BidNet TECHNICAL SPECIFICATIONS for the construction of . Western Maryland Rail Trail - Phase IV PSE...

TECHNICAL SPECIFICATIONS for the construction of

Western Maryland Rail Trail - Phase IV PSE 100% Submission

NOT FOR CONSTRUCTION

for the

STATE OF MARYLAND DEPARTMENT OF GENERAL SERVICES

Project Classification E

Notice:

Minority Business Enterprises are encouraged to respond to this solicitation.

DGS Project No: P-012-070-010 July 2016

STATE OF MARYLAND DEPARTMENT OF GENERAL SERVICES eEllington E.Churchill, Jr., Secretary 301 West Preston Street Baltimore, Maryland 21202

BOARD OF PUBLIC WORKS Larry Hogan, Governor Peter Franchot, Comptroller Nancy K. Kopp, Treasurer

DEPARTMENT OF NATURAL RESOURCES Mark J. Belton, Secretary Tawes State Office Building 580 Taylor Ave. Annapolis, Maryland

CIVIL ENGINEER A. Morton Thomas & Associates, Inc. 800 King Farm Blvd. 4th floor Rockville, Md 208520

STRUCTURAL ENGINEER Cagley & Associates 6141 Executive Blvd. Rockville, MD 20852

GEOTECHNICAL ENGINEER T.L.B. Associates, Inc. 7280 Baltimore-Annapolis Blvd Glen Burnie, MD 21061

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New Construction

for the construction of

Western Maryland Rail Trail - Phase IV 100% Submission

STATE OF MARYLAND DEPARTMENT OF GENERAL SERVICES

DGS Project No. P-012-070-010 July 2016

The Contract documents for the indicated public improvement were prepared under my supervision and to the best of my knowledge, information and belief; they comply with the relevant building codes of the State of Maryland.

CIVIL ENGINEER A. Morton Thomas & Associates, Inc. 800 King Farm Blvd. 4th floor Rockville, Md 208520

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Western Maryland Rail Trail - Phase IV F.A.P. No. STP-3(464)E State Contract No. WA3735125 DGS No. P-012-070-010

TABLE OF CONTENTS TOC-1

Table of Contents Section Pages Narrative 2 List of Contract Drawings 1 Appendix 1 Section Title Pages Division 00 – Procurement & Contracting Requirements Section 003132 Geotechnical Data 2

Division 01 – General Requirements Section 011100 Project Requirements 1 Section 011200 Construction Survey 4 Section 012200 Unit Prices 2 Section 013233 Photographic Documentation 2 Section 013591 Historic Treatment Procedures 5 Section 014523 Testing & Inspection Services for Lead Paint 2 Section 015000 Temporary Facilities 5 Section 015639 Temporary Tree Protection 4 Section 017100 Cleaning Up 2 Division 02 – Existing Conditions Section 024119 Selective Demolition 4 Section 028333.13 Lead-Based Paint Removal & Disposal 2 Division 03 – Concrete Section 033053 Miscellaneous Cast-In-Place Concrete 6 Section 033300 Architectural Concrete 13 Section 033616 Reactive Chemical Concrete Stain 5 Division 05 – Metals Section 055000 Metal Fabrications 5 Section 055010 Pedestrian Truss Bridge 10 Division 06 – Wood, Plastics and Composites Section 061063 Exterior Rough Carpentry 5 Division 10 – Specialties Section 101410 Interpretive and Wayfinding signs 3 Section 101420 Rectangular Rapid Flashing Beacon 4 Section 101453 Trail and Traffic Regulatory Signs 1

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TABLE OF CONTENTS TOC-2

Division 31 – Earthwork Section 311000 Site Clearing 4 Section 312000 Earth Moving 9 Section 315000 Excavation Support & Protection 3 Division 32 – Exterior Improvements Section 321216 Asphalt Paving 4 Section 321723 Pavement Markings 2 Section 321726 Tactile Warning Surfacing 3 Section 323200 Dry-Stacked Rockery Walls 3 Section 329200 Grasses and Meadows 16 Section 329300 Plants 14 Division 33 – Utilities Section 334100 Storm Utility Drainage 8 Section 334199 Stormwater Management 6 Section 334600 Subdrainage 4

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NARRATIVE 010000-1

NARRATIVE

As part of the continuation of the Western Maryland Rail Trail WMRT, Phase IV of the project will include the clearing, grubbing, grading, and pavement of two segments of multipurpose trail separated by two bypass bridges and the and replacement of the deck on Sideling Hill Creek Bridge. The bypass ramps allow access to the existing C&O Canal Tow Path around Indigo Tunnel. The tunnel has limited access due to the white nose syndrome that is impacting bat populations across the east coast. The first segment of the path starts at station 1178+40 approximately ¼ mile to the west of the existing Pearre parking lot and extends approximately 1.5 miles to station 1260+00. This segment of the trail passes over the top of Sideling Hill Creek Bridge. The second segment starts on the West side of Indigo Tunnel at 1325+71 and extends 1.6 miles to station 1411+24 to the bank of the Potomac River. This segment of the trail passes through Little Orleans and over a small bridge over High Germany Rd. The following are the key components of the trail: Clearing and Grubbing Much of the trail alignment will require minimal clearing and grubbing and will be limited to the following:

• Removal of trees that are within the LOD. • Cleaning and removal of existing slide material that have fallen over the

alignment • Removal of large rocks that have fallen over the alignment • Cleaning of existing swales • Removal of a composting litter and forest debris over the existing ballast

Alignment & Cross section: The vertical and horizontal alignment of the trail will approximately follow the alignment of the existing rail bed. The provided vertical and horizontal alignments are guideline to construct Stationing is provided and an approximate vertical alignment is included As such, the vertical and horizontal alignment of the trail is not part of the design documents as the exact elevations and centerline of the path will be completed in the field at the time of construction. The stationing is shown to provide the location for culverts and other site amenities to the contractor. The typical section of the paved bike trail system is 10-feet wide with 2-foot shoulders on either side. In some locations, the trail is reduced to 8’ with 2’ shoulders. The typical pavement cross-section is asphalt over a graded aggregate base. This will be placed over the existing railroad ballast. Stormwater: The existing swales will be cleaned out to transport water around the trail and to treat stormwater. The existing culverts have been assessed. In some locations, the larger culverts will be cleaned to provide adequate drainage. The smaller culverts that are currently plugged are shown to be replaced with new HDPE culverts. Additional culverts and outfalls will also be added as part of the design to provide adequate drainage for the trail system. During the construction process, culverts may also be added to minimize wet areas that were not readily accounted for during the thorough site assessment. The

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NARRATIVE 010000-2

outfall areas will likely be a long-term vegetated erosion control matting that extends into C&O Canal. Parking Lot The parking lot includes parking for 32 cars with 2 handicap spaces, and 2 horse trailers. The pavement for the parking lot will be sufficiently thick to handle the low-boy tractor trailers that bring in crushed aggregate for the C&O canal. Bioretention is located between the parking lot and the trail to provide a visual and physical barrier and to treat stormwater. Space is provided for a future CXT comfort station. The comfort station is not in contract. Sidling Hill Creek Bridge The existing timbers that make up the deck for the bridge will be removed and replaced with a cast in place concrete system. The deck will be extended to allow space for two overlooks. Weathering steel handrails with a timber cap will be located on both sides of the bridge to provide pedestrian safety. Bypass Bridges In order to prevent pedestrian access to the environmentally sensitive Indigo Tunnel, there are two bypass bridges proposed that allow the users to transfer from the WMRT down to the C&O Canal tow path. They are to be composed of prefabricated, eight foot wide, weathering steel pedestrian truss bridges. The max slope will be 5%. In order to prevent conflict between pedestrians and cyclists, the bridges will have signage telling cyclists to dismount and walk their bikes to the other end. The design of the bypass bridges also helps to preserve the cultural landscape of the C&O Canal and Towpath. According to the Natural Park Service’s "Guidelines for Preserving Cultural Landscapes," the goal of preservation is to retain the character of the site (including features and materials) without degrading the landscape or historical resources. The design of the bridges retains the topographic formations (rock outcroppings and slopes). The piers and abutments for the bridge spans also have smaller visual and ecological impacts on the landscape. Road Crossings Bollards, indicator pavers, and appropriate MUTCD signage will be installed at each drive or road crossing. Signage Wayfinding and MUTCD signs will be located along the trail as required. Safety Barrier Rail Safety barrier rail is located along the path where the trail edge is within 6’ of the top of a steep slope.

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http://www.nps.gov/tps/standards/four-treatments/landscape-guidelines/preserve/approach.htm

http://www.nps.gov/tps/standards/four-treatments/landscape-guidelines/preserve/approach.htm


LIST OF DRAWINGS LOD-1

LIST OF DRAWINGS Dwg. No. Drawing Title GENERAL C-000 COVER SHEET C-001 GENERAL NOTES C-002 SEQUENCE OF CONSTRUCTION VERTICAL ALIGNMENT CI-101 - CI-105 VERTICAL ALIGNMENT CIVIL SITE CS-101 - CS-112 SITE PLANS CS-401 - CS-403 ENLARGEMENTS CS-501 TYPICAL CROSS SECTIONS CS-502 - CS-505 SITE DETAILS STRUCTURAL SD-1.0 - SD 1.8 EAST BYPASS STRUCTURAL PLANS SD-1.9 - SD 1.17 WEST BYPASS STRUCTURAL PLANS SD-1.18 - SD1.21 BORING LOGS SD1.22 SIDELING HILL CREEK BRIDGE EXSITING DETAILS SD1.23 SIDELING HILL CREEK BRIDGE DETAILS SD5.1 SIDELING HILL CREEK BRIDGE NOTES SD5.2 SIDELING HILL CREEK BRIDGE DETAILS CIVIL PAVING & CIVIL GRADING CG-401 PARKING LOT GRADING PLAN CIVIL STORMWATER & EROSION/SEDIMENT CONTROL CW-101 GRADING AND STORMWATER MANAGEMENT PLAN CW-102 - CW-103 STORMWATER MANAGEMENT DETAILS CW-104 EROSION & SEDIMENT CONTROL PLAN CW-105 EROSION & SEDIMENT CONTROL DETAILS CW-106 EROSION & SEDIMENT CONTROL NOTES CW-107 STORM DRAIN PROFILES SINGAGE & PAVEMENT MARKING CT-101- CT102 SIGNAGE & PAVEMENT MARKING PLANS

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Appendix 1. Geotechnical Report 2. NPS Hot work Permit 3. NPS Special Use Permit

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GEOTECHNICAL DATA 003132-1

SECTION 003132 - GEOTECHNICAL DATA

PART 1 GENERAL 1.1 SUMMARY

A. Section Includes:

1. Soils Investigation Data: Soil and subsurface investigations conducted at site by an independent testing laboratory and report with log of borings prepared.

2. Report obtained for Architect and Engineer design use only.

3. Copy of report follows this Section.

1.2 SOILS INVESTIGATION DATA

A. Soil and subsurface investigations were conducted at site. Investigation results are documented in report prepared by TLB Associates, INC for the Western Maryland Rail Trail, dated December 19, 2013- REVISED October 28, 2014

B. Interpretation:

1. Soils investigation data are available for information and convenience of Bidders, and is not warranted to indicate actual conditions.

2. Owner, Architect, and Engineers do not assume responsibility for variations in kind, depth, quantity, and condition of soils. Owner, Architect, and Engineers disclaim responsibility for accuracy, true location, and extent of soils investigation prepared by others; and further disclaim responsibility for interpretation of soils investigation data by Bidders such as projecting soil bearing values, rock profiles, soil stability, and presence, level, and extent of underground water.

3. Report any variances from Geotechnical Report in writing to the Owner’s Representative.

1.3 BIDDER INVESTIGATION

A. Bidder: Visit site and become familiar with site conditions.

B. Bidder may, at Bidder's own expense and prior to bidding, make soil surveys and investigations Bidder considers necessary.

C. Bidder assumes risk that soil and underground conditions may be other than that indicated in soil investigation data.

D. Procedure:

1. Obtain authorization from NPS and DGS CONSTRUCTION MANAGER prior to start of borings or subsurface investigations.

2. Immediately upon completion of Bidder subsurface investigation, return site areas affected by investigations to condition existing prior to start of Bidder subsurface investigations as directed by NPS and DGS CONSTRUCTION MANAGER.

1.4 CLAIMS

A. Claims for conditions found to be not as indicated in soil investigation data are not permitted, unless otherwise indicated in Owner/Contractor agreement.

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Allegany & Washington Counties Western Maryland Rail Trail - Phase IV SECTION 003132 GEOTECHNICAL DATA

GEOTECHNICAL DATA 003132-2

PART 2 PRODUCTS Not Used

PART 3 EXECUTION Not Used END OF SECTION

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PROJECT REQUIREMENTS 011100-1

SECTION 011100 – PROJECT REQUIREMENTS PART 1 - GENERAL 1.1 WORK REQUIRED BY THIS SECTION

A. General: This Section pertains to the provision of all general Project requirements necessary to coordinate, administer, and properly produce the complete Project.

B. Refer to the State of Maryland’s Instruction to Bidders for Construction

Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013).

END OF SECTION – 001110

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CONSTRUCTION SURVEY 011200 - 1

SECTION 011200 – CONSTRUCTION SURVEY

PART 1 - GENERAL

1.1 SUMMARY

A. The trail is generally to be installed on the vertical and horizontal alignment of the existing abandoned railroad bed. The Contractor is responsible to provide an as-built survey that demonstrates the trail was constructed to meet the latest version of the ADA Standards for Accessible Design (ADA) standards and the Maryland State Highway Administration (MDSHA) Bicycle Policy and Design Guides (latest edition). This includes but is not limited to the trail cross slope, trail vertical slopes, crest curves, sag curves, curve length and k-value. The work consists of performing all surveys, measurements, and computations required by this specification.

B. Refer to the State of Maryland’s Instruction to Bidders for Construction Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013). If any information in this Section conflicts with the Sate’s instructions, the State’s instructions shall control.

PART 2 - PRODUCTS

2.1 (Not Used)

PART 3 - EXECUTION

A. All surveying involving property lines or monuments shall be done by, or under the direction of, a Registered Land Surveyor licensed in the State of Maryland.C. In the event the CONTRACTOR does not replace the survey monuments and property corners disturbed by the CONTRACTOR’s operations, the OWNER may, after first notifying the CONTRACTOR, replace the monuments in question. The cost of such replacements shall be deducted from payments to the CONTRACTOR.

B. The CONTRACTOR shall obtain all information necessary for as-built survey that demonstrates the trail was constructed to meet the following: 1. Latest version of the ADA Standards for Accessible Design (ADA) standards 2. Maryland State Highway Administration (MDSHA) Bicycle Policy and Design

Guides (latest edition) to include but not limited to the following: a. Trail cross slope, b. Trail vertical slopes c. Trail landings, d. Crest curves, e. Sag curves, Curve length f. K-value

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CONSTRUCTION SURVEY 011200 - 2

C. The CONTRACTOR shall use competent, qualified personnel and suitable equipment for the layout work required and shall furnish all stakes, templates, straightedges and other devices necessary for establishing, checking and maintaining the required points, lines and grades.

D. The CONTRACTOR shall perform all staking necessary to delineate clearing and/or grubbing limits; all cross sections necessary for determination of excavation and embankment quantities, including intermediate and/or remeasure cross sections as may be required; all slope staking; all staking of culverts and drainage structures, including the necessary checking to establish the proper location and grade to best fit the conditions on site; the setting of such finishing stakes as may be required; the staking of right-of-way; the staking, referencing and other actions as may be required to preserve or restore land monuments and property corners; and all other staking necessary to complete the project.

E. Field notes shall be kept in standard bound notebooks in a clear, orderly and neat manner, consistent with standard engineering and surveying practices. The CONTRACTOR’s field books shall be available for inspection by the DGS Construction Manager at any time.

F. All field survey notes, including those which become source documentations from which quantities for payment are computed, shall be recorded by a notekeeper furnished by the CONTRACTOR. The notekeeper shall be thoroughly familiar with generally accepted standards of good survey notekeeping practice.

G. The DGS Construction Manager may randomly spot-check the CONTRACTOR’s surveys, staking and computations at the DGS Construction Manager’s discretion. After the survey or staking has been completed, the CONTRACTOR shall provide the DGS Construction Manager with a minimum of 72 hours’ notice prior to performing any WORK, and shall furnish the appropriate data as required, to allow for such random spot-checking; however, the OWNER assumes no responsibility for the accuracy of the WORK.

END OF SECTION 011200

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Western Maryland Rail Trail - Phase IV F.A.P. No. STP-3(464)E UNIT PRICES State Contract No. WA3735125 DGS No. P-012-070-010

UNIT PRICES 012200-1

SECTION 012200 - UNIT PRICES

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes administrative and procedural requirements for unit prices.

B. Refer to the State of Maryland’s Instruction to Bidders for Construction Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013). DEFINITIONS

1.2 PROCEDURES

A. List of Unit Prices: A schedule of unit prices is included in Part 3.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1 SCHEDULE OF UNIT PRICES Item Nos.

Approximate Quantities Description of Item and Bid Price Unit of Measurement

1001 100 CY Unit Price No. 1 - Provision of Removal & Disposal of Unsatisfactory Soil Cubic Yard

1002 100 CY Unit Price No. 2 - Provision of Satisfactory Soil Replacement (Fill) Cubic Yard

1003 100 LF Unit Price No. 3 - Trail Guard Rail (detail 7, drawing CS-502) Eight (8) Linear Foot Sections

1004 5 EA Unit Price No. 4 – Install footing for Trail Guard Rail in the case of bedrock (detail 7, drawing CS-502)

Each

1005 100 SFF Unit Price No. 5 - Dry Staked Stone Wall (detail 7, drawing CS-503) Sq. Face Feet

1006 100 LF Unit Price No. 6 - Replacement of Clay Pipe (detail 3, drawing CS-504) Linear Feet

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Western Maryland Rail Trail - Phase IV F.A.P. No. STP-3(464)E UNIT PRICES State Contract No. WA3735125 DGS No. P-012-070-010

UNIT PRICES 012200-2

1007 30 LF Unit Price No. 7 - Wood Fence with Wire Mesh (detail 9, drawing CS-502) Eight (8) Linear Foot Sections

1008 150 SFF Unit Price No. 8 - Removal and Disposal of Lead Paint on Sideling Hill Creek Crossing Bridge As specified

Lump Sum Allowance

1009 2 Ton Unit Price No. 9 - Supplemental Stone to be Used at Stone Outfall (detail 2, CS-504); Ton Allowance

1010 40 EA Unit Price No. 10 – 2” Cal. Trees to be Planted (All Selections to be Native to Maryland) type and locations to be selected/approved by NPS

Each Allowance

1011 10 LF

Unit Price No. 11 –H-Piles driven less or more than shown on the elevations in the construction drawings (details SD 1.12 to SD 1.16)

Linear Feet


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PHOTOGRAPHIC DOCUMENTATION 013233-1

SECTION 013233 – PHOTOGRAPHIC DOCUMENTATION

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes administrative and procedural requirements for the following:

1. Preconstruction photographs.

B. Related Sections:

1. Division 01 Section "Closeout Procedures" for submitting photographic documentation as Project Record Documents at Project closeout.

2. Refer to the State of Maryland’s Instruction to Bidders for Construction Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013). If any information in this Section conflicts with the Sate’s instructions, the State’s instructions shall control.

1.2 INFORMATIONAL SUBMITTALS

A. Key Plan: Submit key plan of Project site and building with notation of vantage points marked for location and direction of each photograph. Indicate elevation or story of construction. Include same information as corresponding photographic documentation.

B. Digital Photographs: Submit image files within three days of taking photographs.

1. Digital Camera: Minimum sensor resolution of 8 megapixels. 2. Identification: Provide the following information with each image description in file

metadata tag:

a. Name of Project. b. Name and contact information for photographer. c. Date photograph was taken. d. Description of vantage point, indicating location, direction (by compass point),

and elevation or story of construction.

1.3 USAGE RIGHTS

A. Obtain and transfer copyright usage rights from photographer to Owner for unlimited reproduction of photographic documentation.

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PHOTOGRAPHIC DOCUMENTATION 013233-2

PART 2 - PRODUCTS

2.1 PHOTOGRAPHIC MEDIA

A. Digital Images: Provide images in JPG format, with minimum size of 8 megapixels.

PART 3 - EXECUTION

3.1 CONSTRUCTION PHOTOGRAPHS

A. General: Take photographs using the maximum range of depth of field, and that are in focus, to clearly show the Work. Photographs with blurry or out-of-focus areas will not be accepted.

1. Maintain key plan with each set of photographs that identifies each photographic location.

B. Digital Images: Submit digital images exactly as originally recorded in the digital camera, without alteration, manipulation, editing, or modifications using image-editing software.

1. Date and Time: Include date and time in file name for each image. 2. Field Office Images: Maintain one set of images accessible in the field office at

Project site, available at all times for reference. Identify images in the same manner as those submitted to the Project Engineer

C. Preconstruction Photographs: Before starting construction, take photographs of Project site and surrounding properties, including existing items to remain during construction, from different vantage points, as directed by the DGS CONSTRUCTION MANAGER of the following: 1. Areas associated with the eastern and western bypass systems from both the

proposed trail alignment and the C&O Canal 2. Sideling Hill Creek bridge, before the removal of the timber deck and after the

removal of the timber deck to include the abutments 3. Existing abutments at approximate station 280+00 4. Each existing headwall 5. Each existing clay pipe 6. Each existing outfall 7. Pearre Parking Lot (if used as a staging area, and temporary construction facilities)


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HISTROIC TREATMENT PROCEDURES 013591-1

SECTION 013591 - HISTORIC TREATMENT PROCEDURES

PART 1 - GENERAL

1.1 RELATED SECTIONS

A. Section 028333.13 – Lead-based Paint removal and Disposal

B. Section 055020 – Bridge Truss Assessment and Repair

1.2 SUMMARY

A. Section includes general protection and treatment procedures for the following:

1. Sideling Hill Creek Bridge

2. Historic railroad infrastructure to include but not limited to walls, markers, headwalls, and culverts

1.3 DEFINITIONS

A. Consolidate: To strengthen loose or deteriorated materials in place.

B. Dismantle: To disassemble and detach items by hand from existing construction to the limits indicated, using small hand tools and small one-hand power tools, so as to protect nearby historic surfaces; and legally dispose of dismantled items off-site, unless indicated to be salvaged or reinstalled.

C. Existing to Remain: Existing items that are not to be removed or dismantled.

D. Historic: Surfaces, materials, finishes, and overall appearance which are important to the successful preservation as determined by the DGS CONSTRUCTION MANAGER. Designated historic materials are indicated on Drawings.

E. Match: To blend with adjacent construction and manifest no apparent difference in material type, species, cut, form, detail, color, grain, texture, or finish; as approved by the COR.

F. Reconstruct: To remove existing item, replicate damaged or missing components, and reinstall in original position.

G. Reinstall: To protect removed or dismantled item, repair and clean it as indicated for reuse, and reinstall it in original position, or where indicated.

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H. Remove: the term means to detach an item from existing construction to the limits indicated, using hand tools and hand-operated power equipment, and legally dispose of it off-site, unless indicated to be salvaged or reinstalled.

