Plans 3-6-26 - FLEET WASH (S&S SET).pdf

SYMB DATE ISSUED FOR

FLEET WASH AT THE ORANGE COUNTY

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

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LOCATION MAP SITE LOCATION

DEPARTMENT OF PUBLIC WORKS FACILITY

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

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VILLAGE OF GOSHEN

TM.# 118-1-2.2

L. 14773, P. 355

LANDS N/F

KENNETH SULLIVAN

TM.# 13-1-73

L. 12602, P. 563

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FLEET WASH AT THE ORANGE COUNTY

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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C d a y o u t

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D a t e

M o n

M a r a m e s r b

Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

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VILLAGE OF GOSHEN

TM.# 118-1-2.2

L. 14773, P. 355

LANDS N/F

KENNETH SULLIVAN

TM.# 13-1-73

L. 12602, P. 563

POLICE DRIVE

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FLEET WASH AT THE ORANGE COUNTY

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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D a t e

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M a r a m e s r b

Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

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LANDS N/F

VILLAGE OF GOSHEN

TM.# 118-1-2.2

L. 14773, P. 355

LANDS N/F

KENNETH SULLIVAN

TM.# 13-1-73

L. 12602, P. 563

POLICE DRIVE

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FLEET WASH AT THE ORANGE COUNTY

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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N a m e

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I V

I L

C d a y o u t

C

D a t e

M o n

M a r a m e s r b

Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

C-101

CIVIL: SITE PLAN

NOTE:

ADD ALTERNATE #1:

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

C-901

CONCRETE PAVEMENT DETAIL

CONCRETE PAVEMENT TO ASPHALT PAVEMENT

JOINT DETAIL

HEAVY DUTY

ASPHALTIC PAVEMENT DETAIL

NOTES

CONSTRUCTION SPECIFICATIONS:

PERSPECTIVE VIEW

SECTION VIEW

SILT FENCE W/ WIRE REINFORCEMENT DETAIL

STABILIZED CONSTRUCTION DRIVEWAY ENTRANCE DETAIL

TYPICAL TRENCH - WATER MAIN DETAIL

TYPICAL TRENCH - SEWER LINE

VALVE BOX AND VALVE SLAB

NOTES:

DEPARTMENT OF PUBLIC WORKS FACILITY

ENGINEERING LLPwww.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

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M o n

M a r a m e s r b

Call811 New York before you dig

Dig Safely.

HYMAN

HAYES

ASSOCIATES

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

C-902

TYPICAL COMMON TRENCH CONFIGURATION

4" CLEANOUT DETAIL

SANITARY SEWER CONNECTION

WATER SERVICE CONNECTION

GRIT/OIL INTERCEPTOR

MATERIAL PROPERTIES:

MATERIALS BELOW ARE A DESIGN BASIS. SUBSTITUTIONS ARE PERMITTED ONLY WITH APPROVAL.

EARTHWORK MATERIAL PROPERTIES:

1. STRUCTURAL FILL: RUN-OF-BANK WELL DRAINING SAND AND GRAVEL OR CRUSHED STONE.

2. INTEIOR SLAB SUBBASE MATERIAL: CRUSHED STONE, ASTM C33 #56 OR #57 STONE (3/8" TO 3/4" SIZE).

3. EXTERIOR SLAB SUBBASE MATERIAL: NYSDOT ITEM 733-04 ITEM 4

4. FILTER OR SEPARATION FABRIC - DESIGN BASIS: MIRAFI 160N FABRIC

5. STABILIZATION FABRIC - DESIGN BASIS: MIRAFI HP270 FABRIC

6. PIPE BEDDING: WELL GRADED SAND OR SAND AND GRAVEL

7. FOUNDATION DRAIN PIPING: 4" DIA CORRUGATED PERFORATED HDPE PIPING, ADS SINGLE WALL.

8. COMPACTION: 95% MODIFIED PROCTOR UNO.

CONCRETE MATERIAL PROPERTIES:

1. FOOTINGS AND WALLS:

• 1-1/2" MAX AGGREGATE

• 4,000 psi AT 28 DAYS

• 6% AIR ENTRAINMENT.

2. SLABS:

• 3/4" MAX AGGREGATE

• 4,500 psi AT 28 DAYS

• 5-1/2 % AIR ENTRAINMENT (± 1.5 %) FOR EXTERIOR SLABS.

• NO AIR ENTRAINMENT ADMIXTURE FOR INTERIOR SLABS.

• INTERIOR SLABS TO RECEIVED MOISTURE VAPOR REDUCING ADMIXTURE

3. CONCRETE SLUMP:

• ALL CONCRETE SHALL CONTAIN A WATER REDUCER

• MAX SLUMP 5" ± 1" WITH A MID-RANGE WATER REDUCER OR A LOW DOSE OF HIGH-RANGE WATER REDUCER OR SUPER PLASTICIZER

• MAX SLUMP 7" ± 1" WITH FULL DOSE OF HIGH-RANGE WATER REDUCER OR SUPER PLASTICIZER

4. REBAR: ASTM A615, GRADE 60, MINIMUM LAP SPICE UNO IS 40 BAR DIAMETERS.

5. WELDED WIRE REINFORCING: ASTM A1064, 6x6 WWR - W4.0xW4.0

6. VAPOR BARRIER: 15 MIL EXTRUDED POLYOLEFIN, STEGO WRAP 15 WITH SEAM TAPE AND MASTIC. DO NOT USE POLYETHYLENE OF ANY THICKNESS AS A VAPOR

BARRIER.

7. SEALANT AT CONCRETE JOINTS: SIKAFLEX 1A.

MASONRY MATERIAL PROPERTIES:

1. CONCRETE MASONRY UNITS (CMU): ASTM C90 TYPE 1, 10x16 NOMINAL TWO CELL UNITS. PROVIDE SPECIAL SHAPES AT CORNERS, JAMBS, ETC. BOND BEAM

SHALL BE SLOTTED STRETCHER BLOCK WITH SLOTTED WEBS TO ALLOW FOR CONTINUOUS REBAR IN HORIZONTAL AND VERTICAL DIRECTIONS. HEADER BLOCK

SHALL BE U-SHAPED BOND BEAM BLOCK WITH SOLID BOTTOMS.

2. MORTAR TYPES: TYPE S (PROPORTIONS BY VOLUME: PORTLAND CEMENT - HYDRATED LIME - SAND).

3. TYPE S MORTAR PROPORTIONS 2-1-9.

4. PORTLAND CEMENT: ASTM C150 GRAY UNO. USE WHITE PORTLAND CEMENT WHEN PIGMENTED MORTAR IS SPECIFIED BY THE ARCHITECT.

5. HYDRATED LIME: ASTM C207 TYPE S UNO.

6. ASTM 476 COURSE SAND GROUT FOR MASONRY CORES, 2,500 PSI

7. HORIZONTAL JOINT REINFORCEMENT: BRICK AND CMU: HOHMANN AND BARNARD 220, LADDER TYPE, STANDARD No. 9 WIRE (W1.7), HOT DIP GALVANIZED, SIZED

FOR FULL WIDTH OF WALL LESS 1-1/2".

8. REBAR: SAME AS CONCRETE REQUIREMENTS.

FRAMING LUMBER MATERIAL PROPERTIES:

SPRUCE PINE FIR (2x8s AND LARGER): SPF KD No. 1/No. 2

Fb 875 Ft 450

Fv 135 Fc, Perp 425

Fc, Prll 1,150 E 1,400

1. SUBSTITUTIONS MUST PROVIDE EQUIVALENT SECTION PROPERTIES TO THOSE SPECIFIED ON THE PLANS.

STEEL MATERIAL PROPERTIES:

1. WIDE FLANGE BEAMS: ASTM A992, 50 ksi.

2. OTHER ROLLED SHAPES: ASTM A36, 36 ksi.

3. HSS (SQUARE AND RECTANGULAR TUBE SECTIONS): ASTM A500 GRADE B.

4. PIPE: ASTM A53 GRADE B.

5. BOLTS CONNECTING STEEL MEMBERS, ASTM A325, OR ASTM F1852

6. WELDING: ALL SHOP AND FIELD WELDING PER CURRENT AWS CODE AND AISC, CONDUCTED BY PERSONNEL WITH CURRENT CERTIFICATIONS FOR ALL TYPES AND

POSITIONS OF WELDS PERFORMED.

7. WELDING ELECTRODES: E70XX UNO.

8. NON SHRINK GROUT: (UNDER BASEPLATES) SIKAGROUT 212.

FASTENER AND ADHESIVE MATERIAL PROPERTIES:

1. WOOD FRAMING NAILS: 3-1/2" x 0.131" (16d NOMINAL) PNEUMATICALLY DRIVEN NAILS, (SMOOTH-COATED, RING SHANK, OR SPIRAL SHANKS)

2. EXTERIOR WOOD SHEATHING NAILS: SEE WOOD PANEL FASTENING DETAIL

3. WOOD FLOOR DECK SCREWS: SEE WOOD PANEL FASTENING DETAIL

4. METAL HANGER/CONNECTOR FASTENERS FOR FACE MOUNT TO SINGLE 2x PLY HEADERS OR LEDGERS SHALL BE SIMPSON SD9-112 SCREWS UNO. USE ONLY

WHEN A SINGLE 2x LEDGER IS CALLED FOR. FOR ALL OTHER APPLICATIONS USE 3" x 0.131" COMMON FACE NAILS AT DOUBLE 2x LEDGERS OR MULTI-PLY BEAMS.

