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Notice to Bidders - Amphitheater Stage Project At The Michael J. Tighe Park
BID #: 50
ISSUED: 5/22/2024
DUE: 6/21/2024
VALUE: TBD
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Executive Summary
The Township of Freehold is seeking sealed bids for the Amphitheater Stage Project at the Michael J. Tighe Park, located at 65 Georgia Road, Freehold, NJ 07728. Bids must include a certified check, cashier's check, or bid bond amounting to ten percent (10%) of the total bid price, not exceeding $20,000.00. A Certificate (Consent of Surety) with Power of Attorney for the full bid amount from a surety company is also required, ensuring a Performance Bond in the full bid amount. A non-mandatory pre-bid walk through meeting was held on May 29th, 2024 at 11:00 am at the Michael J. Tighe Park Administration Building.
The contract bid documents are available for examination and procurement at Netta Architects, located at 1084 Route 22 West, Mountainside, New Jersey 07092, upon payment of $100.00. Written questions regarding the project were due by 3:00 pm, Tuesday, June 4th 2024. Bids must be submitted to the Township of Freehold Purchasing Agent prior to the bid opening date. Late bids will not be accepted.
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Bid Postings • Notice to Bidders - Amphitheater Stage Projec Skip to Main Content Create a Website Account - Manage notification subscriptions, save form progress and more. Website Sign In Township Services Residents Business How Do I... Search Home Bid Postings Print Sign up to receive a text message or email when new bids are added! Print Bid Title: Notice to Bidders - Amphitheater Stage Project At The Michael J. Tighe Park Category: Bidding Opportunities Status: Closed Publication Date/Time: 5/22/2024 11:00 AM Closing Date/Time: 6/21/2024 8:30 AM Related Documents: Notice to Bidders - Amphitheater Stage Project at the Michael J. Tighe Park Addendum No. 1 Return To Main Bid Postings Page Live Edit Agendas & Minutes Department Directory Construction Department Online Bill Pay Submit a Request/Concern Contact Us Freehold Township One Municipal Plaza Freehold, NJ 07728 Phone: 732-294-2000 Contact Us Quick Links Senior Center Township Committee Water / Sewer Utility Tax Collector Marriage License Recycling /QuickLinks.aspx Helpful Links Home Site Map Contact Us Emergency Alerts (Powered by Everbridge) Privacy Policy Stormwater Regulations /QuickLinks.aspx Government Websites by CivicPlus® Loading Loading Do Not Show Again Close Arrow Left Arrow Right [] Slideshow Left Arrow Slideshow Right Arrow
Document Text
--- Document: Notice to Bidders - Amphitheater Stage Project at the Michael J. Tighe Park ---
TOWNSHIP OF FREEHOLD
NOTICE TO BIDDERS
Sealed bids will be received by the Township Purchasing Agent for the Township of Freehold, County of
Monmouth, State of New Jersey, on Friday, June 21st, 2024 at 11:00 am local prevailing time at the Township of
Freehold Municipal Building, 1 Municipal Plaza, Freehold, New Jersey, at which time and place, bids will be
opened and read in public for the contract titled:
AMPHITHEATER STAGE PROJECT
AT THE MICHAEL J. TIGHE PARK
65 GEORGIA ROAD, FREEHOLD, NEW JERSEY 07728
Bids shall be enclosed in a sealed envelope addressed to the Township of Freehold, Purchasing Agent and marked
with the name and address of the Bidder and the Contract Title and Number. Each bid must be accompanied by a
certified check, cashier’s check or bid bond in the amount of ten percent (10%) of the total price bid, but not in
excess of $20,000.00 payable unconditionally to the Township of Freehold. Bidder shall submit with the bid a
Certificate (Consent of Surety) with Power of Attorney for full amount of bid price from a surety Company
authorized to do business in the State of New Jersey and acceptable to the Township of Freehold stating that it will
provide said bidder with a Performance Bond in the full amount of the bid. NO BIDS WILL BE RECEIVED BY
MAIL. Bids shall be on the proposal forms provided in the manner designated therein, and clearly marked on the
outside of the envelope “Sealed Bid” with the title “AMPHITHEATER STAGE PROJECT AT THE MICHAEL J.
TIGHE PARK” noted.
The contract bid documents and forms for this work may be examined on or after Wednesday, May 22nd, 2024 at
the offices of Netta Architects, 1084 Route 22 West, Mountainside, New Jersey 07092, between 9:00 a.m. and 4:00
p.m. weekdays and procured upon payment of a bank certified check or money order in the amount of $100.00 for
one complete set in Compact Disc (CD) format made payable to “Netta Architects”. Requests for mailing of
documents will not be honored. Questions by email will be accepted by John Burgdorfer at Netta Architects, John
Burgdorfer, jburgdorfer@nettaarchitects.com , written questions must be received no later than 3:00 pm, Tuesday,
June 4th 2024.
A non-mandatory pre-bid walk through meeting will be held on Wednesday, May 29th, 2024 at 11:00 am local
prevailing time. The meeting will be located at the Michael J. Tighe Park Administration Building, 65 Georgia
Road, Freehold, New Jersey 07728. Attendance is strongly recommended. Private tours of the job site will not be
given. The Township of Freehold does not take any responsibility for the receiving of any submitted/ requested
information; it is entirely up to the Contractor to assure that their information is properly submitted. Specific
questions regarding the project will be addressed at the pre-bid meeting.
The Township of Freehold reserves the right to reject any and all bids and to waive any and all informalities in the
bid.
Bids shall be submitted in a sealed envelope and clearly marked with the subject of the bid, name and address of
the bidder, phone & fax number, and date of the bid opening. Each bid must be delivered to the Township of
Freehold Purchasing Agent prior to the stated time of the opening of the bids. No late bids will be accepted. The
Township of Freehold will not be responsible for late delivery by the U.S. Mail or any other carrier.
Bidders are required to comply with the requirements of P.L. 1975, c. 127 (N.J.A.C. 17:27-1 et seq.),
N.J.S.A. 10:5- 31 et seq.; and N.J.S.A. 19:44-20.5 et seq..
