1-Mt.Bethel Fire Company- Structural Unsealed.pdf

STRUCTURAL

NOTES

S1.1

3515 Sunnyside Road Center Valley, PA 18034

T: 610-297-0140 E: sam@scf-arch.com These documents are instruments of the Architect's service for use solely with respect to this project.

The Architect shall retain all common law, statutory and other reserved rights, including the copyright.

They are not to be used for any purpose by any other party outside of the scope of this work without the specific written consent of the Architect.

L LC

STRUCTURAL ENGINEER OF RECORD:

101 NORTH QUEBEC STREET

ALLENTOWN, PA, 18109)

610-437-0978 bcohen@baseeng.com

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ARCHITECT OF RECORD:

Samantha Ciotti Falcone

AIA, LEED AP

DRAWN BY:

BID DOCUMENTS

6/23/2026

REV1

REV2

OWNER:

Mt. Bethel Fire Co.

ML, SCF

BARRY ISETT & ASSOCIATES

570-688-8268 dalehandelong@hotmail.com

MEP ENGINEER OF RECORD:

5420 Crackersport Rd Allentown, PA 18104

610-437-0978 EMAIL: dhorsfield@barryisett.com

BASE ENGINEERING

GENERAL NOTES

1. THE WORK SHOWN ON THESE DRAWINGS HAS BEEN DESIGNED IN ACCORDANCE WITH THE STRUCTURAL REQUIREMENTS OF THE 2021

INTERNATIONAL BUILDING CODE.

2.

3. THE STRUCTURAL COMPONENTS HAVE BEEN DESIGNED/ANALYZED FOR THE FOLLOWING LOADS:

ROOF: GROUND SNOW LOAD (Pg) OF 40 PSF MODIFIED IN ACCORDANCE WITH THE 2021 IBC, SECTION 1608

AND ASCE-7 05

MIN, ROOF SNOW LOAD: 30 PSF

DRIFTED SNOW: N/A

ROOF DEAD LOAD: 35 PSF

WIND LOADS: 115 MPH BASE DESIGN WIND SPEED), EXPOSURE B,

NET ROOF UPLIFT 0 PSF

EXPOSURE CATEGORY B

SEISMIC DESIGN CATEGORY B

SEISMIC SITE CLASS D

SEISMIC RISK CATEGORY II

MAPPED RESPONSE ACC (Ss) 0.2

MAPPED RESPONSE ACC (S1) 0.06

SPECTRAL RESPONSE COEF (Sds)0.21 SPECTRAL RESPONSE COEFF (Sd1) 0.096

SEISMIC FORCE RESISTING SYSTEM BEARING WALL SYSTEM

RESPONSE MODIFICATION FACTOR 2

DEFL AMPLIFICATION FACTOR 1.75

4. THE PORTIONS OF THE EXISTING STRUCTURE AFFECTED BY THIS WORK HAVE BEEN ANALYZED USING THE LOADS LISTED ABOVE AND FOUND TO BE CAPABLE OF SUPPORTING THE ADDITIONAL LOADS IMPOSED BY THIS WORK, EXCEPT WHERE STRENGTHENING WORK IS

INDICATED ON THE PLANS.

5. THIS STRUCTURE HAS BEEN DESIGNED TO BE SELF- SUPPORTING AND STABLE AFTER THE CONSTRUCTION OF THE BUILDING HAS BEEN COMPLETED. THE STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. THIS RESPONSIBILITY EXTENDS TO ALL RELATED ASPECTS OF THE CONSTRUCTION ACTIVITY INCLUDING, BUT NOT LIMITED TO, ERECTION METHODS, ERECTION SEQUENCE, TEMPORARY BRACING, FORMS, SHORING, USE OF EQUIPMENT, AND SIMILAR CONSTRUCTION PROCEDURES. REVIEW OF THE CONSTRUCTION BY THE ENGINEER IS FOR CONFORMANCE WITH DESIGN ASPECTS ONLY, NOT TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. LACK OF COMMENT ON THE PART OF THE ENGINEER WITH REGARD TO CONSTRUCTION PROCEDURES IS NOT TO BE INTERPRETED AS APPROVAL OF THOSE PROCEDURES.