5. SELF-DRILLING WOOD SCREWS (SDWS): FASTEN-MASTER HEADLOK OR SIMPSON SDS SCREWS, UNO.

6. MACHINE BOLTS, NUTS, WASHERS: ASTM A307

7. EXPANSION STUD ANCHORS: HILTI KWIK-BOLT, HOT-DIP GALVANIZED UNO

8. STUD ANCHORS (THREADED ROD) IN CONCRETE: HILTI HIT-HY 200 ADHESIVE.

9. STUD ANCHORS (THREADED ROD) IN WET APPLICATIONS: HILTI HIT-RE 500 MAX.

10. STUD ANCHORS (THREADED ROD) IN COLD WEATHER APPLICATIONS: HILTI HIT-ICE ADHESIVE.

11. STUD ANCHORS (THREADED ROD) IN HOLLOW AND SOLID MASONRY: HILTI HIT-HY 270 ADHESIVE.

12. CONCRETE SCREWS: TAPCON.

13. CONSTRUCTION ADHESIVE FOR WOOD PANELS: POLYURETHANE ADHESIVE MEETING REQUIREMENTS OF ASTM D-3498 AND APA-AFG-01, TITEBOND GREEN-

CHOICE OR LIQUID NAILS LN-902.

PRE-ENGINEERED WOOD TRUSSES:

1. DESIGN AND MANUFACTURE TRUSSES IN A SHOP SPECIALIZING IN THIS WORK, AND UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED

IN NYS.

2. DESIGN AND MANUFACTURE TRUSSES IN CONFORMANCE WITH NDS, AFPA, NDSMPCWTC, TPI, AND BC-NYS.

3. SUBMIT TRUSS DESIGNS INCLUDING SHOP DRAWINGS FOR ALL TRUSSES CLEARLY SHOWING THE TRUSS FRAMING CONFIGURATION AS SCHEMATICALLY

INDICATED ON THE CONTRACT DRAWINGS. THE SHOP DRAWING PACKAGE SHALL DETAIL TRUSS ANCHORAGE, BLOCKING, CURBING, AND MISC FRAMING. SHOP

DRAWINGS AND CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF THE ENGINEER RESPONSIBLE FOR THE DESIGN.

4. RETAIN A LICENSED PROFESSIONAL ENGINEER FOR THE DESIGN OF ALL PORTIONS AND COMPONENTS OF THE ROOF FRAMING EXCLUDED BY THE TRUSS

SUPPLIER. A COMPLETE DESIGN PACKAGE SHALL BE SUBMITTED FOR REVIEW AND COMMENT BEFORE TRUSS FABRICATION BEGINS.

5. CONNECTOR PLATES SHALL MEET OR EXCEED ASTM A653.

6. MAXIMUM TRUSS DEFLECTION RATIOS SHALL BE: SPAN /480 (LIVE) AND SPAN / 360 (TOTAL).

7. TRUSSES SHALL BE MANUFACTURED, HANDLED, AND ERECTED TO IN A MANNER TO PRECLUDE EXCESSIVE LATERAL BENDING STRESSES.

8. ANCHOR TRUSSES TO TOP WALL PLATES, GIRDER TRUSSES, AND OTHER BEARING SURFACES ONLY WITH APPROVED CONNECTION. THE MINIMUM DESIGN

UPLIFT FORCE TO BE RESISTED AT BEARING POINTS BY ALL TRUSSES SHALL BE 400 LBS. ALL TRUSSES SHALL BE SECURED WITH SIMPSON H1 CONNECTORS

OAE, UNLESS AN UPLIFT REACTION IN EXCESS OF 400 LBS IS REQUIRED BY THE TRUSS DESIGN. IN THIS CASE THE ENGINEER OF RECORD SHALL SPECIFY AN

ALTERNATE STRONGER UPLIFT CONNECTOR.

9. FIELD CUTTING AND/OR MODIFICATION OF TRUSSES IS STRICTLY PROHIBITED.

10. REPLACE DAMAGED TRUSSES WITH NEW TRUSSES. REPAIR DAMAGED TRUSSES ONLY WITH THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD (EOR).

WHEN APPROVED, THE TRUSS MANUFACTURER SHALL PREPARE REPAIR DETAILS UNDER THE DIRECTION OF THE PROFESSIONAL ENGINEER RESPONSIBLE FOR

THE ORIGINAL TRUSS DESIGN. THE ENGINEER SHALL SEAL ALL REPAIR DETAILS AND SUBMIT THEM FOR REVIEW AND COMMENT BY THE EOR BEFORE ANY

REPAIRS ARE UNDERTAKEN.

11. ERECT TRUSSES IN ACCORDANCE WITH HIB-91, TPI.

12. TEMPORARY BRACING IS THE FULL RESPONSIBILITY OF THE CONTRACTOR.

13. PROVIDE MINIMUM PERMANENT TRUSS BRACING CONSISTING OF THE FOLLOWING:

1. CONTINUOUS HORIZONTAL LONGITUDINAL BRACING ALONG BOTTOM CHORDS AT 10 FT MAX O.C.

2. W-BRACING ASSEMBLIES AT BOTTOM CHORDS LATERALLY ALONG LENGTH OF TRUSSES; W-DIAGONALS EXTENDING LONGITUDINALLY OVER MIN. 4

TRUSSES, W-BRACING ASSEMBLIES SPACED AT 20 FT MAX O.C.

3. DIAGONAL GABLE END BRACING AT 10 FT MAX O.C. OVER THE WIDTH OF BUILDING.

4. CONTINUOUS HORIZONTAL LONGITUDINAL BRACING ALONG TRUSS WEBS IDENTIFIED ON TRUSS SHOP DRAWINGS AS REQUIRING COMPRESSION BRACING.

SOME TRUSS WEBS MAY REQUIRE MULTIPLE ROWS OF BRACING AS REQUIRED BY TRUSS DESIGN.

5. CROSS BRACING ASSEMBLIES ALONG TRUSS WEB HORIZONTAL BRIDGING IN 13.4 ABOVE, AT 20 FT MAX OC. EXTEND CROSS BRACING FROM BOTTOM

CHORDS TO TOP CHORDS ACROSS MINIMUM OF TWO TRUSS BAYS.

CONSTRUCTION NOTES:

GENERAL:

1. DESIGN IS PER THE 2020 BUILDING CODE OF NEW YORK STATE (BCNYS).

2. THESE STRUCTURAL DRAWINGS ARE NOT INTENDED AS STAND ALONE DOCUMENTS. REFER TO FULL

CONSTRUCTION DOCUMENT PACKAGE FOR COMPLETE PROJECT INFORMATION AND DETAILS.

3. VERIFY ALL DIMENSIONS IN THE FIELD AS WORK PROGRESSES AND REPORT ANY DISCREPANCIES BETWEEN

EXISTING WORK AND CONTRACT DOCUMENTS TO ARCHITECT AND ENGINEER FOR CLARIFICATION BEFORE

PROCEEDING WITH WORK.

4. DO NOT SCALE DRAWINGS.

5. ALL DETAILS AND NOTES ARE TYPICAL UNO.

6. PROVIDE ALL TEMPORARY SHORING AS REQUIRED BY THE MEANS AND METHODS UNDERTAKEN.

7. RETAIN A LICENSED PROFESSIONAL ENGINEER FOR THE DESIGN OF ALL TEMPORARY SHORING AND SHEETING

FOR REVIEW BY THE ENGINEER OF RECORD (EOR).

8. PROVIDE ALL TEMPORARY BRACING UNTIL ALL REQUIRED STRUCTURAL SYSTEMS ARE IN PLACE.

9. COMPONENTS NECESSARY FOR CONSTRUCTION SAFETY ARE THE FULL RESPONSIBILITY OF THE CONTRACTOR

AND THE MEANS AND METHODS UNDERTAKEN.

10. OBSERVE ALL CURRENT OSHA REQUIREMENTS.

11. PROVIDE PLACARDS, PER EXECUTIVE LAW 382-b, AT ALL ENTRY DOORS DENOTING THE PRESENCE OF:

1. WOOD TRUSSES

2. ENGINEERED WOOD CONSTRUCTION (I-JOISTS, LVLS, GLULAMS, ETC.)

3. PLACARDS ARE AVAILABLE AT WWW.SAFETYSIGN.COM AND MANY OTHER SOURCES.

12. SPECIAL INSPECTIONS (SI) ARE REQUIRED FOR THE PROJECT. SI SHALL BE MADE BY THE OWNER'S

INDEPENDENT INSPECTION AGENCY. NOTIFY BOTH THE OWNER AND THE SI AGENCY PRIOR TO INSTALLING

WORK THAT REQUIRES SI AND ALLOW ACCESS FOR THESE SI TO OCCUR IN A TIMELY MANNER. WORK

REQUIRING SI INSTALLED WITHOUT NOTIFICATION SHALL BE CAUSE FOR REJECTION AND REPLACEMENT OF THE

WORK.

BULK AREA SUBGRADE PREPARATION NOTES:

1. CLEAR AND GRUB THE PROJECT WORK AREA (10 FT OUTSIDE OF EXCAVATION LIMITS OF THE FOOTPRINT

PROPOSED BUILDING FOUNDATION UNO).

2. STRIP ALL TOPSOIL FROM THE PROJECT WORK AREA. STOCKPILE TOPSOIL ON SITE FOR REUSE OR DISPOSE

OF OFF SITE AS DIRECTED ELSEWHERE IN THE CONTRACT DOCUMENTS.