--- Document: Addendum No. 1 ---
1084 ROUTE 22 WEST, MOUNTAINSIDE, NEW JERSEY 07092 | TEL 973.379.0006 | FAX 973.379.1061
WWW.NETTAARCHITECTS.COM | INFO@NETTAARCHITECTS.COM
ADDENDUM NUMBER ONE
June 6, 2024
TOWNSHIP OF FREEHOLD
MICHAEL J. TIGHE PARK PROPOSED AMPHITHEATER STAGE
65 GEORGIA ROAD, FREEHOLD, NJ
NA#: 2231817
Owner: Township of Freehold
1 Municipal Plaza Freehold, NJ 07728
Architect: Netta Architects, LLC 1084 Route 22 West
Mountainside, New Jersey 07092
(973) 379-0006
To All Plan Holders / Bidders:
This Addendum is issued for the purpose of amending certain requirements of the Contract Documents as
noted hereinafter and answer questions submitted by the bidders, and hereby made part of and incorporated
in full force as part of the Contract Documents. Unless specifically noted or specified herein, all work shall
comply with the applicable provisions of the Contract Documents.
Revised Sheets
•
CD-101
•
S-100
•
S-200
•
S-300
Added Sheets
•
D-101
Bidders must acknowledge receipt of this Addendum and any subsequent Addenda on the enclosed
Acknowledgement Form for Addendum #1
Enclosed:
NA Addendum #1 02102021 Acknowledgement
A
B
1
2
3
4
7°
7°
7°
F2380 (-4.50')
F2380 (-4.50')
F2380 (-4.50')
F2380 (-4.50')
C1
C1
C1
C1
C1
C1
C1
C1
TYPICAL CONCRETE COLUMN
ENCASEMENT, SEE "TYPICAL
CONCRETE ENCASED STEEL
COLUMN ENCLOSURES" ON
S-300
16'-0"
RAMP UP
RAMP UP
SEE TYPICAL
STAIR DETAIL
ON ARCH. & CIVIL
DRAWINGS
SEE TYPICAL
STAIR DETAIL
ON ARCH. & CIVIL
DRAWINGS
SEE ARCH. & CIVIL DRAWINGS FOR
RETAINING WALLS & FOUNDATIONS,
STEP FOUNDATIONS AS REQUIRED
(TYP.)
CONCRETE SLAB ON GRADE
(SEE ARCH. & CIVIL DRAWINGS FOR INFO.)
WALL & SUPPORT SLAB
@ TRANSFORMER NICH,
SEE ARCH.
R=193'-0"
R=177'-0"
STEP WALL FOOTING
TO MATCH BOTTOM
OF COLUMN FOOTING
(TYP.)
NOTES
1. FOUNDATIONS, COLUMNS ARE CENTERED ON GRID LINE, UNLESS NOTED OTHERWISE.
2. BOTTOM OF FOOTING ELEVATION SHALL BE 3'-0" MIN. BELOW GRADE.
3. ALL STRUCTURAL STEEL, INCLUDING BASE ™'s, BASE ™ EXTENSION, GUSSET ™'s & TOP OF ANCHOR RODS
EXPOSED TO SOIL ARE TO BE COATED w/ APPROVED COAL TAR EPOXY, 16 MILS MINIMUM THICKNESS &
ENCASED IN CONCRETE (3" MIN.).
4. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS & ELEVATIONS. DIMENSIONS & ELEVATIONS ON THIS
DRAWING ARE FOR CONVENIENCE ONLY AND MUST BE CHECKED WITH THE ARCHITECTURAL DRAWINGS FOR
ACCURACY. DIMENSIONS & ELEVATIONS ON THE ARCHITECTURAL DRAWINGS GOVERN.
5. ALL THE STAIR, RETAINING WALL, WALL, SLAB ON GRADE & RAMP , SEE ARCH. & CIVIL DRAWINGS.
A
B
1
2
3
4
W16x26
W16x26
W16x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
7°
7°
7°
W24x62
W24x62
W24x62 CANT.
W24x62 CANT.
D1
W24x55
W24x55
W24x55
30k
W24x55
30k
30k
W24x55
30k
30k
W24x55
30k
W24x104
25k
W24x104
25k
25k
W24x104 CANT.
25k
W24x104 CANT.
PROVIDE FULL DEPTH
FITTED STIFFENER
CONNECTION (TYP.)
PROVIDE 5/16" BENT ™
ALL AROUND, WELDED
TO BEAM (TYP.)
PROVIDE FULL DEPTH
FITTED STIFFENER
CONNECTION (TYP.)
16'-0"
NOTES:
1. TOP OF STEEL/DECK BEARING ELEVATION VARIES, SEE ARCHITECTURAL DRAWINGS.
2. INDICATES 1 1/2", 20 GA. (GALV.) TYPE B METAL ROOF DECK.
3. INDICATES FULLY RESTRAINED MOMENT CONNECTION, PROVIDE FULL PENETRATION
WELD TO COLUMNS.
4.
ALL BEAM/GIRDER CONNECTIONS NOT CONNECTED TO COLUMNS SHALL BE DESIGNED FOR A
MINIMUM UNFACTORED VERTICAL REACTION OF 15 kips, UNLESS NOTED GREATER. C
CONNECTIONS TO COLUMNS TO BE PER GENERAL NOTES. ALL REACTIONS SHOWN ON PLAN
ARE SERVICE LOADS.
5.
ALL EXPOSED STEEL SHOULD BE HOT DIP GALVANIZED. TOUCH UP WELD POINTS
& ANY DAMAGED GALVANZING WITH ZINC RICH PAINT.
D1
05.17.2024
BID SUBMISSION
05.17.2024
AS SHOWN
PPP
2231817
T O W N S H I P O F F R E E H O L D
PROPOSED
AMPHITHEATER STAGE AT
MICHAEL J. TIGHE PARK
65 GEORGIA ROAD, FREEHOLD, NJ
Date
Drawn by
Job No.
Checked by
Drawing No.
Scale
SUBMISSION:
PROJECT TITLE:
REVISIONS
DATE
SHEET CONTENTS:
These drawings, or parts thereof, may not be
reproduced in any form, by any method, for
any purpose, without the prior written consent
from NICHOLAS J. NETTA, ARCHITECT.
These drawings shall be used for the specific
project location indicated within the Title
Block, and shall not be used at any other
location without prior consent from the
ARCHITECT.
