for ADDITIONS, ALTERATIONS AND RENOVATIONS ...alianoconstruction.com/wp-content/uploads/2019/11/5086.3...ADDENDUM NO. 5 to CONTRACT DOCUMENTS for ADDITIONS, ALTERATIONS AND RENOVATIONS

ADDENDUM NO. 5toCONTRACT DOCUMENTS

forADDITIONS, ALTERATIONS AND RENOVATIONS (PHASE 1) AT THENORTHERN BURLINGTON COUNTY REGIONAL HIGH SCHOOL160 Mansfield Road East, Columbus, NJ 08022

for theNORTHERN BURLINGTON COUNTY REGIONAL SCHOOL DISTRICTCOLUMBUS, BURLINGTON COUNTY, NEW JERSEY

Issued: November 25, 2019

FVHD PROJECT #5086.3A / NBC Bid #19-010A / NJDOE #3690-050-17-1000

FRAYTAK VEISZ HOPKINS DUTHIE, P.C.Architects–Planners1515 Lower Ferry Road, Trenton, NJ 08618William D. Hopkins III, AIA, LEED AP No. 21AI01706000

VAN CLEEF ENGINEERING ASSOCIATESConsulting Civil Engineers4 AAA Drive, Suite 103, Hamilton, NJ 08691

HARRISON - HAMNETT, PCConsulting Structural Engineers40 Knowles St., Pennington, NJ 08534

SHARPE ENGINEERING, INC.Consulting MEP Engineers130 Futura Drive, Suite 200, Limerick Township, PA 19464

INTENT: This Document supersedes all conflicting and contrary information in said ContractDocuments. Said documents are hereby amended in certain particulars as described herein after. Unless specifically noted or specified hereinafter all work shall conform to the applicable provisionsof the Contract Documents. Bidders shall acknowledge receiving this document and previously issuedAddenda No’s. 1, 2, 3 and 4 on the Bid Proposal Form.

This Addendum includes four (4) pages and the following:

1. Pre-Bid Meeting Sign-in Sheet (1 page)2. Drawings

a. Civil - C-101, C-102, C-104

FVHD-5086.3A ADDENDUM NO. 5 - 1

REFER TO DRAWINGS

The following Drawings and/or Sketches are attached to this Addendum:

DRAWING NO. TITLE

C-101 Demolition PlanC-102 Grading, Drainage, Utility & Soil Erosion PlanC-104 Construction Details

The following Drawings to be revised or corrected as follows:

DRAWING NO. CHANGES AND CORRECTIONS

Delete the following Drawings in their entirety and substitute revised Drawings,attached to this Addendum.

C-101, C-102, C-104

REFER TO SPECIFICATIONS

PART 2 - SECTION 02200 - EARTHWORK

Page Paragraph

02200-13 Part 3 Add new Paragraph 3.9 as follows:

3.9 SITE DEVELOPMENT CONSIDERATIONS

A. Excavation and Backfill: A Geotechnical Engineer shall inspect thefooting subgrade prior to the placement of concrete to confirm thedesign allowable soil bearing pressure, verify that the existing soil issuitable, and any soft conditions encountered are stabilized. Onceexcavated, the exposed footing subgrade should be thoroughlycompacted utilizing a mechanical compactor such as a "jumping jack"or similar device as specified by the Geotechnical Engineer. Thecontractor should exercise extreme caution not to disturb thesubgrade soils. Should the footing subgrade be disturbed or soft soilsencountered, the unsuitable soils should be over-excavated to firmsoils and replaced with appropriate compacted structural fill.

Backfill against footing and under floor slabs should be accomplishedusing structural fill placed and compacted under geotechnicalengineering inspection. Any water that accumulates in the bottom ofthe excavation should be removed within 24 hours.

All Excavation operations and backfill requirements shall beperformed in accordance with requirement discussed in theGeotechnical Report provided in the contract documents.

B. Site Drainage and Surface Water Control: Adequate temporary andpermanent control of surface water runoff will be required in orderto allow site access, grading and construction to proceed. Excavation,filling, subgrade and grade preparation should be performed in a


manner and sequence that will provide drainage at all time as well asproper control of erosion. Surface water shall be pumped or drainedto provide a suitable working platform. Any water accumulating inthe open excavation shall be removed within 24 hours.

C. Existing Utilities: All existing underground utilities should be relocatedwithin the proposed addition construction area because it is notpractical to perform corrective actions on these utilities once theaddition is constructed. In particular, large diameter piping (greaterthan 4 inches in diameter) provide a possible means for soilmovement beneath the building. Those utilities, which are not to bereused, should be removed from and within 5 feet beyond theproposed construction area.

The utility trenches that are in the influence zone of new constructionshould be backfilled with compacted structural fill. A structuralengineer should evaluate underground utilities, which are to bereused. A geotechnical engineer should evaluate the suitability of theutility backfill for support of the planned construction. Existing utilitiesthat are to be preserved shall require grading operations to beperformed in a manner so as not to disturb or damage the existingutility.

D. Compacted Structural Fill: Before placement of new fills, orconstruction of foundations, all vegetation and any miscellaneousdebris shall be removed. Any unsuitable soils thus detected should beexcavated and replaced with compacted granular fill (SM or better).

The on-site excavated soils are generally considered suitable for useas structural fill. It should be anticipated that some drying andreworking of the on-site soils will be necessary to achieve therequired compaction as outlined in the geotechnical report.Controlling the moisture of the on-site excavated is vital to successof using this material as structural fill. Controlled structural fill shallconsist of inorganic, readily compactable, predominantly well graded,granular soils with no more than 15% fines (material passing throughno. 200 sieve). Off-site borrow, if required should meet unified soilsclassification system (USCS) designation SM, SP, GP, GM, GW andbe approved by the geotechnical engineer prior to use.

All load bearing fill should be controlled fill. Controlled fill should beplaced in loose horizontal lifts with a maximum thickness of 8 inches.It is recommended that controlled fill within the construction area becompacted with a heavy duty 10-ton roller to at least 95% of themaximum dry density as determined by the modified proctor test(ASTM D 1557). In addition, it is recommended that all fills be stablewithout significant movement under construction traffic, as judged bythe geotechnical engineer. Quality control testing of in-place filldensities should be conducted throughout the entire earthworkoperation.

Compaction within 5 feet from the existing facilities should beconducted using a light compactor such as a jumping jack in ordernot to cause any damage. The soil should be compacted to the samecriteria described above.


E. Excavation Support Considerations: The contractor is responsible formaintaining the integrity of the existing above-grade and below gradestructures and/or dewatering operations. All construction excavationsshould be performed in conformance with applicable local, state andfederal OSHA regulations.

The design of all temporary excavation support systems should bethe responsibility of a licensed New Jersey Professional Engineerretained by the foundation contractor. All excavations of temporarysupport systems should conform to pertinent OSHA and local safetyregulations. The owners geotechnical prior to construction of thetemporary support structures should review the design of soil loads.

Movement of workmen and construction machinery across thebottom of the excavation (footing subgrade) could disturb thesubgrade soil. If the subgrade soil is disturbed, the disturbed soilshould be removed and backfilled with gravel as directed by theengineer.

Regardless of the excavation option chosen, excavated soils shouldnot be stockpiled adjacent to the sides of the excavations to avoidthe imposition of additional loads unless temporary shoring or sideslopes are designed for such a surcharged load.

END OF ADDENDUM NO. 5


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