3. PROOF ROLLING IS ONLY REQUIRED IF DIRECTED BY THE GEOTECHNICAL ENGINEER AND TO DETERMINE THE

LIMITS OF A KNOWN SOFT SPOT. USA AN APPROPRIATELY-SIZED VEHICLE

4. EXCAVATE AND REMOVE UNSUITABLE SOIL AND MATERIAL FROM THE PROJECT WORK AREA. UNSUITABLE SOIL

IS ANY SOIL MATERIAL THAT CONTAINS ORGANIC MATERIAL, PEAT, ROOTS, UNCONTROLLED FILL, CONSTRUCTION DEBRIS, ETC. REMOVE ALL UNSUITABLE SOIL AND MATERIAL REGARDLESS OF DEPTH.

DISPOSE OF UNSUITABLE SOIL AND MATERIAL OFF SITE.

5. EXCAVATE TO THE SUBGRADE LAYER FOR THE BUILDING SLABS ON GRADE. SEE THE CONTRACT DRAWINGS

AND DETAILS FOR THIS ELEVATION (THE BOTTOM OF STONE FILL, SUBBASE MATERIAL, AND OR STRUCTURAL

FILL BELOW SLABS ON GRADE). NOTE THAT THIS ELEVATION MAY VARY IN DIFFERENT AREAS OF THE PROJECT.

6. REPLACE ALL OVER-EXCAVATED AREAS WITH STRUCTURAL FILL PLACED IN 8 INCH DEEP MAX LIFTS AND

COMPACTED TO MINIMUM 95% MODIFIED PROCTOR.

BUILDING FOUNDATION / EXCAVATION NOTES:

1. COMPLETE THE BULK AREA SUBGRADE PREPARATION STEPS ABOVE BEFORE PROCEEDING WITH EXCAVATIONS

FOR BUILDING FOUNDATIONS.

2. EXCAVATE TO THE BOTTOM OF SUBGRADE FOR THE FOUNDATION FOOTINGS. SEE THE CONTRACT DRAWINGS

AND OR DETAILS FOR UNDERCUTS REQUIRED FOR STONE FILL, SUBBASE MATERIAL, AND OR STRUCTURAL FILL

BELOW THE BOTTOM OF FOOTING CONCRETE. NOTE THAT SUBGRADE ELEVATIONS MAY VARY IN DIFFERENT

AREAS OF THE PROJECT.

3. EXTEND EXCAVATIONS HORIZONTALLY 1'-6" MIN CLEAR BEYOND EACH SIDE OF FOOTINGS UNO.

4. CAREFULLY TRIM FINAL GRADES TO MINIMIZE DISTURBANCE TO THE EXISTING SUBGRADE SOILS.

5. SLOPE ALL EXCAVATIONS TO ACHIEVE POSITIVE DRAINAGE AND TO PREVENT PUDDLES AND PONDING AT ANY

TIME.

6. REPLACE ALL OVER-EXCAVATED AREAS WITH STRUCTURAL FILL PLACED IN 8 INCH DEEP MAX LIFTS AND

COMPACTED TO MINIMUM 95% MODIFIED PROCTOR.

7. REVIEW PLANNED EXCAVATION DEPTHS WITH RESPECT TO THEIR DISTANCE TO ADJACENT STRUCTURES.

PROVIDE ALL NECESSARY SHEETING AND OR SHORING REQUIRED TO PERFORM THE CONTRACT WORK WITHOUT

DISTURBANCE TO ADJACENT STRUCTURES AND TO PROTECT ALL UTILITIES. (SEE GENERAL NOTES 6 AND 7.)

8. MINIMUM DEPTH OF EXTERIOR FOOTINGS IS 4'-0" MIN BELOW FINISHED GRADE UNO.

9. PERCHED GROUNDWATER MAY BE ENCOUNTERED WITHIN THE EXISTING FILL SOILS.

10. PROVIDE AND MAINTAIN SUMPS AND PUMPING SYSTEMS TO DEWATER AND KEEP EXCAVATIONS FREE OF

WATER AT ALL TIMES.

11. SLOPE ALL EXCAVATION SUBGRADES TO MAINTAIN POSITIVE DRAINAGE OF RAINWATER AND GROUNDWATER

TO SUMPS TO PREVENT THE ACCUMULATION OF STANDING WATER AT ALL TIMES.

12. MAINTAIN DEWATERING CONTINUOUSLY THROUGHOUT THE DURATION OF THE PROJECT UNTIL ALL

EXCAVATIONS ARE BACKFILLED TO ACHIEVE POSITIVE SURFACE DRAINAGE.

13. DO NOT ALLOW SOILS UNDER FOOTINGS OR WITHIN THE BUILDING FOOTPRINT TO FREEZE AT ANY TIME. USE A

COMBINATION OF INSULATION MATERIALS AND SUPPLEMENTAL HEAT SOURCES TO PREVENT FREEZING.

14. REWORK SUBGRADE CONDITIONS THAT ARE ALLOWED TO POOL STANDING WATER, BECOME SATURATED, FREEZE, OR BECOME DISTURBED AT THE DIRECTION OF THE OWNER'S REPRESENTATIVE OR ENGINEER AT NO

ADDITIONAL COST.

15. PLACE BACKFILL AGAINST BASEMENT FOUNDATION WALLS ONLY AFTER THE FIRST FLOOR STRUCTURE IS IN

PLACE, AND CONCRETE STRENGTH HAS ACHIEVED 70% fc' (TYPICALLY 7 DAYS MINIMUM) .

16. PLACE BACKFILL AGAINST FOOTINGS, FROST WALLS, AND PIERS AFTER NO LESS THAN 3 FULL DAYS AFTER

CONCRETE PLACEMENT. PLACE AND COMPACT BACKFILL EVENLY AGAINST EACH SIDE IN 8 INCH MAX LIFTS.

17. PLACE BACKFILL ONLY AFTER FOUNDATION WATERPROOFING, INSULATION, AND DRAINAGE HAS BEEN

INSPECTED AND APPROVED.

CONCRETE PLACEMENT NOTES:

1. SEE STRUCTURAL DRAWINGS FOR FOOTING DETAILS.

2. SEE STRUCTURAL DRAWINGS FOR FOUNDATION WALL SECTIONS.

3. PROVIDE SCHEDULE 40 PVC PIPE SLEEVES FOR ALL FOUNDATION WALL PENETRATIONS. COORDINATE PIPE

SLEEVE SIZES AND LOCATIONS WITH WITH ALL TRADES. REMOVE SLEEVES AFTER WALL IS CAST. PACK

AROUND UTILITIES WITH NON-SHRINK GROUT BEFORE WATERPROOFING WALL EXTERIOR.

4. CONCRETE COVER DISTANCES:

• FOOTINGS: 3" UNO

• WALLS 1-1/2" UNO

• FLOOR SLABS: 1-1/4" UNO

5. PROVIDE MATCHING TIE BARS FOR ALL CONTINUOUS HORIZONTAL REINFORCEMENT IN ALL FOOTINGS AND

WALLS AT CORNERS AND INTERSECTIONS. SEE DETAILS ON STRUCTURAL DRAWINGS.

6. PLACE ALL FORMWORK AND REINFORCEMENT PER CURRENT EDITION OF ACI 301.

7. TIE ALL REINFORCING SECURELY IN PLACE PRIOR TO CONCRETE POUR. WET SETTING OF DOWELS IS NOT

PERMITTED.

8. FOLLOW THE RECOMMENDATIONS OF ACI 305R DURING HOT WEATHER PLACEMENT

9. FOLLOW THE RECOMMENDATIONS OF ACI 306R DURING COLD WEATHER PLACEMENT.

10. CONSOLIDATE ALL CONCRETE WITH A VIBRATOR PER ACI RECOMMENDATIONS, INCLUDING SLABS.

11. LEAVE FORMWORK IN PLACE TO AID IN CURING CONCRETE FOR A MINIMUM OF 7 DAYS PER ACI

RECOMMENDATIONS. FORMWORK MAY BE STRIPPED SOONER ONLY IF THE CONCRETE IS CURED BY MEANS OF

A SPRAY-ON DISSIPATING ACRYLIC POLYMER CURING COMPOUND, OR BY MOIST CURING METHODS. EARLY

FORM REMOVAL AND CURING METHODS AND MATERIALS MUST BE APPROVED BY THE ENGINEER OR ARCHITECT.

12. WHERE CONCRETE IS EXPOSED TO VIEW AND NOTED TO HAVE A SMOOTH FORM FINISH, REMOVE FORMS

AFTER A MAXIMUM OF 2 DAYS. REMOVE ALL CONCRETE FINS OR OTHER PROJECTIONS AT BETWEEN

FORMWORK JOINTS. PATCH ALL VOIDS AND FORM-TIE HOLES WITH NON-SHRINK GROUT AND FINISH SMOOTH ON

THE SAME DAY THAT FORMWORK IS STRIPPED. GRINDING THE CONCRETE OR PARGING OVER THE CONCRETE

SURFACE LATER WILL NOT BE ACCEPTED AND THE CONCRETE WILL BE REJECTED.