REV
NICHOLAS J. NETTA, AIA, NCARB
NJ License No. AI01254100
LAURENCE K. UHER, AIA, LEED, AP
NJ License No. AI01439400
ROBERT E. McNAMARA, AIA
NJ License No. AI00997600
JOHN BURGDORFER, RA, NCARB
NJ License No. AI01259900
1084 Route 22 West, Mountainside, NJ 07092 Phone: (973) 379-0006 www.nettaarchitects.com
CERTIFICATE OF AUTHORIZATION AC-438
N E W J E R S E Y F L O R I D A N E W Y O R K
NETTA ARCHITECTS
BID SUBMISSION
5/17/2024
200 CENTRAL AVE | 2ND FLOOR | MOUNTAINSIDE, NJ 07092
(908) 379-2911 | www.o-n.com | Project No.
S-100
FOUNDATION & ROOF
FRAMING PLANS
SCALE:
3/16" = 1'-0"
FOUNDATION PLAN
SCALE:
3/16" = 1'-0"
ROOF FRAMING PLAN
STRUCTURAL SPECIAL INSPECTIONS
1. THE QUALIFIED AGENCY RETAINED BY THE OWNER FOR THESE SPECIAL INSPECTION
SERVICES SHALL BE APPROVED BY THE OWNER, THE ARCHITECT, AND THE ENGINEER OF
RECORD PRIOR TO START OF CONSTRUCTION. AN OUTLINE OF THE SCOPE OF SERVICES TO
BE PERFORMED BY THE INSPECTING AGENCY IS TO BE SUBMITTED PRIOR TO THE START
OF CONSTRUCTION.
2. IN ACCORDANCE WITH SECTION 1705 OF THE INTERNATIONAL BUILDING CODE, AND ALL
APPLICABLE STATE AND LOCAL REQUIREMENTS, AN INDEPENDENT APPROVED AGENCY
SHALL MAKE PERIODIC AND/OR CONTINUOUS INSPECTIONS OF THE CONSTRUCTION PROGRESS
IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS:
STEEL CONSTRUCTION SECTION 1705.2, TABLE 1705.2.3 & AISC 360
CONCRETE CONSTRUCTION SECTION 1705.3, TABLE 1705.3
SOILS
SECTION 1705.6, TABLE 1705.6
STEEL
1.
ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH
AISC 360-16 PER NJ IBC 2021 CHAPTER 35. ALL CONNECTIONS, INCLUDING AT HSS
SECTIONS, SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE LATEST AISC
CODE. UNLESS INDICATED OTHERWISE ON CONTRACT DOCUMENTS, IN ADDITION TO THE
SHEAR CONNECTION, INCLUDE AS A MINIMUM, 4x4x3/8 ANGLES TOP AND BOTTOM OR
ENDPLATE AT ALL HSS BEAMS/GIRDERS TO COLUMN CONNECTIONS. ALL WIDE FLANGE
SHAPES SHALL BE ASTM A992-14 UNLESS NOTED OTHERWISE.
ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM
A500 GRADE C, Fy = 50 KSI. ALL STEEL ROUND HOLLOW STRUCTURAL SECTIONS SHALL
BE ASTM A500
GRADE C, Fy = 46 KSI.
ALL STEEL SHALL HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. ORIENT ALL MILL
CAMBER UPWARD DURING FABRICATION AND
ERECTION. ALL STEEL SHALL BE
THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC- SP3 PRIOR TO PAINTING.
2.
ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, AS
DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE", AWS
D1.4/D1.4N-2018 TO PERFORM THE TYPE OF WORK REQUIRED.
3.
UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-
INCH DIAMETER A325 OR A490 HIGH STRENGTH BEARING TYPE BOLTS OR WELDED. THE
FABRICATOR IS RESPONSIBLE FOR THE SELECTION, DESIGN, AND DETAILING OF ALL
CONNECTIONS, INCLUDING BUT NOT LIMITED TO MOMENT CONNECTIONS, BRACED FRAME
CONNECTIONS, AND TRUSS CONNECTIONS, NOT FULLY DETAILED ON THE CONTRACT
DRAWINGS. USE FULL DEPTH DOUBLE ANGLE CONNECTIONS ON ALL GIRDER AND BEAM
CONNECTIONS TO COLUMNS. BOLTS SHALL BE AT 3 INCH o/c
VERTICALLY. ALL
GRAVITY MOMENT CONNECTIONS SHALL BE BOLTED WITH MINIMUM
3/4-INCH DIAMETER
A325 OR A490 HIGH STRENGTH SLIP CRITICAL BOLTS OR WELDED.
4.
ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE.
5. PROVIDE NONMETALLIC, NON-SHRINK GROUT IN ACCORDANCE WITH ASTM C1107/C1107M
BELOW COLUMN BASE PLATES. MINIMUM COMPRESSIVE STRENGTH OF GROUT TO BE EQUAL
TO TWICE THE SPECIFIED COMPRESSIVE STRENGTH OF SUPPORTING CONCRETE (6,000 PSI
MIN.)
6.
ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO
PREVENT GALVANIC AND CORROSIVE EFFECTS.
7.
ALL STEEL WELDING RODS SHALL BE E70XX.
8.
SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. SHOP
DRAWINGS SHALL SHOW COMPLETE BOLTING AND WELDING INFORMATION, BOTH SHOP AND
FIELD. ALL WELDING INFORMATION SHALL USE AMERICAN WELDING SOCIETY SYMBOLS.
SHOP OR FIELD SPLICING OF ANY STRUCTURAL STEEL SECTION WHERE NOT DETAILED ON
THE CONTRACT DOCUMENTS IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL
BY THE STRUCTURAL ENGINEER OF RECORD.
9.
CONNECTIONS FOR ALL NON-COMPOSITE AND COMPOSITE BEAM/GIRDERS NOT CONNECTED
TO COLUMNS SHALL BE DESIGNED FOR A MINIMUM UNFACTORED REACTION OF 15 KIPS,
UNLESS NOTED GREATER ON DRAWINGS.
10. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF
EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TO THE LOCATION, ELEVATION, AND
DIMENSIONS OF EXISTING WALLS AND FRAMING.
11.