6. JOBSITE SAFETY IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. REVIEW OF THE CONSTRUCTION BY THE ENGINEER IS FOR CONFORMANCE WITH DESIGN ASPECTS ONLY, NOT TO REVIEW THE CONTRACTOR'S PROVISIONS FOR JOBSITE SAFETY. LACK OF COMMENT ON THE PART OF THE ENGINEER WITH REGARD TO JOBSITE SAFETY IS NOT TO BE INTERPRETED AS APPROVAL OF JOBSITE

SAFETY ASPECTS.

7. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TEMPORARY BARRICADES OR BRIDGES IN CONFORMANCE WITH THE REQUIREMENTS SET FORTH BY THE LOCAL MUNICIPALITY(S), AND ANY ADDITIONAL FORMS OF PROTECTION AS REQUIRED TO PROTECT THE OWNER'S PERSONNEL AND THE GENERAL PUBLIC FROM INJURY DURING THE CONSTRUCTION PERIOD. DRIVEWAYS AND ENTRANCES SERVING THE PREMISES ARE TO BE KEPT CLEAR AND AVAILABLE TO THE OWNER, OWNER'S EMPLOYEES, AND GUESTS AT ALL

TIMES.

8. IF FAULTY CONSTRUCTION PROCEDURES, OR MATERIAL, RESULT IN DEFECTIVE WORK THAT REQUIRES ADDITIONAL ENGINEERING TIME TO DEVISE CORRECTIVE MEASURES, PROFESSIONAL FEES MAY BE CHARGED TO THE CONTRACTOR AT THE STANDARD HOURLY RATE OF

ADDITIONAL SERVICES. SUCH FEES MAY BE WITHHELD FROM THE CONTRACTOR'S PAYMENT.

SPECIAL NOTES TO THE CONTRACTOR:

1. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS OF THE EXISTING CONDITIONS BEFORE PROCEEDING WITH

ANY WORK.

2. THE CONTRACTOR SHALL REPORT TO THE ENGINEER ANY AND ALL CONDITIONS WHICH DIFFER FROM THOSE SHOWN ON THESE

DRAWINGS, OR WHICH PREVENT HIM FROM PERFORMING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

3. CONTRACTOR IS RESPONSIBLE FOR PROVIDING PROTECTION TO WINDOWS AND FINISHES AND ADJACENT PROPERTIES PRIOR TO START

OF WORK. CONTRACTOR SHALL RE-PLACE ALL WINDOWS AND FINISHES DAMAGED OR STAINED DURING THE WORK.

FOUNDATION NOTES:

1. EXISTING FOUNDATIONS ARE TO BE UTILIZED IN THIS PROJECT. REINFORCING OF EXISTING FOUNDATIONS IS NOT REQUIRED (UNO ON

PLANS).

2. NEW FOUNDATIONS HAVE BEEN DESIGNED TO REST ON INORGANIC, UNDISTURBED SOIL HAVING A PRESUMPTIVE BEARING VALUE OF

2000 PSF. SUCH BEARING STRATA IS ANTICIPATED AT THE BOTTOM OF FOOTING ELEVATIONS NOTED ON THE FOUNDATION PLAN. ALL BEARING STRATA SHALL BE REVIEWED BY THE ENGINEER PRIOR TO POURING CONCRETE IN ORDER TO VERIFY THE PRESUMPTIVE BEARING

VALUE.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LIMITING POURS TO MINIMIZE SHRINKAGE CRACKING. IN GENERAL, WALLS SHALL NOT BE POURED IN CONTINUOUS LENGTHS EXCEEDING 40 FEET. THE LOCATION AND CONFIGURATION OF JOINTS EXPOSED TO VIEW SHALL

BE COORDINATED WITH THE ARCHITECT.

4. STEP FOOTINGS WHERE ELEVATIONS CHANGE AT A MAXIMUM SLOPE OF ONE VERTICAL ON TWO HORIZONTAL AND PLACE LOWER

FOOTING FIRST.

