October 20, 2017 Dear Sir/Madam

October 20, 2017

Dear Sir/Madam: Attached is Addendum No. 1 for SEPTA's Sealed Bid Number 17-00195-AJEB Stormwater Improvements at Wynnefield Avenue Station Project. The bid opening date and time scheduled for Wednesday, October 25, 2017 at 11AM has changed until Monday October 30, 2017 at 11AM. The bids will be opened in Conference Room 11-B of SEPTA's General Offices, 1234 Market Street, 11th Floor Philadelphia, Pennsylvania 19107. Any inquiries regarding this bid must be directed to Justin Benante of the Procurement and Supply Chain Management Department at (215) 580-7022.

Sincerely,

X

Justin Benante Sr. Contract Administrator Procurement & Supply Chain Management Dept.

http://www.arx.com/about-cosign-digital-signatures

Addendum #1

October 20, 2017

1 | P a g e

SEALED BID No. 17-00195-AJEB

Stormwater Improvements at Wynnefield Avenue Station

ADDENDUM No. 1

To All Bidders:

The following constitutes Addendum No. 1 to SEPTA's Sealed Bid No. 17-00195-AJEB Stormwater Improvements at

Wynnefield Avenue Station Project. The Bid Due Date has changed from Wednesday, October 25, 2017 at 11AM

until Monday October 30, 2017 at 11AM. Addendum No. 1 must be acknowledged by inserting the date of the

Addendum on Page 14 of the Bid Form. Failure to do so may render a bidder's proposal as non-responsive.

Questions and Answers issued with this Addendum No. 1 are hereby incorporated by reference and made part of the

Terms and Conditions of this project

A. General

1. The Bid Due Date has changed from Wednesday, October 25, 2017 at 11AM until Monday October 30,

2017 at 11AM. 2. Please replace original Schedule A with attached revised Schedule A labeled: Schedule A- Addendum #1.

B. Specifications

1. Replace original section 01010: Summary of Work with attached updated section 01010: Summary of Work.

2. Replace original section 01011: Summary of Project with attached updated section 01011: Summary of

Project.

3. Add attached updated section 02230: Site Preparation.

4. Replace original section 02300: Excavation, Backfill and Compaction with attached updated section 02300.

5. Replace original section 02520: Bituminous Concrete Paving with attached updated section 02520.

C. Drawings

1. Replace Original Drawing C502 with attached updated drawing C502.




D. Questions and Answers

1. Please see attached Question/Answer Sheet Labeled: Bidder Questions Addendum #1. Answers to questions

are in red.

SCHEDULE A – Addendum #1 SCHEDULE OF ITEMS

ITEMS AND LUMP SUM PRICES BID

Project Name: Stormwater Improvements at Wynnefield Avenue Station

ITEM NO. DESCRIPTION TOTAL PRICE

1 EROSION AND SEDIMENTATION CONTROL

Provide all labor, material, supervision, and equipment for erosion and

sedimentation control.

$

2 FIELD ENGINEERING

Provide all labor, material, supervision, and equipment for, but not limited

to, field engineering services, including surveying and site layout.

$

3 EXCAVATION


to, excavation support and protection, earthwork, grading, and site

restoration.

$

4 SOIL MANAGEMENT


to, the removal, transportation, and disposal of excavated soils.

$

5 DRAINAGE


to, the installation of inlets, manholes, piping, utility tie-ins, and related

work.

$

6 UNDERGROUND STORMWATER INFILTRATION BASINS


to, the installation of stone, modular units, geotextile fabric, geogrid,

maintenance ports/risers and asphalt paving above basin footprints for

Underground Infiltration Basins 1 and 2.

$

7 LANDSCAPING


to, landscaping, plantings, and services.

$

CONTRACT SUM (SUM OF ALL ITEMS #1 THRU #7): $

From: ___________________________________________________________________

Name of Bidder

___________________________________________________________________

Address of Bidder

____________________________________________________________________

City, State, Zip

____________________________________________________________________

Telephone Number FAX Number (if available)

____________________________________________________________________

E-Mail Address (if available)

Basis of Award: Please refer to instructions to Bidders Item #4

TABLE OF CONTENTS TOC-1

WYNNEFIELD STATION RECONSTRUCTION PROJECT

SPECIFICATION

AUGUST 2017

TABLE OF CONTENTS DIVISION 1 – GENERAL REQUIREMENTS

01010 SUMMARY OF WORK 01010-1 to 01010-6 01011 SUMMARY OF PROJECT 01011-1 to 01011-3 01025 MEASUREMENT AND PAYMENT 01025-1 to 01025-2 01050 FIELD ENGINEERING 01050-1 to 01050-3 01060 REGULATORY REQUIREMENTS AND SAFETY 01060-1 to 01060-32 01200 PROJECT PROGRESS MEETINGS 01200-1 to 01200-3 01300 SUBMITTALS 01300-1 to 01300-8 01305 REQUESTS FOR INFORMATION 01305-1 to 01305-5 01380 CONSTRUCTION PHOTOGRAPHS 01380-1 to 01380-3 01400 QUALITY REQUIREMENTS 01400-1 to 01400-5 01410 TESTING AND INSPECTION SERVICES 01410-1 to 01410-3 01510 MAINTENANCE & SUPPORT OF EXISTING UTILITIES 01510-1 to 01510-7 01570 MAINTENANCE AND PROTECTION OF VEHICLES 01570-1 to 01570-7 PEDESTRIANS AND PASSENGERS 01600 MATERIALS AND EQUIPMENT 01600-1 to 01600-3 01700 CONTRACT CLOSEOUT 01700-1 to 01700-3 01710 FINAL CLEANING 01710-1 to 01710-3 01720 PROJECT AS-BUILT DOCUMENTS 01720-1 to 01720-5

DIVISION 2 – SITE CONSTRUCTION 02230 SITE PREPARATION 02230-1 to 02230-2 02231 SUBBASE COURSE 02231-1 to 02231-3 02243 GEOTEXTILE FABRIC 02243-1 to 02243-3 02300 EXCAVATION, BACKFILL AND COMPACTION 02300-1 to 02300-16 02322 EXCAVATION, BACKFILL AND COMPACTION FOR UTILITIES 02322-1 to 02322-7 02360 EXCAVATION SUPPORT SYSTEMS 02360-1 to 02360-6 02370 EROSION AND SEDIMENTATION CONTROL 02370-1 to 02370-7 02400 SOILS MANAGEMENT 02400-1 to 02400-4 02520 BITUMINOUS CONCRETE PAVING 02520-1 to 02520-5 02533 PLAIN CEMENT CONCRETE PAVEMENT 02533-1 to 02533-8 02534 POURED IN PLACE CONCRETE CURB 02534-1 to 02534-5 02605 UTILITY STRUCTURES 02605-1 to 02605-7 02721 STORM DRAINAGE SYSTEMS 02721-1 to 02721-8 02722 UNDERGROUND STORM WATER INFILTRATION BASIN 02722-1 to 02722-6 02941 LANDSCAPING, PLANTING, AND SERVICE 02941-1 to 02941-9

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TABLE OF CONTENTS TOC-2

DIVISION 3 – CONCRETE 03200 CONCRETE REINFORCEMENT 03200-1 to 03200-3 03300 CAST-IN-PLACE CONCRETE 03300-1 to 03300-8 ATTACHMENT I – SOILS MANAGEMENT

SEPTA Management Program for Soils, Construction, and Demolition

Debris Generated from SEPTA Property – For Informational Purposes Only

Geotechnical Investigation Report with Soil Analytical Laboratory Data – For

Informational Purposes Only

o Geotechnical Engineering Report - 06/16/17

AUGUST 2017 WYNNEFIELD STATION RECONSTRUCTION ADDENDUM 1

SUMMARY OF WORK 01010-1

SECTION 01010 SUMMARY OF WORK PART 1 - GENERAL 1.01 DESCRIPTION OF WORK

A. This specification covers the prime contract representing significant elements of work for in the Construction of SEPTA’s Wynnefield Station Reconstruction Project.

1.02 RELATED WORK

A. Exhibit III of the Contract.

B. Section 01011: Summary of Project

C. Section 01060: Regulatory Requirements and Safety.

D. Section 01510: Maintenance and Support of Existing Utilities. 1.03 CONTRACTOR RESPONSIBILITY

A. Furnish all materials, tools, equipment, supervision and transportation, and perform all labor and services necessary to furnish, deliver, construct, install, connect, interconnect and test, as required to complete all work described in these specifications and indicated on the Contract Drawings.

Contractor shall be aware of and be familiar with the responsibilities and work of the other contractors & SEPTA especially in regards to the sections of Division I - General Requirements, which pertain to all contracts.

B. Perform all work in strict compliance with all laws, regulations, and/or codes applying, including

those of the National Fire Protection Association, OSHA, FTA, the Department of Labor and Industry, Commonwealth of Pennsylvania; and other local codes and any other authority having jurisdiction. Wherever drawings or specifications conflict with such regulations they shall be made to conform, and approval of the Project Manager obtained of such changes as may be involved.



C. As necessary for proper execution and completion of work and as applicable at time of receipt

of bids, secure and pay for:

1. Permits: Following is a partial list of required permits. Provide others as required. a. Street openings. b. Street closing and diversion of traffic. c. Demolition of structures. d. Utility shut-off: Water, electric, gas (from pertinent PECO, PGW, PWD, Dept. of

Licenses and Inspections). e. Connection to existing street mains. f. Removal and disposal of toxic materials, wastes, both sewage and wastewater. g. General Work Permit from SEPTA and all appropriate County and Borough offices,

to perform work in accordance with the Contract Drawings. h. Earth disturbance. i. Permit to conduct independent investigations of subsurface conditions on private

property (SEPTA permit). 2. Governmental Fees. 3. Licenses. 4. Inspection and Testing Fees. 5. Disposal Fees.

D. Give written notices necessary for, and incidental to, the due and lawful prosecution of the work.

E. Notify the Project Manager at least ten (10) days in advance of the date the individual

construction stages will be fully complete and ready for inspection.

F. Notify the Project Manager at least thirty (30) days in advance of the date the entire work will be substantially complete and ready for inspection.

G. Notify the Project Manager at least ten (10) days in advance of the date the entire work will be

complete and ready for final inspection.

H. When applicable, submit to the representative of an agency accepting the work, a copy of the notice sent to the Project Manager as specified in Articles 1.03.F. and 1.03.G., above.

I. Make arrangements for legally disposing of waste and excess materials off the worksite and

pay all costs thereof in accordance with SEPTA Management Program for Soils, Construction, and Demolition Debris Generated from SEPTA Property, Document #3005, Dated May 2009 (or current version).

1. Prior to disposing of material outside the work site, obtain written permission from the owner on whose property the disposal will be made. File with the Project Manager said permit, or a certified copy thereof, together with a written release from the property owner absolving SEPTA from any and all responsibility in the connection with the disposal of material on said property.



J. Existing utilities are indicated on the Contract Drawings in accordance with PA Law concerning public utilities as specified in Section 01060. Verify location of existing utilities prior to working in or adjacent to areas containing existing utilities.

1. Notify utility owners as specified in Section 01510 prior to intended start work date in an area in which the utilities may be located. Deliver a copy of the notice to the Project Manager within 48 hours of the submittal of the 14 day notification. Notify utility companies and the Project Manager 72 hours before beginning work.

K. Until final acceptance of the work by SEPTA, assume the charge and care thereof and take

every reasonable precaution against injury or damage to any part thereof by the action of the elements, theft, vandalism, or from any other cause, whether arising from the execution or from the non-execution of the work. Each Contractor shall rebuild, repair, restore, and make good, to the satisfaction of the Project Manager, all injuries or damages to any portion of the work occasioned by any of the above causes before final acceptance and shall bear the expense thereof at no cost to SEPTA.

1.04 CONTRACTOR’S FIELD STAFF:

A. Superintendent: The Superintendent shall be the Contractor’s principal representatives and be responsible for all communications with the SEPTA Project Manager. The Superintendent shall have demonstrated competency in the construction of infrastructure projects in the City of Philadelphia and successful coordination with other Contractors on multi-prime projects.

B. Safety Officer: The Contractor shall assign a designated on-site Safety Officer. The

Contractor’s Superintendent may perform the duties of the Safety Officer in addition to their own. The presence of the Safety Officer at the site is mandatory while work is being performed.

C. CQC Manager: The Contractor shall assign a CQC Manager for the duration of the work.

Those duties may be shared with other duties assigned to a member of the Contractor’s staff. D. Staff Qualifications: The work of this Contract requires at least a 5 year job-related experience the Work of the

Contract. The positions referenced above in Paragraph 1.04 are considered key personnel and the review of their resumes and experience is a responsibility requirement under paragraph 4d 5) of the Instruction to Bidders. The successful bidder shall furnish SEPTA with the resumes for the people who will hold the above positions within five (5) days of receipt of SEPTA’s written request.

If in the course of the work, these individuals are proposed to be replaced by the Contractor and/or SEPTA deems that their work is no longer satisfactory, the terms of the Paragraph VII K of the Agreement will be invoked.



1.05 SEPTA RESPONSIBILITIES

A. SEPTA shall, furnish free of charge to the Contractor, three (3) complete sets of the Contract

Documents including full-size, conformed Contract Drawings and Technical Specifications. Additional copies are available from Project Manager at cost of reproduction.

1.06 CONTRACTORS USE OF WORKSITE

A. General:

1. Confine operations at the site to areas permitted by law, permits, according to the schedule and the Contract Documents, and do not unreasonably encumber the site with materials or equipment.