I. Replace: To remove, duplicate, and reinstall entire item with new material. The original item is the pattern for creating duplicates unless otherwise indicated.

J. Retain: To keep existing items that are not to be removed or dismantled.

K. Reversible: New construction work, treatments, or processes that can be removed or undone in the future without damaging historic materials, unless otherwise indicated.

L. Stabilize: To provide structural reinforcement of unsafe or deteriorated items while maintaining the essential form as it exists at present; also, to reestablish a weather-resistant enclosure.

1.4 SUBMITTALS

A. Construction Schedule for Historic Treatments: Indicate for the entire Project the following for each activity to be performed for each historic item:

1. Detailed sequence of historic treatment work, with starting and ending dates.

B. Preconstruction Documentation: Show preexisting conditions of adjoining construction and site improvements, including finish surfaces, that might be misconstrued as damage caused by historic treatment operations.

C. Historic Treatment Program: Submit before work begins.

1.5 QUALITY ASSURANCE

A. Historic Treatment Program: Prepare a written plan for historic treatment for the whole Project, including each phase or process and protection of surrounding materials during operations. Describe in detail materials, methods, and equipment to be used for each phase of work. Show compliance with indicated methods and procedures specified in this and other sections.

1. Dust and Noise Control: Include locations of proposed temporary dust- and noise-control partitions and means of egress from occupied areas coordinated with continuing on-site operations and other known work in progress.

2. Debris Hauling: Include plans clearly marked to show debris hauling routes, turning radii, and locations and details of temporary protective barriers.

B. Regulatory Requirements: Comply with governing EPA notification regulations before beginning removal and dismantling work. Comply with hauling and disposal regulations of authorities having jurisdiction.

C. Standards: Comply with ANSI/ASSE A10.6.

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D. Historic Treatment Preconstruction Conference: Conduct conference at Project site with DGS CONSTRUCTION MANAGER and NPS staff

1.6 STORAGE AND PROTECTION OF HISTORIC MATERIALS

A. Existing Historic Materials to Remain: Protect construction indicated to remain against damage and soiling from construction work. Where permitted by DGS CONSTRUCTION MANAGER, items may be dismantled and taken to a suitable, protected storage location during construction work and reinstalled in their original locations after historic treatment and construction work in the vicinity is complete.

B. Storage and Protection: When taken from their existing locations, catalog and store historic items within a weather-tight enclosure where they are protected from wetting by rain, snow, condensation, or ground water, and from freezing temperatures.

1. Identify each item with a nonpermanent mark to document its original location. Indicate original locations on plans elevations, sections, or photographs by annotating the identifying marks.

2. Secure stored materials to protect from theft.

1.7 PROJECT CONDITIONS

A. Hazardous Materials: Lead Paint (a hazardous material) is present at Sideling Hill Creek Bridge Follow Examine report to become aware of locations where hazardous materials are present. 1. Do not disturb hazardous materials or items suspected of containing hazardous

materials except under procedures specified elsewhere in the Contract Documents.

B. Storage or sale of removed or dismantled items on-site is not permitted unless otherwise indicated.

PART 2 - PRODUCTS - (Not Used)

PART 3 - EXECUTION

3.1 EXAMINATION

A. Preparation for Removal and Dismantling: Examine construction to be removed or dismantled to determine best methods to safely and effectively perform removal and dismantling work. Examine adjacent work to determine what protective measures will be necessary. Make explorations, probes, and inquiries as necessary to determine condition of construction to be removed or dismantled and items that may be hidden by construction that is to be removed or dismantled.

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1. Engage a professional structural engineer to survey condition of Sideling Hill Creek Bridge to determine whether removing any element might result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures as a result of removal and dismantling work.

B. Perform surveys as the Work progresses to detect hazards resulting from historic treatment procedures.

3.2 PROTECTION, GENERAL

A. Ensure that supervisory personnel are on-site and on duty when historic treatment work begins and during its progress.

B. Protect persons, motor vehicles, surrounding surfaces from harm resulting from historic treatment procedures. 1. Contain dust and debris generated by removal and dismantling work and prevent it

from reaching the public or adjacent surfaces. 2. Provide shoring, bracing, and supports as necessary. Do not overload structural

elements.

C. Temporary Protection of Historic Materials:

1. Protect existing historic materials with temporary protections and construction. Do not deface or remove existing materials.

2. Do not attach temporary protection to historic surfaces except as indicated as part of the historic treatment program and approved by DGS CONSTRUCTION MANAGER.

3.3 GENERAL HISTORIC TREATMENT

A. Ensure that supervisory personnel are present when historic treatment work begins and during its progress.

B. Halt the process of deterioration and stabilize conditions, unless otherwise indicated. Perform work as indicated on Drawings. Follow the procedures in subparagraphs below and procedures approved in historic treatment program.

1. Retain as much existing material as possible; repair and consolidate rather than replace.

2. Use additional material or structure to reinforce, strengthen, prop, tie, and support existing material or structure.

3. Use reversible processes wherever possible.

C. Notify DGS CONSTRUCTION MANAGER of visible changes in the integrity of material or components whether due to environmental causes including biological attack, UV degradation, freezing, or thawing; or due to structural defects including cracks, movement, or distortion.

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1. Do not proceed with the work in question until directed by DGS CONSTRUCTION MANAGER.

D. Where Work requires existing features to be removed or dismantled and reinstalled, perform these operations without damage to the material itself, to adjacent materials, or to the substrate.

E. Identify new and replacement materials and features with permanent marks hidden in the completed work to distinguish them from original materials. Record a legend of identification marks and the locations of the items on Record Drawings.

3.4 HISTORIC REMOVAL AND DISMANTLING

A. Perform work in accordance with the historic treatment program.


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TESTING AND INSPECTION SERVICES FOR LEAD PAINT 014523-1

SECTION 014523 – TESTING AND INSPECTION SERVICES FOR LEAD PAINT

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes testing and inspection for the following:

1. Testing and inspection for lead paint on the existing deck plate girders for Sideling Hill Creek Bridge See Drawing SD1.22


1. Refer to the State of Maryland’s Instruction to Bidders for Construction Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013). If any information in this Section conflicts with the Sate’s instructions, the State’s instructions shall control.

1.2 APPLICABLE REGULATIONS 1. Contractors to meet the requirements of the Maryland Department of the

Environment accreditation/licensing for Maryland Lead Contractors and Inspectors for lead paint abatement and inspection


A. Accreditation for testing company: Copy of accreditation for the valid accreditation from Maryland Department of the Environment (MDE) for completion of the required testing.

B. Testing Technique: Submit the testing technique that is acceptable to MDE

1.4 PREINSTALLATION MEETINGS

A. Pretesting Conference: Conduct conference at Project site.

PART 2 - PRODUCTS

A. Not Used

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TESTING AND INSPECTION SERVICES FOR LEAD PAINT 014523-2

PART 3 - EXECUTION

3.1 Testing

A. General: Conduct lead testing at each end of both girders for a total of eight (8) locations. Take photographs of the testing locations for submittal 1. Complete the testing in accordance with (MDE)

B. Submission: Submit finding of the lead testing to the DGS Construction Manager


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TEMPORARY FACILITIES AND CONTROLS 015000 - 1

SECTION 015000 - TEMPORARY FACILITIES AND CONTROLS

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes requirements for temporary utilities, support facilities, and security and protection facilities.

B. Refer to the State of Maryland’s Instruction to Bidders for Construction Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013). If any information in this Section conflicts with the Sate’s instructions, the State’s instructions shall control.

1.2 USE CHARGES

A. General: Installation and removal of and use charges for temporary facilities shall be included in the Contract Sum unless otherwise indicated. Allow other entities to use temporary services and facilities without cost, including, but not limited to testing agencies, and authorities having jurisdiction.

B. Water and Sewer Service from Existing System is not available.

C. Electric Power Service from Existing System: Electric power may be available from Allegheny Power for use with metering and payment of use charges. Provide connections and extensions of services as required for construction operations.

D. Telephone services may be available from the local telecommunication company.


A. Site Plan: Show temporary facilities, utility hookups, staging areas, and parking areas for construction personnel.

B. Fire-Safety Program: Show compliance with requirements of NFPA 241 and authorities having jurisdiction. Indicate Contractor personnel responsible for management of fire prevention program.


A. Electric Service: Comply with NECA, NEMA, and UL standards and regulations for temporary electric service. Install service to comply with NFPA 70.

B. Tests and Inspections: Arrange for authorities having jurisdiction to test and inspect each temporary utility before use. Obtain required certifications and permits.

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C. Accessible Temporary Egress: Comply with applicable provisions in the U.S. Architectural & Transportation Barriers Compliance Board's ADA-ABA Accessibility Guidelines and ICC/ANSI A117.1.


A. Temporary Use of Permanent Facilities: Engage Installer of each permanent service to assume responsibility for operation, maintenance, and protection of each permanent service during its use as a construction facility before Owner's acceptance, regardless of previously assigned responsibilities.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Portable or temporary Chain-Link Fencing: Minimum 2-inch, 0.148-inch-thick, galvanized-steel, chain-link fabric fencing; minimum 6 feet high with galvanized-steel pipe posts; minimum 2-3/8-inch- OD line posts and 2-7/8-inch- OD corner and pull posts, with 1-5/8-inch- OD top and bottom rails. Provide concrete bases or drive into the ground for supporting posts.

2.2 TEMPORARY FACILITIES

A. Field Offices, General: As needed by the contractor, provided prefabricated or mobile units with serviceable finishes, temperature controls, and foundations adequate for normal loading.

B. Storage and Fabrication Sheds: Provide sheds sized, furnished, and equipped to accommodate materials and equipment for construction operations.

C. Chemical Toilet Facilities: Provide and maintain an adequate number of temporary dry chemical toilet facilities for use of Contractor, and shall comply with all local health requirements and sanitary, regulations. Toilets shall be located as directed, kept in sanitary condition, and removed when work is completed. Sanitary facilities shall be weathertight with shielded entry and approved by local Health Authorities having jurisdiction.

2.3 EQUIPMENT

A. Fire Extinguishers: Portable, UL rated; with class and extinguishing agent as required by locations and classes of fire exposures.

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PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. Facilities may be located in coordination with the DGS CM and NPS at two locations on the project site: 1. The proposed parking lot for the trail at little Orleans 2. The existing paved parking lot at Pearre

B. Provide each facility ready for use when needed to avoid delay. Do not remove until facilities are no longer needed or are replaced by authorized use of completed permanent facilities.

3.2 TEMPORARY UTILITY INSTALLATION

A. General: Install temporary service or connect to existing service.

1. Arrange with utility company, Owner, and existing users for time when service can be interrupted, if necessary, to make connections for temporary services.

B. Sanitary Facilities: Provide temporary portable toilets, wash facilities, and drinking water for use of construction personnel. Comply with requirements of authorities having jurisdiction for type, number, location, operation, and maintenance of fixtures and facilities.

C. Electric Power Service: Provide electric power service and distribution system of sufficient size, capacity, and power characteristics required for construction operations.

1. Install electric power service as needed.

D. Telephone Service: Provide temporary telephone service in common-use facilities for use by all construction personnel. Install one telephone line(s) for each field office.

1. At each telephone, post a list of important telephone numbers.

a. Police and fire departments. b. Ambulance service. c. Contractor's home office. d. Contractor's emergency after-hours telephone number. e. Engineers' offices. f. Owner's office. g. Principal subcontractors' field and home offices. h. National Park Service Contact i. DGS Construction Manager

2. Provide superintendent with cellular telephone or portable two-way radio for use when away from field office.

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3.3 SUPPORT FACILITIES INSTALLATION

A. Parking: Ensure parking areas for construction personnel.

B. Project Signs: 1. Refer to the State of Maryland’s Instruction to Bidders for Construction Projects

(March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013).

3.4 SECURITY AND PROTECTION FACILITIES INSTALLATION

A. Protection of Existing Facilities: Protect existing vegetation, equipment, structures, utilities, and other improvements at Project site and on adjacent properties, except those indicated to be removed or altered. Repair damage to existing facilities.

B. Site Enclosure Fence: Before construction operations begin furnish and install site enclosure fence in a manner that will prevent people and animals from easily entering site except by entrance gates.

1. Extent of Fence: As required to enclose each end of the trail to protect the work and the storage areas to protect equipment and temporary facilities.

2. Maintain security by limiting number of keys and restricting distribution to authorized personnel. Furnish one set of keys to the Owner and NPS.

C. Security Enclosure and Lockup: Install temporary enclosure around partially completed areas of construction. Provide lockable entrances to prevent unauthorized entrance, vandalism, theft, and similar violations of security. Lock entrances at end of each work day.

D. Barricades, Warning Signs, and Lights: Comply with requirements of authorities having jurisdiction for erecting structurally adequate barricades, including warning signs and lighting.

3.5 OPERATION, TERMINATION, AND REMOVAL

A. Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste and abuse, limit availability of temporary facilities to essential and intended uses.

B. Maintenance: Maintain facilities in good operating condition until removal.

1. Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24-hour basis where required to achieve indicated results and to avoid possibility of damage.

C. Temporary Facility Changeover: Do not change over from using temporary security and protection facilities to permanent facilities until Substantial Completion.

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D. Termination and Removal: Remove each temporary facility when need for its service has ended, when it has been replaced by authorized use of a permanent facility, or no later than Substantial Completion. Complete or, if necessary, restore permanent construction that may have been delayed because of interference with temporary facility. Repair damaged Work, clean exposed surfaces, and replace construction that cannot be satisfactorily repaired.

1. Materials and facilities that constitute temporary facilities are property of Contractor. Owner reserves right to take possession of Project identification signs.

E. Parking Lot at Pearre: If the parking lot at Pearre was used, it is the Contractor’s responsibility to restore the parking lot to its original condition. If the parking lot is broken, cracked or perforated due the construction activities, the entire parking lot it to be milled to a depth of 1 ½” and repaved. All striping and signage shall be restored to it’s original condition. Patching of the parking lot is not permitted.

1. Pictures are required of the parking lot by the Contractor before construction in

accordance with Section 013233 Photographic Documentation. These will be used by the DGS CM to determination if repairs are required.


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TREE PROTECTION 015639-1

SECTION 015639 - TREE PROTECTION

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes general protection and pruning of existing trees and plants that are affected by execution of the Work, whether temporary or permanent construction.

B. Related Sections: 1. Division 31 Section "Site Clearing" for removing existing trees and shrubs.

1.3 DEFINITIONS

A. Caliper: Diameter of a trunk measured by a diameter tape at 6 inches above the ground for trees up to, and including, 4-inch size; and 12 inches above the ground for trees larger than 4-inch size.

B. Vegetation: Trees, shrubs, groundcovers, grass, and other plants.

1.4 SUBMITTALS

A. Qualification Data: For qualified arborist and tree service firm.

B. Existing Conditions: Documentation of existing trees and plantings indicated to remain, which establishes preconstruction conditions that might be misconstrued as damage caused by construction activities.

1. Use sufficiently detailed photographs or videotape. 2. Include plans and notations to indicate specific wounds and damage conditions

of each tree or other plants designated to remain.


A. Arborist Qualifications: Certified Arborist as certified by ISA and Maryland Licensed Tree Expert.

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B. Tree Service Firm Qualifications: An experienced tree service firm that has successfully completed temporary tree and plant protection work similar to that required for this Project and that will assign an experienced, qualified arborist to Project site during execution of the Work.

C. Preinstallation Conference: Conduct conference at Project site.

1. Review methods and procedures related to temporary tree and plant protection including, but not limited to, the following:

a. Construction schedule. Verify availability of materials, personnel, and equipment needed to make progress and avoid delays.

b. Arborist's responsibilities. c. Field quality control.


A. The following practices are prohibited for trees and vegetation that is to remain:

1. Storage of construction materials, debris, or excavated material. 2. Parking vehicles or equipment. 3. Foot traffic. 4. Erection of sheds or structures. 5. Impoundment of water. 6. Excavation or other digging unless otherwise indicated. 7. Attachment of signs to or wrapping materials around trees or plants unless

otherwise indicated.

B. Do not direct vehicle or equipment exhaust toward protection zones.

C. Prohibit heat sources, flames, ignition sources, and smoking within or near protection zones and organic mulch.

PART 2 - PRODUCTS

PART 3 - EXECUTION

3.1 PREPARATION

A. The Contractor is responsible to locate and clearly identify trees, shrubs, and other vegetation to be removed during the construction process. Flag each tree trunk at 54 inches above the ground with flagging.

B. Schedule a walkthough with the DGS CM and NPS staff to review the vegetation to be removed. As directed by the DGS CM and NPS, flag trees to remain with flagging that

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states (do not remove). The Contractor will photograph, measure the DBH and GPS or survey each tree to remain. This information will be used as a basis for tree replacement if damage or removal occurs due to construction.

1. Provide two copies of the photographs as directed in 013233 - PHOTOGRAPHIC DOCUMENTATION

2. Provide two electronic copies of the tree locations on a thumb drive or CD. The information should be in the form of a SHP. or DWG. File in Maryland NAD 84 Datum.

3.2 TREE REMOVAL

A. Trees may be removed only after approval from NPS and the Construction Inspector.

3.3 CROWN PRUNING

A. Prune branches that are affected by temporary and permanent construction only after approval from the NPS and Construction Inspector’s approval and as follows:

1. Pruning Standards: Prune trees according to ANSI A300 (Part 1). 2. Cut branches with sharp pruning instruments; do not break or chop. 3. Do not apply pruning paint to wounds.

B. Chip removed branches and dispose of off-site.

3.4 REPAIR AND REPLACEMENT

A. General: Repair or replace trees, shrubs, and other vegetation indicated to that are damaged by construction operations, in a manner approved by the NPS and Construction Inspector.

1. Submit details of proposed root cutting and tree and shrub repairs. 2. Have arborist perform the root cutting, branch pruning, and damage repair of

trees and shrubs. 3. Treat damaged trunks, limbs, and roots according to arborist's written

instructions. 4. Perform repairs within 24 hours. 5. Replace trees and vegetation that cannot be repaired and restored to full-growth

status, on a one to on each basis. The location will be determined by NPS and Construction Inspector.

6. Plant and maintain new trees as specified in Division 32 Section "Plants."

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3.5 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove excess excavated material, displaced trees, trash and debris, and legally dispose of them off Owner's property.


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CLEANING UP 017100-1

SECTION 017100 – CLEANING UP PART 1 - GENERAL 1.1 WORK REQUIRED BY THIS SECTION

A. General: This Section pertains to the provision of all efforts necessary to keep the Premises free from accumulation of waste materials, rubbish, and other debris and for final cleaning (both during progress of Work and at completion of the Project). Cleaning up work includes, but is not limited to sweeping, brushing, and dust control; debris removal; removal of excess material, tools, equipment, and scaffolding; final cleaning operations; and cleaning of all streets mudded by construction vehicles.

B. Refer to the State of Maryland’s Instruction to Bidders for Construction

Projects (March 2007) and General Conditions of the Contract between Owner and Contractor (August 2013). If any information in this Section conflicts with the State’s instructions, the State’s instructions shall control.

C. Classification: Specific cleaning and cleaning up requirements for particular trades or

work is specified under respective Sections pertaining to that trade or work and should be executed in accordance with that Section.

1.2 SPECIAL REQUIREMENTS

A. General: The Drawings, General Conditions, Supplementary Conditions, applicable portions of Division 1, and executed Agreement are all a part of this Section as if herein written out in full.

B. Pollution Control: Clean-up and disposal operations shall comply with all ordinances

and anti-pollution laws and regulations. Burning or burying volatile fluid wastes (such as mineral spirits, oil, or paint thinner) in storm or sanitary sewer systems or into streams or waterways is not permitted.

C. Fire Protection: Volatile waste materials shall be stored in covered metal containers,

and removed from premises daily.

D. Accident Prevention: Clean up operations shall be performed in such a manner as to prevent accidents to personnel, protect all work in place and to effect completion of the Project in any orderly manner.

PART 2 - PRODUCTS 2.1 CLEANING MATERIALS

A. General: Only cleaning materials recommended by manufacturer of surface to be cleaned shall be used and shall be limited to those specific surfaces. Where manufacturer does not provide a recommendation or the recommendations are unclear, consult with the Engineer for approval prior to cleaning surfaces in question.

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CLEANING UP 017100-2

PART 3 - EXECUTION 3.1 DURING CONSTRUCTION

A. General: Perform or oversee cleaning operations and ensure that the entire Premises is maintained free from accumulations of waste materials, rubbish and other debris at reasonable intervals. At no time shall accumulations be allowed to become an insightly or hazardous condition. General cleaning operations shall be “broom clean” on an as-needed basis. If Contractor fails to clean up, the Owner may do so and the cost thereof shall be charged to the Contractor as provided in the Section 00700 - GENERAL CONDITIONS, except with only 48-hours written notice.

B. All Material Accumulated by as waste materials, rubbish, and debris shall be placed

in a sufficiently sized container provided by the Contractor. All such material shall become the property of the Contractor and shall be removed from the Job Site and legally disposed of by him.

C. Handling of Waste Materials: Handle waste materials in a controlled manner with as

few handlings as possible. Do not drop or throw materials from heights without protective barricades, warning signs or devices, and sentries posted at strategical locations such as to forewarn workmen and other persons as to possible danger.

D. Schedule: Schedule cleaning operations so that dust and other contaminants

resulting from the cleaning process will not damage freshly placed materials.


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SELECTIVE DEMOLITION 024119-1

SECTION 024119 - SELECTIVE DEMOLITION

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Demolition and removal of railroad ties and telephone poles 2. Selected portions of bridge. 3. Demolition and removal of selected site elements. 4. Salvage of existing items to be reused or recycled.

B. Related Sections: 1. Section 014523 – Testing and Inspection Services 2. Section 028333.13 – Lead- Based Paint Removal and Disposal 3. Section 055020 Bridge Truss Assessment and Repair

1.2 DEFINITIONS

A. Remove: Detach items from existing construction and legally dispose of them off-site unless indicated to be removed and salvaged or removed and reinstalled.

B. Remove and Salvage: Carefully detach from existing construction, in a manner to prevent damage, and deliver to National Park Service Representative.

C. Existing to Remain: Existing items of construction that are not to be permanently removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled.


A. Predemolition Conference: Conduct conference at Project site.

1.4 INFORMATIONAL SUBMITTALS A. Predemolition Photographs or Video: Submit before Work begins. B. Written method and equipment for the removal of the existing timbers over Sideling Hill

Creek Bridge.

1. Materials used in the removal of lead paint and to keep debris and dust from falling from the bridge into Sideling Hill Creek

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1.5 CLOSEOUT SUBMITTALS

A. Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes.

1.6 FIELD CONDITIONS

A. Notify Owner of discrepancies between existing conditions and Drawings before proceeding with selective demolition.

B. Hazardous Materials: Hazardous materials are present on bridge to be selectively demolished.

1. Hazardous material remediation is specified elsewhere in the Contract Documents.

PART 2 - PRODUCTS

2.1 PEFORMANCE REQUIREMENTS

A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

B. Standards: Comply with ANSI/ASSE A10.6 and NFPA 241.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that utilities have been disconnected and capped before starting selective demolition operations.

B. Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition required.

C. When unanticipated structural elements that conflict with intended function or design are encountered, investigate and measure the nature and extent of conflict. Promptly submit a written report to Owner.

