KML Struct Bid Set Drwgs 10-17-25.pdf

REINFORCING BAR, DEVELOPMENT AND SPLICE LENGTHS FOR F'C=3000PSI AND FY=60 KSI

BAR SIZE DEVELOPMENT LENGTH CLASS B SPLICE STD 90 DEG. HOOK

TOP BAR OTHER BAR TOP BAR OTHER BAR EMBED LEG LENGTH

LDT LDO BT LBO LDH LH

(IN) (IN) (IN) (IN) (IN) (IN)

#3 12.8 12.0 16.7 15.6 6.0 4.5 #4 17.1 13.1 22.2 17.1 7.0 6.0 #5 21.4 16.4 27.8 21.4 9.8 7.5 #6 25.6 19.7 33.3 25.6 12.9 9.0 #7 37.4 28.8 48.6 37.4 16.3 10.5 #8 42.7 32.9 55.5 42.7 19.9 12.0 #9 52.8 40.6 68.6 52.8 38.0 13.5 #10 63.6 48.9 82.6 63.6 44.5 15.0

NOTES:

1 ABOVE VALUES ARE BASED ON UNCOATED BARS WITH A MINIMUM COVER OF 2" (ALL DIRECTIONS) AND A

MINIMUM SPACING OF 6"

2 FOR DIFFERENT CONCRETE STRENGTHS, THE DEVELOPMENT LENGTHS AND CLASS B SPLICE LENGTHS MAY BE

MULTIPLIED BY THE FOLLOWING FACTORS.

F'C (PSI) MULTIPLIER

4000 0.87 4500 0.82 5000 0.78

AAC

AFF

ALT

ALUM

ANCH

APPR

APPROX

ARCH

ASPH

AVG

BSMT

BM

BRG

BTWN

BLK

BOTT

BOF

BFE

BIT

BLDG

CAP

CIP

CLG

CEM

CTR

CL

C L C TO C

CLR

CHAM

CTRD

COL

CONC

CMU

CONN

CONST

CONST JT

CJ

CONTR

CONT

COV

CF

CY

DAB

DL

DEFL

DEG

DTL

DEPR

DIAG

DIA

DIM

DO

DWL

DN

DWG

EA

EF

EW

EL

EOS

ELEV

EX, EXIST

EJ

EXT

F.D.

FF

FT

FP

FIN

F.F.

FTG

FND

FRMG

GA

GALV

GC

GLU LAM

GR

GR BM

GYP

HAS

HK

HORIZ

HSS

IN

INCL

ID

INT

IF

INV.

JT

KD

LT WT

LL

LF

LSL

LLH

LLV

LVL

LOC

AUTOCLAVE AERATED CONC

ABOVE FINISH FLOOR

ALTERNATE

ALUMINUM

ANCHOR

APPROVED

APPROXIMATE

ARCHITECT / ARCHITECTURAL

ASPHALT

AT (SPACING)

AVERAGE

BASEMENT

BEAM

BEARING

BETWEEN

BLOCKING

BOTTOM

BOTTOM OF FOOTING

BOTTOM OF FOOTING ELVATION

BITUMINOUS

BUILDING

CAPACITY

CAST IN PLACE

CEILING

CEMENT

CENTER

CENTERLINE

CENTER LINE CENTER TO CENTER

CLEAR

CHAMFER

CENTERED

COLUMN

CONCRETE

CONCRETE MASONRY UNIT

CONNECTION

CONSTRUCTION

CONSTRUCTION JOINT

CONTROL JOINT

CONTRACTOR

CONTINUOUS

COVER

CUBIC FOOT, FEET

CUBIC YARD(S)

DEFORMED ANCH BAR

DEAD LOAD

DEFLECTION

DEGREE

DETAIL

DEPRESSION

DIAGONAL

DIAMETER

DIMENSION

DITTO

DOWEL

DOWN

DRAWING

EACH

EACH FACE

EACH WAY

ELEVATION

EDGE OF SLAB

ELEVATOR

EXISTING

EXPANSION JOINT

EXTERIOR

FLOOR DRAIN

FAR FACE

FEET, FOOT

FIREPROOFING

FINISH

FINISH FLOOR

FOOTING

FOUNDATION

FRAMING

GAGE

GALVANIZED

GENERAL CONTRACTOR

GLUE LAMINATED

GRADE

GRADE BEAM

GYPSUM

HEADED ANCHOR STUD

HOOK

HORIZONTAL

HOLLOW STRUCTURAL SECTION

INCH

INCLUDE

INSIDE DIAMETER

INTERIOR

INSIDE FACE

INVERT

JOINT

KILN DRIED

LIGHT WEIGHT

LIVE LOAD

LINEAR FEET

LAMINATED STRAND LUMBER

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LAMINATED VENEER LUMBER

LOCATION

MANUF

MAS

MATL

MAX

MECH

MTL

MIN

MISC.

MTD

NF

NWT

NIC

NO. OR #

NTS

OC

OH

OPNG

OPP

OF

O.D.

OSB

PERP

PLF

PLYWD

PEN

PCS

P OR PL L

PMF

PROJ

PT LB

PSF

PSI

PCF

PAF

P/C

PDF

PREFAB

PSL

P/S P/T

PL

QTY

R

REBAR

REINF

REQD

SECT

SPEC

SLV

SOG

SQ

SIM

SF

STL

STD

STIFF

STIRR

STRUC

SYMM

T&B

TEMP

T&G

THK

TOC

TOL

TOF

TOS

TOW

THRU

TOPG

TYP

TS

UNO

VERT

WPRF

WD

WP

WT

W/

WWF

W/O

YD

MANUFACTURER

MASONRY

MATERIAL

MAXIMUM

MECHANICAL

METAL

MINIMUM

MISCELLANEOUS

MOUNTED

NEAR FACE

NORMAL WEIGHT

NOT IN CONTRACT

NUMBER

NOT TO SCALE

ON CENTER

OVERHEAD

OPENING

OPPOSITE

OUTSIDE FACE

OUTSIDE DIAMETER

ORIENTED STRAND BOARD

PERPENDICULAR

POUNDS PER LINEAR FOOT

PLYWOOD

PENETRATION

PIECES

PLATE

PREMOLDED FILLER

PROJECTION

PRESSURE TREATED

POUND POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POUNDS PER CUBIC FOOT

POWER ACTUATED FASTENER

PRECAST

POWER DRIVEN FASTENER

PREFABRICATED

PARALLEL STRAND LUMBER

PRESTRESSED

POST TENSIONED

PROPERTY LINE

QUANTITY

RADIUS

REINFORCING BAR

REINFORCING

REQUIRED

SECTION

SPECIFICATION

SHORT LEG VERTICAL

SLAB ON GRADE

SQUARE

SIMILAR

SQUARE FOOT, FEET

STEEL

STANDARD

STIFFENER

STIRRUP

STRUCTURAL

SYMMETRICAL

TOP AND BOTTOM

TEMPORARY

TONGUE AND GROOVE

THICK, THICKNESS

TOP OF CONCRETE

TOP OF LEDGE

TOP OF FOOTING

TOP OF STEEL

TOP OF WALL

THROUGH

TOPPING

TYPICAL

TUBE STEEL

UNLESS NOTED OTHERWISE

VERTICAL

WATERPROOF

WOOD

WORKING POINT

WEIGHT

WITH

WELDED WIRE FABRIC

WITHOUT

YARD

ABBREVIATIONS:

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

A

M

As indicated

S1.0

General Notes

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

M ai n St re et

, K en t, C

T

10/15/25

NOTES:

CODES

1 2022 CONNECTICUT STATE BUILDING CODE INCLUDING REFERENCED APPLICABLE 2021 ICC CODES &

AMENDMENTS.

2 AMERICAN SOCIETY OF CIVIL ENGINEERS "MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS

AND OTHER STRUCTURES" - ASCE 7-16 WITH SUPPLEMENT 1 (ASCE)

3 AMERICAN INSTITUTE OF STEEL CONSTRUCTION "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" - AISC

360-16 (AISC)

4 AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" – ACI 318-19

(ACI)

5 THE MASONRY SOCIETY "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" - TMS 402-16 (TMS) 6 AMERICAN WOOD COUNCIL "NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION" - NDS-18 WITH

2018 SUPPLEMENT (NDS)

7 AMERICAN WOOD COUNCIL "SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC" - SDPWS-21 (SDPWS)

GENERAL

1 THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING AND BRACING TO MAINTAIN THE STABILITY, SAFETY, AND LATERAL LOAD RESISTANCE OF THE BUILDING AND ITS INDIVIDUAL COMPONENTS THROUGHOUT

CONSTRUCTION.

2 DIMENSIONS AND DETAILS SHALL BE CHECKED AGAINST ARCHITECTURAL DRAWINGS.

3 THE CONTRACTOR SHALL VERIFY AND COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES AND

ANCHOR BOLTS AS REQUIRED BY ALL TRADES. OPENINGS NOT SPECIFICALLY SHOWN SHALL BE APPROVED BY

THE ARCHITECT AND ENGINEER.

4 DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE GENERALLY OBTAINED FROM THE ARCHITECT AND ARE INCLUDED AS INFORMATION COMPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. LAYOUT OF BUILDING FOUNDATIONS OR OTHER ITEMS MAY BE MADE USING THE DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ONLY IF THE CONTRACTOR HAS COMPARED THESE DRAWINGS WITH THE ARCHITECTURAL DRAWING AND HAS RECEIVED CLARIFICATION, FROM THE ARCHITECT, REGARDING ANY ERRORS, INCONSISTENCIES, OR OMISSIONS.

5 DO NOT SCALE DRAWINGS TO OBTAIN INFORMATION.

6 UNLESS NOTED OTHERWISE, ALL LOADS AND REACTIONS GIVEN ARE SERVICE LEVEL LOADS.

DEFERRED EOR SUBMITTALS

1 SHOP-FABRICATED WOOD TRUSS DESIGN AND DETAILING

2 STEEL CONNECTION DETAILING AND DESIGN FOR CONNECTIONS BETWEEN BEAMS, ANGLES, COLUMNS AND

BRACES.

