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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:
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.
5. SLAB ON GRADE: 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: 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"
PORTAL FRAME BAY (SEE NOTE 11)
26' - 0" 26' - 0" 26' - 0" 24' - 10" 1' - 8"
PORTAL FRAME BAY (SEE NOTE 11)
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.
T/ OF 12" CONCRETE SLABFIN. FLOOR ELEV. +69'-0"
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
T/ OF 5" CONCRETE SLABFIN. FLOOR ELEV. +69'-0"
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
PROVIDE HAIRPIN ATEXTERIOR COLUMN -SEE NOTE 10
PROVIDE HAIRPIN ATEXTERIOR COLUMN -SEE NOTE 10
T/ OF 5" CONCRETE SLABFIN. FLOOR ELEV. +69'-0"
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"
(8) # 5 EA. WAY, TOP & BOTTOM
(9) # 6 EA. WAY, TOP & BOTTOM
(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
MAXIMUM SERVICE LOAD CAPACITY (KIPS)
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
MAXIMUM SERVICE LOAD CAPACITY (KIPS)
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
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.
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
BRIAN FREDERICKS24GE05240700
1/8" = 1'-0"FOUNDATION PLAN
SCALE: 1/8" = 1'-0"
1680 4
34 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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
T/ OF 5" CONCRETE SLABFIN. FLOOR ELEV. +66'-0"
T/ OF 5" CONCRETE SLABFIN. FLOOR ELEV. +65'-0"
T/ OF 5" CONCRETE SLABFIN. FLOOR ELEV. +66'-0"
-3'-0"
7' - 0"
BRICK LEDGE - SEEARCH. DWG.
BRICK LEDGE - SEEARCH. DWG.
BRICK LEDGE - SEEARCH. DWG.
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
H-2 (3) 2" X 6" 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
1/2" APA RATED PLYWOOD SHEATHING3 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 SHEATHING4 8d NAILS @ 4" O.C. 8d @ 12" O.C. 1/2" DIA. F1554 @ 32" O.C. W/ WASHER PLYWOOD ON ONE SIDE OF WALL
HDU4-SDS2.5
HDU4-SDS2.5
LENGTH
18' - 0"
18' - 0"
16' - 0"
16' - 0"
H-3 (3) 2" X 14" DOUG FIR LARCH, NO. 1
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
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.
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
BRIAN FREDERICKS24GE05240700
1/4" = 1'-0"
1/4" = 1'-0"FOUNDATION PLAN
1/4" = 1'-0"ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0"
840 2
35 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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)
CONCRETE SLAB -SEE PLAN
WOOD FRAMEDWALL (TYP.)
6" CLEAN CHRUSHEDAGGREAGATE, ASTMC33 #57, 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
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 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
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)
CONCRETE SLAB -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
6" CLEAN CHRUSHEDAGGREAGATE, ASTMC33 #57, TYP
2" RIGIDINSULATION TOBE 2' IN EACHDIRECTION
EXPANSION JOINT
F.F. EL.(SEE PLAN)
CONCRETE SLAB -SEE PLAN
6"x6" POST
6" CLEAN CHRUSHEDAGGREAGATE, ASTMC33 #57, TYP
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
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 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
10 MIL VAPOR BARRIER
10 MIL VAPOR BARRIER
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"
TOP OF FINISH FLOOR69' - 0"
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.)
CMU KNEE WALL - SEE ARCHITECTURALDRAWINGS FOR REINFORCING AND DOWELS
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
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.
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
BRIAN FREDERICKS24GE05240700
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
38 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
TOP OF FINISH FLOOR69' - 0"
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.)
CMU KNEE WALL - SEE ARCHITECTURALDRAWINGS FOR REINFORCING AND DOWELS
CONCRETE PIER
CONCRETE FOOTER
11
8"(T
YP.
)
TOP OF FINISH FLOOR69' - 0"
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.)
CMU KNEE WALL - SEE ARCHITECTURALDRAWINGS FOR REINFORCING AND DOWELS
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
"
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.
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
BRIAN FREDERICKS24GE05240700
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
39 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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
1/2" ISOLATION JOINT
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.
1/2" ISOLATION JOINT
5" CONCRETE SLABON GRADE - SEE PLAN
CMU KNEE WALL -SEE ARCH. DWGS.
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
2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER
TOP OF FINISH FLOOR- SEE PLAN
SEE PLAN FOR ELEV.
54
METAL STUD WALL -SEE ARCH. DWGS.
