general structural notes:- design loads & deflection

DESIGN LOADS & DEFLECTION CRITERIA:-

1. GENERAL INFORMATION:

IBC BUILDING CLASSIFICATION: CATEGORY II

2. DEAD LOADS:

STRUCTURAL AND BUILDING COMPONENT SELF WEIGHT

WEIGHT OF SOIL - 100 PCF FOR RESISTING UPLIFT

WEIGHT OF SOIL - 120 PCF FOR DEAD LOAD

SOLAR PANEL WEIGHT - 7.5 PSF

COLLATERAL LOAD - 10 PSF

3. LIVE LOADS:

ROOF - 20 PSF

ROOF CONCENTRATED: 2000 LBS (APPLIED AT ANY POINT

ALONG A FRAME LINE)

GARAGE AND WASHBAY FLOOR - 250 PSF, EQUIPMENT LOAD OR HS20-44

OFFICE FLOOR - 100 PSF

4. SNOW:

GROUND: 30PSF

ROOF: 23.1 PSF

SNOW EXPOSURE: Ce =1.0

SNOW IMPORTANCE: Is = 1.0

THERMAL FACTOR: Ct = 1.1

5. WIND LOADS:

BASIC WIND SPEED (3-SECOND GUST): 120 MPH

WINDLOAD IMPORTANCE FACTOR : 1.0

WIND EXPOSURE: B

INTERNAL PRESSURE COEFFICIENT: REFER PEMB DRAWINGS

COMPONENT & CLADDING DESIGN PRESSURE: REFER PEMB DRAWINGS

6. SEISMIC DESIGN DATA:

SEISMIC USE GROUP: II

SITE CLASS: E

SEISMIC IMPORTANCE FACTOR Ie: 1.0

SHORT PERIOD MAPPED SPECTRAL RESPONSE ACCELERATIONS :- Ss: 0.189gS1: 0.058g

SITE COEFFICIENTS:-Fa = 2.5Fv = 3.5

SPECTRAL RESPONSE ACCELERATION PARAMETERS:-Sms=Fa*Ss=0.4725Sm1=Fv*S1=0.203

SPECTRAL ACCELERATION:- Sds: 0.315gSd1: 0.136g

SEISMIC DESIGN CATEGORY: C

SEISMIC FORCE RESISTING SYSTEM:GARAGE, WASHBAY AND ADMINISTRATION BUILDING:- STRUCTURAL STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCEDATA CENTER:- LIGHT FRAME WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE:

RESPONSE MODIFICATION FACTOR: GARAGE, WASHBAY AND ADMINISTRATION BUILDING R = 3DATA CENTER R = 6.5

DEFLECTION AMPLIFICATION FACTOR: GARAGE, WASHBAY AND ADMINISTRATION BUILDING Cd = 3DATA CENTER Cd = 4

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

7. DESIGN DEFLECTION CRITERIA:

a) GENERAL INFORMATION

WHERE NOT SPECIFICALLY NOTED, DEFLECTION CRITERIA

SHALL BE IN ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS.

b) P.E.M.B. FRAME REQUIREMENTS

REFER PEMB DRAWINGS

GENERAL STRUCTURAL NOTES:-

1. ALL WORK SHALL COMPLY WITH THE APPLICABLE PORTIONS OF THE LOCAL BUILDING CODES, RELEVANT STANDARDS AND OSHA REGULATIONS.2.3. THE STRUCTURAL DESIGN OF THIS PROJECT IS BASED UPON APPROPRIATE PORTIONS OF THE FOLLOWING:

a) ACI 318-14 - AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE .b) AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL - AISC 14th EDITION.c) AISC 360-10 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.d) AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, 2010 EDITION.e) ASCE 7-10 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES .

3. STRUCTURAL DRAWINGS TO BE READ IN CONJUNCTION WITH SPECIFICATIONS AND ALL OTHER DRAWINGS RELATED TO THE PERFORMANCE OFTHIS WORK. THE CONTRACTOR IS RESPONSIBLE FOR THE VERIFICATION AND COORDINATION OF ALL STRUCTURAL SPECIFICATIONS, PLANS,SECTIONS AND DETAILS WITH OTHER DISCIPLINES PRIOR TO PROCEEDING WITH ANY WORK. IMMEDIATELY NOTIFY ARCHITECT AND ENGINEEROF RECORD OF ANY DISCREPANCIES FOUND.

4. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING AND PROTECTION FOR ALL WORK IN PROGRESS UNTIL THE STRUCTURE HAS BEENCOMPLETELY BUILT.

5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND UTILITIES PRIOR TO COMMENCING CONSTRUCTION.

6. CONTRACTOR SHALL PROVIDE, INSTALL AND MAINTAIN A COMPLETE DEWATERING SYSTEM TO ACCOMMODATE ALL CONSTRUCTION OPERATIONSAS REQUIRED AT NO ADDITIONAL COST TO OWNER. DEWATERING OPERATIONS SHALL BE MONITORED TO ENSURE THEY DO NOT DISTURB THEEXISTING SOIL STRUCTURE.

7. CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL FLOOR DRAINS AND EQUIPMENT WITH THE ARCHITECTURAL AND MEP DRAWINGS.

FOUNDATION NOTES:-

1. THE SITE SOILS HAVE BEEN INVESTIGATED BY THE FIRM REMINGTON VERNICK & VENA ENGINEERS AND FOUND SUITABLE TO SUPPORT THEFOUNDATION ELEMENTS AS STATED IN THEIR REPORT DATED APRIL 14, 2010. THE FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCEWITH THE ABOVE STATED REPORT.

2. ALL FOUNDATIONS SHALL BEAR ON FULLY COMPACTED NATURAL SOIL OR CONTROLLED FILL AS PER THE RECOMMENDATIONS OF THE ABOVEREFERENCED SOIL REPORT. ALL BEARING SURFACES SHALL BE INSPECTED BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO PLACEMENTOF FOUNDATIONS.

3. WHERE SOIL IS SUCH THAT ADEQUATE SOIL BEARING CAPACITY CANNOT BE ACHIEVED AT FOUNDATION BEARING GRADE ELEVATIONS INDICATED,ADDITIONAL EXCAVATION WILL BE REQUIRED UNTIL A SUITABLE BEARING GRADE IS LOCATED. OVER EXCAVATIONS SHALL BE FILLED WITH WELLCOMPACTED STRUCTURAL FILL TO FOUNDATION BEARING GRADE ELEVATIONS SPECIFIED. ADDITIONAL EXCAVATION AND FILL WILL BE PROVIDED BYCONTRACTOR AT NO ADDITIONAL COST TO OWNER.

4. FOUNDATION DESIGN BASED ON A MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF, PER THE RECOMMENDATIONS OF THE ABOVE STATEDSOIL REPORT.

5. THE TOP OF ALL EXTERIOR FOOTING AND FOUNDATIONS SHALL BEAR A MINIMUM OF 2'-6" BENEATH EXTERIOR FINAL FINISH GRADES FOR FROSTPROTECTION UNLESS OTHERWISE NOTED.

6. WHERE FOOTINGS ARE TO BE BUILT ADJACENT TO A DESCENDING SLOPE OR ABOVE ANOTHER FOOTER THE FOUNDATION SHALL BE CONSTRUCTEDWITH A SETBACK MEASURED FROM AN IMAGINARY PLANE PROJECTING 1 UNIT VERTICAL AND 2 UNITS HORIZONTAL FROM THE TOE OF THE SLOPE ORFOOTER BELOW.

7. FOUNDATIONS SHALL NOT BE CONSTRUCTED ON FROZEN MATERIAL, ALL BEARING SURFACES UNDER FOUNDATIONS SHALL BE PROTECTED FROM FREEZING.

CAST-IN-PLACE CONCRETE NOTES:-

1. ALL CONCRETE WORK SHALL COMPLY WITH ACI 301-10 EXCEPT AS MODIFIED BY THE SUPPLEMENT REQUIREMENTS BELOW AND IN THE SPECIFICATIONS.

2. ALL REINFORCED CAST-IN-PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO THE ACI "MANUAL OF CONCRETE PRACTICE", "BUILDING CODEREQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318-14), AND "ACI DETAILING MANUAL (ACI SP 66), EXCEPT AS MODIFIED BY THE CONTRACTDRAWINGS AND SPECIFICATIONS.

3. FOOTINGS: PROPORTION NORMAL - WEIGHT CONCRETE MIXTURE AS FOLLOWS:

1. MINIMUM COMPRESSIVE STRENGTH: 4000 psi (27.6 MPa) AT 28 DAYS.2. MAXIMUM W/C RATIO: 0.45.3. SLUMP LIMIT: 4 INCHES (100mm), 8 INCH (200mm) FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES (50 TO 100 mm) BEFORE ADDING HIGH -

RANGE WATER - REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE, PLUS OR MINUS 1 INCH (25mm).4. AIR CONTENT: 5.5 PERCENT, PLUS OR MINUS 1.5 PERCENT AT POINT OF DELIVERY FOR 1-1/2 INCH (38-mm) NOMINAL MAXIMUM AGGREGATE SIZE.5. AIR CONTENT: 6 PERCENT, PLUS OR MINUS 1.5 PERCENT AT POINT OF DELIVERY FOR 3/4-INCH (19-mm) NOMINAL MAXIMUM AGGREGATE SIZE.

4. FOUNDATION WALLS AND PIERS: PROPORTION NORMAL - WEIGHT CONCRETE MIXTURE AS FOLLOWS:


RANGE WATER - REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE, PLUS OR MINUS 1 INCH (25mm).4. AIR CONTENT: 5.5 PERCENT, PLUS OR MINUS 1.5 PERCENT AT POINT OF DELIVERY FOR 1-1/2 INCH (38-mm) NOMINAL MAXIMUM AGGREGATE SIZE.5. AIR CONTENT: 6 PERCENT, PLUS OR MINUS 1.5 PERCENT AT POINT OF DELIVERY FOR 3/4-INCH (19-mm) NOMINAL MAXIMUM AGGREGATE SIZE.

5. SLAB ON GRADE: PROPORTION NORMAL - WEIGHT CONCRETE MIXTURE AS FOLLOWS:


RANGE WATER - REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE, PLUS OR MINUS 1 INCH (25mm).4. AIR CONTENT: DO NOT ALLOW AIR CONTENT OF TROWEL - FINISHED FLOORS TO EXCEED 3 PERCENT.

6. FOR AIR ENTRAINMENT REQUIREMENTS SEE THE SPECIFICATIONS.

7. ALL REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH, FY = 60 KSI AND SHALL BE NEW DEFORMED BILLET - STEEL CONFORMINGTO ASTM A615, GRADE 60.

8. ALL DETAILING, BENDING, PLACEMENT AND SUPPORT OF REINFORCING SHALL CONFORM TO THE STANDARDS CITED.

9. CLEAR CONCRETE COVER OVER PRINCIPLE REINFORCING SHALL BE AS CALLED FOR IN THE TYPICAL DETAILS AND OTHERWISE SHOWN ON THECONTRACT DRAWINGS.

10. CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL EMBEDDED ITEMS AND OPENINGS IN CONCRETE WITH THE ARCHITECTURAL, MECHANICAL,ELECTRICAL AND PLUMBING CONTRACT DRAWINGS.

11. ALL STRUCTURAL MEMBERS SHALL BE CAST MONOLITHICALLY FOR THEIR FULL DEPTH, UNLESS OTHERWISE NOTED.

12. VERTICAL CONSTRUCTION JOINTS IN CONCRETE WALLS SHALL BE LOCATED AT MIDPOINT BETWEEN ANY SUPPORTING PIERS, OR BUTTRESSES, ANDAT LEAST 4'-0” FROM ANY WALL OPENING EXCEPT WHERE SPECIFICALLY SHOWN ON THE CONTRACT DRAWINGS.

13. HORIZONTAL CONSTRUCTION JOINTS WILL NOT BE PERMITTED IN CONCRETE WALLS EXCEPT WHERE SPECIFICALLY SHOWN ON THE CONTRACT DRAWINGS.

14. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED, WETTED AND SPLASHED WITH CEMENT GROUT JUST PRIOR TO PLACING NEW CONCRETE.

15. ALL EXPOSED CONCRETE EDGES SHALL BE GROUND TO A 3/4" RADIUS OR CHAMFERED AS PER THE CONTRACT DRAWINGS.

16. PROVIDE ADDITIONAL REINFORCEMENT AT ALL WALL OPENING PER THE TYPICAL DETAIL FOR WALL OPENINGS.

17. THE SPACING OF REINFORCING SHOWN ON THE CONTRACT DRAWINGS IS THE MAXIMUM PERMITTED. IT MAY BE REDUCED FOR CONSTRUCTION CONSIDERATIONSBUT IS NOT TO BE EXCEEDED.

18. CONTRACTOR TO COORDINATE WITH PEMB DRAWINGS FOR ANCHOR ROD LAYOUT AND SIZE.

STRUCTURAL STEEL NOTES:-

1. ALL STRUCTURAL STEEL INCLUDING THE PRE-ENGINEERED BUILDING SHALL MEET THE FOLLOWING MATERIAL SPECIFICATIONS:

a.) W-SHAPES : GRADE 50 STEELb) BUILT UP W-SECTIONS : GRADE 50 STEELc) CHANNELS AND ANGLES : GRADE 36 STEELd) PLATES AND BARS : GRADE 36 STEEL

2. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN CONFORMANCE WITH THE AISC CODE OF STANDARD PRACTICE.