BUILDING DESIGN LOADS

1 DESIGN LIVE LOADS

ASSEMBLY AREAS: 100PSF

LIBRARIES, STACK ROOMS: 150PSF

STAIRS: 100PSF

2 SNOW LOADS

GROUND SNOW LOAD: PG = 40 PSF

IMPORTANCE FACTOR: IS = 1.0

FLAT ROOF SNOW LOAD: PF = 30.8 PSF -

USE 37.8 PSF IN ANTICIPATION OF ADOPTION OF 2026 CT STATE BUILDING CODE

SNOW EXPOSURE FACTOR: CE = 1.0

THERMAL FACTOR: CT = 1.1

3 WIND LOADS

BASIC WIND SPEED:89 MPH (ASD) / 115 MPH (ULT)

WIND EXPOSURE CATEGORY:B

WIND IMPORTANCE FACTOR:IW =1.0

INTERNAL PRESSURE COEFF.:GCpi=+0.18

4 SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS: SS=0.184

SPECTRAL RESPONSE ACCELERATION AT ONE-SECOND PERIODS: S1=0.054

SPECTRAL RESPONSE COEFFICIENTS:

SDS = 0.196

SD1 = 0.086

SEISMIC USE GROUP: II

SEISMIC DESIGN CATEGORY: B

SITE CLASS: D

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE METHOD

IMPORTANCE FACTOR: IE = 1.0

FOUNDATIONS

1 FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE PRESUMPTIVE VALUES SET FORTH IN THE STATE

BUILDING CODE.

2 ALL FOOTINGS SHALL BEAR ON UNDISTURBED, NATURAL MATERIAL OR CONTROLLED STRUCTURAL FILL HAVING

AN ALLOWABLE BEARING VALUE OF 1.5 TONS PER SQUARE FOOT.

3 ALL FOOTINGS SHALL BEAR AT LEAST 3’-6" BELOW FINISH GRADE.

4 ELEVATIONS OF THE BOTTOM OF FOOTING SHOWN ON PLANS ARE FOR BIDDING PURPOSES AND REPRESENT THE

HIGHEST ALLOWABLE ELEVATION. THE BOTTOM OF FOOTING SHALL BE LOWERED AS REQUIRED TO BEAR ON SUITABLE MATERIAL AS DEFINED ABOVE OR UNSUITABLE MATERIAL SHALL BE REMOVED AND REPLACED WITH

STRUCTURAL FILL.

5 IF FOOTING ELEVATION IS TO BE LOWERED MORE THAN 1.00' FROM WHAT IS SHOWN ON PLAN (TO MAINTAIN FROST

DEPTH OR TO BEAR ON SUITABLE MATERIAL), NOTIFY ENGINEER PRIOR TO CONSTRUCTION.

6 EXISTING UN-COMPACTED FILLS WITHIN THE BUILDING FOOTPRINT SHALL BE REMEDIATED EITHER BY REMOVAL AND REPLACEMENT, OR GROUND IMPROVEMENT DESIGNED TO ACHIEVE 1.5 TONS PER SQUARE FOOT BEARING

CAPACITY.

7 FOR SLAB ON GRADE AREAS WITHIN BUILDING PERIMETER, REMOVE ALL SURFACE TOPSOIL, PAVEMENT, AND

OTHER UNSUITABLE MATERIALS. REPLACE WITH COMPACTED GRANULAR FILL.

8 EXCEPT AS NOTED, FOUNDATION WALLS ARE GENERALLY NOT DESIGNED AS FREESTANDING RETAINING WALLS.

AS SUCH THEY MUST BE BACKFILLED ON BOTH SIDES EQUALLY OR TEMPORARILY BRACED UNTIL OTHER

STRUCTURAL ELEMENTS WHICH BRACE THESE WALLS ARE IN PLACE.

9 PIPES AND OTHER M.E.P. ELEMENTS SHALL PASS THROUGH FOUNDATION WALL, NOT UNDER FOOTINGS. STEP FOOTINGS AS REQUIRED TO PASS UNDER THESE SYSTEMS. PROVIDE SLEEVES FOR ALL PENETRATIONS IN

FOUNDATION WALL.

CONCRETE

1 ALL CONCRETE SHALL COMPLY WITH REQUIREMENTS OF CHAPTER 4 IN ACI 318 AND BE NORMAL WEIGHT (UNLESS

INDICATED AS LIGHT WEIGHT ON PLANS) WITH A 28 DAY COMPRESSIVE STRENGTH/MAX W/C RATIO AS FOLLOWS:

USE MIN. 28 DAY COMPRESSIVE STRENGTH MAX W/C RATIO

-WALLS 4500 PSI 0.45

-FOUNDATIONS 3000 PSI N/A

-INTERIOR SLABS ON GRADE

(NOT INCLUDING GARAGE SLABS) 4000 PSI N/A

-EXTERIOR SLABS ON GRADE & SIDEWALKS, 4500 PSI 0.45

2 ALL CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL BE AIR ENTRAINED.

3 ALL REINFORCING BARS SHALL BE HIGH STRENGTH DEFORMED BARS CONFORMING TO ASTM A 615 – GRADE 60.

4 ALL REINFORCING BARS FOR WELDING TO STRUCTURAL STEEL SHALL CONFORM TO ASTM A706 WELDABLE

REINFORCING.

5 ALL REINFORCING BARS SHALL BE DETAILED IN ACCORDANCE WITH “ACI DETAILING MANUAL.” SHOW THE NUMBER

AND LOCATION OF ALL BAR SUPPORTS AND ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT IN

POSITIONS INDICATED ON THE PLACING DRAWINGS.

6 MINIMUM CLEAR COVER FOR REINFORCEMENT WHEN NOT OTHERWISE INDICATED SHALL BE:

CONCRETE CAST AGAINST EARTH 3"

CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH OF WEATHER:

A. BARS #5 AND SMALLER 1 1/2"

B. BARS LARGER THAN #5 2"

CONCRETE SLABS, WALLS NOT EXPOSED TO EARTH OR WEATHER 3/4"

CONCRETE BEAMS, COLUMNS NOT EXPOSED TO EARTH OR WEATHER 1 1/2"

7 NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. DEVELOPMENT / SPLICE LENGTH SHALL BE AS SHOWN ON THE TABLE IN THE TYPICAL DETAILS UNLESS OTHERWISE NOTED. VALUES SHOWN ARE IN INCHES. MAKE ALL BARS CONTINUOUS AROUND CORNERS.

8 SLABS, BEAMS AND WALLS SHALL HAVE NO JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT CENTER OF SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS, HORIZONTAL KEYS AND REINFORCING CONTINUING THROUGH. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY

THE STRUCTURAL ENGINEER.

9 WIRE MESH REINFORCEMENT MUST LAP ONE FULL MESH AT SIDE AND END LAPS, AND SHALL BE WIRED TOGETHER. PROVIDE ADEQUATE SUPPORTS FOR MESH TO ENSURE ITS LOCATION AS SHOWN ON DRAWINGS.

NOTES:

MASONRY

1 ALL MASONRY SHALL DEVELOP 2000 PSI ULTIMATE COMPRESSIVE STRENGTH (F’M) IN 28 DAYS.

2 ALL MORTAR SHALL BE TYPE S.

3 FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH GROUT FOR A DISTANCE OF 24" BENEATH AND 12" EACH SIDE OF

ALL BEAM REACTIONS OR OTHER CONCENTRATED LOADS.

4 ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.

5 ALL REINFORCING IN MASONRY SHALL BE FULLY GROUTED IN PLACE OF USING HIGH LIFT (OR LOW LIFT)

GROUTING TECHNIQUES. SEE SPECIFICATIONS FOR DETAILS. CLEANOUTS SHALL BE PROVIDED FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT AND SHALL BE PROVIDED AT THE BOTTOM OF ALL VERTICAL CELLS CONTAINING

REINFORCING.

6 NO SPLICES IN REINFORCING BARS SHALL BE MADE EXCEPT AS DETAILED OR APPROVED BY THE STRUCTURAL

ENGINEER. WHERE PERMITTED, ALL SPLICES SHALL BE LAPPED AS FOLLOWS:

#3 BARS - 1'-6"

#4 BARS - 2'-0"

#5 BARS - 2'-6"

#6 BARS - 3'-0"

#7 BARS - 3'-6"

7 VERTICAL REINFORCING BARS SHALL BE PLACED USING GALVANIZED OR PLASTIC BAR POSITIONERS.

8 HORIZONTAL REINFORCING SHALL BE 9 GAGE WIRE CONFORMING TO ASTM A82 AND SHALL BE PLACED EVERY

OTHER COURSE, UNO.

9 ALL MASONRY SHALL BE PLACED IN RUNNING BOND UNO.

STRUCTURAL STEEL

1 ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING UNLESS NOTED OTHERWISE ON THE DRAWINGS:

ALL WIDE FLANGE SHAPES: ASTM A572 OR A992, GRADE 50

ALL TUBULAR SECTIONS: ASTM A500, GRADE B

ALL PIPE SECTIONS: ASTM A53, GRADE B

ANCHOR RODS: ASTM F1554, GRADE 55

ALL MISC. PLATES,ANGLES

AND CONNECTION MATERIALS: ASTM A36

2 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ASD OR LRFD AND THE AISC CODE OF STANDARD PRACTICE.

3 WIND/SEISMIC CONNECTIONS: LATERAL LOAD CONNECTIONS INDICATED ON THE DRAWING ARE IN ADDITION TO

THE GRAVITY CONNECTIONS REQUIRED.

4 ALL HIGH STRENGTH BOLTS SHALL CONFORM TO THE CURRENT SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS AS ENDORSED BY AISC. ALL BEAM TO COLUMN CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS AND SHALL BE FULLY TENSIONED. ALL OTHER HIGH STRENGTH BOLTED CONNECTIONS

MAY BE SNUG TIGHT UNLESS NOTED AS SLIP CRITICAL ON DRAWING.

5 THE STRUCTURAL STEEL FABRICATOR SHALL SUBMIT CALCULATIONS FOR EACH TYPE OF CONNECTION UTILIZED

ON THE PROJECT.

6 CALCULATIONS SHALL BE PREPARED BY A REGISTERED PROFESSIONAL ENGINEER. CONNECTIONS INCLUDE, BUT ARE NOT LIMITED TO, GRAVITY FRAME CONNECTIONS, MOMENT CONNECTIONS, AND BRACED FRAMING

CONNECTIONS.

7 UNLESS SPECIFICALLY NOTED, STEEL DETAILS SHOWN ON THE DRAWINGS ARE FOR CONCEPT ONLY AND DO NOT

INDICATE THE REQUIRED NUMBER OF BOLTS, SIZE OF WELD, ETC.

