND BRACES ARE NOT PERMITTED.

7. PROVIDE ACCESSORIES INCLUDING CLIPS, STRUTS, BRACES, FASTENING DEVICES, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION. BRIDGING PER MANUFACTURER’S REQUIREMENTS AND AS SHOWN IN THE STRUCTURAL DRAWINGS MUST BE IN PLACE PRIOR TO PLACING OF

CONSTRUCTION LOADS. RUNS MUST BE RIGIDLY ANCHORED TO END WALLS.

8. CONTRACTOR MUST SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY AN SSE AND ALL SUPPORTING DESIGN DOCUMENTATION TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL BY THE SER BEFORE CONSTRUCTION BEGINS.

9. CALCULATIONS MUST DEMONSTRATE THE ADEQUACY OF THE PROPOSED MEMBERS AND CONNECTIONS FOR STRUCTURAL DESIGN CRITERIA SHOWN IN DOCUMENTS. DRAWINGS MUST SHOW CFS SIZE, THICKNESS, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION AND ACCESSORIES.

DESIGN MUST BE IN ACCORDANCE WITH AISI STANDARDS.

10. MANUFACTURED PRODUCTS DEMONSTRATING ADEQUATE CAPACITY MAY BE USED IN LIEU OF THE CONNECTORS AND MEMBERS SPECIFIED. A COPY OF THE ICC EVALUATION REPORTS OF THE PRODUCTS SELECTED MUST BE INCLUDED IN THE SUBMITTAL.

13. WHERE NOTE SPECIFICALLY CALLED OUT ONT HE DRAWINGS, CONTRACTOR MAY USE STANDARD WALL CONNECTIONS TO THE ROOF MEMBERS.

54 MIL AND THICKER

43 MIL AND THINNER

ASTM A1003 GR 50

ASTM A1003 GR 33

MEMBER THICKNESS STANDARD AND GRADE

MIN YIELD

(KSI)

STRUCTURAL OBSERVATIONS

1. STRUCTURAL OBSERVATIONS MUST BE PERFORMED BY THE DESIGNATED REPRESENTATIVE BY THE GOVERNMENT, FOR THE FOLLOWING:

A. FOUNDATION: PLACEMENT OF DEFORMED BAR REINFORCEMENT, BEFORE CONCRETE.

B. CMU WALLS: FINAL PLACEMENT OF DEFORMED BARS REINFORCEMENT AND ANCHORS PRIOR TO FINAL GROUT POUR

C. STRUCTURAL STEEL: BEAMS AND METAL DECK

2. CONTRACTOR MUST NOTIFY CONTRACTING OFFICER 14 DAYS IN ADVANCE OF WHEN WORK IS EXPECTED TO COORDINATE THE DATE OF OBSERVATION.

3. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY OF SPECIAL INSPECTION REQUIREMENTS.

C-1 INDICATES STEEL COLUMN PER SCHEDULE

C-24-1 INDICATES CONCRETE COLUMN PER SCHEDULE

MC-1 INDICATES MOMENT FRAME COLUMN PER SCHEDULE

GB-1 INDICATES GRADE BEAM PER SCHEDULE

G-1 INDICATES GIRDERS PER DETAILS

B-1 INDICATES BEAMS PER DETAILS

MB-1 INDICATES MOMENT FRAME BEAM PER SCHEDULE

S-1 INDICATES SLAB PER SCHEDULE

BF-1 INDICATES BRACED FRAME

SMF-1 INDICATES SPECIAL MOMENT FRAME

INDICATES FOOTING MARK PER SCHEDULE

INDICATES POUR STRIP

C1 INDICATES 48" DIAMETER x 28'-0" LONG CONCRETE CAISSON.

[XX.XX'] INDICATES ELEVATION AT TOP OF CAISSON

F# INDICATES CONCRETE SPREAD FOOTING

CJ INDICATED PROPSED LOCATION FOR SLAB-ON-GRADE CONTROL JOINT

STRUCTURAL DRAWING LEGEND

F3

INDICATES STEP FOOTING PER DETAIL

INDICATES STEP IN SLAB / DECK

INDICATES SLOPE IN SLAB / DECK

INDICATES APPROXIMATE SPOT ELEVATION

CENTERLINE

STRUCTURAL DRAWING SYMBOLS

S S

CL

SECTION OR ELEVATION CUT

SECTION, DETAIL, OR ELEVATION CALLOUT

DRAWING WHERE SECTION, DETAIL OR

ELEVATION IS SHOWN OR CALLED

FROM

TITLE

SCALE: X' = X'-XX"