2. Keep existing driveways and entrances serving the premises clear and available at all times.

3. Consider the safety of the work and that of people and property on and adjacent to worksite, when determining amount, location, movement, and use of materials and equipment on worksite.

4. Do not load finished work with equipment and products which would endanger the integrity of the finished work.

5. Move stored products which interfere with foreseeable operations of SEPTA, public and private utilities, and other Contractors at no expense to SEPTA.

6. Security of stored materials will be the Contractor's responsibility. Secure additional storage and work areas needed for construction operations at no additional expense to SEPTA and absolve SEPTA from any and all responsibility in connection with the use of such property.

7. Protect the general public and SEPTA from construction-related activities; do not unduly inconvenience those persons by construction activities. Conduct work in and on streets in a manner which will ensure that pedestrian and vehicular traffic will either not be obstructed or obstructed to the least possible degree.

8. Promptly vacate the worksite upon completion of the work by the Contractor and acceptance of the work by SEPTA.

1.07 WORK SEQUENCE

A. Construction Work Sequence:

1. All demolition and installation shall be executed in a manner where all construction shall be watertight at the end of each workday.

1.08 SEPTA OCCUPANCY AND USE

A. Portions of the work will be placed in operation by SEPTA in advance of the completion of all work, following an inspection to determine completion of these portions of the work and completion of appropriate field tests.



B. Operation of parts of the work by SEPTA will not relieve the Contractor of any responsibility for properly integrating operations of all parts of the work, nor shall it act to relieve them of any responsibilities under the Contract Documents for warranty of the work.

1.09 EXISTING SITE CONDITIONS

A. The work of this Contract will be constructed in a very active and busy geographical area with many public and private property facilities which may interfere with the Contractor's activities.

B. Site storage for materials and equipment is limited. The Contractor is advised to schedule

material and equipment deliveries to coincide with their need on the job. C. There are no available parking areas on SEPTA's property for the Contractor's work force. D. The existing conditions represented in the Contract Drawings are based on the best available

information obtained from one or any combination of the following sources: field survey, as-built documents, reference drawings, or visual investigation. Every effort has been made to present as much information as is possible to obtain.

E. The Contractor is responsible for the fit and function of all new construction. To this end, the

Contractor accepts the responsibility of visually and physically verifying, at no additional cost to SEPTA, all existing conditions presented in the Contract Drawings. Perform visual verification prior to submitting a bid. Physical verification may be performed before submitting a bid, or following the Notice to Proceed. Report differences from the visual and physical verifications to the Project Manager. If verified conditions are close to those represented on the Contract Drawings, in addition to reporting the verification to the Project Manager, proceed with the new work at no additional cost to SEPTA. If, in the sole opinion of SEPTA, conditions are significantly different to those presented on the Contract Drawings, in addition to reporting the verification to the Project Manager, submit a detailed scheme and associated cost for completing the required new work for review and comment. Allow 5 working days for review and comment.

F. The Contract Documents establishes specific criteria and standards of performance. The

Contractor shall use its discretion to determine means of compliance and is responsible for coordinating with other Contractors at the site in order to achieve compliance.

G. To supplement Paragraph IV of the Agreement, if there are any conflict(s) within and between

contract drawings, specifications and addenda, the Contract Sum shall include conforming to the strictest requirement(s).

1.10 JOB CONDITIONS Not used. 1.11 REFERENCED STANDARDS

A. Except where a particular dated issue is indicated as a reference standard within the technical specifications, provide materials, equipment, workmanship and design work conforming to the

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latest edition, revision, supplement and amendment thereto in effect on the effective date of Bid Opening.

1. Any reference within PennDOT Specifications, Publication 408M, to:

a. "Department" shall be changed to mean SEPTA. b. "Engineer" shall be changed to mean the Project Manager.

B. In the event of any conflicts in the provisions stipulated in the referenced codes, regulations, or

standards and the specifications or Contract Drawings, the most stringent provision as determined by the Project Manager shall govern.

PART 2 - PRODUCTS Not used PART 3 - EXECUTION Not used END OF SECTION 01010


SUMMARY OF PROJECT 01011-1

SECTION 01011 SUMMARY OF PROJECT PART 1 – GENERAL 1.01 DESCRIPTION

A. The work of this Contract consists of the improvements at SEPTA’s Wynnefield Station Reconstruction and includes the following:

1. Mobilization and demobilization for each stage of construction. 2. Construction of the stormwater management improvements at Wynnefield Station, such

as:

a. Maintenance and protection of vehicular traffic b. Erosion and sedimentation control measures c. Site demolition and clearing and grubbing of areas required to install stormwater

basins, manholes, inlets, pipes and tie ins d. Provide surveying professional to lay out work included in this contract and conduct a

final as-built survey of the entire site including work performed by others e. Installation of underground infiltration basins f. Installation of all inlets and manholes g. Installation of stormwater piping h. Stormwater tie-in to City sewer including restoration of paving and curbs in City ROW i. Backfilling and rough grading of areas above infiltration basins and piping j. Installation of asphalt paving above infiltration basin footprints k. Installation of all landscaping

B. The work of this Contract WILL NOT INCLUDE the following:

1. Site demolition (except those areas associated with installation of basins, manholes, inlets, pipes and tie ins)

2. Site preparation and earthwork (except those areas associated with installation of basins, manholes, inlets, pipes and tie ins)

3. Site excavation and grading (except those areas associated with installation of basins, manholes, inlets, pipes and tie ins)

4. Installation of curbs (except those disturbed within City ROW while completing stormwater tie-in)

5. Installation of asphalt paving (except paving above basin footprints and paving within City ROW while completing stormwater tie-in)

6. Installation of platform; including shelters, stairs, ramps and guardrails. 7. Installation of sidewalk 8. Installation of plaza 9. Installation of curb ramps 10. Installation of driveway 11. Installation of signage and site furnishings

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12. Installation of permanent fence and access gate 13. Pavement markings and striping 14. Site lighting

1.02 RELATED WORK

A. Section 01010: Summary of Work. 1.03 ADMINISTRATIVE AND PROCEDURAL SECTIONS

A. Agreement & Exhibit III - Scheduling Requirements. B. Section 01025: Measurement and Payment. C. Section 01060: Regulatory Requirements and Related Safety. D. Section 01200: Project Progress Meetings E. Section 01300: Submittals. F. Section 01305: Requests for Information G. Section 01400: Quality Requirements. H. Section 01410: Testing Laboratory Services I. Section 01600: Material & Equipment J. Section 01700: Contract Close Out

1.04 TEMPORARY FACILITIES AND SERVICES

A. Section 01510: Maintenance and Support of Existing Utilities. B. Section 01570: Maintenance and Protection of Vehicles, Pedestrians and Passengers

1.05 GENERAL CONTRACTOR (GC)

A. The General Construction Contract includes civil and general construction plus other construction operations traditionally recognized as General Construction. It also includes administrative and coordination responsibilities.

B. Other specific responsibilities of the General Construction Contractor include but are not

limited to:

1. Section 01050: Field Engineering. 2. Section 01380: Construction Photographs

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C. The work under this Prime Contract includes:

1. Mobilization and demobilization for each stage of the phased construction. 2. All construction activities pertaining to the installation of the stormwater management

system at Wynnefield Station, such as:

a. Maintenance and protection of vehicular traffic b. Erosion and sedimentation control measures c. Provide surveying professional to lay out work included in this contract and conduct a

final as-built survey of the entire site including work performed by others d. Installation of underground infiltration basins e. Installation of all inlets and manholes f. Installation of stormwater piping g. Stormwater tie-in to City sewer including restoration of paving and curbs in City ROW h. Backfilling and rough grading of areas above infiltration basins and piping i. Installation of all landscaping

D. The General Construction Contract includes:

1. Work described on the following drawings:

a. All C-Series Drawings, Civil

E. Maintenance: Provide the required maintenance for all equipment and materials installed under the General construction contract in “like-new” condition until date of final payment.

PART 2 – NOT USED PART 3 – NOT USED

END OF SECTION 01011

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SITE PREPARATION 02230-1

SECTION 02230

SITE PREPARATION PART 1 - GENERAL 1.01 DESCRIPTION

A. The work specified in this Section consists of cutting vegetation, grubbing stumps and roots; clearing refuse, foundations, walls, rubbish, trash, debris, dislodged materials, asphalt pavement, curbing, light poles, bollards, concrete pavement, and cut vegetation, all within the limits of construction as part of this Contract. Haul from site all such matter and debris from the work of this Section.

RELATED WORK

A. Division 1 – General Requirements B. Section 02370 – Erosion and Sedimentation Control

SUBMITTALS

A. Refer to Section 01300 for submittal procedures.

B. If material cleared from the worksite will be deposited on private property, submit two copies of written releases not less than 15 days prior to the start of the work of this section. Releases shall absolve the Authority from responsibility in connection with the depositing of material on private property and shall be signed by owners of property on which the material will be deposited.

PART 2 - PRODUCTS Not used. PART 3 - EXECUTION 3.01 GENERAL

A. Earthwork operations shall not be started in any area where clearing and grubbing is not complete except that clearing and grubbing of items embedded in the ground such as roots and stumps may be removed concurrent with excavation in accordance with Section 02300.

3.02 GRUBBING

A. Grub in a manner which will result in entire stumps being removed and in roots larger than three inches being removed from within one foot of the indicated subgrade.

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SITE PREPARATION 02230-2

3.03 CLEARING

A. Gather, load, and transport from the worksite, foundations, refuse, rubbish, trash, debris, cut vegetation, trimmed roots and tree branches, grubbed stumps and roots, felled trees, and dislodged material.



EXCAVATION, BACKFILL, AND COMPACTION 02300-1

SECTION 02300

EXCAVATION, BACKFILL, AND COMPACTION PART 1 GENERAL 1.01 SUMMARY

A. Section includes: Excavation for pavement; excavation, and placement of compacted fill and backfill for structures; and drainage; construction of embankments; subgrade and foundation preparation; and subsurface extraction of miscellaneous structures and facilities indicated to be removed.

B. Related Sections:

1. Section 02370 – Erosion and Sedimentation Control. 2. Section 02400 – Soils Management

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM):

B. Occupational Safety and Health Administration (OSHA).

C. Management of Clean Fill Policy (PADEP)

D. Management Program for Soils, Construction, and Demolition Debris Generated from SEPTA Property (SEPTA)

1.03 DEFINITIONS

A. Earthwork Terminology: Terms used in this Section and not defined herein shall be interpreted in accordance with the definitions given in ASTM D 653.

B. Approved Material: Material which meets specified requirements for use as embankment, fill, or

backfill.

C. Backfill: Soil or soil-rock material used to backfill excavations and to backfill excavated spaces around foundation walls, building walls, retaining walls, and abutments.

D. Borrow: Soil material used in embankment or other construction which is excavated from any

location other than required onsite excavations.

E. Embankment: Soil or soil-rock material placed to raise the subgrade or natural grade of the site for embankment construction.



F. Excavation is the removing of all materials encountered within the indicated or specified limits, regardless of the nature of the material encountered and the method by which removed, and further defined in Article 1.05 below.

G. Excess Excavation: Material excavated beyond or below cross section shown, as well as

unavoidable overbreakage in rock.

H. Imported Material: Soil or granular material which is hauled in from off-site areas.

I. Optimum Moisture Content: The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort.

J. Relative Compaction: The ratio, expressed as a percentage, of the in-place dry density of fill

material as compacted in the field to the maximum dry density of the same material as determined by laboratory test ASTM D 1557, Method D.

K. Relative Density: Refer to ASTM D 4253 and ASTM D 4254.

L. Soil Classification: Soil classification is based on the Unified Soil Classification system given in

ASTM D 2487. Group symbols, when used, conform with the symbols of ASTM D 2487.

M. Subgrade: Subgrade is the lowest elevation of excavation and the highest elevation of embankment required to accommodate the indicated construction.

N. Unsuitable Material: Excavated material or material below the natural ground surface in

embankment areas or below subgrade elevation in excavated areas, which is unsuitable for its planned use as determined by the Engineer. Unsuitable material is further defined as material determined to be:

1. Of such unstable nature as to be incapable of being compacted to specified density using

ordinary methods at optimum moisture content; or 2. Too wet to be properly compacted and circumstances prevent suitable in-place drying prior

to incorporation into the work; or 3. Otherwise unsuitable for the planned use.

1.04 QUALITY ASSURANCE

A. Inspections and Tests: The Contractor shall provide quality control inspections and tests as specified under Article 3.14 to assure compliance with specified requirements.

B. Laboratory and Geotechnical Services: Engage the services of an approved independent soils

testing laboratory to perform the above-specified inspections and tests. Foundation and subgrade preparation and the placement and compaction of fills shall be performed under the surveillance of a (state) registered geotechnical engineer employed by the Contractor.

C. Tolerances:



1. Construct finished sub-grades to plus 0 or minus 1/2 inch of the elevations indicated. 2. Construct finished grade of slopes not steeper than 3:1 plus or minus 1/2 inch and on

slopes steeper than 3:1 plus or minus 2 inches. Do not encroach upon the trackway bed or roadbed.

3. Maintain the moisture content of fill material as it is being placed within plus or minus two percent of the optimum moisture content of the material as determined by the laboratory tests herein specified.

D. Blasting: Not allowed in the performance of the earthwork.

1.05 SUBMITTALS

A. In accordance with Section 01300, submit the following:

1. A schedule of all tests specified to be performed by the Contractor. 2. Three (3) copies each of test reports of all tests specified to be performed. 3. Samples: Furnish and deliver samples of fill and backfill materials as selected by the

Engineer for testing and analysis. 4. Permits for disposal of excavated material:

a. Obtain written permits and releases from owners of property where material will be deposited.

b. Submit copies of each permit and release from each property owner absolving the (owner) from responsibility in connection with such disposal.