ALL EXPOSED STEEL (INCLUDING BUT NOT LIMITED TO DUNNAGE FRAMING, SCREEN
WALL FRAMING, CANOPY FRAMING, ETC.) SHALL BE HOT DIP GALVANIZED. ANY POINTS OF
WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL
ERECTOR.
12. PROVIDE WELDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS AT
POINTS OF CONCENTRATED LOADS INCLUDING BEAMS SUPPORTING COLUMNS OR RUNNING
OVER THE TOPS OF COLUMNS, OR OTHER BEAMS. MINIMUM STIFFENER PLATE THICKNESS
SHALL BE 3/8 INCH OR FLANGE THICKNESS OF COLUMN ABOVE OR BELOW OR BEAM WEB
THICKNESS ABOVE OR BELOW, WHICHEVER IS GREATER.
13. ALL POST-INSTALLED EXPANSION ANCHORS FASTENED INTO CONCRETE SHALL BE HILTI
KWIK BOLT TZ WITH MATERIAL TYPE, DIAMETER, AND EMBEDMENT PER DOCUMENTS,
UNLESS NOTED OTHERWISE. ALL POST-INSTALLED ADHESIVE ANCHORS FASTENED INTO
CONCRETE AND REINFORCING BAR DOWELING INTO CONCRETE SHALL USE HILTI HIT-RE 500v3
EPOXY ADHESIVE ANCHORING SYSTEM IN HAMMER-DRILLED HOLES WITH ROD TYPE,
DIAMETER, EMBEDMENT AND SPACING/EDGE DISTANCE PER DOCUMENTS, UNLESS NOTED
OTHERWISE.
FOUNDATIONS
1.
NO GEOTECHNICAL REPORT IS PROVIDED. BOTTOM OF FOOTINGS IS ASSUMED TO BEAR
ON SOIL CAPABLE OF SAFELY SUPPORTING 3,000 PSF. PRIOR TO CONSTRUCTION, THE
SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER SHALL BE RETAINED. THE GENERAL
CONTRACTOR IS HEREIN RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN
STRICT ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS. IF THE
FOUNDATION RECOMMENDATIONS AND/OR DESIGN VALUES DIFFER FROM THAT ASSUMED,
MODIFICATON TO THE DESIGN/DRAWINGS MAY BE REQUIRED.
2.
SUBGRADE OF ALL FOOTINGS MUST BE INSPECTED UNDER THE SUPERVISION OF AND
APPROVED BY A REGISTERED SOILS ENGINEER BEFORE PLACING ANY CONCRETE.
APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN
SPECIFIED SOIL BEARING PRESSURE.
3.
BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 3 FEET BELOW EXTERIOR
FINISH GRADE. ALL FOOTING ELEVATIONS SHOWN ON PLAN ARE THE BEST APPROXIMATIONS
BASED ON AVAILABLE DATA. GENERAL CONTRACTOR MAY ALTER FOOTING ELEVATIONS
FOR REASONS INCLUDING, BUT NOT LIMITED TO, REVISED GEOTECHNICAL OR CIVIL
INFORMATION, UNFORESEEN CONDITIONS, ACTUAL INVERT ELEVATIONS, CONSTRUCTABILITY,
ETC. CONTRACTOR SHALL NOTIFY ARCHITECT AND OBTAIN WRITTEN APPROVAL PRIOR TO
ANY MODIFICATIONS.
4.
EXPOSED CONCRETE/CMU WALLS SHALL HAVE CONTROL JOINTS AT 30 FEET MAXIMUM ON
CENTER UNLESS NOTED OTHERWISE. WALLS WITH INTEGRAL COLUMN PIERS OR PILASTERS
SHALL BE POURED MONOLITHICALLY AND SHALL HAVE A FORMED CONTROL JOINT ON ONE
SIDE OF EACH PIER ON THE EXPOSED FACE OF THE WALL. JOINTS SHALL BE FILLED WITH
AN APPROVED SEALANT.
CONCRETE
1.
REINFORCING STEEL SHALL BE WITHIN TOLERANCES SET FORTH IN ACI 117, AND HAVE
THE SPECIFIED CLEAR COVER, UNLESS NOTED OTHERWISE ON DRAWINGS:
CONCRETE POURED AGAINST EARTH
3”
CONCRETE EXPOSED TO EARTH OR WEATHER:
#5 OR SMALLER
1 1/2”
#6 OR LARGER
2”
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
COLUMNS (TIES AND MAIN REINFORCING)
1 1/2”
SLABS, WALLS, JOISTS:
#14 OR #18 BARS
1 1/2”
#11 OR SMALLER
3/4”
BEAMS (STIRRUPS AND MAIN REINFORCING)
1 1/2”
CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REINFORCING BAR DETAIL DRAWINGS.
2.
ALL CONCRETE SHALL BE READY-MIX AND HAVE A MINIMUM COMPRESSIVE STRENGTH
AT 28 DAYS OF:
A.
SPREAD FOOTINGS/WALL FOOTINGS
4,000 PSI
B.
FOUNDATION WALL/BASEMENT WALLS/RETAINING WALLS
4,000 PSI
C.
PIERS-MATCH WALL STRENGTH
(MINIMUM OF 4,000 PSI)
D.
SLAB-ON-GRADE
4,000 PSI
OR AS SHOWN ON DRAWINGS. AVE A MINIMUM OF 500 LBS. OF CEMENT PER CUBIC
YARD. LUMP (AT POINT OF CONCRETE PLACEMENT) SHALL BE 3 INCH MINIMUM AND
6 INCH MAXIMUM. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5 PERCENT AIR
ENTRAINMENT. CONCRETE NOT EXPOSED TO WEATHER SHALL NOT CONTAIN AN AIR-
ENTRAINING AGENT EXCEPT IF REQUIRED TO ACHIEVE DENSITY SPECIFICTIONS FOR
LIGHTWEIGHT CONCRETE. SUBMIT MIX DESIGNS FOR REVIEW.
NORMAL-WEIGHT CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT
CONTAIN AN AIR-ENTRAINING AGENT. TOTAL AIR CONTENT FOR THIS CONCRETE SHOULD
NOT EXCEED 3 PERCENT (AT POINT OF CONCRETE PLACEMENT). ALL CONCRETE WORK
SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST ACI BUILDING CODE (ACI 318),
THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR BUILDINGS (ACI 301).