13. WHERE CONCRETE IS EXPOSED TO VIEW AND NOTED TO HAVE A RUBBED FINISH, REMOVE FORMS AFTER 1

DAY. WET THE CONCRETE AND RUB THE SURFACE WITH A CARBORUNDUM BRICK UNTIL A UNIFORM COLOR AND

TEXTURE ARE PRODUCED. REMOVE ALL CONCRETE FINS OR OTHER PROJECTIONS AND FILL ALL VOIDS AND

FORM-TIE HOLES. WHEN INSUFFICIENT PASTE CAN BE DRAWN FROM THE CONCRETE ITSELF, SUPPLEMENT

WITH CEMENTITIOUS MATERIALS GROUT MADE FROM THE SAME SOURCE AS THE CONCRETE. GRINDING THE

CONCRETE OR PARGING OVER THE CONCRETE SURFACE LATER WILL NOT BE ACCEPTED AND THE CONCRETE

WILL BE REJECTED.

14. SEE A-SERIES DRAWINGS FOR EXTERIOR WATER PROOFING, AND DRAINAGE SYSTEM DETAILS AND

REQUIREMENTS. FOUNDATION WATERPROOFING MUST BE COMPATIBLE WITH EXTERIOR INSULATION

MATERIALS.

15. PROVIDE SLAB-ON-GRADE CRACK CONTROL JOINTS AT LOCATIONS SHOWN ON PLANS. .

16. SAW CUT SLAB ON GRADE CRACK CONTROL JOINTS PER DRAWING DETAILS WITH AN EARLY ENTRY SAW AS

SOON AS CONCRETE MAY BE CUT WITHOUT DISLODGING AGGREGATE, BUT NOT LATER THAN 4 HOURS AFTER

PLACEMENT FINAL FINISHING.

MASONRY CONSTRUCTION NOTES:

1. USE MATERIALS FROM A SINGLE SOURCE FOR EACH TYPE OF MATERIAL THROUGHOUT THE PROJECT.

2. DO NOT USE MORTAR AS GROUT TO FILL CMU CORES. USE OF MORTAR AS GROUT IS CAUSE FOR REJECTION AND

REPLACEMENT OF THE WORK.

3. DO NOT USE ADMIXTURES IN THE MORTAR UNLESS APPROVED IN WRITING.

4. FULLY BED BOTH FACE SHELLS AND WEBS OF CMU UNO.

5. PLACE VERTICAL AND HORIZONTAL STEEL BAR REINFORCEMENT AND GROUT WITHIN CMU CORES DETAILED ON THESE

DRAWINGS AND PER NCMA TEK MANUAL 3.2 GROUTING CONCRETE MASONRY WALLS, LATEST EDITION.

6. PLACE CMU IN 7 COURSE INTERVALS WITH A HORIZONTAL BOND BEAM AT THE TOP OF EACH.

7. PLACE REGULAR GROUT IN LOW-LIFT POURS FILLING EACH 7 COURSE INTERVAL.

8. PLACE SELF-CONSOLIDATING GROUT (SCG) IN MAXIMUM HEIGHTS UP TO 12 FEET.

HOLD TOP OF GROUT LIFTS 1-1/2" BELOW TOP OF CORES TO ESTABLISH A KEY-JOINT BETWEEN NEXT COURSE OF CMU ABOVE.

WOOD FRAMING NOTES:

1. INSTALL FRAMING CONSTRUCTION FOLLOWING PRACTICES OF THE LATEST EDITION OF THE WOOD FRAME CONSTRUCTION

MANUAL (WFCM) PUBLISHED BY THE AMERICAN WOOD COUNCIL AND THE AMERICAN FOREST & PAPER ASSOCIATION.

2. SEE WOOD PANEL FASTENING DETAIL FOR ROOF, AND FLOOR SHEATHING MATERIALS AND FASTENING INFORMATION

3. PROVIDE NON-CCA PRESSURE TREATED WOOD AT ALL AREAS IN CONTACT WITH CONCRETE OR WITHIN 6" OF GRADE .

4. MAKE FLUSH FRAMED 2x CONNECTIONS WITH SIMPSON LUS TYPE JOIST HANGERS, SIZED FOR FULL JOIST DEPTH. (LUS210

FOR 2x10S RATHER THAN LUS28)

5. PROVIDE G180 GALVANIZED METAL PLATE CONNECTORS AND HOT DIP GALVANIZED FASTENERS IN CONTACT WITH

PRESSURE TREATED LUMBER . ZMAX COATING SHALL BE SUFFICIENT FOR SIMPSON CONNECTORS.

PROVIDE FLOOR JOIST CROSS BRIDGING BETWEEN 2X LUMBER JOISTS AT JOIST MID-SPANS, AND AT MAX 10'-0" INTERVALS.

CONSTRUCTION NOTES:MATERIAL PROPERTIES:

COMPONENTS AND CLADDING WIND PRESSURES (ASCE 7-16)

DISTANCE "a" = 6 FT

ZONE LRFD WIND PRESSURE

1, 2e -41.7 PSF

2n, 2r -60.9 PSF

ASD WIND PRESSURE

-25.0 PSF

-36.5 PSF

θ a

WALLS ROOF PLAN

a a

NOTES:

1. VALUES ARE CALCULATED ACCORDING TO ASCE 7-16 C+C PART 1 FOR BUILDING HEIGHT h ≤ 60 FT.

3e -72.5 PSF

4 +22.6 PSF / -24.5 PSF

5 +22.6 PSF / -30.2 PSF

-43.4 PSF

SEE ROOF PLAN

GABLE ROOF WITH SLOPE 27°< θ ≤ 45° a

2e

1 2r

3e 2n 3r

3e 2n 3r

2e12r

3e2n3r

3e2n3r a a a a aa

EFFECTIVE WIND AREA = 10 SF

a a a a a a

+13.6 PSF / -14.7 PSF

+13.6 PSF / -18.1 PSF

X

S-XXX

X

S-XXX

REF: SCALE

NUMBER TITLE

CAST-IN-PLACE CONCRETE

EXISTING CONCRETE

EXISTING SUBGRADE,

EARTH

GENERAL

GRAVEL BACKFILL, CMU

GROUT

LOAD-BEARING MASONRY

MASONRY VENEER, MASONRY PARTITIONS

NON-SHRINK GROUT, DEPRESSED TOP OF

FOUNDATION WALL

PLYWOOD

OSB - ORIENTED STRAND BOARD

RIGID INSULATION

STEEL

SUBBASE

TOP SOIL,

LOAM

WASHED STONE

STRUCTURAL DRAWING LEGEND

DETAIL NUMBER

DRAWING NUMBER

SECTION MARK

ELEVATION NUMBER

DRAWING NUMBER

Call 811 New York before you dig

Dig Safely.

ENGINEERING LLP

1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

BEARING A LICENSED PROFESSIONAL ENGINEER'S

SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

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ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

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85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

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As indicated S-001

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JPJP

STRUCTURAL GENERAL NOTES, LOADS, AND LEGEND

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SEISMIC BASE SHEAR 10 KIPS

SEISMIC RESPONSE COEFFICIENT, Cs 0.0370

SEISMIC DESIGN CATEGORY (SDC) B

RESPONSE MODIFICATION FACTOR, R 3

BASIC FORCE RESISTING SYSTEM INTERMEDIATE REINFORCED MASONRY SHEAR WALLS

SITE CLASSIFICATION (SOIL TYPE) C

SPECTRAL RESPONSE COEFFICIENT, Sd1 0.056

SPECTRAL RESPONSE COEFFICIENT, Sds 0.195

MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.056

MAPPED SPECTRAL RESPONSE ACCELERATION, Ss 0.224

SEIMIC LOAD IMPORTANCE FACTOR, Ie 1.0

SEISMIC DESIGN SEISMIC DESIGN

INTERNAL PRESSURE COEFFICIENT, GCpi +/- 0.18

WIND EXPOSURE CATEGORY B

SERVICE DESIGN WIND SPEED, Vasd 89 MPH

BASIC DESIGN WIND SPEED, Vult 115 MPH

WIND LOAD DESIGN WIND LOAD DESIGN

DRIFT SURCHARGE PER ASCE 7-16

SLOPE FACTOR, Cs 1.0

THERMAL FACTOR, Ct 1.1

SNOW LOAD IMPORTANCE FACTOR, Is 1.0

SNOW EXPOSURE FACTOR, Ce 1.0

SLOPED ROOF SNOW LOAD, Ps 31 PSF

FLAT ROOF SNOW LOAD, Pf 31 PSF (MINIMUM FLAT)

GROUND SNOW LOAD, Pg 40 PSF

SNOW LOAD DESIGN SNOW LOAD DESIGN

MEP ALLOWANCE 5 PSF (ROOFS)

ROOFING MATERIALS 10 PSF

DEAD LOADS DEAD LOADS

RAIN INENSITY, i 3.0 INCHES PER HOUR

ROOF RAIN LOADS ROOF RAIN LOADS

LIVE LOADS 100 PSF UTILITY ROOMS

NOVEMBER 6, 2024

INVESTIGATIN REPORT BY KEVIN PATTON PE AND...