B. Delivery Tickets: Submit a delivery ticket with each load of imported borrow material delivered to

the site, stating the type of fill material and the quantity. 1.06 CLASSIFICATION OF EARTHWORK

A. No consideration will be given to the nature of materials encountered in excavating operations. Therefore, as unclassified excavation no additional payment will be made for difficulties occurring in excavating and handling of materials.

B. Where the required quantity of backfill exceeds the quantity of suitable site material, provide

material at no increase to the Contract Price.

C. No right of property in materials is granted the contractor of excavated materials prior to backfilling.

This provision does not relieve the contractor of his responsibility to remove and dispose of surplus excavated material of excavated material not suitable for backfilling.

1.07 JOB CONDITIONS

A. Unfavorable Weather Conditions:



1. Excavating, filling, backfilling, and grading work shall not be performed during weather conditions which might damage or be detrimental to the condition of existing ground, in-progress work, or completed work. When the work is interrupted by rain, excavating, filling, backfilling, and grading work shall not resume until the site and soil condition (moisture content) are suitable for compaction.

2. Subgrade shall be free from mud, snow, ice, and deleterious material when work is resumed.

3. Soil material which is too wet for compaction shall be left to drain, to be aerated and dried by disking and harrowing or other approved method until the moisture content of the area is uniform and within the specified limits.

B. Erosion Prevention: Protect stockpiles, ditches, embankments, filled, backfilled, and graded areas

to prevent erosion until such time as permanent drainage and erosion control measures have been installed.

C. Barricade open excavations and post with warning lights those excavations occurring on property

adjacent to or within public access. Operate warning lights during hours from dusk to dawn each day and as otherwise required.

D. Do not allow proof-rolling equipment to enter area within seven feet of piers, abutments, and

retaining walls retaining more than ten feet if equipment's gross weight exceeds 35 tons. Do not operate vibratory compactor having a gross weight more than 5,000 pounds closer than five feet to face of retaining wall. Do not operate non-vibrating equipment having an axle load of 21,000 pounds or greater closer than three feet from back of retaining wall. Grade to essentially finish grade on both sides of wall before starting to proof-roll.

E. Do not operate proof-rolling equipment having one axle loading of more than 21,000 pounds within

height-of-fill-being-retained of retaining walls retaining less than ten feet.

F. Before moving equipment, including proof-rolling equipment that exceeds 21,000 pounds for any axle, across underground duct banks having less than four feet of cover, place decking on the path of that equipment. Extend decking outward from each side of the duct bank for a distance equal to the depth of the bottom of the duct bank, but not further than four feet. Decking shall consist of a three inch thick timber platform or one inch thick steel plate. If duct bank is exposed, do not place decking directly on duct bank.

G. Use of Explosives: Is not permitted.

H. Toxic and Combustible Substances:

1. During excavation, provide equipment and carry out such tests as necessary to detect

presence of toxic and combustible substances. 2. If the presence of noxious or explosive gas is indicated, immediately discontinue

excavation operations and notify the Engineer. Do not resume work at this location until the necessary safety measures have been enforced and further tests indicate the absence of noxious and explosive gases.



3. Take action to safeguard persons and property in accordance with rules and regulations of jurisdictional agencies and utility owners.

4. Promptly notify utility owners when problems concerning their facilities become apparent. PART 2 PRODUCTS 2.01 FILL AND BACKFILL MATERIALS

A. General Requirements:

1. Fill, backfill, and embankment material: Inert, non-expansive soil, free from organic matter and other deleterious substances, and of such quality that it will compact thoroughly without the presence of voids when watered and rolled. Excavated on-site material will be considered suitable for fill, backfill, and embankment construction if it is free from organic matter and other deleterious substances and conforms to the requirements specified herein.

2. Excavated material which is suitable for fill, backfill, and embankment construction shall be conditioned for reuse and properly stockpiled for later filling and backfilling operations. Conditioning shall consist of spreading material in layers not to exceed 8 inches and raking free of debris and rubble. Rocks exceeding four inches in largest dimension and deleterious material shall be removed from the site and disposed of as specified herein under Disposal of Surplus Material.

3. Where conditions require the importing of fill or backfill material, the material shall be an inert, non-expansive soil or soil-rock material free of organic matter and meeting or exceeding the minimum requirements specified herein for the location.

4. Fill, backfill, and embankment material shall conform to the following minimum requirements, unless otherwise specified:

a. Liquid Limit (ASTM D 4318): 40 maximum b. Plasticity Limit (ASTM D 4318): 15 maximum

B. Specific Requirements:

1. Common Fill: Well- to moderately well-graded soils consisting of sands, silts, and clays, with or without gravel, as excavated, screened, or blended, having the following physical properties and gradation:

a. Laboratory Dry Density: 95 pcf minimum b. Dry Change (ASTM D 427): 15 percent maximum c. Gradation (ASTM D 422):

Sieve Percent Passing Opening By Weight

4 inch square 100 3 inch square 85 minimum U.S. No. 200 50 maximum



2. Common Embankment: Common fill, with the following additional requirements: a. Laboratory Dry Density: 100 pcf minimum. b. Material Retained on. c. U.S. No. 10 Sieve (ASTM D 422): 50 percent maximum. d. Material Passing U.S. No. 40 Sieve:

1) Liquid Limit (ASTM D 4318): 25 maximum. 2) Plasticity Index (ASTM D 4318): 6 maximum.

3. Select Fill: Well- to moderately well-graded soils consisting of sands, silts, and clays, with or without gravel, as excavated, screened, or blended, having the following physical properties and gradation:

a. Laboratory Dry Density: 100 pcf minimum. b. Dry Change (ASTM D 427): 10 percent maximum. c. Gradation (ASTM D 422):

Sieve Percent Passing

Opening By Weight 1 inch square 100

3/8 inch square 75 minimum U.S. No. 4 20 minimum U.S. No. 10 10 minimum

U.S. No. 200 45 maximum

d. Sand Equivalent: 15 minimum. 4. Structural Fill: Well- to moderately well-graded granular soils, as excavated, screened, or

blended, having the following mechanical properties and gradation: a. Laboratory Dry Density: 100 pcf minimum. b. Dry Change (ASTM D 427): 12 percent maximum. c. Material Retained on U.S. No. 40 Sieve (ASTM D 422): 50 percent maximum. d. Material Passing U.S. No. 40 Sieve:

1) Liquid Limit (ASTM D 4318): 25 maximum. 2) Plasticity Index (ASTM D 4318): 6 maximum.

e. Gradation (ASTM D 422): Sieve Percent Passing

Opening By Weight 2 inch square 100 1 inch square 75 minimum

3/8 inch square 30 minimum U.S. No. 4 25 minimum U.S. No. 10 15 minimum U.S. No. 40 8 minimum

U.S. No. 200 15 maximum but not more than 75 percent of the fraction passing No. 40 Sieve.



f. Sand Equivalent: 15 minimum. 5. Structural Embankment: Structural fill, except 100 percent shall pass a four-inch square

sieve. 6. Rock Fill: Sound, dense rock and boulders to 24-inch maximum size, containing sufficient

gravels, sands, crushed or broken rock, and enough fine material to fill all interstices. Material passing U.S. No. 40 Sieve, liquid limit: 30 percent maximum.

7. Select Rock Fill: As specified for Rock Fill, except that the maximum size of rock fragments and boulders shall be such that the material can be readily placed in layers not over 8 inches thick.

2.02 MATERIALS FOR EARTHWORK

A. Fill and Backfill Materials: Where specific fill, backfill, and embankment materials are not indicated on Contract Drawings, conform to the following requirements:

1. Embankment: Structural Embankment. 2. Rock Fill: Fill or embankment may be Rock Fill at depths greater than 6 feet below finished

subgrade, and Select Rock Fill at depths from one to 6 feet below finished subgrade. 3. Subgrade and Foundation: Structural Fill for a depth of not less than 6 inches. 4. Backfill against Concrete Walls and Waterproofing: Select Fill. 5. Backfill for Wing-walls, Retaining Walls, and Abutments: Structural Fill. 6. Backfill for Abandoned Vaults (including airways, cross adits, and similar voids): Structural

Fill. 7. Backfill under Supporting Walls and Columns and Similar 8. Locations: Class 4000 concrete. 8. Backfill Where Not Otherwise Indicated: Common Fill

or Common Embankment.

2.03 SOURCE QUALITY CONTROL

A. Fill backfill, and embankment materials proposed to be used in the work shall be tested in the laboratory for compliance with specified requirements as follows:,

1. Moisture-Density Relationship: ASTM D 1557, Method D. 2. Moisture Content: ASTM D 2216. 3. Relative Density: ASTM D 4253 and ASTM D 4254. 4. Liquid Limit: ASTM D 4318. 5. Plastic Limit and Plasticity Index: ASTM D 4318. 6. Dry Change (percent volumetric change): ASTM D 427. 7. Percentage of Wear: ASTM C 131 or ASTM C 535 as applicable. 8. Sieve Analysis: ASTM D 422, and ASTM C 136, as applicable. 9. Percent Passing No. 200 sieve: ASTM D 1140.

B. Where classification of soils is necessary to meet specified requirements, perform laboratory tests

in accordance with ASTM D 2487. 2.04 SOURCE OF MATERIALS



A. To the extent that it is available, obtain material from excavation operations. If sufficient suitable materials are not available to meet embankment, fill and backfill requirements, obtain material meeting specified requirements from outside sources at no additional cost to SEPTA.

1. Earth excavation may contain excess moisture in its natural state or may take on excess

moisture during handling and stockpiling. Manipulation to dry material to proper moisture content prior to compaction may be necessary. Earth excavation will not be considered as unacceptable backfill material by virtue of its moisture content only.

B. Use only material whose quality, source, and zone of placement in the fill have been approved.

C. If borrow areas are provided by SEPTA, dress and shape such areas to ensure positive drainage

when borrow operations are completed. PART 3 EXECUTION 3.01 STAKING AND GRADES

A. Layout the work, establish all necessary markers, benchmarks, grading stakes, and other stakes as required.

B. Perform surveys in accordance with the requirements of Section 01050. Surveys shall include:

1. Initial survey of original ground. 2. Final surveys when excavations, backfills, and embankments are completed.

3.02 EXISTING UTILITIES

A. Verify on site the location and depth (elevation) of all existing utilities and services before performing any excavation work. Perform excavation within 3 feet of a utility line by hand.

B. Remove abandoned sewers, piping, and other utilities encountered during excavation and plug the

ends.

C. Report immediately to the Engineer any active utility lines encountered, which are not indicated in the Contract Documents, and notify utility owners involved. SEPTA, the Engineer and utility authorities shall be permitted free access to determine the measures deemed necessary to repair, relocate, or remove the utility.

3.03 EARTHWORK GENERAL REQUIREMENTS

A. Erosion Protection: Prevent erosion of the site at all times. Construct temporary berms and dikes and cut temporary swales to promote natural drainage of site.

B. Construction Traffic: Disperse travel paths of traffic and construction equipment over entire width of

compacted surfaces so as to aid in obtaining uniform compaction. Protect exposed soil layers with high moisture content from excessive wheel loads.



C. On-Site Excavation or Borrow Pits: Do not excavate or remove any material from the project site or right-of-way which is not within the designated excavation, as indicated by the slope and grade lines.

D. Disposal of Excavated Material:

1. The contractor must properly dispose of any excavated material per PADEP Management of Fill Policy, SEPTA Soils Management Program, and Section 02400 – Soil Management.

2. Excavated soils disposal will be at a facility(ies) pre-approved by SEPTA. 3. The Contractor will be responsible to properly transport and dispose of the excavated

material in accordance with all Local, State, Federal laws and contract documents. 4. The contractor must submit copies of all manifests and/ or bills of laden to the project

manager for SEPTA records.

E. Maintenance of Excavations, Slopes, and Embankments:

1. Excavate and remove material outside the limits of excavation which is unstable and constitutes potential slides, and material which comes into excavations for any reason including from the driving of piles.

2. Maintain slopes and embankments until final completion and acceptance of the work. Promptly repair slides, slipouts, washouts, settlements, and subsidences which occur for any reason, and refinish the slope or embankment to the indicated lines and grades.

3.04 SUBSURFACE EXTRACTION

A. Remove subsurface facilities and obstructions to the extent indicated. B. When subsurface facilities are encountered during excavation which interferes with new

construction, and such facilities are not indicated, notify the Engineer promptly for corrective determination.

3.05 ROUGH GRADING AND FILLING

A. Prior to commencement of structural earthwork, perform such soil and rock removal and filling as may be required to facilitate the progress of the work and bring all elevations to the rough grading lines indicated on Contract Drawings. Grading shall be by blading or as herein specified under Article 3.06.

B. Fill or backfill wells, test pits, or holes which will not be completely removed by excavation, with

Class 4000 concrete, crushed stone, or clean select fill, and compact as herein specified in layers not exceeding 6 inches after compaction.

C. Fill or backfill holes, swales, and low points which will not otherwise be removed in the course of

the work, to the indicated grades

3.06 DEWATER

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A. Keep excavations free from water during the performance of the work. Provide and operate dewatering equipment of sufficient capacity for dewatering the excavations.

1. Provide for the disposal for the water removed from excavations in such manner as not to

cause injury to the public health, to public or private property, to the work of others, to the portion of the work completed or in progress, nor to cause an impediment to the use of streets, roads, and highways.