8 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING CODE – STEEL D1.1, LATEST EDITION. USE E70XX ELECTRODES UNLESS NOTED OTHERWISE.

9 ALL STEEL DECK SHALL BE DETAILED, ERECTED AND FASTENED IN ACCORDANCE WITH THE MANUFACTURER’S

SUGGESTED SPECIFICATIONS AND THE CURRENT STEEL DECK INSTITUTE SPECIFICATIONS.

10 PROVIDE ALL PLATES, CLIP ANGLES, CLOSURE PIECES, STRAP ANCHORS, MISCELLANEOUS PIECES, AND HOLES

REQUIRED TO COMPLETE THE STRUCTURE.

11 ALL LINTELS SHALL HAVE 6” MINIMUM BEARING EACH END UNLESS NOTED OTHERWISE.

12 CONTRACTOR TO PROVIDE AND INSTALL LOOSE STEEL LINTELS AT ALL OPENINGS (DOORS, WINDOWS, DUCTS, PASSAGEWAYS, ETC) IN EXTERIOR WALLS. STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED.

UNLESS OTHERWISE NOTED ON PLANS OR SECTIONS PROVIDE LINTELS ACCORDING TO THE FOLLOWING

SCHEDULE:

LINTEL SPAN

L3 1/2X3 1/2X5/16 UP TO 4'-0"

L4X3 1/2 X5/16 4'-1" TO 5'-0"

L5X3 1/2 X5/16 5'-1" TO 6'-0"

L6X3 1/2 X5/16 6'-1" TO 7'-0"

POST-INSTALLED FASTENERS AND ANCHORS

1 ALL HOLES INTO MASONRY OR CONCRETE WALLS FOR PROPRIETARY ANCHORING SYSTEMS SHALL BE DRILLED

AND CLEANED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S RECOMMENDATIONS.

2 ALL PROPRIETARY ANCHORING SYSTEMS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE

MANUFACTURER’S REQUIREMENTS AND USING ALL RECOMMENDED ACCESSORIES AND SUPPLEMENTAL

COMPONENTS SUCH AS SCREEN TUBES, WASHERS, ETC.

3 ALL HOLES IN HOLLOW MASONRY SHALL BE DRILLED WITH ROTARY DRILLS. HAMMER DRILLS ARE NOT PERMITTED.

4 ALL EPOXY ADHESIVE SHALL BE HILTI RE-500, SIMPSON ET OR APPROVED EQUAL. U.N.O.

5 ALL ACRYLIC ADHESIVE SHALL BE HILTI HIT (HY200 OR HY70), SIMPSON AT OR APPROVED EQUAL. U.N.O.

6 ALL CONCRETE/MASONRY SCREW ANCHORS SHALL BE HILTI HUS-H, SIMPSON TITEN, ITW TAP-CON OR APPROVED

EQUAL. U.N.O.

7 ALL EXPANSION ANCHORS SHALL BE HILTI KWIK-BOLT 3, SIMPSON WEDGE-ALL OR APPROVED EQUAL. U.N.O.

WOOD

1 ALL FRAMING LUMBER SHALL BE DRY (19% MAXIMUM MOISTURE CONTENT) DOUG-FIR. PRESSURE TREATED

SOUTHERN PINE SHALL BE USED FOR GROUND CONTACT, SILL PLATES, OR EXTERIOR USE.

2 CHECKED WARPED OR OTHERWISE DAMAGED OR DEFECTIVE LUMBER SHALL NOT BE USED.

3 STUDS SHALL BE STUD GRADE OR BETTER

4 ALL OTHER MEMBERS SHALL BE NO. 2 OR BETTER.

5 FOR EXPOSED FRAMING SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS.

6 ALL MATERIAL LABELLED "LVL" SHALL LAMINATED VENEER LUMBER WITH THE FOLLOWING PROPERTIES:

E = 1,9000,000 PSI

FB = 2,600 PSI

7 ALL MATERIAL LABELLED "LSL" BE LAMINATED STRAND LUMBER WITH THE FOLLOWING PROPERTIES:

E = 1,550,000 PSI

FB = 2,325 PSI

8 WHERE FRAMING CLIPS OR JOISTS HANGERS ARE USED, NAILING SHALL BE AS PER MANUFACTURER’S

RECOMMENDATIONS.

9 ALL OPENINGS SHALL BE FRAMED WITH DOUBLE MEMBERS UNLESS OTHERWISE NOTED ON PLANS.

10 NAILING SHALL COMPLY WITH TABLE 2304.9.1 OF THE CONNECTICUT STATE BUILDING CODE EXCEPT AS NOTED ON

THESE DRAWINGS. SEE SECTIONS AND DETAILS FOR ADDITIONAL INFORMATION.

11 METAL CONNECTOR HARDWARE SHOWN ON PLANS AND DETAILS ARE SIMPSON STRONG-TIE CONNECTORS AND

ARE SELECTED FOR LOAD REQUIREMENTS. SUBSTITUTION IS PERMITTED IF LOAD CAPACITIES OF ALTERNATE ARE OF EQUAL OR GREATER CAPACITY THAN COMPARABLE SIMPSON CONNECTOR. FASTENING SHALL BE PER

MANUFACTURER’S REQUIREMENTS FOR MAX CAPACITY.

12 TRUSSES SHALL BE DESIGNED AND CONSTRUCTED ACCORDING TO TRUSS PLATE INSTITUTE, TPI, SPECIFICATIONS AND SHALL BE INSTALLED AS PER MANUFACTURER’S RECOMMENDATIONS. IF FIRE RETARDANT LUMBER IS USED FOR TRUSS MEMBERS, CHEMICALS USED SHALL BE COMPATIBLE AND NON-CORROSIVE TO GALVANIZED

CONNECTOR PLATES.

13 AT THE ROOF, WOOD TRUSSES & GIRDERS TRUSSES SHALL BE DESIGNED TO RESIST:

*LIVE LOADS LISTED ABOVE

*FLAT SNOW LOAD LISTED ABOVE (38PSF MIN), SNOW DRIFT AND UNBLANCED SNOW LOAD

WHERE REQUIRED BY CODE. CONSIDER CURRENT BUILDING CODE AND PRPOSED 2026 CT STATE

BUILDING CODE. USE MORE CONSERVATIVE LOADS.

*A MINIMUM NET WIND UPLIFT OF 15 POUNDS PER SQUARE FOOT.

*DEAD LOAD OF 15PSF

*BOTTOM CHORD LIVE LOAD OF 5PSF

*BOTTOM CHORD LIVE LOAD OF 40PSF AND A CONCENTRATED LOAD OF 300LBS AT CATWALKS

ALL LOADS ARE APPLIED ON TOP CHORD UNLESS NOTED OTHERWISE.

14 AT FLOORS, WOOD TRUSSES & GIRDERS TRUSSES SHALL BE DESIGNED TO RESIST:

*LIVE LOADS LISTED ABOVE

*DEAD LOAD OF 15PSF

*BOTTOM CHORD LIVE LOAD OF 5PSF

ALL LOADS ARE APPLIED ON TOP CHORD UNLESS NOTED OTHERWISE.

15 DESIGN OF TRUSS TO TRUSS CONNECTIONS (INCLUDING ATTACHMENT OF PIGGYBACK TRUSSES), AND BRACING

CONNECTIONS SHALL BE PERFORMED BY THE TRUSS DESIGN ENGINEER.

16 DESIGN OF PERMANENT BRACING FOR TRUSSES AND MEMBERS IS THE RESPONSIBILITY OF THE TRUSS

DESIGNER. SEE SPECIFICATION FOR ADDITIONAL REQUIREMENTS

No. Description Date

DN

DN

CJ CJ

C J

C J

CJ

CJ

C

JC

J

CJ CJ

CJ CJ CJCJ

CJCJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

DN

DN

3.5" DIA STD PIPE

COL

G7 S3.1

S3.1 G9

EX. COL TO BE

DEMOLISHED

G1 S3.1

G5 S3.1

F6 S3.1

G1 S3.4

D4 S3.1

S1.1 C1

2' - 6"

2'

6"

4x4 POST

EX. 5'X5'X1.5'

FOOTING, VIF

(TYP)

EX 6" DIA STD

PIPE COL, VIF

(TYP)

6x6

6x6

6x6

6x6

3.5" STD PIPE COL

EXIST SOG. - VIF. ASSUMED DEPTH 10". ASSUMED

REINFORCING - #4 BARS AT 6.5" FROM TOP OF

SLAB @ 18" OC. CORE (2) 6" DIA CORES TO VERIFY

SLAB DEPTH AND PROPER SUBBASE. USE GPR TO

CONFRM REINFORCING SPACING AND DEPTH.

SHOULD EXISTING CONDITIONS SHOW A LESSER

SLAB CAPACITY, A NEW STRIP OF SOG WILL BE

REQ'D AT BEARING WAL.

6" DIA CORE

LOCATION @ CL

OH DOOR.

6" DIA CORE

LOCATION 3'

FROM WALL @

NEW POST LOC

3' - 0"

BEARING WALL

FRAMING - (2)2X6 @

16" OC

HSS4X4X1/4

D6 S3.1

D2 S3.1

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

SEE NOTE 1

(-4.00')

(-4.00')

(-4 .0

0'

(-4 .0

0'

(-4 .0

0'

(-4 .0

0'

)SEE NOTE 9

(TYP)

PIT @ -5.00'

EX BFE @ -5.00', VIF.

STEP FOOTING TO MATCH EX FTG

DO NOT UNDERMINE EX FTG.

EX BFE @ -5.00', VIF.

STEP FOOTING TO MATCH EX FTG

DO NOT UNDERMINE EX FTG.

(3)2X4 POST (5)2x4 POST

(2)2x6 POST

(2)2x6 POST

(3)2X6 POST

STONE COL- SEE ARCH DWGS

30" WIDE

HAUNCH @

BASE

D2 S3.1

Sim D2

S3.1

Sim

2'x2' HAUNCH @ BASE

(TYP OF 3)

4x4 POST

(3)2X6 POST

(2)2x6

6x6 POST

(2)2x6 POST

EXIST.