3. ALL BOLTED CONNECTIONS SHALL BE CONSTRUCTED WITH A325 N OR A490 N BOLTS, UNLESS NOTED OTHERWISE.

4. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE.

5. ALL WELDS SHALL CONFORM TO THE LATEST EDITION OF AWS D1.1. WELDING ELECTRODES SHALL BE E70XX.

WOOD FRAMING NOTES:-

1. CONTRACTOR SHALL REFERENCE TABLE 2304.10.1 - FASTENING SCHEDULE, 2015 NEW JERSEY BUILDING FOR ADDITIONALATTACHMENT TYPE, SPACING AND LOCATION REQUIREMENTS REGARDING BUILDING ELEMENTS NOT SPECIFIED ONSTRUCTURAL DRAWINGS.

2. ALL WOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH “NATIONAL DESIGN SPECIFICATIONS 2015”, BY AMERICAN FORESTAND PAPER ASSOCIATION & AMERICAN WOOD COUNCIL.

3. FRAMING LUMBER FOR STUDS, POSTS TO BE OF SPRUCE-PINE-FIR NO.2 U.N.O ON PLAN WITH THE FOLLOWING MINIMUM WOODVALUES UNLESS NOTED OTHERWISE.

FB = 875 PSIFT = 450 PSIFC = 1150 PSIFC_PERP = 1150 PSIFV = 135 PSIE = 1400000 PSIEMIN = 510000 PSI

4. FRAMING FOR WOOD HEADERS TO BE DOUGLAS - FIR LARCH NO. 1 GRADE WITH THE FOLLOWING MINIMUM WOOD VALUESUNLESS NOTED OTHERWISE.

FB = 1000 PSIFT = 675 PSIFC = 1500 PSIFC_PERP = 625 PSIFV = 180 PSIE = 1700000 PSIEMIN = 620000 PSI

5. WOOD HEADERS CONSTRUCTED WITH MULTIPLE 2 X 'S ARE TO BE NAILED TOGETHER AS PER TYPICAL WOOD HEADER DETAILON DWG S-504.

6. UNLESS OTHERWISE NOTED, PROVIDE (2) 2X6 FOR 6” LOAD BEARING WALLS NAILED TOGETHER AT EITHER SIDE OF DOOR,WINDOW & WALL OPENINGS IN THE WALLS.

7. ALL BUILT UP FRAMING MEMBERS TO BE NAILED/BOLTED AS PER NDS 2015, NEW JERSEY BUILDING CODE OR AS SPECIFIED BYMANUFACTURER.

8. NO HOLES LARGER THAN 3/4" DIAMETER IS TO BE BORED THROUGH ANY STUD IN A LOAD BEARING WALL.

9. ALL SIMPSON STRONG-TIE PRODUCTS SHALL BE INSTALLED AS PER MANUFACTURER’S SPECIFICATION & RECOMMENDATIONS.

PRE-ENGINEERED METAL BUILDING NOTES:-

1. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, MANUFACTURING, SUPPLY AND ERECTION OF PRE-ENGINEERED METAL BUILDING.

2. PRE-ENGINEERED METAL BUILDING (P.E.M.B.) TO BE DESIGNED, DETAILED, FABRICATED AND ERECTED BY A REPUTABLE P.E.M.B.MANUFACTURER IN ACCORDANCE WITH THE STRUCTURAL DESIGN CRITERIA SPECIFIED IN THESE DRAWINGS, PROJECT SPECIFICATIONSAND "THE BUILDING CODE OF NEW JERSEY (2015)". PRE-ENGINEERED METAL BUILDING DESIGN DRAWINGS AND CALCULATIONS SHALL BESUBMITTED TO ENGINEER FOR REVIEW PRIOR TO ERECTION OF FRAMING. ALL DESIGN DRAWINGS AND CALCULATIONS MUST BEAR THE SEAL ANDSIGNATURE OF A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF NEW JERSEY.

3. CONTRACTOR SHALL COORDINATE ALL COLUMN LOCATIONS, BASE PLATE SIZES AND ANCHOR BOLT LOCATIONS WITH FOOTERS AND PIERS PRIOR TOPERFORMING FOUNDATION WORK. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES OR MODIFICATIONS.

4. THE PRE-ENGINEERED METAL BUILDING FOUNDATION LOAD TABLES ON DRAWING S-201, PROVIDE THE MAXIMUM SERVICE LOADS THE FOUNDATIONSHAVE BEEN DESIGNED TO. THE FOOTING AND PIER FOUNDATION DESIGNS HAVE BEEN DERIVED BASED ON PRELIMINARY REACTIONS SUPPLIED BY A"STAR" PRE-ENGINEERED METAL BUILDING (P.E.M.B) MANUFACTURER. DESIGN LOADS AND REACTIONS DERIVED BY THE CONTRACTOR'S PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW FOR CONCURRENCE WITH DESIGN (PRIOR TOPERFORMING FOUNDATION WORK). SHOULD THE REACTIONS DERIVED BY THE CONTRACTOR'S PRE-ENGINEERED METAL BUILDING MANUFACTUREREXCEED THE REACTIONS IN THE LOAD TABLES BELOW, ADDITIONAL DESIGN EFFORT WILL BE REQUIRED TO RE-DESIGN THE FOOTERS AND PIERS ATTHE CONTRACTOR'S EXPENSE. ENGINEER AND OWNER ARE NOT RESPONSIBLE FOR ANY ADDITIONAL COST RELATED TO THE FOOTING AND PIERRE-DESIGN ACCOMMODATING CONTRACTOR'S PRE-ENGINEERED METAL BUILDING DESIGN.

5. CONTRACTOR TO COORDINATE SNOW GUARD LOCATIONS AND REQUIREMENTS WITH ARCHITECTURAL DRAWINGS AND PEMB MANUFACTURER.

6. CONTRACTOR SHALL INCLUDE ADDITIONAL WEIGHT FROM SOLAR PANELS ON ROOF IN DESIGN OF BUILDING. CONTRACTOR SHALL COORDINATESOLAR PANEL LOCATIONS ON THE ROOF WITH ARCHITECTURAL AND MEP DRAWINGS.

7. PRE-ENGINEERED METAL BUILDING SUPPLIER TO DESIGN, FABRICATE AND ERECT THE FOLLOWING, BUT NOT LIMITED TO: - PRIMARY STEEL INCLUDING COLUMNS, RAFTERS, RIGID FRAMES, BRACING, AND UNDER HUNG CRANE SUPPORTS. - SECONDARY STEEL INCLUDING PURLINS, GIRTS AND FLANGE BRACING. - ROOFING AND SIDING PANELS INCLUDING FLASHING. - ANY OTHER MATERIAL REQUIRED FOR A COMPLETE INSTALLATION AS CALL OUT FOR IN THE SPECIFICATIONS. - ADDITIONAL BRACING REQUIRED FOR ERECTION STABILITY.

Rev Date Drawn Description Ch'k'd App'd

© Mott MacDonald

This document is issued for the party which commissioned it and for specific purposes connected with the captioned project only. It should not be relied upon by any other party or used for any other purpose.We accept no responsibility for the consequences of this document being relied upon by any other party, or being used for any other purpose, or containing any error or omission which is due to an error or omission in data supplied to us by other parties.

Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security

Project Number B/O Total

Certificate No. 24GA28016600

111 WOOD AVENUE SOUTH

Scale at ARCH E1

ISELIN,NJ 18830

www.mottmacamericas.com

UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date

OCEAN COUNTY BOARD OFCHOSEN FREEHOLDERS101 HOOPER AVENUETOMS RIVER, NJ 08754

MANCHESTER GARAGEBUILDING IMPROVEMENTS

381337

Professional Engineer; NJ Lic. NO.

N.T.S

S-001

VS

AMS SK

DWH

JJK

P01

BKM

GENERAL NOTESSTRUCTURAL

10/17

10/17

10/17

10/17

10/17

10/17

BRIAN FREDERICKS24GE05240700

33 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM

1 5 6 7 8 9 10 11 12 13 14

A

B.2

B.3

B.4

D

2 4

B

C

3

A.1

C.1

1S-401

2S-401

TRENCHDRAIN (TYP.)

C.J

.

5S-403

8S-403

12S-403

T/ OF 5" CONCRETE SLABFIN. FLOOR ELEV. +69'-0"

E.O.C. LINE

E.O.C. LINE

E.O.C. LINE

E.O.C. Line

E.O.C. LINE

E.O.C. LINE

4S-402

18S-404

TRENCH DRAIN (TYP.)

PRECASTMANHOLESEE NOTE 11

C.J.

C.J.

I.J. (TYP.)

F-2 F-2

F-2

F-2

F-2 F-2

F-2

P-2P-2

P-5 P-4 P-4 P-4 P-4 P-4 P-4

22' - 9"

PORTAL FRAME BAY (SEE NOTE 11)

29' - 0" 20' - 9" 2' - 6" 24' - 9" 26' - 0" 26' - 0"


26' - 0" 26' - 0" 26' - 0" 24' - 10" 1' - 8"


25' - 1"

281' - 4"

1'-3

"1'

-3"

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. 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.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.

C.J

.C

.J.

C.J

.C

.J.


P-6 P-9

C.J.

C.J.

T/ OF 8"CONCRETESLAB FIN.FLOORELEV. +69'-0"

20'-

4"19

'-8"

19'-

8"20

'-4"

16'-

0"48

'-0"

16'-

0"

11'-

0"19

'-0"

20'-

0"19

'-0"

11'-

0"

P-12

P-12 P-12

P-12

F-2

F-4

F-4

3S-402

F-1 F-1F-1

F-1 F-1

P-3

P-3

P-3

P-2 P-2

F-1

P-2P-2

F-1F-1

P-2

F-1

P-2

F-1 F-1

P-5

F-2

P-3

TRENCH DRAIN(TYP.)

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLOPE

SLO

PE

SLOPE

SLOPE

SLOPE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLOPE

SLOPE

P-7

F-3

P-1

F-3

P-9

P-1

P-1

P-1

P-6

F-3

F-4 F-4

F-3

C.J

.C

.J.

THRESHOLD FRAMESEE NOTE - 6

INTERIOR BOLLARD (TYP.) -SEE TYPICAL DETAILON DRAWING S-503

EXTERIOR BOLLARD (TYP.)- SEE TYPICAL DETAIL

ON DRAWING S-503

F-1F-5

F-6

F-1 F-6F-5

F-3

8" THK. FROST WALL (TYP.)

P-7

P-10P-11

P-10P-11

P-8 P-8

P-8AP-8A

F-2

F-7F-7

F-7

F-7

F-7 F-7

P-8P-8

P-8AP-8A


F-3

7S-403

S-403

5

6S-403

9S-403

10S-403

11S-403

13S-403

14S-403

15S-404

16S-404

17S-404

S-403

6

S-403

7

S-403

7

S-403

7

S-403

7

S-403

10

S-40313

S-403

7

S-403

14

6' - 2"

7'-8

"1'

-0"

1'-0

"

2' - 0"6' - 0"

3'-4

"

S-403

7

S-403

7

S-403

11

P-9

P-9

-2'-6

"

-2'-6"

-2'-6"

-2'-6

"-2'-6" -2'-6"

-2'-6" -2'-6"

-2'-6"

-5'-6

"

-2'-6

"

PROVIDE HAIRPIN ATEXTERIOR COLUMN -SEE NOTE 10

PROVIDE HAIRPIN ATEXTERIOR COLUMN -

SEE NOTE 10




8'-4

"

12' - 8"1' - 6 1/2"

11' - 8" 22' - 10"

SIM.

SIM.

SIM.-6'-6"

SIM.

-6'-6" -6'-6"-6'-6"

STEP FOOTING

SIM.

S-403

11

SIM.SIM.

SIM.

STEP FOOTING

H.P. EL. : 69'

L.P. EL. : 68.83'

L.P. EL. : 68.83'

H.P. EL. : 69'

H.P. EL. : 69'

L.P. EL. : 68.83'

H.P. EL. : 69'

H.P. EL. : 69'

L.P. EL. : 68.83'

L.P. EL. : 68.83'

H.P. EL. : 69'

H.P. EL. : 69'

L.P. EL. : 68.83'

L.P. EL. : 68.83'

H.P. EL. : 69'

H.P. EL. : 69'

L.P. EL. : 68.83'

L.P. EL. : 68.83'

H.P. EL. : 69'

H.P. EL. : 69'

L.P. EL. : 68.83'

L.P. EL. : 68.83'

H.P. EL. : 69'

H.P. EL. : 69'

H.P. EL. : 69'

L.P. EL. : 68.83'

H.P. EL. : 69' H.P. EL. : 69'

L.P. EL. : 68.75'

L.P. EL. : 68.75'H.P. EL. : 69'H.P. EL. : 69'H.P. EL. : 69' H.P. EL. : 69' H.P. EL. : 69' H.P. EL. : 69'H.P. EL. : 69'

SIM

.