SOIL BEARING CAPACITY 2,500 PSF IN ACCORDANCE WITH GEOTECHNICAL

RISK CATEGORY II

STRUCTURAL DESIGN DATA

STRUCTURAL DRAWING ABBREVIATIONS

ADD ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISHED FLOOR

APPROX APPROXIMATE

B/FTG BOTTOM OF FOOTING

BLDG BUILDING

BOT BOTTOM

BP BASE PLATE

BRG BEARING

CANT CANTILEVER

CFMF COLD FORMED METAL FRAMING

CJ CONTROL, CONTRACTION, OR

CONSTRUCTION JOINT

CL CENTER LINE

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

COORD COORDINATE

DIA DIAMETER

DIM DIMENSION

DN DOWN

DO DITTO

DWG DRAWING

EA EACH

EL ELEVATION

EMBD EMBED, EMBEDMENT

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FOW FACE OF WALL

FS FAR SIDE

FTG FOOTING

GA GAGE

GWB GYPSUM WALL BOARD

HDG HOT DIP GALVANIZED

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL SHAPE

ID INSIDE DIAMETER

INFO INFORMATION

INT INTERIOR

INV INVERT

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LVL LAMINATED VENEER LUMBER

LW LIGHT WEIGHT

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

NIC NOT IN CONTRACT

No. NUMBER

NTS NOT TO SCALE

NW NORMAL WEIGHT

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP OPPOSITE

PAF POWDER ACTUATED FASTENER

PCF POUNDS PER CUBIC FOOT

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

REINF REINFORCEMENT

REQD REQUIRED

REV REVISED, REVISION

RO ROUGH OPENING

SIM SIMILAR

SP SPACE, SPACES, SPACED

SQ SQUARE

STD STANDARD

STL STEEL

T/ TOP OF

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

WCJ WALL CONTROL JOINT

WWR WELDED WIRE REINFORCEMENT

3' -0

F

O O

T

IN

G , T

Y P

1' -6

W

A

LL

, T Y

P

S T

E M

, T Y

P

8" S

H E

LF

, T

Y P

55'-5"

'-9

'-6

'-5

S-502

S-501

S-501

S-502

TYP

3' -0

F

O O

T

IN

G

W A

LL

T/WALL = (1'-4"), TYP UNO

T/SHELF = (-0'-8"), TYP UNO

T/FOOTING = (-4'-0"), TYP UNO

FOUNDATION DRAIN PER

1/S-501, SEE C-DRAWINGS

FOR MORE INFORMATION, TYP

'-6

5'

-0

'-3

3'-0"

'-9

5'

-0

'-6

3'-0"

WASH BAY SLAB ON

GRADE ABOVE PER 1/S-101

SLAB ON GRADE

ABOVE PER 1/S-101

12 INCH THICK FOOTING CENTERED BENEATH

BOLLARD REINFORCE WITH NO. 4 BARS AT 8

INCHES ON CENTER EACH WAY,TYP 4 LOC

COORD EXACT LOCATION WITH BOLLARD

2'-3" TYP

3' -0

T

Y P

WATER SERVICE SLEEVE

INVERT (-4'-8'), SEE FOUNDTION PLAN NOTE 7

GAS SERVICE SLEEVE

TOP OF PIPE (-2'-6"), SEE FOUNDATION PLAN NOTE 7

OWS SLEEVE

INVERT (4'-0"), SEE

FOUNDATION PLAN NOTE 7

STEP FOOTING DOWN BELOW OWS

SLEEVE TO (-5'-0"), SEE 11/S-501

WCJ

WCJ

WCJ

WCJ

WCJ

WCJ

WCJ WCJ

FOUNDATION PLAN NOTES

1. PROJECT REFERENCE ELEVATION = 0'-0" AT TOP OF FIRST FLOOR SLAB.

2. THE PROJECT REFERENCE ELEVATION IN NOTE 1 IS EQUIVALENT TO SITE ELEVATION 455.00'.

3. ELEVATIONS NOTED THUS ( ) ON THIS PLAN ARE ABOVE OR BELOW THE REFERENCE ELEVATION IN NOTE 1.

4. TOP OF FOUNDATION WALL STRIP FOOTINGS ON THE PROJECT ARE AT ELEVATION -4'-0" TYPICAL UNO.

5. TOP OF FOUNDATION WALLS ON THE PROJECT ARE AT ELEVATION 1'-4" TYPICAL UNO.

6. SEE DETAIL 7/S-501 AND 8/S-501 FOR REQUIRED WALL REINFORCING AT FOUNDATION CORNERS AND INTERSECTIONS.

7. SLEEVE ALL OPENINGS GREATER THAN 1-1/2" ∅ THROUGH FOUNDATION WALL. SEE 12/S-501.

8. SEE 3/S-501 AND 4/S-501 FOR FOUNDATION WALL JOINT DETAILS. ALIGN ALL FOUNDATION WALL JOINT WITH MASONRY

CONTROL JOINTS, APPROXIMATE JOINT LOCATIONS ARE DESIGNATED AS WCJ

9. SEE S-001 FOR ADDITIONAL FOUNDATION, EXCAVATION, AND GENERAL NOTES.

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ENGINEERING LLP

1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

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SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

HAYES

ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

www.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

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FOUNDATION PLAN

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

11SCALE: 1/4" = 1'-0"

1 FOUNDATION PLAN

PLAN NORTH

WCJ

8" THICK CONCRETE SLAB ON

GRADE PER DETAIL

T/SLAB AT HIGH POINT = 0'-0", TYP

C J

4" THICK CONCRETE SLAB ON

GRADE PER DETAIL 2/S-501

T/SLAB = 0'-0", TYP

S-501

S-502

S-501

S-501

S-502

TYP

S-501

S-501

S-501

S-501

BOLLARD PER A-DRAWINGS, TYP

/2 S-501

STAIRS BY OTHERS, TYPPOSTS FOR MECHANICAL

PLATFORM BY OTHERS ABOVE, TYP

SLOPE SLAB 1/8" PER FT

MINIMUM UNIFORMLY TO

DRAIN, TYP

POSTS FOR MECHANICAL

PLATFORM BY OTHERS ABOVE, TYP

REENTRANT CONRNER

REINFORCEMENT PER

8/S-502, TYP

TRENCH DRAIN

PER 7/S-502

S-502

8" THICK CONCRETE KNEE WALL

ON TOP OF SLAB, SEE 10/S-501

8" THICK CONCRETE KNEE WALL

ON TOP OF SLAB, SEE 10/S-501

THICKENED SLAB HAUNCH UNDER KNEE WALL

AND CMU BEARING WALL, TYP

THICKENED SLAB HAUNCH UNDER KNEE

WALL AND CMU BEARING WALL, TYP

FLOOR FRAMING PLAN NOTES

1. PROJECT REFERENCE ELEVATION = 0'-0" AT TOP OF FIRST FLOOR SLAB.

2. THE PROJECT REFERENCE ELEVATION IN NOTE 1 IS EQUIVALENT TO SITE ELEVATION XXX.XX'.

3. SEE DETAIL 2/S-501 FOR CONCRETE SLAB-ON-GRADE AND CONTROL JOINT DETAILS.

4. THICKEN SLABS-ON GRADE UNDER ALL CMU WALLS AND NOTED BEARING WALLS.

5. SEE DETAIL 9/S-502 FOR HOUSEKEEPING PADS, COORDINATE WITH APPLICABLE TRADES FOR QUANTITY AND LOCATIONS.

6. SEE NOTE ON S-001 FOR ADDITIONAL REQUIREMENTS.

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1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

BEARING A LICENSED PROFESSIONAL ENGINEER'S

SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

HAYES

ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

www.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

/1 /2

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JPJP

SLAB ON GRADE PLAN

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

12SCALE: 1/4" = 1'-0"

1 SLAB ON GRADE PLAN

PLAN NORTH

EXTEND BOLLARD BASE DOWN

INTO FOOTING BELOW, SEE

FOUNDATION PLAN, TYPICAL

2x

2s A

T

6" O

C

BOND BEAM ABOVE OPENINGS,

SEE 5/S-502 , TYP UNO

OPEN TO BELOW

LINE OF MECHANICAL

PLATFORM BY OTHERS

RTU-1 DESIGN WEIGHT = 1,600 LBS,

NOTIFY ENGINEER IF THIS

WEIGHT IS TO BE EXCEEDED

LINE OF MECHANICAL

PLATFORM BY OTHERS

10" CMU WALLS: SEE 1/S-502

FOR TYPICAL REINFORCING

2x

2s A

T

6" O

C

2x

2s A

T

6" O

C

PT 2x12 LEDGER TYPICAL ALONG EACH

SIDE, TYP, SEE SECTION 3/S-201

STAIRS BY OTHERS, TYP

SIMPSON LUS210

HANGER, TYP UNO

S-201

S-201

S-502

S-502

S-502

PROVIDE 2x12 BLOCKING BETWEEN

JOISTS, ALIGN BENEATH RTU CURB

S-502

S-502

S-502

S-502

_____________________ 6

S-502

S-502

S-502

MEZZANINE FLOOR FRAMING PLAN NOTES

1. MEZZANINE FLOOR SHEATHING ELEVATION IS (+10'-0") ABOVE THE PROJECT REFERENCE ELEVATION NOTED ON THE FOUNDATION PLAN NOTES

2. ELEVATIONS NOTED THUS ( ) ON THIS PLAN ARE ABOVE OR BELOW THE FLOOR SHEATHING ELEVATION IN NOTE 1

3. REFER TO A-SERIES FOR HEAD HEIGHT ELEVATIONS NOT NOTED ON THIS PLAN

4. MEZZANINE FLOOR FRAMING ON THIS PLAN IS (-0'-3/4") BELOW THE FLOOR SHEATHING ELEVATION IN NOTE 1, TYPICAL UNLESS NOTED OTHERWISE

5. SEE A-DRAWINGS FOR WALL PLATE ELEVATIONS AND ROOF SLOPES NOT NOTED ON THIS PLAN, TYP

6. SEE 5/S-510 FOR BOND BEAM SCHEDULE AND 9/S-510 FOR LOOSE LINTEL SCHEDULE. NOTE THAT NOT ALL BOND BEAMS AND LINTELS IN WALLS ARE

SHOWN ON PLAN

7. REFER TO S-001 FOR ADDITIONAL NOTES AND FRAMING REQUIREMENTS.

Call 811 New York before you dig

Dig Safely.