5. ALL SOIL SURROUNDING AND UNDER FOOTINGS SHALL BE PROTECTED FROM FREEZING AND THAWING DURING THE COURSE OF

CONSTRUCTION.

6. THE BOTTOM OF EXTERIOR FOOTINGS NOT ON SOLID ROCK SHALL BE AT LEAST 3'-6" BELOW FINISHED GRADE.

7. IN AREAS REQUIRING FILL, THE FILL MATERIAL SHALL BE A UNIFORMLY GRADED MIXTURE OF SAND AND GRAVEL WEIGHING NO LESS

THAN 120 PCF DRY DENSITY AFTER COMPACTION IN PLACE. THIS MIXTURE SHALL BE UNIFORMLY GRADED HAVING NO STONE GREATER THAN 3 INCHES IN ANY ONE DIMENSION, AND WITH LESS THAN 10%, BY WEIGHT, PASSING A #200 SIEVE. THE FILL SHALL BE PLACED IN MAXIMUM LIFTS OF 8" BEFORE COMPACTION. EACH LIFT SHALL BE COMPACTED WITH APPROPRIATE EQUIPMENT TO A MINIMUM OF 95% OF ITS MAXIMUM DENSITY AT OR NEAR OPTIMUM MOISTURE. A SOILS TESTING LABORATORY, HIRED BY THE OWNER, SHALL TEST THE MATERIAL BEFORE AND AFTER COMPACTION FOR CONFORMANCE WITH THIS SPECIFICATION. NO LIFTS SHALL BE PLACED WHEN WEATHER CONDITIONS ARE SUCH THAT THE MOISTURE CONTENT OF THE FILL CANNOT BE PROPERLY CONTROLLED. IN PLACING AND COMPACTING FILL AND BACKFILL MATERIAL, DO NOT DAMAGE NOR DISPLACE CONCRETE WORK ALREADY IN PLACE BY CONTACT FROM COMPACTION MACHINERY, BY SUBJECTING IT TO OVERTURNING FROM HEAVY COMPACTION LOADING OR ANY OTHER CAUSE. BRING FILL AGAINST SUCH CONCRETE AT THE SAME RATE AS THE REMAINDER OF FILL, COMPACTING UNIFORMLY ON BOTH SIDES USING HAND, OR SAMM MECHANICAL TAMPERS.

8. THE SLAB-ON-GRADE SUB-BASE SHALL BE A CRUSHER RUN STONE FREE FROM SOFT DISINTEGRATED PIECES, MUD, DIRT, OR OTHER INJURIOUS MATERIAL. THE MATERIAL SHALL HAVE NO STONE GREATER THAN 2" IN ANY ONE DIMENSION AND WITH LESS THAN 10%, BY

WEIGHT, PASSING A #100 SIEVE.

STEEL DECK NOTES:

1. STEEL DECK SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE CURRENT SPECIFICATION OF THE STEEL DECK

INSTITUTE.

2. SHOP DRAWINGS SHALL INDICATE THE FINISH, TYPE, GAGE, DIMENSIONS, AND LAYOUT OF ALL DECK AND ACCESSORIES. DRAWINGS

MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION.

3. FORMED STEEL ROOF DECK TO BE 1-1/2" DEEP, 22 GAGE, GALVANIZED, WIDE RIB, TYPE "B" DECK, AS MANUFACTURED BY UNITED STEEL

DECK, INCORPORATED, OR AN APPROVED EQUAL.

4. THE STEEL DECK SHALL BE SUPPLIED IN MINIMUM LENGTHS AS REQUIRED TO PROVIDE A "3-SPAN" CONDITION. END CLOSURES, ROOF

SUMPS, CLOSURES AT PENETRATIONS, AND ALL OTHER ACCESSORIES NECESSARY FOR A COMPLETE INSTALLATION ARE REQUIRED.

