Addendum #4 B24-57.pdf

PDF 1 MB Posted Mar 7, 2024

Attached to: REPLACEMENT OF THE WHARTON DPW BUILDING – WORMAN AVENUE FACILITY
Solicitation number: B24-57
Issued by: Morris County, Jersey City, New Jersey

About this file

Written by GovTribe AI · Apr 18, 2025

This document is Addendum #4 for Bid #B24-57, issued by the County of Morris, New Jersey, regarding the Replacement of the Wharton DPW Building on Worman Avenue. The addendum changes the bid opening date to April 30, 2024, at 11:00 AM, and provides responses to various technical questions submitted by potential bidders. The addendum includes clarifications on electrical, mechanical, and structural details for the project, such as specifications for electrical panels, transformers, conduits, insulation, vapor barriers, and foundation requirements.

The addendum addresses several specific technical queries, including details about ATC panels, existing equipment power requirements, heat tracing, electrical service configuration, telecommunications conduits, and construction material specifications. Key clarifications include providing a 7.5kva buck boost transformer for existing equipment, using 15-mil vapor barriers, installing 12" of crushed stone under slabs, and specifying metal building system warranties and material gauges. The document indicates that the project involves replacing an existing Department of Public Works building with precise technical specifications for the new facility.

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Other files

File	Type	Posted
Addendum #1 B24-57.pdf	PDF	Mar 7, 2024
2334 - Wharton DPW - Technical Specifications.pdf	PDF	Mar 7, 2024
B24-57 Wharton DPW Technical Specifications.pdf	PDF	Mar 7, 2024
Addendum #2 B24-57.pdf	PDF	Mar 7, 2024
Addendum #3 B24-57 April 3, 2024.pdf	PDF	Mar 7, 2024
B24-57 Wharton DPW Bid Set Drawings.pdf	PDF	Mar 7, 2024
B24-57 Wharton DPW Front End Bid Documents.pdf	PDF	Mar 7, 2024

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April 12, 2024

NOTICE OF ADDENDUM ISSUANCE #4 – #B24-57

Pursuant to N.J.S.A. 40A:11-1 et. sec., please be advised that Addendum Number 4 has been issued for:

REPLACEMENT OF THE WHARTON DPW BUILDING – WORMAN

AVENUE FACILITY

The date of Opening has been changed.

Sealed responses to the above bid are now scheduled to be received and opened by the Morris County Division of Purchasing on April 30, 2024 at 11:00 AM prevailing time.

This addendum is being issued to provide responses to questions submitted and two updated drawings, details available for download at https://www.bidnetdirect.com/new-jersey

Addenda MUST be acknowledged in your proposal.

Please include the attached acknowledgement of addenda form with your sealed bid proposal, as it is a required document.

https://www.bidnetdirect.com/new-jersey

BID #B24-57

Replacement of the Wharton DPW Building – Worman Avenue Facility

Questions & Answers for Addendum No. 4

Q. On drawing E-201, panel PP-G circuit 34 “ATC Panels” There are no ATC panels shown on any of the drawings, electrical or mechanical. Where are the ATC panels located?

A. See dwg m-401 – future BMS controls. Provide spare circuit breaker for future BMS if not provided under this contract.

Q. On drawing E-201, panel PP-G circuit 54,56 “Existing WLP” We could not find any reference to an Existing WLP on any of the drawings. What is the Existing WLP and where is it located?

A. WLP is associated with the existing pressure washer. It is served by the small load center in the back of the building.

Q. Does the existing Oil/Water separator that is located on the exterior of the building require power?

A. There is an existing sump pump. Not aware of any additional existing power to oil/water separator.

Q. On plumbing drawing P-001, there is a note about Heat Tracing. There are no feeds shown on the electrical drawings or the panel schedules for Heat Tracing. Is there Heat Tracing on this project? If so, where is it located and where is it to be fed from and what are the lengths required?

A. Sprinkler system for garage is wet system. No heat trace is required.

Q. General Note #2 on drawing E-004 says to “Refer to Civil/Site drawings for all trenching, digging and underground conduit routing detail.” Drawing C-102 & C-103 show the service incoming feed to be overhead and drawing E-004 shows it to be underground. Is the new incoming electrical service overhead or underground?

A. New electric service is overhead for the primary line to the new utility pole. The secondary work from pole to the main service disconnect is underground.

Q. On drawing E-201, Panel PP-G circuit #58,60 list a buck boost transformer to feed the existing pressure washer. What size is this transformer?

A. Provide 7.5kva buck boost transformers for pressure washer and WLP circuit.

Q. General Note #5 on drawing E-004 says to “Coordinate teledata conduit and point of entry with IT/teledata providers’ requirements.” There is a note on drawings C-102 & C-103 that reference a “Proposed building telecommunication line connection but no details are shown. There are no incoming teledata conduits shown on the electrical drawings. Are there any incoming teledata conduits required on this project. If so, what size are they and where are they to be located?

A. Two conduits are needed for IT, one for fiber and a spare. 4”.

Q. In 133419 Metal Building Systems:

Spec Section 1.07 – B. Correct defective Work within a five-year period after Date of Substantial Completion. Metal building companies, including American Buildings, include only a one-year manufacturers material warranty for the entire building.