5" CONCRETE SLAB ONGRADE - SEE PLAN
12" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
2' - 6"
1/2" ISOLATION JOINT
PEMB STEEL COLUMN - SEE PLAN
CONCRETE FOOTERSEE PLAN FOR SIZEAND REINFORCING
CONCRETE WALL BEYOND,CONTINUE REINFORCING
THROUGH PIER - (TYPICAL).
CONCRETE PIER, SEE PLANAND DETAILS FOR SIZE
AND REINFORCING PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE
12" SECONDARY POUR
TOP OF FINISH FLOOR- SEE PLAN
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.
5" CONCRETE SLAB ONGRADE - SEE PLAN
1/2" ISOLATION JOINT
12" CONCRETE SLAB ONGRADE - SEE PLAN
1/2" ISOLATION JOINT
8" CONCRETE WALLW/ (2) #6 T&B AND #4 @ 12" O.C.
EACHWAY (CENTERED) - TYP. .
2' - 6"
TOP OF FINISH FLOOR- SEE PLAN
#4 @ 12" O.C.
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER
SEE PLAN FOR ELEV.
8" CONCRETE WALLW/ (2) #6 T&B AND #4 @ 12" O.C.
EACH WAY (CENTERED) .
#4 DOWELS @ 12" O.C.
SITE PAVING -SEE CIVIL DWGS.
KEYWAY
12" CONC. SLAB ONGRADE, SEE PLAN
TOP OF FINISH FLOOR- SEE PLAN
(3) #6's CONT.
2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER
#4 @ 12" O.C.
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
SEE PLAN FOR ELEV.
THRESHOLD FRAME
A
CONCRETE FOOTERSEE PLAN FOR SIZEAND REINFORCING
CONCRETE WALL BEYOND,CONTINUE REINFORCING
THROUGH PIER - (TYPICAL)
CONCRETE PIER, SEE PLANAND DETAILS FOR SIZE
AND REINFORCING
PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE
.
GRADE / SITE PAVING -SEE CIVIL DWGS.
CMU KNEE WALL -SEE ARCH. DWGS.
PEMB STEELFRAME - SEE PLAN
8"/12" CONC. SLAB ONGRADE, SEE PLAN
1/2" ISOLATION JOINT
8"/12" SECONDARY POUR
TOP OF FINISH FLOOR- SEE PLAN
SEE PLAN FOR ELEV.
2" 3"
CONCRETE COLUMN ENCASEMENT -SEE TYPICAL DETILS ON DWG. S-503
D
9
PEMB STEEL COLUMN - SEE PLAN
1/2" ISOLATION JOINT1/2" ISOLATION JOINT
12" CONC. SLAB,SEE PLAN
CONCRETE FOOTER,SEE PLAN FOR SIZEAND REINFORCING
CONCRETE PIER, SEE PLANAND DETAILS FOR SIZE
AND REINFORCING
PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE
12" SECONDARY POUR
12" CONCRETE SLAB ONGRADE - SEE PLAN
TOP OF FINISH FLOOR- SEE PLAN
SEE PLAN FOR ELEV.
2" 3"
CONCRETE COLUMN ENCASEMENT -SEE TYPICAL DETILS ON DWG. S-503
C
SLOPE SLOPE
6" HEAVY DUTY PREFABRICATED TRENCH DRAIN &COVER WITH HS20-44 LIVE LOAD CAPACITY - SEEPLUMBING DWGS. FOR DRAIN TYPE & SIZE
12" CONCRETE SLABON GRADE - SEE PLAN
.
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.
SITE PAVING -SEE CIVIL DWGS.
.
#4 DOWELS @ 12" O.C.
KEY WAY
8" CONCRETE SLABON GRADE - SEE PLAN
1
2
2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER
(3) #6's CONT.
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE - TYP.
SEE PLAN FOR ELEV.
THRESHOLD FRAME
C.1
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.
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
BRIAN FREDERICKS24GE05240700
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)
40 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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
8" CONCRETE SLABON GRADE - SEE PLAN
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)
12" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
CMU KNEE WALL - SEEARCH. DWGS.
1/2" ISOLATION JOINT
8" CONCRETE SLABON GRADE - SEE PLAN
1' - 8"
(3) #6's CONT.
#4 @ 12" O.C.
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
2'-0" X 1'-0" THK.CONT. CONCRETE FOOTER
SEE PLAN FOR ELEV.
CMU WALL DOWEL - SEE ARCH.