H.P. EL. : 69'

H.P. EL. : 69'

STEP FOOTING

F-1

P-2

P-2

P-2

-3'-6

"

-4'-6

"-6

'-6"

F-1

P-2

F-4

P-12

STEP FOOTING

STEP FOOTING

STEP FOOTING

STEP FOOTING

B.5

B.1

THICKENED SLABUNDER ALL METALSTUD BEARINGWALLS - TYP. (SEETYPICAL DETAIL ONDWG. S-504)

THICKENED SLABUNDER ALL METALSTUD BEARINGWALLS - TYP. (SEETYPICAL DETAIL ONDWG. S-504)

5' - 0" 16' - 0"

6'-1

0"

F-2

F-2

F-1

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

-2'-6

"

F-1 6' - 0" x 6' - 0" x 15"

FOOTING SIZE

FOOTING SCHEDULE

FOOTING MARK REINFORCING

F-2 7' - 0" x 7' - 0" x 15"

(7) # 5 EA. WAY, TOP & BOTTOM

F-3 9' - 0" x 9' - 0" x 18"F-4 4' - 6" x 4' - 6" x 12"



(5) # 5 EA. WAY, TOP & BOTTOMF-5 9' - 6" x 9' - 6" x 20" (10) # 6 EA. WAY, TOP & BOTTOMF-6 8' - 0" x 8' - 0" x 18" (8) # 6 EA. WAY, TOP & BOTTOMF-7 3' - 0" x 3' - 0" x 12" (4) # 5 EA. WAY, TOP & BOTTOM

FOOTINGS DESIGNED FOR MAXIMUM ALLOWABLE SOIL BEARING PRESSURE: 2000PSF

TOP OF FOOTING LEVEL

66' - 6", UNO

66' - 6", UNO

66' - 6"

66' - 6"

66' - 6"

66' - 6"

66' - 6"

P-4 2' - 3" X 1'-10"

PIER SIZE

PIER SCHEDULE

PIER MARK

P-5 2' - 3" x 2' - 6"

P-6 2' - 4" x 2' - 4"

P-7 3' - 0" X 2'-4"

1' - 8" X 1'-8"P-8

P-3 2' - 3" X 2'-5"

P-2 2' - 0" X 2'-5"

P-1 3' - 10" X 2'-8"

P-9 3' - 4" x 2' - 4"

P-10 3' - 2" X 2'-6"

P-11 3' - 2" X 2'-6"

P-12 2' - 6" X 2'-6"

1' - 8" X 2'-4"P-8A

NOTES:-

1. SEE SHEET S-001 FOR ADDITIONAL NOTES TO BE INCORPORATED INTO WORK.

2. FLOOR CONSTRUCTION SHALL BE CONCRETE SLAB ON GRADE, SEE PLAN FOR THICKNESS. SEEDRAWING S-502, FOR TYPICAL SLAB ON GRADE DETAIL.

3. P-X ON PLAN DENOTES CONCRETE PIER MARK. SEE SCHEDULE ON THIS DRAWING FORSIZE AND DRAWING S-501 FOR DETAILS, REINFORCING AND ORIENTATION.

4. CONSTRUCTION AND CONTROL JOINTS ARE NOTED THUS C.J. ON PLAN, SEE TYPICALDETAILS ON DRAWING S-502.

5. SEE SHEETS S-501 THRU S-504 FOR ADDITIONAL TYPICAL DETAILS TO BE INCORPORATEDINTO WORK.

6. CONTRACTOR SHALL SUPPLY AND INSTALL THRESHOLD FRAMES AT ALL OVERHEAD DOORLOCATIONS IN GARAGE AND WASH BAY. SEE TYPICAL DETAIL ON S-503.

7. CONTRACTOR SHALL DEPRESS OFFICE SLAB IN SHOWER AREA 1-1/2", COORDINATE WITHARCHITECTURAL DRAWINGS FOR LOCATION AND FINISH. SEE DRAWING S-502 FOR TYPICALTHICKENED SLAB DETAIL AT RECESS.

8. FOOTING INDICATOR SHOWN THUS ON PLAN DENOTES DISTANCE FROM TOP OFFOOTING TO TOP OF FINISH FLOOR ELEVATION IDENTIFIED ON PLAN.

9. TOP OF FOOTER ELEVATIONS FOR COLUMN SPREAD FOOTERS ARE NOTED IN THEFOOTINGSCHEDULE LOCATED ON THIS SHEET, UNLESS NOTED OTHERWISE ON PLAN.

10. CONTRACTOR SHALL INSTALL HAIRPINS IN OFFICE AND GARAGE AT ALLEXTERIOR COLUMN LOCATIONS EXCEPT AT CORNER COLUMNS. SEE TYPICALDETAIL ON DRAWING S-502.

11. PEMB MANUFACTURER TO LOCATE PORTAL FRAMES IN BAYS IDENTIFIED ON PLAN. PIERS ANDFOOTERS IN BAYS IDENTIFIED HAVE BEEN SIZED FOR ADDITIONAL COLUMNS AND LOADS FROMPORTAL FRAMES .

-x'-x"

PATTERN MEANING

HATCHING LEGEND

TRENCH DRAIN

12" DOOR RECESS

MAXIMUM SERVICE LOAD CAPACITY (KIPS)

PRE-ENGINEERED METAL BUILDINGOFFICE FOUNDATION LOAD TABLE

LOCATION

+15 / -6.8

+21 / -9.7

VERTICAL TRANSVERSE LONGITUDINAL

CORNER COLUMNS

PORTAL COLUMNS

4.372.25

103.3

SIDE WALL COLUMNS +15 / -6.8


PRE-ENGINEERED METAL BUILDINGGARRAGE FOUNDATION LOAD TABLE

LOCATIONVERTICAL TRANSVERSE LONGITUDINAL

4.372.25

CENTER COLUMNS

PORTAL COLUMNS

CORNER COLUMNS

+36 / -10 02.25

+30 / -14.3 12.25.6

+15 / -6.8 4.372.25

SIDE WALL COLUMNS +9.73 / -6.21


PRE-ENGINEERED METAL BUILDINGWASH BAY FOUNDATION LOAD TABLE

LOCATION

+3.88 / -1.81

VERTICAL TRANSVERSE LONGITUDINAL

00

PORTAL COLUMNS 1.73.36

GRASS

AREA

FOR

FUTURE

CEL L

TOWER

SALTBUILDING

EMERGENCYDATA CENTER

SWE

EPIN

GSH

E DAN

DCO

LDPA

TCH

GARAGE

STO

RAG

EB

UIL

DIN

G

OFFICE

WASHBAY

V-BO

XS

TOR

AGE

AREA

MIS

C.S

TOR

AGE

AREA

POL E

BAR

N

U/GINFILTRATION

SYSTEM

D

D


© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


1/8" = 1'-0"

S-201

VS

AMS SK

DWH

JJK

P01

BKM

FOUNDATION PLANSTRUCTURAL

10/17

10/17

10/17

10/17

10/17

10/17


1/8" = 1'-0"FOUNDATION PLAN

SCALE: 1/8" = 1'-0"

1680 4


SUMP BELOW

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

C.J C.J C.JC.J C.J

C.J

C.J

53' - 0"

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

21S-405

19S-405

-3'-0"

-3'-0

"

-3'-0

"

-3'-0

" -3'-0

"

-3'-0

"

-3'-0"

20S-405

22S-405




-3'-0"

7' - 0"

BRICK LEDGE - SEEARCH. DWG.




17'-

0"

11'-

0"11

'-0"

S-405

19SIM

S-405

20SIM

S-405

20SIM

24S-405

14'-

0"

S-405

19SIM

S-405

20SIM

12"

12"

12"

6"

12"

12"

23S-405

TYP.

WP-1H-1

WP-1

WP-1H-3

WP-1

WP-1H-1

WP-1

WP-1H-1

WP-1

WP-1H-2

WP-1

H-2

WP

-1W

P-1 H-2

WP

-2

H-1

WP

-2W

P-1

WP-1WP-1 W

P-2

WP

-2

WP-1H-1

PREFABRICATED WOOD TRUSSES @ 16" O.C.

GIR

DER

TRU

SS

GIR

DER

TRU

SS

EDGE OF ROOF LINE

@ 16" O.C.PREFABRICATED WOOD TRUSSES

LOW ROOFRIDGE LINE

2 X6 @ 16" O.C.LADDER TYPE

FRAMING - (TYP.)

2 X6 @ 16" O.C.LADDER TYPE

FRAMING - (TYP.)

GIR

DER

TRU

SS

HIGH ROOFRIDGE LINE

2 X6 @ 16" O.C.LADDER TYPEFRAMING - (TYP.)

2

1

3

4

H-3

WP-1

H-1H-1WP-1 WP-1

WP-1

WP-1

WP-1

H-1

WP-2

WP-1

25S-406

26S-406

S-406

28S-406

29S-406S-406

S-406

27

S-406

28

S-406

25S-406

26

27

30

WP-1

WP-1

WP-1 WP-1

WP-1

S-406

25

SIM

LEGEND:-

CONSTRUCTION JOINT

FLOOR FINISH LEVEL

CJ

FFL

1. SEE SHEET S-001 & S-201 FOR ADDITIONAL NOTES TO BE INCORPORATED INTO WORK.

2. CONTRACTOR TO COORDINATE ALL DIMENSIONS AND CONSTRUCTION WITH ARCHITECTURAL ANDMEP DRAWINGS PRIOR TO START OF CONSTRUCTION OPERATIONS, NOTIFY ENGINEER OF ANYDISCREPANCIES FOUND.

3. FLOOR CONSTRUCTION SHALL BE CONCRETE SLAB ON GRADE, SEE PLAN FOR THICKNESS. SEEDRAWING S-502 FOR TYPICAL SLAB ON GRADE DETAIL.

4. CONSTRUCTION AND CONTROL JOINTS ARE NOTED AS C.J. ON PLAN, SEE TYPICAL DETAILS ONDRAWING S-502.

6. SEE SHEETS S-501 THROUGH S-504 FOR ADDITIONAL TYPICAL DETAILS TO BE INCORPORATEDINTO WORK.

7. ( ) DENOTES WOOD SHEAR WALL, ( 1 ) DENOTES TYPE. SEE SHEAR WALL SCHEDULEFOR SIZES AND REQUIRED NAILING.

8. ALL EXTERIOR WALL SHEATHING EXCEPT IN SHEAR WALLS SHALL BE 1/2" APA RATED PLYWOODSHEATHING. FASTEN W/8D NAILS @ 4" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATESUPPORTS. ALL PANEL EDGES TO BE BACKED UP WITH 2 X WOOD BLOCKING.

9. ROOF CONSTRUCTION SHALL BE 5/8" APA RATED TONGUE & GROOVE PLYWOOD SHEATHING.FASTEN WITH 10D NAILS @ 4" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS.

10. ALL UNSUPPORTED EDGES OF PLYWOOD ROOF SHEATHING SHALL BE SUPPORTED WITH 2 XBLOCKING.

11. TOP CHORD PROFILE OF PREFABRICATED WOOD ROOF TRUSSES TO FOLLOW ROOF LINES,ROOF SLOPES AND OVERHANGS AS SHOWN ON ARCH. DRAWINGS.

12. ALL ROOF OPENINGS ARE TO BE COORDINATED WITH MECHANICAL DRAWINGS.

13. IMPROPER HANDLING OR DAMAGE OF ROOF TRUSSES SHALL RESULT IN THE REMOVAL OF THETRUSSES FROM THE JOB SITE AND REPLACEMENT AT THE CONTRACTOR'S EXPENSE.

14. FOOTING INDICATOR SHOWN THUS ON PLAN DENOTES DISTANCE FROM TOP OFFOOTING TO TOP OF FINISH FLOOR ELEVATION +66'-0" IDENTIFIED ON PLAN.

NOTES:-

-x'-x" SHEAR WALL SCHEDULE

SW SHEATHING EDGE

1/2" APA RATED PLYWOOD SHEATHING

FIELD PLATE / ANCHOR BOLT REMARKS

1 8d NAILS @ 4" O.C. 8d @ 12" O.C. 1/2" DIA. F1554 @ 32" O.C. W/ WASHER PLYWOOD ON ONE SIDE OF WALL

1/2" APA RATED PLYWOOD SHEATHING2 8d NAILS @ 4" O.C. 8d @ 12" O.C. 1/2" DIA. F1554 @ 32" O.C. W/ WASHER PLYWOOD ON ONE SIDE OF WALL

WOOD HEADER SCHEDULE

MARK SIZE, SPECIES & GRADE

H-1 (3) 2" X 10" DOUG FIR LARCH, NO. 1


WOOD POST SCHEDULE

MARK SIZE, SPECIES & GRADE

WP-1 (3) 2" X 6" SPRUCE PINE-FIR, NO. 2

WP-2 (4) 2" X 6" SPRUCE PINE-FIR, NO. 2

HOLD-DOWNS

HDU4-SDS2.5

HDU4-SDS2.5



HDU4-SDS2.5

HDU4-SDS2.5

LENGTH

18' - 0"

18' - 0"

16' - 0"

16' - 0"


PATTERN MEANING

HATCHING LEGEND

8" DOOR RECESS DEPTH

GRASS

AREA

FOR

FUTURE

CEL L

TOWER

SALTBUILDING

EMERGENCYDATA CENTER

SWE

EPIN

GSH

E DAN

DCO

LDPA

TCH

GARAGE

STO

RAG

EB

UIL

DIN

G

OFFICE

WASHBAY

V-BO

XS

TOR

AGE

AREA

MIS

C.S

TOR

AGE

AREA

POL E

BAR

N

U/GINFILTRATION

SYSTEM

D

D


© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


S-202

BS

AMS SK

DWH

JJK

P01

BKM

ROOF FRAMING PLANDATA CENTER FOUNDATION

10/17

10/17

10/17

10/17

10/17

10/17


1/4" = 1'-0"

1/4" = 1'-0"FOUNDATION PLAN

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

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

840 2


1 2 3 4 5 6 7 8 9 10 14 15 16 17

A

B

C

D

E

F

128'-0"8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

8'-0

"8'

-0"

8'-0

"8'

-0"

8'-0

"

G

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

131211

8'-0"8'-0"8'-0"

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

S-210

A

1 2 3 4 5 6 7 8 9 10 14 15 16 17

A

B

C

D

E

F

128'-0"8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

48'-0

"8'

-0"

8'-0

"8'

-0"

8'-0

"8'

-0"

8'-0

"

G

CJ

CJ

CJ

CJ

CJ

CJ

CTJ

SLAB S-1(+0'-0")

SLAB S-1(+0'-0")

131211

8'-0"8'-0"8'-0"

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

CTJ

S-210

B

S-210

B

S-210

B

S-210

B

CONSTRUCTION JOINT= CJ

CONTRACTION JOINT= CTJ

EXPANSION JOINT= EJ

PRE FORMED KEY JOINT

2"

VARIES

SAWCUT ORHARDBOARD

PRE-MOLDED STRIP

2"

VARIES

VARIES (SEE PLAN)

VARIES (SEE PLAN)

FF EL.(SEE PLAN)

CONCRETE SLAB -SEE PLAN

6"x6" POST MIN.