ENGINEERING LLP

1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

BEARING A LICENSED PROFESSIONAL ENGINEER'S

SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

HAYES

ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

www.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

/1 /2

:2

:2

P M

As indicated S-102

0462401812-12-2025

JPJP

MEZZANINE FRAMING PLAN

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

13SCALE: 1/4" = 1'-0"

1 MEZZANINE LEVEL FRAMING PLAN

PLAN NORTH

S-601

DORMER OVERBUILD TRUSSES

INSTALLED OVER ROOF SHEATHING ,TYP

DORMER OVERBUILD TRUSSES

INSTALLED OVER ROOF SHEATHING ,TYP

JACK TRUSSES

AT 2'-0" OC, TYP

HIP

G

IR

DER T

RUSS

T

A G

IR

D

E R

T R

U S

S

HIP GIRDER TRUSS

T

A G

IR

D

E R

T R

U S

S

HIP GIRDER TRUSS

HIP

G

IR

DER T

RUSS

x1

R

A F

T E

R S

, L A

P W

IT

U S

S T

O P

C H

O R

D , T

Y P x1

R

A F

T E

R S

, L A

P W

IT

U S

S T

O P

C H

O R

D , T

Y P

LOOKOUT FRAMING

PER 5/S-510, TYP

T

A

T

A

T

A

T

A

T

T

T

T

T

T

T

T

T

T

T

A

T

A

T

A

T

A

T

JACK TRUSSES AT 2'-0" OC, TYP

JACK TRUSSES AT 2'-0" OC, TYP

JACK TRUSSES AT 2'-0" OC, TYP

JACK TRUSSES AT 2'-0" OC, TYP

LOOKOUT FRAMING

PER 5/S-510, TYP

LOOKOUT FRAMING

PER 5/S-510, TYP

S-510

S-510

OPEN TO BELOW

JACK TRUSSES

AT 2'-0" OC, TYP

LOOKOUT FRAMING

PER 5/S-510, TYP

S-510

S-510

S-201

S-201

BOND BEAM WITH CONTINUOUS LINTEL

ABOVE WINDOW OPENING PER 5/S-502

AND 11/S-502, TYP (3) LOCATIONS

BOND BEAM WITH CONTUNOUS

LINTEL ABOVE WINDOW OPENING

PER 5/S502 AND 11/S-502

T1 AND T1A PRE -ENGINEERED

TRUSSES AT 2'-0" OC, TYP

BOND BEAM WITH LOOSE LINTEL

ABOVE OPENINGS PER 5/S-502

AND 10/S-502, TYP UNO

BOND BEAM WITH CONTINUOUS

LINTEL ABOVE OVERHEAD DOOR

OPENING PER 5/S-502 AND 11/S-502

BOND BEAM WITH CONTINUOUS

LINTEL ABOVE OVERHEAD DOOR

OPENING PER 5/S-502 AND 11/S-502

S-510

ROOF FRAMING PLAN NOTES

1. SEE A-DRAWINGS FOR WALL PLATE ELEVATIONS AND ROOF SLOPES NOT NOTED ON THIS PLAN, TYP.

2. SEE S-510 FOR WOOD FRAMING DETAILS.

3. SEE S-601 FOR TRUSS SECTIONS AND TRUSS FRAMING DETAILS.

4. ALL TRUSS OR STICK FRAMED OVERBUILDS SHALL CONSTRUCTED OVER FULLY SHEATHED ROOF FRAMING BELOW.

5. SEE 5/S-510 FOR BOND BEAM SCHEDULE AND 9/S-510 FOR LOOSE LINTEL SCHEDULE. NOTE THAT NOT ALL BOND

BEAMS AND LINTELS IN WALLS ARE SHOWN ON PLAN

6. T/MASONRY (23'-4") UNLESS NOTED OTHERWISE.

7. REFER TO S-001 FOR ADDITIONAL NOTES AND FRAMING REQUIREMENTS.

Call 811 New York before you dig

Dig Safely.

ENGINEERING LLP

1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

BEARING A LICENSED PROFESSIONAL ENGINEER'S

SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

HAYES

ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

www.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

/1 /2

:2

:2

P M

As indicated S-103

0462401812-12-2025

JPJP

ROOF FRAMING PLAN

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

14SCALE: 1/4" = 1'-0"

1 ROOF FRAMING PLAN

PLAN NORTH

BOND BEAM HEADER ABOVE

DOOR OPENING, TYP, SEE

1/S-502 AND 5/S-502, TYP

T/MASONRY (18'-0") T/MASONRY (18'-0")

T/MASONRY SLOPES

T/MASONRY SLOPES

FULLY GROUT AND REINFORCE (3) CORES

WITH CONTINUOUS No. 5 BARS ADJACENT

TO WASH BAY DOOR OPENING, SEE 1/S-502

FOR ADDITIONAL INFORMATION, TYP

BOND BEAM PER

5/S-502, TYP

No. 5 JAMB BAR AND

FULLY GROUT CELL

BOND BEAM PER

5/S-502, TYP

No. 5 CORNER BAR IN GROUTED CORE

BOND BEAM PER

1/S-502, TYP

No. 5 CORNER BAR IN GROUTED CORE

No. 5 VERTICAL AT 2'-8" OC

TYPICAL, SEE 1/S-502, NOT

ALL ARE SHOWN

FULLY GROUT AND REINFORCE (3) CORES

WITH CONTINUOUS No. 5 BARS ADJACENT

TO WASH BAY OH DOOR OPENING, SEE

1/S-502 FOR ADDITIONAL INFORMATION, TYP

BOND BEAM PER

5/S-502, TYP

No. 5 JAMB BAR AND

FULLY GROUT CELL

BOND BEAM PER

5/S-502, TYP

FULLY GROUT AND REINFORCE (2) CORES

WITH CONTINUOUS No. 5 BARS ADJACENT

TO OH DOOR OPENING, SEE 1/S-502 FOR

ADDITIONAL INFORMATION, TYP

BOND BEAM PER

5/S-502, TYP

No. 5 CORNER BAR IN GROUTED CORE

No. 5 VERTICAL AT

2'-8" OC TYPICAL, SEE

1/S-502, NOT ALL ARE

SHOWN

BOND BEAM PER

1/S-502, TYP

BOND BEAM

HEADER PER

5/S-502, TYP

FULLY GROUT AND REINFORCE (3) CORES

WITH CONTINUOUS No. 5 BARS ADJACENT

TO EACH WASH BAY WINDOW OPENING, SEE

1/S-502 FOR ADDITIONAL INFORMATION, TYPNo. 5 VERTICAL AT

2'-8" OC, SEE 1/S-502,

TYPICAL, NOT ALL ARE

SHOWN

No. 5 CORNER BAR

IN GROUTED CORE

No. 5 CORNER BAR IN

GROUTED CORE

BOND BEAM PER

1/S-502, TYP

BOND BEAM PER

1/S-502, TYP

FULLY GROUT AND REINFORCE (2) CORES

WITH CONTINUOUS No. 5 BARS ADJACENT

TO WINDOW OPENING, EXTEND BARS

DOWN TO TOP OF FOUNDATION WALL, SEE

1/S-502 FOR ADDITIONAL INFORMATION, TYP

BOND BEAM

HEADER OVER

WINDOW

OPENING PER

5/S-502, TYP

No. 5 VERTICAL AT

2'-8" OC, SEE 1/S-502,

TYPICAL, NOT ALL ARE

SHOWN

BOND BEAM

PER 1/S-502, TYP

BOND BEAM

PER 1/S-502, TYP

BOND BEAM

PER 1/S-502, TYP

No. 5 CORNER BAR

IN GROUTED CORE,

TYPICAL AT ALL

CORNERS

BOND BEAM

PER 1/S-502, TYP

SCALE: 3/16" = 1'-0"

1 WEST ELEVATION

SCALE: 3/16" = 1'-0"

2 EAST ELEVATION

Call 811 New York before you dig

Dig Safely.