12 13
CONCRETE FOOTER,SEE PLAN FOR SIZEAND REINFORCING
CONCRETE PIER, SEE PLANAND DETAILS FOR SIZEAND REINFORCING
12" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
CMU KNEE WALL - SEE ARCH. DWGS.
PEMB STEEL COLUMN - SEE PLAN
TOP OF FINISH FLOOR- SEE PLAN
8" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
CONCRETE WALL BEYOND,CONTINUE REINFORCING
THROUGH PIER - (TYPICAL).
PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE
8" SECONDARY POUR
1' - 8"
SEE PLAN FOR ELEV.
2" 3"
CONCRETE COLUMN ENCASEMENT -SEE TYPICAL DETILS ON DWG. S-503
12 13 14
PRECAST MANHOLE BYOTHER'SSEE CIVIL DWGS
1
1
8" CONCRETE SLABON GRADE - SEE PLAN
12" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
CMU KNEE WALL -SEE ARCH. DWGS.
GRADE
1/2" ISOLATION JOINTMANHOLE COVERS BYOTHERS - SEE CIVIL DWGS
1/2" ISOLATION JOINT
CMU KNEE WALL -SEE ARCH. DWGS.
8" CONCRETE SLABON GRADE - SEE PLAN
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
CONCRETE PIER, SEE PLANAND DETAILS FOR SIZE
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.
PROVIDE ROUGHEN SURFACEAT PIER/FOOTER INTERFACE
PEMB STEEL COLUMN - SEE PLAN
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"
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.
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
BRIAN FREDERICKS24GE05240700
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)
41 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
5" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
2 X 6 @ 16" O.C. WOOD STUD WALL.
1/2" APA RATED PLYWOOD SHEATHING
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.
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
5" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
2 X 6 @ 16" O.C. WOOD STUD WALL.
1/2" APA RATED PLYWOOD SHEATHING
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)
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.
6" CONCRETE WALL W/ (2) #6 T&BAND #4 @ 12" O.C. EACH WAY
(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
5" CONCRETE SLAB ONGRADE - SEE PLAN
# 4 DOWELS @ 12" O.C.
5" CONCRETE SLAB ONGRADE - SEE PLAN
.
(3) #4's CONT.
SEE PLAN FOR ELEV.
12
8"
1/2" ISOLATION JOINT
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)
.
(3) #4's CONT.
# 4 @ 12" O.C.
6" CONCRETE WALL W/ (2) #6 T&BAND #4 @ 12" O.C. EACH WAY
(CENTERED) - TYP.
5" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
5" CONCRETE SLABON GRADE - SEE PLAN
1/2" ISOLATION JOINT
2'-0" x 1'-0" THK. CONT.CONCRETE FOOTER
SEE PLAN FOR ELEV.
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
.
2 X 6 @ 16" O.C. WOOD STUD WALL
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
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
(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)
.
5" CONCRETE SLABON GRADE - SEE PLAN
(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
PROVIDE ROUGHEN SURFACEAT WALL/FOOTER INTERFACE
5" CONCRETE SLABON GRADE - SEE PLAN
# 4 DOWELS @ 12" O.C.
(4) #6's CONT.
# 4 @ 12" O.C.
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.
S-405
BS
AMS SK
DWH
JJK
P01
BKM
FOUNDATION SECTIONSDATA CENTER
10/17
10/17
10/17
10/17
10/17
10/17
BRIAN FREDERICKS24GE05240700
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)
42 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
2 X CONT. WOOD BOARD
2 X 6 @ 16" O.C. WOOD STUD WALL
(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.
1/2" APA RATEDPLYWOOD SHEATHING
2" X CONT. WOOD BOARD
1/2" APA RATEDPLYWOOD SHEATHING
WOOD STUD WALL BEYOND
(2) 2 X 6 WOOD TOP PLATE,
PRE-FABRICATED WOODTRUSSES, SEE PLAN
2X12 WOOD BLOCKING
5/8" APA RATEDPLYWOOD SHEATHING
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.