3.
ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET
STEEL CONFORMING TO ASTM DESIGNATION A615 GRADE 60. WWR SHALL COMPLY WITH
ASTM A815.
4.
LAP ALL REINFORCING BARS 62 DIAMETERS. LAP ALL WWR A MINIMUM OF SIX INCHES.
5.
ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE. THE CONTRACTOR SHALL
VERIFY THE DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE SLEEVES, ETC. AS
REQUIRED BY ALL TRADES BEFORE THE CONCRETE IS POURED. THE CONTRACTOR SHALL
CONSULT THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, AS WELL AS THE
STRUCTURAL DRAWINGS FOR THE LOCATION, NUMBER, AND SIZE OF ALL OPENINGS,
SLEEVES, ETC. HOWEVER, OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL
BE INSTALLED ONLY AFTER APPROVAL BY THE STRUCTURAL ENGINEER IS OBTAINED.
DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING LOCATIONS AND DIMENSIONS OF ALL
OPENINGS, SLEEVES, ETC. IN CAST-IN-PLACE CONCRETE SLABS, BEAMS, WALLS, COLUMNS,
AND FOUNDATIONS. THESE DRAWINGS SHALL BE COORDINATED BY THE CONTRACTOR.
OPENINGS AND SLEEVES THROUGH CAST-IN-PLACE CONCRETE FRAMING IS PROHIBITED
EXCEPT WHERE THOSE SLEEVES AND OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS
OR WHERE THEY ARE SHOWN ON THE APPROVED SLEEVE AND OPENING DRAWINGS THAT
HAVE BEEN SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SAW-CUTTING,
CORING, OR DRILLING OF SLEEVES OR OPENING THROUGH PREVIOUSLY CAST CONCRETE IS
NOT PERMITTED EXCEPT WHERE SPECIFICALLY REVIEWED AND APPROVED BY THE
STRUCTURAL ENGINEER. [ENGINEER NOTE: YOU MUST INCLUDE THIS NOTE FOR ALL
PROJECTS WITH REINFORCED CONCRETE - ESPECIALLY WITH STRUCTURAL CONCRETE
SLABS.]
6.
LOCATION OF CONSTRUCTION JOINTS IN THE STRUCTURAL SLAB SHALL BE SUBMITTED
FOR APPROVAL BY THE STRUCTURAL ENGINEER. CONSTRUCTION JOINTS IN STRUCTURAL
SLABS AND GRADE BEAMS SHALL BE AT MID-SPAN AND KEY JOINTED WITH REINFORCING
CONTINUOUS ACROSS JOINT. [ENGINEER NOTE: USE TYPICAL DETAIL OF CONSTRUCTION
JOINT WITH THIS NOTE.] CONSTRUCTION JOINTS IN SLABS ON METAL DECK SHALL OCCUR
MIDWAY BETWEEN BEAMS AND WITHIN THE MIDDLE THIRD OF BEAM/GIRDER SPANS.
7.
SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION.
8.
CONTRACTOR TO ENGAGE AN ENGINEER, REGISTERED IN THE PROJECT’S JURISDICTION,
TO DEVELOP ALL FORMWORK, SHORING, AND RESHORING DESIGNS AND PROCEDURES AND
SUBMIT SIGNED AND SEALED DRAWINGS AND CALCULATIONS. ALL SHORING AND RESHORING
MUST REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS AFTER CONCRETE PLACEMENT, OR
WHEN FULL STRENGTH IS ACHIEVED FROM FIELD CURED CYLINDERS
9.
THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1)
ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF ALL STEEL REINFORCING SHOP
DRAWINGS.
GENERAL CONSTRUCTION
1.
NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS
NOTED OTHERWISE. TYPICAL DETAILS ARE TO BE USED FOR ALL CONDITIONS WHERE THE
DETAIL IS APPLICABLE, WHETHER OR NOT NOTED ON PLAN. TYPICAL DETAILS MAY BE
SLIGHTLY ALTERED IF REQUIRED DUE TO PROJECT CONDITIONS, ONLY WHEN SUBMITTED
AND THE ENGINEER’S APPROVAL IS OBTAINED PRIOR TO PERFORMING THE WORK.
2.
ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS, WITH THE
EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE GENERATED BY OTHER DISCIPLINES. ANY
DIMENSIONS OR ELEVATIONS OMITTED OR NOT SHOWN ON THE STRUCTURAL DRAWINGS
SHOULD BE OBTAINED FROM THE DRAWINGS OF THE OTHER DISCIPLINES. STRUCTURAL
DRAWINGS ARE NOT “STAND-ALONE” DOCUMENTS AND SHOULD BE USED IN CONJUNCTION
WITH, AND COORDINATED WITH THE SPECIFICATIONS, ARCHITECTURAL DRAWINGS AND ALL
OTHER DISCIPLINE’S DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS
THE CONTRACTOR’S RESPONSIBILITY TO NOTIFY THE ENGINEER AND ARCHITECT PRIOR TO
PERFORMING THE WORK.
3.
IF DIFFERENCES OCCUR WITHIN OR BETWEEN DRAWINGS AND SPECIFICATIONS REGARDING
MATERIALS, STRENGTHS OR QUANTITIES, THE BETTER MATERIAL, HIGHER STRENGTH, AND
GREATER QUANTITY INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED.
4.
REPRODUCTIONS OF STRUCTURAL DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS
PROHIBITED, UNLESS WRITTEN APPROVAL IS REQUESTED BY THE CONTRACTOR AND IT IS
GRANTED BY O’DONNELL & NACCARATO, INC.
5.
DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.
6.
THESE DRAWINGS DO NOT DEFINE SCOPE OF CONTRACTOR OR SUBCONTRACTOR
CONTRACTS.
7.
AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS
OF THE JOBSITE INCLUDING MEANS AND METHODS OF CONSTRUCTION AND SAFETY OF
PERSONS AND PROPERTY. THE ENGINEER’S PRESENCE OR REVIEW OF WORK AT THE
JOBSITE IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY AND IS NOT EVER
TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION AND SAFETY
METHODS.
8.
THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS
AND FOR PROTECTING THE COMPLETED OR INCOMPLETED STRUCTURAL FRAMING FROM
DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADINGS.
9.
COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT
THE CONTRACTOR’S EXPENSE.
10. ANY APPROVED CONTRACTOR REQUESTED CHANGES TO THESE DRAWINGS WILL BE DONE
AT NO COST TO THE OWNER. APPROVAL OF CONTRACTOR REQUESTED CHANGES IN NO WAY
STATES OR IMPLIES APPROVAL OF A CHANGE IN SCOPE OR CHANGE IN CONTRACT COST.
11.
ALL REFERENCES TO WATER/DAMPROOFING, FIREPROOFING, AND UTILITIES ON THE
STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. SEE ARCHITECTURAL DRAWINGS,
SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPROOFING, FIREPROOFING
AND UTILITIY DETAILS AND REQUIREMENTS. COORDINATE ALL UNDERGROUND UTILITY
REQUIREMENTS WITH THE CIVIL/MEP DRAWINGS. ALL UTILITES SHALL BE ABOVE/BELOW
FOOTING AND NOT LOCATED WITHIN THE FOOTINGS. NOTIFY ENGINEER OF RECORD IF
OTHERWISE.
12. IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN
ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL NOTIFY THE
ARCHITECT/ENGINEER IMMEDIATELY. THE CONTRACTOR MUST PROVIDE A SKETCH OF THE
CONDITION WITH HIS PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT
DOCUMENTS. THIS SKETCH MUST BE SUBMITTED TO AND APPROVAL MUST BE GRANTED
BY THE ENGINEER PRIOR TO PERFORMING THE WORK.
13. SUBMIT SHOP DRAWINGS SUCH THAT BY THE TIME THEY ARE RECEIVED BY O’DONNELL &
NACCARATO, INC., THERE WILL BE AT LEAST 14 DAYS BEFORE REVIEWED SUBMITTALS WILL
BE NEEDED. ANY REVIEW THAT IS REQUIRED MORE EXPEDIENTLY WILL BE AT THE
CONTRACTOR’S EXPENSE. [ENGINEER’S NOTE: REVIEW THIS NOTE WITH THE PROJECT
EXECUTIVE, ESPECIALLY CONCERNING DESIGN-BUILD PROJECTS.] SHOP DRAWINGS SHALL
BEAR THE CONTRACTOR’S STAMP OF APPROVAL CERTIFYING THAT HE HAS VERIFIED ALL
FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA AND HAS
CHECKED EACH DRAWING FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE
CONTRACT DOCUMENTS. IF REVIEW OF AN INCOMPLETE SHOP DRAWING IS REQUIRED, THAT
SHOP DRAWING SHALL BE CLEARLY MARKED AS INCOMPLETE. THE AREA THAT NEEDS TO
BE REVIEWED SHALL BE CLEARLY NOTED WITH AN EXPLANATION FOR THE REASON FOR
PARTIAL APPROVAL.
14. SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS,
INSERTS, DEPRESSIONS, ETC. SHOWN ON THE ARCHITECTURAL DOCUMENTS ARE FOR THE
CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO
COORDINATE ALL CONTRACT DOCUMENTS TO DETERMINE THE SIZE AND/OR LOCATION OF
OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC.
15. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY BY FIELD
MEASUREMENTS/INVESTIGATION THE SIZE AND/OR LOCATION OF ALL EXISTING STRUCTURES
AND UTILITIES.
16. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS AND SHOP
DRAWINGS BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT
IS LOCATED SHOWING DESIGNS OF METAL STAIRS, METAL RAILINGS AND CONNECTIONS TO
STRUCTURE TAKING INTO ACCOUNT THE VERTICAL AND LATERAL LOADS STATED IN THE
GOVERNING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL MEMBERS HAVE
BEEN DESIGNATED ON THE STRUCTURAL CONTRACT DOCUMENTS TO SUPPORT THE STAIRS,
THE CONNECTIONS FROM THE STAIRS SHALL BE DESIGNED SO THAT NO ECCENTRIC OR
TORSIONAL FORCES ARE IMPOSED ON THESE STRUCTURAL MEMBERS. IF ECCENTRIC
CONNECTIONS ARE USED, CONTRACTOR SHALL PROVIDE BRACING ELEMENTS FOR ALL
SUPPORTING STEEL TO ELIMINATE THE TORSIONAL EFFECTS OF THE ECCENTRIC
CONNECTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING
ALL EMBEDDED ITEMS AND HARDWARE AS REQUIRED PER THE STAIR DESIGN.
17. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT
VIBRATING EQUIPMENT ON VIBRATION ISOLATORS, INERTIA PADS, ETC.
DECK
1.
STEEL ROOF DECK SHALL BE 1 1/2" 20 GAGE, GALVANIZED, TYPE B METAL DECK.
GRADE 40 (MINIMUM Fy = 40 KSI)
AS MANUFACTURED BY CANAM OR APPROVED EQUAL. MANUFACTURER SHALL BE A
MEMBER OF THE STEEL DECK INSTITUTE. ROOF DECK FABRICATION AND INSTALLATION
MUST COMPLY WITH STEEL DECK INSTITUTE STANDARDS. ALL ROOF DECK SHALL BE
CONTINUOUS OVER A MINIMUM OF THREE SPANS. SUSPENDED CEILINGS, LIGHT FIXTURES,
DUCTS, PIPES, OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE STEEL DECK.
2.
ATTACH TYPE B METAL ROOF DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8"
DIAMETER PUDDLE WELDS (7 WELDS PER 36" WIDE SHEET PER SUPPORT). FASTEN SIDE
JOINTS TOGETHER WITH #10 SELF DRILLING SCREWS, OR WELD, AT MID - SPAN BETWEEN
SUPPORTS.
INCREASE FASTENER SIZE AND/OR DECREASE FASTENER SPACING AS REQUIRED PER
FACTORY MUTUAL REQUIREMENTS IF ROOF ASSEMBLY IS REQUIRED TO MEET FACTORY
MUTUAL STANDARDS.
3.
USE WELDING WASHERS ON ALL CONNECTIONS OF STEEL DECK WITH METAL THICKNESS
LESS THAN 22 GAGE TO STRUCTURAL STEEL SUPPORTS.