6" CLEANCHRUSHEDAGGREAGATE,ASTMC33 #57, TYP

T/FTG EL.(SEE PLAN)

SEE

CONC.POSTFOUNDATION

B/FTG EL.(-8' MIN.)

3" C

LEA

R

6" CLEAN CHRUSHEDAGGREAGATE, ASTMC33 #57, TYP

2" RIGIDINSULATION TOBE 2' IN EACHDIRECTION

PLAN

EXPANSION JOINT

F.F. EL.(SEE PLAN)


WOOD FRAMEDWALL (TYP.)


POSTFOUNDATION

BEYOND

B/FTG EL.(-3'-6")

8"2" RIGIDINSULATION TOBE 2' IN EACHDIRECTION

#5@18 O.C.

(3)#5 CONT.

SCALE: 1/8" = 1'-0"SLAB PLAN 2

S-203

NOTES:

NOTES:

SECTION ASCALE: 3/8" = 1'-0" S-203

SECTION BSCALE: 3/8" = 1'-0" S-203

SLAB CONTROL JOINT D-1SCALE: 1/2" = 1'-0" S-203

SLAB CONSTRUCTION JOINT D-2SCALE: 1/2" = 1'-0" S-203

© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date


MANCHESTER GARAGE

381337

Professional Engineer Lic. NO.

Rev Date Drawn Description Ch'k'd App'd100

BUILDING IMPROVEMENTS

0 8/17 MM 80% DESIGN REVIEW MM MM1 1/18 MM ISSUED FOR BID MM MM

DWH

JJD

MD

JJK3/17

3/17

3/17

3/17JOSEPH J. KOEHLER33876

36

FOUNDATION LAYOUT

S-203

POLE BARN

SCALE: 1/8" = 1'-0"FOUNDATION PLAN 1

S-203

LOCATE BOLLARD TO NARROW DOOROPENING BY 1"

5' X 16' X 8" THICK CONCRETE APRON (TYP.)

4' X 7' X 4" THICK CONCRETE PAD (TYP.)

8" EXTERIOR CONCRETE APRON PAD

EXTERIORINTERIOR

2"

MIN. 1 'DEPTH 42"

EXTERIOR SLAB CONNECTION D-3NTS S-203

FOUNDATION WALL

4' - #4@12" CENTERED IN SLAB

FINAL DESIGN OF FOOTING BYBUILDING MANUFACTURER

10 MIL VAPOR BARRIER


1 2 3 4 5 6 7 8 9 10 11 12 13

A

B

C

D

E

F

96'-0"8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

48'-0

"8'

-0"

8'-0

"16

'-0"

8'-0

"8'

-0"

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

F1.5(-0'-8")

S-205

A

S-205

A

S-205

A

S-205

A

1 2 3 4 5 6 7 8 9 10 11 12 13

A

B

C

D

E

F

96'-0"8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

48'-0

"8'

-0"

8'-0

"16

'-0"

8'-0

"8'

-0"

SLAB S-1(+0'-0")

SLAB S-1(+0'-0")

S-205

B

S-205

B

S-205

B

S-212

B

PRE FORMED KEY JOINT

2"

VARIES

SAWCUT OR HARDBOARDPRE-MOLDED STRIP

2"

VARIES

VARIES (SEE PLAN)

VARIES (SEE PLAN)

CONSTRUCTION JOINT= CJ

CONTRACTION JOINT= CTJ

EXPANSION JOINT= EJ

F.F. EL.(SEE PLAN)


6"x6" POST

6" CLEANCHRUSHEDAGGREAGATE,ASTMC33 #57, TYP

T/FTG EL.(SEE PLAN)

SEE

CONC.POSTFOUNDATION

B/FTG EL.(-8'-0")

3" C

LEA

R

PLAN


2" RIGIDINSULATION TOBE 2' IN EACHDIRECTION

EXPANSION JOINT

F.F. EL.(SEE PLAN)


6"x6" POST


POSTFOUNDATION

BEYOND

B/FTG EL.(-3'-6")

8"2" RIGIDINSULATION TOBE 2' IN EACHDIRECTION

#5@18 O.C.

(3)#5 CONT.

SECTION ASCALE: 3/8" = 1'-0" S-204

SECTION BSCALE: 3/8" = 1'-0" S-204

SLAB CONTROL JOINT D-1SCALE: 1/2" = 1'-0" S-204

SLAB CONSTRUCTION JOINT D-2SCALE: 1/2" = 1'-0" S-204

FOUNDATION PLAN 1SCALE: 1/8" = 1'-0" S-204

SLAB PLAN 2SCALE: 1/8" = 1'-0" S-204

NOTES:

NOTES:

© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date


MANCHESTER GARAGE

381337

Professional Engineer Lic. NO.

Rev Date Drawn Description Ch'k'd App'd100

BUILDING IMPROVEMENTS

0 8/17 MM 80% DESIGN REVIEW MM MM1 1/18 MM ISSUED FOR BID MM MM

DWH

JJD

MD

JJK3/17

3/17

3/17

3/17JOSEPH J. KOEHLER33876

37

FOUNDATION LAYOUT

S-204

STORAGE BUILDING

LOCATE BOLLARD TO NARROW DOOROPENING BY 1"

4' X 7' X 4" THICK CONCRETE PAD (TYP.)

5' X 18' X 8" THICK CONCRETE APRON(TYP.)

FINAL DESIGN OF FOOTING BYBUILDING MANUFACTURER



8" EXTERIOR CONCRETE APRON PAD

EXTERIORINTERIOR

2"

MIN. 1 'DEPTH 42"

EXTERIOR SLAB CONNECTION D-3NTS S-204

FOUNDATION WALL

4' - #4@12" CENTERED IN SLAB

TOP OF FINISH FLOOR69' - 0"

B.3

OFFICE EAVE LEVEL85' - 0"

B C

EO

CLI

NE

EO

CLI

NE

FULLY COMPACTEDSUBGRADE - SEE TYPICAL

SLAB DETAIL

TAPERED STEEL FRAME TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED METALBUILDING MANUFACTURER - RESTRICT FRAMELATERAL DRIFT TO H/240 MAX (TYP.)

121

121

ROOF PURLINS TO BEDESIGNED AND SUPPLIED BYPRE-ENGINEERED METALBUILDING MANUFACTURER

METAL ROOF DECK TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED METAL BUILDING

MANUFACTURER

TAPERED STEEL FRAME TO BE DESIGNEDAND SUPPLIED BY PRE-ENGINEERED METAL

BUILDING MANUFACTURER - RESTRICTFRAME LATERAL DRIFT TO H/240 MAX (TYP.)

5 " CONC. SLAB,SEE PLAN

OFFICE BUILDING AREA

CONCRETE PIER CONCRETE PIER

1/2" ISOLATION JOINT (TYP.)1/2" ISOLATION JOINT

CONCRETE FOOTER

24' - 0" 24' - 0"

48' - 0"

15 MIL VAPOR BARRIER UNDER ENTIRESLAB - INSTALL PER MANUFACTURER

RECOMMENDATIONS (TYP.)

WALL PURLINS TO BE DESIGNED AND SUPPLIED BYPRE - ENGINEERED BUILDING MANUFACTURER (TYP.)

METAL WALL PANELING TO BE DESIGNED ANDSUPPLIED BY PRE - ENGINEERED BUILDINGMANUFACTURER (TYP.)

CLE

ARH

EIG

HT

16'-

4"M

IN.

CMU KNEE WALL - SEE ARCHITECTURALDRAWINGS FOR REINFORCING AND DOWELS

AT

PO

RTA

LFR

AM

ES

14'-

6"M

IN.C

LEA

RH

EIG

HT

CONCRETE FOOTER

8 1/2" 8 1/2"


A B.3 D

GARAGE BUILDING AREA

2 TON UNDERHUNGBRIDGE CRANEAND HOIST SYSTEM- SEE NOTE 3

CRANE GIRDERS AND CONNECTION TO BEDESIGNED AND SUPPLIED BY PRE-ENGINEERED

METAL BUILDING MANUFACTURER

EO

CLI

NE

EO

CLI

NE

FULLY COMPACTED SUBGRADE - SEETYPICAL SLAB DETAIL

TAPERED STEEL FRAME TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED METAL BUILDINGMANUFACTURER - RESTRICT FRAME LATERALDRIFT TO H/200 MAX (TYP.)

121

121

METAL ROOF DECK TO BE DESIGNED AND SUPPLIED BYPRE-ENGINEERED METAL MANUFACTURER

ROOF PURLINS TO BE DESIGNED AND SUPPLIEDBY PRE-ENGINEERED METAL MANUFACTURER

TAPERED STEEL FRAME TO BE DESIGNEDAND SUPPLIED BY PRE-ENGINEERED METAL

BUILDING MANUFACTURER - RESTRICT FRAMELATERAL DRIFT TO H/200 MAX (TYP.)

12 " CONC. SLAB, SEEPLAN

CONCRETE PIER CONCRETE PIER

1/2" ISOLATION JOINT

CONCRETE FOOTER CONCRETE FOOTER CONCRETE FOOTER

1/2" ISOLATION JOINT (TYP.) 1/2" ISOLATION JOINT

40' - 0" 40' - 0"

80' - 0"

8 1/2" 8 1/2"

WALL PURLINS TO BE DESIGNED AND SUPPLIED BYPRE - ENGINEERED BUILDING MANUFACTURER (TYP.)

METAL WALL PANELING TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED BUILDINGMANUFACTURER (TYP.)


PROVIDE 16'-0" MIN.CLEARANCE TOBOTTOM OF HOIST

15 MIL VAPOR BARRIER UNDER ENTIRESLAB - INSTALL PER MANUFACTURER

RECOMMENDATIONS (TYP.)

8"(T

YP.

)

13' - 0" 7' - 0"

EAVE LEVEL89' - 0"

17'-7

"MIN

.CLE

AR

HE

IGH

TA

TP

OR

TAL

FRA

ME

S


© Mott MacDonald


Title

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Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


1/4" = 1'-0"

S-401

VS

AMS SK

DWH

JJK

P01

BKM

CROSS SECTIONGARAGE - STRUCTURAL

SHEET 01

10/17

10/17

10/17

10/17

10/17

10/17


1/4" = 1'-0"1 SECTION (AT COLUMN LINE 2)

1/4" = 1'-0"2 SECTION (AT COLUMN LINE 9)

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

840 2

(S-201)

(S-201)

NOTES:-

1. SEE DRAWING S-001 FOR GENERAL NOTES TO BE INCORPORATED INTOWORK.

2. CONTRACTOR TO COORDINATE LIMITS OF UNDER HUNG CRANE WITHPEMB MANUFACTURER AND ARCHITECTURAL DRAWINGS.

3. CONTRACTOR TO SUPPLY UNDERHUNG BRIDGE CRANE AND COORDINATECRANE REACTIONS WITH CRANE MANUFACTURER AND PRE-ENGINEEREDMETAL BUILDING MANUFACTURER.

LEGEND

EOC EDGE OF CONCRETE



13 14

CONCRETE PIER

TRENCH DRAIN

STEEL FRAME TO BE DESIGNED AND SUPPLIEDBY PRE-ENGINEERED METAL BUILDINGMANUFACTURER - RESTRICT FRAME LATERALDRIFT TO H/200 MAX (TYP.)

STEEL FRAME TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED METAL BUILDINGMANUFACTURER - RESTRICT FRAME LATERALDRIFT TO H/200 MAX (TYP.)

CONCRETE FOOTER

WASH BAY AREA

FULLY COMPACTEDSUBGRADE - SEE TYPICAL

SLAB DETAIL

METAL ROOF DECK TO BE DESIGNED AND SUPPLIED BYPRE-ENGINEERED METAL BUILDING MANUFACTURER

EO

CLI

NE

1/2" ISOLATION JOINT 1/2" ISOLATION JOINT

GARAGE AREA

1/2" ISOLATIONJOINT

25' - 1"

8 1/2"

8 1/2"

8" CONC. SLAB,SEE PLAN12" CONC. SLAB,

SEE PLAN

WALL PURLINS TO BE DESIGNED ANDSUPPLIED BY PRE - ENGINEERED BUILDINGMANUFACTURER (TYP.)

METAL WALL PANELLING TO BE DESIGNEDAND SUPPLIED BY PRE-ENGINEERED BUILDINGMANUFACTURER (TYP.)


CONCRETE PIER

CONCRETE FOOTER

11

8"(T

YP.

)


B.2 B.3 B.4A.1 C.1

STEEL FRAME TO BE DESIGNED AND SUPPLIED BYPRE-ENGINEERED METAL BUILDING MANUFACTURER -RESTRICT FRAME LATERAL DRIFT TO H/200 MAX (TYP.)