A. The basis of design is Braemar Bld. Syst. Provide a 12 month warranty on all Manufacturer’s materials.

Q. In 133419 Metal Building Systems:

Spec Section 1.07 – C. Five-year roof and wall finish warranty required. The specified Kynar 500 Roof and Wall Finish has a 30-year finish warranty. The standard Weathertightness Warranty for the 24” wide trapezoidal standing seam roof is 20 years.

A. The basis of design is Braemar Bld. Syst. Braemar provides a limited finish warranty up to 40 years.

Q. In 133419 Metal Building Systems:

Spec Section 2.08 - Addressed in a previous RFI and addendum, the thickness of the soffit panel is indicated as 0.040 “metal”. This thickness format is typically applied when aluminum sheeting is specified. Metal building companies don’t offer aluminum soffits as a standard product. So, translating the 0.040 to 22 ga, as in the previous Addendum, is not a correct comparison. 22 ga is available, but it requires the production of a specially coated coil of painted material. The cost for 22 ga will be very high. 24 ga or 26 ga are industry standards. The 22 ga interpretation should be changed.

A. Roof sheeting and materials to be a minimum of 24 ga, wall sheeting to be a minimum of 26 ga.

Q. In 133419 Metal Building Systems:

Drawing A-176, Detail D – The roof insulation system is shown as Thermaliner, a proprietary Butler roof system. It includes a metal liner panel attached to the top of the purlins, followed by another layer of standoff clips and subpurlins. Details A, B, and E on Page A-176 show a banding system with a continuous vapor barrier (liner) on the bottom of the purlins. This heavy-duty vapor barrier is supported and attached to the underside of the purlins with banding as referenced in Spec Section 2.05, Paragraph B. So, are 0.040 liner panels, as referenced in Spec Section 2.08, Paragraph C, required, or is a system such as the attached Skyliner System by Bay Insulation sheet required?

Skyliner would be used on both the roof and walls.

A. The basis of design is Braemar Bld. Syst. Roof insulation to be a minimum R38 WMP-VR, wall insulation shall be R30 WMP-VR.

Q. What is the actual elevations for the existing building?

The “Demo Existing Elevations” drawing (D-200) just shows outlines with a scale (and nothing on the drawings to determine if the scale is correct), but not a single actual elevation exists on the drawing.

A. The height to the existing roof peak is approximately 20’-0”. The height to the existing roof eave/edge is approximately 16’-0”.

Q. For clarification:

On C-101 Existing Conditions / Demo Plan, the drawings show some areas as existing that seem to be a bit precariously close to the soon-to-be demolished building and foundations and are NOT specifically called out as items that need to be demoed. For example, look at the concrete pad with the oil-separator on it in this screenshot:

Assuming based on the pictures that you would like this pad and oil separator to remain, but if removing the footings right near there, it will be nearly impossible. Do you want this pad and oil separator to remain? What about the PVC piping that extends beyond the PVC piping that has already been designated to be removed in this same screen shot? After ripping out the foundations, it is doubtful it will be piping worth keeping.

A. The County wants to reuse the existing oil separator. The contractor is to saw cut the concrete pad next to the building and use extra caution when removing the footings. Contractor shall verify location of all pipes.

Q. The geotechnical report calls for 12” of stone beneath the slabs, but the structural drawings call for 6” (S-2, “Foundations” Note 4). Which should be used?

A. As recommended by the report, provide minimum 12” crushed stone compacted fill under the slabs on grade.

Q. 1/S-2 shows a 1’-8” wide continuous slab, but when dimensioned, the S-100 plan shows a 2’ wide continuous slab. Typically, the detail prevails, but would like confirmation.

A. Provide 24” wide footings under all perimeter foundation walls.

Q. Should the R20 insulation beneath the slab be continuous (as seems to be shown on A-300) or just the 48” minimum per the wall details on A-400 & A-401?

A. Under-slab insulation is to continue for a minimum of 48”.

Q. Considering the Geotech calls for the excavation and removal of poorly graded silty sand at ~4 below the surface (page 6 of 13), how will the demo contractor be leaving this area once the concrete foundations are removed?

A. The General Contractor is to coordinate the work of all sub-contractors.

Q. The Geotech suggests 12” stone beneath the SOG, but the structural drawings note 6” (Note 4 under Foundations on S-2). Which should be used?

A. Provide minimum 12” crushed stone compacted fill under all slabs on grade.

Q. The architectural drawings (A-400 & A-401) show 4” thick of R-20 insulation “for 48” minimum,” but A-300 shows it beneath the entire slab. Which is it? There is a significant difference in pricing.

A. Under-slab insulation is to continue for a minimum of 48”.

Q. Need Clarification:

S-2 Note 4 under Foundations also states that there should be an 8 mil-thick vapor barrier under all concrete slabs. The specs state two different types of VB: 15-mil Stego (pg. 93 of the Spec PDF in section 030516):

And 10 mil (pg. 98 of the PDF in section 033000):

Which is it supposed to be?