4.
IN AREAS OF WARPED ROOF DECK USE, SELF DRILLING SCREWS FOR CONNECTIONS OF
STEEL ROOF DECK TO STRUCTURAL STEEL SUPPORTS. SCREW SIZES SHALL COMPLY WITH
MANUFACTURER'S REQUIREMENTS, ATTACH DECK TO ALL SUPPORTING MEMBERS.
5.
THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1)
ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF ALL DECK LAYOUT SHOP DRAWINGS.
05.17.2024
BID SUBMISSION
05.17.2024
AS SHOWN
PPP
2231817
T O W N S H I P O F F R E E H O L D
PROPOSED
AMPHITHEATER STAGE AT
MICHAEL J. TIGHE PARK
65 GEORGIA ROAD, FREEHOLD, NJ
Date
Drawn by
Job No.
Checked by
Drawing No.
Scale
SUBMISSION:
PROJECT TITLE:
REVISIONS
DATE
SHEET CONTENTS:
These drawings, or parts thereof, may not be
reproduced in any form, by any method, for
any purpose, without the prior written consent
from NICHOLAS J. NETTA, ARCHITECT.
These drawings shall be used for the specific
project location indicated within the Title
Block, and shall not be used at any other
location without prior consent from the
ARCHITECT.
REV
NICHOLAS J. NETTA, AIA, NCARB
NJ License No. AI01254100
LAURENCE K. UHER, AIA, LEED, AP
NJ License No. AI01439400
ROBERT E. McNAMARA, AIA
NJ License No. AI00997600
JOHN BURGDORFER, RA, NCARB
NJ License No. AI01259900
1084 Route 22 West, Mountainside, NJ 07092 Phone: (973) 379-0006 www.nettaarchitects.com
CERTIFICATE OF AUTHORIZATION AC-438
N E W J E R S E Y F L O R I D A N E W Y O R K
NETTA ARCHITECTS
BID SUBMISSION
5/17/2024
200 CENTRAL AVE | 2ND FLOOR | MOUNTAINSIDE, NJ 07092
(908) 379-2911 | www.o-n.com | Project No.
S-200
NOTES & SCHEDULES
COLUMN FOOTING SCHEDULE (3,000 PSF SOIL BRG. PRESSURE)
MARK
DIMENSIONS
REINFORCING
LENGTH
WIDTH
THICKNESS
F2380
23'-0"
8'-0"
2'-6"
#7 @9" EW T&B HK ENDS
STEEL DECK SCHEDULE
MARK
DECK
DIMENSIONS
DECK TYPE
MINIMUM DECK SECTION PROPERTIES PER FOOT
WIDTH
DECK FINISH
DECK FASTENING
REQUIREMENTS
REMARKS
Fy
(KSI)
Ip
(IN^4/FT)
In
(IN^4/FT)
Sp
(IN^3/FT)
Sn
(IN^3/FT)
D1
1 1/2" x 20 GA.
36" TYPE 'B' ROOF DECK
50
0.197
0.217
0.224
0.229
GALVANIZED
7/36 PATTERN
w/ #12 SIDE LAP
SCREWS
#12 SIDE LAP SCREWS @
12" o/c MAX. & MID-SPAN
BETWEEN SUPPORTS
COLUMN SCHEDULE
MARK
SIZE
BASE PLATE
ANCHOR RODS
REMARKS
C1
W12x79
2x24x2'-0"
(4) 1 1/4"Ø, GR 105
1/2" PLATES EACH SIDE
1/2" PLATES EACH SIDE, SEE DETAIL ON S-300
COLUMN BASE PLATE DETAIL
X (TYP.)
ANCHOR ROD
(TYP.)
COLUMN
BASE ™
BASE ™
X (TYP.)
ANCH. ROD DIA.
DIMENSION "X"
®
®
MIN. PLATE WASHER
THICK.
SIZE
1 1/4"
2 1/2"
1/2"
3"
STOP WELD @
TOES OF FLGS.
3"
3"
3/8"
1/2"
AT COLUMN FLANGES
DISCONTINUOUS COLUMNS
DOUBLE ANGLE
FRAMED BEAM
CONNECTION
FITTED STIFFENERS SAME
GRADE AS BEAM. THICKNESS
EQUAL TO OR GREATER
THAN BEAM FLANGE
WELD AS REQUIRED
TO DEVELOP FORCES
RESIST WEB SHEAR. SEE COLUMN
AS COLUMN, WHERE REQUIRED TO
(DOUBLER PLATES) SAME GRADE
PROVIDE WEB REINFORCEMENT
GREATER OF BEAM FLANGE
BEAM. THICKNESS EQUALS
COLUMN & SAME GRADE AS
CAP PLATE SAME SIZE AS
SCHEDULE.
OR 1"
® COLUMN
THAN BEAM FLANGE
EQUAL TO OR GREATER
GRADE AS BEAM. THICKNESS
FITTED STIFFENERS SAME
FITTED STIFFENERS SAME
GRADE AS BEAM. THICKNESS
EQUAL TO OR GREATER
THAN BEAM FLANGE, AS
REQUIRED.
AT COLUMN WEB
SHEAR BOLTS
AS REQUIRED
FLANGE OR 1"
GREATER OF BEAM
BEAM. THICKNESS EQUALS
COLUMN & SAME GRADE AS
CAP PLATE SAME SIZE AS
%%130 COLUMN
TC-U4a
TC-U4a
B-U4a
TC-U4a
B-U4a
TC-U4a
CAP ™
THAN BEAM FLANGE.
EQUAL TO OR GREATER
GRADE AS BEAM. THICKNESS
FITTED STIFFENERS SAME
CONTINUOUS COLUMNS
AT COLUMN FLANGES
CONNECTION
FRAMED BEAM
DOUBLE ANGLE
RESIST WEB SHEAR. SEE COLUMN
AS COLUMN, WHERE REQUIRED TO
(DOUBLER PLATES) SAME GRADE
PROVIDE WEB REINFORCEMENT
WELD AS REQUIRED
TO DEVELOP FORCES
SCHEDULE.