ROOF PURLINS TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED METAL

MANUFACTURER

METAL ROOF DECK TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED BUILDINGMANUFACTURER

STEEL FRAME TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED METALBUILDING MANUFACTURER - RESTRICT

FRAME LATERAL DRIFTTO H/200 MAX (TYP.)

8 " CONC. SLAB, SEEPLAN

121

121

FULLY COMPACTEDSUBGRADE - SEE TYPICALSLAB DETAIL

WASH BAY AREA

EO

CLI

NE

EO

CLI

NE

CONCRETE PIER

CONCRETE PIER

CONCRETE FOOTER

CONCRETE PIER

CONCRETE FOOTER

1/2" ISOLATION JOINT(TYP.)

1/2" ISOLATIONJOINT (TYP.)

1/2" ISOLATIONJOINT (TYP.)

19' - 0" 10' - 0" 10' - 0" 19' - 0"

58' - 0"

WALL PURLINS TO BE DESIGNED ANDSUPPLIED BY PRE - ENGINEERED BUILDINGMANUFACTURER (TYP.)

METAL WALL PANELING TO BE DESIGNED ANDSUPPLIED BY PRE-ENGINEERED BUILDINGMANUFACTURER (TYP.)


AT

PO

RTA

LFR

AM

ES

MIN

.CLE

AR

HE

IGH

T

8"(T

YP.

)

CONCRETE FOOTER STEPPED FOOTING -REFER TYPICAL DETAIL ON S-503

WASH BAY EAVE LEVEL87' - 0"

15'-7

"


© Mott MacDonald


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Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


1/4" = 1'-0"

S-402

VS

AMS SK

DWH

JJK

P01

BKM

CROSS SECTIONGARAGE - STRUCTURAL

SHEET 02

10/17

10/17

10/17

10/17

10/17

10/17


1/4" = 1'-0"4 SECTION ( AT GRID LINE B.1)

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

840 2

1/4" = 1'-0"3 SECTION (AT COLUMN LINE 14)(S-201)

NOTES:-

1. SEE DRAWING S-001 FOR GENERAL NOTES TO BE INCORPORATED INTOWORK.

(S-201)

LEGEND

EOC EDGE OF CONCRETE


C

2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER

5" CONC. SLAB ONGRADE, SEE PLAN

SITE PAVING -SEE CIVIL DWGS.

CMU KNEE WALL -SEE ARCH. DWGS.

THICKENED SLABBENEATH EXTERIOR WALL

KEYWAY - TYP.

#4 DOWELS@ 12" O.C.

(3) #6's CONT.2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER

#4 @ 12" O.C.

#4 @ 12" O.C.

12"

.8" CONCRETE WALL W/ (2) #6 T&BAND #4 @ 12" O.C. EACHWAY

(CENTERED) - TYP.

(3) #6's CONT.

#4 @ 12" O.C.

SEE PLAN FOR ELEV.

PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE - TYP.

8" MIN.

#4 DOWELS @12" O.C.,

5" CONC. SLAB ONGRADE, SEE PLAN TOP OF FINISH FLOOR

- SEE PLAN

1

2

1

2

CMU WALL DOWEL-SEE ARCH. DWGS.

#4 @ 12" O.C.

B

C

CONCRETE FOOTER,SEE PLAN FOR SIZEAND REINFORCING

CONCRETE PIER, SEE PLANAND DETAILS FOR SIZE

AND REINFORCING

CONCRETE WALL BEYOND, CONTINUEREINFORCING THROUGH PIER (TYPICAL)

GRADE

CMU KNEE WALL - SEE ARCH. DWGS.

PEMB STEEL FRAME - SEE PLAN

5" CONCRETE SLABON GRADE - SEE PLAN


8" SECONDARY POUR

.

TOP OF FINISH FLOOR- SEE PLAN2" 3"

PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE

SEE PLAN FOR ELEV.

B B

(3) #6's CONT.




CMU DOWEL -SEE ARCH. DWGS.

GRADE

8" CONCRETE WALL W/ (2) #6 T&BAND #4 @ 12" O.C. EACH WAY

(CENTERED) .

#4 @ 12" O.C.

PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE


TOP OF FINISH FLOOR- SEE PLAN

SEE PLAN FOR ELEV.

54

METAL STUD WALL -SEE ARCH. DWGS.

5" CONCRETE SLAB ONGRADE - SEE PLAN



2' - 6"


PEMB STEEL COLUMN - SEE PLAN

CONCRETE FOOTERSEE PLAN FOR SIZEAND REINFORCING

CONCRETE WALL BEYOND,CONTINUE REINFORCING

THROUGH PIER - (TYPICAL).


AND REINFORCING PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE

12" SECONDARY POUR


SEE PLAN FOR ELEV.

2"

3"

CONCRETE COLUMN ENCASEMENT -SEE TYPICAL DETILS ON DWG. S-503

54

(3) #6's CONT.

METAL STUD WALL -SEE ARCH. DWGS.





8" CONCRETE WALLW/ (2) #6 T&B AND #4 @ 12" O.C.

EACHWAY (CENTERED) - TYP. .

2' - 6"


#4 @ 12" O.C.



SEE PLAN FOR ELEV.

8" CONCRETE WALLW/ (2) #6 T&B AND #4 @ 12" O.C.

EACH WAY (CENTERED) .

#4 DOWELS @ 12" O.C.


KEYWAY

12" CONC. SLAB ONGRADE, SEE PLAN


(3) #6's CONT.


#4 @ 12" O.C.


SEE PLAN FOR ELEV.

THRESHOLD FRAME

A

CONCRETE FOOTERSEE PLAN FOR SIZEAND REINFORCING


THROUGH PIER - (TYPICAL)


AND REINFORCING


.

GRADE / SITE PAVING -SEE CIVIL DWGS.


PEMB STEELFRAME - SEE PLAN

8"/12" CONC. SLAB ONGRADE, SEE PLAN


8"/12" SECONDARY POUR


SEE PLAN FOR ELEV.

2" 3"


D

9


1/2" ISOLATION JOINT1/2" ISOLATION JOINT

12" CONC. SLAB,SEE PLAN



AND REINFORCING


12" SECONDARY POUR



SEE PLAN FOR ELEV.

2" 3"


C

SLOPE SLOPE

6" HEAVY DUTY PREFABRICATED TRENCH DRAIN &COVER WITH HS20-44 LIVE LOAD CAPACITY - SEEPLUMBING DWGS. FOR DRAIN TYPE & SIZE


.

1

1 12" MIN.

B

6"

1' - 6"

A.1

8" CONCRETE WALL W/ (2) #6 T&BAND #4 @ 12" O.C. EACHWAY

(CENTERED)

#4 @ 12" O.C.


.

#4 DOWELS @ 12" O.C.

KEY WAY


1

2


(3) #6's CONT.

PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE - TYP.

SEE PLAN FOR ELEV.

THRESHOLD FRAME

C.1


© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


S-403

VS

AMS SK

DWH

JJK

P01

BKM

SECTIONSGARAGE - FOUNDATION

SHEET 01

10/17

10/17

10/17

10/17

10/17

10/17


3/4" = 1'-0"

3/4" = 1'-0"5 SECTION

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

320 1

3/4" = 1'-0"6 SECTION 3/4" = 1'-0"7 SECTION

3/4" = 1'-0"8 SECTION 3/4" = 1'-0"9 SECTION 3/4" = 1'-0"10 SECTION

3/4" = 1'-0"11 SECTION 3/4" = 1'-0"12 SECTION

3/4" = 1'-0"13 SECTION

3/4" = 1'-0"14 SECTION

(S-201) (S-201)(S-201)

(S-201)(S-201) (S-201)

(S-201) (S-201) (S-201)

(S-201)


SLOPE SLOPE

1 3/4" X1 3/16" GALV. STEELBANDED BAR GRATING W/1 3/16"

BAR SPACING (TYP. AT TRENCH DRAIN) 2' - 0"

VA

RIE

S

12" TYP.12 "MIN

Ld MIN.

#4 @ 12" O.C. EACHWAY

1

1


L2X2X1/4" GALVINIZED EMBED.ANGLE W/4" STRAP ANCHORSOR HEX HEAD STUDS @ 16" O.C.(CONT. ON ALL SIDES OF TRENCH DRAIN)

SEE PLUMBING DRAWINGSFOR LOCATION AND SIZE

12 13

8" CONCRETE WALLW/ (2) #6 T&B & #4 @ 12" O.C.

EACHWAY (CENTERED)



CMU KNEE WALL - SEEARCH. DWGS.



1' - 8"

(3) #6's CONT.

#4 @ 12" O.C.



SEE PLAN FOR ELEV.

CMU WALL DOWEL - SEE ARCH.

12 13


CONCRETE PIER, SEE PLANAND DETAILS FOR SIZEAND REINFORCING



CMU KNEE WALL - SEE ARCH. DWGS.






THROUGH PIER - (TYPICAL).


8" SECONDARY POUR

1' - 8"

SEE PLAN FOR ELEV.

2" 3"


12 13 14

PRECAST MANHOLE BYOTHER'SSEE CIVIL DWGS

1

1





GRADE

1/2" ISOLATION JOINTMANHOLE COVERS BYOTHERS - SEE CIVIL DWGS




1'-4

"

MANHOLE COVERS BYOTHERS - SEE CIVIL DWGS

2'-0" X 1'-0" THK. CONT.CONCRETE FOOTER -

SEE SECTION 7 / DWG. S-403

8" CONCRETE WALL - SEESECTION 7/DWG. S-403

CONCRETE FOOTER,SEE PLAN FOR SIZE AND

REINFORCING


AND REINFORCING

SEE PLAN FOR ELEV.

SEE PLANFOR ELEV.

.

CMU WALL DOWEL - SEE ARCH.REINFORCING IN THICKENEDSLAB SECTION TO MATCHREINFORCING IN 8" CONCRETESLAB ON GRADE

PROVIDE (3) ADD'L #4 CIRC. BARSAROUND MANHOLE OPENING -TYP.



12" SECONDARY POUR

12" (MIN.) 12" (MAX.) 3' - 0" 12" (MAX.) 3' - 4" 12" (MAX.) 3' - 0" 12" (MAX.) 12" (MIN.)

6'-0

"

5' - 0" 5' - 0"


© Mott MacDonald


Title

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Client

Dwg check

Designed

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Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


3/4" = 1'-0"

S-404

VS

AMS SK

DWH

JJK

P01

BKM

SECTIONSGARAGE - FOUNDATION

SHEET 02

10/17

10/17

10/17

10/17

10/17

10/17


3/4" = 1'-0"15 SECTION

3/4" = 1'-0"16 SECTION

3/4" = 1'-0"17 SECTION

3/4" = 1'-0"18 SECTION

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

320 1

(S-201)

(S-201)

(S-201)

(S-201)





2 X 6 @ 16" O.C. WOOD STUD WALL.


1'-0" CONCRETE WALL W/ #4@ 12" O.C. EACH FACE, EACH WAY

GRADE

BRICK VENEER -SEE ARCH DWGS.

2 X 6 WOOD PLATE W/ 1/2" DIA. ANCHORBOLTS (F1554, Fy=36ksi) @ 32" O.C.

- 8" MIN. EMBEDMENT(PROVIDE AN ANCHOR BOLT WITHIN 12"

OF END OF EACH PLATE SECTION)

(4) #6's CONT.

2'-4" 1'-0" THK.CONT.CONCRETE FOOTER

SEE PLAN FOR ELEV.

.

8"

# 4 @ 12" O.C.

2'-4" X 1'-0" THK.CONT.CONCRETE FOOTER

SEE PLAN FOR ELEV.




2 X 6 @ 16" O.C. WOOD STUD WALL.


BRICK VENEER -SEE ARCH DWGS.




1'-0" CONCRETE WALL W/ #4@ 12" O.C. EACH FACE, EACH WAY

(4) #6's CONT.

.

6"6"

GRADE

8"

# 4 @ 12" O.C.

# 4 @ 12" O.C.


(CENTERED) - TYP.

PROVIDE ROUGHEN SURFACE ATWALL/FOOTER INTERFACE - TYP.

2 X 6 @ 16" O.C. WOOD STUD WALL

2'-0" X 1'-0" THK.CONT. CONCRETEFOOTER


# 4 DOWELS @ 12" O.C.


.

(3) #4's CONT.

SEE PLAN FOR ELEV.

12

8"





.

(3) #4's CONT.

# 4 @ 12" O.C.


(CENTERED) - TYP.





2'-0" x 1'-0" THK. CONT.CONCRETE FOOTER

SEE PLAN FOR ELEV.


.


1/2" ISOLATIONJOINT

1'-0" CONCRETE WALL W/ #4 @ 12"O.C. EACH FACE, EACH WAY

2'-4" x 1'-0" THK. CONT.CONCRETE FOOTER


(3) #5 BAR EACHWAY

(2) #5 BAR

3' - 0"

1'-0

"

6" 1' - 6" 6"

2 X 6 WOOD PLATE W/ 1/2" DIA. ANCHORBOLTS (F1554, Fy=36ksi) @ 32" O.C.- 8" MIN. EMBEDMENT(PROVIDE AN ANCHOR BOLT WITHIN 12"OF END OF EACH PLATE SECTION)

.


(4) #6's COUNT.

SEE PLANFOR ELEV.

6" 6"

BRICK VENEER -SEE ARCH. DWGS.

GRADE

8"

# 4 @ 12" O.C.

SITE PAVING - SEE CIVILDRAWINGS

2'-4" 1'-0" THK.CONT.CONCRETE FOOTER

SEE PLAN FOR ELEV.