A. The under-slab vapor barrier shall be 15 mils as per specification 030516.

COUNTY OF MORRIS

ACKNOWLEDGMENT OF RECEIPT OF ADDENDA

The undersigned Bidder hereby acknowledges receipt of the following Addenda:

ADDENDUM

NUMBER

DATE ACKNOWLEDGE RECEIPT

(Initial)

Bidder MUST __________________ ______________ ___________________ acknowledge EACH addenda __________________ ______________ ___________________ by number, date, and initial __________________ ______________ ___________________ acknowledgment

By:

(Signature of Authorized Representative)

Name:

(Print or Type)

Title:

Date:

THIS FORM IS REQUIRED

Acknowledged for:

(Name of Bidder)

Michael R. Bieri, A.I.A.

Thomas J. Kosten, A.I.A.

AI01507700

AI11394

signature:

C O

O F

M O

, N

W O

N A

N , N

. J

Ra m ap o

Va lle y Ro ad O ak la nd , N ew J er se y

N D

W O

N F

A C

Y B

O F

N , N

w w w .fk ar ch

.c om drawn check scale

THESE DOCUMENTS ARE CONFIDENTIAL & PROPRIETARY & SHALL NOT BE USED OR DISTRIBUTED BY ANY OTHER PARTIES FKA ARCHITECTS 2023 c project no.

BID SET: 2-5-2024

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FOUNDATION PLAN

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1. ALL FOOTING ARE DESIGNED BASED ON SOIL BEARING CAPACITY OF 2 T/SQ. FT

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SOIL ENGINEER PAID FOR BY THE OWNER MUST VERIFY ALL FOOTING BOTTOMS

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PRIOR TO POURING ANY CONCRETE FOOTINGS.

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2. ALL STEEL COLUMN, ROOF EXTERIOR WALL ETC ARE BY PEBS

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(PRE-ENGINEERED BUILDING SYSTEM). FOUNDATION DESIGN SHOWN IS BASED ON

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PRELIMINARY STRUCTURAL DESIGN INFORMATION PREPARED BY " BRAEMAR

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BUILDING SYSTEM". FINAL DESIGN CALCULATIONS INCLUDING ALL STRUCTURAL

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DRAWINGS SEALED & SIGNED BY A PROFESSIONAL ENGINEER MUST BE

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SUBMITTED TO ARCHIT./ENGINEER FOR REVIEW. THIS MAY RESULT IN SAME

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MODIFICATIONS TO DRAWINGS. CONTRACTOR MUST INCLUDE IN HIS BID FOR AN

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ALLOWANCE OF $5750.00 TO COMPENSATE ARCHIT./ENGINEER TO REVIEW THE

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FINAL DESIGN. ANY PORTION OF THIS ALLOWANCE NOT USED, CONTRACTOR WILL

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CREDIT THE OWNER.

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3. BOWARDS AND RAILING DETAILS NOT SHOWN SEE ARCH. DWGS.

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4. EXACT LOCATION OF ALL ANCHOR BOLT, CONCRETE CONTRACTOR MUST

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COORDINATE WITH PEBS VENDOR.

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12" SLAB

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NOTE:

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SLAB @ H.P

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SLAB @ H.P

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RAILING DETAILS SEE ARCH. DWGS

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RAILING DETAILS SEE ARCH. DWGS

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INDICATES 12" HAUNCH

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TRENCH DRAIN. DETAIL SEE S2.

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5. AS RECOMMENDED IN SOIL REPORT UNDER ALL SLAB ON GRADE PROVIDE (15 MIL THICK

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VAPOR BARRIER ON) 12" CRUSHED STONE POROUS FILL.

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SPAC.

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#3 TIE

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PIER SCHEDULE

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MARK

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EACH WAY

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BOTT. REINF.

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MARK

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DEPTH

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(BEARING CAPACITY 4 KIPS/ SQUARE FT.)

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EACH WAY

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TOP REINF.

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FLOOR CONST.

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FINISH FLOOR EL.=114'-00"

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T.O STEEL EL. 113'-8"

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MEZZANINE FRAMING

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1. FLOOR CONST. : 2-1/2" CONC. SLAB W/ 6x6-10/10 W.W M.UN 1-1/2 LOK. FLOOR CONST. : 2-1/2" CONC. SLAB W/ 6x6-10/10 W.W M.UN 1-1/2 LOK. FLOOR. 20 GAGE GALVANIZED FLOOR DECK BY UNITED STEEL DECK INC. 2. DESIGN MEZZANINE FLOOR FOR: DESIGN MEZZANINE FLOOR FOR: D.L OF CONC. SLAB = 45.00 PSF MISC. DEAD LOAD 10.00 PSF LIVE LOAD 100.00 PSF TOTAL LOAD 155.00 PSF 3. ALL STRUCTURAL STEEL FOR MEZZANINE FLOOR INCLUDING COLUMNS IS BY ALL STRUCTURAL STEEL FOR MEZZANINE FLOOR INCLUDING COLUMNS IS BY PEBS.

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MEZZANINE PANEL BY OTHERS

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5'-0" (12" SLAB)

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(12" THICK SLAB)

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(12" THICK SLAB)

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HATCHES AREA

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INDICATES 12" SLAB

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4 - 3/4" DIAM. ANCHOR BOLTS

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+ LEVELLING NUTS

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GROUT

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SEE COL. SCHED.

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FOR SIZE & REINF.

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SEE PLAN & FTG. SCHED.