PRE-FABRICATED WOODTRUSSES, SEE PLAN
2 x WOOD BRACE CONNECTION TOBOTTOM CHORD OF TRUSSES - PERPRE-FABRICATED TRUSSMANUFACTURER DESIGN
PRE-FABRICATED WOODGIRDER TRUSS, SEE PLAN
2 X 6 @ 16" O.C. WOOD STUD WALL
2 x WOOD BOARD - CONT.(2) 2 x 6 WOOD TOP PLATE, LOCATE
SPLICE ONLY AT VERT. STUD(STAGGER SPLICE)
WOOD BLOCKING BETWEEN STUDS
1/2" APA RATED PLYWOODSHEATHING
(6) 10d COMMON NAILS
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
5/8" APA RATEDPLYWOOD SHEATHING
FASTEN BLOCKING TO TOP PLATE W/SIMPSON 'LTP5' BOUNDARY CLIP - TYP. @
EACH BLOCKING PANEL CENTEREDBETWEEN LADDER FRAMING
2 x CONT. WOOD BOARD
(2) 2 x 6 WOOD TOP PLATE
1/2" APA RATED PLYWOODSHEATHING
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 @ 16" O.C. WOOD STUD WALL
5/8" APA RATED PLYWOODSHEATHING
(6) 10d COMMON NAILS
2 x 6 DIAGONAL WOODBRACING @ 4'-0" O.C.
PRE-FABRICATED WOODTRUSSES, SEE PLAN
2 x WOOD BRACE CONNECTED TOBOTTOM CHORD OF TRUSSES - PERPRE-FABRICATED TRUSSMANUFACTURER DESIGN
PRE-FABRICATED WOODGIRDER TRUSS, SEE PLAN
2 X 6 @ 16" O.C. WOOD STUD WALL
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
(6) 10d COMMON NAILS
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.
MAX.
8"PRE-FABRICATEDWOOD TRUSSES,
SEE PLAN
SIMPSON 'LUS'HANGER - TYP.
2 x 6 @ 16" O.C.LADDER FRAMING
5/8" APA RATEDPLYWOOD SHEATHING
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)
2 x 6 @ 16" O.C. WOOD STUD WALL
1/2" APA RATED PLYWOOD SHEATHING
PRE-FABRICATED WOODGIRDER TRUSS, SEE PLAN
1/2" APA RATEDPLYWOOD SHEATHING
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
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.
S-406
BS
AMS SK
DWH
JJK
P01
BKM
FRAMING SECTIONSDATA CENTER
10/17
10/17
10/17
10/17
10/17
10/17
BRIAN FREDERICKS24GE05240700
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)
43 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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"
#4 TIE SETS (3 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503
FOR TIE LAYOUT
(8) - # 8 VERT.& DOWELS
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"
#4 TIE SETS (3 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503
FOR TIE LAYOUT
(12) - # 8 VERT.& DOWELS
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
#4 TIE SETS (3 PER SET) - SEETYPICAL PIER TIE SPACINGDETAIL ON DRAWING S-503
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
(12) - # 8 VERT.& DOWELS
5 1/2"
5 4
B
FROST WALL FOOTER
FROST WALL
FROST WALL
FROST WALL FOOTER
P-6
(12) - # 8 VERT.& DOWELS
#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
(14) - # 8 VERT.& DOWELS
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
(10) - # 8 VERT.& DOWELS
3' - 2 1/2"
1'-2
"
1'-1
0"
1' - 9"
2'-0
"
B.1
14
C.1
FROST WALL
FROST WALL FOOTER
(16) - # 8 VERT.& DOWELS
#4 TIE SETS (4 PER SET) -SEE TYPICAL PIER TIESPACING DETAIL ONDRAWING S-503 FOR TIELAYOUT
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
(10) - # 8 VERT.& DOWELS
A
11
7
61
13
B.1
B
3
F-6
(16) - # 8 VERT.& DOWELS
#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"
(16) - # 8 VERT.& DOWELS
#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
(16) - # 8 VERT.& DOWELS
#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
(16) - # 8 VERT.& DOWELS
#4 TIE SETS (4 PER SET) -SEE TYPICAL PIER TIESPACING DETAIL ONDRAWING S-503 FOR TIELAYOUT
2'-4
"
2' - 2" 1' - 2"
1' - 0"5'-0
"
(10) - # 7 VERT.& DOWELS
#4 TIE SETS (3 PER SET) -SEE TYPICAL PIER TIESPACING DETAIL ONDRAWING S-503 FOR TIELAYOUT
8" 8" 8"
2' - 0"
FROST WALLFROST WALL FOOTER
4' - 4 1/2"
1' - 11 1/2"
B.5
C
P-8
F-7
(8) - # 7 VERT.& DOWELS
#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
(10) - # 7 VERT.& DOWELS
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"
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.