2. Control groundwater and surface water during construction in order to maintain soil stability.

3. Maintain the water table elevation sufficiently below the levels of excavation so that slops will remain stable and bottoms of excavations will not become loosened by flow of water.

4. If the foundations material looses its strength due to improper dewatering techniques, over-excavate the material and replace it with Structural Fill at no increase in Contract Price.

5. Dewatering efforts are to be maintained until excavations are closed or when determined by SEPTA or the Engineer as no longer necessary.

3.07 EXCAVATION

A. General Excavation Requirements:

1. Perform excavating as indicated and required for concrete footings, foundations, exterior paving, floor slabs, concrete walks, and for site levels and grading, and provide shoring, bracing, underpinning, cribbing, pumping, and planking as required.

2. The bottoms of excavations shall be level, firm, undisturbed earth, clean and free from loose material, debris, and foreign matter.

3. Excavate to the lines and grades indicated on the Contract Drawings. 4. Support and maintain excavations so that sides are stable and will not move. Excavations

may be maintained by sloping cut faces where space permits, or by providing structural support of earth walls.

5. Where the sides of excavations are sloped, angle of slopes shall be as approved by the Engineer but shall not be steeper than allowed by the Title 29 Code of Federal Regulations, Part 1926, Safety and Health Regulations for Construction (OSHA).

6. Maintain sides and slopes of excavations in safe condition until backfilling is completed. 7. Where the Contractor elects to slope the sides of excavations, backfill of the over-

excavated areas shall be made in the same manner specified for the adjacent excavated area. All additional backfill required shall be at no additional cost to SEPTA.

8. Limits of excavations shall allow for adequate working space for installing forms, wall waterproofing, and as required for safety of personnel. Cut excavations in solid rock accurately to the neat lines indicated on Contract Drawings, or to the width of the duct bank or concrete encasement.

9. Remove unstable bottom material. Remove large stones, debris, and incompressible soils from common excavation bottoms to a minimum depth of 12 inches. Where required to excavate to rock, it shall be understood to mean sound bedrock. Remove friable and unsound material.



10. Except as otherwise indicated, preserve the material below and beyond the lines of excavations. Where excavation is carried below the indicated grade, backfill to the indicated grade as herein specified.

11. Excavation and its restoration, for convenience of the Contractor, shall be at no additional expense to SEPTA.

12. Place excavated material at sufficient distance from edge of excavation so as not to cause cave-ins or bank slides, but in no case closer than 3 feet from the edge of excavations.

13. Unauthorized over excavations for footings and foundations shall be filled with approved materials to indicated elevations.

14. Condition excavated earth material which is suitable for fill, backfill, or embankment for re-use and properly stockpile for later filling and backfilling operations as herein specified. Test, screen, and mix as necessary to meet specified requirements.

15. Proceed with caution in areas of utility facilities; expose them by hand excavation or other methods acceptable to the facility owner.

16. If unsuitable materials are encountered at the required subgrades, the Engineer may authorize the removal of such unsuitable materials and replacement with suitable compacted fill or with concrete.

B. Rock Excavation:

1. Rock which cannot be broken up and removed by ripper equipment shall be excavated and removed by drilling.

2. If the depth of the cut is more than can be drilled from the top, an 18 inch offset will be allowed in the slope to begin succeeding drilling operations. The end result shall be a relatively smooth shear plane with localized irregularities which do not exceed 2 feet behind or 1 foot in front of the shear plane surface and which do not extend within the neat lines of the excavation.

3. Where footings or foundations are to be placed on rock which is not horizontal, key the center of the foundation approximately 12 inches in depth throughout an area approximately equal to the dimensions of the column or footing to be placed on the rock, or the entire width of the slab, at not more than 10-foot intervals. Remove loose fragments, and clean and fill all seams with lean concrete.

4. Material excavated beyond or below the indicated cross section shall be at the Contractor's expense. Fill overbreakage to required invert with Class 4000 concrete or crushed stone as approved, at no additional expense to SEPTA.

5. Leave the side slopes of rock cuts with reasonably uniform faces whether the excavation is carried beyond the specified side slopes or not. Conform sloped surfaces to the typical section indicated or to natural cleavage planes, where these are compatible with the typical section.

6. Solid rock boulders 24 inches in greatest dimension and boulders of lesser dimension, broken rock, and all stones occurring within the construction limits and not required for other construction, may be used for rock fill if suitable.

3.08 EMBANKMENT CONSTRUCTION

A. Place initial layer of embankment, fill, and backfill only on subgrade which has been inspected and accepted by the Engineer.



B. Construct embankments to lines, grades, and contours indicated, in layers as nearly uniform and

horizontal as is consistent with the indicated finished contour and profile. Maximum thickness of the layers shall conform to the following requirements:

1. Common Embankment and Structural Embankment: 8 inches before compaction and 6

inches after specified compaction. 2. Rock Fill: At more than 6 feet below the finished surface indicated on Contract Drawings,

limit thickness of rock layers to maximum diameter of rocks placed therein, but in no case more than 24 inches. At 6 feet or less below the finished surface, limit thickness of rock layers to 8 inches. C. Compact each layer to specified density for entire width of the fill or embankment. Achieve required compaction by rolling with compaction equipment suitable for type and condition of the particular material. Roll in a longitudinal direction parallel to longest dimension, starting at outer edges and progressing toward the center. Fill voids in rock fill with suitable embankment fill material.

C. Moisture-condition embankment fill material as required to achieve its compaction to the specified

density, within the tolerances specified herein. D. Do not compact material which contains excessive moisture. In such cases, scarify to the full depth

of the layer having excessive moisture content and dry by reworking, mixing with dry materials, or other approved methods.

E. Remove material which cannot be compacted to required density within specified tolerances, and

replace with suitable material at no additional expense to SEPTA.

F. Where pipes, culverts, or structures extend into embankments, construct embankment to at least 2 feet over and 10 feet on either side of the pipe, culvert, or structure location prior to excavation.

G. Do not commence final shaping until above specified requirements have been completed. Shape

entire surface and the slopes of cuts and embankments to true grade, alignment, and cross section indicated. Leave cut slopes in rock with uniform surface, and remove all loose overhanging rock. Open ditches, drains, and culverts resulting from construction operations to drain effectively.

H. Where utility facilities and structures are supported in place, use special equipment and techniques

as required to achieve specified compaction under and around them. I. When backfilling against structures, place material approximately simultaneously on both sides of

structures to equalize opposing horizontal pressures.

1. Compact embankment, fill or backfill materials within five feet of retaining walls, abutments or other structures using lightweight compactors.

2. Backfilling against new structures without approval is prohibited. J. When backfilling on tops of structures, place material in six inch lifts over full area.



K. Prior to placing embankment against slopes greater than one vertical to four horizontal cut benches into existing slopes. Height of bench not to exceed two feet unless otherwise approved.

3.09 SUBGRADE PREPARATION

A. Perform all cutting, blading, and shaping as required to cut and shape the subgrade to the grades and elevations indicated.

B. Subgrade preparation includes fine grading, reworking as necessary, and preparation of cut, fill, or

embankment upon which structure and equipment foundations, pipe, subballast, subbase, base, and pavement will be placed.

C. Remove rigid pavements, slabs, and foundations which would be within five feet of finished grade

and subgrade. Rigid pavements and slabs which will be five feet and more below finished grade and subgrade may be left in-place only if broken into pieces not larger than three feet in greatest dimension.

D. Scarify and mix entire surface of subgrade to a depth of at least 6 inches. Moisture-condition

scarified subgrade to 3 percent above optimum moisture content. If subgrade stabilization material is required, incorporate it into subgrade at this time.

E. After the material has been thoroughly mixed and moisture conditioned, accurately construct and

fine grade the subgrade to indicated line, grade, and contour with high and low spots eliminated. Compact for full width to the specified density. Remove soft spots developed during working, fill with approved material, and re-compact.

F. Where feasible, use pneumatic-tired roller for compaction, suitable to produce the specified

density. Where compaction by roller is not feasible, use mechanical tampers or vibratory compactors.

G. Finish subgrade to straightedge or template within specified tolerances with the finished surface

bladed to a uniform, dense, smooth texture. 3.10 FOUNDATION PREPARATION

A. Complete construction of the excavation support and dewatering systems prior to placement of

structure and equipment foundations. B. Avoid disturbing bottom of excavation. If bottom is disturbed, restore and stabilize the bearing

foundation at no additional expense to SEPTA. C. If material at bottom of the excavation is rock, remove loose material and roughly level the bearing

foundation to indicated elevation. If the bottom contains occasional rock outcroppings or rock in only a portion of the area, remove such rock to a depth of 6 inches below indicated subgrade and backfill with approved material.

3.11 SUBGRADE FILLING/RAISING GRADE



A. Construct compacted fill for raising of subgrade to indicated elevation by approved and accepted

methods. Spread fill material in uniform lifts not exceeding 8 inches in uncompacted thickness. Fill material which does not contain sufficient moisture to compact properly shall be sprinkled with water; if it contains excess moisture it shall be aerated or permitted to dry to the proper water content. Fill material and water shall then be thoroughly mixed before being compacted. Compact each layer of spread fill material to the specified density.

B. Control of fill shall consist of field inspection and testing to determine that each layer has been

compacted to the required density and to ensure that optimum moisture is being obtained. Any layer or portion of a layer that does not attain the compaction required shall be scarified and recompacted until the required compaction is obtained.

C. Perform spreading and compacting as required to produce the required density and a uniform

surface smooth and true to grade. 3.12 COMPACTION

A. Compaction Density: Compact each layer of embankment, fill, and backfill material to not less

than the indicated or specified compaction. Required compactions are defined as Class I or Class II, as follows:

1. Class I Compaction: 95 percent relative compaction as determined by ASTM D 698,

Method D, if the material is cohesive; or 70 percent relative density as determined by ASTM D 4253, Dry Method, and ASTM D 4254, Method A, if the material is granular.

2. Class II Compaction: 100 percent relative compaction as determined by ASTM D 698, Method D, if the material is cohesive; or 75 percent relative density as determined by ASTM D 4253, Dry Method, and ASTM D 4254, Method A, if the material is granular.

B. Required Compactions:

1. Embankment or fill where the surface will be subgrade or bearing foundation: Class II for

full depth. 2. Backfill around Structures: Class I under top 12 inches; Class II for top 12 inches. 3. Cut and Cover Backfill: Class I to 36 inches above structure or utility; Class II for balance. 4. Original Ground or Cut Subgrade: Except as specified in Articles 3.09 and 3.10 where

original ground or cut subgrade, or fill less than 1 foot thick, will be subgrade or bearing foundation, scarify the surfaces and provide Class II compaction for at least 12 inches in depth. Include the following additional requirements:

a. Provide Class II compaction for original ground within 3-1/2 feet of top of rail profile and 2-1/2 feet of finished pavement grade, for full width of trackway and pavement plus three feet on each side thereof.

b. Provide Class II compaction for top 6 inches of undisturbed original ground upon which embankments are to be constructed.

3.13 BACKFILLING



A. Backfilling is required around all substructures. Fill all abandoned vaults, shafts, airways, holes, pits, and other voids.

B. Place backfill in layers not to exceed 8 inches of loose material, and compact each layer to

specified density before the next layer is placed. C. Place backfill material in such manner that unbalanced horizontal loads will not be applied to a

newly-placed structure or portion of structure, utilities, or pipelines. Do not backfill around portions of structures requiring backfill on only one side or on less than all sides, until the concrete has reached the specified strength to withstand the earth pressures.

D. When placing material for backfill around waterproofed structures, protect such structures and the

waterproofing thereof with a shield when necessary to prevent displacement or injury by stones or other hard substances in the backfill.

E. Do not backfill on or against structural concrete until the specified 28-day concrete strength has

been attained. F. Do not use compaction equipment and methods that produce excessive horizontal or vertical

earth pressures. 3.14 FINISH GRADING

A. Finish grade all areas to elevations and grades indicated. In areas to receive topsoil and landscape planting, finish grading shall be performed to a uniform 6 inches below the grades and elevations indicated.

B. Place and spread stockpiled topsoil to a uniform thickness of 4 to 5 inches (approximately) in

areas to receive topsoil and landscape planting. Place and spread to a uniform thickness approximately 1 to 2 inches below finish grades indicated.

3.15 FIELD QUALITY CONTROL

A. Inspections and Tests by the Contractor:

1. Density Tests: Compacted fill, backfill, and embankment shall be tested to verify

compliance with specified requirements in accordance with ASTM D 2922. Minimum frequency of tests shall conform to the following requirements:

a. Expansive Horizontal Areas: One test per 100 cubic yards, or fraction thereof, of fill or backfill placed.

b. Confined Areas, Trenches, and Embankments: One test per lift of fill, backfill, or embankment placed.

2. Tests for compaction shall be made in accordance with test procedures outlined in ASTM D 698, Method D, as applicable. Field testing of soils or compacted fill in place shall be performed in accordance with applicable requirements of ASTM D 2922.



3. Moisture Content Tests: Compacted fill, backfill, and embankment shall be tested to verify compliance with specified requirements in accordance with ASTM D 3017. Minimum frequency of tests shall be as specified above for density tests.

B. Inspections by the Engineer:

1. Site preparation, cutting and shaping, excavating, filling, backfilling, and embankment

construction shall be carried out under the inspection of the Engineer, who will have the Contractor perform appropriate field and laboratory tests, as necessary, to evaluate the suitability of fill and backfill material, the proper moisture content for compaction, and the degree of compaction achieved. Fill or backfill that does not meet the specified requirements shall be removed or recompacted until the requirements are satisfied.