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3.2 PREPARATION

A. Site Access and Temporary Controls: Conduct selective demolition and debris-removal operations to ensure minimum interference with roads, the C&O Canal, and other adjacent occupied and used facilities.

B. Temporary Facilities: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent roads.

C. Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

3.3 SELECTIVE DEMOLITION, GENERAL

A. General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction. Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping, to minimize disturbance of adjacent surfaces. Temporarily cover openings to remain.

2. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces.

3. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting operations. Maintain portable fire-suppression devices during flame-cutting operations.

4. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on bridges.

5. Dispose of demolished items and materials promptly

B. Removed and Salvaged Items: 1. Store items in a secure area until delivery to Owner. 2. Transport items to Owner's storage area designated by Owner. 3. Protect items from damage during transport and storage.

C. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by Owner, items may be removed to a suitable, protected storage location during selective demolition and reinstalled in their original locations after selective demolition operations are complete.

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3.4 SELECTIVE DEMOLITION, SIDELING HILL CREEK BRIDGE

A. General: Demolish and remove existing timber, ties, hardware, rusted material and flaking paint from off the top of the bridge. Use methods required to complete the Work within limitations of governing regulations and as follows: 1. Provide adequate testing of the bridge to determine the presence of lead paint in

accordance with Section 014523 – Testing and Inspection Services 2. If lead paint is found to exist on Sildeling Hill Creek bridge, remove the lead paint

that is required to complete the redecking of the bridge in accordance with Section 028333.13 – Lead- Based Paint Removal and Disposal

3. Place suitable material and take adequate measures to ensure the protection of workers and that hazardous and non-hazardous material do not enter waters or the riparian area.

4. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on bridges.

5. Dispose of demolished items and materials promptly

3.5 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Except for items or materials indicated to be recycled, reused, salvaged, reinstalled, or otherwise indicated to remain Owner's property, remove demolished materials from Project site and legally dispose of them.

1. Do not allow demolished materials to accumulate on-site. 2. Remove and transport debris in a manner that will prevent spillage on adjacent

surfaces and areas.

B. Burning: Do not burn demolished materials.

C. Disposal: Transport demolished materials off Owner's property and legally dispose of them.

3.6 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began.


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LEAD-BASED PAINT REMOVAL AND DISPOSAL 028333.13 -1

SECTION 028333.13 - LEAD-BASED PAINT REMOVAL AND DISPOSAL

PART 1 - GENERAL

1.1 Summary

A. The existing coatings on Sideling Hill Creek Bridge may contain lead and may also contain other toxic metals. This specification provides the requirements for containment and for the protection of the public, and the environment from exposure to harmful levels of toxic metals that may be present in the paint being removed or repaired. The Contractor shall take reasonable and appropriate precautions to protect the public from the inhalation or ingestion of dust or debris from the operations, and is responsible for the clean-up of all spills of waste at no additional cost to the DGS.

B. This work shall consist of the containment, collection, temporary storage, transportation and disposal of waste from lead paint from the areas that are in direct conflict with the removal of the existing timbers and the installation of the new bridge deck. Waste requiring containment and control includes, but is not limited to, old paint, spent abrasives, corrosion products, mill scale, dirt, dust, grease, oil, salts, and water used for cleaning the surface of existing lead coatings. The work shall only cover the minimum area required to complete the work associated with the removal of the existing deck and the installation of the new deck.

C. Comply and Complete the removal of the old paint Per SHA Standard Speciation for Construction and Materials (latest version), Section 476 – Cleaning and Painting Existing Structural Steel and all other sections in SHA Standard Speciation for Construction and Materials (latest version) that are referenced in Section 476 for the removal of existing paint.

D. The Contractor shall comply with the requirements of this Specification and all applicable Federal, State, and Local laws, codes, and regulations, including, but not limited to the regulations of the United States Environmental Protection Agency (USEPA), Occupational Safety and Health Administration (OSHA), and Maryland Department of Environmental (MDE). The Contractor shall comply with all applicable regulations even if the regulation is not specifically referenced herein. If a Federal, State, or Local regulation is more restrictive than the requirements of this Specification, the more restrictive requirements shall prevail.

E. Related Sections: 1. Section 024119 - SELECTIVE DEMOLITION

1.2 APPLICABLE PUBLICATIONS

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

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LEAD-BASED PAINT REMOVAL AND DISPOSAL 028333.13 -2

B. Code of Federal Regulations (CFR): 1. CFR 29 Part 1910 Occupational Safety and Health Standards 2. CFR 29 Part 1926 Safety and Health Regulations for Construction 3. CFR 40 Part 148 Hazardous Waste Injection Restrictions 4. CFR 40 Part 260 Hazardous Waste Management System: General 5. CFR 40 Part 261 Identification and Listing of Hazardous Waste 6. CFR 40 Part 262 Standards Applicable to Generators of Hazardous Waste 7. CRF 40 Part 263 Standards Applicable to Transporters of Hazardous Waste 8. CFR 40 Part 264 Standards for Owners and Operations of Hazardous Waste

Treatment, Storage, and Disposal Facilities 9. CFR 40 Part 265 Interim Status Standards for Owners and Operators of

Hazardous Waste Treatment, Storage, and Disposal Facilities 10. CFR 40 Part 268 Land Disposal Restrictions 11. CFR 49 Part 172 Hazardous Material Table, Special Provisions, Hazardous

Material Communications, Emergency Response Information, and Training Requirements

12. CFR 49 Part 178 Specifications for Packaging

C. National Institute for Occupational Safety And Health (NIOSH)

D. NIOSH OSHA Booklet 3142 Lead in Construction

E. UL 586-1996 (Rev 2009) High-Efficiency, Particulate, Air Filter Units

F. American National Standards Institute, Z9.2-2006 Fundamentals Governing the Design and Operation of Local Exhaust Systems, Z88.6-2006 Respiratory Protection

G. SHA Standard Speciation for Construction and Materials (latest version)

PART 2 - PRODUCTS

2.1 Comply with the products and requirements of SHA Standard Speciation for Construction and Materials (latest version), Section 476 – Cleaning and Painting Existing Structural Steel and all other sections in SHA Standard Speciation for Construction and Materials (latest version) that are referenced in Section 476 for the removal of existing paint.

PART 3 - EXECUTION

3.1 Comply and execute in accordance with of SHA Standard Speciation for Construction and Materials (latest version), Section 476 – Cleaning and Painting Existing Structural Steel and all other sections in SHA Standard Speciation for Construction and Materials (latest version) that are referenced in Section 476 for the removal of existing paint.

END OF SECTION 028333.13

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MISCELLANEOUS CAST-IN-PLACE CONCRETE 033053 - 1

SECTION 033053 - MISCELLANEOUS CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes miscellaneous cast-in-place concrete, including reinforcement, concrete materials, mixture design, placement procedures, and finishes for all areas of the project with the exception of the bypass bridges and Sideling Hill Creek Bridge.

1.2 ACTION SUBMITTALS

A. Product Data: For each type of product.

B. Design Mixtures: For each concrete mixture.


A. Ready-Mix-Concrete Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

PART 2 - PRODUCTS

2.1 CONCRETE, GENERAL

A. Comply with ACI 301.

B. Comply with ACI 117.

2.2 STEEL REINFORCEMENT

A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed.

B. Plain-Steel Welded-Wire Reinforcement: ASTM A 1064/A 1064M, plain, fabricated from as-drawn steel wire into flat sheets.

2.3 CONCRETE MATERIALS

A. Cementitious Materials:

1. Portland Cement: ASTM C 150/C 150M, Type I.

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2. Fly Ash: ASTM C 618, Class C or F. 3. Slag Cement: ASTM C 989/C 989M, Grade 100 or 120.

B. Normal-Weight Aggregate: ASTM C 33/C 33M, 1-1/2-inch nominal maximum aggregate size.

C. Air-Entraining Admixture: ASTM C 260/C 260M.

D. Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and that do not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. 3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F. 5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

E. Water: ASTM C 94/C 94M.

2.4 RELATED MATERIALS

A. Vapor Retarder: Plastic sheet, ASTM E 1745, Class A or B.

B. Vapor Retarder: Polyethylene sheet, ASTM D 4397, not less than 10 mils thick; or plastic sheet, ASTM E 1745, Class C.

C. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork.

2.5 CURING MATERIALS

A. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application to fresh concrete.

B. Absorptive Cover: AASHTO M 182, Class 3, burlap cloth or cotton mats.

C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

D. Water: Potable.

E. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

F. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

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2.6 CONCRETE MIXTURES

A. Normal-Weight Concrete:

1. Minimum Compressive Strength: 3000 psi at 28 days. 2. Maximum W/C Ratio: 0.50. 3. Cementitious Materials: Use fly ash, pozzolan, slag cement, and silica fume as needed to

reduce the total amount of portland cement, which would otherwise be used, by not less than 40 percent.

4. Slump Limit: 3 inches for concrete with verified slump of 2 to 4 inches before adding high-range water-reducing admixture or plasticizing admixture plus or minus 1 inch.

5. Air Content: Maintain within range permitted by ACI 301. Do not allow air content of trowel-finished floor slabs to exceed 3 percent.

2.7 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M and furnish batch ticket information.

1. When air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1 FORMWORK INSTALLATION

A. Design, construct, erect, brace, and maintain formwork according to ACI 301.

3.2 EMBEDDED ITEM INSTALLATION

A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.

3.3 VAPOR-RETARDER INSTALLATION

A. Install, protect, and repair vapor retarders according to ASTM E 1643; place sheets in position with longest dimension parallel with direction of pour.

1. Lap joints 6 inches and seal with manufacturer's recommended adhesive or joint tape.

3.4 STEEL REINFORCEMENT INSTALLATION

A. Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

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1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.

3.5 JOINTS

A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of concrete thickness

C. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated.

1. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface unless otherwise indicated.

3.6 CONCRETE PLACEMENT

A. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301.

B. Do not add water to concrete during delivery, at Project site, or during placement.

C. Consolidate concrete with mechanical vibrating equipment according to ACI 301.

3.7 FINISHING UNFORMED SURFACES

A. General: Comply with ACI 302.1R for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

B. Screed surfaces with a straightedge and strike off. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane before excess moisture or bleedwater appears on surface.

1. Do not further disturb surfaces before starting finishing operations.

C. Trowel and Fine-Broom Finish: Apply a partial trowel finish, stopping after second troweling, to surfaces indicated and to surfaces where ceramic or quarry tile is to be installed by either thickset or thinset methods. Immediately after second troweling, and when concrete is still plastic, slightly scarify surface with a fine broom.

D. Slip-Resistive Broom Finish: Apply a slip-resistive finish to surfaces indicated and to exterior concrete platforms, steps, and ramps. Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route.

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3.8 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and with ACI 301 for hot-weather protection during curing.

B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

C. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

D. Curing Methods: Cure formed and unformed concrete for at least seven days by one or a combination of the following methods:

1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials:

a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete

surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period, using cover material and waterproof tape.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.

3.9 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

B. Tests: Perform according to ACI 301.

1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 5 cu. yd., but less than 25 cu. yd., plus one set for each additional 50 cu. yd. or fraction thereof.

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2. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd. or fraction thereof of each concrete mixture placed each day.


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ARCHITECTURAL CONCRETE 033300 - 1

SECTION 033300 - ARCHITECTURAL CONCRETE FOR BRIDGE ABUTMENTS & PIERS

PART 1 - GENERAL


A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes cast-in-place architectural concrete including form facings, reinforcement accessories, concrete materials, concrete mixture design, placement procedures, and finishes.

1.3 DEFINITIONS

A. Cast-in-Place Architectural Concrete: Formed concrete that is exposed to view on surfaces of completed structure or building and that requires special concrete materials, formwork, placement, or finishes to obtain specified architectural appearance.

B. Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash and other pozzolans, ground granulated blast-furnace slag, and silica fume; subject to compliance with requirements.

C. Design Reference Sample: Sample designated by Landscape Architect in the Contract Documents that reflects acceptable surface quality and appearance of cast-in-place architectural concrete.

D. Reveal: Projection of coarse aggregate from matrix or mortar after completion of exposure operations.


A. Preinstallation Conference: Conduct conference at Project site.

1. Before submitting design mixtures, review concrete design mixture and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with cast-in-place architectural concrete to attend, including the following:

a. Contractor's superintendent. b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete manufacturer. d. Cast-in-place architectural concrete subcontractor.

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2. Review concrete finishes and finishing, curing procedures, construction joints, forms and form-removal limitations, reinforcement accessory installation, concrete repair procedures, and protection of cast-in-place architectural concrete.



B. Design Mixtures: For each concrete mixture. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

1. Indicate amounts of mixing water to be withheld for later addition at Project site.

C. Formwork Shop Drawings: Show formwork construction including form-facing joints, rustications, construction and contraction joints, form joint-sealant details, form tie locations and patterns, inserts and embedments, cutouts, cleanout panels, and other items that visually affect cast-in-place architectural concrete.

D. Placement Schedule: Submit concrete placement schedule before start of placement operations. Include locations of all joints including construction joints.

E. Samples: For each of the following materials:

1. Form-facing panel. 2. Form ties. 3. Coarse- and fine-aggregate gradations. 4. Chamfers and rustications.

F. Samples for Verification: Architectural concrete Samples, cast vertically, approximately 18 by 18 by 2 inches, of finishes, colors, and textures to match design reference sample. Include Sample sets showing the full range of variations expected in these characteristics.


A. Qualification Data: For manufacturer.

B. Material Certificates: For each of the following:

1. Cementitious materials. 2. Admixtures. 3. Form materials and form-release agents. 4. Repair materials.

C. Material Test Reports: For the following, by a qualified testing agency:

1. Aggregates.

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A. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

1. Manufacturer certified according to NRMCA's "NRMCA Quality Control Manual - Section 3, Certification of Ready Mixed Concrete Production Facilities."

B. Testing Agency Qualifications: Qualified according to ASTM C 1077 and ASTM E 329 for testing indicated, as documented according to ASTM E 548.

1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-01 or an equivalent certification program.

2. Personnel performing laboratory tests shall be an ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician - Grade I. Testing Agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician - Grade II.

C. Source Limitations for Cast-in-Place Architectural Concrete: Obtain each color, size, type, and variety of concrete material and concrete mixture from single manufacturer with resources to provide cast-in-place architectural concrete of consistent quality in appearance and physical properties.

D. ACI Publications: Comply with the following unless modified by requirements in the Contract Documents:

1. ACI 301, "Specification for Structural Concrete," Sections 1 through 5”. 2. ACI 303.1, "Specification for Cast-in-Place Architectural Concrete."

E. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.

F. Field Sample Panels: After approval of verification sample and before casting architectural concrete, produce field sample panels to demonstrate the approved range of selections made under Sample submittals. Produce a minimum of three sets of full-scale panels, cast vertically for the following 1. Walls taller than 18 inches: 48 by 48 by 6 inches minimum panel, to demonstrate the

expected range of finish, color, and texture variations. 2. Seat walls and wall curbs: 18 by 36 by 18 inches minimum panel, to demonstrate the

expected range of finish, color, and texture variations.

3. Locate panels as directed by DGS CONSTRUCTION MANAGER. 4. Demonstrate methods of curing, aggregate exposure, sealers, and coatings, as applicable. 5. In presence of DGS CONSTRUCTION MANAGER, damage part of an exposed-face

surface for each finish, color, and texture, and demonstrate materials and techniques proposed for repair of tie holes and surface blemishes to match adjacent undamaged surfaces.

6. Maintain field sample panels during construction in an undisturbed condition as a standard for judging the completed Work.

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7. Demolish and remove field sample panels when directed.

G. Mockups: Before casting architectural concrete, build mockups to verify selections made under Sample submittals and to demonstrate typical joints, surface finish, texture, tolerances, and standard of workmanship. Build mockups to comply with the following requirements, using materials indicated for the completed Work:

1. Build mockups in the location and of the size indicated or, if not indicated, as directed by DGS CONSTRUCTION MANAGER.

2. Build mockups of typical exterior wall of cast-in-place architectural concrete as shown on Drawings.

3. Demonstrate curing, cleaning, and protecting of cast-in-place architectural concrete, finishes, and contraction joints, as applicable.

4. In presence of DGS CONSTRUCTION MANAGER, damage part of the exposed-face surface for each finish, color, and texture, and demonstrate materials and techniques proposed for repair of tie holes and surface blemishes to match adjacent undamaged surfaces.

5. Obtain DGS CONSTRUCTION MANAGER's approval of mockups before casting architectural concrete.

6. Subject to compliance with requirements, approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

PART 2 - PRODUCTS

2.1 FORM-FACING MATERIALS

A. General: Comply with Section 033000 "Cast-in-Place Concrete" for formwork and other form-facing material requirements.

B. Form-Facing Panels for As-Cast Finishes for seat wall: Steel, glass-fiber-reinforced plastic, or other approved nonabsorptive panel materials that will provide continuous, true, and smooth architectural concrete surfaces. Furnish in largest practicable sizes to minimize number of joints.

C. Form-Facing Panels for As-Cast Finishes for underlook and structural walls: Exterior-grade “D” plywood panels.

D. Rustication Strips: Metal, rigid plastic, or dressed wood with sides beveled and back kerfed; nonstaining; in longest practicable lengths.

E. Chamfer Strips: Metal, rigid plastic, elastomeric rubber, or dressed wood, 3/4 by 3/4 inch, minimum; nonstaining; in longest practicable lengths.

F. Form Joint Tape: Compressible foam tape; pressure sensitive; AAMA 800, "Specification 810.1, Expanded Cellular Glazing Tape"; minimum 1/4 inch thick.

G. Form Joint Sealant: Elastomeric sealant complying with ASTM C 920, Type M or Type S, Grade NS, that adheres to form joint substrates.

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H. Sealer: Penetrating, clear, polyurethane wood form sealer formulated to reduce absorption of bleed water and prevent migration of set-retarding chemicals from wood.

I. Form-Release Agent: Commercially formulated, colorless form-release agent that will not bond with, stain, or adversely affect architectural concrete surfaces and will not impair subsequent treatments of those surfaces.

1. Formulate form-release agent with rust inhibitor for steel form-facing materials.

J. Form Ties: Factory-fabricated, glass-fiber-reinforced plastic ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 1. Furnish glass-fiber-reinforced plastic ties, not less than 1/2 inch in diameter, of color

selected by DGS CONSTRUCTION MANAGER from manufacturer's full range. 2. Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing

or waterproofing.

2.2 STEEL REINFORCEMENT AND ACCESSORIES

A. General: See Structural Drawings for steel reinforcement and other requirements for reinforcement accessories.

B. Recycled Content of Steel Products: Postconsumer recycled content plus one-half of preconsumer recycled content not less than 25 percent.

C. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wire fabric in place; manufacture according to CRSI's "Manual of Standard Practice."

1. Where legs of wire bar supports contact forms, use gray, all-plastic or CRSI Class 1, gray, plastic-protected bar supports.

2.3 CONCRETE MATERIALS

A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project:

1. Portland Cement: ASTM C 150, Type I

a. Fly Ash: ASTM C 618, Class C or Class F. b. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or Grade 120. c. Silica Fume: ASTM C 1240, amorphous silica.

B. Normal-Weight Aggregates: ASTM C 33,Class 5S coarse aggregate or better, graded. Provide aggregates from single source with documented service record data of at least 10 years' satisfactory service in similar applications and service conditions using similar aggregates and cementitious materials.

1. Maximum Coarse-Aggregate Size: 3/8 inch.

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2. Gradation: Uniformly graded.

C. Normal-Weight Fine Aggregate: ASTM C 33, manufactured or natural sand, from same source for entire Project.

D. Water: Potable, complying with ASTM C 94/C 94M except free of wash water from mixer washout operations.

2.4 ADMIXTURES

A. Air-Entraining Admixture: ASTM C 260.

B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. 3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F. 5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M,

Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

2.5 CURING MATERIALS

A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. when dry.

B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

C. Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

1. For integrally colored concrete, curing compound shall be pigmented type approved by color pigment manufacturer.

2. For concrete indicated to be sealed, curing compound shall be compatible with sealer.

2.6 REPAIR MATERIALS

A. Not Allowed

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2.7 CONCRETE MIXTURES, GENERAL

A. Prepare design mixtures for each type and strength of cast-in-place architectural concrete proportioned on basis of laboratory trial mixture or field test data, or both, according to ACI 301.

1. Use a qualified independent testing agency for preparing and reporting proposed design mixtures based on laboratory trial mixtures.

B. Proportion concrete mixtures as follows:

1. Compressive Strength (28 Days): 3500 psi. 2. Maximum Water-Cementitious Materials Ratio: 0.46. 3. Slump Limit: 3 inches, plus or minus 1 inch. 4. Air Content: 5-1/2 percent, plus or minus 1.5 percent at point of delivery for 1-1/2-inch

nominal maximum aggregate size. 5. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1-inch nominal

maximum aggregate size.

C. Cementitious Materials: For cast-in-place architectural concrete exposed to deicers, limit percentage, by weight, of cementitious materials other than portland cement according to ACI 301 requirements.

D. Limit water-soluble, chloride-ion content in hardened concrete to 0.06 percent by weight of cement.

E. Admixtures: Use admixtures according to manufacturer's written instructions.

2.8 CONCRETE MIXING

A. Ready-Mixed Architectural Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M and furnish batch ticket information.

1. Clean equipment used to mix and deliver cast-in-place architectural concrete to prevent contamination from other concrete.

2. When air temperature is between 85 and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1 FORMWORK

A. General: See Structural Drawings for formwork, embedded items, and shoring and reshoring.

B. Limit deflection of form-facing panels to not exceed ACI 303.1 requirements.

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C. In addition to ACI 303.1 limits on form-facing panel deflection, limit cast-in-place architectural concrete surface irregularities, designated by ACI 347 as abrupt or gradual, as follows:

1. Class A, 1/8 inch.

D. Fabricate forms to result in cast-in-place architectural concrete that complies with ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."

E. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush or wrecking plates where stripping may damage cast-in-place surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. Kerf wood rustications, keyways, reglets, recesses, and the like, for easy removal.

1. Seal form joints and penetrations at form ties with form joint tape or form joint sealant to prevent cement paste leakage.

2. Do not use rust-stained steel form-facing material.

F. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

G. Chamfer exterior corners and edges of cast-in-place architectural concrete.

H. Coat contact surfaces of wood rustications and chamfer strips with sealer before placing reinforcement, anchoring devices, and embedded items.

I. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work. Determine sizes and locations from trades providing such items.

J. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete.

K. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

L. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.

M. Coat contact surfaces of forms with surface retarder, according to manufacturer's written instructions, before placing reinforcement.

3.2 REINFORCEMENT AND INSERTS

A. General: See Structural Drawings for fabricating and installing steel reinforcement. Securely fasten steel reinforcement and wire ties against shifting during concrete placement.

B. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

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3.3 REMOVING AND REUSING FORMS

A. Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F for 24 hours after placing concrete if concrete is hard enough to not be damaged by form-removal operations and curing and protection operations are maintained.

1. Schedule form removal to maintain surface appearance that matches approved mockups. 2. Cut off and grind glass-fiber-reinforced plastic form ties flush with surface of concrete.

B. Leave formwork for beam soffits, joists, slabs, and other structural elements that support weight of concrete in place until concrete has achieved 28-day design compressive strength. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores.