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SEE

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PLAN

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JOINT FILLER

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1/2" PREMOLDED

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16" MINIMUM

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4" ANCHOR BOLT PROJECTION

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ABOVE FOOTING TO BE THREADED

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FOUNDATION PLAN

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BID SET

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AS NOTED

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N.J. P.E. #24GE01749100

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RAJNIKANT DOSHI

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730 BOULEVARD KENILWORTH, NJ 07033

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CONSULTING ENGINEERS COLLABORATIVE, INC.

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,INC.

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PHONE: 908-298-1600

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CEC # 23076

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AS NOTED

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Michael R. Bieri, A.I.A.

Thomas J. Kosten, A.I.A.

AI01507700

AI11394

signature:

C O

O F

M O

, N

W O

N A

V E.

, W

N , N

. J

Ra m ap o

Va lle y Ro ad O ak la nd , N ew J er se y

N D

W O

N F

A C

ITY

B O

H O

F W

O N

, N J

w w w .fk ar ch

.c om drawn check scale

THESE DOCUMENTS ARE CONFIDENTIAL & PROPRIETARY & SHALL NOT BE USED OR DISTRIBUTED BY ANY OTHER PARTIES FKA ARCHITECTS 2023 c project no.

BID SET: 2-5-2024

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E. CONCRETE CONSTRUCTION

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1. INSPECTION OF REINFORCING STEEL INSTALLATION.

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ACI 318:CH.20, 25.2, 25.3, 26.6.1-26.6.3

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AWS D1.4

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ACI 318: 26.5

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3. OPEN-WEB STEEL JOISTS AND JOIST GIRDERS, SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS IN BUILDINGS, STRUCTURES AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH TABLE 1705.2.3.

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2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE W/ ITEM 6B ABOVE.

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3. INSPECTION OF BOLTS TO BE INSTALLED IN CAST-IN-PLACE CONCRETE PRIOR TO AND DURING PLACEMENT.

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4. INSPECTION ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLUDE ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a.

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ACI 318:17.8.2.4 ACI 318:17.8.2

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5. VERIFY USE OF REQUIRED DESIGN MIX AND EVALUATION AND ACCEPTANCE OF CONCRETE AND SHOTCRETE

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ACI 318:CH.19, 26.4.3, 26.4.4

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6. SAMPLING FRESH CONCRETE: SLUMP, AIR CONTENT, TEMPERATURE, STRENGTH TEST SPECIMENS..

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ASTM C17.2 ASTM C31 ACI 318: 26.5, 26.12

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7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.

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ACI 318: 26.5.3, 26.5.5

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8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

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9. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.

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ACI 318: 26.11.2

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10. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

AutoCAD SHX Text ACI 318: 26.11.1.2(b)

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%%UGENERAL

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1. GENERAL CONTRACTOR SHALL VERIFY ALL CONDITIONS AND CHECK ALL MEASUREMENTS ON

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JOB AND SHALL BE RESPONSIBLE FOR SAME.

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2. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT BUILDING CODE AND SAFETY

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REGULATIONS OF ALL GOVERNING AUTHORITIES.

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3. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH SPECIFICATIONS,

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ARCHITECTURAL AND MECHANICAL DRAWINGS.

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4. APPROVAL OF SHOP DRAWINGS SHALL NOT RELIEVE CONTRACTOR OF ANY CONTRACT

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REQUIREMENTS, EVEN IF SUCH ITEMS ARE NOT SHOWN ON SHOP DRAWINGS.

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5. ALL REVISIONS TO SHOP DRAWINGS AFTER FIRST SUBMISSION MUST BE SO IDENTIFIED ON

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SUBSEQUENT SUBMISSIONS.

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6. REPRODUCTION OF STRUCTURAL CONTRACT DRAWINGS ARE NOT TO BE SUBMITTED AS SHOP

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DRAWINGS.

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%%UFOUNDATIONS

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1. ALL FOOTINGS SHALL REST ON UNDISTURBED SOIL OF

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TONS PER SQUARE FOOT MINIMUM

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BEARING CAPACITY. A SOILS ENGINEER, PAID FOR BY THE CONTRACTOR, MUST VERIFY ALL

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FOOTING BOTTOMS PRIOR TO POURING ANY CONCRETE FOOTINGS.

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2. ALL FILLED AREAS SHALL BE COMPACTED LAYER BY LAYER DO NOT LESS THAN 95%%% OF THE

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MAXIMUM DRY DENSITY WHEN TESTED IN ACCORDANCE WITH ASTM D1557-91.

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3. PROVIDE STEPPED FOOTINGS AS PER DETAIL WHERE NECESSARY.

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4. PROVIDE 15 MIL THICK VAPOR BARRIER ON 12" POROUS FILL UNDER ALL CONCRETE SLABS ON

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GRADE.

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5. ALL COLUMN FOOTINGS SHALL BE CENTERED UNDER COLUMN CENTER LINES, UNLESS

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OTHERWISE NOTED ON PLAN OR SECTIONS.

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6. ALL FOOTING DOWELS TO BE THE SAME SIZE, NUMBER AND GRADE AS VERTICAL

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REINFORCEMENT IN COLUMNS, PIERS OR WALLS WHICH THE FOOTINGS SUPPORT,

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7. FOUNDATION ELEVATIONS SHOWN ARE ESTIMATED FOR BIDDING PURPOSES ONLY, AND MAY

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VARY TO SUBSURFACE SOIL CONDITIONS.