2. Cutting and shaping, excavating, conditioning, filling, backfilling, and compacting procedures require approval of the Engineer as they are successively performed. Work found to be unsatisfactory or work disturbed by subsequent operations before approval is granted shall be corrected in an approved manner as directed by the Engineer.



BITUMINOUS CONCRETE PAVING 02520-1

SECTION 02520

BITUMINOUS CONCRETE PAVING

PART1 GENERAL 1.01 SUMMARY

A. Section Includes: The work specified in this Section consists of the bituminous concrete paving and

repaving operations for the areas above the underground infiltration basins and for new paving due to the utility tie in.

B. Related Sections:

1. Section 02300: Excavation, Backfill, and Compaction.

1.02 REFERENCES

A. Pennsylvania Department of Transportation (PENN DOT) References: The PENNDOT Sections noted herein refer to sections contained in the Commonwealth of Pennsylvania Department of Transportation Specifications Publication 408, as supplemented. The payment provisions do not apply to work to be performed under this Specifications Section.

B. Commonwealth of Pennsylvania Department of Transportation Bulletin 25 and Bulletin 27. C. American Society for Testing and Materials (ASTM):

1. ASTM D 1557, Test Method for Moisture-Density Relations of Soils and Soil-Aggregate

Mixtures, Using ten pound (4.5- kg) Rammer and 18-inch (457-mm) Drop. 2. ASTM D 2167, Test Method for Density of Soil in Place by the Rubber-Balloon Method.

D. American Association of State Highway and Transportation Officials: AASHTO T 180, Moisture-

Density Relations of Soils using a ten pound Rammer and an 18-inch Drop.

1.03 DEFINITIONS A. Street: Unless otherwise specifically qualified herein, the term Street as used in this Section is

understood to mean a street, highway, avenue, boulevard, road, alley, lane, driveway, parking lot, or any other area used as a way for vehicles.

1.04 QUALITY ASSURANCE

A. Source Quality Control: Maintain the quality of work by using the products of a qualified bituminous concrete producer and qualified plant operating workmen.

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1. Use products of a bituminous concrete bulk producer regularly engaged in production of hot-mix, hot-laid bituminous concrete conforming to the standards referenced herein.

2. Use materials conforming to the requirements of the Commonwealth of Pennsylvania Department of Transportation Specifications Publication 408, as supplemented.

B. Workmen Qualifications: Provide at least one person thoroughly trained and experienced in the

skills required and who readily understands the design and is completely familiar with the application of bituminous concrete paving work. During progress of bituminous concrete paving work the trained person shall be present to direct the performance of work.

1. For actual finishing of bituminous concrete surfaces and operation of the equipment, use

only personnel thoroughly trained and experienced in the skills required. 1.05 PROJECT CONDITIONS

A. Environmental Requirements: 1. Dust Control: Provide effective dust control by sprinkling water, by the use of calcium

chloride, or by other methods as approved by the Engineer. Use dust control measures where and when, and in a manner as required by the Engineer.

2. Temperature Limitations: Terminate placement of bituminous concrete surface courses of permanent pavement after October thirty-first, and do not resume placement prior to April first; interim days between date limits may be used for placement as determined by the Engineer depending upon weather temperature conditions.

a) Do not install aggregate courses when ambient temperature is below or is expected to fall below freezing.

b) Do not use aggregate containing frost nor place aggregate courses on frozen subgrade.

c) Do not place bituminous concrete surface courses of permanent pavement when the ambient temperature is 40 degrees F. or lower; nor when the temperature of the pavement, base or binder on which it is to be placed is 40 degrees F. or lower.

3. Paint Application Limitations: Adhere to manufacturer's data on air and surface temperature limits and relative humidity during application and curing of coatings.

a) Do not spray apply paint when wind velocity is above 15 mph. b) Schedule painting work to avoid dust and airborne contaminants. c) Apply paint during daylight hours only.

PART 2 PRODUCTS 2.01 BASE COURSE MATERIALS

A. Subbase: Composed of Coarse Aggregate Type C (or better) stone conforming to PENNDOT Section 703.2, No. 2A aggregate.

B. Bituminous Concrete Base Course: Conforming to PENNDOT Section 305 and Section 403 for RAP requirements.



C. Bituminous Material: Use one of the following conforming to PENNDOT Section 702 and Bulletin

25.

1. Asphalt Cement: Class AC-20. 2.02 SURFACE COURSE MATERIALS

A. Bituminous Materials:

1. Asphalt Cement: AC-20 conforming to PENNDOT Bulletin 25. 2. Bituminous Tack Coat: Class E-1, E-6, or E-8 emulsified asphalt conforming to PENNDOT

Bulletin 25.

B. Bituminous Pavement Materials: 1. Superpave Wearing Course: Hot mixed, hot laid, Bituminous Superpave Wearing Course:

Conforming to PENNDOT Section 409 of Pennsylvania Department of Transportation Publication 408, as amended.

a. 9.5 mm Graded Aggregate b. PG 64-22 Asphalt Cement c. 3 to 30 Million ESALs d. Skid Resistance Level H (SRL H)

2. Superpave Binder Course: Hot mixed, hot laid, Bituminous Superpave Binder Course: Conforming to PENNDOT Section 409 of Pennsylvania Department of Transportation Publication 408, as amended.

a. 25 mm Graded Aggregate b. PG 64-22 Asphalt Cement c. 3 to 30 Million ESALs

2.03 MISCELLANEOUS MATERIALS

A. Traffic Zone Paint: PENNDOT Section 704 1. Yellow Traffic Zone Paint: Low-heat, rapid-dry formulation for center lines; reflective. 2. White Traffic Zone Paint: Low-heat, rapid-dry formulation for edge lines and stop bars;

reflective. 3. Paint Quality: Paint material composition shall conform to AASHTO Type F paint

formulation and AASHTO M-247, Type (standard gradation) for reflective media (glass beads).

2.04 PAVEMENT MIXES

A. Composition of Mixtures: Binder and wearing course mixture composition shall conform to the

requirements of PENNDOT Section 401.



1. Establish a job-mix formula prior to beginning work which shall not be changed during the progress of work without the Engineer's approval. Job-mixing tolerances shall not be presumed to permit acceptance of materials whose gradations fall outside the master ranges set in the specified PENNDOT Sections.

2. The approved job-mix formula shall lie within the specification limits and be suitable for the layer thickness and other conditions prevailing. It shall not be changed after work has started without the approval of the Engineer.

PART 3 - EXECUTION 3.01 PREPARATION

A. Subgrade Preparation: Just prior to subbase installation, as specified in Section 02231, perform

grading and finish rolling.

1. Perform subgrade preparation only after site grading, trenching, etc., have been completed and accepted by the Engineer.

2. The moisture content of the subgrade material at the time of compaction shall not exceed two percentage points above the optimum moisture content.

B. General Requirements for Pavement Removal: Cut existing pavement to neat lines with a

mechanical saw.

1. At joints between existing pavements and new paving work, cut and neatly trim the edges of existing pavements in a manner subject to the Engineer's approval. Provide an application of Class AC-20 petroleum asphalt at the locations where new bituminous paving joins existing bituminous paving.

3.02 PERMANENT PAVING INSTALLATION

A. General Requirements: Methods of preparing paving mixture, placing paving mixture, compaction, and protection of in-place bituminous concrete pavement shall comply with PENNDOT Sections 305.3 and 401.3. The specified thicknesses are the compacted thicknesses.

1. Location of types and thicknesses of pavements are delineated on Drawings. 2. Install surface course of replacement pavement with top surface flush with surface of

adjacent pavement.

B. Binder Course Installation:

1. Superpave Bituminous Concrete Binder Course: Construct in accordance with the requirements of PENNDOT Section 409 of Pennsylvania Department of Transportation Publication 408, as ammended.

C. Wearing Course Installation:



1. Superpave Bituminous Concrete Wearing Course: Construct in accordance with the requirements of PENNDOT Section 409 of Pennsylvania Department of Transportation Publication 408, as ammended.

a. Use Bituminous Tack Coat material to seal joints in wearing courses as specified

in PENNDOT Section 401.3 Q) 3. 3.03 PAVEMENT MARKING

A. Paint Application: Strictly follow paint manufacturer's label instructions for mixing, thinning, proper spreading rate, and drying time. In no case shall film thickness be less than manufacturer's recommendations nor shall area coverage per gallon exceed manufacturer's recommendations.

1. Preparation: Prior to pavement marking, clean pavement surface free of contaminants that

will prohibit paint adhesion. 2. Thinning: If material has thickened or must be diluted for application, the coating shall be

built up to the same film thickness achieved with undiluted material. Do not use thinner to extend coverage of the paint.

3. Coverage Rate: Regardless of the surface condition, apply paint to achieve a suitable finish either by decreasing the coverage rate or by applying additional coats of paint.

4. Provide temporary satisfactory barriers for at least 30 minutes, or until the paint is dry and track free from vehicular traffic. Repaint marked or damaged areas.

B. Parking Area Traffic Lines and Markings: Striping shall consist of white four-inch wide painted lines of length and spacing indicated on the Drawings. Paint lines accurately with sharp, clearly defined edges. Paint solid colored areas free of skips and holidays. Make line work straight and uniformly spaced.

C. Roadway Traffic Lines and Markings: Construct in accordance with the requirements of PENNDOT Publication 111 M.

3.04 MAINTENANCE

A. Continuously maintain temporary pavement without additional compensation until it is replaced with permanent pavement.

B. Without an increase in Contract Price, maintain the work done under this Section for a period as

stated in the Agreement after the date of SEPTA's approval of the Substantial Completion Certificate issued by the Engineer. Maintenance shall include the repair or removal and replacement of such work which has failed, or wherever surface depressions have developed. Materials and methods used to repair or replace such work shall conform to the applicable requirements of this Section.

C. Should the Contractor fail to perform required maintenance or repairs within three days after

receiving written notice from SEPTA or the Engineer, SEPTA may perform such maintenance or repairs and deduct the cost thereof from monies due or to become due the Contractor.


DRAWING NUMBER

DWG. NO.:

OF

OF

SHT. NO.:

REV. NO.:

CK

'D

DA

TE

RE

VD

ES

CR

IP

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SCALE:

DRAWN BY:DATE:

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SCALE FACTOR:

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COMPUTER FILE NO.:

PROJECT ENGINEER - EM&C

MANAGER - CIVIL ENGINEERING - EM&C

-

-

-

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-

WYN

NEF

IELD

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AS NOTED 1:105/22/17 SG

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1AJ-4158

C5023 FIN

ALDA

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INTE

D: 10/18

/2017

4:51

:33 PM

S:\BR

IDGE

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INGS

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ILITIE

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P-6 FROM INLET 3 INV = 89.50

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12" DIAMETER MAINTENANCE PORT RIM = 92.84

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PIPE 7 FROM MH-4 INV = 89.50

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PIPE 8 TO OUTLET STRUCTURE 1/MH-5 INV = 89.73

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24" OF STONE BETWEEN BASIN AND UNDISTURBED SUBGRADE

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SYSTEM VOLUME = 2,621 CUF

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ACF R-TANK HD 1.5 SYSTEM 280 SINGLE + MINI MODULES BASE ELEVATION = 88.00

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OUTLET STRUCTURE 1/MH-5 SEE 5/C502

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24" OF STONE BETWEEN BASIN AND UNDISTURBED SUBGRADE

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PIPE 9 TO OUTLET STRUCTURE 2/MH-2 INV = 96.57

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PIPE 10 FROM MH-1 INV = 96.49

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ACF R-TANK HD 1.0 SYSTEM 288 SINGLE MODULES BASE ELEVATION = 96.16

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SYSTEM VOLUME = 1,987 CUF

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OUTLET STRUCTURE 2/MH-2 SEE 6/C502

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FILL HEIGHT VARIES

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GEOTEXTILE SURROUNDING ALL STONE AND R-TANK CHAMBERS. SEE NOTES

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AASHTO #57 STONE SEE NOTES

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BOTTOM OF INFILTRATION BASIN/STONE INV = 88.00

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UNDISTURBED SUBGRADE

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BOTTOM OF R-TANK CHAMBERS INV = 88.33

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TOP INFILTRATION BASIN/STONE INV = 91.50

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ACF R-TANK HD 1.5 (SINGLE + MINI)

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GEOGRID 12" ABOVE R-TANKS EXTENDING 36" BEYOND BASIN FOOTPRINT SEE NOTES

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GEOTEXTILE AND GEOGRID AT TOP OF STONE LAYER

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FILL HEIGHT VARIES

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GEOTEXTILE SURROUNDING ALL STONE AND R-TANK CHAMBERS. SEE NOTES

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AASHTO #57 STONE SEE NOTES

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BOTTOM OF INFILTRATION BASIN/STONE INV = 96.16

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BOTTOM OF R-TANK CHAMBERS INV = 96.49

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TOP INFILTRATION BASIN/STONE INV = 98.93

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ACF R-TANK HD 1.0 (SINGLE)

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GEOGRID 12" ABOVE R-TANKS EXTENDING 36" BEYOND BASIN FOOTPRINT SEE NOTES

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GEOTEXTILE AND GEOGRID AT TOP OF STONE LAYER

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AASHTO #57 COMPACTED STONE BASE

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INV.=94.99

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FROM BOTTOM TO TOP

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M.H. STEPS 12" C./C.