C. Clean and repair surfaces of forms to be reused in the Work. Do not use split, frayed, delaminated, or otherwise damaged form-facing material. Apply new form-release agent.

D. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for cast-in-place architectural concrete surfaces.

3.4 JOINTS

A. Construction Joints: Install construction joints true to line with faces perpendicular to surface plane of cast-in-place architectural concrete so strength and appearance of concrete are not impaired, at locations indicated or as approved by DGS CONSTRUCTION MANAGER.

1. Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints unless otherwise indicated.

2. Form keyed joints as indicated. Embed keys at least 1-1/2 inches into concrete. Align construction joint within rustications attached to form-facing material.

3. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection.

4. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs.

5. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible.

6. Use bonding agent or epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

B. Contraction Joints: Form weakened-plane contraction joints true to line with faces perpendicular to surface plane of cast-in-place architectural concrete so strength and appearance of concrete are not impaired, at locations indicated or as approved by DGS CONSTRUCTION MANAGER.

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A. Before placing concrete, verify that installation of formwork, form-release agent, reinforcement, and embedded items is complete and that required inspections have been performed.

B. Do not add water to concrete during delivery, at Project site, or during placement unless approved by DGS CONSTRUCTION MANAGER.

C. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301.

1. Do not add water to concrete after adding high-range water-reducing admixtures to mixture.

D. Deposit concrete continuously between construction joints. Deposit concrete to avoid segregation.

1. Deposit concrete in horizontal layers of depth to not exceed formwork design pressures and in a manner to avoid inclined construction joints.

2. Consolidate placed concrete with mechanical vibrating equipment according to ACI 303.1.

3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. Do not permit vibrators to contact forms.

E. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. When average high and low temperature is expected to fall below 40 deg F for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301.

2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

3. Do not use calcium chloride, salt, or other materials containing antifreeze agents. 4. Do not use chemical accelerators unless otherwise specified and approved in design

mixtures.

F. Hot-Weather Placement: Comply with ACI 301 and as follows:

1. Maintain concrete temperature below 90 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

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3.6 FINISHES, GENERAL

A. Architectural Concrete Finish: Match Landscape Architect's design reference sample, identified and described as indicated, to satisfaction of DGS CONSTRUCTION MANAGER.

B. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces.

1. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

C. Maintain uniformity of special finishes over construction joints unless otherwise indicated.

3.7 AS-CAST FORMED FINISHES

A. Board on Board Rough-Formed Finish for all Piers and Abutments for the east and west bypass: As-cast concrete texture imparted by form-facing material. The concrete form shall mimic the concrete walls located along the alignment of the trail in color, board size and texture. The DGS CONSTRUCTION MANAGER and NPS will direct the contractor which wall along the alignment to replicate. 1. Image Examples

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3.8 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and with ACI 301 for hot-weather protection during curing.

B. Begin curing cast-in-place architectural concrete immediately after applying as-cast formed finishes to concrete. Cure according to ACI 308.1, by one or a combination of the following methods that will not mottle, discolor, or stain concrete:

1. Moisture Curing: Keep exposed surfaces of cast-in-place architectural concrete continuously moist for no fewer than seven days with the following materials:

a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated and kept continuously wet. Cover concrete

surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for no fewer than seven days. Immediately repair any holes or tears during curing period; use cover material and waterproof tape.

3. Curing Compound: Mist concrete surfaces with water. Apply curing compound uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.


A. General: Comply with field quality-control requirements in Section 033000 "Cast-in-Place Concrete."

3.10 REPAIRS, PROTECTION, AND CLEANING

A. Repair and cure damaged finished surfaces of cast-in-place architectural concrete when approved by DGS CONSTRUCTION MANAGER. Match repairs to color, texture, and uniformity of surrounding surfaces and to repairs on approved mockups.

1. Remove and replace cast-in-place architectural concrete that cannot be repaired and cured to DGS CONSTRUCTION MANAGER's approval.

B. Protect corners, edges, and surfaces of cast-in-place architectural concrete from damage; use guards and barricades.

C. Protect cast-in-place architectural concrete from staining, laitance, and contamination during remainder of construction period.

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D. Clean cast-in-place architectural concrete surfaces after finish treatment to remove stains, markings, dust, and debris.

E. Wash and rinse surfaces according to concrete finish applicator's written instructions. Protect other Work from staining or damage due to cleaning operations.

1. Do not use cleaning materials or processes that could change the appearance of cast-in-place architectural concrete finishes.


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REACTIVE CHEMICAL CONCRETE STAIN 033616-1

SECTION 033616 - REACTIVE CHEMICAL CONCRETE STAIN

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes:

1. Chemically stained concrete finish for bridge decks. 2. Sealer.

B. Related Sections: 1. Section 033053 “Miscellaneous Cast-In-Place Concrete” for general concrete

applications. 2. Section 034100 “Precast Structural Concrete” 3. Section 033301 “Sculpted Shotcrete”

1.2 REFERENCES

A. ASTM International (ASTM):

1. ASTM C 171: Standard Specification for Sheet Materials for Curing Concrete. 2. ASTM C 309: Standard Specification for Liquid Membrane-Forming Compounds

for Curing Concrete. 3. ASTM F 1869: Standard Test Method for Measuring Moisture Vapor Emission

Rate of Concrete Subfloor Using Anhydrous Calcium Chloride.

1.3 SUBMITTALS

A. Product Data: Manufacturer’s technical data, including Material Safety Data Sheet (MSDS) and installation instructions, for each product specified.

B. Samples for Initial Selection: Manufacturer’s color charts showing full range of colors available.

C. Qualification Data: For manufacturer and Installer.


A. Manufacturer Qualifications: Minimum 10 years of documented experience producing the specified products.

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B. Installer Qualifications: Minimum 5 years of documented experience with work of similar scope and complexity required by this Project and acceptable to, or certified by, concrete stain manufacturer.

C. Regulatory Requirements:

1. Products to comply with United States Clean Air Act for maximum Volatile Organic compound (VOC) content as specified in this Section.

D. Material Source: Obtain each specified material from the same source.

E. Notification: Give a minimum 7 calendar days’ notice to manufacturer’s authorized field representative before date established for commencement of concrete stain work.

F. Concrete Stain Mockups:

1. Construct a 10 foot by 10 foot mockup at location selected by Construction Inspector.

2. Provide individual mockups for each color and pattern required. 3. Construct mockup using materials, processes, and techniques required for the

work, including curing procedures. Incorporate representative control, construction, and expansion joints according to Project requirements. Installer for the work to construct mockup.

4. Mockup to be stained and sealed by the Installer who will actually perform the work for the Project. Record the amount of chemical stain needed per square foot of application to establish coverage rates for the work.

5. Notify Construction Inspector and Owner a minimum of seven calendar days in advance of the date scheduled for each mockup construction.

6. Obtain the Construction Inspector’s and Owner’s acceptance of each mockup prior to commencement of the work.

7. Each mockup to remain until completion of the work to serve as a quality control standard for the work. Provide suitable protections to preclude damage to mockup.

8. Demolish and remove each mockup from site when directed.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver products in original factory unopened, undamaged packaging bearing identification of product, manufacturer, batch number, and expiration date as applicable.

B. Store products in a location protected from damage, construction activity, and adverse environmental conditions, and away from combustible materials and sources of heat, according to manufacturer’s printed instructions and current recommendations.

C. Handle products according to manufacturer’s printed instructions.

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A. Environmental Conditions: Maintain an ambient temperature between 50 deg F and 90 deg F during application and at least 48 hours after application.

1.7 PREINSTALLATION CONFERENCE

A. Seven calendar days prior to scheduled date of installation, conduct a meeting at Project site to discuss requirements, including application methods. Attendees to include Construction Inspector, Owner, Contractor, Installer, and manufacturer’s authorized field representative.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Reactive Chemical Concrete Stain: Reactive, water-based solution of metallic salts which react with calcium hydroxide in cured concrete substrates to produce permanent variegated or translucent color effects. Zero VOC content. 1. Color(s):

a. Provide a full range of standard manufacturer colors. Manufacturer must

carry a minimum of 8 colors for exterior surfaces.

B. Waterborne Sealer: Provide a waterborne Sealer designed by the same manufactures as the stain and made to be applied to the reactive stain. It must meet the Static Coefficient of Friction

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine areas and conditions under which the concrete stain work will be performed and identify conditions detrimental to the proper and timely completion of the work. Do not proceed until unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. New Concrete: Comply with the following:

1. Newly placed concrete to sufficiently cure for concrete to become reactive. Minimum cure time is 14 days.

2. Do not use liquid curing materials. Cure concrete flatwork with new, unwrinkled, non-staining, high quality curing paper complying with ASTM C 171. Do not overlap curing paper.

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3. Cure surfaces using the same method and different sections (pours) chemically stained when concrete is the same age.

4. Immediately prior to chemically staining, thoroughly clean concrete to remove any contaminants deleterious to subsequent chemical stain application. Sweep surfaces, then pressure wash or scrub using a rotary floor machine with a Mal-Grit Brush from the Malish Corporation. Use suitable, non-acidic, high quality commercial detergents to facilitate cleaning. Rinse surfaces after cleaning until rinse water is completely clean. Allow floor to dry completely prior to application of concrete stain.

a. Pressure Washing: Use a pressure washer equipped with a fan tip and

rated for a minimum pressure capability of 4000 psi.

3.3 CHEMICAL STAIN APPLICATION

A. General: Comply with chemical stain manufacturer’s printed instructions and current recommendations.

1. Do not mix the specified chemical stain with highly alkaline chemical stain

materials. Doing so will result in a dangerous chemical reaction.

B. Protect surrounding areas, landscaping, and adjacent surfaces from overspray, runoff, and tracking. Divide surfaces into small work sections using walls, joint lines, or other stationary breaks as natural stopping points.

C. Apply chemical stains at the coverage rate recommended by the manufacturer and use application equipment according to the chemical stain manufacturer’s printed instructions. Note the color of the liquid chemical stain will not be the final color produced on the concrete substrate.

D. Transfer chemical stain to the substrate by brush or spray and immediate scrub into surface. Reaction time depends on wind conditions, temperatures, and humidity levels.

E. When multiple coats of one or more colors are required, washing and drying between colors is desirable to evaluate the color prior to the next coat.

F. Rinsing: After the final coat of chemical stain has remained on the surface for a minimum of four hours, neutralize unreacted chemical stain residue and then remove completely prior to sealing. After neutralization, thoroughly rinse surface with clean water several times to remove soluble salts. While rinsing, lightly abrade surface using a low-speed floor machine and red pad to remove residue and weakened surface material. Runoff may stain the adjacent areas or harm plants. Collect rinse water by wet vacuuming or absorbing with an inert material.

1. Failure to completely remove all residue prior to sealing the surface will cause

appearance defects, adhesion loss or peeling, reduced durability, and possible bonding failure and delamination of sealer.

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2. All stain residue, runoff liquid, and rinse water must be collected and disposed of according to applicable Federal regulations and governing authorities having jurisdiction.

3.4 SEALING APPLICATION

A. Concrete substrate must be completely dry. Test surface for proper pH prior to applying sealer. A pH value of 7 or higher indicates all acid has been neutralized. If the tested pH value is less than 7, repeat neutralization step until the required pH value is achieved.

B. Conduct a moisture vapor emission test prior to applying any sealer. Refer to the specific sealer’s Technical-Data Bulletin for acceptable MVER.

C. Apply sealer according the sealer manufacturer’s printed instructions at a rate of 300 to 500 square feet per gallon per coat. Maintain a wet edge at all times.

D. Allow sealer to completely dry before applying additional coats.

E. Apply second coat of sealer at 90 degrees to the direction of the first coat using the same application method and rates.

F. Seal horizontal joints in areas subject to pedestrian or vehicular traffic.

3.5 PROTECTION

A. Protect surface from traffic for at least 72 hours after final application of sealer.

3.6 MAINTENANCE

A. Maintain chemically stained and sealed floors by sweeping. Clean spills when they occur and rinse dirt off with water. Wet-clean heavily soiled areas by mopping or by scrubbing with a rotary floor machine equipped with a scrubbing brush and a suitable, high quality commercial detergent. Maintain interior floors that require polishing by using a compatible, premium-grade, emulsion-type, commercial floor polish, according to manufacturer’s printed instructions and safety requirements.


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METAL FABRICATIONS 055000-1

SECTION 055000 - METAL FABRICATIONS

PART 1 - GENERAL

1.1 SUMMARY


1. Handrails

1.2 PERFORMANCE REQUIREMENTS

A. Thermal Movements: Allow for thermal movements from ambient and surface temperature changes acting on exterior metal fabrications by preventing buckling, opening of joints, overstressing of components, failure of connections, and other detrimental effects.

1. Temperature Change: 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces.

1.3 SUBMITTALS

A. Product Data: For the following:

1. Weathering steel

2. Stainless steel

3. Mechanical fasteners

B. Shop Drawings: Show fabrication and installation details for metal fabrications.

1. Include plans, elevations, sections, and details of metal fabrications and their connections. Show anchorage and accessory items.

C. Samples: For each type and finish.

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PART 2 - PRODUCTS

2.1 FERROUS METALS

A. Metal Surfaces, General: Provide materials with smooth, flat surfaces unless otherwise indicated. For metal fabrications exposed to view in the completed Work, provide materials without seam marks, roller marks, rolled trade names, or blemishes.

B. Recycled Content of Steel Products: Postconsumer recycled content plus one-half of preconsumer recycled content not less than 25 percent.

C. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.

D. Stainless-Steel Bars and Shapes: ASTM A 276, Type 316L.

E. Rolled-Steel Floor Plate: ASTM A 786/A 786M, rolled from plate complying with ASTM A 36/A 36M or ASTM A 283/A 283M, Grade C or D.

F. Rolled-Stainless-Steel Floor Plate: ASTM A 793.

G. Steel Tubing: ASTM A 500/A 500M, cold-formed steel tubing.

H. Steel Pipe: ASTM A 53/A 53M, Standard Weight (Schedule 40) unless otherwise indicated.

I. Weathering Steel: ASTM A847, FY=50KSI

2.2 FASTENERS

A. General: Unless otherwise indicated, provide Type 304 stainless-steel fasteners for exterior use. Select fasteners for type, grade, and class required.

• Provide stainless-steel fasteners for fastening aluminum. • Provide stainless-steel fasteners for fastening stainless steel. • Provide stainless-steel fasteners for fastening nickel silver.

B. Cast-in-Place Anchors in Concrete: Either threaded type or wedge type unless otherwise indicated; galvanized ferrous castings, either ASTM A 47/A 47M malleable iron or ASTM A 27/A 27M cast steel. Provide bolts, washers, and shims as needed, all hot-dip galvanized per ASTM F 2329.

C. Post-Installed Anchors: Torque-controlled expansion anchors or chemical anchors. • Material for Exterior Locations and Where Stainless Steel Is Indicated: Alloy

Group 1 stainless-steel bolts, ASTM F 593, and nuts, ASTM F 594.

D. Slotted-Channel Inserts: Cold-formed, hot-dip galvanized-steel box channels (struts) complying with MFMA-4, 1-5/8 by 7/8 inches by length indicated with anchor straps or

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studs not less than 3 inches long at not more than 8 inches o.c. Provide with temporary filler and tee-head bolts, complete with washers and nuts, all zinc-plated to comply with ASTM B 633, Class Fe/Zn 5, as needed for fastening to inserts.

• Provide corten/weathered steel fasteners for fastening corten/weathered steel.

2.3 MISCELLANEOUS MATERIALS

A. Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D 1187.

B. Nonshrink, Nonmetallic Grout: Factory-packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C 1107. Provide grout specifically recommended by manufacturer for interior and exterior applications.

C. Concrete: Comply with requirements in Division 03 Section " Miscellaneous Cast-in-Place Concrete" for normal-weight, air-entrained, concrete with a minimum 28-day compressive strength of 3500 PSI

2.4 FABRICATION, GENERAL

A. Shop Assembly: Preassemble items in the shop to greatest extent possible. Use connections that maintain structural value of joined pieces.

B. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges. Remove sharp or rough areas on exposed surfaces.

C. Weld corners and seams continuously to comply with the following:

1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 4. At exposed connections, finish exposed welds and surfaces smooth and blended.

D. Form exposed connections with hairline joints, flush and smooth, using concealed fasteners or welds where possible. Locate joints where least conspicuous.

E. Fabricate seams and other connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate.

2.5 MISCELLANEOUS FRAMING AND SUPPORTS

A. General: Provide steel framing and supports not specified in other Sections as needed to complete the Work.

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B. Fabricate units from steel shapes, plates, and bars of welded construction unless otherwise indicated. Fabricate to sizes, shapes, and profiles indicated and as necessary to receive adjacent construction.

2.6 LOOSE BEARING AND LEVELING PLATES

A. Provide loose bearing and leveling plates for steel items bearing on masonry or concrete construction. Drill plates to receive anchor bolts and for grouting.

2.7 STEEL WELD PLATES AND ANGLES

A. Provide steel weld plates and angles not specified in other Sections, for items supported from concrete construction as needed to complete the Work. Provide each unit with no fewer than two integrally welded steel strap anchors for embedding in concrete.

PART 3 - EXECUTION


A. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

B. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

C. Field Welding: Comply with the following requirements:

1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 4. At exposed connections, finish exposed welds and surfaces smooth and blended.

D. Fastening to In-Place Construction: Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in-place construction.

E. Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.

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3.2 INSTALLING BEARING AND LEVELING PLATES

A. Clean concrete and masonry bearing surfaces of bond-reducing materials, and roughen to improve bond to surfaces. Clean bottom surface of plates.

B. Set bearing and leveling plates on wedges, shims, or leveling nuts. After bearing members have been positioned and plumbed, tighten anchor bolts. Do not remove wedges or shims but, if protruding, cut off flush with edge of bearing plate before packing with grout.

C. Pack grout solidly between bearing surfaces and plates to ensure that no voids remain.


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PEDESTRIAN TRUSS BRIDGE 055010-1

SECTION 055010 - PEDESTRIAN TRUSS BRIDGE

PART 1 - GENERAL

1.1 SCOPE

A. These specifications are for a fully engineered clear span bridge of steel construction and shall be regarded as minimum standards for design and construction. Qualified Suppliers 1. Each bidder is required to identify their intended bridge supplier as part of the bid

submittal. Qualified suppliers must have at least 5 years experience fabricating these type structures.

2. Suppliers other than those listed above may be used provided the engineer or owner's agent evaluates the proposed supplier and approves the supplier 5 days prior to bid.

B. RELATED DOCUMENTS: 1. Latest AASHTO LRFD Specifications including specifications for the design of Pedestrian

Bridges 2. Design and Install the bridge in accordance with Maryland SHA Specifications Latest

addition

1.2 SUBMITTALS A. The contractor must provide the following documentation:

1. Product Literature 2. All documentation to insure the proposed substitution will be in compliance with

these specifications. This shall include: a. Representative design calculations b. Representative drawings c. Splicing and erection procedures d. Warranty information e. Inspection and Maintenance procedures f. AISC Shop Certification g. Welder Qualifications

3. Proposed suppliers must have at least five (5) years experience designing and fabricating these type structures and a minimum of five (5) successful bridge projects, of similar construction, each of which has been in service at least three (3) years. List the location, bridge size, owner, and a contact for reference for each project.

4. The engineer will evaluate and verify the accuracy of the submittal prior to bid. If the engineer determines that the qualifying criteria have not been met, the contractor's proposed supplier shall be rejected. The engineer's ruling shall be final.

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B. Schematic drawings and diagrams shall be submitted to the DGS CONSTRUCTION MANAGER for their review. Submittal drawings shall be unique drawings, prepared to illustrate the specific portion of the work to be done. All relative design information such as member sizes, bridge reactions, and general notes shall be clearly specified on the drawings. Drawings shall have cross referenced details and sheet numbers. All drawings shall be signed and sealed by a Professional Engineer who is licensed in the State of Maryland.

C. Samples: For each type of exposed finish required.

D. Structural Calculations 1. Structural calculations for the bridge superstructure shall be submitted by the

bridge manufacturer and reviewed by the approving engineer. All calculations shall be signed and sealed by a Professional Engineer who is licensed in accordance with Section 3.0. The calculations shall include all design information necessary to determine the structural adequacy of the bridge. The calculations shall include the following: a. All AISC allowable stress checks for axial, bending and shear forces in the

critical member of each truss member type (i.e. top chord, bottom chord, floor beam, vertical, etc.).

b. Checks for the critical connection failure modes for each truss member type (i.e. vertical, diagonal, floor beam, etc.). Special attention shall be given to all welded tube on tube connections (see section 3.3.2 for design check requirements).

c. All bolted splice connections. d. Main truss deflection checks. e. U-Frame stiffness checks (used to determine K factors for out-of-plane

buckling of the top chord) for all half through or "pony" truss bridges. f. Deck design. g. The analysis and design of triangulated truss bridges shall account for

moments induced in members due to joint fixity where applicable. Moments due to both truss deflection and joint eccentricity must be considered.

1.3 Welder certifications in compliance with AWS standard qualification tests.

1.4 Welding procedures in compliance with Section 5.1.

PART 2 - GENERAL FEATURES OF DESIGN

2.1 Dimensions: As indicated on drawings.

2.2 Bridge System Type

A. Bridge(s) Interior vertical members may be either plumb or perpendicular to the chord faces.

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1. Bridge(s) shall be designed utilizing an underhung floor beam (top of floor beam welded the bottom of the bottom chord) or be designed utilizing an H-Section configuration where the floor beams are placed up inside the trusses and attached to the truss verticals.

2. The bridge manufacturer shall determine the distance from the top of the deck to the top and bottom truss members based upon structural and/or shipping requirements.

3. The top of the top chord shall not be less than 54 inches above the deck (measured from the high point of the riding surface) on bike path structures.

B. Member Components 1. All members of the vertical trusses (top and bottom chords, verticals, and

diagonals) shall be fabricated from square and/or rectangular structural steel tubing. Other structural members and bracing shall be fabricated from structural steel shapes or square and rectangular structural steel tubing.

2. Unless the floor and fastenings are specifically designed to provide adequate lateral support to the top flange of open shape stringers (w-shapes or channels), a minimum of one stiffener shall be provided in each stringer at every floor beam location.

C. Attachments 1. Safety Rails

a. Vertical safety rails or pickets shall be placed on the structure as shown in the drawings. The pickets shall be spaced so as to prevent a 4" sphere from passing through the truss. The top of the vertical pickets shall have a continuous cap angle or some other means to prevent bridge users from cutting or scraping their hands.

b. The picket safety system shall be designed for an infill loading of 200 pounds, applied horizontally at right angles, to a one square foot area at any point in the system.

D. Elevation Difference 1. The bridge abutments shall be constructed at the elevations shown on the plans.

PART 3 - ENGINEERING

3.1 Structural design of the bridge structure(s) shall be performed by or under the direct supervision of a Licensed Professional Engineer and done in accordance with recognized engineering practices and principles.

A. Concentrated Loads 1. The bridge superstructure, floor system and decking shall be designed for each of

the following point load conditions: a. A concentrated load of 1000 pounds placed on any area 2.5 ft x 2.5 ft

square. b. A 1200 pound two wheel vehicle.