@ 12" O.C. EACH FACE, EACH WAY1'-0" CONCRETE WALLW/#4



# 4 DOWELS @ 12" O.C.

(4) #6's CONT.

# 4 @ 12" O.C.


© Mott MacDonald


Title

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Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


S-405

BS

AMS SK

DWH

JJK

P01

BKM

FOUNDATION SECTIONSDATA CENTER

10/17

10/17

10/17

10/17

10/17

10/17


3/4" = 1'-0"

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

320 1

3/4" = 1'-0"19 SECTION

3/4" = 1'-0"20 SECTION

3/4" = 1'-0"21 SECTION

3/4" = 1'-0"22 SECTION

(S-202)

(S-202)

(S-202)

(S-202)

3/4" = 1'-0"24 SECTION(S-202)

3/4" = 1'-0"23 SECTION(S-202)


2 X CONT. WOOD BOARD


(2) 2 X 6 WOOD TOP PLATE,LOCATE SPLICE ONLY AT VERT.STUD (STAGGER SPLICE)

PREFABRICATED WOODTRUSSES, SEE PLAN

5/8" APA RATEDPLYWOOD SHEATHING

FASTEN TRUSS TO TOP PLATE W/SIMPSON TBE6 TRUSS BEARINGENHANCER - TYP. EACH END OF

TRUSS (PROVIDE 2 EACH ATDOUBLE TRUSS LOCATIONS)

2X12 WOOD BLOCKINGBETWEEN TRUSSES,

TOENAIL BLOCKING TOTRUSSES EACH END - TYP.


2" X CONT. WOOD BOARD


WOOD STUD WALL BEYOND

(2) 2 X 6 WOOD TOP PLATE,

PRE-FABRICATED WOODTRUSSES, SEE PLAN

2X12 WOOD BLOCKING


FASTEN BLOCKING TO TOP PLATE W/ SIMPSON'LTP5' BOUNDARY CLIP - TYP. @ EACH BLOCKING

PANEL CENTERED BETWEEN TRUSSES

5/8" APA RATED PLYWOODSHEATHING

(6) 10d COMMON NAILS

2 x 6 DIAGONAL WOODBRACING @ 4'-0" O.C.


2 x WOOD BRACE CONNECTION TOBOTTOM CHORD OF TRUSSES - PERPRE-FABRICATED TRUSSMANUFACTURER DESIGN

PRE-FABRICATED WOODGIRDER TRUSS, SEE PLAN


2 x WOOD BOARD - CONT.(2) 2 x 6 WOOD TOP PLATE, LOCATE

SPLICE ONLY AT VERT. STUD(STAGGER SPLICE)

WOOD BLOCKING BETWEEN STUDS



2 x 6 @ 16" O.C. WOOD STUD WALL

(2) 2 x 6 WOOD TOP PLATE, LOCATESPLICE ONLY AT VERT. STUD

(STAGGER SPLICE)

2 x CONT. WOOD BOARD

2 x WOOD BLKG.2 x 6 @ 16" O.C LADDERFRAMING

FASTEN SHEATHING TOBRACE BLOCKING WITH (4)10d COMMON NAILS - TYP. 2 x 6 WOOD BLOCKING

@ 4'-0" O.C.

SIMPSON 'LUS'HANGER - TYP.

FASTEN LADDER FRAMING TO TOP PLATEW/ SIMPSON 'H2.5T' HURRUCANE TIE - TYP.

16d NAILS @ 6" O.C.

(2) 2 x 6 CONT. HORIZONTAL BRACELOCATED AT MIDSPAN OF WALL

(4) - 10 d NAILS - TYPICALAT EACH STUD


FASTEN BLOCKING TO TOP PLATE W/SIMPSON 'LTP5' BOUNDARY CLIP - TYP. @

EACH BLOCKING PANEL CENTEREDBETWEEN LADDER FRAMING


(2) 2 x 6 WOOD TOP PLATE


WOOD STUD WALL BEYONDPRE-FABRICATED WOODGIRDER TRUSS BEYOND

LADDER FRAMING BEYOND

2 x WOOD BLOCKING

SIMPSON 'DTC' ROOF TRUSS CLIP - TYP. AT ALLBOTTOM TRUSS CHORD TO WALL INTERSECTIONS

(STAGGERED EACH TRUSS FACE)PRE-FAB WOOD TRUSSES, SEE PLAN

(2) 2 x 6 WOOD TOP PLATE, LOCATE SPLICE ONLYAT VERT. STUD (STAGGER SPLICE)




2 x 6 DIAGONAL WOODBRACING @ 4'-0" O.C.


2 x WOOD BRACE CONNECTED TOBOTTOM CHORD OF TRUSSES - PERPRE-FABRICATED TRUSSMANUFACTURER DESIGN



2 x WOOD BOARD - CONT.(2) 2 x 6 WOOD TOP PLATE, LOCATE

SPLICE ONLY AT VERT. STUD(STAGGER SPLICE)

WOOD BLOCKING BETWEEN STUDS

2 x 6 CONT.LEDGER BOARD



(2) 2 x 6 WOOD TOP PLATE, LOCATESPLICE ONLY AT VERT. STUD

(STAGGER SPLICE)


2 x WOOD BLKG.2 x 6 @ 16" O.C. LADDERFRAMING

FASTEN SHEATHING TOBRACE BLOCKING WITH (4)10d COMMON NAILS - TYP. 2 x 6 WOOD BLOCKING

@ 4'-0" O.C.


MAX.

8"PRE-FABRICATEDWOOD TRUSSES,

SEE PLAN


2 x 6 @ 16" O.C.LADDER FRAMING


2 x CONT. WOODBOARD

2 x WOODBLOCKING

SIMPSON 'H2.5T'HURRICANE TIE - TYP.

(2) 2 x 6 WOOD TOP PLATE,LOCATE SPLICE ONLY AT VERT.

STUD (STAGGER SPLICE)





SIMPSON 'H2.5T'HURRICANE TIE - TYP.

16 d NAILS @ 6" O.C.

(2) 2 x 6 CONT. HORIZONTAL BRACELOCATED AT MIDSPAN OF WALL

(4) - 10 d NAILS -TYPICAL AT EACH STUD

(4) - 10 d NAILS - TYPICALAT EACH STUD


© Mott MacDonald


Title

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Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


S-406

BS

AMS SK

DWH

JJK

P01

BKM

FRAMING SECTIONSDATA CENTER

10/17

10/17

10/17

10/17

10/17

10/17


3/4" = 1'-0"

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

320 1

3/4" = 1'-0"25 SECTION ( @ TRUSS) 3/4" = 1'-0"26 SECTION (BETWEEN TRUSSES)

3/4" = 1'-0"27 SECTION (LADDER FRAMING)

3/4" = 1'-0"28 SECTION (BETWEEN LADDER FRAMING)

3/4" = 1'-0"29 SECTION

3/4" = 1'-0"30 SECTION (@ LADDER FRAMING)

(S-202) (S-202)

(S-202)

(S-202)

(S-202)

(S-202)


8

D

FROST WALLFOOTER

FROST WALL

8"8"

8"

2'-0

"

(20) - # 8 VERT.& DOWELS

#4 TIE SETS (6 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503

FOR TIE LAYOUT

2'-0

"

4'-6

"

3' - 10" 5' - 2"

9' - 0"

P-1

F-3

1' - 3" 2' - 7"

A

9

(5) - #4 BARS

B.3

F-2

P-4

7' - 0"

7'-0

"

11" 11"


FOR TIE LAYOUT


3'-6

"3'

-6"

131/

2"13

1/2"

7

6

10

9

118

(3)-

#4B

AR

S

14

B.2

FROST WALL FOOTER

FROST WALL

P-12

1'-3

"1'

-3"


FOR TIE LAYOUT


2'-3

"2'

-3"

F-4

2' - 2" 4"

8" 8" 8"

2' - 0"

1' - 10"

B.4

5

D

4

4'-2

1/2"

6' - 0"

P-3

F-1

2' - 6"

FROST WALL FOOTER

FROST WALL


FOR TIE LAYOUT

(10) - #8 VERT.& DOWELS

2' - 9 1/2"

8"8"

8"

2'-0

"

6 1/2" 12 1/2"

1'-9

"

2' - 0"

8" 8"

A

13 1212 13

B.3

8" 8" 8"

2' - 0"

3'-6

"3'

-6"

7'-0

"

1' - 8"

FROST WALL FOOTER

FROST WALL

P-5

F-2

1' - 10"

1'-1

1/2"

1'-1

1/2"

#4 TIE SETS (3 PER SET) -SEE TYPICAL PIER TIESPACING DETAIL ONDRAWING S-503 FOR TIELAYOUT


5 1/2"

5 4

B

FROST WALL FOOTER

FROST WALL

FROST WALL

FROST WALL FOOTER

P-6


#4 TIE SETS (3 PER SET) - SEETYPICAL PIER TIE SPACING

DETAIL ON DRAWING S-503 FORTIE LAYOUT

2'-0

"

8" 8" 8"

2' - 0"

1' - 8"

1'-8

"

2' - 10 1/2"

2'-1

0"

F-1 8"8"

8"

6' - 0"

4'-2

"1'

-10"C 1' - 2 1/2"

1

3' - 0" 3' - 0"

54

B

FROST WALL FOOTER

FROST WALL

#4 TIE SETS (4 PERSET) - SEE TYPICALPIER TIE SPACINGDETAIL ON DRAWINGS-503 FOR TIE LAYOUT


8"8"

8"

2'-0

"

8" 8" 8"

1'-8

"

2' - 4"

2' - 6"

P-7

6 1/2"

2' - 0"

F-3

3' - 9 1/2"

2'-1

0"3'

-0"

C

P-2

#4 TIE SETS (3 PER SET)- SEE TYPICAL PIER TIESPACING DETAIL ONDRAWING S-503 FORTIE LAYOUT


3' - 2 1/2"

1'-2

"

1'-1

0"

1' - 9"

2'-0

"

B.1

14

C.1

FROST WALL

FROST WALL FOOTER



FROST WALL

FROST WALL FOOTER

8"8"

8"

2'-0

"

3'-5

"

3' - 9" 1' - 3"

5 1/2"

2' - 6"

1'-1

0"

F-2

P-11

4'-9

"2'

-3"

A.1

10

D

FROST WALL

FROST WALL FOOTER

F-1

P-21'-9

"

1' - 0" 1' - 0"

3' - 0" 3' - 0"

6' - 0"

2'-1

01/

2"

8"8"

8"

2'-0

"

#4 TIE SETS (3 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503 FORTIE LAYOUT


A

11

7

61

13

B.1

B

3

F-6


#4 TIE SETS (4 PER SET) - SEETYPICAL PIER TIE SPACING

DETAIL ON DRAWING S-503 FORTIE LAYOUT

3' - 4"

1'-8

"

8' - 0"

3'-1

0"

8"8"

8"

2'-0

"

FROST WALL FOOTER

FROST WALL

P-9

1' - 2"

4' - 6"

B.1

12 13

A.1

8"

5 1/2"6 1/2"

1' - 8"


#4 TIE SETS (4 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503FOR TIE LAYOUT

FROST WALL

FROST WALL FOOTER

FROST WALL

FROST WALL FOOTER

8"8"

8"

2'-0

"

2' - 6"

1'-1

0"P-10

7'-0

"

4'-9

"

8" 8"

2' - 0"

F-2

3' - 9"1' - 3"

2

B

A.1

P-8A

F-5

5' - 3 1/2" 4' - 2 1/2"

4'-1

"3'

-5"

1' - 8" 1' - 6 1/2"

8"8"

8"

2'-0

"

5'-0

"

FROST WALLFOOTER

FROST WALL


#4 TIE SETS (4 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503FOR TIE LAYOUT

(10) - # 7 VERT.& DOWELS #4 TIE SETS (3 PER SET) - SEE

TYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503FOR TIE LAYOUT

8" 8" 8"

2' - 0"

P-9

FROST WALL

FROST WALL FOOTER1'

-8"

3' - 4"

2'-4

"

2' - 2"

B.1

4'-4

"

C

3

C.1

F-5

P-9

P-8A

5' - 3" 4' - 3"

9' - 6"

FROST WALL FOOTER

FROST WALL



2'-4

"

2' - 2" 1' - 2"

1' - 0"5'-0

"



8" 8" 8"

2' - 0"

FROST WALLFROST WALL FOOTER

4' - 4 1/2"

1' - 11 1/2"

B.5

C

P-8

F-7


#4 TIE SETS (3 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503 FORTIE LAYOUT

8" 8" 8"

2' - 0"

1' - 0"

1'-0

"

1'-0

"

8"8"

8"

2'-0

"

FROST WALL FOOTER

FROST WALL

B

1' - 0"

7'-8

"C


P-8AF-7

#4 TIE SETS (3PER SET - SEETYPICAL PIER TIE SPACING DETAIL

ON DRAWING S-503 FOR TIE LAYOUT

FROST WALL FOOTER

FROST WALL

8"8"

8"

2'-0

"

2'-4

"

1' - 0"

8" 8" 8"

2' - 0"


© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


1/2" = 1'-0"

S-501

VS

AMS SK

DWH

JJK

P01

BKMPIER DETAILS

10/17

10/17

10/17

10/17

10/17

10/17


1/2" = 1'-0"1 Footing & Pier Detail - P-1, F-3 1/2" = 1'-0"4 Footing & Pier Detail - P-4, F-2

1/2" = 1'-0"12 Footing & Pier Detail - P-12, F-4

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

420 1




1/2" = 1'-0"7 Footing & Pier Detail - P2/P-7, F-3



1/2" = 1'-0"9 Footing & Pier Detail - P-9, F-6, 1/2" = 1'-0"10 Footing & Pier Detail - P-10, F-2

1/2" = 1'-0"13 Footing & Pier Detail - P-8A, P-9, F-5

1/2" = 1'-0"14 Footing & Pier Detail - P-9, P-8A, F-5


1/2" = 1'-0"15 Footing & Pier Detail - P-8A, F-7


PROVIDE 1" CLEAR COVER FOR MESH SET MESHON BOLSTERS / CHAIRS TO MAINTAIN POSITION

6" COMPACTED DRAINAGE COURSE15MIL CLASS A STEGO WRAP VAPORBARRIER OR APPROVED EQUAL

13" MIN. FULLY COMPACTED ENGINEERED / SELECTSTRUCTURAL FILL.(FINAL DEPTH OF FILL TO BE DETEREMINED BY AQUALIFIED GEOTECHNICAL ENGINEEER BASED ONEXISTING BEARING SURFACE CONDITION AND THERECOMMENDAITIONS OF THE REFERENCED SOILREPORT.)