5. FORMED STEEL ROOF DECK SHALL BE WELDED TO SUPPORTING STEEL WITH 5/8" DIAMETER PUDDLE WELDS AT ALL EDGE RIBS PLUS A

SUFFICIENT NUMBER OF INTERIOR RIBS TO LIMIT THE SPACING BETWEEN ADJACENT POINTS OF ATTACHMENT TO 18". INTERMEDIATE SIDE CONNECTIONS SHALL BE MADE WITH #10 SELF-TAPPING SCREWS AT MID-SPAN OR 3'-0" ON CENTER, WHICHEVER IS SMALLER. END

LAPS OF SHEETS SHALL BE A MINIMUM OF 2" AND SHALL OCCUR OVER SUPPORTS.

6. THIS DECK MUST BE PROTECTED BEFORE AND AFTER ERECTION AND ALL DEBRIS CLEANED FROM ITS SURFACE WHERE CONCRETE WILL BE

POURED OR ROOFING IS TO BE PLACED.

ROUGH CARPENTRY:

1. ALL WOOD FRAMING SHALL CONFORM TO THE NATIONAL FOREST PRODUCTS ASSOCIATION "NATIONAL DESIGN STANDARD FOR

WOOD CONSTRUCTION".

2. THE STRUCTURAL WOOD STRESS GRADE STAMPED LUMBER SHALL BE HEM FIR No. 2 OR BETTER, GRADED AS FOLLOWS:

3. JOISTS AND RAFTERS: Fb = 850 PSI, E = 1,300,000 PSI

4. STUDS: Fc = 800 PSI, E = 1,200,000 PSI

5. "I-JOISTS" SHAPED COMPOSITE MEMBERS SHALL BE TJI-JOISTS, AS MANUFACTURED BY THE TRUSS-JOIST CORPORATION, OR AN

APPROVED EQUAL.

6. PARALLAM PSL HEADERS AND BEAMS SHALL BE MANUFACTURED BY TRUS JOIST MACMILLAN (OR AN APPROVED EQUAL) AND SHALL

HAVE A MODULUS OF ELASTICITY OF 2,000,000 PSI, A MINIMUM ALLOWABLE BENDING STRESS OF 3,100 PSI, AN ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN OF 650 PSI, AND AN ALLOWABLE HORIZONTAL SHEAR OF 290 PSI. 3-1/2" MEMBERS MAY BE TWO PIECES OF 1-3/4" OR A SINGLE 3-1/2" WIDE BEAM. INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

7. THE STRUCTURAL GLU-LAMINATED TIMBER SHOWN ON THESE DRAWINGS SHALL BE DOUGLAS FIR WITH THE FOLLOWING MINIMUM ALLOWABLE UNIT STRESSES: Fb = 2,000 PSI, Fv = 165 PSI, E = 1,800,000.

8. GLU-LAMINATED TIMBER SHALL CONFORM TO THE VOLUNTARY PRODUCT STANDARD, LATEST EDITION, FOR STRUCTURAL

GLU-LAMINATED TIMBER.

9. STRUCTURAL WOOD FRAMING USED IN EXTERIOR APPLICATIONS OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE SOUTHERN YELLOW PINE, No. 2 OR BETTER, CCA PRESERVATIVE PRESSURE TREATED WOOD.

10. FLUSH-FRAMED CONNECTIONS SHALL BE MADE WITH PREFABRICATED GALVANIZED STEEL HANGERS OF WIDTH AND DEPTH APPROPRIATE FOR THE SUPPORTED MEMBER. INSTALL WITH THE TYPE AND QUANTITY OF FASTENERS RECOMMENDED BY THE

MANUFACTURER.

11. BUILT-UP MEMBERS SHALL HAVE ADJACENT PLIES NAILED TOGETHER WITH TWO ROWS OF NAILS AT 12" O.C. (10d COMMON NAILS FOR 1½" PLIES, 12d COMMON NAILS FOR 1¾" PLIES.