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B. Wind Load 1. Horizontal Forces

a. The bridge(s) shall be designed for a wind load of 25 pounds per square foot on the full vertical projected area of the bridge as if enclosed. The wind load shall be applied horizontally at right angles to the longitudinal axis of the structure.

b. The wind loading shall be considered both in the design of the lateral load bracing system and in the design of the truss vertical members, floor beams and their connections.

2. Overturning Forces a. The effect of forces tending to overturn structures shall be calculated

assuming that the wind direction is at right angles to the longitudinal axis of the structure. In addition, an upward force shall be applied at the windward quarter point of the transverse superstructure width. This force shall be 20 pounds per square foot of deck.

3.2 Design Limitations

A. Deflection 1. Vertical Deflection:

a. The vertical deflection of the main trusses due to service pedestrian live load shall not exceed 1/400 of the span.

b. The vertical deflection of cantilever spans of the structure due to service pedestrian live load shall not exceed 1/300 of the cantilever arm length.

c. The deflection of the floor system members (floor beams and stringers) due to service pedestrian live load shall not exceed 1/360 of their respective spans.

d. The service pedestrian live load shall be 85 PSF, reduced in accordance with Section 3.1.2.1, but should in no case be less than 65 PSF for deflection checks.

e. Deflection limits due to occasional vehicular traffic shall not be considered. 2. Horizontal Deflection

a. The horizontal deflection of the structure due to lateral wind loads shall not exceed 1/500 of the span under an 85 MPH (25 PSF) wind load.

B. Minimum Thickness of Metal 1. The minimum thickness of all structural steel members shall be 3/16" nominal and

be in accordance with the AISC Manual of Steel Constructions' "Standard Mill Practice Guidelines". For ASTM A500 and ASTM A847 tubing, the section properties used for design shall be per the Steel Tube Institute of North America's Hollow Structural Sections "Dimensions and Section Properties".

3.3 Governing Design Codes / References

A. Structural members shall be designed in accordance with recognized engineering practices and principles as follows: 1. Structural Steel Allowable Stresses

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a. American Institute of Steel Construction (AISC). b. Structural steel design shall be in accordance with those sections of the

"Manual of Steel Construction: Allowable Stress Design" related to design requirements and allowable stresses.

2. Welded Tubular Connections a. American National Standards Institute / American Welding Society

(ANSI/AWS) and the Canadian Institute of Steel Construction (CISC). b. All welded tubular connections shall be checked, when within applicable

limits, for the limiting failure modes outlined in the ANSI/AWS D1.1 Structural Welding Code or in accordance with the "Design Guide for Hollow Structural Section Connections" as published by the Canadian Institute of Steel Construction (CISC).

3. When outside the “validity range” defined in these design guidelines, the following limit states or failure modes must be checked: a. Chord face plastification b. Punching shear (through main member face) c. Material failure

1) Tension failure of the web member 2) Local buckling of a compression web member

d. Weld failure 1) Allowable stress based on “effective lengths” 2) “Ultimate” capacity

e. Local buckling of a main member face f. Main member failure:

1) Web or sidewall yielding 2) Web or sidewall crippling 3) Web or sidewall buckling 4) Overall shear failure

B. All tubular joints shall be plain unstiffened joints (made without the use of reinforcing plates) except as follows: 1. Floor beams hung beneath the lower chord of the structure may be constructed

with or without stiffener (or gusset) plates, as required by design. 2. Floor beams which frame directly into the truss verticals (H-Section bridges) may

be designed with or without end stiffening plates as required by design. 3. Where chords, end floor beams and in high profiles the top end struts weld to the

end verticals, the end verticals (or connections) may require stiffening to transfer the forces from these members into the end vertical.

4. Truss vertical to chord connections. a. The effects of fabrication tolerances shall be accounted for in the design of

the structure. Special attention shall be given to the actual fit-up gap at welded truss joints.

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PART 4 - MATERIALS

4.1 Steel

A. Unpainted Weathering Steel 1. Bridges which are not to be painted shall be fabricated from high strength, low

alloy, atmospheric corrosion resistant ASTM A847 cold-formed welded square and rectangular tubing and/or ASTM A588, or ASTM A242, ASTM A606 plate and structural steel shapes (Fy = 50,000 psi). The minimum corrosion index of atmospheric corrosion resistant steel, as determined in accordance with ASTM G101, shall be 6.0.

4.2 Concrete Decking

A. The bridge shall be furnished with a stay-in place galvanized steel form deck suitable for pouring a reinforced concrete slab. The form deck shall be designed to carry the dead load of the wet concrete, weight of form decking, plus a construction load of 20 psf or a 150 pound concentrated load on a 1’-0” wide section of deck. When edge supports are used, deflection is limited to 1/180 of the span or ¾”, whichever is less. Without edge supports, deflection shall be limited to 1/180 of the span or 3/8”. whichever is less.

B. The form deck shall be either smooth or composite. Composite decking shall not be used as reinforcing when designing for concentrated loads (wheel loads). The decking shall be galvanized in accordance with ASTM A525 (G60) Concrete deck design shall be performed by the Bridge manufacturer. Concrete decks shall be designed for concentrated load as specified in Part 3. The wheel loads used for deck design shall be distributed per the Structural Engineering Handbook by Gaylord and Gaylord. The load distribution width is equal to the tire width plus 0.6 times the slab span but in no case will it be greater than the smallest of the following values: 1. 1. ½ the deck width 2. 2. 75% of the wheel track spacing, or 3. 3. 4’ + 0.06S, per AASHTO, where S = slab span in feet

C. The bridge deck is to be stained in accordance with Section 033616 Reactive Chemical Concrete Stain. 1. Color: Provide a full line of colors and mixes of colors from the manufacturer for selection

by the DGS CONSTRUCTION MANAGER and NPS.

PART 5 - WELDING

5.1 Welding

A. Welding and weld procedure qualification tests shall conform to the provisions of ANSI/AWS D1.1 “Structural Welding Code”, 1996 Edition. Filler metal shall be in

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accordance with the applicable AWS Filler Metal Specification (i.e. AWS A 5.28 for the GMAW Process). For exposed, bare, unpainted applications of corrosion resistant steels (i.e. ASTM A588 and A847), the filler metal shall be in accordance with AWS D1.1, Section 3.7.3.

5.2 Welders

A. Welders shall be properly accredited operators, each of whom shall submit certification of satisfactorily passing AWS standard qualification tests for all positions with unlimited thickness of base metal, have a minimum of 6 months experience in welding tubular structures and have demonstrated the ability to make uniform sound welds of the type required.

PART 6 - FABRICATION

6.1 General Requirements

A. Drain Holes: When the collection of water inside a structural tube is a possibility, either during construction or during service, the tube shall be provided with a drain hole at its lowest point to let water out.

B. Welds 1. Special attention shall be given to developing sufficient weld throats on tubular

members. Fillet weld details shall be in accordance with AWS D1.1, Section 3.9 (See AWS Figure 3.2). Unless determined otherwise by testing, the loss factor “Z” for heel welds shall be in accordance with AWS Table 2.8. Fillet welds which run onto the radius of a tube shall be built up to obtain the full throat thickness (See Figure 7.1). The maximum root openings of fillet welds shall not exceed 3/16” in conformance with AWS D1.1, Section 5.22. Weld size or effective throat dimensions shall be increased in accordance with this same section when applicable (i.e. fit-up gaps> 1/16”).

2. The fabricator shall have verified that the throat thickness of partial joint penetration groove welds (primarily matched edge welds or the flare-bevel-groove welds on underhung floor beams) shall be obtainable with their fit-up and weld procedures. Matched edge welds shall be “flushed” out when required to obtain the full throat or branch member wall thickness.

3. For full penetration butt welds of tubular members, the backing material shall be fabricated prior to installation in the tube so as to be continuous around the full tube perimeter, including corners. Backing may be of four types: a. A “box” welded up from four (4) plates. b. Two “channel” sections, bent to fit the inside radius of the tube, welded

together with full penetration welds. c. A smaller tube section which slides inside the spliced tube. d. A solid plate cut to fit the inside radius of the tube.

1) Corners of the “box” backing, made from four plates, shall be welded and ground to match the inside corner radii of the chords. The solid

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plate option shall require a weep hole either in the chord wall above the “high side” of the plate or in the plate itself. In all types of backing, the minimum fit-up tolerances for backing must be maintained at the corners of the tubes as well as across the “flats”.

C. Quality Certification 1. Bridge(s) shall be fabricated by a fabricator who is currently certified by the

American Institute of Steel Construction to have the personnel, organization, experience, capability, and commitment to produce fabricated structural steel for the category “Major Steel Bridges” as set forth in the AISC Certification Program. Quality control shall be in accordance with procedures outlined for AISC certification. For painted structures, the fabricator must hold a "Sophisticated Paint Endorsement" as set forth in the AISC certification program. Furthermore, the bridge(s) shall be fabricated in a facility owned and/or leased by the corporate owner of the manufacturer, and fully dedicated to bridge manufacturing.

PART 7 - FINISHING

7.1 Blast Cleaning

A. Bare applications of enhanced corrosion resistant steels. 1. All Blast Cleaning shall be done in a dedicated OSHA approved indoor facility

owned and operated by the bridge fabricator. Blast operations shall use Best Management Practices and exercise environmentally friendly blast media recovery systems.

2. To aid in providing a uniformly “weathered” appearance, all exposed surfaces of steel shall be blast cleaned in accordance with Steel Structures Painting Council Surface Preparation Specifications No. 7 Brush-Off Blast Cleaning, SSPC-SP7 latest edition.

3. Exposed surfaces of steel shall be defined as those surfaces seen from the deck and from outside of the structure. Stringers, floor beams, lower brace diagonals and the inside face of the truss below deck and bottom face of the bottom chord shall not be blasted.

PART 8 - DELIVERY AND ERECTION

A. Delivery is made to a location nearest the site which is easily accessible to normal over-the-road tractor/trailer equipment. All trucks delivering bridge materials will need to be unloaded at the time of arrival.

B. The manufacturer will provide detailed, written instruction in the proper lifting procedures and splicing procedures (if required). The method and sequence of erection shall be the responsibility of the Contractor. The bridge will be brought to the site and erected using the space allotted. Care is required to minimize impacts to the trees and wetland. Trees that are damaged in the process of installation will have to be replaced in accordance with

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C. The bridge manufacturer shall provide written inspection and maintenance procedures to be followed by the bridge owner.

PART 9 - BEARINGS

9.1 Bearing Devices

A. Bridge bearings shall consist of a steel setting or slide plate placed on the abutment or grout pad. The bridge bearing plate which is welded to the bridge structure shall bear on this setting plate. One end of the bridge will be fixed by fully tightening the nuts on the anchor bolts at that end. The opposite end will have finger tight only nuts to allow movement under thermal expansion or contraction.

B. The bridge bearings shall sit in a recessed pocket on the concrete abutment. Minimum 28-day strength for the abutment concrete shall be 3,000 PSI. The bearing seat shall be a minimum of 16" wide. The step height (from bottom of bearing to top-of-deck) shall be determined by the bridge manufacturer.

9.2 FOUNDATIONS

A. The bridge manufacturer shall determine the number, diameter, minimum grade and finish of all anchor bolts. The anchor bolts shall be designed to resist all horizontal and uplift forces to be transferred by the superstructure to the supporting foundations. The contractor shall provide all materials for (including anchor bolts) and construction of the bridge supporting foundations. The contractor shall install the anchor bolts in accordance with the manufacturer's anchor bolt spacing dimensions.

B. Information as to bridge support reactions and anchor bolt locations will be furnished by the bridge manufacturer after receipt of order and after the bridge design is complete.

PART 10 - WARRANTY

A. Provide a warranty to cover design, material and workmanship defects for a period of ten years from the date of delivery.


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EXTERIOR ROUGH CARPENTRY 061534 - 1

SECTION 061534 – EXTERIOR ROUGH CARPENTRY

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Lumber for the following items:

a. Trail Guard Rail b. Wood Fence with Wire Mesh c. Sideling Hill Creek Bridge Railing d. Sign Posts e. Railroad Ties


A. Product Data: 1. For preservative-treated wood products. 2. Each fastener used. 3. Samples for each wood used 4. Samples for each fasteners used


A. Material Certificates:

1. For preservative-treated wood products. Indicate type of preservative used and net amount of preservative retained.

B. Evaluation Reports: For preservative-treated wood products, from ICC-ES.


A. Lumber Manufacturer Qualifications: A qualified manufacturer that is certified for chain of custody by an FSC-accredited certification body.

B. Lumber Vendor Qualifications: A vendor that is certified for chain of custody by an FSC-accredited certification body.

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PART 2 - PRODUCTS

2.1 LUMBER, GENERAL

A. Comply with DOC PS 20 and with grading rules of lumber grading agencies certified by ALSC's Board of Review as applicable. If no grading agency is indicated, comply with the applicable rules of any rules-writing agency certified by ALSC's Board of Review.

1. Factory mark each item with grade stamp of grading agency. 2. For items that are exposed to view in the completed Work, mark grade stamp on

end or back of each piece. 3. Provide dressed lumber, S4S, unless otherwise indicated.

B. Certified Wood: Boards and dimension lumber shall be certified as "FSC Pure" according to FSC STD-01-001, "FSC Principles and Criteria for Forest Stewardship," and to FSC STD-40-004, "FSC Standard for Chain of Custody Certification."

C. Maximum Moisture Content:

1. Boards: 15 percent. 2. Dimension Lumber: 19 percent 3. Timber. 19 percent

2.2 LUMBER

A. Dimension Lumber: No. 1 grade and any of the following species:

1. Hem-fir or hem-fir (North); NLGA, WCLIB, or WWPA. 2. Douglas fir-larch, Douglas fir-larch (North), or Douglas fir-south; NLGA, WCLIB,

or WWPA. 3. Mixed southern pine; SPIB.

B. Wood Species: Black Locust 1. Maximum moisture content: 19 percent. 2. Surfaced smooth on four sides with eased edges; air dried, sealed ends with the

following: a. Grade: Premium Grade - "Best of the Best" Black Locust b. Each individual piece is carefully inspected to insure premiere, quality, durability,

and appearance. c. The following are allowed:

1) Knots, 1" in diameter and less 2) Minor mineral streaks and small bark insertions

d. Checks less than 1/16th of the board length 3. Grade Stamps: Factory mark each item with grade stamp of grading agency.

Apply grade stamp to surfaces that will not be exposed to view. 4. All cut ends sealed

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2.3 POSTS

A. Dimension Lumber Posts: No. 1 grade of one of the following species:

1. Douglas fir-larch, Douglas fir-larch (North), or Douglas fir-south; NLGA, WCLIB, or WWPA.

2. Mixed southern pine; SPIB.

B. Timber Posts: Southern pine; No. 1, SPIB.

2.4 RAILROAD TIES

A. Ties shall be new oak or mixed hardwood with kerf mark to indicate heart wood side.

B. Ties shall have a cross-section of 7 by 9 inches, subject to the following: 1. Ties shall be 7-inch, No 1 grade 2. Length as required.

C. Timber requirements and basis of rejection 1. General: Ties shall be fabricated from sound, straight, live timber, free from any

defects that may impair their strength or durability, such as bark, splits, shakes, large or numerous holes or knots, pitch seams, pitch rings or other imperfections. a. Ties with any type of decay or insect damage are not acceptable.

2. Rejection of ties for holes and knots: Ties with holes and knots (as defined below) between 20 and 40 inches from its middle will be rejected. Ties with these defects outside the rail bearing area may be rejected at the discretion of the Engineer. a. Large hole: More than 1/2 inch in diameter and 3 inches in depth within,

or more than 1/4 of the width of the surface on which it appears, and 3 inches deep outside, the sections of the tie between 20 inches and 40 inches from its middle.

b. Numerous holes: Any number of holes equaling a large hole in a damaging effect.

c. Large knot: One whose average diameter exceeds 1/4 the width of the surface on which it appears.

d. Numerous knots: Any number which, in total, equals a large knot in damaging effect.

3. Shakes which are more than 1/3 the width of the tie will be allowed provided it does not extend nearer than 1 inch to any surface.

4. Except in woods with interlocking grain, ties with a slant grain in excess of 1 in 15 will be rejected.

5. A check is a separation of the wood due to seasoning which appears on one surface only. Do not count the end as a surface. Ties with continuous checks whose depth in a fully seasoned or treated tie is greater than 1/4 the thickness and longer than 1/2 the length of the tie will be rejected.

D. Tie fabrication Requirements

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1. Ties shall be well sawed on all four sides and cut square at the end to the full dimensions specified. Straight and opposite faces shall be true and parallel.

2. Ties shall comply with the following shall be considered straight: a. Horizontally when it is concave or convex no more than 1/2 inch. b. Vertically when it is concave or convex no more than 1/4 inch.

3. A tie will not be considered well sawn when its surfaces are cut into with scar marks more than 1/2 inch deep or when its surfaces are not even.

4. The top and bottom of a crosstie or switch tie shall be considered parallel if any difference in the thickness at the sides or ends does not exceed 1/2 inch.

2.5 LUMBER & POST PRESERVATIVE TREATMENT

A. Pressure treat all lumber and posts with the exception of the black locust with waterborne preservative according to AWPA U1; Use Category UC3b for exterior construction not in contact with the ground, and Use Category UC4a for items in contact with the ground.

B. Pressure treat timber with waterborne preservative according to AWPA U1; Use Category UC4a.

1. Treatment with CCA shall include post-treatment fixation process.

C. Preservative Chemicals: Acceptable to authorities having jurisdiction.

1. Do not use chemicals containing arsenic or chromium except for timber posts.

D. After treatment, redry dimension lumber to 19 percent maximum moisture content.

E. Mark treated wood with treatment quality mark of an inspection agency approved by ALSC's Board of Review.

1. For items indicated to receive a stained or natural finish, mark each piece on surface that will not be exposed.

F. Application: Treat all wood except black locust.

2.6 RAILROAD TIE PRESERVATIVE TREATMENT

A. Preservative shall be in accordance with AWPA P3. Petroleum for blending with creosote shall comply with the AWPA P4.

B. Pressure treat ties in accordance with the empty cell process with a 50/50 to

C. 40/60 creosote/petroleum base to a minimum retention of 7 pounds per cubic foot of wood, or to refusal retention.

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D. Creosote-petroleum treatment solution shall be per AREMA Manual, Chapter 30, Part 3, Section 3.7.2, Treatment, and Section 3.7.4, Preservatives.

E. Apply the preservative only after the ties have a moisture content of 40 percent or less.

2.7 FASTENERS

A. General: Provide fasteners of size and type indicated, and that comply with requirements specified in this article for material and manufacture. Provide screws, in sufficient length, to penetrate not less than 1-1/2 inches into wood substrate. 1. Use stainless steel 304 or fasteners with hot-dip zinc coating complying with

ASTM A 153/A 153M or ASTM F 2329 unless otherwise indicated.

2. Stainless-steel bolts and nuts complying with ASTM F 593 and ASTM F 594, Alloy Group 1 or 2

PART 3 - EXECUTION


A. Set work to required levels and lines, with members plumb, true to line, cut, and fitted. Fit work to other construction; scribe and cope as needed for accurate fit.

B. Framing Standard: Comply with AF&PA WCD1 unless otherwise indicated.

C. Install metal anchors to comply with manufacturer's written instructions.

D. Do not splice structural members between supports.

E. Do not cut railroad ties unless directed by the DGS CM

F. Apply copper naphthenate field treatment to comply with AWPA M4, to cut surfaces of preservative-treated lumber.

G. Apply field treatment to cut surfaces as recommended by the supplier for all black locust lumber.

H. Securely attach exterior rough carpentry work to substrate by anchoring and fastening as indicated, complying with the following:

1. ICC-ES AC70 for power-driven fasteners. 2. "Fastening Schedule" in ICC's International Building Code. 3. "Fastener Schedule for Structural Members" and "Alternate Attachments" in

ICC's International Residential Code for One- and Two-Family Dwellings.


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INTERPRATIVE AND WAYFINDING SIGNAGE 101410-1

SECTION 101410 - INTERPRATIVE AND WAYFINDING FRAME & MOUNTING

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes the following: 1. Frame and mounting.

1.2 DEFINITIONS

A. ADA-ABA Accessibility Guidelines: U.S. Architectural & Transportation Barriers Compliance Board's "Americans with Disabilities Act (ADA) Accessibility Guidelines for Buildings and Facilities; Architectural Barriers Act (ABA) Accessibility Guidelines."



B. Division 05 Section “Metal Fabrications”

1.4 SUBMITTALS

A. Product Data: For each type of product indicated.

B. Shop Drawings: Show fabrication and installation details for the frame and mounting. 1. Show sign mounting heights and accessories.

C. Samples: For each sign type and for each color and texture required.


A. Regulatory Requirements: Comply with applicable provisions in ADA-ABA Accessibility Guidelines

B. Contractor Experience: minimum 5 years fabricating and installing signage of similar scope and quality.

C. Single source responsibility: for each type of sign required, obtain signs from a single manufacturer.

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PART 2 - PRODUCTS

2.1 Basis of Design

A. NPS cantilevered interpretive sign

B. NPS Uniguide wayfinding sign

2.2 MATERIALS

A. Steel: 1. Steel Sheet: Uncoated, cold-rolled, ASTM A 1008/A 1008M, commercial steel,

Type B, exposed. 2. Steel Members Fabricated from Plate or Bar Stock: ASTM A 529/A 529M or

ASTM A 572/A 572M, 42,000-psi minimum yield strength.

B. For steel exposed to view on completion, provide materials having flat, smooth surfaces without blemishes. Do not use materials whose surfaces exhibit pitting, seam marks, roller marks, rolled trade names, or roughness.

2.3 ACCESSORIES

A. Anchors and Inserts: Provide nonferrous-metal or hot-dip galvanized anchors and inserts for exterior installations and elsewhere as required for corrosion resistance. Use toothed steel or lead expansion-bolt devices for drilled-in-place anchors. Furnish inserts, as required, to be set into concrete or masonry work.

2.4 FABRICATION

A. General: Provide manufacturer's standard signs of configurations indicated.

1. Welded Connections: Comply with AWS standards for recommended practices in shop welding. Provide welds behind finished surfaces without distortion or discoloration of exposed side. Clean exposed welded surfaces of welding flux and dress exposed and contact surfaces.

2. Mill joints to tight, hairline fit. Form joints exposed to weather to exclude water penetration.

3. Conceal fasteners if possible; otherwise, locate fasteners where they will be inconspicuous.

2.5 STEEL FINISHES

A. Preheated, and electrostatically powder-coated with TGIC polyester powder coatings. Products are fully cleaned and pretreated, preheated and coated while hot to fill crevices and build coating film. Coated parts are then fully cured to coating

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manufacturer's specifications. The thickness of the resulting finish averages 8-10 mils (200-250 microns). 1. Color: Black.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Locate the interpretation signs as directed by NPS and DNR Staff.

B. Manufacturer’s instructions: strictly comply with manufacturer’s written instructions.

C. Contractor shall adhere to A.D.A. standards in the siting of signs and their height above grade.

D. Pre-Installation Examination: Examine surfaces to receive signs, and notify the Owner in writing of any deficiencies or conditions detrimental to the proper completion of the work.