PLAN

N XXXXX.XX

E XXXXX.XX COORDINATES

GRID NO.XX

X x-xx

X x-xx

0.5%

SLOPE

WORK POINT

# PLAN REVISION

WP ##

ELEVATION OF COMPONENTS

T/XXXX

EL ##.#

x-xx

TITLE

SCALE: X' = X'-XX"

SECTION, DETAIL, OR ELEVATIONX

TRUE

NORTH

& AND

@ AT

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

ALUM ALUMINUM

APPROX APPROXIMATE

AR ANCHOR RODS

ARCH ARCHITECT

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

ATFP ANTI-TERRORISM FORCE PROTECTION

BAL BALANCE

BD BOARD

BLDG BUILDING

BLKG BLOCKING

BLW BELOW

BM BEAM

BOT BOTTOM

BRG BEARING

BTWN BETWEEN

CFS COLD-FORMED STEEL

CG CENTER OF GRAVITY

CIP CAST IN PLACE

CJ CONTROL JOINT

CJ CONSTRUCTION JOINT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CTR CENTER

DBL DOUBLE

DEMO DEMOLISH

DET DETAIL

DIA OR Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DWG DRAWING

E EAST

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRIC

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDTN FOUNDATION

FIN FINISH(ED)

FIN FLR FINISHED FLOOR

FLG FLANGE

FLR FLOOR

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD, FACE OF STEEL

FRMG FRAMING

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

FV FIELD VERIFY

GA GAGE

GALV GALVANIZED

GWB GYPSUM WALL BOARD

HDG HOT-DIP GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSA HEADED STUD ANCHOR

HT HEIGHT

ID INSIDE DIAMETER

IJ ISOLATION JOINT

IN INCH

INFO INFORMATION

INT INTERIOR

JBE JOIST BEARING ELEVATION

JT JOINT

KSI KIPS PER SQUARE INCH

LBS POUNDS

LF LINEAR FEET

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGINTUDINAL

LSL LONG SLOTTED HOLE

LSLP LONG SLOTTED HOLE PARALLEL

LSLT LONG SLOTTED HOLE TRANSVERSE

LT GA LIGHT GAGE

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

# NUMBER

N NORTH

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

WSP USA Inc.

1201 Pacific Ave, Suite 550 Tacoma WA, 98402

TEL: (206) 431-2300

FAX: (206) 431-2250

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

ENGINEERING DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

/7

/2

:5

:3

P M

A u to d e s k D o c s /6

-2

-7

V

A C

T W e s t H a v e n E

H R

M

IU

/V A

W H

D

A T

A C

E N

T E

R -S

T R

.r v t

S-003

ABRREVIATIONS AND SYMBOLS

NRT JKM

100% CONSTRUCTION

DOCUMENTS

04/20/2026

689-22-700EHRM INFRASTRUCTURE

UPGRADES - WEST HAVEN

VA CT WEST HAVEN

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OWJ OPEN WEB JOIST

PAF POWDER ACTUATED FASTENERS

PCF POUNDS PER CUBIC FOOT

PEMB PRE-ENGINEERED METAL BUILDING

PERP PERPENDICULAR

PH PHASE

PL PLATE

PLWD PLYWOOD

PNL PANEL

PREFAB PREFABRICATED

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST TENSIONED

QTY QUANTITY

R RADIUS

REF REFERENCE

REINF REINFORCE, REINFORCEMENT

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

S SOUTH

SC SLIP-CRITICAL

SCHED SCHEDULE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SPA SPACE, SPACING

SPEC SPECIFICATION

SQ SQUARE

SSL SHORT SLOTTED HOLE

SSLP SHORT SLOTTED HOLE PARALLEL

SSLT SHORT SLOTTED HOLE TRANSVERSE

SST STAINLESS STEEL

STD STANDARD

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPENDED

SW SHEAR WALL

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

TEMP TEMPORARY

THK THICK

THRU THROUGH

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TRANSV TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VOL VOLUME

W WEST

W/ WITH

W/O WITHOUT

WD WOOD

WP WORKING POINT

WT WEIGHT

WTS WELDED THREADED STUDS

WWR WELDED WIRE REINFORCEMENT

ABBREVIATIONS

EXISTING BUILDING

EXISTING COLUMN &

FTG TO REMAIN

EXISTING COLUMN & FTG TO REMAIN

EXISTING STRUCTURES INCLUDING: FOUNDATIONS,

WALLS, COLUMNS, AND SLABS TO BE DEMOLISHED.

REFERENCE ARCH SHEETS FOR DEMO DETAILS -

COORDINATE FINAL DETAILS WITH ARCH

LEGEND

WSP USA Inc.