12. UNLESS OTHERWISE NOTED, ALL LUMBER SHALL BE NAILED IN ACCORDANCE WITH THE SPECIFIED NAILING SCHEDULE.

13. ROOF TRUSSES SHALL BE INSTALLED DIRECTLY OVER BEARING STUDS UNLESS OTHERWISE DETAILED.

14. ROOF TRUSSES AND BEAMS SHALL BE SUPPORTED LATERALLY AT EACH SUPPORT BY FULL DEPTH SOLID BLOCKING, EXCEPT WHERE

MEMBERS ARE SUPPORTED BY A FLUSH HEADER OR NAILED TO A RIM BOARD.

15. PROVIDE TWO STUDS AT EACH END OF ALL FLUSH FRAMED HEADERS OR BEAMS, UNLESS MORE ARE INDICATED ON PLAN. PROVIDE

ONE JACK STUD AND ONE FULL STUD AT EACH END OF ALL DROPPED HEADERS OR BEAMS, UNLESS MORE ARE INDICATED ON PLAN.

16. WOOD SILL PLATES SHAOLL BE ATTACHED TO FOUNDATION WALLS WITH ½" DIAMETER BOLTS EMBEDDED AT LEAST 6" INTO CONCRETE

AND SPACED NO MORE THAN 32" ON CENTER. WOOD SILL PLATE SHALL BE PRESSURE-TREATED.

17. PROVIDE HORIZONTAL BLOCKING AT 4'-0" OC VERTICALLY STAGGERED IN ALL BEARING WALLS.

PLYWOOD SHEATHING NOTES:

1. PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD PS-1, AND BEAR THE APA GRADE-TRADEMARK OF THE AMERICAN PLYWOOD

ASSOCIATION.

2. PLYWOOD SHEATHING FOR FLOORS, ROOF, AND WALLS SHALL BE APA GRADED C-D WITH EXTERIOR GLUE. SHEATHING FOR FLOORS

AND WALLS SHALL BE 32/16, EXPOSURE 1. ROOF SHEATHING SHALL BE 5/8" 40/20.

3. PLYWOOD SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION OF THE PANEL ACROSS SUPPORTS AND CONTINUOUS OVER

TWO OR MORE SPANS.

4. LAY-UP ROOF PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS AND INSTALL BLOCKING AT ALL EDGES.

5. NAIL ROOF PLYWOOD WITH 10d COMMON NAILS AT 6" O.C. AT ALL EDGES AND BOUNDARIES AND AT 12" O.C. AT INTERMEDIATE

SUPPORTS, UNLESS NOTED OTHERWISE.

CONCRETE NOTES:

1. ALL CONCRETE WORK SHALL CONFORM TO ALL THE REQUIREMENTS OF A.C.I. 301 (LATEST EDITION), "SPECIFICATIONS FOR STRUCTURAL

CONCRETE IN BUILDINGS".

2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE AND SHALL DEVELOP A COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS.

3. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS, UNLESS OTHERWISE NOTED, MUST FOLLOW THE LATEST ACI CODE

AND THE LATEST ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES".

4. NO ADMIXTURES ARE PERMITTED WITHOUT THE ENGINEERS WRITTEN PERMISSION OTHER THAN ENTRAINED AIR. CONCRETE EXPOSED

TO THE WEATHER, SUCH AS THAT USED IN FOUNDATION WALLS, SHALL CONTAIN 5% ±1% ENTRAINED AIR.

5. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 60.

CONCRETE MASONRY NOTES:

1. ALL CONCRETE MASONRY WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 530/ASCE 5 (LATEST EDITION),"BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES".

2. CONCRETE BLOCK SHALL BE NORMAL WEIGHT LOAD BEARING MASONRY UNITS CONFORMING TO ASTM C-90, GRADE N-I, WITH A

MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 1500 PSI ON THE NET AREA OF THE UNITS.

3. MORTAR SHALL BE TYPE M OR S AND CONFORM TO ASTM C-270.

4. CEMENT USED IN THE MORTAR AND GROUT SHALL CONFORM TO ASTM C-150.

5. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60. JOINT (HORIZONTAL) REINFORCEMENT SHALL BE DUR-O-WALL

TRUSS TYPE, OR AN APPROVED EQUAL.