E. Surface Preparation: Surfaces to receive signs to be clean and dry.

F. Mounting; interpretive frame and mounting level, plumb, and true.

G. Leave frame and mounting clean and free of defects.

H. Provide temporary protection during remainder of construction.

I. Remove and replace work which becomes damaged prior to final acceptance.


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RECTANGULAR RAPID FLASHING BECON 101420-1

SECTION 101420 - RECTANGULAR RAPID FLASHING BEACON

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. The purpose of this specification is to describe the minimum acceptable design

for a solar powered, motion activated bike path flashing beacon system that uses radio signaling for communication between the poles. This system will be designed to operate up to 20 hours per day, 7 days per week. The system shall be designed to operate with no loss of load during all months of the year. The system shall be capable of running for one month off of battery alone, with no solar re-charge. The system will be capable of being activated by motion detection (infrared or microwave) and/or push button control. The flashing duration shall be programmable. There shall be a timer clock to deactivate the system (if desired) during nighttime hours. The system shall be capable of supporting as many as 8 poles at one intersection, all of which are capable of being caused to flash by radio signal when one pole either detects motion or senses that a push button has been activated. The system must maintain a bihourly count of trail usage statistics for a minimum of 6 months. This data must be downloadable wirelessly.

1.2 RELATED SPECIFICATIONS

A. Section 033053 - MISCELLANEOUS CAST-IN-PLACE CONCRETE

1.3 SUBMITTALS

A. Product Data: rectangular rapid flashing beacon and hardware.

B. Material Certificates:

1. The system will conform to all provisions of the Maryland Manual on Uniform Traffic Control Devices, and the Federal Manual on Uniform Traffic Control Devices, Interim Approval IA-11.

2. The color of the RRFB indications will meet the specifications of most current ITE standard.

C. Energy Balance and Autonomy Calculations 1. Energy-In is based on Electric charge, in Ah, entering the battery from the

charger, accounting for: a. The electric charge from the solar panel based on a minimum of 0.94* sun-

hours for a south-facing panel tilted 45°.

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b. Efficiency losses from the charger, including conversion efficiency of a Maximum Power Point Tracking (MPPT) charger, where applicable.

c. MMPT Charger current boost, if applicable. d. Battery coulombic efficiency losses.

2. Energy-Out is based on the sum of quiescent and operating load in all circuitry over 24 hours with an operating capacity of 300, 20 second activations, including: a. Baseline wireless over 24 hours. b. Operating load of push button and passive detection at rated operating

capacity per activation. c. Additional operating load of the wireless system per activation. d. Operating load of LEDs including pedestrian indicators at rated intensity

per activation. 3. System Autonomy will be a minimum of 15 days, based on Battery Capacity

divided by Energy-Out per day (as calculated above). 4. .94 sun-hours is the minimum monthly average insolation for Seattle, WA with

the optimal panel tilt of 45°.


A. The product will be FCC certified to comply with all 47 CFR FCC Part 15 Subpart B Emission requirements.

B. The product will be Buy American compliant.

C. Manufacturer will provide a 2-Year Limited Warranty for workmanship, 5-Year Warranty for batteries, and 10-Year Warranty for solar panel.

D. Manufacturer must be ISO 9001 certified.

PART 2 - PRODUCTS

2.1 RECTANGULAR RAPID FLASHING BEACON

A. The beacon will be a motion activated, solar powered warning system for recreational trail/public road intersections.

1. The system will use 4-way radio communication to provide flashing beacons on either side of a crossing to approaching vehicles and two (2) advance warning beacons for approaching traffic for a total of four (4) beacons see Drawing CT-101

2. The system will be designed for 24 hour operation, but can also run for a shorter periods of time. a. Activation of the system is to be achieved by motion activation and push

button control. 3. The flashing duration will be programmable through key entry on a circuit board. 4. A time clock will be integrated into the software on the circuit board to allow time-

based activation and de-activation of the system.

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a. On detection of a trail user at one pole, a radio signal will be transmitted to all other poles to activate their flashing beacons.

5. The system will come pre-assembled and include all signs, batteries, solar panels, LEDs, housings, connectors, enclosures, fixtures, hardware, and poles.

6. The system will come with an integrated trail counter application

B. Cabinet:The cabinet will be constructed from 10 gauge aluminum #5052 or approved equal, and will be no greater in size than 12” L x 10” D x 6” H. All batteries and electronics will be mounted in the cabinet at the base of the pole and fitted with a lock. A hinged door (with all-weather clasp-style lock) will provide access to the interior of the cabinet.

1. The system will be fused for short circuit protection. 2. The system will have an amp unit that is temperature-compensating, modulated

and uses a pulse width, constant changing algorithm. a. The unit will have a high voltage disconnect of 14.2 VDC and a low voltage

disconnect of 10.2 VDC. 3. The system will have a colored LED to display the state of the charge controller

and displays whether the battery is fully charged, being charged, or if there has been an error with the charging subsystem. a. The charge controller will have an operating temperature range of -40C to

+85C. b. The controller is connected to the main circuit board via Molex locking

connectors (or approved equal).

C. Radio system: The radio system sends and receives signal activations to other beacons, as well as provides trail count data to a data downloading device.

1. The radio system will be an FCC certified, 900MHz frequency hopping encoded application, with a signal range of over 500 feet.

2. The system will be triggered by both push button and motion detection. Up to 8 poles can participate in a single crossing application. a. Motion detection will be through infrared detectors for passive detection of

trail users.

D. The time clock will be an integrated function of the system software.

1. A battery backup will be located on the circuit board to provide as backup if power is disconnected from the unit.

2. The clock will be able to be programmed for daily on and off cycles of the system, and will be programmable from the data keys on the front of the circuit board.

E. Solar panel: This panel will be self cleaning and impact resistant. The panel frame will be anodized aluminum tubular frame. The junction box will be weatherproof and UV-resistant.

1. Solar panel: Minimum 20 watts, high efficiency. 2. Batteries: 73 amp hour, 12 volt, sealed, maintenance-free gel lead acid. 3. Wiring: 14 AWG wiring connected from the cabinet to the solar panel.

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F. LED lights: LED lights to be sealed 8" red and 12" amber LEDs mounted in 8" or 12" signal houses attached to poles via upper and lower arms strapped to the main pole.

1. ITE specifications: Beacon Color (nm) 12" amber 592 8" red 626

G. Signal houses will be aluminum with two integrated steel hinge lugs, mounted to the door with steel hinge pins. The visor will be a one piece aluminum tunnel unit attached with 4 steel screws to the unit's door. Each beacon will be assembled and wired as a unit.

H. Pole: Pole to be 4" diameter aluminum, 10' in height. The beacons and control boxes to be mounted at 10' on the pole. A 51" 1.5" diameter support pole will screw into the top of the slip fitter and will be used for mounting the motion detector and solar panel.

1. All signs and beacon mounting heights will be per MUTCD requirements.

2.2 HARDWARE

A. General: Provide fasteners of size and type indicated that comply with requirements specified in this article for material and manufacturer. Provide nails or screws in sufficient length.

1. The cabinet will be mounted to the pole with ¼" 20 steel through bolts. 2. The solar panel will be furnished with steel mounting hardware to mount the

panel to the top of a 4" diameter round steel pole.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install per manufacturer's specifications.


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TRAIL & TRAFFIC REGULATORY SIGNS 101453

SECTION 101453 - TRAIL & TRAFFIC REGULATORY SIGNS

PART 1 - GENERAL

1.1 SUMMARY


1. Traffic signs

2. Trail signs

1.2 REGULATORTY REQUIREMENTS

A. Regulatory performance: Provide signs in accordance with the following

1. Latest version of “Manual on Uniform Traffic Control Devices” (MUTCD) 2. Latest version of “Standard Highway Signs"

1.3 SUBMITTALS

A. Product Data: for each types of sign

B. Sign Schedule: use designation as indicated in Drawings

PART 2 - PRODUCTS

2.1 MATERIALS

PART 3 - EXECUTION

3.1 PREPARATION


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SITE CLEARING 311000-1

SECTION 311000 - SITE CLEARING

PART 1 - GENERAL

1.1 SUMMARY


1. Protecting existing vegetation to remain. 2. Removing existing vegetation. 3. Clearing and grubbing. 4. Stripping and stockpiling topsoil. 5. Removing above- and below-grade site improvements. 6. Disconnecting, capping or sealing site utilities. 7. Temporary erosion- and sedimentation-control measures.

1.2 MATERIAL OWNERSHIP

A. Except for stripped topsoil and other materials indicated to be stockpiled or otherwise remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.


A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.

2. Provide alternate routes around closed or obstructed traffic ways if required by Owner or authorities having jurisdiction.

B. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated.

C. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.

D. Do not commence site clearing operations until temporary erosion- and sedimentation-control and plant-protection measures are in place.

E. The following practices are prohibited within protection zones:

1. Storage of construction materials, debris, or excavated material. 2. Parking vehicles or equipment. 3. Foot traffic.

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4. Erection of sheds or structures. 5. Impoundment of water. 6. Excavation or other digging unless otherwise indicated. 7. Attachment of signs to or wrapping materials around trees or plants unless

otherwise indicated.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Satisfactory Soil Material: Requirements for satisfactory soil material are specified in Division 31 Section "Earth Moving."

1. Obtain approved borrow soil material off-site when satisfactory soil material is not available on-site.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Locate and clearly identify trees, shrubs, and other vegetation to remain or to be relocated.

C. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL

A. Provide temporary erosion- and sedimentation-control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to erosion- and sedimentation-control Drawings and requirements of authorities having jurisdiction.

B. Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross protection zones.

C. Inspect, maintain, and repair erosion- and sedimentation-control measures during construction until permanent vegetation has been established.

D. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

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3.3 TREE AND PLANT PROTECTION

A. General: Protect trees and plants remaining on-site according to requirements in Division 01 Section "Temporary Tree and Plant Protection."

B. Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated that are damaged by construction operations, in a manner approved by Architect.

3.4 EXISTING UTILITIES

A. Locate, identify, disconnect, and seal or cap utilities indicated to be removed or abandoned in place.

1. Arrange with utility companies to shut off indicated utilities.

B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission.

C. Removal of underground utilities is included in Division 21, Division 22, Division 23, Division 26, Division 27, Division 28, and Division 33 Sections.

3.5 CLEARING AND GRUBBING

A. Remove obstructions, trees, shrubs, and other vegetation to permit installation of new construction.

1. Grind down stumps and remove roots, obstructions, and debris to a depth of 18 inches below exposed subgrade.

2. Use only hand methods for grubbing within protection zones.

B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.

1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches, and compact each layer to a density equal to adjacent original ground.

3.6 TOPSOIL STRIPPING

A. Remove sod and grass before stripping topsoil.

B. Strip topsoil to depth of 6 inches in a manner to prevent intermingling with underlying subsoil or other waste materials.

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C. Stockpile topsoil away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust and erosion by water.

3.7 SITE IMPROVEMENTS

A. Remove existing above- and below-grade improvements as indicated and necessary to facilitate new construction.


A. Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property.

B. Separate recyclable materials produced during site clearing from other nonrecyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities. Do not interfere with other Project work.


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EARTH MOVING 312000 - 1

SECTION 312000 - EARTH MOVING

PART 1 - GENERAL

1.1 SUMMARY


1. Excavating and filling for rough grading and swales on the Site. 2. Preparing subgrades for pavements meadow and plants. 3. Subbase course and base course for trail and asphalt paving. 4. Excavating and backfilling trenches for utilities and pits for buried utility

structures.

1.2 DEFINITIONS

A. Backfill: Soil material used to fill an excavation.

1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support sides of pipe.

2. Final Backfill: Backfill placed over initial backfill to fill a trench.

B. Base Course: Aggregate layer placed between the subbase course and hot-mix asphalt paving.

C. Bedding Course: Aggregate layer placed over the excavated subgrade in a trench before laying pipe.

D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.

E. Drainage Course: Aggregate layer supporting the slab-on-grade that also minimizes upward capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.

1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Construction Manager. Authorized additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work.

2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions without direction by Construction Manager. Unauthorized excavation, as well as remedial work directed by Construction Manager, shall be without additional compensation.

G. Fill: Soil materials used to raise existing grades.

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H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

I. Subbase Course: Aggregate layer placed between the subgrade and base course for hot-mix asphalt pavement, or aggregate layer placed between the subgrade and a cement concrete pavement or a cement concrete or hot-mix asphalt walk.

J. Subgrade: Uppermost surface of an excavation or the top surface of a fill or backfill immediately below subbase, drainage fill, drainage course, or topsoil materials.

K. Utilities: On-site underground pipes, conduits, ducts, and cables as well as underground services within buildings.


A. Preinstallation Conference: Conduct preexcavation conference at Project site.


A. Material test reports.

1.5 FIELD CONDITIONS

A. Utility Locator Service: Notify utility locator service for area where Project is located before beginning earth-moving operations.

B. Do not commence earth-moving operations until plant-protection measures specified in Section 015639 "Temporary Tree Protection" are in place.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.

B. Satisfactory Soils: Soil Classification Groups GW, GP, GM, SW, SP, and SM according to ASTM D 2487, or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D or a combination of these groups.

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1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction.

D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940/D 2940M; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

E. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 294/D 2940M 0; with at least 95 percent passing a 1-1/2-inch sieve and not more than 8 percent passing a No. 200 sieve.

F. Bedding Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940/D 2940M; except with 100 percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve.

G. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and zero to 5 percent passing a No. 8 sieve.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earth-moving operations.

B. Protect and maintain erosion and sedimentation controls during earth-moving operations.

C. Protect subgrades and foundation soils from freezing temperatures and frost. Remove temporary protection before placing subsequent materials.

3.2 EXCAVATION, GENERAL

A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of surface and subsurface conditions encountered. Unclassified excavated materials may include rock, soil materials, and obstructions. No changes in the Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions.

1. If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials.

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3.3 RAIL TRAIL SCARIFICATION

A. Scarify the trail to the depth of 18 inches from Station .0+00 to 231+00 to eliminate any railroad tie memory

3.4 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections.

1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work.

2. Pile Foundations: Stop excavations 6 to 12 inches above bottom of pile cap before piles are placed. After piles have been driven, remove loose and displaced material. Excavate to final grade, leaving solid base to receive concrete pile caps.

3. Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces.

B. Excavations at Edges of Tree- and Plant-Protection Zones:

1. Excavate by hand or with an air spade to indicated lines, cross sections, elevations, and subgrades. If excavating by hand, use narrow-tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots.

2. Cut and protect roots according to requirements in Section 015639 "Temporary Tree and Plant Protection."

3.5 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.6 EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated gradients, lines, depths, and elevations.

B. Excavate trenches to uniform widths to provide the following clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit unless otherwise indicated.

1. Clearance: As indicated.

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C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove projecting stones and sharp objects along trench subgrade.

1. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding bearing material to allow for bedding course.

D. Trenches in Tree- and Plant-Protection Zones:

1. Hand-excavate to indicated lines, cross sections, elevations, and subgrades. Use narrow-tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots.

2. Do not cut main lateral roots or taproots; cut only smaller roots that interfere with installation of utilities.

3. Cut and protect roots according to requirements in Section 015639 "Temporary Tree and Plant Protection."

3.7 SUBGRADE INSPECTION

A. Proof-roll subgrade with a pneumatic-tired dump truck to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades.

B. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Construction Manager, without additional compensation.

3.8 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi , may be used when approved by Construction Manager.

1. Fill unauthorized excavations under other construction, pipe, or conduit as directed by Construction Manager.

3.9 STORAGE OF SOIL MATERIALS

A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

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3.10 UTILITY TRENCH BACKFILL

A. Place backfill on subgrades free of mud, frost, snow, or ice.

B. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

C. Initial Backfill: Place and compact initial backfill ofsatisfactory soil, free of particles larger than 1 inch in any dimension, to a height of 12 inches over the pipe or conduit.

1. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of piping or conduit to avoid damage or displacement of piping or conduit. Coordinate backfilling with utilities testing.

D. Final Backfill: Place and compact final backfill of satisfactory soil to final subgrade elevation.

E. Warning Tape: Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

3.11 SOIL FILL

A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material.

B. Place and compact fill material in layers to required elevations as follows:

1. Under grass and planted areas, use satisfactory soil material. 2. Under walks and pavements, use satisfactory soil material. 3. Under steps and ramps, use engineered fill. 4. Under building slabs, use engineered fill. 5. Under footings and foundations, use engineered fill.

3.12 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice.

2. Remove and replace, or scarify and air dry, otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

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3.13 COMPACTION OF SOIL BACKFILLS AND FILLS

A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill soil materials evenly on all sides of structures to required elevations and uniformly along the full length of each structure.

C. Compact soil materials to not less than the following percentages of maximum dry unit weight according to ASTM D 698:

1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches of existing subgrade and each layer of backfill or fill soil material at 95 percent.

2. Under walkways, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 95 percent.

3. Under meadow swale or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 85 percent.

4. For utility trenches, compact each layer of initial and final backfill soil material at 85 percent.

3.14 GRADING

A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

B. Site Rough Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to elevations required to achieve indicated finish elevations, within the following subgrade tolerances:

1. Meadow and swale areas: Plus or minus 1 inch providing positive drainage. 2. Trail: Must be graded to meet ADA standards 3. Pavements: Plus or minus 1/2 inch with the exception of ADA parking and

accessible routes which must meet ADA standards.

3.15 SUBBASE AND BASE COURSES UNDER PAVEMENTS AND TRAILS

A. Place subbase course and base course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place subbase course and base course under pavements and walks as follows:

1. Shape subbase course and base course to required crown elevations and cross-slope grades.

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2. Place subbase course and base course that exceeds 6 inches in compacted thickness in layers of equal thickness, with no compacted layer more than 6 inches thick or less than 3 inches thick.

3. Compact subbase course and base course at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 95 percent of maximum dry unit weight according to ASTM D 698.


A. Special Inspections: Owner will engage a qualified special inspector to perform inspections:

B. Testing Agency: Owner will engage a qualified geotechnical engineering testing agency to perform tests and inspections.

C. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earth moving only after test results for previously completed work comply with requirements.

D. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Construction Manager.

E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil materials to depth required; recompact and retest until specified compaction is obtained.

3.17 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

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A. Remove surplus satisfactory soil and waste materials, including unsatisfactory soil, trash, and debris, and legally dispose of them off Owner's property.


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EXCAVATION SUPPORT AND PROTECTION 315000-1

SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes temporary excavation support and protection systems.

1.2 PERFORMANCE REQUIREMENTS

A. Design, furnish, install, monitor, and maintain excavation support and protection system capable of supporting excavation sidewalls and of resisting soil and hydrostatic pressure and superimposed and construction loads.

1. Delegated Design: Design excavation support and protection system, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

1.3 SUBMITTALS

A. Shop Drawings: For excavation support and protection system.

B. Delegated-Design Submittal: For excavation support and protection system indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation.




A. Survey Work: Engage a qualified land surveyor or professional engineer to survey adjacent existing buildings, structures, and site improvements; establish exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations.

1. During installation of excavation support and protection systems, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations and positions for comparison with original elevations and positions. Promptly notify Architect if changes in elevations or positions occur or if cracks, sags, or other damage is evident in adjacent construction.

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PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide materials that are either new or in serviceable condition.

B. Structural Steel: ASTM A 36/A 36M, ASTM A 690/A 690M, or ASTM A 992/A 992M.

C. Steel Sheet Piling: ASTM A 328/A 328M, ASTM A 572/A 572M, or ASTM A 690/A 690M; with continuous interlocks.

D. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness of size and strength required for application

E. Cast-in-Place Concrete: ACI 301, of compressive strength required for application.

F. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 deformed.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Soldier Piles: Install steel soldier piles before starting excavation. Extend soldier piles below excavation grade level to depths adequate to prevent lateral movement. Space soldier piles at regular intervals not to exceed allowable flexural strength of wood lagging. Accurately align exposed faces of flanges to vary not more than 2 inches

1. Install wood lagging within flanges of soldier piles as excavation proceeds. Trim excavation as required to install lagging. Fill voids behind lagging with soil, and compact.

2. Install wales horizontally at locations indicated on Drawings and secure to soldier piles.

B. Sheet Piling: Before starting excavation, install one-piece sheet piling lengths and tightly interlock to form a continuous barrier. Accurately place the piling, using templates and guide frames unless otherwise recommended in writing by the sheet piling manufacturer. Limit vertical offset of adjacent sheet piling to 60 inches. Accurately align exposed faces of sheet piling to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment. Cut tops of sheet piling to uniform elevation at top of excavation.

C. Bracing: Locate bracing to clear columns, floor framing construction, and other permanent work. If necessary to move brace, install new bracing before removing original brace.

1. Do not place bracing where it will be cast into or included in permanent concrete work unless otherwise approved by Architect.

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2. Install internal bracing, if required, to prevent spreading or distortion of braced frames.

3. Maintain bracing until structural elements are supported by other bracing or until permanent construction is able to withstand lateral earth and hydrostatic pressures.

3.2 REMOVAL AND REPAIRS

A. Remove excavation support and protection systems when construction has progressed sufficiently to support excavation and bear soil and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils or damaging structures, pavements, facilities, and utilities.

1. Remove excavation support and protection systems to a minimum depth of 48 inches below overlaying construction and abandon remainder.

B. Leave excavation support and protection systems permanently in place.


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ASPHALT PAVING 321216 - 1

SECTION 321216 - ASPHALT PAVING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Hot-mix asphalt paving. 2. Hot-mix asphalt overlay.

B. Related Requirements:

1. Section 312000 "Earth Moving" for subgrade preparation, fill material, unbound-aggregate subbase and base courses, and aggregate pavement shoulders.

2. Section 321373 "Concrete Paving Joint Sealants" for joint sealants and fillers at pavement terminations.






A. Manufacturer Qualifications: A paving-mix manufacturer registered with and approved by Maryland State Highway Administration (SHA).

B. Regulatory Requirements: Comply with materials, workmanship, and other applicable requirements of SHA for asphalt paving work.

1. Measurement and payment provisions and safety program submittals included in standard specifications do not apply to this Section.

PART 2 - PRODUCTS

2.1 PERFORMANCE GRADED ASPHALT BINDERS

A. Per Maryland Department of Transportation, SHA State Highway Administration, Standard Specifications for Construction and Materials Section 904.02 pg. 683-684

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2.2 TACK COAT

A. Per Maryland Department of Transportation, SHA State Highway Administration, Standard Specifications for Construction and Materials Section 904.03 pg. 684

2.3 HOT MIX ASPHALT MIXES

A. Per Maryland Department of Transportation, SHA State Highway Administration, Standard Specifications for Construction and Materials Section 904.04 pg 684-691

PART 3 - EXECUTION

3.1 SURFACE PREPARATION

A. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure that prepared subgrade is ready to receive paving.

B. Proof-roll subgrade below pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades.

C. Tack Coat: Apply uniformly to surfaces of existing pavement at a rate of 0.05 to 0.15 gal./sq. yd.

1. Allow tack coat to cure undisturbed before applying hot-mix asphalt paving. 2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove

spillages and clean affected surfaces.

3.2 PLACING HOT-MIX ASPHALT

A. Machine place hot-mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand in areas inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section, and thickness when compacted.

1. Spread mix at a minimum temperature of 250 deg F. 2. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and

tears in asphalt-paving mat.