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ORIFICE WALL

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PRECAST CONCRETE OUTLET

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4'-0" x 4'-0" SQUARE

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AS REQUIRED

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ADJUST TO GRADE

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FRAME AND COVER

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HEAVY DUTY IRON

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NEENAH R-1798

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USING CONCRETE

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GRADE RINGS

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(OR EQUAL)

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(DIMENSIONS ARE THE SAME FOR MIRRORED SIDE OF STRUCTURE)

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P-9 FROM BASIN

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SEE ORIFICE WALL DETAIL

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%%UPLAN VIEW

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STRUCTURE, HS-20 RATED

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12"W X 2"H ORIFICE INV. ELEV. = 97.76

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48"W X 6"H ORIFICE INV. ELEV. = 98.43

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INV.=96.57'

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%%UORIFICE WALL DETAIL

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P-2 TO MH-3

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INV.=96.57

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OIL-WATER-DEBRIS SNOUT

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SEE 8/C501

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BOTTOM TO TOP

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12" C./C. FROM

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M.H. STEPS

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PRECAST RISER SECTION

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4'-0" X 4'-0" SQUARE

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PRECAST CONICAL

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TOP SECTION

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USING CONCRETE GRADE RINGS

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ADJUST TO GRADE AS REQUIRED

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FRAME AND COVER

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HEAVY DUTY IRON

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AASHTO #57 COMPACTED STONE BASE

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NEENAH R-1798 (OR EQUAL)

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AIR TIGHT STANDARD

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PRECAST BASE SECTION

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GRAY CAST IRON TRAP

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SEE 6/C501

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SEE 7/C501

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%%UMANHOLE NOTES:

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FOR PIPE SIZES AND INVERTS SEE PCSWM PLAN.

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IF CAST IN PLACE M.H. IS USED REFER TO M.H. IN RC-39.

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FOR ROADWAY CONSTRUCTION PUB. #72 RC-39.

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MORTAR FOR JOINTS SHALL BE NON SHRINK.

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FOR COMPLETE DETAIL REFER TO PADOT STANDARDS

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SEC. 714 OF PADOT FORM 408, LATEST EDITION.

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PRECAST MANHOLE SHALL MEET THE REQUIREMENTS OF

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ALL MATERIAL SHALL CONFORM TO PADOT FORM 408,

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ALL REINFORCING SHALL BE EPOXY COATED.

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5.

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6.

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7.

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8.

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LATEST EDITION.

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2.

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3.

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4.

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1.

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MANHOLE AND COVER SHALL BE RATED FOR HS-20 HIGHWAY LOADINGS.

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9.

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MANHOLE SHALL HAVE A MINIMUM OF TWO PICK HOLES

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10.

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AT MINIMUM, TWO GRADE RINGS SHALL BE INSTALLED WITH EACH

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11.

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IDENTIFY ALL MANHOLE COVERS WITH THE WORD "STORM"

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INSCRIBED ON COVER IN 4 INCH LETTERING, UNLESS OTHERWISE

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AT MINIMUM, 3 INCHES OF GRADE ADJUSTMENT RINGS SHALL BE

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12.

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USED TO ESTABLISH FINISHED GRADE.

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MANHOLE.

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NOTED.

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P-5 TO SEWER

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INV.=88.23

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P-8 FROM BASIN

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INV.=89.68

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INV.=85.56

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AIR TIGHT STANDARD

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GRAY CAST IRON TRAP

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SEE 6/C501

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P-5 TO SEWER

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INV.=88.23

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P-3 FROM MH-3

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INV.=88.23

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P-8 FROM BASIN

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INV.=89.68

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SEE PROFILE VIEW

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%%UPROFILE VIEW

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SOUTHEASTERN PENNSYLVANIA TRANSPORTATION AUTHORITY

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EM&C DIVISION 1234 MARKET ST, 13TH FL, PHILADELPHIA, PA 19107

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1

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07/20/17

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CHANGED PER PWD PCSMP REVIEW COMMENTS

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SG

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TSB

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2

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08/14/17

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SG

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10/18/17

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ADDENDUM 1

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SG

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SCALE: 1"=5'

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5'

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2.5'

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0'

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5'

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1

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1"=5'

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UNDERGROUND INFILTRATION BASIN 1

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C502

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UNDERGROUND INFILTRATION BASIN 1 NOTES: 1. BASIN CONSISTS OF 280 ACF HD R-TANK 1.5 MODULES (SINGLE + MINI MODULES) BASIN CONSISTS OF 280 ACF HD R-TANK 1.5 MODULES (SINGLE + MINI MODULES) 2. ACF HD R-TANK MODULES HAVE 95% VOID SPACE (PROVIDED BY MANUFACTURER) ACF HD R-TANK MODULES HAVE 95% VOID SPACE (PROVIDED BY MANUFACTURER) 3. THE BASIN INCLUDES 24" OF STONE SURROUNDING THE SIDES OF THE R-TANKS THE BASIN INCLUDES 24" OF STONE SURROUNDING THE SIDES OF THE R-TANKS 4. GEOTEXTILE IS PLACED ABOVE, BELOW AND AROUND THE SIDES OF THE STONE LAYER AND SURROUNDING THE EXTENTS OF THE R-TANKS GEOTEXTILE IS PLACED ABOVE, BELOW AND AROUND THE SIDES OF THE STONE LAYER AND SURROUNDING THE EXTENTS OF THE R-TANKS 5. SEE 3/C502 FOR SECTION VIEW SEE 3/C502 FOR SECTION VIEW 6. BASIN BOTTOM IS LEVEL. SLOPE OF BASIN BOTTOM = 0.00% BASIN BOTTOM IS LEVEL. SLOPE OF BASIN BOTTOM = 0.00% 7. BASIN WILL BE INSPECTED AND CLEANED ANNUALLY OR AFTER EACH MAJOR STORM EVENT.BASIN WILL BE INSPECTED AND CLEANED ANNUALLY OR AFTER EACH MAJOR STORM EVENT.

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UNDERGROUND INFILTRATION BASIN 2 NOTES: 1. BASIN CONSISTS OF 288 ACF HD R-TANK 1.0 CHAMBERS (SINGLE MODULES) BASIN CONSISTS OF 288 ACF HD R-TANK 1.0 CHAMBERS (SINGLE MODULES) 2. THE BASIN INCLUDES 24" OF STONE SURROUNDING THE SIDES OF THE R-TANKS THE BASIN INCLUDES 24" OF STONE SURROUNDING THE SIDES OF THE R-TANKS 3. ACF HD R-TANK MODULES HAVE 95% VOID SPACE (PROVIDED BY MANUFACTURER) ACF HD R-TANK MODULES HAVE 95% VOID SPACE (PROVIDED BY MANUFACTURER) 4. GEOTEXTILE IS PLACED ABOVE, BELOW AND AROUND THE SIDES OF THE STONE LAYER GEOTEXTILE IS PLACED ABOVE, BELOW AND AROUND THE SIDES OF THE STONE LAYER AND SURROUNDING THE EXTENTS OF THE R-TANKS 5. SEE 4/C502 FOR SECTION VIEW SEE 4/C502 FOR SECTION VIEW 6. BASIN BOTTOM IS LEVEL. SLOPE OF BASIN BOTTOM = 0.00% BASIN BOTTOM IS LEVEL. SLOPE OF BASIN BOTTOM = 0.00% 7. BASIN WILL BE INSPECTED AND CLEANED ANNUALLY OR AFTER EACH MAJOR STORM BASIN WILL BE INSPECTED AND CLEANED ANNUALLY OR AFTER EACH MAJOR STORM EVENT.

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UNDERGROUND INFILTRATION BASIN 2

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C502

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C502

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3

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C502

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3/4" = 1-0'

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UNDERGROUND INFILTRATION BASIN 1-SECTION VIEW

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C502

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3/4" = 1-0'

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UNDERGROUND INFILTRATION BASIN 2-SECTION VIEW

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C502

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GENERAL UNDERGROUND INFILTRATION BASIN NOTES: GEOTEXTILE: 1. AASHTO CLASS 1 OR CLASS 2 RECOMMENDED. AASHTO CLASS 1 OR CLASS 2 RECOMMENDED. 2. CONTAIN POLYPROPYLENE FIBERS. CONTAIN POLYPROPYLENE FIBERS. 3. GRAB TENSILE STRENGTH (ASTM-D4632): > 120 LBS. GRAB TENSILE STRENGTH (ASTM-D4632): > 120 LBS. > 120 LBS. 120 LBS. 4. MULLEN BURST STRENGTH (ASTM-D3786): > 225 PSI. MULLEN BURST STRENGTH (ASTM-D3786): > 225 PSI. > 225 PSI. 225 PSI. 5. FLOW RATE (ASTM-D4491): > 95 GAL/MIN/FT^2. FLOW RATE (ASTM-D4491): > 95 GAL/MIN/FT^2. > 95 GAL/MIN/FT^2. 95 GAL/MIN/FT^2. 6. UV RESISTANCE AFTER 500 HOURS (ASTM-D4355): > 70%. UV RESISTANCE AFTER 500 HOURS (ASTM-D4355): > 70%. > 70%. 70%. 7. HEAT-SET OR HEAT-CALENDARED FABRICS ARE NOT PERMITTED. HEAT-SET OR HEAT-CALENDARED FABRICS ARE NOT PERMITTED. GEOGRID: 1. TENSAR BX-1200 OR APPROVED EQUAL TENSAR BX-1200 OR APPROVED EQUAL 2. PLACED 12" ABOVE THE R-TANKS PLACED 12" ABOVE THE R-TANKS 3. OVERLAP ADJACENT PANELS BY 18" OVERLAP ADJACENT PANELS BY 18" 4. EXTEND 36" BEYOND THE EXCAVATION FOOTPRINT EXTEND 36" BEYOND THE EXCAVATION FOOTPRINT STONE: 1. ASSHTO #57 STONE ASSHTO #57 STONE 2. MUST BE CLEAN WASHED (HAVING MUST BE CLEAN WASHED (HAVING LESS THAN 0.5% WASH LOSS BY MASS, WHEN TESTED PER AASHTO T-11 WASH LOSS TEST)

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UNDERGROUND INFILTRATION BASIN MAINTENANCE AND INSPECTION NOTES: 1. INSPECT INLET CONTROLS, OUTLET STRUCTURES, AND STORAGE AREAS FOR TRASH AND SEDIMENT ACCUMULATION MONTHLY FOR THE FIRST YEAR AND YEARLY INSPECT INLET CONTROLS, OUTLET STRUCTURES, AND STORAGE AREAS FOR TRASH AND SEDIMENT ACCUMULATION MONTHLY FOR THE FIRST YEAR AND YEARLY THEREAFTER. 2. ON A QUARTERLY BASIS: ON A QUARTERLY BASIS: INSPECT SUBSURFACE INFILTRATION FACILITY AND CONTROL STRUCTURES REMOVE FLOATING DEBRIS AND ACCUMULATED PETROLEUM PRODUCTS 3. ON AN AS NEEDED BASIS: ON AN AS NEEDED BASIS: CLEAN GUTTERS AND INTERMEDIATE SUMP INLETS REMOVE SEDIMENT BUILD UP FROM INSIDE INFILTRATION BASINS IF SEDIMENT ACCUMULATION IS GREATER THAN 6" (PER MANUFACTURER'S RECOMMENDATION) 4. ON AN ONGOING BASIS: ON AN ONGOING BASIS: EVALUATE THE DRAIN DOWN TIME OF THE BASINS AFTER A STORM OF AT LEAST ONE INCH TO ENSURE A DRAIN DOWN TIME OF LESS THAN 72 HOURS MAINTAIN RECORDS OF ALL INSPECTIONS AND MAINTENANCE ACTIVITY

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N.T.S.

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OUTLET STRUCTURE 2/MH-2 DETAIL

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OUTLET STRUCTURE 1/MH-5 DETAIL

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C502

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TARON SAUNDERS BOOKER

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PE077990

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ENGINEER

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PROFESSIONAL

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REGISTERED

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THIS DRAWING HAS BEEN SEALED BY A PROFESSIONAL ENGINEER. THERE SHALL BE NO ALTERATIONS TO THIS DRAWING UNLESS THE ALTERATIONS ARE PERFORMED UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. IF AN ITEM BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX TO THE ITEM HIS/HER SEAL AND THE NOTATION ALTERED BY FOLLOWED BY HIS/HER SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION.

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REINFORCING TABLE

Ø CMP

RISER

A Ø B REINFORCING

12"

Ø 2'

2'X2'

14"

#5 @ 12" OCEW

#5 @ 12" OCEW

30"

Ø 4'-6"

4'-6" X 4'-6"

32"

#5 @ 12" OCEW

#5 @ 12" OCEW

NOTES

· THIS PORT IS USED TO PUMP WATER INTO THE SYSTEM

AND RE-SUSPEND ACCUMULATED SEDIMENT SO THAT IT

MAY BE PUMPED OUT.

· MINIMUM REQUIRED MAINTENANCE INCLUDES A

QUARTERLY INSPECTION DURING THE FIRST YEAR OF

OPERATION AND A YEARLY INSPECTION THEREAFTER.

FLUSH AS NEEDED.

· ONLY R-TANKᴴᴰ AND R-TANK

SD

MAY BE USED IN TRAFFIC

APPLICATIONS.