6. MASONRY SHALL NOT BE CONSTRUCTED IN TEMPERATURES BE LOW 40°F. PROVIDE A HEAT SOURCE AND PROTECTION AS REQUIRED

TO MAINTAIN TEMPERATURE ABOVE 40°F.

7. ALL CELLS WITH REINFORCING BARS OR BOLTS SHALL BE GROUTED SOLID.

8. ALL CELLS BELOW FINISH GRADE SHALL BE GROUTED SOLID.

9. VERTICAL CELLS TO BE GROUTED SOLID SHALL HAVE A MINIMUM CLEAR OPENING OF 3" x 2-1/2".

10. CONSOLIDATE GROUT POURS EXCEEDING 12 INCHES IN HEIGHT BY MECHANICAL VIBRATION AND RECONSOLIDATE BY MECHANICAL

VIBRATION AFTER INITIAL WATER LOSS AND SETTLEMENT HAS OCCURRED.

11. CERTIFICATES OF COMPLIANCE ARE REQUIRED TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR BLOCK GRADE AND STRENGTH, GROUT, MORTAR, AND REINFORCING BARS PRIOR TO DELIVERY OF THE BLOCK.

12. THE CONCRETE MASONRY ON THIS PROJECT HAS BEEN DESIGNED USING REDUCED ALLOWABLE STRESSES, AND THEREFORE DOES NOT

REQUIRE SPECIAL INSPECTIONS.

STRUCTURAL STEEL NOTES:

1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION, AS ADOPTED BY THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION.

2. MATERIALS

3. STRUCTURAL STEEL, W-SHAPES ASTM A 992, FY = 50,000 PSI

4. CHANNELS, ANGLES ASTM A 36, FY = 36,000 PSI

5. STRUCTURAL STEEL TUBING, SQUARE ASTM A 500 GRADE B

6. STRUCTURAL STEEL TUBING, ROUND ASTM A 53 TYPE S

7. BOLTS ASTM A 325

8. ANCHOR BOLTS ASTM A307

9. WELDING ELECTRODE ASTM E 70XX LOW HYDROGEN

10. ALL WELDING SHALL CONFORM TO THE CODE FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION OF THE AMERICAN WELDING

SOCIETY, AND BE PERFORMED BY A CERTIFIED WELDER IN ACCORDANCE WITH A.W.S. STANDARDS.

11. ALL STRUCTURAL STEEL BEAMS AND COLUMNS ADJACENT TO MASONRY TO HAVE 1-1/2" x 1/8" STRAP ANCHORS AT 2'-8" ON CENTER, UNLESS OTHERWISE NOTED.

12. PROVIDE 9/16" HOLES FOR WOOD NAILERS AS REQUIRED BY ARCHITECTURAL DRAWINGS.

13. STRUCTURAL STEEL SHALL BE CLEANED IN ACCORDANCE WITH THE STEEL STRUCTURES PAINTING COUNCIL SPECIFICATION SP-3-82 FOR

POWER TOOL CLEANING AND PAINTED TO A MINIMUM DRY FILM THICKNESS OF 2 MILS WITH A SHOP COAT OF TNEMEC #10-99 ALKYD RUST INHIBITIVE PRIMER AS MANUFACTURED BY TNEMEC COMPANY, INC., OF KANSAS CITY, MO, OR AN APPROVED EQUAL.

AutoCAD SHX Text

REINFORCEMENT, WWF 6X6, WI.4X WI.4 PROVIDE CHAIRS TO MAINTAIN ELEVATION AS SHOWN

AutoCAD SHX Text

6 MIL POLYETHYLENE VAPOR BARRIER LAP

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GRANULAR SUB-BASE

AutoCAD SHX Text

NATURAL CUT GRADE OR COMPACTED SUB-GRADE

AutoCAD SHX Text 3 7/16"

AutoCAD SHX Text 4"

AutoCAD SHX Text 4"

AutoCAD SHX Text

1 - TYPICAL SLAB-ON- GRADE DETAIL

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SCALE: " = 1'-0"34" = 1'-0"

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FND-71

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FND-72

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STOP REINF. 6" SHORT OF JOINT AT EACH SIDE