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%%UCONCRETE

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1. ALL CONCRETE SHALL BE CONTROLLED CONCRETE COMPLYING WITH ALL ACI BUILDING CODE

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REQUIREMENTS OF A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS:

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A. FOUNDATION CONCRETE ( FOOTINGS, WALLS, PIERS POURED INTEGRALLY WITH WALLS,

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( SLAB ON METAL DECK 3500 PSI STONE CONCRETE.

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B. CONCRETE SLAB ON GRADE - 4000 PSI AIR ENTRAINED CONCRETE.

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2. SLABS ON GRADE TO BE POURED IN ALTERNATE BAYS OF NOT MORE THAN 400 SQ. FT. AND

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15 FEET IN ANY DIRECTION ( OR SAWCUT TO THE SAME AREA REQUIREMENTS )

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3. CONTRACTOR TO SUBMIT A PLAN SHOWING POURING SEQUENCE AND TYPE AND LOCATION OF

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PROPOSED JOINTS IN ALL SLABS TO ENGINEER FOR APPROVAL.

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4. NO HORIZONTAL POUR STOPS ARE PERMITTED IN CONCRETE WALLS. PROVIDE VERTICAL POUR

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STOPS IN WALLS AT 50'-0" MAXIMUM SPACING.

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5. PROVIDE 3/8" CHAMFER AT CORNERS OF ALL CONCRETE BEAMS AND COLUMNS, EXCEPT AS

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DIRECTED BY THE ARCHITECT.

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6. ALL REINFORCING BARS SHALL BE NEW BILLET STEEL, DEFORMED TYPE, ASTM A-615 GRADE

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60 AND SHALL COMPLY WITH ALL ACI CODE REQUIREMENTS.

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7. LENGTH OF REINFORCING SPLICES SHALL CONFORM TO ACI BUILDING CODE REQUIREMENTS, AutoCAD SHX Text

BUT IN NO CASE SHALL BE LESS THAN 30 BAR DIAMETERS, OR AS OTHERWISE APPROVED BY

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THE ENGINEER.

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8. ALL SLABS, CONCRETE PLATFORMS, PADS, ETC., NOT POURED INTEGRALLY WITH STRUCTURAL

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MID-DEPTH OF SLAB, UNLESS NOTED OTHERWISE.

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9. PROVIDE #4 NOSING BAR IN EACH CONCRETE STEP.

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10. CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE AS FOLLOWS:

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(a) WALLS, INSIDE FACE -- 1"

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(b) WALLS, EXTERIOR FACE (AGAINST EARTH) -- 2"

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C. FOR 3500 PSI CONCRETE USE MIN. OF 540 LBS OF CEMENT FOR EACH CUBIC YARD

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OF CONCRETE.

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FOR 4000 PSI CONCRETE USE 560 LBS OF CEMENT FOR EACH CUBIC YARD OF

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CONCRETE.

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D. USE WATER REDUCING ADMIXTURE IN ALL CONCRETE MAX. SLUMP 5"%%P1"

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E. USE 3 GALLONS OF ANTI CORROSION INHIBITOR FOR EACH CUBIC YARD OF CONCRETE

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SLAB ON GRADE.

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F. APPLY ANTI SPALLING SEALER ON ALL CONCRETE SLAB ON GRADE.

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G. CONTRACTOR MUST SUBMIT ALL DESIGN MIX TO ARCH/ENGINEER FOR RENIEW.

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H. DURING CONSTRUCTION : (BY OWNER)

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TAKE MINIMUM ONE SLUMP FOR EACH TRUCK LOAD OF CONCRETE.

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TAKE 5 CYLINDERS FOR EACH 30 YARDS OF CONCRETE OR FRACTION THERE OF FOR

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EACH DAYS POUR.

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2 CYLINDERS TESTED AT 7 DAYS

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2 CYLINDERS TESTED AT 28 DAYS

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1 CYLINDERS TO BE KEPT IN RESERVE.

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TRENCH COVER

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SEE ARCH. DWGS.

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AutoCAD SHX Text W/3/8"%%C x 4" LONG ANCHOR

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15 MIL. THICK VAPOR BARRIER

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ON 12" CRUSHED STONE

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TRENCH DRAIN SLAB IS 12" TO 20"

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(AT LOW POINT) MIN. EXACT LENGTH

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COORDINATE WITH ARCH. DWGS.

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MIN.

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TYPICAL FLOORTRENCH

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DETAIL

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EMBEDDED DIAMOND DOWEL POCKET FORMER CREATES SLOT TO RECEIVE TAPERED PLATE DOWEL

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DIAMOND DOWEL PLATE DIMENSIONS ARE 4 1/2" SQUARE AND 6.36" AT THE JOINT

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SPECIFIED

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SPECIFIED

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SPACING

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MIN.