ENGINEERING LLP

1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

BEARING A LICENSED PROFESSIONAL ENGINEER'S

SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

HAYES

ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

www.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

/1 /2

:2

:2

P M

As indicated S-201

0462401812-12-2025

JPJP

STRUCTURAL ELEVATIONS

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

SCALE: 3/16" = 1'-0"

5 NORTH ELEVATION

SCALE: 3/16" = 1'-0"

6 SOUTH ELEVATION

PLACE BACKFILL AGAINST

FOUNDATION WALLS IN EQUAL LIFTS

ON OPPOSITE SIDES OF FROST WALL

PROVIDE CONTINUOUS FOUNDATION

DRAINS PER DETAIL AND AS SHOWN ON

FOUNDATION PLAN, CONNECT TO SITE

DRAINAGE PIPING PER SITE PLAN

UNDERCUT BY 3" MIN BELOW BOTTOM OF FOOTING, SLOPE

SUBGRADE TO DRAIN TO OUTSIDE OF EXCAVATION AT 1/2" PER FT

MIN AND DEWATER CONTINUOUSLY PER NOTES, PROOF COMPACT

SUBGRADE PER EARTHWORK NOTES, ESTABLISH FOOTING

SUBGRADE WITH COARSE AGGREGATE, TYP

COARSE AGGREGATE, TYP

BACKFILL WITH SELECT GRANULAR MATERIAL,

DO NOT BACKFILL AGAINST FOUNDATION WITH

EXISTING ON-SITE MATERIAL UNLESS

APPROVED BY THE ENGINEER SEE A-SERIES DETAILS FOR FOUNDATION

INSULATION REQUIREMENTS

SEE PROJECT SPECIFIC FOUNDATION

WALL SECTIONS FOR WALL AND FOOTING

REINFORCEMENT IN EACH AREA, TYP

SEE FOUNDATION PLAN FOR FOUNDATION

WALL WIDTHS AND TOP OF WALL ELEVATIONS,

SEE PROJECT SPECIFIC FOUNDATION WALL

SECTIONS FOR TOP OF WALL GEOMETRY

PITCH GRADE AWAY FROM FOUNDATION

WALLS AT 1/2" PER FT MIN UNO

PROVIDE SCREENED TOPSOIL AND SEED TO

ESTABLISH TURF IN ALL DISTURBED AREAS UNO

SEE FOUNDATION PLAN FOR FOOTING WIDTHS

AND TOP OF FOOTING ELEVATIONS

3" M

IN

SUBGRADE CONSISTING OF UNDISTURBED EARTH OR STRUCTURAL FILL

ZZZSEE FOUNDATION PLAN FOR SLAB-ON-GRADE

THICKNESS AND SUBBASE REQUIREMENTS

4" PERFORATED CORRUGATED

HDPE DRAINAGE PIPE INSTALLED

LEVEL AROUND FOOTINGS

CONNECT TO SOLID WALL PIPING

PITCHED TO SUMP OR TO

DAYLIGHT AT 1% MINIMUM SLOPE

CONTINUOUS WRAP: 4 oz NON-WOVEN

FILTER FABRIC MIRAFI 140N OR EQUAL

LAP FABRIC

EDGES 6" MIN

1'-0" MIN

DO NOT CONNECT ROOF DRAIN

LEADERS TO FOOTING DRAIN PIPING

S

LA

B T

H

IC

K N

E S

S P

E R

P

LA

N

8" A

S R

E Q

U

IR

E D

COARSE AGGREGATE

STRUCTURAL FILL AS REQUIRED TO ESTABLISH SUBGRADE

PROOF COMPACTED SUBGRADE PER NOTES AND SPECIFICATIONS

1" M

IN

EPOXY COATED No. 4 BARS AT 12" OC EACH WAY AT WASH BAY, No.

4 BARS AT 18" OC EACH WAY AT ELECTRICAL, MECHANICAL AND

STORAGE ROOMS, PROVIDE 20" MIN LAP SPLICE, AND SUPPORT

REBAR ON CONTINUOUS WIRE CHAIRS AT 3'-0" MAX OC, TYP

CONTROL JOINTS, SEE PLAN FOR LOCATIONS. SAW CUT CONTROL JOINTS

IN SLAB WITH EARLY ENTRY SYSTEM AS SOON AS AGGREGATE WILL CUT

CLEANLY WITHOUT DISLODGING, USUALLY WITHIN 8 HOURS BUT NO LATER

THAN 12 HOURS AFTER FINISHING, CUT JOINTS AT A MAXIMUM SPACING

OF 30 TIMES THE SLAB THICKNESS, UNO

DISCONTINUE OR FIELD CUT EVERY OTHER BAR AT CONTROL JOINTS

1/

4" C

O V

E R

"D"

R E

G U

LA

R

W A

LL

R

E

IN

F O

R C

IN

G

REGULAR WALL

REINFORCING

INSTALL PVC SLEEVE WITHIN CONCRETE

FORMWORK, SLEEVES SHALL BE

PROVIDED BY OTHER TRADES UNO.

COORDINATE QUANTITIES AND

LOCATIONS WITH OTHER TRADES.

ADD (4) ADDITIONAL BARS AT EACH MAT OF

CUT REINFORCING (NOT REQUIRED IF

REGULAR REINFORCING IS NOT CUT)

"D" + 2'-0", M

INIM

UM

, TYP

REMOVE PVC PIPE SLEEVE AFTER

STRIPPING CONCRETE FORMS

CLEAN FORM OIL FROM CONCRETE,

PACK AROUND INSTALLED UTILITY

WITH NON-SHRINK GROUT, UNO

CUT REGULARLY SPACED REINFORCING

BACK TO ACCOMMODATE SLEEVE.

POSITION SLEEVE BETWEEN

REINFORCING WHERE POSSIBLE.

PROVIDE LINK SEAL IN LIEU OF

GROUT WHEN REQUIRED WITHIN

CONTRACT DOCUMENTS.

WALL CONSTRUCTION JOINT

(PLACED AT CONTRACTOR'S DISCRETION)

(CAN BE SUBSTITUTED FOR A CONTROL JOINT)

WALL CONTROL JOINT

(LABELED WCJ ON PLANS)

FIRST POUR SECOND POUR

CUT EVERY OTHER HORIZONTAL BAR AT

EACH FACE AT CONTROL JOINTS NOTED

ON PLAN, TYP ALTERNATE BARS TO

REMAIN CONTINUOUS ACROSS JOINT, TYP

BACKER ROD AND

SEALANT, TYP

T /3

T/6

BACKER ROD AND

SEALANT, TYP

BACKER ROD AND

SEALANT, TYP

LAP SPLICE 24 BAR DIA, TYP

1/2"

3/4"

1/

2"

3/4"

1/

2"

1/ 4"

3/

8"

3/ 8"

T

40 BAR DIAs TYP

ADD L-BARS AT

EACH HORIZONTAL

REINFORCEMENT

WALL TEE REINFORCEMENT

ADD L-BARS AT

EACH HORIZONTAL

REINFORCEMENT

WALL CORNER REINFORCEMENT

B

A R

D

IA

s T

Y P

E Q

E Q

40 BAR DIAs TYP

3"

DIM "D" x 3.0 MIN TO NEXT

STEP (UNO ON PLANS)

(U N

O O

N P

LA

N

S

D

IM

D

2' -0

M

A X

F O

R M

U

LT

IP

LE

S T

E P

S

'-0

M

A X

F O

R A

S

IN

G

LE

S T

E P

1'-0"

LAP 40 DIAs

LAP 40 DIAsLAP 40 DIAs

UNDISTURBED SOIL

SIZE AND QUANTITY OF FTG STEP

REINF TO MATCH LONG STRIP FTG

REINF SHOWN ON FND WALL SECTIONS

HAND TRIM TO 2-ON-3

OR STEEPER SLOPE

SEE FOUNDATION WALL

SECTIONS FOR REINFORCING

EXTEND COARSE AGGREGATE

SUBBASE 2 FT BEYOND PERIMETER

EDGES OF ENTRY SLAB, TYP

FOUNDATION WALL BACKFILL

2" RIGID INSULATION, TYP

3/4" x 18" LONG SMOOTH HDG DOWELS

AT 12" MAX OC, CENTERED ON JOINT

SLOPE ENTRY SLAB

AWAY AT 1/4" PER FT

CENTER 2" JOINT AT MIDDLE OF DOOR

THRESHOLD SADDLE, COORDINATE WITH

DOOR SCHEDULE, VARIES BY LOCATION

SLAB ON GRADE AND COARSE AGGREGATE

SUBBASE PER PLAN AND DETAILS

FOUNDATION WALL AND

PERIMETER INSULATION BEYOND

D R

O P

T O

P O

F F

O U

N D

A T

IO

N

W A

LL

A

T E

N T

R

IE

S , T

Y P

FOUNDATION WALL PER

PLANS AND SECTION DETAILS

3"

E Q

E Q

FOUNDATION WALL AND

PERIMETER INSULATION BEYOND

BEND VERTICAL BAR PER WALL

SECTION DOWN INTO EXTERIOR SLAB

1'-10"

FOUNDATION WALL BEYOND, DROP

TOP OF WALL 8" AT DOORWAYS, UNO

PIN ENTRY SLAB FROST WALLS AND

FOOTINGS TO BUILDING FOUNDATION

WALL AND FOOTING, TYP

EXTEND FOUNDATION WALL

REINFORCEMENT 30" FROM TOP

OF SLAB ELEVATION AND BEND

INTO SLAB PERPENDICULAR TO

FOUNDATION WALL AT 24" OC, TYP

WALL BEYOND

1'-4"

8"

12 BUILDING FOUNDATION WALL

BACKFILL WITHIN

WALLS WITH COARSE

AGGREGATE, TYP

F

T M

IN

F

R O

P T

H

T Y

P

4"8"4"

No. 4 VERTICAL AT 18" OC

CONTINUOUS HORIZONTAL

No. 4 AT 12" OC

No. 4 L-BARS AT 24" OC

No. 4 CROSS BARS AT 18" OC

(2) No. 4 BARS CONTINUOUS

24" MIN

LEGS, TYP

CENTER 2" JOINT AT MIDDLE OF

DOOR THRESHOLD SADDLE,

COORDINATE WITH DOOR

SCHEDULE, VARIES BY LOCATION

PIN SLAB TO FOUNDATION WALL

WITH No. 4 BARS AT 12" OC SET

4" DEEP IN 2-PART ADHESIVE

3 1/2"