B. Place paving in consecutive strips not less than the full width of the trail.

C. Promptly correct surface irregularities in paving course behind paver. Use suitable hand tools to remove excess material forming high spots. Fill depressions with hot-mix asphalt to prevent segregation of mix; use suitable hand tools to smooth surface.

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3.3 JOINTS

A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions, with same texture and smoothness as other sections of hot-mix asphalt course.

1. Clean contact surfaces and apply tack coat to joints. 2. Offset longitudinal joints, in successive courses, a minimum of 6 inches. 3. Offset transverse joints, in successive courses, a minimum of 24 inches. 4. Construct transverse joints at each point where paver ends a day's work and resumes

work at a subsequent time. Construct these joints using either "bulkhead" or "papered" method according to AI MS-22, for both "Ending a Lane" and "Resumption of Paving Operations."

3.4 COMPACTION

A. General: Begin compaction as soon as placed hot-mix paving will bear roller weight without excessive displacement. Compact hot-mix paving with hot, hand tampers or with vibratory-plate compactors in areas inaccessible to rollers.

1. Complete compaction before mix temperature cools to 185 deg F.

B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Correct laydown and rolling operations to comply with requirements.

C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling while hot-mix asphalt is still hot enough to achieve specified density. Continue rolling until hot-mix asphalt course has been uniformly compacted to the following density:

1. Average Density: 92 percent of reference maximum theoretical density according to ASTM D 2041, but not less than 90 percent or greater than 96 percent.

D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is still warm.

E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while asphalt is still hot; compact thoroughly.

F. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened.

G. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.

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3.5 INSTALLATION TOLERANCES

A. Pavement Thickness: Compact each course to produce the thickness indicated within the following tolerances:

1. Base Course: Plus or minus 1/2 inch. 2. Surface Course: Plus 1/4 inch, no minus.

B. Pavement Surface Smoothness: Compact each course to produce a surface smoothness within the following tolerances as determined by using a 10-foot straightedge applied transversely or longitudinally to paved areas:

1. Base Course: 1/4 inch 2. Surface Course: 1/8 inch


A. Testing Agency: The Contractor will engage a qualified testing agency to perform tests and inspections.

B. Replace and compact hot-mix asphalt where core tests were taken.

C. Remove and replace or install additional hot-mix asphalt where test results or measurements indicate that it does not comply with specified requirements.

3.7 WASTE HANDLING

A. General: Dispose of all waste per section 017100 CLEANING UP


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PAVEMENT MARKINGS 321723 - 1

SECTION 321723 - PAVEMENT MARKINGS

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes painted markings applied to asphalt pavement.





B. Samples: For each exposed product and for each color and texture specified.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

2.2 PAVEMENT-MARKING PAINT

A. Pavement-Marking Paint: MPI #32, alkyd traffic-marking paint.

1. Color: White.

B. Pavement-Marking Paint: MPI #97, latex traffic-marking paint.

1. Color: White.

C. Glass Beads: AASHTO M 247, Type 1

D. VOC Content: Pavement markings used on building interior shall have a VOC content of 150 g/L or less.

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PAVEMENT MARKINGS 321723 - 2

PART 3 - EXECUTION

3.1 PAVEMENT MARKING

A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Architect.

B. Allow paving to age for a minimum of 30 days before starting pavement marking.

C. Sweep and clean surface to eliminate loose material and dust.

D. Apply paint with mechanical equipment to produce pavement markings, of dimensions indicated, with uniform, straight edges. Apply at manufacturer's recommended rates to provide a minimum wet film thickness of 15 mils.

1. Apply graphic symbols and lettering with paint-resistant, die-cut stencils. Apply paint so that it cannot run beneath the stencil.

2. Broadcast glass beads uniformly into wet markings at a rate of 6 lb/gal..


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TACTILE WARNING SURFACING 321726 - 1

SECTION 321726 - TACTILE WARNING SURFACING

PART 1 - GENERAL

1.1 SUMMARY


1. Cast-in-place detectable warning tiles.



B. Samples for each type of exposed finish requiring color selection.

PART 2 - PRODUCTS

2.1 TACTILE WARNING SURFACING, GENERAL

A. Accessibility Requirements: Comply with applicable provisions in the U.S. Architectural & Transportation Barriers Compliance Board's ADA-ABA Accessibility Guidelines for Buildings and Facilities for tactile warning surfaces.

1. For tactile warning surfaces composed of multiple units, provide units that when installed provide consistent side-to-side and end-to-end dome spacing that complies with requirements.

2.2 DETECTABLE WARNING TILES

A. Cast-in-Place Detectable Warning Tiles: Accessible truncated-dome detectable warning tiles configured for setting flush in new concrete walkway surfaces, with slip-resistant surface treatment on domes and field of tile.

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1. Physical Properties

2. Color: Red brick. 3. Shapes and Sizes:

a. The detectable warning surface shall be 24 in. wide in the direction of pedestrian travel, and extend the full width of the trail, curb ramp, landing, or blended transition.

4. Dome Spacing and Configuration: The surface shall consist of a system of truncated domes, aligned in conformance with, and meeting the dimensional requirements of the most recent ADA accessibility guidelines. Each dome shall have a base diameter of 0.9 in. to 1.4 in. a top diameter of 50 to 65 percent of the base diameter, minimum, to 65 percent of the base diameter, and a height of 0.2 in. Arrange the truncated domes in a square grid with center-to-center spacing of 1.66 in. to 2.35 in. Mounting:

a. Permanently embedded detectable warning tile wet-set into freshly poured concrete.

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2.3 ACCESSORIES

A. Fasteners and Anchors: Manufacturer's standard as required for secure anchorage of tactile warning surfaces, noncorrosive and compatible with each material joined, and complying with the following:

1. Furnish Type 304 stainless-steel fasteners for exterior use.

B. Sealant: As recommended by manufacturer for sealing perimeter of tactile warning surfacing unit.

PART 3 - EXECUTION

3.1 INSTALLATION OF TACTILE WARNING SURFACING

A. General: Prepare substrate and install tactile warning surfacing according to manufacturer's written instructions unless otherwise indicated.

B. Place tactile warning surfacing units in dimensions and orientation indicated. Comply with location requirements of AASHTO MP 12.

C. Cast-in-Place Detectable Warning Tiles: Set each detectable warning tile accurately and firmly in place and completely seat tile back and embedments in wet concrete by tamping or vibrating. Set surface of tile flush with surrounding concrete and adjacent tiles. Remove concrete from tile surfaces and clean using methods recommended in writing by manufacturer.

D. Remove and replace tactile warning surfacing that is broken or damaged or does not comply with requirements in this Section. Remove in complete sections from joint to joint unless otherwise approved by Architect. Replace using tactile warning surfacing installation methods acceptable to Architect.

E. Protect tactile warning surfacing from damage and maintain free of stains, discoloration, dirt, and other foreign material.


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DRY STACKED ROCKERY WALLS 323200 - 1

SECTION 323200 – DRY STACKED ROCKERY WALLS

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes installation of dry stacked rockery walls


1. Division 31 Section "Earthwork" for excavation.


A. Samples: For each color and texture of stone required.

1.3 QUALITY CONTROL

A. Preconstruction meeting

B. Contractor with 5 years minimum in the installation of dry stacked rockery walls

C. Mockups: Build mockups to demonstrate typical joints, surface finish, texture, tolerances, and standard of workmanship. Build mockups to comply with the following requirements, using materials indicated for the completed Work:

1. Build mockups in the location and as directed by the Construction Manager. 2. Obtain the Construction Manager's approval of mockups before continuing the stone

wall. 3. Subject to compliance with requirements, approved mockups may become part of the

completed Work if undisturbed at time of Substantial Completion.

PART 2 - PRODUCTS

2.1 BOLDERS

A. Existing boulders from the site 1. Size: One man stone, min size from 100 – 265 lbs

2.2 INSTALLATION MATERIALS

A. Drainage Fill: #57 stone

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B. Soil Fill: Division 31 Section "Earthwork" for excavation.

C. Drainage Geotextile: Nonwoven needle-punched geotextile, manufactured for subsurface drainage applications, made from polyolefins or polyesters; with elongation greater than 50 percent.

1. Apparent Opening Size: No. 70 to 100 sieve, maximum; ASTM D 4751. 2. Minimum Grab Tensile Strength: 110 lb; ASTM D 4632.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Leveling Base: Place and compact base material to thickness indicated and with not less than 95 percent maximum dry unit weight according to ASTM D 698.

B. Base rocks: 1. Place the largest base rocks on a properly prepared foundation as shown in the drawings.

Placed with the longest rock dimension perpendicular to the face of the rockery. The second largest dimension should be parallel to the layout line of the rockery, and the smallest rock dimension should be its vertical dimension. The base rocks should be placed such that the tops of the rock are sloped back at least 5% towards the back of the rockery.

C. Face Rock 1. Place Successive lifts of facing rocks should be placed above the base rocks. In general,

the width of successive rows of facing rocks will be determined based on the design rockery face batter, which will generally vary between 4V:1H and 6V:1H.

2. Each rock should be placed according to the following guidelines: a. Each rock should bear on at least two other rocks. b. Each rock should have at least three bearing points—two in front and one in

back. c. The front-most bearing points for each rock should be within 4 inches of the

average face of the rockery. d. The rear of the rocks should be aligned along an imaginary vertical plane. If

rocks larger than the minimum specified B are used, they can extend beyond this imaginary plane provided they do not interfere with rockery drainage.

e. The tops of each rock should be sloped back towards the backdrain as previously

a. When looking at the face of the rockery, the rocks should be stacked in an approximate “running bond” pattern; that is, there should be no vertical columns of rock or continuous vertical joints running through the rockery. Continuous horizontal joints should also be avoided. The rocks should be selected and stacked such that most of the rocks in a given row are approximately the same size and gaps between rocks are minimized.

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D. Dry-Placed Stone 1. Field trim stone as stone is set. 2. Sort stone before it is placed in wall. Remove stone that does not comply with

requirements or that is unsuitable for intended use. 3. Arrange stones for good fit in rubble pattern. 4. Insert small stones into spaces between larger stones as needed to support larger stones. 5. Arrange stones with color and size variations uniformly dispersed for an evenly blended

appearance. 6. Set stone to comply with requirements shown on Drawings. Set stone with edges and

faces aligned according to established relationships.

E. Cap Rock 1. Place flatter cap rocks to finish the wall as needed following the guidelines for the face

rock

F. Chinking rocks: 1. Provide chinking rocks for all gaps exceeding four (4) inches. Provide chinking

rocks consisting of spalls from the parent (facing) rock. The purpose of the chinking rocks is to improve aesthetics and prevent the screened backdrain material from falling out through the face of the rockery. Chinking rocks should not be movable by hand and cannot provide primary support for overlying rocks.

3.2 FILL PLACEMENT

A. General: Comply with requirements in Section 200.

B. Fill voids between and within units with #57 stone drainage fill. Place fill as each course as stones are laid.

C. Place, spread, and compact drainage fill and soil fill in uniform lifts for full width and length of embankment as wall is laid. Place and compact fills without disturbing alignment of units. Where both sides of wall are indicated to be filled, place fills on both sides at same time. Begin at wall and place and spread fills toward embankment.


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GRASSES AND MEADOWS 329200-1

SECTION 329200 –GRASSES AND MEADOWS

PART 1 - GENERAL



1.2 SUMMARY

A. Section Includes: 1. Low mow mix, meadow grasses and wildflowers. 2. It is intended to use amended insitu soils that are pulled from the swales and

other areas that are graded along the trail as the planting soil for the meadow grasses and wildflowers. Provide the following in the event that there are insufficient insitu soils to cover the disturbed areas slated for planting: a. Submit to the DGS Construction Manager proof in the form of a survey and

calculations that there are insufficient soils b. Calculations showing how much additional soils will be required to

complete the work


1. Division 01 Section "Temporary Tree and Plant Protection" for protecting,

trimming, pruning, repairing, and replacing existing trees to remain that interfere with, or are affected by, execution of the Work.

2. Division 31 Section "Site Clearing" for protection of existing trees and plantings, topsoil stripping and stockpiling, and site clearing.

3. Division 31 Section "Earth Moving" for excavation, filling, and rough grading and for subsurface aggregate drainage and drainage backfill materials.

1.3 DESCRIPTION

A. This work shall consist of soil preparation, seeding, addition of soil amendments (as determined by the soil test results), mulching, and overseeding, all areas designated for meadow and grass establishment as specified in the Contract Documents or as directed by the DGS CONSTRUCTION MANAGER.

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1.4 DEFINITIONS

A. Duff Layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus.

B. Finish Grade: Elevation of finished surface of planting soil.

C. Pesticide: Not allowed

D. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.

E. Planting Soil: Material consisting of standardized topsoil; existing, native surface topsoil; existing, in-place surface soil; imported topsoil; or, manufactured topsoil; which is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.

F. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or top surface of a fill or backfill before planting soil is placed.

G. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil organisms.

H. Insitu Soil: Whatever soil is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the surface soil is typically topsoil, but in disturbed areas such as urban environments, the surface soil can be subsoil.

1.5 SUBMITTALS

A. Submit proposed seed mixture for approval.

B. Certification of seed: Submit Manufacturer's certificates of purity and guarantees of germination for each seed mixture in accordance with Maryland Seed Law. Certification of seed shall include the botanical and common name, percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging. Certifications include, but are not limited to: 1. Certification of each seed mixture for low mow mixes, meadow grasses and

wildflowers

C. Qualification Data: For qualified landscape Installer.

D. Product certificates: For soil amendments and fertilizers, from manufacturer.

E. Soils and compost tests, analysis and recommendations.

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F. Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of turf, low mow grasses and meadows during a calendar year. Submit before expiration of required initial maintenance periods.


A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful meadow establishment.

1. Professional Membership: Installer shall be a member in good standing of either the Professional Landcare Network or the American Nursery and Landscape Association.

2. Experience: Five years experience in meadow installation 3. Installer's Field Supervision: Require Installer to maintain an experienced full-

time supervisor on Project site when work is in progress. 4. Personnel Certifications: Installer's field supervisor shall have certification in one

of the following categories from the Professional Landcare Network:

a. Landscape Industry Certified Technician – Exterior.

B. Soil-Testing Laboratory Qualifications: Conduct independent laboratory such as a state laboratory, commercial laboratory or university laboratory, recognized by the State, with the experience and capability to conduct the testing indicated and that specializes in the types of tests to be performed.

C. Soil and Compost Analysis: Provide an analysis and a written report of the planting soils and compost by one of the following qualified soil testing laboratories:

The Pennsylvania State University: http://agsci.psu.edu/aasl Virginia Tech: http://www.soiltest.vt.edu University of Delaware: http://ag.udel.edu/dstp West Virginia University: http://soiltesting.wvu.edu

1. Include the following in the analysis and report: percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; deleterious material; pH; and mineral and plant-nutrient content of the soil.

2. Complete the soil sampling, with representative samples taken from varied locations for each soil and compost to be used or amended for planting purposes. Perform soil tests for all soil and compost to be used from both on-site and off-site sources.

3. Report suitability of tested soil for plant growth.

a. Based on the test results, state recommendations for soil treatments and soil amendments to be incorporated. State recommendations in weight per 1000 sq. ft. or volume per cu. yd. for nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory planting soil suitable for healthy, viable plants.

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http://agsci.psu.edu/aasl

http://www.soiltest.vt.edu/

http://ag.udel.edu/dstp



b. Report presence of problem salts, minerals, or heavy metals; if present, provide additional recommendations for corrective action.

D. Preinstallaton Conference: conduct conference at Project Site.


A. Seed and Other Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws, as applicable. Store packaged materials in a manner that will prevent damage or intrusion of foreign matter. Any material that becomes contaminated will be removed from the job site.

B. Bulk Materials:

1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.

2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

3. Accompany each delivery of bulk fertilizers, lime and soil amendments with appropriate certificates.


A. Planting Restrictions: Plant during one of the following periods. Coordinate planting periods with initial maintenance periods to provide required maintenance from date of planting completion.

1. Low Mow and Meadow

a. Spring Planting: March 15 to April 30 b. Fall Planting: September 15 to October 31

B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions

1.9 WARRANTY

A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within the specified warranty period.

1. Failures include, but are not limited to, the following:

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a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner, or incidents that are beyond Contractor’s control.

b. Structural failures including plantings falling or blowing over.

2. Warranty Periods from Date of Planting Completion: a. Seeded Low Mow or Meadow: 12 months, or completion of a single

growing season, whichever is greater.

1.10 MAINTENANCE SERVICE

A. Initial Low Mow or Meadow Maintenance Service: Provide full maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after each area is planted and continue until acceptable meadow is established, but for not less than the following:

1. Seeded Low Mow or Meadow: From date of installation to end of Warranty Period and completion of Year 1 maintenance as described in Section 3.11.

PART 2 - PRODUCTS

2.1 GRASSES AND WILDFLOWERS

A. Wildflower and Native Grass Seed: Fresh, clean, and dry new seed, of mixed species as follows:

1. See Plans for mix of wildflower and native grass species.

B. Seed Carrier: Inert material, sharp clean sand or perlite, mixed with seed at a ratio of not less than two parts seed carrier to one part seed.

2.2 INORGANIC SOIL AMENDMENTS

A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows:

1. Class: O, with a minimum of 95 percent passing through No. 8 sieve and a minimum of 55 percent passing through No. 60 sieve.

2. Provide lime in form of ground dolomitic limestone.

B. Sulfur: Granular, biodegradable, containing a minimum of 90 percent sulfur, and with a minimum of 99 percent passing through No. 6 sieve and a maximum of 10 percent passing through No. 40 sieve.

C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.

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D. Aluminum Sulfate: Commercial grade, unadulterated.

E. Perlite: Horticultural perlite, soil amendment grade.

F. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90 percent passing through No. 50 sieve.

G. Sand: Clean, washed, natural or manufactured, and free of toxic materials.

H. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by weight.

2.3 ORGANIC SOIL AMENDMENTS

A. Compost: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content less than or equal to 30 percent by weight; 98 percent passing through 1-inch sieve; soluble salt content of less than 5 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings.

B. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic materials.

C. Manure: Well-rotted, unleached, stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, and material harmful to plant growth.

2.4 FERTILIZERS

A. Bonemeal: Commercial, raw or steamed, finely ground; a minimum of 4 percent nitrogen and 10 percent phosphoric acid.

B. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 20 percent available phosphoric acid.

C. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: 1 lb/1000 sq. ft. of actual nitrogen, 4 percent phosphorous, and 2 percent potassium, by weight.

D. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:

1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent potassium, by weight.

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2.5 SUBSOILS

A. Subsoils shall contain a maximum volume of 25% of rocks or other materials larger than 0.25 inches in diameter, and shall contain no rocks or other materials larger than 5.0 inches in diameter. The depth of the subsoil layer that lies upon rock or other materials which do not themselves constitute subsoil shall be at least 6.0 inches deep. When the subsoil layer is less than 6.0 inches deep, either topsoil or additional subsoil shall be moved to the site and spread in a layer so that the base of subsoil upon which the final topsoil layer will be spread is at least 6.0 inches deep. Subsoils shall not contain any chemicals or other materials in concentrations which may be toxic to the growth of turfgrass seedlings.

B. Test subsoils for pH, soluble salts, phosphorus and potassium. Subsoils shall not have acidity below pH 5.5 or above pH 7.5. Subsoils with pH 6.5 is ideal. Subsoils shall not be deficient in phosphorus or potassium based on turfgrass requirements. If deficient, amend subsoils in accordance with recommendations obtained from the soil testing laboratory.

2.6 PLANTING SOILS

A. Planting Soils are amended insitu soil, or amended soil from an off-site source that has been spread to finish grade, will support plant growth, and meets the following requirements. The soil shall closely match the mechanical analysis (percentage sand, silt and clay) of the existing subsoil. 1. Insitu soils shall be free of cinders, stones, slag, coarse fragments, gravel, sticks,

trash, roots, plants, sod, clods, clay lumps, pockets of coarse sand and other debris. The native rock may not be over 1 ½” in any dimension.

2. Off site soils shall be free of cinders, stones, slag, coarse fragments, gravel, sticks, trash, roots, plants, sod, clods, clay lumps, pockets of coarse sand and other debris. The rocks may not be over ¾” in any dimension.

B. Amend soils based on soil test results in accordance with soil testing lab recommendations for the type of plant material used in each respective planting area. Wherever practicable, Contractor shall amend native, on-site soils as required to create planting soils.

1. Soil for Meadow areas:

a. Topsoil shall be of a nature and quality sufficient to establish and support the growth of meadow grasses and flowers. To a depth of 4.0 inches below the soil surface, topsoil shall contain a maximum volume of 20% of rocks or other stony material larger than 0.25 inches in diameter; no rocks or other stony material larger than 1 1/2 inches in diameter; a minimum organic matter content of 4.0%; and no soil sterilants, herbicides, or other materials harmful to germinating grasses.

b. The pH shall be between 6.0-7.0. c. The acceptable amount of Magnesium shall be 35 pounds per acre;

Phosphorus shall be 100 pounds per acre; Potassium shall be 85 pounds per acre, and Nitrogen shall be a minimum of 50 pounds per acre.

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d. Soluble salts shall not exceed 3 mmhos/cm. Calcium levels shall not exceed 2000 parts per million.

e. Organic Matter shall be greater than four percent.

2.7 MULCHES

A. Straw Mulch: Provide air-dry, clean, mildew- and certified seed-free, bright, small grain type straw. Straw shall be free of rot and noxious weed seeds. Apply ½”- ¾” thick layer or 60-80 bales/acre.

B. Hydro mulch: Wood cellulose applied at a net dry weight of 750 pounds per acre. See LCA, Landscape Specification Guidelines, Seeding and Sodding specifications, Section 5.3 Mulching Materials, for detailed specifications.

PART 3 - EXECUTION

3.1 SOIL TESTING

A. All soil testing shall be done at the Contractor’s expense. Soil tests shall be conducted by a university laboratory. Each sample shall be extracted from a six-inch deep core and prepared in accordance with recommendations of the soil-testing laboratory.

B. Each soil test shall determine soil texture (mechanical analysis), pH, magnesium, phosphorus, potassium, soluble salts, total calcium, nitrogen, and percent organic matter. If the soil is sandy, it shall also be tested for boron. Soil test results shall include laboratory recommendations for soil amendments to correct deficiencies and accomplish planting objectives. Follow recommendation of Landscape Specification Guidelines, latest edition, Landscape Contractor’s Association of Maryland, Virginia, and The District of Columbia, Seeding and Sodding Section for optimum plant growth and provide course of action based on their recommendation. The Contractor shall submit plans with the soil test results showing the locations of all soil tests. Incomplete test results and plans will be rejected, and shall be redone at the Contractor’s expense.

C. For all new soils provided from off-site sources, obtain one soil test for each soil source per 500 cubic yards of soil and submit soil test results and soil amendment recommendations to Owner or Owner’s representative for review and acceptance prior to distributing and amending soil.

D. For all existing stockpiled topsoil to be redistributed on site, obtain one soil test per 500 cubic yards of soil prior to application. Submit soil test results and soil amendment recommendations to Owner or Owner’s representative for review and acceptance prior to redistributing and amending soil.

E. Where paving and base materials have been removed and the area is to be re-established with lawn or planting, obtain one composite soil test per 10,000 square feet of subsoil material, or at least one composite test for each separate excavated area.