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TYPICAL DIAMOND DOWELL SYSTEM - CONSTRUCTION JOINTS

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NOT TO SCALE

AutoCAD SHX Text NOTE: 1. AVAILABLE IN THREE SIZES: 1/4", 3/8", AND 3/4". AVAILABLE IN THREE SIZES: 1/4", 3/8", AND 3/4". 2. DIAMOND DOWEL 1/4" AND 3/8" PLATES SAW CUT FROM HOT ROLLED STEEL BAR; 3/4" PLATES SAW CUT FROM COLD ROLLED STEEL BAR. DIAMOND DOWEL 1/4" AND 3/8" PLATES SAW CUT FROM HOT ROLLED STEEL BAR; 3/4" PLATES SAW CUT FROM COLD ROLLED STEEL BAR. 3. INSTALLATION TEMPLATE PROVIDED FOR SPEED, EASE AND ACCURACY OF INSTALLATION IN THE FIELD. INSTALLATION TEMPLATE PROVIDED FOR SPEED, EASE AND ACCURACY OF INSTALLATION IN THE FIELD. 4. DIAMOND DOWEL SYSTEM AS MANUFACTURED BY PNA CONSTRUCTION TECHNOLOGIES, INC. DIAMOND DOWEL SYSTEM AS MANUFACTURED BY PNA CONSTRUCTION TECHNOLOGIES, INC.

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ISOMETRIC VIEW

AutoCAD SHX Text _" [1/4", 3/8" OR 3/4"] DIAMOND DOWEL SYSTEM LOCATED AT _" ON CENTER AS MANUFACTURED PNA CONSTRUUCTION TECHNOLOGIES, INC.

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FIRST SLAB PLACEMENT

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SECOND SLAB PLACEMENT

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DIAMOND DOWEL PLATE DIMENSIONS ARE 4 1/2" SQUARE AND 6.36" AT THE JOINT

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PLAN VIEW

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SLAB SHRINKAGE

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MOVEMENT

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SLAB SHRINKAGE

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MOVEMENT

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SLAB SHRINKAGE

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MOVEMENT

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SLAB SHRINKAGE

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MOVEMENT

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DIAMOND DOWEL PLATE DIMENSIONS ARE 4 1/2" SQUARE AND 6.36" AT THE JOINT

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CONSTRUCTION JOINT

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CONSTRUCTION JOINT

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AT JOINT INTERSECTION

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SECOND SLAB PLACEMENT

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DIAMOND DOWEL PLATE DIMENSIONS ARE 4 1/2" SQUARE AND 6.36" AT THE JOINT

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FIRST SLAB PLACEMENT

AutoCAD SHX Text _" [1/4", 3/8" OR 3/4"] DIAMOND DOWEL SYSTEM LOCATED AT _" ON CENTER AS MANUFACTURED PNA CONSTRUUCTION TECHNOLOGIES, INC.

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SECTION VIEW

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HAUNCH CONT. FTG.

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DOWN TO COL. FTG.

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DETAIL

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TYPICAL STEPPED FOOTING

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" X " = 2'-0" MAX.

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LINE OF COL.

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FTG.

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FTG. REINF. AS SHOWN

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BEND & HOOK CONT.

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8" HK

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MIN.

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CONT. WALL FTG.

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COLUMN FTG.

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TYPICAL FOOTING GROUNDING DETAIL

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AS SPECIFIED IN NEC/1999

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LISTED GROUND CLAMP

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SECTION 250-70

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REINFORCING TIE

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WIRE

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#4 COPPER CONDUCTOR

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TO GROUND SYSTEM AS

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SPECIFIED IN NEC/1999

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CONCRETE

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REBARS

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* = 30 BAR DIAM. (1'-6" MIN.)

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ADD'L BARS SAME SIZE & SPACING AS CONT. WALL REINF.

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CONT. WALL REINF.

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CORNERWALL

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CROSSWALL

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TYP.

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TYP.

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TYPICAL CONCRETE CORNER WALL DETAILS

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UPDATED: 10-25-05

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TYPICAL CONSTRUCTION JOINT DETAILS

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BARS TO RUN THRU

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CONSTRUCTION JOINT PERMITTED IN WALL AT ANY

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POINT 4'-0" MIN. AWAY FROM OPENING OR FACE

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OF SUPPORTING PIER

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WALL

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WALL THICKNESS

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CONTINUOUS

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PERIODIC

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TMS 402 /ACI 530 /ASCE 5

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TMS 602 /ACI 530.1 /ASCE 6

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a. FREQUENCY REFERS TO THE FREQUENCY OF SPECIAL INSPECTION, WHICH MAYBE CONTINUOUS DURING THE TASK LISTED OR PERIODIC DURING THE LISTED TASK, AS DEFINED IN TABLE. b. REQUIRED FOR THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY. c. REQUIRED AFTER THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

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IBC 2021 TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TEST OF SOILS

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1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

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PERIODIC SPECIAL INSPECTION

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TYPE

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CONTINUOUS SPECIAL INSPECTION

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2. VERIFY EXCAVATION ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

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3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

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4. DURING FILL PLACEMENT, VERIFY USE OF PROPER MATERIALS AND PROCEDURES IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. VERIFY DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

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5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

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CONTINUATION

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MINIMUM TESTS

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MINIMUM SPECIAL INSPECTION

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INSPECTION TASK

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FREQUENCY

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REFERENCE FOR CRITERIA

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EXCEPTION

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SPECIAL INSPECTION OF RAILING SYSTEMS

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COMPOSED OF STRUCTURAL STEEL ELEMENTS SHALL BE

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LIMITED TO WELDING INSPECTION OF WELDS AT THE BASE

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OF CANTILEVERED RAIL POSTS.