8" ENTRY SLAB, REINFORCE WITH

No. 4 BARS AT 12" MAX OC, 3/8" TOOLED

EDGES, LIGHT BROOM FINISH UNO

SLOPE ENTRY SLAB

AWAY AT 1/4" PER FT

SEE SITE PLANS FOR

ADJACENT SIDEWALKS

PIN ADJACENT SIDEWALKS

TO EDGE OF SLAB WITH No. 4

DOWELS AT 16" MAX OC

3/4"∅ x 18" LONG SMOOTH HDG

DOWELS AT 12" MAX OC, CENTERED ON

JOINT AND WITHIN SLAB THICKNESS

SLAB ON GRADE AND COARSE AGGREGATE

SUBBASE PER PLAN AND DETAILS

2" RIGID INSULATION

EMBEDDED ANGLE:

L2 1/2" x 2 1/2" x 3/8" WITH 1/2"x4"

SHEAR STUDS AT 24" OC HOT DIP

GALVANIZED AFTER FABRICATION

EXTEND VERTICAL BARS IN WALL

AND BEND DOWN INTO SLAB, TYP

HAUNCH EDGE OF SLAB TO 8" THICK AT

STORAGE OH DOOR OPENING, TYP

SLOPE GARAGE FLOOR

TO OVERHEAD DOORS

AT 1/8" PER FT TYP UNO

2'-0" TYP

8"

1/

2"

S

LO

P E

L E

A D

IN

G

E D

G E

D O

W N

OVERHEAD DOOR

FOUNDATION WALL BACKFILL

1/2" PER FT SLOPE

W A

S H

E D

S T

O N

E U

P D

E R

A P

R O

N

FOUNDATION WALL PER PLANS

AND SECTION DETAILS

3'-0"

1'-6"1'-6"

1'-6"TYP

1' -0

3"

1' -0

M

IN

S

E E

S

LA

B O

N G

R A

D E

D E

T A

IL

(2) No. 5 BARS CONTINUOUS

No. 5 BARS AT SPACING TO MATCH VERTICAL

REINFORCEMENT WITHIN CMU ABOVE

No. 4 DOWELS INTO CMU ABOVE, LAP WITH CMU WALL REINFORCING

SEE CMU WALL REINFORCEMENT

DETAIL FOR REQUIRED SPACING

SEE SLAB ON GRADE DETAIL FOR

REINFORCING REQUIREMENTS

SAW-CUT CONTROL JOINTS, SEE SLAB ON

GRADE DETAIL AND FOUNDATION PLAN 34

MAINTAIN SUBBASE

DEPTHS UNDER HAUNCH

PLACE AND TIE ALL REINORCEMENT PRIOR TO

CONCRETE POUR, DO NOT "WET-STICK" DOWELS

ALTERNATELY, DOWELS MAY BE DRILLED

AND EPOXIED 6" DEEP INTO TOP OF WALL

2'-0"

2'-0"

2'-0"

(3) No. 4 BARS CONTINUOUS

WALL CONSTRUCTION JOINT

(PLACED AT CONTRACTOR'S DISCRETION)

(CAN BE SUBSTITUTED FOR A CONTROL JOINT)

WALL CONTROL JOINT

(LABELED WCJ ON PLANS)

FIRST POUR SECOND POUR

CUT EVERY OTHER HORIZONTAL BAR AT

EACH FACE AT CONTROL JOINTS NOTED

ON PLAN, TYP ALTERNATE BARS TO

REMAIN CONTINUOUS ACROSS JOINT, TYP

BACKER ROD AND

SEALANT, TYP

T /3

1/ 4"

LAP SPLICE 24 BAR DIA, TYP

T/6

BACKER ROD AND

SEALANT, TYP

BACKER ROD AND

SEALANT, TYP

1/2"

3/4"

1/

2"

3/4"

1/

2"

3/

8"

3/ 8"

T

WALL TEE REINFORCEMENT

WALL CORNER REINFORCEMENT

ADD (3) L-BARS AT

EACH HORIZONTAL

REINFORCEMENT

ADD L-BARS AT

EACH HORIZONTAL

REINFORCEMENT

REQUIRED COVER, TYP

SEE GENERAL NOTES FOR

40 BAR DIAs TYP

B

A R

D

IA

s T

Y P

R E

Q U

IR

E

D C

O V

E R

, T Y

P S

E E

G E

N E

R A

L N

O T

E S

F O

R

40 BAR DIAs TYP

Call 811 New York before you dig

Dig Safely.

ENGINEERING LLP

1/8" 1/4" 1/2" 0 1" 2" UNAUTHORIZED ALTERATION OR ADDITION TO A PLAN

BEARING A LICENSED PROFESSIONAL ENGINEER'S

SEAL IS A VIOLATION OF SECTION 7209,

SUB-DIVISION 2 OF THE N.Y. STATE EDUCATION LAW.

DRAWING #:

PAGE

DESIGNED BY: DRAWN BY:

DATE: SCALE: FE PROJECT #:

APPROVED BY:

DRAWING TITLE:

PROJECT TITLE:

OF

800 Troy-Schenectady Road

Suite 103

Latham, NY, 12110

(518) 452-3470 www.hymanhayes.com

HYMAN

HAYES

ASSOCIATES

SYMB DATE ISSUED FOR

REFERENCE SCALE

ADENDUM

www.fellp.com

85 Market St., Suite 200, Poughkeepsie, NY 12601 t 845-454-9704 fx 845-454-9705

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

/1 /2

:2

:2

P M

As indicated S-501

0462401812-12-2025

JPJP

CONCRETE SECTIONS AND DETAILS

DEPARTMENT OF PUBLIC WORKS FACILITY

2455-2459 ROUTE 17M AND 10 WELLS FAM ROAD, GOSHEN NY

FLEET WASH AT THE ORANGE COUNTY

16SCALE: 3/4" = 1'-0"

1 TYPICAL EXCAVATION AND BACKFILL AT FOUNDATIONS

SCALE: 1 1/2" = 1'-0"

2 SLAB ON GRADE DETAIL

SCALE: 3/4" = 1'-0"

12 FOUNDATION WALL SLEEVE DETAIL

SCALE: 1" = 1'-0"

3 FOUNDATION WALL JOINT DETAILS

SCALE: 3/4" = 1'-0"

7 WALL CORNER AND TEE REINFORCEMENT

SCALE: 1/2" = 1'-0"

11 TYPICAL FOOTING STEP

SCALE: 3/4" = 1'-0"

6 FROST PROTECTED ENTRY SLAB, THERMAL BREAK

SCALE: 3/4" = 1'-0"REF: 1 / S-100

5 ENTRY SLAB WITH FROST WALLS

SCALE: 1" = 1'-0"REF: 1 / S-101

9 SLAB EDGE AT OVERHEAD DOORS

SCALE: 3/4" = 1'-0"REF: 1 / S-101

10 HAUNCH UNDER 8 INCH BLOCK WALL DETAIL

SCALE: 1" = 1'-0"

4 FOUNDATION WALL JOINT DETAILS

SCALE: 3/4" = 1'-0"

8 WALL CORNER AND TEE REINFORCEMENT

5'

A X

L

IF

T S

G R

O U

T C

O R

E S

IN

IN

-C

O U

R S

E O

R

AT TEE- WALLS, AND AT INTERRUPTIONS, TYP

VERTICAL REINFORCEMENT AND SOLID GROUT

WITHIN CMU CORES, ALSO GROUT AT CORNERS,

No. 5 AT EACH SIDE OF CONTROL

JOINTS, CONTINUE REINFORCEMENT

THRU TOP MOST JOINT, TYP

(2) No. 5 HORIZONTAL REINFORCEMENT AND SOLID

GROUT WITHIN SLOTTED OPEN BOTTOM BOND BEAM

BLOCK AT TOP OF EACH GROUT LIFT (SEVEN

COURSE INTERVALS UNO) AND ALONG TOP OF WALL

SEE 5/S-502 FOR BOND BEAM

SCHEDULE AND DETAILS

FULLY GROUT AND REINFORCE (2)

CORES WITH CONTINUOUS No. 4 BARS

ADJACENT TO OPENING, TYP UNO

NOTES:

1. THIS DETAIL APPLIES TO ALL CMU WALLS INDICATED ON THE S-SERIES PLANS. SEE OTHER DETAILS FOR NON LOAD-BEARING CMU PARTITIONS.

2. INSTALL HORIZONTAL JOINT REINFORCING PER SPECIFICATIONS AT EVERY OTHER COURSE AND AT TOP COURSE.

3. PERFORM LOW-LIFT GROUTING PER CURRENT NCMA TEK NOTES 3-2.

4. USE SLOTTED OPEN BOTTOM BOND BEAM BLOCK TO ALLOW CONTINUOUS (UNINTERRUPTED) HORIZ AND VERT REINF AND GROUT.

5. USE No. 5 BAR REINF UNLESS OTHERWISE NOTED ON PLANS.

PROVIDE VERTICAL BARS TO ALIGN WITH

VERTICAL WALL REINFORCEMENT, MATCH

SIZE AND EXTEND 48 BAR DIAMETERS

INTO FOUNDATION WALL BELOW AND

INTO BLOCK CMU WALL ABOVE

OPENING EDGE, TYP

EXTEND REINFORCEMENT

2'-0" MIN BEYOND

MIN LAP 48

BAR…