16.25" FRAME AND

COVER

PAVED SURFACE

BACKFILL COMPACTED TO

95% STANDARD PROCTOR

DENSITY

B

GEOGRID

A

NON-CORROSIVE HOSE CLAMP

GEOTEXTILE

NOTCH BOTTOM

OF PIPE

SEE PATTERN

NON-CORROSIVE

SOLID PLATE

PLASTIC, SLATE

OR EQUIVALENT

1" +/- VENTING PERFORATIONS

PIPE NOTCHING

PATTERN

8" NOTCHES CUT IN SHADED

AREAS (8 OPENINGS TOTAL)

1.5"

3.5"

R-TANK

(REGULAR SHOWN)

DEPTH SUMMARY

TYPE A B

R-TANK 12" MIN - 36" MAX

AS SHOWN

ON PLANS

R-TANKᴴᴰ 20" MIN - 6.99' MAX 12"

R-TANK

SD

18" MIN - 9.99' MAX 12"

12" DIA. PVC

MAINTENANCE

PORT

REINFORCED

CONCRETE COLLAR

SEE 3/C503

15.75"

28.15" 15.75"

17.32"

28.15"

17.32"

FRONT VIEW

5.0'

PIPE

O.D.

PIPE

5.0

'

SIDE VIEW

PIP

E

O.D

.

2'-0"

FABRIC COLLAR TO FIT OUTSIDE DIAMETER OF

INLET/OUTLET PIPE

NOTE: CUT FABRIC AND WRAP AROUND

PIPE SO THAT PIPE BUTS DIRECTLY

AGAINST ACF R-TANK PIPE EFFLUENT

SHALL NOT PASS THROUGH FABRIC

GEOTEXTILE FABRIC

OVER ACF R-TANK

SECTION

STAINLESS STEEL

BANDS

STAINLESS

STEEL BANDS

™

™

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REINFORCED CONCRETE MANHOLE SLAB

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NOTES: 1. GRATE FRAME INSIDE DIAMETER SHOULD EQUAL APPROXIMATELY RISER DIA. +3". 2. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. SEE 4/C503 FOR DETAIL. 3. OVERLAY CONCRETE SLAB WITH ASPHALT PAVEMENT.

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FRAME AND COVER

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HEAVY DUTY IRON

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C503

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B

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CMP RISER

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ASPHALT PAVEMENT

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COMPACTED SUB GRADE

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CUT RISER TO FINAL ELEVATION IN FIELD

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USE FLEXIBLE JOINT MATERIAL TO PREVENT CONCRETE FROM CONTACTING THE RISER IN ANY WAY

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BASE SLAB (BY CONTRACTOR)

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ACCESS LADDER (TYPICALLY BY OTHERS)

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C502

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3

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SOLID FRAME INSIDE DIAMETER

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SHOULD EQUAL APPROXIMATELY

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RISER + 3"

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OPENING IN PROTECTION SLAB FOR CASTING

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STANDARD REINFORCING #5 BARS @ 9" ON CENTER IN EACH DIRECTION

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INTERRUPTED BAR REPLACEMENT

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B

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#4 DIAGONAL TRIM BARS

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1. 1 FT. MAXIMUM COVER ABOVE BASE SLABS. 1 FT. MAXIMUM COVER ABOVE BASE SLABS. 2. UTILIZE 4000PSI CONCRETE FOR BASE SLAB. UTILIZE 4000PSI CONCRETE FOR BASE SLAB. 3. UTILIZE GRADE 60 EPOXY COATED REINFORCEMENT BARS. UTILIZE GRADE 60 EPOXY COATED REINFORCEMENT BARS. 4. PROVIDE ADDITIONAL REINFORCEMENT BARS AROUND PROVIDE ADDITIONAL REINFORCEMENT BARS AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED. PROVIDE HALF ON EACH SIDE OF OPENING. ADDITIONAL BARS SHALL BE IN THE SAME PLANE. 5. TRIM OPENING WITH DIAGONAL #4 BARS. EXTEND BARS TRIM OPENING WITH DIAGONAL #4 BARS. EXTEND BARS A MINIMUM OF 12" BEYOND OPENING. BEND BARS AS REQUIRED TO MAINTAIN BAR COVER.

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NOTES:

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SIDE VIEW

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PLAN VIEW

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FRONT VIEW

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ISOMETRIC VIEW

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1

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07/20/17

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SG

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-

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2

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ADDENDUM 1

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SG

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TSB

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UNDERGROUND INFILTRATION BASIN RISER DETAIL

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C503

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3

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UNDERGROUND INFILTRATION BASIN RISER SLAB DETAIL

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C503

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SCALE:

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B

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N.T.S.

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UNDERGROUND INFILTRATION BASIN RISER SLAB SECTION

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C503

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SCALE:

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REF:

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4

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N.T.S.

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UNDERGROUND INFILTRATION BASIN RISER SLAB REINFORCEMENT DETAIL

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-

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C503

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REF:

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2

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UNDERGROUND INFILTRATION BASIN PIPE CONNECTION DETAIL

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5

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HD R-TANK 1.0 (SINGLE) MODULE

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-

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C503

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6

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N.T.S.

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HD R-TANK 1.5 (SINGLE + MINI) MODULE

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-

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C503

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7

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N.T.S.

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R-TANK FABRIC PIPE BOOT DETAIL

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-

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C503

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N

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M

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E

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P

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O

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C

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M

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S

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L

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V

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A

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N

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H

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PE077990

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ENGINEER

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E

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PROFESSIONAL

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REGISTERED

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N

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L

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2

DRAWING NUMBER

DWG. NO.:

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OF

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CK

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4"-#2A COARSE AGGREGATE SUBBASE

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TO ANY CONCRETE, AS REQUIRED, SEE NOTE 1.

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3/4" EXPANSION JOINT MATERIAL ADJACENT

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CONCRETE WALK. (TYP.)

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(ROUGH BROOM FINISH) FOR ALL

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PROVIDE SKID RESISTANT SURFACE

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2.

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1.

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%%USIDEWALK NOTES:

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3.

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4.

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5.

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6.

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STOPPED FOR MORE THAN A HALF HOUR.

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PROVIDE 3/4" EXPANSION JOINTS AT 20' MAX.

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PROVIDE CONTRACTION JOINTS AT 4' TYP.

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PROVIDE ISOLATION JOINTS WHERE REQUIRED.

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ALL JOINTS TO BE FILLED WITH WATERPROOF JOINT SEALER, THROUGHOUT THE PROJECT.

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PREFORMED OR SAWCUT (3/16" X 1" DEEP) FILLED WITH JOINT SEALER.

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PROVIDE CONSTRUCTION JOINTS AT THE END OF THE POURS OR WHERE A POUR IS

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STRUCTURAL FILL LAYER. COMPACT A MINIMUM OF 95% THE MAXIMUM DRY

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DENSITY IN LIFTS NO GREATER THAN 12".

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PREPARED AND COMPACTED SUBGRADE, SEE NOTE 6

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1%%%-2%%% SLOPE

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4" CLASS "A" CONC. (3500 P.S.I.)

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7.

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ALL SIDEWALK SHALL BE CONSTRUCTED BOTH AS TO MATERIALS AND

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METHODS, IN CONFORMANCE WITH APPLICABLE PORTIONS OF

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PENNDOT SPECIFICATIONS, PUBLICATION 408, LATEST EDITION AND

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PENNDOT RC-67M STANDARDS, JUNE 2013 OR LATEST EDITION.

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AS AMENDED AND AS DEFINED IN THE ORDINANCE.

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FULL DEPTH PAVEMENT TO EXTEND ONLY 2 FT FROM DISTURBED

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EARTHWORK.

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1.

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FULL DEPTH PAVEMENT NOTES:

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2.

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ALL PAVING SHALL BE CONSTRUCTED BOTH AS TO MATERIALS AND

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PENNDOT SPECIFICATIONS, PUBLICATION 408, LATEST EDITION.

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SUPERPAVE WEARING COURSE - HOT MIX ASPHALT MATERIAL

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3.

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MEETING THE REQUIREMENTS OF SECTION 409 OF PENNSYLVANIA

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DEPARTMENT OF TRANSPORTATION PUBLICATION 408, AS AMENDED,

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CONSISTING OF 9.5 MILLIMETER GRADED AGGREGATE, PG 64-22

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ASPHALT CEMENT, 3 TO 30 MILLION ESALS, SKID RESISTANCE

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LEVEL H (SRL H).

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1.5" SUPERPAVE BIT. WEARING COURSE

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5" SUPERPAVE BIT. BASE COURSE

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6"-#2A COURSE AGGREGATE SUBBASE

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4.

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SUPERPAVE BASE COURSE - HOT MIX ASPHALT MATERIAL MEETING

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THE REQUIREMENTS OF SECTION 409 OF PENNSYLVANIA DEPARTMENT

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OF TRANSPORTATION PUBLICATION 408, AS AMENDED, CONSISTING

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OF 25.0 MILLIMETER GRADED AGGREGATE, PG 64-22 ASPHALT

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CEMENT, AND 3 TO 30 MILLION ESALS.

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5.

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ROADWAY COMPOSITION MATCHES OR EXCEEDS EXISTING CONDITIONS

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AS PER PENNDOT PAVEMENT HISTORY WEB APPLICATION.

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FULL DEPTH PAVEMENT TO EXTEND ONLY 2 FT FROM DISTURBED

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EARTHWORK.

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1.

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2.

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SUPERPAVE WEARING COURSE - WARM MIX ASPHALT MATERIAL

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3.

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MEETING THE REQUIREMENTS OF SECTION 409 OF PENNSYLVANIA

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DEPARTMENT OF TRANSPORTATION PUBLICATION 408, AS AMENDED,

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CONSISTING OF 9.5 MILLIMETER GRADED AGGREGATE, PG 64-22

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ASPHALT CEMENT, 3 TO 30 MILLION ESALS, SKID RESISTANCE

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4.

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SUPERPAVE BINDER COURSE - WARM MIX ASPHALT MATERIAL MEETING

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LEVEL H (SRL H).

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2.5" SUPERPAVE BIT. BINDER COURSE

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8" PLAIN CEMENT CONCRETE BASE COURSE

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6.

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PENNDOT SPECIFICATIONS, PUBLICATION 408, LATEST EDITION, AND

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PENNDOT RC-64M STANDARDS, JUNE 2010 OR LATEST EDITION.

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PRE-MOLDED JOINT FILLER MATERIAL

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EXPANSION JOINT SEALANT

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CONTRACTION JOINT SPACING

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(4'-0") MIN TO (20'-0") MAX

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1/4" RAD.

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3/4" RAD.

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5" SUPERPAVE BIT. BASE COURSE

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SAWCUT PAVEMENT

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EXISTING ASPHALT PAVEMENT

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3500 PSI CONC.

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NOTES: 1. SPACE CONTRACTION JOINTS IN UNIFORM LENGTHS SPACE CONTRACTION JOINTS IN UNIFORM LENGTHS OR SECTIONS. 2. PLACE PREMOLDED EXPANSION JOINT FILLER PLACE PREMOLDED EXPANSION JOINT FILLER MATERIAL AT STRUCTURES AND AT THE END OF THE WORK DAY, CUT MATERIAL TO CONFORM TO AREA ADJACENT TO CURB OR TO CONFORM TO CROSS SECTIONAL AREA OF CURB. 3. SEAL BOTTOM OF CURB JOINT NEATLY WITH AC. 20 SEAL BOTTOM OF CURB JOINT NEATLY WITH AC. 20 BIT. SEALER IN 12" WIDTH.

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FULL DEPTH PAVEMENT TO BE INSTALLED TO FINISHED GRADE

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IMMEDIATELY FOLLOWING INSTALLATION OF INFILTRATION BASINS FOR

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2.

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6.5" SUPERPAVE BIT. BASE COURSE

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3.

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SUPERPAVE BASE COURSE - HOT MIX ASPHALT MATERIAL MEETING

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ENTIRE BASIN FOOTPRINT.

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1

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07/25/17

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CHANGED PER STREETS REVIEW COMMENTS

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SG

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BITUMINOUS PAVEMENT - FULL DEPTH DETAIL - SEPTA ROW

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TYPICAL EXPANSION JOINT DETAIL

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C600

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12

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8

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4

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0

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CONCRETE CURB AT EXISTING BITUMINIOUS PAVING - CITY ROW

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WATCH THE GAP

WATCH THE GAPWATCH THE GAP WATCH THE GAP

WATCH THE GAP

WATCH THE GAP

WATCH THE GAPWATCH THE GAP

WATCH THE GAPWATCH THE GAP WATCH THE GAP

XX

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PENNSYLVANIA ONE CALL SYSTEM INC.

15122-1078

West Mifflin, Pennsylvania

925 Irwin Run Road

DRILL, BLAST OR DEMOLISH

NOTICE TO UTILITIES BEFORE YOU EXCAVATE

PA LAW REQUIRES THREE WORKING DAYS

NON-MEMBERS MUST BE CONTACTED DIRECTLY

PENNSYLVANIA! CALL 1-800-242-1776

BEFORE YOU DIG ANYWHERE IN

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R.R. TRACK

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R.R. TRACK

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GV

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WYNNEFIELD AVE.

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UNCOMPACTED SUBGRADE

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TOPSOIL

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FINISH GRADE

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3" HIGH MULCH SAUCER

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TOP OF ROOTBALL (ROOT FLARE) SET 1"

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MAX. ABOVE FINISHED GRADE

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TOPSOIL SAUCER

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CUT BINDINGS AROUND TRUNK AND REMOVE BURLAP

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1.

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%%UGENERAL NOTES

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FROM TRUNK AND UPPER 1/3 OF ROOTBALL, CUT

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AND ADJUST BURLAP TO PREVENT FORMATION OF

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AIR POCKETS.

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SET ROOTBALL ON UNDISTURBED SUBGRADE LEVEL OR

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ON SLIGHTLY RAISED MOUND.

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TREES IN LAWN - APPLY 3" COMPOST MULCH IN

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%%UMULCHING NOTES

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5' DIAMETER AROUND TRUNK.