SEE NOTE 1 (5)2x6 POST

(3)2X6 POST

TO LANDING

TO ROOF

F8 S3.1

PI

C

K- U

P

104B

G1 S3.4

@ 1' - 4"9.5"TJI110

@ 1' - 4"9.5"TJI110

@ 1' - 4"9.5"TJI110

1'

4"

9.

5"

TJ

I1

@ 1' - 4"9.5"TJI110

(3)1 3/4x9.5" LVL (3)1 3/4x9.5" LVL (3)1 3/4x9.5" LVL

LOW (3)1 3/4x9.5" LVL (3)1 3/4x9.5" LVL

(2)1 3/4"x9.5" LVL

(2)1 3/4"x9.5" LVL

(3 ) 2 x1

(2 )1

/4 x9 .5

" L

VL

(2 )1

/4

"x 9.

5" L

VL

E1 S3.2

E1 S3.2

Sim D1

S3.2

B8 S3.2

(2 )1

/4

"x 9.

5" L

VL

4X4 POST UP

BLOCK EITHER SIDE

OF LVL @ POST

4X4 POST UP

BLOCK LVL TO

TJI @ POST

B6 S3.2

HHUS48

LSS81.81Z (TYP)

B6 S3.2

Sim

B6 S3.2

Sim B6

S3.2

Sim

CONT OVER POST

(2)2x4

(3)2X4 POST

AT EX (2)X10

TYP @ EA END OF OPNG

(3)2X4 POST

AT (2)LVL

TYP @ EA END OF OPNG

F6 S3.1

Sim F6

S3.1

Sim

F6 S3.1

Sim F6

S3.1

Sim

F6 S3.1

Sim F6

S3.1

Sim

6x6 POST ON

CPT66Z BASE

(TYP)

EQ EQ EQ 2' - 2 3/4"

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

A

M

As indicated

S1.1

Foundation & First Floor

Plan

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

M ai n St re et

, K en t, C

T

10/15/25

1/8" = 1'-0"F5 FIRST FLOOR AND FOUNDATION PLAN

1. DENOTES 5" SLAB ON GRADE REINFORCED WITH 6X6 W2.9XW2.9 WWF ON VAPOR BARRIER, ON

INSULATION (SEE ARCH DWGS) ON 9" MIN. 3/8" CRUSHED STONE.

2. TOP OF CONCRETE SLAB ELEVATION TO BE 2'-0 3/4" UNLESS NOTED OTHERWISE

3. (XX.X) DENOTES BOTTOM OF FOOTING ELEVATION.

4. SF DENOTES STEPPED FOOTING. SEE TYPICAL DETAILS.

5. CJ DENOTES CONTROL JOINT IN SLAB ON GRADE. CONTROL JOINTS ALSO OCCUR UNDER ALL

WALLS. SEE TYPICAL DETAILS.

6. FOOTINGS TO BEAR ON UNDISTURBED NATURALLY DEPOSITED SOIL, STRUCTURAL FILL, OR

IMPROVED SOIL. SEE GENERAL NOTES ON S0.1

7. FX.X INDICATES CONCRETE FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL INFORMATION.

8. P-X INDICATES CONCRETE PIER. SEE TYPICAL COLUMN PIER & FOOTING DETAIL.

9. PROVIDE #4X4'-0" BARS AT ALL REENTRANT CORNERS IN SLAB ON GRADE.

10. WALL OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS SHOULD BE DETAILED AS SHOWN ON

DETAIL S2.1.

11. SEE MEP DRAWINGS FOR ROUTING OF UNDERSLAB PIPING CONDUITS AND SLEEVE REQUIREMENTS.

12. COORDINATE ALL SLAB DEPRESSIONS WITH ARCHITECTURAL/MEP DRAWINGS. SLAB DEPRESSIONS

TO BE SHOWN ON CONCERETE SHOP DRAWINGS.

1/4" = 1'-0"C1 PART FRAMING PLAN AT FIRST FLOOR

1/4" = 1'-0"G1 MECHANICAL ROOM FOUNDAITON PLAN

1. TYPICAL FLOOR CONSTRUCTION IS 3/4" TONGUE AND GROOVE SPAN RATED SHEATHING SUPPORTED ON WOOD

FRAMING AS SHOWN.

2. TOP OF SUBFLOOR REFERENCE ELEVATION TO BE 0'-1 3/8" UNLESS NOTED OTHERWISE.

3. WALLS SHOWN ARE EXTERIOR WALLS, AND INTERIOR BEARING AND/OR SHEAR WALLS. SEE ARCHITECTURAL

DRAWINGS FOR NON-BEARING PARTITIONS.

4. . INDICATES EXTERIOR WALL OR SHEAR WALL. CONSTRUCTION IS 5/8" (AT EXTERIOR) OR 1/2" (AT INTERIOR)

SPAN RATED WOOD STRUCTURAL PANELS (PLYWOOD OR OSB) ON 2X6 STUDS AT 16"oc NAILED AT 4"oc AT PANEL EDGES WITH 0.131"x2.5" NAILS. NAILS IN FIELD OF PANEL SHALL BE NO MORE THAN 12"oc. PANELS SHALL BE INSTALLED WITH LONG DIMENSION ACROSS STUDS. ALL JOINTS IN WOOD STRUCTURAL PANELS SHALL OCCUR OVER

FRAMING OR SOLID BLOCKING. NOTE: EXTERIOR WALLS ACT AS SHEAR WALLS.

5. . INDICATES INTERIOR BEARING WALL. CONSTRUCTION IS 2X STUDS AT 16"oc

S1.2 G1

EXIST W

12 X2 6

B3 S3.3

W12X26

4.5" NWT CONC ON 2", 18

GA METAL DECK, TOTAL

THICKNESS=6.5".

D5 S3.3

S3.3 C7

B4 S3.4

C O

N T O

VER

PO

STS -VI F

B1 S3.3

G8 S3.4

W 14X38

B9 S3.3

W 8X10

CFMF DECK CLOSURE TO EX

CONC ENCASED WF

END OF WIDE FLANGE ENCASED

ON CONCRETE. VIF.

G6 S3.4

1'

4"

2x 10@

1'

4" 2x

(2) 2x10

(2 )1

/4 x9 .2

5" L

VL

(4 )1

/4 x9 .2

5" L

VL

F3 S3.3

E9 S3.3

S3.3 D1

UP IN WALL

BEAM POCKET

SEE TYP DETILS ON S2.2

(TYP)

E9 S3.3

Sim

SIMPSON BC4 LVL TO POST

HUC210-2

LU210 (TYP)

S3.3

2x10 @ FACE OF EX WALL TO BE

FASTENED TO EA WALL STUD W/

(2)0.131"x3.5" NAILS (TYP)

POST UP

B9 S3.4

Sim

(2)2x6 POST

(2 )1

/4 x9 .2

5" L

VL

(2)1 3/4x9.25" LVL

3 1/2 x 5 1/2 LSL POST

UP & DOWN. TYP OF 5

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

A

M

As indicated

S1.2

Second Floor Framing Plan

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

M ai n St re et

, K en t, C

T

10/15/251/8" = 1'-0"G4 SECOND FLOOR FRAMING PLAN

1. TYPICAL FLOOR CONSTRUCTION IS 3/4" TONGUE AND GROOVE SPAN RATED SHEATHING SUPPORTED ON WOOD

FRAMING AS SHOWN.

2. TOP OF SUBFLOOR REFERENCE ELEVATION TO BE 12'-5 1/2" UNLESS NOTED OTHERWISE.

3. WALLS SHOWN ARE EXTERIOR WALLS, AND INTERIOR BEARING AND/OR SHEAR WALLS. SEE ARCHITECTURAL

DRAWINGS FOR NON-BEARING PARTITIONS.

4. . INDICATES EXTERIOR WALL OR SHEAR WALL. CONSTRUCTION IS 5/8" (AT EXTERIOR) OR 1/2" (AT INTERIOR)

SPAN RATED WOOD STRUCTURAL PANELS (PLYWOOD OR OSB) ON 2X6 STUDS AT 16"oc NAILED AT 4"oc AT PANEL EDGES WITH 0.131"x2.5" NAILS. NAILS IN FIELD OF PANEL SHALL BE NO MORE THAN 12"oc. PANELS SHALL BE INSTALLED WITH LONG DIMENSION ACROSS STUDS. ALL JOINTS IN WOOD STRUCTURAL PANELS SHALL OCCUR OVER

FRAMING OR SOLID BLOCKING. NOTE: EXTERIOR WALLS ACT AS SHEAR WALLS.

5. . INDICATES INTERIOR BEARING WALL. CONSTRUCTION IS 2X STUDS AT 16"oc

1/4" = 1'-0"G1 PART FRAMING PLAN AT 2ND FLOOR

EX. W8X24

EX

W 8 X

EX. 4x6

EX. 4x6

EX. 4x6

EX. 4x6EX

(3 ) 2 x1

EX

(3 ) 2 x8

EX

(3

) 2 x1

EXIST (3) 2x10

(2)1 3/4x14" LVL

G4 S3.2

@ 1' - 4"2x10

@ 1' - 4"2x10 @ 1' - 4"2x10

@ 1' - 4"2x10

1'

4"

2x

G8 S3.2

EX

W 8X

EX. POST TO BE REMOVED

NEW POST.

@ 1' - 4"EX. 2x12

S1.3 B9

S1.3 C1

F8 S3.2

E7 S3.2

(3)1 3/4x11.25"

E3 S3.2

S1.3 G1

E1 S3.4

G4 S3.2

Sim

D8 S3.4

D6 S3.4

OVERFRAME

EXIST (2) 2x10EXIST (2) 2x10

(2 )1

/4 x7 .2

5" L

VL

HEADER CONT OVER (2)2X6 STUD

(2)1 3/4x7.25" LVL

H1A FROM EX JOIST TO LVL (TYP)

(2)1 3 /4 x 7. 25 " LVL

(2) 2x8

(3)1 3/4 x 7. 25 " LVL (3 )1 3 /4 x 7. 25 " LVL

(2 ) 2x 8 (2 ) 2x 8

G1 S3.2

@ 1' - 4"2x8

1'

4"

2x

@ 1' - 4"2x8

1'

4"

2x

@ 1' - 4"2x8 - LOW

(2) 2x8

(2) 2x

(2) 2x8

(2) 2x

8 W8X28 HOIST

BEAM - POCKET

INTO CMU WALLS.

4" BRG, MIN.