PROOF - ROLLED EXISTING GRADE

STABILIZATION / SEPARATIONGEOTEXTILE - SEE GEOTECHNICAL

REPORT

CUT LINE

TYPICAL 5" SLAB ON GRADE DETAILSCALE 1/2" = 1'-0"

5" CONC. SLABON GRADE

WWF 4 X 4 - W4 XW4 SET REINF. ON BOLSTERS /CHAIRS TO MAINTAIN POSITION


8" MIN. FULLY COMPACTED ENGINEERED / SELECTSTRUCTURAL FILL.(FINAL DEPTH OF FILL TO BE DETEREMINED BY A QUALIFIEDGEOTECHNICAL ENGINEEER BASED ON EXISTING BEARINGSURFACE CONDITION AND THE RECOMMENDAITIONS OF THEREFERENCED SOIL REPORT.)PROOF - ROLLED EXISTING GRADE

STABILIZATION / SEPARATIONGEOTEXTILE - SEE

GEOTECHNICAL REPORT

CUT LINE

TYPICAL 8" SLAB ON GRADE DETAIL

# 4 @ 12" O.C.

SCALE 1/2" = 1'-0"



FULLY COMPACTED ENGINEERED /SELECT STRUCTURAL FILL WHEREREQUIRED

VAPOR BARRIER

6" COMPACTED DRAINAGE COURSE

PROVIDE 1" CLEAR COVER FOR MESH - SET MESH ONBOLSTERS/CHAIRS TO MAINTAIN POSITION

CONC. SLAB, SEE TYPICAL SLAB DETAIL ON THIS DWG.(THICKNESS = t)

t

2' - 6"2' - 6"

THIC

KEN

DS

LAB

SEE

AR

CH

.DW

GS

.S

LAB

DEP

RES

SIO

N

WELDED WIRE FABRIC

TYPICAL THICKENED SLAB DETAIL AT RECESSSCALE 1/2" = 1'-0"

THICKEN SLAB TO 8"

COMPACTED DRAINAGE COURSEVAPOR BARRIER


FULLY COMPACTED ENGINEEREDSELECT STRUCTURAL FILL

WHERE REQUIRED

TYPICAL 5" SLAB CONSTRUCTION JOINT DETAIL

CONT. KEYWAY

8"

5"

CONCRETE SLAB SEE PLAN

2' - 0"2' - 6" 2' - 6"

SCALE 1/2" = 1'-0"

ALL REINFORCING SHALL BE CONTINUOUSTHROUGH JOINT AS SHOWN

ALL REINFORCING SHALL BECONTINUOUS THROUGH JOINT AS SHOWN

COMPACTED DRAINAGE COURSEVAPOR BARRIER



TYPICAL 8"/12" SLAB CONSTRUCTION JOINT DETAIL

CONT. KEYWAY

d

8"/12" CONCRETE SLAB,SEE PLAN

SCALE 1/2" = 1'-0"

5"

SAWCUT

COMPACTED DRAINAGE COURSE

VAPOR BARRIER


PROOF - ROLLED EXISTING GRADESTABILIZATION / SEPARATION

GEOTEXTILE - SEE GEOTECHNICALREPORT

TYPICAL 5" SLAB CONTROL JOINT DETAIL

CONCRETE SLAB SEE PLAN

d

1-

SCALE 1/2" = 1'-0"

6" COMPACTED DRAINAGE COURSE15MIL CLASS A STEGO WRAP VAPOURBARRIER OR APPROVED EQUAL



TYPICAL 8"/12" SLAB CONTROL JOINT DETAIL

d

8"/12" CONCRETE SLAB,SEE PLAN

INTERRUPT TOP REINFORCING AT JOINT

SAWCUT

1-

SCALE 1/2" = 1'-0"

TYPICAL ANCHOR BOLT DETAIL

WELD NUT AND WASHER TO BAR

3/4" DIA. F-1554 ANCHOR BOLTSGRADE 36

UN

O

12"E

MBE

DM

EN

T

TOP OF CONCRETE

6"

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

TOP OF COLUMNBASE PLATE

PLATE WASHER ANDDOUBLE NUT - TYPICAL

TYPICAL FOUNDATION WALL CONSTRUCTION DETAIL

PROVIDE WATERSTOP WHEN EXTERIORGRADE IS ABOVE FINISHED FLOOR

2" x 4" CONT. KEYWAY

ALL REINFORCING SHALL BE CONTINUOUSTHROUGH JOINT AS SHOWN

SCALE 1/2" = 1'-0"

SCHEDULE

PER LAP SPLICE

CORNER BARS SAME SIZE ANDSPACING AS WALL REINFORCING X4'-0" LG. EACH LEG

CORNER BARS SAME SIZE AND SPACING ASWALL REINFORCING X 4'-0" LG. EACH LEG

WALL REINF.(SEE SECTIONS)

CONC. FDTN.WALL

TYPICAL WALL CORNER REINFORCING DETAILSCALE 1/2" = 1'-0"

TOP

OF

FOO

TIN

G

18"M

IN.

DR

OP

FOO

TIN

GA

SR

EQ

'DTO

AC

CO

MAD

ATE

PIP

ELO

CA

TIO

N

SIZE OPENING DIA. 4" LARGER THAN PIPE O.D.GROUT SOLID & CAULK @ BOTH INSIDE &OUTSIDE FACES.

3"M

IN.(

TYP

.)

3" MIN. (TYP.)

(TYP.)

2' - 6"

FOOTING

#4 BARS

CONCRETEFOUNDATION WALL

#4 BARS(FULL HEIGHT)

TYPICAL PIPE PENETRATION DETAILSCALE 1/2" = 1'-0"

TOP OF FOOTER LINEWEIGHTIS WRONG. SHOULD MATCH

OTHER LINES IN DETAIL

d

4d OR (2 1/2") MIN.)

D

BAR SIZE D

#3 THRU #8 6d

#9 THRU #11 8d

#14 & #18 10d

d

D

BAR SIZE D

#3 THRU #8 6d

#9 THRU #11 8d

#14 & #18 10d

12d

D/2

180° HOOK 90° HOOK

TYPICAL BAR HOOK DETAILSCALE 1/2" = 1'-0"

CONCRETE WALL

ISOLATION JOINT

CONCRETE PIER

SECONDARY POUR

C.J

.

STEEL COLUMN

TYPICAL HAIRPIN DETAIL

2 Ld

(2) #7 HAIR PINS

SCALE 1/2" = 1'-0"

S-502

A

BACKER ROD

1/4

d

APPLY SEALENT FLUSH WITHTOP OF CONCRETE SLAB

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

SAWCUT

SECONDARY POUR

CONCRETE SLAB ONGRADE - SEE PLAN


(2) #7 HAIR PINS -CENTER IN SLAB


PEMB STEEL FRAME

CONCRETE PIER,SEE PLAN

CONCRETE FOOTER,SEE PLAN

SET REINF. ON BOLSTERS /CHAIRS TO MAINTAIN POSITION


6" MIN. FULLY COMPACTED ENGINEERED / SELECTSTRUCTURAL FILL.(FINAL DEPTH OF FILL TO BE DETEREMINED BY AQUALIFIED GEOTECHNICAL ENGINEEER BASED ONEXISTING BEARING SURFACE CONDITION AND THERECOMMENDAITIONS OF THE REFERENCED SOIL REPORT.)


STABILIZATION / SEPARATIONGEOTEXTILE - SEE GEOTECHNICAL

REPORT

CUT LINE

TYPICAL 12" SLAB ON GRADE DETAIL

# 5 @ 12" O.C.

SCALE 1/2" = 1'-0"



© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


S-502

VS

AMS SK

DWH

JJK

P01

BKM

DETAILSSTRUCTURAL TYPICAL

SHEET 01

10/17

10/17

10/17

10/17

10/17

10/17


As Indicated

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

420 1

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

10 2

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

320 1

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

SCALE: 3" = 1'-0"

0 1


TOP BARS OTHER BARS

EMBEDMENT LAP

4000 psi

# 3

BAR SIZE

# 4

# 5

# 6

# 7

# 8

NOTES:

1. TOP BARS ARE THOSE WHICH ARE ORIENTED HORIZONTAL AND HAVE MORE THAN 12" OF CONCRETE BELOW THE BAR.2. SPLICE BOTTOM BARS AT SUPPORTS.3. SPLICE UPPER BARS IN MIDDLE 1/3 OF SPAN.4. WHERE CONCRETE DEPTH PRECLUDES FULL EMBEDMENT, PROVIDE 90° HOOK.5. PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS DESCRIBED IN ACI 318, CHAPTER 7.6. EMBEDMENT AND LAP SPLICE LENGTHS SHOWN ARE APPLICABLE TO ASTM A615 GR. 60 REINFORCING BARS.

THE MINIMUM CLEAR COVER FOR REINF. BARS SHALL BEONE BAR DIAMETER OR THE VALUES TABULATED BELOW,WHICHEVER IS THE GREATER.

SLABS (EXTERIOR)

SLABS EXPOSED TO LIQUIDS

2"

2"

GIRDERS & BEAMS (EXTERIOR TO STIRRUPS) 2"

SLABS (INTERIOR) 2 1/2"

GIRDERS & BMS. (TO STIRRUPS) INTERIOR 1 1/2"

TIED COLUMNS & PIERS (TO TIES)

SURF. EXPOSED TO EARTH & WEATHER 2"

OTHER SURFACES 1 1/2"

FOUNDATION ELEMENTS

FORMED SURFACES 2"

SURF. PLACED AGAINST EARTH 3"

WALLS

SURFACES EXPOSED TO EARTH & LIQUID 2"

SURFACES EXPOSED TO WEATHER 2"

OTHER SURFACES 1"

TYP. CONC. COVER FOR REINF. BARSUNLESS NOTED OTHERWISE ON PLAN,

SECTION OR DETAIL

4000 psi

REINFORCING BAR EMBEDMENT / LAP SPLICE SCHEDULE

4000 psi 4000 psi

EMBEDMENT LAP

18"

25"

31"

37"

54"

62"

24"

32"

40"

48"

70"

80"

14"

19"

24"

28"

42"

47"

18"

25"

31"

37"

54"

62"

4'-0

"

1/2"

MIN

.

8" DIA SCHEDULE 40 PIPECONCRETE FILLED

SEE BASE PLATE DETAIL

CONCRETE

(1) 3/4" DIA A316 S.S. THREADED ROD W/S.S. NUT &WASHER CHEMICAL ANCHORED TO CONCRETE FLOOR.EMBED PER MANUFACTURER'S REQUIREMENTS TODEVELOP FULL TENSILE CAPACITY OF EACH ROD.

1'-4

"

2"6"

6"2"

2" 6" 6" 2"

1' - 4"

C 3/4" DIA RODL

1" THK. BASE PLATE

3/8"

BASE PLATE DETAIL

DIA.

1' - 8"

6"

4'-6

"4'

-0"

1/2"

MIN

.

1"M

IN.

8" DIA SCHEDULE 40 PIPECONCRETE FILLED

FIN. GRADE/SITE PAVING

6 #4

(5) # 6 VERT. BARS

INTERIOR BOLLARD DETAILNOT TO SCALE

EXTERIOR BOLLARD DETAILNOT TO SCALE

NOTE:-

CONTRACTOR TO LOCATE BOLLARD(S) IN FIELD TOADEQUATELY PROTECT FINISHED OPENINGS ATOVERHEAD DOORS.

L3X3X1/4" L 1/2" X 1" x 1/8"TYP3/16"

1' - 0" CONTRACTOR TO COORDINATE 1' - 0"

CONTRACTOR TO COORDINATE

1/2"

PLAN SECTION

CONTRACTOR TO COORDINATE FRAME SIZEWITH P.E.M.B. MANUFACTURER AND OVERHEADDOOR MANUFACTURER SUCH THAT THE O.H.DOOR WILL BE SEATED CORRECTLY(AS SHOWN ON THE ARCH. DWGS)WITHIN THE 1" DEPRESSION CREATED BY THE FRAME

THRESHOLD FRAME DETAILNOT TO SCALE

E.O

.C.

1/4" ANCHOR @ 2'-0" O.C.W/ 5" EMBED. - WELD TO ANGLE

NOTE:1. THRESHOLD FRAME TO BE HOT DIP

GALVANIZED AND PAINTED.