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EXISTING TREES.

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BRANCHES SHALL BE PRUNED TO PROVIDE A CLEARANCE

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HEIGHT OF SEVEN FEET ABOVE THE GROUND.

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TOP HALF OF ROOTBALL

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MULCH, 3" DEPTH

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1. PREPARE SEED BED (INCLUDING APPLICATION OF LIME, PREPARE SEED BED (INCLUDING APPLICATION OF LIME, FERTILIZER, AND SEED) PRIOR TO INSTALLATION OF BLANKET. 2. REFER TO MANUFACTURER'S RECOMMENDED STAPLING PATTERN REFER TO MANUFACTURER'S RECOMMENDED STAPLING PATTERN FOR STEEPNESS AND LENGTH OF SLOPE BEING BLANKETED. 3. THE BLANKET SHOULD NOT BE STRETCHED; IT MUST MAINTAIN THE BLANKET SHOULD NOT BE STRETCHED; IT MUST MAINTAIN GOOD SOIL CONTACT. 4. APPROPRIATE SEED MIX 3 SHALL BE APPLIED PRIOR TO BLANKET PLACEMENT. APPROPRIATE SEED MIX 3 SHALL BE APPLIED PRIOR TO BLANKET PLACEMENT. 5. PROVIDE ANCHOR TRENCH AT TOE OF SLOPE IN SIMILAR FASHION AS AT TOP OF SLOPE. PROVIDE ANCHOR TRENCH AT TOE OF SLOPE IN SIMILAR FASHION AS AT TOP OF SLOPE. 6. SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS, AND GRASS. SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS, AND GRASS. 7. BLANKET SHALL HAVE GOOD CONTINUOUS CONTACT WITH UNDERLYING SOIL THROUGHOUT BLANKET SHALL HAVE GOOD CONTINUOUS CONTACT WITH UNDERLYING SOIL THROUGHOUT ENTIRE LENGTH. LAY BLANKET LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT CONTACT WITH SOIL. DO NOT STRETCH BLANKET. 8. THE BLANKET SHALL BE STAPLED IN ACCORDANCE WITH THE MANUFACTURER'S THE BLANKET SHALL BE STAPLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 9. BLANKETED AREAS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT UNTIL BLANKETED AREAS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT UNTIL PERENNIAL VEGETATION IS ESTABLISHED TO A MINIMUM UNIFORM 70% COVERAGE VEGETATION IS ESTABLISHED TO A MINIMUM UNIFORM 70% COVERAGE THROUGHOUT BLANKETED AREA. DAMAGED OR DISPLACED BLANKETS SHALL BE RESTORED OR REPLACED WITHIN 4 CALENDAR DAYS. 10. USE ON ALL SLOPES THAT ARE GREATER THAN 1:4.USE ON ALL SLOPES THAT ARE GREATER THAN 1:4.

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BLANKET EDGES OVERLAPPED

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INSTALL BEGINNING OF ROLL IN

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6"x6" ANCHOR TRENCH, STAPLE,

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STARTING AT TOP OF SLOPE,

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ROLL BLANKETS IN DIRECTION

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OVERLAP BLANKET ENDS 6" MIN.

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OVERLYING THE DOWNSLOPE BLANKET

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(SHINGLE STYLE). STAPLE SECURELY.

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4" MIN AND STAPLED

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BACKFILL AND COMPACT SOIL

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OF WATER FLOW

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WITH THE UPSLOPE BLANKET

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08/16/17

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CHANGED PER STRETTS REVIEW COMMENTS

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SG

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ADDENDUM 1

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DESIGN SERIAL # 20163020642

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SCALE: 1"=20'

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20'

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10'

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0'

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LANDSCAPE PLAN

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C800

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LEGEND

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STREET RIGHT OF WAY

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PROPERTY LINE

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EXISTING UNDERGROUND WATER MAIN

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EXISTING UNDERGROUND SEWER MAIN

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EXISTING CONTOUR

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104

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PROPOSED CONTOUR

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FULL DEPTH ASPHALT

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GRASS INCLUDING 6" TOPSOIL DEPTH

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TREE

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SIZE (AT MATURITY)

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SLIPPERY ELM

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22*

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3"-4" CALIPER

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ULMUS RUBRA

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15'-25' HEIGHT 10'-15' WIDTH

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TYPICAL SPACING

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SEE PWD STORMWATER MANAGEMENT GUIDANCE MANUAL, V 3.0.

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GROUND COVER NOTES GRASS - FORMULA 'L' HYDROSEED AND 6" TOPSOIL DEPTH

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TREE - PWD TREE DISCONNECTION

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CREDIT

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GENERAL LANDSCAPE NOTES 1. REMOVE WEAK TREES AND TREES WITH STALKS LESS THAN 2" CALIPER FROM WITHIN LOD AS REMOVE WEAK TREES AND TREES WITH STALKS LESS THAN 2" CALIPER FROM WITHIN LOD AS DIRECTED BY SEPTA ENGINEER

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Page 1 of 5

Bidder Questions Addendum #1

1. Is the proposed ADA ramp and stairs part of this bid package, as soon on drawing C400. If so

please provide structural drawings

The ADA ramp and stairs ARE NOT included in this contract.

2. On sheet C200 there is reference to work for sidewalks, stairs, platforms and handicap ramp.

Also on drawings C400 and C401 there is reference to an access gate and note to see

architectural drawings. There are no architectural drawings in the package. Please advise if this

package has all the work noted on C200 or if there is another package forth coming to clarify the

scope of work for this package.

Sidewalks, stairs, platforms, handicap ramp and access gate ARE NOT included in this contract.

All work for this contract is shown in the Civil drawings provided.

3. What is the anticipated Notice to Proceed date?

Anticipated NTP is November 2017.

4. Please consider adding a bid item for General Conditions/Traffic Control.

General Conditions/Traffic Control WILL NOT be added as a bid item. All costs for General

Conditions/Traffic Control should be included within the bid item it is associated with.

5. Please confirm that there are no minimum DBE goals required to be met.

Correct there are no DBE goals for this project.

6. Has PWD approval been obtained?

PWD approval is being finalized pending the execution of the O&M Agreement. The Contractor

is required to obtain any construction permits required.

7. Has the NPDES permit been obtained?

An NPDES permit is not required for this project.

8. Is a PADOT HOP Permit required and if so, will SEPTA obtain it?

A PennDOT HOP permit is not required for this project.

Page 2 of 5

9. Is there an expectation to maintain public parking for the station during the work?

The parking lot will be closed during construction.

10. Are there any work hour restrictions on this project?

SEPTA does not have any work hour restrictions for this project. This does not exempt the

contractor from all local construction regulations.

11. Are we required to provide SEPTA with a temporary facility or any support equipment?

The Contractor will NOT provide SEPTA with any temporary facility or support equipment.

12. Is there any specific work that we need to do to support the work being performed by SEPTA?

There is no specific work to be performed by the Contractor which will support the work of

SEPTA.

13. Is the 220 CD’s for the entire project or just the work covered in ¶1.01.A of 01011-1? If for the

entire project, what durations/timeline should we assume for the work to be performed by

SEPTA and in particular prior to and after each of the 2 phases that the contractor is required to

perform its work in?

220 CD’s is for the entire project, including work to be performed by SEPTA. The Contractor will

complete all construction work included in this contract for phases 1 and 2, excluding

landscaping, BEFORE SEPTA mobilizes on site to complete all remaining construction. SEPTA will

require 120 days to complete remaining construction before landscaping can be installed by

Contractor.

14. Section 01010-6, ¶1.10.A.2 says with respect to the “building adjacent to the West side of the

SEPTA lot” that “The contractor shall provide a professional engineer qualified to inspect the

structure and walls of the buildings to remain.” Please advise why this is required as we are not

performing any work near this existing structure.

The Contractor IS NOT required to inspect the adjacent building. Section 1.10.A.2 removed from

Specification.

Page 3 of 5

15. ¶1.01.A.2.a of Section 01011-1 with respect to the scopes of work has the contractor

performing the E&S work for the entire project. Since SEPTA forces will be performing all site

demolition, excavation (except for the drainage and basin work), grading work, concrete, and

asphalt paving, please advise what we should assume for bidding purposes for the maintenance

and/or replacement of E&S devices, temporary construction fences, and for temporary seeding

(reference also ¶3.2.A of Section 02370-7).

The Contractor is responsible for maintenance of the E&S controls for the full duration of the

project, including work performed by SEPTA; assume 220 days for biding purposes.

16. ¶1.05.D of Section 01011-3 with respect to what the General Construction Contract includes

conflicts with ¶1.01.A and B of Section 01011-1 wherein the responsibilities of each contract is

tabulated. Please advise.

All C-Series Drawings are to be used to complete work described in 1.01.A of Section 01011-1.

17. Have any field test pits been performed during the design to insure that P-5 will clear all existing

underground utilities in Wynnefield Avenue?

No field test pits have been performed. P-5 will clear all existing utilities identified by the

PA1Call System.

18. Please confirm that Section 01710, Final Cleaning, only pertains to the work being performed

under the GC Prime Contract and does not apply to the work being performed by SEPTA.

Section 01710, Final Cleaning, only pertains to the work being performed under this Contract

and does not apply to the work being performed by SEPTA.

19. Please confirm that Section 01720, Project As-Built Documents, only pertains to the work being

performed under the GC Prime Contract and does not apply to the work being performed by

SEPTA other than the final survey required by 1.01.A.2.c of Section 01011-1.

Section 01720, Project As-Built Documents, only pertains to the work being performed under

this Contract and does not apply to the work being performed by SEPTA other than the final

survey required by 1.01.A.2.d of Section 01011-1.

20. Section 02300-9, ¶3.03.D.2, says “During the bidding process the Contractor shall submit, for

SEPTA’s review and approval, the anticipated name and location where the contractor plans to

dispose of the excavated soil”. How is this to be submitted prior to the bid?

The disposal facility for the excavated soil shall be approved AFTER the Contract has been

awarded. Section 02300 updated.

Page 4 of 5

21. With respect to Soils Management section 02400, is it the intent that all spoils generated by the

work be sent to a facility such as Clean Earth and/or Grows Landfill?

All excavated soils that cannot be reused on site must be disposed of at a facility(ies) meeting all

requirements of Specification Section 2400 – Soils Management.

22. Is the excavated in situ material permitted to be reused as suitable embankment backfill where

needed or must it be direct loaded for offsite transportation and disposal per Section 02400?

Excavated soil may be used as embankment fill on site per Contract Documents.

23. Section 02722-4, ¶2.2.F.2.d, says that for the base of excavation of the infiltration basins that “A

minimum 2,000 pounds per square foot bearing capacity is required”. Who makes this

determination?

SEPTA has determined that the bearing capacity on site exceeds the 2,000 pound per square

foot minimum required.

24. The E&S drawings show a concrete washout detail to be constructed by the contractor. Is the

contractor required to maintain and clean this out for SEPTA’s cast-in-place concrete work? If

so, please provide the number of times and approximate volume of concrete that we should

anticipate to be cleaned.

Contractor is required to construct a concrete washout for work performed by the Contractor

only. SEPTA will install an additional concrete washout for all SEPTA concrete work.

25. Who installs, maintains, and removes the Rock Construction Entrance?

This Contract includes the installation, maintenance and removal of the Rock Construction

Entrance.

26. For the drainage and basin construction is it the intent that we install the roadway subbase over

this work or just backfill to the bottom of the subbase?

Contractor to backfill and install temporary full depth asphalt paving to finished grade within the

infiltration basin footprint immediately following the infiltration basin installation; see detail

9/C600.

27. The Phase 3 work tabulated on E&S drawing C200 appears to be work performed solely by

SEPTA. Please confirm that there is no work required to be performed by the contractor in

Phase 3.

The Contractor IS NOT required to complete any construction in Phase 3.

Page 5 of 5

28. On drawing C200 under “Underground Infiltration Basin Sequence”, please advise:

a. What constitutes “heavy equipment” in note #4 and “excessive construction

equipment” in note #5?

This is a standard PWD note required for installation of all underground infiltration

basins in Philadelphia. ‘Heavy equipment’ and ‘excessive construction equipment’ is any

equipment that will compact the existing soils which include but is not limited to

equipment with narrow tracks or tires, rubber tires with large lugs, or high pressure

tires.

b. Who is required to provide the “Registered Engineer” for the notes ending with an (*)

asterisk?

SEPTA will provide the “Registered Engineer” for the notes ending with an (*) asterisk

29. Please confirm that none of the work, including the clearing and grubbing, shown on demolition

plan C301 is to be performed by the contractor.

Contractor to complete demolition, and clearing and grubbing for ALL WORK associated with

the Contract Documents. SEPTA is responsible for all other demolition, clearing and grubbing

not included in the Contract Documents. Section 01011 (1.01.A and 1.01.B) updated and Section

02230 – Site Preparation section added.

30. Who is responsible to furnish and install the permanent fence shown on drawings C400 and

C401?

The Contractor is NOT responsible for installing the permanent fence shown on drawings C400

and C401. Section 01011.1.01.B updated.

31. Please clarify the limits and depth of the topsoil shown in Detail 2 on drawing C800.

6” of topsoil to be installed, per Specification Section 02941, for all areas that require

landscaping. C800 updated.

32. For the landscape work shown on drawing C800 to be performed by the contractor, please

advise who is to perform the ground prep & finished grading prior to the installation of the 3” of

topsoil and 3” of mulch?

SEPTA to rough grade the landscaped areas but Contractor to install all landscaping features,

including top soil, to finished grade.