D9 S3.3

G4 S3.4

1'

4"

(2 )1

/4 x7 .2

5" L

VL

E8 S3.4

1'

4"

2x

(2 )1

/4 x7 .2

5" L

VL

E7 S3.3

(2 )1

/4 x7 .2

5" L

VL

LSSR28Z

(TYP)

@ 1' - 4"2x8

(2 )1

/4 x9 .2

5" L

VL

D9 S3.3

Sim

(2)1 3/4x7.25" LVL

(2 )1

/4 x9 .2

5" L

VL

(2) 2x8

(2)1 3/4x11.875" LVL D3

S3.3

(2)1 3/4x7.25" LVL

(2)1 3/4x9.25" LVL

POST

DOWN TO

HEADER

@ 1' - 4"2x8

1'

4"

2x

1'

4"

2x

(4 )1

/4 x7 .2

5" L

VL

(2 )1

/4 x7 .2

5" L

VL

D2 S3.4

(4)1 3/4x7.25" LVL

(2 ) 2 x8

(2 )1

/4 x7 .2

5" L

VL

E4 S3.4

(2) 2x8

BLOCKING (TYP)

B3 S3.2

B4 S3.2

(2)LPCZ4

HUS48 - FLAT DOUBLE

LVL TO HEADER

C4 S3.4

LO

W

F

LA

T

BLOCKING BTWN JOISTS

OVER WALL (TYP)

CONT RM @ END OF

WALL (TYP)

JOIST @ FACE OF EX WALL TO BE

FASTENED TO EA WALL STUD W/

(2)0.131"x3.5" NAILS (TYP)

G7 S3.3

G1 S3.2

F8 S3.2

L5X5X5/16

L5X5X5/16L5 X5

X5 /1

B6 S3.3

B1 S3.2

E1 S3.4

1'

4"

2x

1'

4"

2x

(2 )1

/4 x9 .2

5" L

VL

G1 S3.3

(2 )1

/4 x9 .2

5" L

VL (2

)1

/4 x9 .2

5" L

VL

G4 S3.3

F5 S3.3

(3 )1

/4 x9 .2

5" L

VL

F5 S3.3

Sim

(3) 1 3

/4x

LV

L

@ 1' - 4"2x10

1'

4"

2x

1'

4"

2x

1'

4"

2x

(2 )1

/4 x9 .2

5" L

VL

E7 S3.3

(2 )1

/4 x9 .2

5" L

VL

(2)1 3/4x9.25" LVL

(2)1 3/4x9.25" LVL

POST IN

FIREHOUSE

WALL (TYP OF 2)

D2 S3.4

B7 S3.4

POST DOWN TO HEADER

BC SERIES CONNECTOR

TOP & BOT OF POST (TYP)

D1 S3.4

B9 S3.4

MBHU3.56/9.25KT

BEAM TO ELEV (TYP

@ 2 ROOF BEAMS)

2x10 @ FACE OF EX WALL TO BE

FASTENED TO EA WALL STUD W/

(2)0.131"x3.5" NAILS (TYP)

2x10 @ FACE OF EX CMU WALL TO

BE PT AND FASTENED TO CMU W/

(2) 1/4" TITEN HDS @ 32" OC (TYP)

(5)2x4 POST

(3)2X4 POST

2x10 @ FACE OF EX

WALL TO BE

FASTENED TO EA

WALL STUD W/

(2)0.131"x3.5" NAILS

(TYP)

(2)1 3/4x9.25" LVL

S3.3 D1

Sim

L5 X5

X5 /1

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

A

M

As indicated

S1.3

Roof Framing Plan

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

M ai n St re et

, K en t, C

T

10/15/251/8" = 1'-0"G5 ROOF FRAMING PLAN

1/4" = 1'-0"B9 PART PLAN - ELEVATOR ROOF

1/4" = 1'-0"C1 VESTIBULE ROOF FRAMING PLAN

1. TYPICAL ROOF CONSTRUCTION IS 5/8" (3/4" AT FLAT ROOFS) SPAN RATED SHEATHING SUPPORTED ON WOOD FRAMING AS SHOWN. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131" X 2.5" RING SHANK NAILS @ 6"oc.

2. TOP OF SHEATHING VARIES. SEE ARCH DWGS.

3. WALLS SHOWN ARE EXTERIOR WALLS, AND INTERIOR BEARING AND/OR SHEAR WALLS. SEE

ARCHITECTURAL DRAWINGS FOR NON-BEARING PARTITIONS.

4. . INDICATES EXTERIOR WALL OR SHEAR WALL. CONSTRUCTION IS 5/8" (AT EXTERIOR) OR

1/2" (AT INTERIOR) SPAN RATED WOOD STRUCTURAL PANELS (PLYWOOD OR OSB) ON 2X STUDS AT 16"oc NAILED AT 4"oc AT PANEL EDGES WITH 0.131"x2.5" NAILS. NAILS IN FIELD OF PANEL SHALL BE NO MORE THAN 12"oc. PANELS SHALL BE INSTALLED WITH LONG DIMENSION ACROSS STUDS. ALL JOINTS IN WOOD STRUCTURAL PANELS SHALL OCCUR OVER FRAMING OR SOLID BLOCKING. NOTE:

EXTERIOR WALLS ACT AS SHEAR WALLS.

5. . INDICATES INTERIOR BEARING WALL. CONSTRUCTION IS 2X STUDS AT 16"oc

1/4" = 1'-0"G1 PART PLAN

X XX X X

COMPACTED STRUCTURAL FILL

EX. SLAB ON GRADE, 4" DEEP MIN, VIF.

VAPOR BARRIER

WWF

CONC SOG 5" MIN OR MATCH ADJ EX. SOG

DEPTH, WHICHEVER IS GREATER.

#4 x 12" SMOOTH DOWELS @ 24" OC.

FASTEN W/ ACRYLIC ADHESIVE. EMBED 4"

INTO EX. SOG. (TYP). MAINTAIN 1.5" CLR

TO TOF.1' - 0"

1'

0" 2'

-0 " M

AX

A

T

EX

TE

R

IO

R

S

H

EA

R W

AL

LS

4'

0" M

AX

F

O R

A

LL

O

TH

ER

W

AL

LS

5/8" ANCHOR ROD OR

CONCRETE SCREW

ANCHOR WITH 7"

EMBEDMENT

11/16" DIA HOLE (MAX) WITH

2"X2"X3/16" PLATE WASHER

3/4"=1'-0"

6x6 W2.1xW2.1 WWF

1#4 CONT. AROUND PERIMETER

HOUSEKEEPING PAD - SEE

ARCHITECTURAL AND MEP

DRAWINGS FOR SIZES AND

LOCATIONS

#3@18"oc EMBED

FASTEN WITH

ACRYLIC ADHESIVE

6"

6"

SLAB ON GRADE OR

SLAB ON METAL

DECK

4"

VA

R

IE

S 8"

M

IN

SLAB ON GRADE

3/8" CRUSHED STONE

CONTROLLED FILL

NATURALLY

OCCURRING SOIL

(REMOVE ALL

EXISTING FILL)

TYPICAL SLAB ON GRADE DETAIL

SAW CUT AS SOON AS CONCRETE

WILL NOT RAVEL (24 HRS. MAX)

CONCRETE

BRICK OR BLOCK

SUPPORTS

1/

2"

WWF

TYPICAL SLAB ON

GRADE

CONSTRUCTION JOINT

3/4"

1/

2" C

LE

AR

STOP MESH AT

JOINT

VAPOR BARRIER

D /3

D

S

LA

B D

EP

TH

WWF

TYPICAL SLAB ON

GRADE CONTROL

JOINT

STD. HOOK CLASS A SPLICE

CLASS A SPLICE

STD. HOOK

H O

O K

ST

D

STD. HOOK STD. HOOK

2'

0" M

AX

2' - 0" MAX

PRIMARY WALL REINFORCING -

SEE WALL SECTIONS FOR SIZE

AND SPACING

PROVIDE STD HOOK AT ENDS

OF INTERRUPTED BARS (TYP)

WALL OPENING

(2) ADD'L #5 BARS AT EACH SIDE

OF OPENING (8 TOTAL). BARS

TO EXTEND 2'-0" BEYOND FACE

OF OPENING IN EACH

DIRECTION

(2) ADD'L #5 BARS AT EACH

CORNER (8 TOTAL)

M

IN

1'

6"

TYP

8" 3/8" CRUSHED STONE

FINISHED GRADE

(2) #4 EACH SIDE 6X6W2.1XW2.1 WWF

MIN SLAB THICKNESS

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

A

M

3/4" = 1'-0"

S2.1

TYPICAL

DETAILS

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

M ai n St re et

, K en t, C

T

10/15/25

3/4" = 1'-0"G5

NEW SLAB ON GRADE AT EXISTING

SLAB ON GRADE

3/4" = 1'-0"G3

TYPICAL ANCHOR BOLT DETAIL @ SILL

PLATE

3/4" = 1'-0"G1 TYPICAL HOUSEKEEPING PAD

3/4" = 1'-0"G8 TYPICAL SLAB ON GRADE DETAIL

3/4" = 1'-0"F8 TYPICAL SLAB ON GRADE DETAILS

3/4" = 1'-0"E5

TYPICAL WALL CORNER REINFORCING

DETAILS

3/4" = 1'-0"E1

TYPICAL CONCRETE WALL OPENING

DETAIL

3/4" = 1'-0"C7

TYPICAL EXTERIOR EQUIPMENT PAD

DETAIL

D/5 MAX

NO HOLES OR NOTCHES ARE PERMITTED IN SHEAR WALL CHORDS

" M

IN

0.35D MAX

1 1/2" MIN.

'D' 'D'

JOIST

MAX HOLE

DIA. D/3

AC

TU

AL

D

USE THIS DETAIL FOR SAWN

LUMBER. FOR ENGINEERED WOOD

PRODUCTS, CONSULT WITH

MANUFACTURER'S LIMITATIONS.

DIA.<D/6 IN THIS REA

1.2*D

LARGER DIA.

MIN. 4X

(T

YP

T &B

1/ 2"

M

IN

M

AX

1'

8"

AD

JU

ST

S

PA

C

IN

G

A S

R

EQ

'D

" M

AX

2x BLOCKING EACH SIDE

TYPICAL FRAMING AT FLOOR AND ROOF OPENINGS UP TO 20" WIDE TYPICAL FRAMING AT FLOOR AND ROOF OPENINGS UP TO 32" WIDE

DOUBLE 2x HEADER EACH EDGE

DOUBLE 2x HEADER EACH SIDE

SPAN - SEE HEADER SCHEDULE

FOR SPANS UP TO 3'-6", PROVIDE

(2)2x4, STUD GRADE AT HEADER

AND SILL.