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6 MIL POLYETHYLENE VAPOR BARRIER LAP

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GRANULAR SUB-BASE

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NATURAL CUT GRADE OR COMPACTED SUB-GRADE

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2 - TYPICAL CONTROL JOINT DETAIL

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SCALE: " = 1'-0"34" = 1'-0"

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DIAMOND SAW CUT JOIN AND FILL W/SPECIFIED JOINT FILLER

AutoCAD SHX Text 1 1/2"

AutoCAD SHX Text NOTE: A. SAW-CUT IS TO BE PERFORMED WITHIN 24 HRS OF THE CONCRETE PLACEMENT. REFFER TO ACI 301-84 AND 302. B. SEE SLAB PLAN FOR CONTROL JOINT LOCATIONS. NOTED'CJ' C. SEE TYP SLAB-ON-GRADE DETAIL FOR INFORMATION NOT SHOWN HERE

AutoCAD SHX Text 8"

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SEE PLAN FOR LIMITS OF CONC. PAD

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4 - TYPICAL EXTERIOR WALL AT DOOR

AutoCAD SHX Text

3'-0" (MIN.)

AutoCAD SHX Text #4 BENT BARS @ 16" o.c. BEND AROUND #4 NOSING BAR

AutoCAD SHX Text SCALE: ~w"=1'-0"

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SEE FDN PLAN FOR DIMENSIONS AND BAR SIZES

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(2) #5

AutoCAD SHX Text 8"

AutoCAD SHX Text 5"

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GROUT ALL CELLS SOLID

AutoCAD SHX Text BOND BEAM w/ (2) #5 BARS

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EXTERIOR GRADE VARIES SEE SITE PLAN

AutoCAD SHX Text

WRAP MESH AROUND #4 NOSING BAR

AutoCAD SHX Text #3 @ 12" o.c. E.W.

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STEEL ~< WITH WELDED ANCHOR

AutoCAD SHX Text T

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WATERSTOP

AutoCAD SHX Text 8"

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text SCALE: ~w"=1'-0"

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3 - FOUNDATION DRAIN DETAIL

AutoCAD SHX Text 2'-0"

AutoCAD SHX Text 6"

AutoCAD SHX Text 6"

AutoCAD SHX Text 1'-0"

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METAL GRATE

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INTERIOR

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EXTERIOR

'-9

/8

31'-4 1/2"

31'-3 7/8"

PHASE TWO

-7

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3500 LBS

2X6 STUD BEARING WALL

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BEARING WALL

9'-0" 5'-6"7'-10" 7'-10"

NOTE 'A'

BEFORE LIVE LOAD = 30 PSI

DENOTES 2X4 WELL

PROVIDE SIMPSON -TIE ___ ANCHOR @ EACH END

*COORDINATE RTU LOCATION W/ MECHANICAL

EXISTING LINTEL

(3) - 2X10

EXISTING LINTEL

(3) - 2X10

W8X10 CMU HEADER

(8" MIN , EACH END)

(2) - 2X10 @ NEW

STUD WALL

(3) - 2X10

RTU WT =

1135 LBS

RTU WT =

975 LBS

(3) 2X8

@NEW STUD WALL EXIST.

LINTEL TO REMAIN IN

EXISTING WALL

@NEW STUD WALL EXIST.

LINTEL TO REMAIN IN

EXISTING WALL

PHASE TWO PHASE ONE

9'-5 1/2"

(3 ) 1

3 4 x

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2'-9 3/4"

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4"-THICK, SLAB ON GRADE W/

10 MIL POLY. VAPOR & GRAVEL BASE

(W/ COMPACTED SUB-BASE)

2'-0"

99'-10"

2'-0"

2' -0

CONTINUOUS CONCRETE

FOUNDATION WALL & FOOTING

2'-0"

101'-0 3/8"

5' -9

1/ 4"

'-4

/4

POLES

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/8

31'-4 1/2"

5' -2

1/ 8"9 5/8"

5/

8"

9 5/8"

'-1

1 7 /8

31'-3 7/8"

PHASE TWO

PHASE TWO PHASE ONE

PHASE 1 FOUNDATION

S2.1

S1.1

S1.1

S1.1

S1.1

S1.1

S1.1

S2.1

C.J.