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1705.2 AISC 360 CHAPTER N AISC 341 AISC 303.16 CHAPTER 8

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IBC 2021 N.J. EDITION STATEMENT OF SPECIAL INSPECTIONS AND TESTS

AutoCAD SHX Text A. GENERAL. SPECIAL INSPECTIONS AND TESTS OF ELEMENTS AND GENERAL. SPECIAL INSPECTIONS AND TESTS OF ELEMENTS AND NONSTRUCTURAL COMPONENTS OF BUILDINGS AND STRUCTURES SHALL MEET THE APPLICABLE REQUIREMENTS OF THIS SECTION

AutoCAD SHX Text B. SPECIAL INSPECTIONS AND TESTS MAY BE REQUIRED FOR THE PROPOSED WORK, THAT IS, IN THE OPINION OF THE CONSTRUCTION OFFICIAL, UNUSUAL IN ITS NATURE. SUCH AS BUT NOT LIMITED TO THE FOLLOWING CONSTRUCTION MATERIAL AND SYSTEM THAT ARE ALTERNATIVES TO MATERIALS AND SYSTEMS PRESCRIBED BY THIS CODE.

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1. CONSTRUCTION MATERIALS AND SYSTEMS THAT ARE CONSTRUCTION MATERIALS AND SYSTEMS THAT ARE ALTERNATIVE TO MATERIALS AND SYSTEMS PRESCRIBED BY THIS CODE.

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2. UNUSUAL DESIGN APPLICATIONS OF MATERIALS DESCRIBED IN THIS CODE.

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3. MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL MANUFACTURER'S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN THIS CODE OR IN STANDARDS REFERENCED BY THIS CODE.

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D. STEEL CONSTRUCTION THE SPECIAL INSPECTIONS AND NON

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DESTRUCTIVE TESTING OF THE ON-SITE ERECTION OF STEEL

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CONSTRUCTION IN BUILDINGS, STRUCTURES, AND PORTIONS

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THEREOF SHALL BE IN ACCORDANCE WITH THIS SECTION.

AutoCAD SHX Text EXCEPTION: SPECIAL INSPECTIONS OF THE STEEL FABRICATION PROCESS SPECIAL INSPECTIONS OF THE STEEL FABRICATION PROCESS SHALL NOT BE REQUIRED WHERE THE FABRICATOR DOES NOT PERFORM ANY WELDING, THERMAL CUTTING, OR HEATING OPERATION OF ANY KIND AS PART OF THE FABRICATION PROCESS. IN SUCH CASES, THE FABRICATOR SHALL BE REQUIRED TO SUBMIT A DETAILED PROCEDURE FOR MATERIAL CONTROL THAT DEMONSTRATES THE FABRICATOR'S ABILITY TO MAINTAIN SUITABLE RECORDS AND PROCEDURES SUCH THAT, AT ANY TIME DURING THE FABRICATION PROCESS, THE MATERIAL SPECIFICATION AND GRADE FOR THE MAIN STRESS-CARRYING ELEMENTS ARE CAPABLE OF BEING DETERMINED. MILL TEST REPORTS SHALL BE IDENTIFIABLE TO THE MAIN STRESS-CARRYING ELEMENTS WHEN REQUIRED BY THE APPROVED CONSTRUCTION DOCUMENTS.

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1. STRUCTURAL STEEL SPECIAL INSPECTIONS AND NONDESTRUCTIVE STRUCTURAL STEEL SPECIAL INSPECTIONS AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS IN BUILDINGS. STRUCTURES AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360.

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1705.2.1 AISC 360 CHAPTER N AISC 341 AISC 303.16 CHAPTER 8

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2. COLD-FORMED STEEL DECK. SPECIAL INSPECTIONS AND QUALIFICATION OF WELDING SPECIAL INSPECTORS FOR COLD-FORMED STEEL FLOOR AND ROOF DECK SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF SDI QA/QC.

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INSPECTIONS AND TESTS

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(CONTINUOUS & PERIODIC IS AS DEFINED BY THE IBC'S)

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IBC'S REFERENCE

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CONTINUOUS SPECIAL INSPECTION

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PERIODIC SPECIAL INSPECTION

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CHECK IF REQ'D

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CHECK IF REQ'D

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+ HOOK + #4 CONT.

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CONT.

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FOR WALL DETAIL

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SEE ARCH. DWGS.

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CLOSURE BY DECK

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1/2"CLR

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L COL.

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COORDINATE W/ PEBS

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DECK CHANGES

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DIRECTION @ 3A.

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3'-0" MIN.

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30 BAR

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1/2" PREMOLDED JOINT FILLER

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#4 @ 16" + 2-#5 CONT

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DWLS.-SAME AS VERT. REINF. IN WALL

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METAL SIDING BY OTHERS

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#4 @ 12" VER. & HORZ.

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PROVIDE 15 MIL VAPOR BARRIER

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ON 12" CRUSH STONE POROUS

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FILL

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SEE PIER AND FTG. SCHED. FOR SIZE AND REINF.

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3'-0" MIN.

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#7 HAIR PIN SEE PLAN

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WALL HORZ. BARS TO RUN CONT. THROUGH THE PIER.