FOR SPANS GREATER THAN 3'-6"

AND UP TO 8'-0", PROVIDE (3)2x4, NO. 2 GRADE, AT HEADER AND

SILL.

VERTICAL

MEMBER @

HEADER - REQ'D

WHERE SHOWN

ON PLAN.

HEADER SCHEDULE:

AT EXISTING LIBRARY EXTERIOR WALLS:

SPAN < 4'-0" (2)2X8

4'<SPAN<5'-6" (3)2X8

5'-6'<SPAN<7'-3" (2)1.75"X7.25" LVL

7'-3'<SPAN<8'-6" (3)1.75"X7.25" LVL

STEEL HSS BEAM - SEE PLAN

3/8" STEEL END PLATE -

PROJECT 2" BEYOND END OF

HSS IN EACH HORZ. DIRECTION.

GROUT POCKET SOLID

MIN 1/2" LEVELING PAD OF

NONSHRINK GROUT

GROUT UNDER BEAM

FORA DEPTH OF 24" AND

12" ON EACH SIDE

CMU WALL - SEE PLAN

4" MIN

STEEL BEAM - SEE PLAN

3/8" STEEL END PLATE

GROUT POCKET SOLID

MIN 1/2"LEVELING PAD OF

NONSHRINK GROUT

GROUT UNDER BEAM

FORA DEPTH OF 24" AND

12" ON EACH SIDE

CMU WALL - SEE PLAN4" MIN.

LVL BEAM - SEE PLAN

WRAP END OF BEAM

IN VAPOR BARRIER

BEAM POCKET TO BE

3" WIDER THAN BEAM

ON EACH SIDE.

GROUT SOLID,

ACROUND SCREWS.

MIN 1/2"LEVELING PAD OF

NONSHRINK GROUT

GROUT UNDER BEAM

FORA DEPTH OF 24" AND

12" ON EACH SIDE

CMU WALL - SEE PLAN

4" MIN.

(3) 4" SDS SCREWS,

EA SIDE. EMBED 2"

INTO LVL.

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

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L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

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3/4" = 1'-0"

S2.2

TYPICAL

DETAILS

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10/15/25

3/4" = 1'-0"G9

BORED HOLE AND NOTCH LOCATIONS

IN WALLS

3/4" = 1'-0"G7 JOIST/RAFTER HOLE LIMITATIONS

3/4" = 1'-0"G1

TYPICAL FLOOR/ROOF OPENING

DETAILS

3/4" = 1'-0"E7 TYPICAL HEADER CONFIGURATION

3/4" = 1'-0"E5

TYPICAL BEAM POCKET FOR HSS AT

CMU WALL

3/4" = 1'-0"E3

TYPICAL BEAM POCKET FOR WF AT

CMU WALL

No. Description Date

3/4" = 1'-0"E1

TYPICAL BEAM POCKET FOR LVL AT

CMU WALL

X XX X X

X X

X XX X X X X X

X XX X

X XX

X XX X

9"

1/

2"

3/4" BASEPLATE

3.5" STD

PIPE COL

(4) 3/4" DIA ANCHOR

RODS - 1 1/4" EDGE

DIST TO BPL.

1/4"

STEEL COL - SEE PLAN

STEEL BASEPLATE

WWF

DOWELS

ANCHOR RODS - EMBED 8" INTO CONC

SEE "NEW SLAB ON

GRADE AT EX. SLAB

ON GRADE" FOR

ADDL INFO.

1'

0"

NEW HAUNCHED SLAB

EXIST. CONC SOG. 5" VIF.

(3) #4 EW

3'

6" M

IN

WALL - SEE PLAN

SLAB ON GRADE - SEE PLAN

WWF

#4 BAR (14" HORZ, 6" V) @ 48" OC

6"

3"

(2) #4 T&B

#4 @ 48" OC

#4 @ 48" OC. ALT

HOOK INTO FTG

(3)#5 CONT

8" 8" 8"

1'

0"

TYPICAL ELEVATOR SHAFT REINFORCING: #4 BARS AT EA

RAIL ATTACHMENT POINT, @ 4'-0" oc, AT DOOR JAMBS AND

CORNERS. PROVIDE #4 HORZ AT FLOORS AND DOOR HEAD

ELEVATIONS. ALL CELLS TO BE FULLY GROUTED. PROVIDE

HORZ LADDER REINFORCING (NO. 9) @ 16" OC.

#4@12"oc HORZ BARS

#4@16"oc VERT BARS -

HOOK INTO FOOTING

20"x2'-0"x6" DEEP SUMP

HOOK BARS AT SUMP

SEE ARCH AND

ELEVATOR DWGS FOR

SILL DETAILS

2x4 SHEAR KEY (TYP)

MASONRY WALL BEYOND

#4@12"oc

(4)#4 EXTEND 2'-0" PAST

DOOR JAMB ON EACH SIDE

2'-8"

3' -0

CONTINUOUS

WATERSTOP FOUR SIDES

#4@10"oc EW, TOP & BOT

#4 x 4'-0" MASONRY DOWELS

TO MATCH VERTICAL

MASONRY REINFORCEMENT

1' - 2"

7"

1' - 0" 8"

1'

0"

1' - 0"5'

0"

POST IN WALL - SEE PLAN

WWF

(3)#5 EW

SEE PLAN 1' - 2"1' - 2"

7"

HSS POST - SEE PLAN

WALL - SEE PLAN. SILL PLATE

DISCONTINUOUS AT BASEPLATE.

BASEPLATE AND SILL PLATE TO

BE IN DIRECT CONTACT W/

CONCRETE.

5"x10"x1/2" BASEPLATE

1/2" TITEN HD (2/PLATE) - EMBED

4" INTO EX CONC SLAB

1/4

EX CONC SLAB ON GRADE

EX REBAR - VIF

POST IN WALL

WWF

(3) #4 BENT BARS, EW

(2) #4X16" DOWELS, EF.

EMBED 4" INTO EXIST SOG.

1' - 2" SEE PLAN 1' - 2"

1'

0"

INSULATION

DISCONTINUOUS

AT WALL (TYP) -

SEE ARCH DWGS.

WALL OR

POST IN WALL - SEE PLAN

WWF

(3)#5 EW @ HAUNCHED SLAB.

EXTEND 12" INTO SOG BEYOND

1' - 2" SEE PLAN 1' - 2"

1'

0"

STONE COL - SEE ARCH DWGS

PORT HOLE FOR GROUTING

1" MIN NON-SHRINK GROUT

FINISHED GRADE - SEE ARCH

AND CIVIL DWGS

(1)#5 BAR CAST INTO PIER (12"

EMBED). GROUT 4" MIN INTO

STONE COL.

(4) #5 BARS - HOOK INTO FTG.

(3)#5 - HOOK BARS @ CORNER

#5 @ 16" OC

M

IN

: 3 '-6

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

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L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

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:0 7:

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As indicated

S3.1

SECTIONS

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10/15/25

1 1/2" = 1'-0"G9 PART PLAN

3/4" = 1'-0"G7 SECTION

3/4" = 1'-0"G5 SECTION

3/4" = 1'-0"G1 SECTION

3/4" = 1'-0"F6 SECTION

3/4" = 1'-0"D6 SECTION

3/4" = 1'-0"D4 SECTION

3/4" = 1'-0"D2 SECTION

3/4" = 1'-0"F8 SECTION

EX. STEEL BEAM - SEE PLAN

EX. STEEL BEAM - SEE PLAN

EX. STEEL COL - TO BE DEMOLISHED

STEEL COL

MC5x6.7

STEEL PLATE SHIM (BEYOND CHANNEL)

STEEL CONNECTION PLATE

ROOF SHEATHING - SEE PLAN

ROOF FRAMING - SEE PLAN

BLOCKING

SIMPSON H1A (TYP)

WALL - SEE PLAN

EX FRAMING, VIF

SEE PLAN

EX BLOCKING, VIF

EX WF - SEE PLAN

2x10 NAILER

FASTEN TO EA EX JOIST W/

(3) 0.131"X3.5" NAILS

SIMPSON A34 @ EA NEW

ROOF JOIST

SIMPSON SDWC15600 @ 16" OC INTO

EX FRAMING BELOW. SCREW TO BE

CENTERED ON EXISTING JOIST.

MAINTAIN 4" END DISTANCE TO

EXISTING JOIST & 3/4" EDGE DIST TO

WALL PLATE.

EX CEILING TIES TO DOUBLE ROOF RAFTER

FASTENED W/ (3) 3/4" BOLTS.

FIELD VERIFY:

3" END DISTANCE (MIN) TO BOLT

2" EDGE DISTANCE (MIN) TO BOLT

3" SPACING (MIN) BETWEEN BOLTS

RIM BOARD

2X8 ROOF JOIST @ 16" OC

ROOF SHEATHING - SEE PLAN

SIMPSON H3 JOIST TO PLATE

2X8@ 16" OC

SHEATHING - SEE PLAN

2X6 COLLAR TIE @ 16" OC

POST AT HIP/RIDGE ONTO DOUBLE 2X8

SIMPSON BC

PT PLATE ON CMU. ANCHOR W/ 1/4"

SIMPSON TITEN HD @ EA CORNER

AND @ 24" OC. EMBED 4" INTO CMU.

BLOCKING

BLOCKING EA SIDE OF POST

ROOF SHEATHING - SEE PLAN

ROOF FRAMING - SEE PLAN

SIMPSON H1A

CONT RIM - RIP TO FIT

WALL SHEATHING - SEE PLAN

WALL FRAMING - SEE PLAN

2X8 - RIP TO FIT. FASTEN TO

RIM W/ 8" SDWS SCREW @ 12"

OC. MAINTAIN MIN OF 1.5

EDGE SIT TO 2X8 AND RIM.

UPPER ROOF SHEATHING - CONT

OVER 4' FROM END OF OUTRIGGER.

2x10 NAILER

FASTEN TO EA EX JOIST W/

(3) 0.131"X3.5" NAILS

SIMPSON A34 @ EA NEW

ROOF JOIST

EX 2x12 @ 12" oc

EX CEILING TIES TO DOUBLE ROOF RAFTER

FASTENED W/ (3) 3/4" BOLTS.