CONCRETE WALL

ISOLATION JOINT 15#FELT BOND BREAKER

CONCRETE PIER SECONDARY POUR

TOOLED JOINTS

CONTRACTION ORCONSTRUCTION JOINTS ONCOLUMN CENTRE LINE SEE PLANC

.J.

STEEL COLUMN

STEEL COLUMN

SECONDARY POUR

TOOLED JOINTS

CONTRACTION ORCONSTRUCTION JOINTS ONCOLUMN CENTER LINE SEE PLAN

ISOLATION JOINT 15#FELT BOND BREAKER

C.J. C.J.

C.J

.

TYPICAL ISOLATION DETAIL

C.J

.

SCALE 1/2" = 1'-0"

CONCRETE PIER 5

A

1' - 5"

(2) #4 'L' BARS - TYP.

(2) #4 DOWELS - TYP.

#4 VERT. DOWEL

PEMB STEEL FRAME

CMU KNEE WALL

1'-7

"

12

5

B.3

COLUMN CONCRETEENCASEMENT

(2) #4 'U' BARS - TYP.

(4) #4 DOWELS EACH SIDE - TYP

1'-1

1"

1' - 8"

PEMB STEEL FRAME

CMU KNEE WALL

12

8

D


(2) #4 'U' BARS - TYP

(4) #4 DOWELSEACH SIDE - TYP

1'-1

0"

CMU KNEE WALL PEMB STEEL FRAME

3' - 6"

9

A

6

ACMU KNEE WALL

(2) #4 'U' BARS - TYP.

(4) #4 DOWELSEACH SIDE - TYP.


PEMB STEEL FRAME

1' - 8"

1'-7

"

D

14

A.1


(2) #4 'L' BARS - TYP.

2' - 4"

1'-8

"

(2) #4 DOWELS - TYP.

#4 VERT. DOWEL

PEMB STEEL FRAME

CMU KNEE WALL

C.1

14

B.4


(2) #4 'U' BARS - TYP.

(4) #4 DOWELS EACH SIDE - TYP.

CMU KNEE WALL

1' - 8"

2'-2

"

PEMB STEELFRAME

B.3

1' - 6"

1'-1

1"


(2) #4 TIE SETS (2 'U' BARSPER SET) - TYP.

(4) #4 DOWELSEACH SIDE - TYP.

PEMB STEEL FRAME




#4 TIE SETS (2 'U' BARSPER SET) - TYP.



#4 DOWELS - TYP.

8"

PEMB STEEL FRAMECOLUMN CONCRETEENCASEMENT

3/4" CHAMFER




'U' / 'L' BARS - TYP.


PEMB STEELFRAME


#4 DOWELS - TYP.

VARIES

12"(

WA

SH

BA

Y)

8"(G

AR

AGE

)

CMU KNEE WALLCOLUMN CONCRETEENCASEMENT

3/4" CHAMFER

D

1'-2

"1'

-6"

1'-2

"1'

-6"

14' - 0"4" 4"

THRESHOLD FRAME

FROST WALL FOOTER

INTERIOR BOLLARD (TYP.)

EXTERIOR BOLLARD (TYP.)

ø8"

ø 8" (TYP.)

TYPICAL BOLLARD LOCATION DETAIL

3' - 0" 1' - 0" 3' - 0" 1' - 0"

1'-0

"1'

-0"

1'-0

"

LAP BARS 4' - 6"

(2) - # 6

(2) - # 6

(2) - # 6

SEE PLAN FORFOOTING ELEV.

TYPICAL STEPPED FOOTING DETAIL

CONCRETE PIER

CONCRETE FOOTER,SEE PLAN

2"TI

ES

@12

"3

@3"

2"

#4 TIE SET SPACING

TYPICAL PIER TIE SPACING DETAIL


© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


N.T.S

S-503

VS

AMS SK

DWH

JJK

P01

BKM


SHEET 02

10/17

10/17

10/17

10/17

10/17

10/17


EXTERIOR COLUMN CONCRETE ENCASEMENT DETAIL IN WASHBAY BUILDING

INTERIOR COLUMN CONCRETEENCASEMENT DETAIL

EXTERIOR COLUMN CONCRETEENCASEMENT DETAIL

INTERIOR COLUMN CONCRETEENCASEMENT DETAIL

EXTERIOR COLUMN CONCRETE ENCASEMENT DETAIL IN GARAGE BUILDING


1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER STORAGE, HANDLING, AND INSTALLATION OF TRUSSES. CONTRACTOR SHALL ENSURETRUSSES ARE NOT STRUCTURALLY DAMAGED DURING ERECTION AND THAT THEY ARE MAINTAINED IN ALIGNMENT BEFORE, DURING AND AFTER INSTALLATION.

2. TRUSSES TO BE DESIGNED FOR ROOF LIVE LOAD AND SNOW LOADS, IN ACCORDANCE WITH THE STRUCTURAL DESIGN CRITERIA SPECIFIED ON THIS SHEETAND "THE BUILDING CODE OF NEW JERSEY (2015)", SNOW LOADING SHALL INCLUDE THE POTENTIAL FOR UNBALANCED SNOW.

3. TRUSSES TO BE DESIGNED FOR WIND AND SEISMIC LOADS. IN ACCORDANCE WITH STRUCTURAL DESIGN CRITERIA SPECIFIED IN THESE DRAWINGS AND"THE BUILDING CODE OF NEW JERSEY (2015)", TRUSS MANUFACTURER TO PROVIDE CONTINUOUS BLOCKING. TIES OR STRUTS TO TRANSFER ANCHORAGELOAD INTO THE DIAPHRAGM FOR THE FOLLOWING ALLOWABLE WIND AND SEISMIC LOADS:

A. WIND : 665 LBS EACH END (PARALLEL TO TRUSS)140 LBS EACH END (PERPENDICULAR TO TRUSS)500 LBS (UPLIFT FORCE FOR WIND)

B. SEISMIC : 110 LBS EACH END (PARALLEL TO TRUSS) 140 LBS EACH END (PERPENDICULAR TO TRUSS)

4. TRUSSES MUST BE DESIGNED AND BUILT BY A REPUTABLE TRUSS MANUFACTURER. ALL TRUSS DESIGN AND DETAILS MUST BE STAMPED ANDSIGNED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF NEW JERSEY.

5. TRUSS COMPONENTS TO BE CONSTRUCTED WITH SPRUCE PINE FIR LUMBER WITH A MINIMUM OF 2" x 6" FOR TOP, BOTTOM CHORDS AND 2" x 4"FOR WEB MEMBERS.

6. TRUSS MANUFACTURER TO SUBMIT STRUCTURAL CALCULATIONS PREPARED BY THE MANUFACTURER'S ENGINEER FOR APPROVAL BYPROJECT ENGINEER. CALCULATIONS SHALL INCLUDE BUT ARE NOT LIMITED TO:

A. DESCRIPTION OF DESIGN CRITERIA USED IN DESIGN OF TRUSSES.B. ENGINEERING ANALYSIS DEPICTING STRESS AND DEFLECTION (STIFFNESS REQUIREMENTS FOR EACH FRAMING APPLICATION).C. SELECTION OF FRAMING COMPONENTS AND ACCESSORIES.D. VERIFICATION OF ATTACHMENTS TO STRUCTURE AND FOR ADJACENT FRAMING COMPONENTS.E. FASTENERS: PROVIDE NUTS, BOLTS, WASHERS, SCREWS AND OTHER FASTENERS WITH CORROSION-RESISTANT PLATED FINISH.

7. TRUSS MANUFACTURER TO SUPPLY BRACING REQUIREMENTS FOR TRUSSES. MATERIAL AND ATTACHMENT BY GENERAL CONTRACTOR.8. TRUSS DESIGN SHALL CONFORM TO THE REQUIREMENTS OF THE A.I.T.C.9. DEFLECTION SHALL NOT EXCEED “1/240 TIMES THE LENGTH OF THE SPAN IN INCHES FOR TOTAL LOAD AND 1/360 TIMES THE LENGTH OF THE

SPAN IN INCHES FOR LIVE LOAD".10. GENERAL CONTRACTOR TO INSTALL TRUSSES AS PER THE RECOMMENDATIONS OF THE TRUSS MANUFACTURER.11. GENERAL CONTRACTOR SHALL NOT INSTALL ROOF TRUSSES UNTIL ALL WALLS ARE CONSTRUCTED, FULLY BRACED AND STABILIZED.

DATA CENTER WOOD TRUSS NOTES

2 X 6 BOTTOM PLATE

5/8"DIA ANCHOR BOLT


2 X 4 WOOD STUD

SIMPSON HOLDOWN

5/8"DIA ANCHOR BOLT

NAIL STUD TO END WALL W/ (2)ROWS OF 16d @ 6" O.C.

2X WOOD POST

2 X WOOD POST WALL PLYWOOD E.N1/2" APA RATED PLYWOODSHEATHING

GYP. BOARD

GYP. BOARD

2 X 6 WOOD STUD

ROOF PANEL SHEATHING SHALL HAVE TONGUE -AND-GROOVE EDGES

ROOF TRUSS TOP CHORD

LONG DIMENSION OF PLYWOOD TO RUN PERPENDICULAR TO TRUSSES

EDGE NAIL (E.N.) @ PLYWOOD. PERIMETER

STAGGER PLYWOOD. JOINTS

FIELD NAIL (F.N.) @ ALL INTERMEDIATE MEMBERS

APA RATED PLYWOOD SHEATHINGBOUNDRY NAIL (B.N.) FORBUILDING. PERIMETER

CONTINOUS WOOD BLOCKING AT PANEL EDGES

CONCRETEFOUNDATION WALL

5/8" DIA ANCHOR BOLT GRADE 36

2 X 6 BOTTOM PLATE

SIMPSON HOLD DOWN ANCHOR INSTALLPER MANUFACTURERSRECOMMENDATIONS

2 x 6 WOOD POST

TOCSEE PLAN

1'-8

"


3 NOS. OF 2"XWOOD HEADERTYPICAL

2"x6" WOOD PLATE W/ 16D NAILS @ 12"O.C.EA 2 X HEADER- STAGGER

INTERIOR GYP. BOARD

2 ROWS OF 16d NAIL @ 12" O.C.

2 ROWS OF16d NAIL @ 12" O.C.

2"X6" WOOD STUD

1/2" PLYWOOD SHEATHING

2 ROWS OF 16d NAIL @ 12" O.C.

2"x6" TOP PLATE

(2) 2"x6" 16d NAILS STAGGERED

3" 3"

6'-0" 6'-0"

Top of Plate75' - 6"

38d NAILS @ 4" O.C @ ALL PANEL EDGES (TYP)

2 x 6 WOOD POST (TYP. EACH END OF SHEAR WALL)"REFER TO PLANS FOR LOCATION"

2 x 6 WOOD STUD @ 16" O.C.

CONNECT PLYWOOD TO 2xWOOD POST W/(2) ROWS8d NAIL @ 4" O/C STAGGERED

SEE TYPICAL SHEAR WALL HOLD DOWN DETAIL FORATTACHMENT OF COLUMN TO FOUNDATION AT WALL ENDS,CORNERS AND INTERSECTING SHEAR WALLS

2 x 6 WOOD STUD @ 16" O.C.

2 x6 WOOD SILL PLATE

8d NAILS @ 12" O.C " AT INTERMEDIATE SUPPORTS (TYP)

(2) 2 x 6 TOP PLATE

1/2" DIA. ANCHOR BOLTS (F1554, Fy=36ksi) AT 32" O.C.(PROVIDE AN ANCHOR BOLT WITHIN 12" OFTHE END OF EACH PLATE SECTION)

TOP OF WALLSEE PLAN

PROVIDE FULL WIDTH SHEETS OFPLYWOOD FROM TOP AND BOTTOM PLATES

CONTINUOUS WOODBLOCKING AT

PANEL EDGES

STAGGERPANEL EDGES

TOP CHORD DL = 15 PSF LL = 20PSF

BOTTOM CHORDDL= 10 PSFLL= 40 PSF

GROUND SNOW LOAD = 30 PSF

TRUSS SUPERIMPOSSED DESIGN LOADS

1'-0

"

1' - 6"

11

(3) - #6 BOTTOMBARS, CONT.

LOAD BEARING METAL STUDWALL (SEE ARCH. DWGS.)

1' - 3"

1'-0

"

11

(2) - #6 BOTTOMBARS, CONT.

LOAD BEARING METAL STUDWALL (SEE ARCH. DWGS.)

CMU WALL -SEE ARCH.

GRADE

FOUNDATIONWALL - PLAN

TYPICAL THICKENED SLAB DETAIL @METAL STUD BEARING WALLS


© Mott MacDonald


Title

Drawn

Eng check

Approved

Drawing Number

Client

Dwg check

Designed

Coordination

Status Rev Security




Scale at ARCH E1

ISELIN,NJ 18830


UNITED STATES

T + 1 800 832 3272F + 1 973 376 1072

Date



381337


As indicated

S-504

BS

AMS SK

DWH

JJK

P01

BKM


SHEET 03

10/17

10/17

10/17

10/17

10/17

10/17


3" = 1'-0"1 TYPICAL SHEAR WALL HOLD DOWN DETAIL

1/2" = 1'-0"4 PLYWOOD ROOF NAILING PLAN

3" = 1'-0"3 TYPICAL WOOD HEADER DETAIL

1" = 1'-0"6 TYPICAL SHEAR WALL PLYWOOD SHEATING NAILING DETAIL

PLAN

ELEVATION

PLAN NAILING STAGGER

SECTION

SCALE: 3" = 1'-0"

0 1

SCALE: 1" = 1'-0"

210

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

420 1


general structural notes:- design loads & deflection

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