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HOOK T&B FOOTING REINFORCING 12" EA END.

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COLUMNS & ANCHOR BOLT BY OTHERS.

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METAL SIDING BY OTHERS

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TOP OF CONC. WALL NOR SHOWN-SEE 1/S-2.

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PD-3 BASKET ASSEBLY - ISOMETRIC

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3/8" TAPERED PLATE DOWELS

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WELDED AT OPPOSITE ENDS IN

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BASKET AT SPECIFIED SPACING

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ON CENTER

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HALF SLAB THICKNESS TO CENTER OF DOWEL

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TO WITHIN ± 1/8 SLAB DEPTH.

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8 GUAGE SHIPPING

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(APPLIES TO ALL CONROL JOINTS)

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NOTES:

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1. PD3 BASKET PLATE DOWELS ARE SPECIFIED TO ENSURE THE FOLLOWING CROSS-SECTIONAL

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2. THE LENGTH OF THE PD BASKET PLATE DOWEL IS SPECIFIED AS A 12" OR 8" LENGTH TO

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DELIVER AN EIGHT OR FOUR INCH SAW-CUT INSTALLATION CONSTRUCTION TOLERANCE.

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3. TAPERED PLATE DOWELS PLASMA CUT FROM HOT ROLLED BAR CERTIFED TO MEET ASTM A36

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STANDARDS TO WITHIN 3/16" OF SPECIFIED LENGTH.

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4. THE TAPERED PLATE DOWELS ARE COATED WITH A DOT APPROVED DEBONDING AGENT TECTYL

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506. THE COATING IS UNIFORMLY APPLIED WITHOUT EXCESSIVE DRIPS OR THICKNESS.

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5. SIDE FRAME SUPPORTS FABRICATED FROM 1/4" DIAMETER COLD DRAWN WIRE CERTIFIED TO

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MEET ASTM A108 GRADE 1010-1020 STANDARDS.

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6. ASSEMBLIES MANUFACTURED SO THAT THEY STACK ON TOP OF EACH OTHER FOR

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TRANSPORTATION AND REMAIN STABLE UNDER CONCRETE PLACEMENT.

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7. END PATERED PLATE DOWEL CAN BE PLACED UP TO SIX INCHES OF JOINT INTERSECTION.

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8. PD BASKET ASSEMBLY AS MANUFACTURED BY PNA CONSTRUCTION TECHNOLOGIES, INC.

AutoCAD SHX Text (800 542-0214.

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SAW CUT CONROL JOINT

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SEE PLAN FOR LOCATION

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SAW CUT CONROL JOINT

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SEE PLAN FOR LOCATION

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TAPERED PLATE DOWELS WELDED

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AT OPPOSITE ENDS IN BASKET AT

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SPECIFIED SPACING ON CENTER

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8 GUAGE SHIPPING

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PD-3 BASKET ASSEBLY - JOINT INTERSECTION

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(APPLIES TO ALL CONROL JOINTS)

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PLAN VIEW OF PD3 BASKET PLATE DOWEL

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PD3 BASKET PLATE DOWELS ARE

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THINLY AND EVENLY COATED WITH

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TECTYL 506 FOR DEBONDING

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CROSS-SECTIONAL AREA OF STEEL

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PD3 BASKET ASSEBLY - SECTION VIEW

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ALTERNATING TAPERED PLATE DOWELS TO ENSURE SPECIFIED CROSS-SECTIONAL AREA

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OF STEEL AT THE JOINT 3/8" AT SPECIFIED SPACING ON CENTER IN WELDED BASKET

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ASSEMBLY AS MANUFACTURED BY PNA CONSRUCTION TECHNOLOGIES, INC.

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(800) 542-0214.

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(APPLIES TO ALL CONROL JOINTS)

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#6 @ 24" EACH WAY TOP.

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DO NOT RUN REBAR

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THROUGH THE JOINT.

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TYPICAL CONTROL JOINTS AROUND

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COLUMN WITH SAWCUT

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SAW CUT CONSTRUCTION JOINT

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SEE PLAN FOR LOCATION

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SAW CUT CONSTRUCTION JOINT

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SEE PLAN FOR LOCATION

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TAPERED PLATE DOWELS WELDED

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AT OPPOSITE ENDS IN BASKET AT

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SPECIFIED SPACING ON CENTER

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8 GUAGE SHIPPING

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1" PREMOLDED JOINT

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FILLER

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COLUMN SEE PLAN

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DIAMOND OR CIRCULAR

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COLUMN ISOLATION JOINT

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L COL.

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L COL.

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GENERAL NOTES

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SPECIAL INSPECTIONS

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BID SET

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AS NOTED

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N.J. P.E. #24GE01749100

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RAJNIKANT DOSHI

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730 BOULEVARD KENILWORTH, NJ 07033

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CONSULTING ENGINEERS COLLABORATIVE, INC.

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,INC.

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PHONE: 908-298-1600

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CEC # 23076

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AS NOTED

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Addendum #4 B24-57 April 12, 2024.pdf

questions & answers B24-57

revised addenda ack form

ACKNOWLEDGE RECEIPT

DATE

(Signature of Authorized Representative)

RFI #1 Updated Structural Drawings

File details come from the government source that posted it. Updated Apr 17, 2025.