FIELD VERIFY:

3" END DISTANCE (MIN) TO BOLT

2" EDGE DISTANCE (MIN) TO BOLT

3" SPACING (MIN) BETWEEN BOLTS

NEW POST - SEE PLAN

SIMPSON LPC6Z EA SIDE OF BEAM, TO POST

EX WALL

BOTTOM PLATES - RIP TO FIT

NEW WALL - SEE PLAN.

NEW WALL - SEE

PLAN.

NEW FRAMING - SEE PLAN

CONT 2X

SIMPSON H1A

EX BEAM- (2)2X12 W/

11"x1/4" STL PLATE.

FIELD VERIFY.

SIMPSON SDWC15600 @ 16" OC INTO EX FRAMING

BELOW. SCREW TO BE CENTERED ON EXISTING

JOIST. MAINTAIN 4" END DISTANCE TO EXISTING

JOIST & 3/4" EDGE DIST TO WALL PLATE.

SIMPSON SDWC15600 @ 16" OC

VTCR@16" OC

FLOOR SHEATHING - SEE PLAN

JOISTS - SEE PLAN

BEAM - SEE PLAN

IUS SERIES HANGER (TYP)

POST - SEE PLAN

SIMPSON LPC6Z - BM TO POST.

NOT SHOWN FOR CLARITY.

WHERE LPC6Z CONFLICTS W/

JOIST HANGERS, USE SIMPSON

(2) H2.5T PER BEAM.

FLOOR JOISTS - SEE PLAN

BEAM - SEE PLAN - CANT OVER POST

SIMPSON BC6 BEAM TO POST

BEAM - SEE PLAN

CONNECT TO BEAM OVER POST

W/ HHUS210-3

LOW BEAM - SEE PLAN

CONNECT TO POST WITH HUCQ 610

EX. CONC SOG

EX. FOUNDATION WALL

EX. WALLPT SHIMS AT EX WALL AS REQ'D

FLOOR SHEATHING - SEE PLAN

PT 2X- RIP TO FIT. FASTEN

TO CONC W/ 1/4" CONC

SCREW @ 48" OC.

PT 2X, RIP FIT. NAIL TO PT

PLATE.

FLOOR JOISTS -

SEE PLAN

DOUBLE 2X LEDGER.

FASTEN TO WALL W/

5/8"X8" TITEN HDS @ 16"

OC. STAGGER T&B.

MAINTAIN 2.5" EDGE DIST

TO TOP OF BEAM AND 1"

TO BOT.

FLOOR SHEATHING - SEE PLAN

TOP OF EX CONC WALL

LVL BEAM - SEE PLAN

PT2x - VERT

PT2X - FLAT, BEYOND

DOUBLE 2X LEDGER

TYPICAL ANCHORAGE

AT MULTI-PLY BEAMS,

PROVIDE ADD'L (4) TITEN

HDS. MAINTAIN 8" MIN HORZ

SPACING

ROOF SHEATHING - SEE PLAN

ROOF JOISTS - SEE PLAN

LU28 HANGER

BEAM - SEE PLAN

SIMPSON BC4 BEAM TO

POST (TYP)

EXIST. SHEATHING

EXIST. FRAMING - VIF

NEW BLOCKING, RIP TO FIT.

FASTEN NEW SHEATHING TO

BLOCKING W/ NAILS @ 4" OC.

FRAMING -SEE PLAN

LUS SERIES HANGER

EX SHEATHING - CUT AND

REMOVETOP PORTION FOR

INSTALLATION OF HANGER

ONTO NEW BLOCKING.

EXIST. SHEATHING

EXIST. FRAMING - VIF

BLOCK EITHER SIDE OF NEW

BEAM @ POST

FRAMING -SEE PLAN

BC4 FROM BEAM TO POST

CONT WALL TOP PLATES -

INTTERUPT AS REQ'D FOR

BEAM TO POST INSTALLATION.

2x10 NAILER

FASTEN TO EA EX JOIST W/

(3) 0.131"X3.5" NAILS

SIMPSON A34 @ EA NEW

ROOF JOIST

ROOF SHEATHING - SEE PLAN

ROOF FRAMING - SEE PLAN

BLOCKING (TYP)

SIMPSON H1A (TYP)

WALL - SEE PLAN

EX FRAMING, VIF

SEE PLAN

EX BLOCKING, VIF

AT NEW OPENING - REMOVE EX

(2)2X10. PROVIDE (2) LVLS - SEE PLAN

SIMPSON SDWC15600 @ 16" OC INTO

EX FRAMING BELOW. SCREW TO BE

CENTERED ON EXISTING JOIST.

MAINTAIN 4" END DISTANCE TO

EXISTING JOIST & 3/4" EDGE DIST TO

WALL PLATE.

CANT JOIST BEYOND LOW BEAM

LOW BEAM - SEE PLAN

CORNER OF BEAM TO BE

SET 1" ABOVE EXISTING

SHEATHING

POST THROUGH

EXISTNG SHEATHING

SIMPSON CS 22 -

FASTEN TO BEAM AND

TO BEAM AND BLOCKING

W/ (5)0.131"x2.5" NAILS

2x4, EA FACE. FASTEN TO POST W/

(4) 1/4"x3.5" SDS SCREWS.

2x4 TO BE RIPPED TO BE FLUSH W/

BEAM ABOVE.

SIMPSON SDWC15600 @ 16" OC

SIMPSON VTCR @ EA EX RAFTER (16" OC, MAX)

3/4" = 1'-0"G8 SECTION

3/4" = 1'-0"G4 SECTION

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

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L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

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3/4" = 1'-0"

S3.2

SECTIONS

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10/15/25

3/4" = 1'-0"G1 SECTION

3/4" = 1'-0"F8 SECTION

3/4" = 1'-0"E7 SECTION

3/4" = 1'-0"E1 SECTION

3/4" = 1'-0"D1 SECTION

3/4" = 1'-0"B8 SECTION

3/4" = 1'-0"B6 SECTION

3/4" = 1'-0"B1 SECTION

No. Description Date

3/4" = 1'-0"B3 SECTION

3/4" = 1'-0"B4 SECTION

3/4" = 1'-0"E3 SECTION

X XX X

2x10 NAILER

FASTEN TO EA EX JOIST W/

(3) 0.131"X3.5" NAILS

SIMPSON A34 @ EA NEW

ROOF JOIST

ROOF SHEATHING - SEE PLAN

ROOF FRAMING - SEE PLAN

BLOCKING

SIMPSON H1A (TYP)

WALL - SEE PLAN

SIMPSON SDWC15600 @ 16" OC INTO

EX FRAMING BELOW. SCREW TO BE

CENTERED ON EXISTING JOIST.

MAINTAIN 4" END DISTANCE TO

EXISTING JOIST & 3/4" EDGE DIST TO

WALL PLATE.

EX CEILING TIES TO DOUBLE ROOF RAFTER

FASTENED W/ (3) 3/4" BOLTS.

FIELD VERIFY:

3" END DISTANCE (MIN) TO BOLT

2" EDGE DISTANCE (MIN) TO BOLT

3" SPACING (MIN) BETWEEN BOLTSEX FRAMING, VIF

SEE PLAN

SHIM TIGHT

SIMPSON VTCR @ 16" OC

ROOF SHEATHING - SEE PLAN

ROOF JOISTS - SEE PLAN

LU28 HANGER (TYP)

BEAM - SEE PLAN

ROOF SHEATHING - SEE PLAN

ROOF JOISTS - SEE PLAN

LRUZ SERIES HANGER

BEAM - SEE PLAN

LU28 HANGER

ROOF SHEATHING - SEE PLAN

LU SERIES HANGER

ROOF JOISTS - SEE PLAN

BEAM - SEE PLAN

BC SERIES CAP&BASE

POST - SEE PLAN

BEAM - SEE PLAN

LRUZ SERIES HANGER

ROOF SHEATHING - SEE PLAN

ROOF JOISTS - SEE PLAN

ROOF SHEATHING - SEE PLAN

ROOF JOISTS - SEE PLAN

LRUZ SERIES HANGER (TYP)

BEAM - SEE PLAN. RIP

CORNERS AS REQ'D.

FLOOR JOISTS - SEE PLAN

FLOOR SHEATHING - SEE PLAN

BEAM - SEE PLAN

LUS28 (TYP)

LVL - SEE PLAN

24" CS20

FASTEN TO EA LVL

W/ (8) 0.131"x2.5"

NAILS

POSITION WITHIN

LOWER 1/3 OF

LVL.

FLOOR SHEATHING - SEE PLAN

FLOOR JOISTS - SEE PLAN

BEAM - SEE PLAN

SIMPSON BC4 - BEAM TO COL

SIPMSON BC40

ROOF SHEATHING - SEE PLAN

HUS46 HANGER

ROOF FRAMING - SEE PLAN.

CUT BOTTOM FLUSH TO

HANGER

BEAM - SEE PLAN (TYP)

EX ROOF FRAMING

NEW BLOCKING

PLATES - SHIM AS REQ'D

HEADER - SEE PLAN

ROOF SHEATHING - SEE PLAN

BLOCKING - SEE PLAN

SIMPSON H1A

NEW CRIPPLE WALL

EX ROOF SHEATHING - SEE PLAN

CUT SHEATHING @ EA WALL STUD.

FASTEN STUD TO ROOF JOIST W/ (4)

NAILS

ROOF SHEATHING - SEE PLAN

STRUCTURAL FRAMING (TYP)

SIMPSON HGUS 7.25x8

SHIM TIGHT

SIMPSON LSSR28Z @ ROOF

JOISTS, BOTH SIDES.

BEAM - RIP

(ACROSS AS

SHOWN AND

ALONG LENGTH)

TO FIT ROOF

SLOPE

ROOF JOISTS THIS SIDE NOT

SHOWN FOR CLARITY

INSULATION - SEE ARCH DWGS

SHEATHING - SEE DWGS

DTT1Z - PROVIDE (1) @ EA END ON A

DOUBLE RAFTER. USE 3/8"

THREADED ROD THROUGH ANGLE.

8" SDWS SCREW @ 12" OC TOP &

BOT. STAGGER.