C.J.

C.J.

C.J. C.J. C.J. C.J. C.J. C.J. C.J. C.J. C.J. C.J. C.J.

C.J.

C.J.

4"-THICK, SLAB ON GRADE W/

10 MIL POLY. VAPOR & GRAVEL BASE

(W/ COMPACTED SUB-BASE)

NOTE: SPACE CONTROL JOINTS IN

SLAB NO MORE THAN 8'-0" IN

BOTH DIRECTIONS CONC. PAD WITH TURNED

DOWN FROST WALL @

PERIMETER

S2.1

S1.1

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S2.1

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1" THERMAL BREAK

2" RIGID

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RA

DE

#4 NOSING BAR

NEW

ADDITION

NEW BEARING WALL

FOOTING TO BEAR ON

EXISTING FOOTING

2'-0"

1'- 0"

3' -0

" M

IN

FR

O

ST

P

RO

TE

CT

IO

N

(2) #4's CONTINUOUS

TOP & BOTTOM

1'-0"

6"

MIN.

SLAB

BRG.

EX

TE

N D

CO

N

CR

ET

E 8"

A

BO

VE

S

LA

B

WRAP MESH AROUND

#4 NOSING BAR

(3) #4's CONTINUOUS

4" CONC. SLAB

W/

5 1/2"

CONC.

STUB

WALL

P.T. 2X6 BASE PLATE

P.T. PLATE W/

SILL SEAL

STRUCTURAL

PLANS

S2.1

3515 Sunnyside Road Center Valley, PA 18034

T: 610-297-0140 E: sam@scf-arch.com These documents are instruments of the Architect's service for use solely with respect to this project.

The Architect shall retain all common law, statutory and other reserved rights, including the copyright.

They are not to be used for any purpose by any other party outside of the scope of this work without the specific written consent of the Architect.

L LC

STRUCTURAL ENGINEER OF RECORD:

101 NORTH QUEBEC STREET

ALLENTOWN, PA, 18109)

610-437-0978 bcohen@baseeng.com

M O

U N

T

BE

TH

EL

F

IR

E

CO

AD

DI

TI

O N

T O

E

XI

ST

IN

G

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C

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PA

N

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N or th

D el aw ar e Dr iv e, M t.

Be th el , P

A

U pp er M ou nt

B et he l, N or th am pt on

C ou nt y

ARCHITECT OF RECORD:

Samantha Ciotti Falcone

AIA, LEED AP

DRAWN BY:

BID DOCUMENTS

6/23/2026

REV1

REV2

OWNER:

Mt. Bethel Fire Co.

ML, SCF

BARRY ISETT & ASSOCIATES

570-688-8268 dalehandelong@hotmail.com

MEP ENGINEER OF RECORD:

5420 Crackersport Rd Allentown, PA 18104

610-437-0978 EMAIL: dhorsfield@barryisett.com

BASE ENGINEERING

SCALE:2 STRUCTURAL - FOUNDATION PLAN

1/4"=1'-0"

SCALE:1 STRUCTURAL - ROOF FRAMING PLAN

1/4"=1'-0"

NOTE 'A'

RAFTER LIVE LOAD = 30 psf

COORDINATE RTU LOCATION W/

MECHANICAL DRAWING.

NEW 2X4 SHEAR WALL -

PROVIDE SIMPSON

STRONG-TIE LATERAL

ANCHOR @ EACH END

LEGEND

SCALE:4 SECTION DETAIL

1"=1'-0"SCALE:3 SECTION DETAIL

1"=1'-0" SCALE:5 SECTION DETAIL

1"=1'-0"

AutoCAD SHX Text P6

AutoCAD SHX Text

EW1

AutoCAD SHX Text

EW1

AutoCAD SHX Text P9

AutoCAD SHX Text P6

AutoCAD SHX Text

EW1

AutoCAD SHX Text

EW1

AutoCAD SHX Text P9