® COLUMN
FITTED STIFFENERS SAME
GRADE AS BEAM. THICKNESS
EQUAL TO OR GREATER
THAN BEAM FLANGE
AT COLUMN WEB
AS REQUIRED
SHEAR BOLTS
® COLUMN
FITTED STIFFENERS SAME
GRADE AS BEAM. THICKNESS
EQUAL TO OR GREATER
THAN BEAM FLANGE, AS
REQUIRED.
1.
PROVIDE THIS DETAIL WHERE NOTED THUS: ON PLAN.
2.
MOMENT CONNECTION TO DEVELOP FULL BEAM CAPACITY UNLESS OTHERWISE NOTED.
3.
PROVIDE COLUMN WEB STIFFENERS WHERE REQUIRED BY AISC SPECIFICATIONS, LATEST EDITION.
4.
ECCENTRICITY OF BEAM SHEAR CONNECTION MUST BE FULLY DEVELOPED TO WEB OF COLUMN WHERE NON-MOMENT CONNECTED BEAMS
FRAME TO ONE SIDE OR BOTH SIDES OF COLUMN WEB OR PROVIDE DOUBLE ANGLE FRAMED BEAM CONNECTION TO COLUMN WEB.
5.
WHEN BEAM FRAMES INTO COLUMN WEB FROM ONE SIDE ONLY, STIFFENERS ARE REQUIRED ON BOTH SIDES OF COLUMN WEB.
6.
ALL FULL PENETRATION WELDS TO BE VISUALLY INSPECTED & ULTRASONICALLY TESTED IN ACCORDANCE WITH THE SPECIFICATIONS.
TYPICAL BEAM TO COLUMN MOMENT CONNECTION DETAILS
TYPICAL CONCRETE ENCASED STEEL
COLUMN ENCLOSURES
NOTES:
1) SEE ARCH. FOR ENCLOSURE LOCATIONS.
2) SEE ARCH. FOR TOP OF ENCLOSURE ELEVATION AND LOCATIONS. EXTEND DOWN TO
TOP OF FOOTING.
3) PROVIDE MINIMUM 3" COVER FROM EDGE OF COLUMN/PIPE TO FACE OF CONCRETE.
(12) #5 VERT. FOR
26"x26" CONCRETE
ENCLOSURE.
CONTINUE REINF.
INTO TOP OF
FOOTING
CONC. COLUMN
ENCLOSURE (COORD.
DIMS. w/ ARCH.)
#3 TIES @ 12"
CHAMFER EDGE
(SEE ARCH.)
DRAIN PIPE
(BY OTHERS)
TYPICAL COLUMN FOOTING WITHOUT PIER
® COLUMN & FOOTING
ISOLATION JOINT
ANCHOR ™ 3/8x4xLENGTH
(TO MATCH BASE ™ DIMENSION)
WHERE NORMAL EMBEDMENT IS NOT
POSSIBLE
THREADED ANCHOR RODS w/
NUT & ™ WASHER,
20Ø MIN. EMBEDMENT
(TO TOP OF NUT)
3" CLR.
3"
3 1/8"
SEE PLAN/SCHEDULE FOR
FOOTING SIZE, REINF. & EL.
ENCASE STEEL w/ MIN. 3" OF
CONC., SAME STRENGTH AS SLAB,
AFTER STEEL IS ERECTED
FIN. GRADE
(SEE PLAN)
1" TO BOTTOM
OF BASE ™
3/4" GROUT
1/4" LEVELING ™
.
.
.
.
1'-0"
U.N.O.
3'-0" (MIN.)
BASE ™
OUTSIDE
GRADE
.
.T
8" (MIN.)
1'-4" (MAX.)
.
.
1'-4"
2'-8"
T
8" (MIN.)
1'-4" (MAX.)
.
.
T
TYPICAL STEPPED FOOTING DETAIL
SIZE & NUMBER TO
MATCH FOOTING REINF.
OPTIONAL FOOTING
CONFIGURATION
3/8"
TYP.
STEEL COLUMN,
SEE SCHEDULE
FOR SIZE
1/2" ™ (TYP.)
TYPICAL COLUMN ™ DETAIL
05.17.2024
BID SUBMISSION
05.17.2024
AS SHOWN
PPP
2231817
T O W N S H I P O F F R E E H O L D
PROPOSED
AMPHITHEATER STAGE AT
MICHAEL J. TIGHE PARK
65 GEORGIA ROAD, FREEHOLD, NJ
Date
Drawn by
Job No.
Checked by
Drawing No.
Scale
SUBMISSION:
PROJECT TITLE:
REVISIONS
DATE
SHEET CONTENTS:
These drawings, or parts thereof, may not be
reproduced in any form, by any method, for
any purpose, without the prior written consent
from NICHOLAS J. NETTA, ARCHITECT.
These drawings shall be used for the specific
project location indicated within the Title
Block, and shall not be used at any other
location without prior consent from the
ARCHITECT.
REV
NICHOLAS J. NETTA, AIA, NCARB
NJ License No. AI01254100
LAURENCE K. UHER, AIA, LEED, AP
NJ License No. AI01439400
ROBERT E. McNAMARA, AIA
NJ License No. AI00997600
JOHN BURGDORFER, RA, NCARB
NJ License No. AI01259900
1084 Route 22 West, Mountainside, NJ 07092 Phone: (973) 379-0006 www.nettaarchitects.com
CERTIFICATE OF AUTHORIZATION AC-438
N E W J E R S E Y F L O R I D A N E W Y O R K
NETTA ARCHITECTS
BID SUBMISSION
5/17/2024
200 CENTRAL AVE | 2ND FLOOR | MOUNTAINSIDE, NJ 07092
(908) 379-2911 | www.o-n.com | Project No.
S-300
DETAILS
FROM TOP OF FOOTING TO
BOTTOM OF BEAM.
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performance bond
Evidence Detected
"...Bidder shall submit with the bid a Certificate (Consent of Surety) with Power of Attorney for full amount of bid price from a surety Company authorized to do business in the State of New Jersey and acceptable to the Township of Freehold stating that it will provide said bidder with a Performance Bond in the full amount of the bid...."
liquidated damages
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Contacts
Township Purchasing Agent
Purchasing Agent · Township of Freehold
John Burgdorfer
hidden@email.com
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Timeline
First Discovered
Mar 29, 2026
Last Info Update
Apr 30, 2026
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