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
BRIAN FREDERICKS24GE05240700
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"3 Footing & Pier Detail - P-3, F-1
1/2" = 1'-0"5 Footing & Pier Detail - P-5, F-2
1/2" = 1'-0"6 Footing & Pier Detail - P-6, F-1
1/2" = 1'-0"7 Footing & Pier Detail - P2/P-7, F-3
1/2" = 1'-0"11 Footing & Pier Detail - P-11, F-2
1/2" = 1'-0"2 Footing & Pier Detail - P-2, F-1
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"8 Footing & Pier Detail - P-8, F-7
1/2" = 1'-0"15 Footing & Pier Detail - P-8A, F-7
44 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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
6" COMPACTED DRAINAGE COURSE15MIL CLASS A STEGO WRAP VAPORBARRIER OR APPROVED EQUAL
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"
8" CONC. SLABON GRADE
PROOF - ROLLED EXISTING GRADE
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
PROOF - ROLLED EXISTING GRADE
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
FULLY COMPACTED ENGINEERED /SELECT STRUCTURAL FILL WHEREREQUIRED
PROOF - ROLLED EXISTING GRADE
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
FULLY COMPACTED ENGINEERED /SELECT STRUCTURAL FILL WHEREREQUIRED
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
FULLY COMPACTED ENGINEERED /SELECT STRUCTURAL FILL WHEREREQUIRED
PROOF - ROLLED EXISTING GRADE
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
1/2" ISOLATION JOINT
(2) #7 HAIR PINS -CENTER IN SLAB
GRADE / SITE PAVING -SEE CIVIL DWGS.
PEMB STEEL FRAME
CONCRETE PIER,SEE PLAN
CONCRETE FOOTER,SEE PLAN
SET REINF. ON BOLSTERS /CHAIRS TO MAINTAIN POSITION
6" COMPACTED DRAINAGE COURSE15MIL CLASS A STEGO WRAP VAPORBARRIER OR APPROVED EQUAL
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.)
PROOF - ROLLED EXISTING GRADE
STABILIZATION / SEPARATIONGEOTEXTILE - SEE GEOTECHNICAL
REPORT
CUT LINE
TYPICAL 12" SLAB ON GRADE DETAIL
# 5 @ 12" O.C.
SCALE 1/2" = 1'-0"
12" CONC. SLABON GRADE
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.
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
BRIAN FREDERICKS24GE05240700
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
45 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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
COLUMN CONCRETEENCASEMENT
(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.
COLUMN CONCRETEENCASEMENT
PEMB STEEL FRAME
1' - 8"
1'-7
"
D
14
A.1
COLUMN CONCRETEENCASEMENT
(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
COLUMN CONCRETEENCASEMENT
(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"
COLUMN CONCRETEENCASEMENT
(2) #4 TIE SETS (2 'U' BARSPER SET) - TYP.
(4) #4 DOWELSEACH SIDE - TYP.
PEMB STEEL FRAME
8"/12" SECONDARY POUR
CONCRETE SLAB ONGRADE - SEE PLAN
1/2" ISOLATION JOINT
#4 TIE SETS (2 'U' BARSPER SET) - TYP.
CONCRETE SLAB ONGRADE - SEE PLAN
CONCRETE PIER,SEE PLAN
#4 DOWELS - TYP.
8"
PEMB STEEL FRAMECOLUMN CONCRETEENCASEMENT
3/4" CHAMFER
8"/12" SECONDARY POUR
CONCRETE SLAB ONGRADE - SEE PLAN
1/2" ISOLATION JOINT
'U' / 'L' BARS - TYP.
GRADE / SITE PAVING -SEE CIVIL DWGS.
PEMB STEELFRAME
CONCRETE PIER,SEE PLAN
#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
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-503
VS
AMS SK
DWH
JJK
P01
BKM
DETAILSSTRUCTURAL TYPICAL
SHEET 02
10/17
10/17
10/17
10/17
10/17
10/17
BRIAN FREDERICKS24GE05240700
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
46 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM
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
1/2" APA RATED PLYWOODSHEATHING
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
"
1/2" APA RATED PLYWOOD SHEATHING
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
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.
As indicated
S-504
BS
AMS SK
DWH
JJK
P01
BKM
DETAILSSTRUCTURAL TYPICAL
SHEET 03
10/17
10/17
10/17
10/17
10/17
10/17
BRIAN FREDERICKS24GE05240700
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
47 1001 1/18 MM ISSUED FOR BID MM MM0 8/17 MM 80% DESIGN REVIEW MM MM