1201 Pacific Ave, Suite 550 Tacoma WA, 98402

TEL: (206) 431-2300

FAX: (206) 431-2250

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

ENGINEERING DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

/7

/2

:2

:5

P M

A u to d e s k D o c s /6

-2

-7

V

A C

T W e s t H a v e n E

H R

M

IU

/V A

W H

D

A T

A C

E N

T E

R -S

T R

.r v t

SD101

DEMOLITION PLAN

NRT JKM

100% CONSTRUCTION

DOCUMENTS

04/20/2026

689-22-700EHRM INFRASTRUCTURE

UPGRADES - WEST HAVEN

VA CT WEST HAVEN

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516

3/16" = 1'-0" F1

DEMOLITION PLAN

PROJECT

NORTH

PLAN NOTES:

1. FIELD VERIFY SIZE AND LOCATION OF EXISTING STRUCTURES TO BE DEMOLISHED.

1 2

C

6'-9 1/4" 47'-9 1/2" 18'-10 13/16"

5" THICK SLAB-ON-GRADE

W/ #4 @ 12" OC,

EW @ MID DEPTH

CJ, TYP

A

C6

S-502

F1

S-502

C1

S-502

C1

S-502

S-201C7

S-202

C1

S-201 F1

2' -6

S-202

F1

S-201

S-201

F5

C1

S-202 F6

HOUSEKEEPING PAD

PER LOCATION & SIZE

PER ARCH/MECH DRAWINGS

'-3

/8

'-3

12" CMU WALL, TYP

12" CMU

WALL, TYP

S-202C6

EDGE OF FTG

BELOW, TYP

12" CMU

WALL, TYP

B

5" THICK SLAB-ON-GRADE

W/ #4 @ 12" OC,

EW @ MID DEPTH

EQ EQ EQ EQ EQ

E Q

E Q

E Q

CJ, TYP

E Q

E Q

E Q

E Q

EQ EQ

F1

S-502

C1

S-502

C1

S-502

F1

S-502

C1

S-502

1.1 2.1

A.1

B.1

25'-8 3/4"

'-4

/4

'-8

EXISTING BUILDING

2'-6" 2'-6"

2' -6

2' -6

8" CMU WALL

D6

S-531

2' -6

F3

S-502

C3

S-502

F3

S-502

C3

S-502

/B7 S-501

C.1

F6

S-502

C6

S-502

C6

S-502

CJ

'-1

COLD JOINT

HORIZ REINF DOES NOT

CROSS THE COLD JOINT

S-202

F4

C8

S-502

8" MIN THICK SLAB-ON-GRADE

W/ #4 @ 12" OC EW TOP

& #5 @ 12" OC EW BOT

TOC EL PER CIVIL

F8

S-502

2'-6"

2'-6"

PLAN NOTES:

1. FOR FOUNDATION DETAILS, SEE SHEETS S-501 & S-502.

2. FOR SLAB-ON-GRADE DESIGN SEE /B1 S-501

WSP USA Inc.

1201 Pacific Ave, Suite 550 Tacoma WA, 98402

TEL: (206) 431-2300

FAX: (206) 431-2250

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

ENGINEERING DISCIPLINE:

SPEES DESIGN BUILD

23830 PACIFIC HIGHWAY S. SUITE 203

KENT, WA 98032

/7

/2

:5

:4

P M

A u to d e s k D o c s /6

-2

-7

V

A C

T W e s t H a v e n E

H R

M

IU

/V A

W H

D

A T

A C

E N

T E

R -S

T R

.r v t

S-101

FOUNDATION PLAN

NRT JKM

100% CONSTRUCTION

DOCUMENTS

04/20/2026

689-22-700EHRM INFRASTRUCTURE

UPGRADES - WEST HAVEN

VA CT WEST HAVEN

950 CAMPBELL AVENUE, WEST HAVEN, CT 06516

3/16" = 1'-0" F1

FOUNDATION PLAN

PROJECT

NORTH

1 2 4

C

6'-9 1/4" 47'-9 1/2" 18'-10 13/16"

A

S-201C7

S-202

C1

S-201 F1

S-202

F1

S-201

S-201

F5

C1

S-202 F6

3" 18 GA STEEL ROOF DECK

PER ,TYP

C9

S-532

TYP

E5

S-532

TYP

C9

S-532

D1

S-512

D7

S-512

'-3

/8

'-3

S-202C6

D7

S-512

C7

S-532

TYP TYP

B

W12X45

W12X45

W12X45

W12X45

W12X45

W12X45

W12X45

E Q

E Q

E Q

E Q

E Q

E Q

E Q

E Q

3" 18 GA STEEL ROOF DECK

PER ,TYP

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

1.1 2.1

A.1

B.1

25'-8 3/4"

'-4

/4

5'-8 3/4" EQ SPA @ 6'-0" MAX 6'-0" 11'-10 9/16"

W12X19

W12X19

W12X19

W12X19

W12X19

EXISTING…