STEEL ANGLE - SEE PLAN

METAL ROOF DECK - SEE PLAN

SIMPSON H1A

EX. CONC PLANK

DRYPACK 1/2"

BTWN B/SLAB AND

T/STEEL

STEEL BEAM - SEE PLAN

L3X3X1/4

EX WALL TO BE

DEMOLISHED - SEE ARCH

DWGS

WALL - SEE PLAN

CONC SOD - SEE PLAN

8" CMU WALL. TOP

TWO COURSES

GROUTED SOLID.

VIF.

L5x3x1/4, LLV

FASTEN TO CMU W/

1/2" TITEN HD @ 6" OC.

1/4 2

1/4 2

EX. CONC DECK

EX. PRECAST CONC JOIST

STEEL BEAM - SEE PLAN

SIMPSON SCW5.5 @ 5'

MAX O/C.

FASTEN TO JOIST W/

1/4"X2.25" TURBO TITENS

AND TO STEEL BEAM W/ #

12–24 SELF-DRILLING

SCREWS.

INSTALL SCW TO ALLOW

VERTICAL MOVEMENT

BETWEEN PRECAST CONC

JOIST AND STEEL BEAM.

DRYPACK BETWEEN CONC

JOIST AND STEEL BEAM @

EA CONC JOIST.

STEEL BEAM - SEE PLAN

STEEL COL - SEE PLAN

5"x10"x1/2" STEEL PL.

WELD TO HSS.

BOLT THROUGH

BEAM FLANGE TO

PLATE.

WOOD WALL - SEE

PLAN

EX CONC PLANK SLAB

DRYPACK 1/2" BTWN

B/SLAB AND T/STEEL

STEEL BEAM SEE

PLAN

HSS5X2 1/2"X1/4"@

INTERSECTION. MIN

LENGTH TO MATCH

UPPER STEEL

FLANGE WIDTH.

(1) 3/4" HOLLO BOLT

THRU FLANGE, OPP

SIDES OF WEB

STEEL BEAM - SEE

PLAN

1/4"

ENDPLATE

EX. CONC DECK

EX. PRECAST CONC JOIST

WOOD WALL - SEE PLAN

BUILD TIGHT TO

UNDERSIDE OF CONC I

JOISTS. SHIM AS REQ'D.

WOOD WALL - SEE PLAN

EX CONC SLAB - VIF

EX CMU WALL, GROUTED SOLID, VIF

HU48. FASTEN TO CMU W/

WOOD FRAMING - SEE PLAN

WOOD SHEATHING - SEE PLAN

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

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D

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G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

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M

3/4" = 1'-0"

S3.3

SECTIONS

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

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10/15/25

3/4" = 1'-0"G7 SECTION

3/4" = 1'-0"G6 SECTION

3/4" = 1'-0"G4 SECTION

3/4" = 1'-0"G1 SECTION

3/4" = 1'-0"F5 SECTION

3/4" = 1'-0"F3 SECTION

3/4" = 1'-0"D1 PART PLAN

3/4" = 1'-0"E9 SECTION

3/4" = 1'-0"D9 SECTION

3/4" = 1'-0"E7 SECTION

3/4" = 1'-0"D3 SECTION

3/4" = 1'-0"B6 SECTION

3/4" = 1'-0"B3 SECTION

3/4" = 1'-0"D5 SECTION

3/4" = 1'-0"C7 PART PLAN

3/4" = 1'-0"B1 SECTION

3/4" = 1'-0"B9 SECTION

3/4" = 1'-0"1 SECTION

WALL - SEE PLAN

SHEATHING - SEE PLAN

BEAM - SEE PLAN

BLOCKING

ROOF SHEATHING - SEE PLAN

ROOF FRAMING - SEE PLAN

FASTEN MEMBER @ WALL W/ (2)

0.131"x3.5" NAILS @ EA STUD.

(2)2x10DOUBLE LVL CONT OVER COL

DOUBLE 2X. FASTEN TO

END OF DOUBLE LVL W/

INVERTED HUC48

JOIST - SEE PLAN

STEEL COL - SEE PLAN

9.25"x5"x1/2" STEEL PLATE. FASTEN TO

DOUBLE LVL W/ (4) 4.5" SDWC SCREWS.

ROOF SHEATHING - SEE PLAN

FLOOR JOISTS CANT OVER BEAM

SOLID BLOCKING OVER BEAM

BEAM - SEE PLAN

FLOOR SHEATHING - SEE PLAN

14" LVL

FLOOR SHEATHING @ RAMP

FLOOR JOISTS - SEE PLAN

2X6. FASTEN TO LVL W/ (2)

0.131"X3" NAILS @ 16" OC

2x4" SDS SCREW (8 TOTAL PER

OUTRIGGER) MIN HORZ SPACING=3"

VERT SPACING AS SHOWN.

1"

1/

2"

1/ 2"

1/

4" 3/

4"

3' OUTRIGGER ASSEMBLY- SEE ARCH

DWGS

PRIMARY ROOF SHEATHING - SEE PLAN

(2)2X4, RIP TO FIT. MIN HGT=2"

BEYOND - SEE ARCH DWGS FOR SHEATHING ATACHMENT.

10" SDWS @ 6" OC OVER 32".

CONT 2x4

2x4 BLOCKING @ 16" OC

CMSTC16 @ 16" OC. FASTSEN

TO EA PAIR OF BEAMS W/ (2)

0.148"x 2.5" NAILX

2x4" SDS SCREW (8 TOTAL PER

OUTRIGGER)

3' OUTRIGGER ASSEMBLY- SEE ARCH

DWGS

PRIMARY ROOF SHEATHING - SEE PLAN

(2)2X4, RIP TO FIT. MIN HGT=2"

BEYOND - SEE ARCH DWGS FOR SHEATHING ATACHMENT.

10" SDWS @ 6" OC OVER 32".

CONT 2x4

2x4 BLOCKING @ 16" OC

CMSTC16

SEE E8/S3.4 FOR ADD'L INFO.

WOOD ROOF TRUSSES - SEE PLAN

CEILING - SEE ARCH DWGS

ROOF SHEATHING - SEE PLAN

WOOD ROOF TRUSSES - SEE PLAN

ROOF SHEATHING - SEE PLAN

WALL- SEE PLAN

SIMPSON

H1A (TYP)

ROOF TRUSSES - SEE PLAN

ROOF SHEATHING - SEE PLAN

2X PLATE @ VALLEY

2X10 OVERFRAMING @ 16" OC

EX ROOF FRAMING - VIF

WALL - SEE PLAN

LEDGER - FASTEN TO EA EX WALL STUD W/

(3)0.22"X6"SDWS SCREWS. MAINTAIN 1/2"

EDGE DIST @ BOT AND 1.5" AT TOP. EQ

SPACE.

FASTEN TO NEW HIP BEAM W/ SURC26-2

POST DOWN TO LOW FLAT, DOUBLE LVL.

USE H2.5T LEDGER TO POST AND POST TO

LOW BM.

DOUBLE LVL TO LEDGER - FASTEN (1)PLY

TO LEDGER W/ SIMPSON LSSR SERIES

HANGER. NAIL PLIES TOGETHER W/ (3) 3.5"

SDS SCREWS. MAINTAIN 1.5" EDGE DIST.

EX WALL STUDS @ 16" OC. VIF.

BEAM - SEE PLAN

FLAT LOW DOUBLE BEAM - SEE PLAN

2X6 - RIP TO FIT

SHEATHING - SEE PLAN

FRAMING - SEE PLAN

LRUZ SERIES HANGER

ELEV SHAFT

PT2X, RIP TOFIT.FASTEN TO

CMU W/ 1/4"X4" TITEN HD @ 24"

OC. SHIM AS REQ'D.

ROOF SHEATHING - SEE PLAN

ROOF FRAMING - SEE PLAN

WALL - SHIM TIGHT UNDER

BEAM TO PROVIDE FULL

BEARING CONTACT.

FRAMING - SEE PLANS.

MEMBER AT FACE OF CMU TO BE

PT.

FASTEN TOCMU W/ 1/4" TITEN

HDS. SEE D1/S3.4.

ROOF SHEATHING - SEE PLAN

ELEV CMU SHAFT - SEE PLAN

STEEL ANGLE - SEE PLAN

1", 20 GA, METAL ROOF DECK

(2)-1/2" THREADED RODS. DRILL

AND GROUT 4" INTO STONE.

FASTEN W/ ACRYLIC ADHESIVE.

1" MIN NON-SHRINK GROUT

STONE COL - SEE ARCH DWGS

EX. CONC PLANK

10 GA Z CLOSURE

CONC SLAB ON DECK -

SEE PLAN

EX. PRECAST CONC JOIST

STEEL BEAM - SEE PLAN

EXIST. PRECAST PLANK SLAB

CONC SLAB ON DECK, BEYOND

STEEL BEAM - SEE PLAN

SEE TYP BEAM POCKET DETAIL

Contract Date

Drawn by

Checked by

Revisions & Notes

Code

Structural

MEP

Scale

Salamone & Associates, P.C.

116 North Plains Industrial Road Wallingford, CT 06492 P: 203 281 6895 F: 203 287 8728 W: salamoneassoc.com

Morrissey Engineering, LLC 58 Essex Street Deep River, CT 06417 P: 860 532 0312 W: morrisseyengineers.com

Sparc Fire Protection Engineering P: 203 391 6633, 212 392 5868 W: sparcfp.com

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G Issue Date

L I N E W I L L M E A S U R E 0' - 4" A T F U L L S C A L E

NOT FOR CONSTRUCTION

/1

7/

:0 7:

A

M

As indicated

S3.4

SECTIONS

Ke nt

M em or ia l L ib ra ry

EAM

DJM

N or th

M ai n St re et

, K en t, C

T

10/15/25

3/4" = 1'-0"G6 SECTION

3/4" = 1'-0"G4 SECTION

3/4" = 1'-0"G1 SECTION

1 1/2" = 1'-0"E8 SECTION

1 1/2" = 1'-0"E4 SECTION

1/4" = 1'-0"E1 SECTION

3/4" = 1'-0"D8 SECTION

3/4" = 1'-0"D6 SECTION

No. Description Date

3/4" = 1'-0"C4 SECTION

3/4" = 1'-0"D2 SECTION

3/4" = 1'-0"D1 SECTION

3/4" = 1'-0"B9 SECTION

3/4" = 1'-0"B7 SECTION

3/4" = 1'-0"B4 SECTION

3/4" = 1'-0"G8 SECTION