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Each composite soil test shall consist of no less than five one-half cup samples taken at random from each sampling area. Each sample shall be taken from a six-inch deep core. The five or more samples shall be mixed together to form a composite sample, from which a pint sample shall be extracted, air-dried and tested. Submit soil test results and subsoil amendment recommendations to Owner or Owner’s representative for review and approval subsoil amendment recommendations prior to filling the area with soil.

F. For existing soil to remain in place and be amended for landscape areas, submit one composite soil test for each isolated bed area (separated from other beds by paving). For existing soil to remain in place and be amended for lawn areas, submit one composite soil test per 20,000 square feet. Composite tests for planting areas shall be mixed from a minimum of five samples as described in E above. Composite tests for lawn areas shall be mixed from a minimum of ten samples as described in E above. Submit soil test results and soil amendment recommendations to Owner or Owner’s representative for review prior to amending soil.

G. Following completion of soil amendment operations and fine grading, and prior to planting, 10 additional soil samples shall be taken at random from planting and lawn areas throughout the site. The Owner or Owner’s representative shall determine locations of tests. These samples shall not be composite samples and are to assure that soils have been amended properly prior to planting or installation of lawn. Submit soil test results to Owner or Owner’s representative for review. If it is apparent that soils have not been amended as specified or protected from contamination, areas not in compliance with specified requirements shall be reworked and retested as required until soils meet specified requirements. All rework and retesting shall be at the Contractor’s expense.

3.2 EXAMINATION

A. Examine areas to be planted for compliance with requirements and other conditions affecting performance.

1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.

2. All areas to receive planting soil shall be free of construction debris, refuse, compressible or decayable materials, stones greater than two inches and standing water.

3. Do not mix or place soils and soil amendments in frozen, excessively dry, wet, or muddy conditions.

4. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.

5. Uniformly moisten excessively dry soil that is not workable and which is too dusty.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

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C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Landscape Architect and replace with new planting soil.

3.3 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations.

1. Protect adjacent and adjoining areas from hydroseeding and hydromulching overspray.

2. Protect grade stakes set by others until directed to remove them.

B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.


A. Limit subgrade preparation to areas to be planted.

B. Subsoil areas which are intended to receive topsoil shall be maintained on a true and even grade, in compliance with plans, drawings or other applicable specifications pertaining to the site, with no significant depressions or elevations. Topsoil shall not be deposited or spread over the subsoil until rough grading has been completed and all areas within the subgrade are within 2/10 of 1.0 foot (2.5 inches per foot) from the final subgrade. If the graded area develops weed or other plant growth, the plants shall be eliminated before topsoil is deposited or spread over the subsoil.

C. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 6 inches by disking, tilling, or scarifying with rototillers, disk harrows, chisel plows, rippers, or other suitable soil preparation equipment. Incorporate recommended soil amendments into top 6” of subsoil. Remove stones larger than 2 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.

1. Wherever suitable native on-site soil is available, contractor shall amend this soil to create planting soil.

2. Thoroughly blend planting soil before spreading or spread planting soil, apply soil amendments and fertilizer on surface, and thoroughly blend planting soil.

a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.

b. Mix lime with dry soil before mixing fertilizer.

3. Spread planting soil to a depth of 6 inches or as indicated on the drawings but not less than required to meet finish grades after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet.

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a. Spread approximately 1/2 the thickness of planting soil over loosened subgrade. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil.

b. Reduce elevation of planting soil to allow for soil thickness of sod.

D. Unchanged Subgrades: If meadow is to be planted in areas unaltered or undisturbed by excavating, grading, or surface-soil stripping operations, prepare surface soil as follows:

1. Remove existing grass, vegetation, and turf. Do not mix into surface soil. 2. Loosen surface soil to a depth of at least 6 inches. Apply soil amendments and

fertilizers according to planting soil mix proportions and mix thoroughly into top 4 inches of soil. Till soil to a homogeneous mixture of fine texture.

a. Apply fertilizer directly to surface soil before loosening.

3. Remove stones larger than ¾ inch in any dimension and sticks, roots, trash, brush, wire, grade stakes and other debris that would interfere with seeding and sodding.

4. Legally dispose of waste material, including grass, vegetation, and turf, off Owner's property.

E. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Grade to within plus or minus 1/2 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit finish grading to areas that can be planted in the immediate future.

F. For soil preparation in critical root zone areas of existing trees, all work must be done by hand with shovels and rakes, unless otherwise approved in writing by the DGS field inspector.

G. Planting may be done immediately thereafter, provided the topsoil has remained in a good, friable condition and has not become muddy or hard. If it has become hard, it shall be tilled to a friable condition again before acceptance. Moisten prepared area before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.

H. Before planting, obtain Owner or Owner’s representative acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

3.5 HYDROSEEDING


A. Sow seed by broadcasting, hydroseed or drill seeding. Do not broadcast or drop seed when wind velocity exceeds 5 mph. Evenly distribute seed by sowing equal quantities in two directions at right angles to each other.

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1. Do not use wet seed or seed that is moldy or otherwise damaged.

2. Broadcast seeding: Broadcast seeding shall involve the use of a properly calibrated reciprocating spreader, or a properly calibrated rotary spreader, or similar equipment which is equipped with an agitator to ensure continuous mix-ing. All of the grass and forb seed intended for the dry meadow seeding site shall be combined in a barrel or other suitable container with one or more coarse, low density, non-toxic bulking agents such as calcined, fine cocoa shell mulch, coarse vermiculite, or coarse perlite, and thoroughly mixed at the time of seed-ing. Thorough mixing and the use of one or more bulking agents is required to ensure continuous seed flow through the spreader, and to improve seed distribu-tion by preventing seed mix segregation.

3. Broadcast seeding soil incorporation and rolling: After seeding, the seed shall be raked or dragged into the soil surface to an average depth of 0.10 to 0.25 inch. When the soil is in a loose or fluffy condition, the seedbed shall be rolled with a weighted roller, so that the grass and forb seed is firmly pressed into the soil

4. Drill seeding: Drill seeding involves the use of a drill seeder that is manufactured specifically for fluffy grass and forb seed. Suitable seeders include three separate seed hoppers with positive-feed mechanisms. The seed of each species to be seeded shall be obtained unmixed, and shall be sorted by size as directed by the manufacturer of the seeding equipment. All instructions provided by the manufacturer of the seeding equipment shall be strictly observed and followed by the contractor.

5. Drill seeding soil incorporation and rolling: Most suitable seeders include soil openers to ensure a seeding depth of 0.10 to 0.50 inches as well as rollers to ensure a firm seedbed. However, if the seeding equipment is not equipped with a heavy roller, so that the soil is left in a loose or fluffy condition after seeding, the seedbed shall be rolled with a weighted roller in a separate operation, so that the grass and forb seed is firmly pressed into the soil.

6. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic application.

a. Mix slurry with fiber-mulch manufacturer's recommended tackifier.

b. Apply slurry at a rate so that mulch component is deposited at not less than 1500-lb/acre dry weight, and seed component is deposited at not less than the specified seed-sowing rate.

B. Sow seed at rate shown on Plans.

C. Seed mulch materials. The use of straw with or without hydraulic mulch products and the use of erosion control blankets is acceptable as specified in below:

1. Seed mulches shall include straw, or straw + tackifier, or straw + hydraulic mulch (wood fiber and/or paper mulch) or erosion control blankets. The composition of straw used shall conform to Section 3.10-C-2, and its use shall conform to the

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specifications of Section 3.10-C-3. The composition and use of hydraulic mulch products and accessories shall conform to the specifications of Section 7.2, 7.3, 7.4 and 7.5 of the Maryland Seeding Association Guideline Specification 2005 and their use in conjunction with straw shall conform to the specifications of Section 3.10-C-3-a, b and c.

2. Straw definition and use. The use of clean straw with a low content of viable cereal grains and viable weed seed is important. Class ‘AA’ and Class ‘A’ straw are generally recommended as mulch; Class ‘B’ straw is not recommended. Neither Class ‘C’ straw nor hay shall be used as a mulch. See Section 7.6, 12.10c.2, and 12.10c.3 of the Maryland Seeding Association Guideline Specification 2005 for more information about straw and mulch application.

3. Use of straw: On level or gently rolling sites the use of straw is optional. Where soil erosion is likely, straw shall be uniformly applied over the surface of the seeded area at a rate of 1.0 to 2.0 tons per acre. The straw shall cover a minimum of 80% of the soil surface in a layer from 0.5 to 2.0 inches thick. On slopes over 4:1 in steepness, 2.0 tons of straw per acre shall be applied and secured from wind/water erosion by one of the methods described below and the seeding rate shall be adjusted as required.

a. Straw anchoring with crimper: Straw shall be secured with a mulch

anchoring tool (straw crimper), by pressing the straw to a minimum average depth of 2.0 inches below the soil surface.

b. Straw anchoring with tackifier: Straw shall be secured with tackifier or

mulch binder when the tackifier or mulch binder is applied over the straw in a separate operation with hydraulic seeding equipment at the minimum rate recommended by the manufacturer, so that 80+% of the straw is covered by the tackifier or mulch binder.

c. Straw anchoring with hydraulic mulch: Straw shall be secured with paper or

wood fiber + paper hydraulic mulch when the mulch is applied in a separate operation over the straw with hydraulic seeding equipment at the rate of 150 lbs./acre, so that 80+% of the straw is covered by the hydraulic mulch. This method is not recommended when the dry meadow seed mix contains native wildflowers (forbs). However; if this method is used, the seeding rate of each forb species included in the seed mix shall be increased to 1.5 times (1.5x) the recommended seeding rate.

3.7 MEADOW MAINTENANCE

A. Maintain and establish meadow by watering, weeding, mowing, trimming, replanting, and performing other operations as required to establish a healthy, viable meadow. Roll, regrade, and replant bare or eroded areas and remulch. Provide materials and installation the same as those used in the original installation.

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1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials and meadow damaged or lost in areas of subsidence.

2. In areas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as required to prevent displacement.

3. Apply treatments as required to keep meadow and soil free of pests and pathogens or disease. Use integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards.

B. Multi-year Maintenance Plan. Contractor shall provide Year 1 maintenance. Owner shall provide Years 2, 3, and beyond. Contractor shall submit specific maintenance recommendations to Owner for Years 2, 3, and beyond.

1. Year 1 Maintenance

a. Mow meadow three (3) times per year (mid-June, mid-July, and mid-August) to minimize weed seed formation.

b. Keep weeds mowed back to six (6) inches tall. When weeds grow to twelve (12) inches tall, mow back to six inches. Do not wait until weeds are taller than twelve inches, as mowed material can smother small seedlings.

c. Use a flail type mower if possible, as it shreds the vegetation and prevents clumping.

d. Do not mow when soils or plants are wet. e. Collect and dispose of trash and other litter before each mowing.

2. Year 2 Maintenance a. Mow meadow two (2) times per year (mid-June and mid-August) to

minimize weed seed formation. b. Keep weeds mowed back to twelve (12) inches tall. Biennial weeds should

be mowed when in full bloom, but before setting seed. c. Use a flail type mower if possible, as it shreds the vegetation and prevents

clumping. d. Do not mow when soils or plants are wet. e. Collect and dispose of trash and other litter before each mowing. f. Spot weed problem weeds by gentle pulling or treatment by hand with

glyphosate. Do not spray glyphosate, as the drift can kill large patches of desirable plants.

g. Over the course of the summer, if there is no significant rain for four (4) weeks, provide irrigation to deliver one (1) inch of water per week in a single application.

3. Year 3 Maintenance

a. Mow meadow in mid spring (between March 15 and April 1) to a height of two (2) inches.

b. Rake out and compost the mowed material from the meadow area. c. Use a flail type mower if possible, as it shreds the vegetation and prevents

clumping. d. Do not mow when soils or plants are wet. e. Collect and dispose of trash and other litter before mowing. f. Continue to spot weed as described in Year 2.

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g. Over the course of the summer, if there is no significant rain for four (4) weeks, provide irrigation to deliver one (1) inch of water per week in a single application.

4. Years Beyond Maintenance

a. Mow meadow to a height of six (6) to ten (10) inches between late November and early December.

b. Disperse the mowed material throughout the meadow area. c. Use a flail type mower if possible, as it shreds the vegetation and prevents

clumping. d. Do not mow when soils or plants are wet. e. Collect and dispose of trash and other litter before mowing. f. Continue to spot weed as described in Year 2. g. Over the course of the summer in Years 4 and 5, if there is no significant

rain for four (4) weeks, provide irrigation to deliver one (1) inch of water per week in a single application.

3.8 CLEANUP AND PROTECTION

A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.

B. Erect temporary fencing or barricades and warning signs as required to protect newly planted areas from traffic. Maintain fencing and barricades throughout initial maintenance period and remove after plantings are established.

C. Remove nondegradable erosion-control measures after establishment period. 3.14 TEMPORARY SEEDING

A. Preparation: 1. Loosen top 2 inches of seedbed. 2. Apply lime and fertilizer at rates specified by soil testing laboratory.

B. Seed Application: Follow application for permanent seeding.

C. Mulch Application: Follow application for permanent mulching.

3.1 TIME RESTRICTIONS

A. When permanent seeding or sodding is specified or directed, and is not allowed be-cause of time restrictions specified above, utilize one or more of following methods to prevent erosion and sedimentation until permanent seeding or sodding is allowed. 1. Place and anchor straw mulch or wood chips. 2. Apply temporary seeding and mulch. 3. Prepare soil as for permanent seeding and then mulch as specified herein; over-

seed during next seasonal seeding period.

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4. Provide other erosion control measures acceptable to Engineer. 5. Remove straw or wood chips used as temporary mulch or work into subsoil min-

imum depth of 6 inches before initiation of permanent seeding or sodding appli-cation.


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PLANTS 329300-1

SECTION 329300 - PLANTS

PART 1 - GENERAL



1.2 SUMMARY


1. Plants. 2. Planting soils. 3. Tree stabilization.


1. Division 01 Section "Temporary Tree and Plant Protection" for protecting, trimming, pruning, repairing, and replacing existing trees to remain that interfere with, or are affected by, execution of the Work.

2. Division 31 Section "Site Clearing" for protection of existing trees and plantings, topsoil stripping and stockpiling, and site clearing.

3. Division 31 Section "Earth Moving" for excavation, filling, and rough grading and for subsurface aggregate drainage and drainage backfill materials.

4. Division 32 Section "Turf and Grasses" for turf (lawn) and meadow planting, hydroseeding, and erosion-control materials.

1.3 DEFINITIONS

A. Backfill: The earth used to replace or the act of replacing earth in an excavation.

B. Balled and Burlapped Stock: Plants dug with firm, natural balls of earth in which they were grown, with ball size not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required; wrapped with burlap, tied, rigidly supported, and drum laced with twine with the root flare visible at the surface of the ball as recommended by ANSI Z60.1.

C. Container-Grown Stock: Healthy, vigorous, well-rooted plants grown in a container, with a well-established root system reaching sides of container and maintaining a firm ball when removed from container. Container shall be rigid

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PLANTS 329300-2

enough to hold ball shape and protect root mass during shipping and be sized according to ANSI Z60.1 for type and size of plant required.

D. Duff Layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus.

E. Finish Grade: Elevation of finished surface of planting soil.

F. Manufactured Topsoil: Soil produced off-site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil.

G. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant.

H. Pests: Living organisms that occur where they are not desired, or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.

I. Planting Area: Areas to be planted.

J. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in-place surface soil; imported topsoil; or manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.

K. Plant; Plants; Plant Material: These terms refer to vegetation in general, including trees, shrubs, vines, ground covers, ornamental grasses, bulbs, corms, tubers, or herbaceous vegetation.

L. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk where the stem or trunk broadens to form roots; the area of transition between the root system and the stem or trunk.

M. Stem Girdling Roots: Roots that encircle the stems (trunks) of trees below the soil surface.

N. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.

O. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil organisms.

P. Surface Soil: Soil that is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the surface soil is typically topsoil; but in disturbed areas such as urban environments, the surface soil can be subsoil.

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PLANTS 329300-3

1.4 SUBMITTALS

A. Product Data: For each type of product indicated, including soils.

1. Plant Materials: Include quantities, sizes, quality, and sources for plant materials.

2. Pesticides and Herbicides: Include product label and manufacturer's application instructions specific to the Project.

3. Plant Photographs: Include color photographs in digital format of each required species and size of plant material as it will be furnished to the Project. Take photographs from an angle depicting true size and condition of the typical plant to be furnished. Include a scale rod or other measuring device in each photograph. For species where more than 20 plants are required, include a minimum of three photographs showing the average plant, the best quality plant, and the worst quality plant to be furnished. Identify each photograph with the full scientific name of the plant, plant size, and name of the growing nursery.

B. Samples for Verification: For each of the following:

1. Organic Mulch: 1-pint volume of each organic mulch required; in sealed plastic bags labeled with composition of materials by percentage of weight and source of mulch. Each Sample shall be typical of the lot of material to be furnished; provide an accurate representation of color, texture, and organic makeup.

2. Mineral Mulch: 2 lb of each mineral mulch required, in sealed plastic bags labeled with source of mulch. Sample shall be typical of the lot of material to be delivered and installed on the site; provide an accurate indication of color, texture, and makeup of the material.

C. Product Certificates: For each type of manufactured product, from manufacturer, and complying with the following:

1. Manufacturer's certified analysis of standard products. 2. Analysis of other materials by a recognized laboratory made according to

methods established by the Association of Official Analytical Chemists, where applicable.

D. Material Test Reports: For existing native surface topsoil.

E. Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of plants during a calendar year. Submit before start of required maintenance periods.


A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful establishment of plants.

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PLANTS 329300-4

1. Professional Membership: Installer shall be a member in good standing of either the Professional Landcare Network or the American Nursery and Landscape Association.

2. Experience: Five years' experience in landscape installation in addition to requirements in Division 1 Section "Quality Requirements."

3. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

4. Personnel Certifications: Installer's field supervisor shall have certification in one of the following categories from the Professional Landcare Network:

a. Certified Landscape Technician - Exterior, with installation or maintenance specialty area(s), designated CLT-Exterior.

b. Certified Ornamental Landscape Professional, designated COLP.

B. Soil-Testing Laboratory Qualifications: An independent or university laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed.

C. Soil Analysis: For each unamended soil type, furnish soil analysis and a written report by a qualified soil-testing laboratory.

1. The soil-testing laboratory shall oversee soil sampling. 2. Report suitability of tested soil for plant growth.

a. State recommendations for nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory planting soil suitable for healthy, viable plants.

b. Report presence of problem salts, minerals, or heavy metals; if present, provide additional recommendations for corrective action.

D. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in ANSI Z60.1.

E. Plant Material Observation: Landscape Architect may observe plant material either at place of growth or at site before planting for compliance with requirements for genus, species, variety, cultivar, size, and quality. Landscape Architect retains right to observe trees and shrubs further for size and condition of balls and root systems, pests, disease symptoms, injuries, and latent defects and to reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs immediately from Project site.

F. Preinstallation Conference: Conduct conference at Project site.


A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of

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PLANTS 329300-5

manufacturer, and indication of conformance with state and federal laws if applicable.

B. Bulk Materials:

1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.

2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

3. Accompany each delivery of bulk fertilizers and soil amendments with appropriate certificates.

C. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling.

D. Handle planting stock by root ball.

E. Deliver plants after preparations for planting have been completed, and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist.

1. Do not remove container-grown stock from containers before time of planting.

2. Water root systems of plants stored on-site deeply and thoroughly with a fine-mist spray. Water as often as necessary to maintain root systems in a moist, but not overly-wet condition.


A. Field Measurements: Verify actual grade elevations, service and utility locations, irrigation system components, and dimensions of plantings and construction contiguous with new plantings by field measurements before proceeding with planting work.

B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions and warranty requirements.

C. Coordination with Meadow Planting: Plant trees, shrubs, and other plants after finish grades are established and before planting turf areas unless otherwise indicated.

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PLANTS 329300-6

1. When planting trees, shrubs, and other plants after planting turf areas, protect turf areas, and promptly repair damage caused by planting operations.

1.8 WARRANTY

A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period.

1. Failures include, but are not limited to, the following:

a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner, or incidents that are beyond Contractor's control.

b. Structural failures including plantings falling or blowing over.

2. Warranty Periods from Date of Planting Completion:

a. Trees, Shrubs, Vines, and Ornamental Grasses: 12 months, or completion of a single complete growing season, whichever is greater.

b. Ground Covers, Biennials, Perennials, and Other Plants: 12 months, or completion of a single complete growing season, whichever is greater.

1.9 MAINTENANCE SERVICE

A. Initial Maintenance Service: Provide maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established but for not less than maintenance period below.

1. Maintenance Period for Trees and Shrubs: From date of installation to end of Warranty Period.

2. Maintenance Period for Ground Cover and Other Plants: From date of installation to end of Warranty Period.

PART 2 - PRODUCTS

2.1 PLANT MATERIAL

A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features indicated in Plant Schedule or Plant Legend shown on Drawings and complying with ANSI Z60.1; and with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of

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PLANTS 329300-7

disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement.

1. Trees with damaged, crooked, or multiple leaders; tight vertical branches where bark is squeezed between two branches or between branch and trunk ("included bark"); crossing trunks; cut-off limbs more than 3/4 inch in diameter; or with stem girdling roots will be rejected.

2. Collected Stock: Do not use plants harvested from the wild, from native stands, from an established landscape planting, or not grown in a nursery unless otherwise indicated.

B. Provide plants of sizes, grades, and ball or container sizes complying with ANSI Z60.1 for types and form of plants required. Plants of a larger size may be used if acceptable to Architect, with a proportionate increase in size of roots or balls.

C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which shall begin at root flare according to ANSI Z60.1. Root flare shall be visible before planting.

D. Labeling: Label at least one plant of each variety, size, and caliper with a securely attached, waterproof tag bearing legible designation of common name and full scientific name, including genus and species. Include nomenclature for hybrid, variety, or cultivar, if applicable for the plant as shown on Drawings.

E. If formal arrangements or consecutive order of plants is shown on Drawings, select stock for uniform height and spread, and number the labels to assure symmetry in planting.

F. Annuals and Biennials: Provide healthy, disease-free plants of species and variety shown or listed, with well-established root systems reaching to sides of the container to maintain a firm ball, but not with excessive root growth encircling the container. Provide only plants that are acclimated to outdoor conditions before delivery and that are in bud but not yet in bloom.

2.2 INORGANIC SOIL AMENDMENTS

A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows:

1. Class: T, with a minimum of 99 percent passing through No. 8 sieve and a minimum of 75 percent passing through No. 60 sieve.

2. Class: O, with a minimum of 95 percent passing through No. 8 sieve and a minimum of 55 percent passing through No. 60 sieve.

B. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent sulfur, with a minimum of 99 percent passing through No. 6 sieve and a maximum of 10 percent passing through No. 40 sieve.

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PLANTS 329300-8

C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.

D. Aluminum Sulfate: Commercial grade, unadulterated.

E. Perlite: Horticultural perlite, soil amendment grade.

F. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90 percent passing through No. 50 sieve.

G. Sand: Clean, washed, natural or manufactured, and free of toxic materials.

H. Diatomaceous Earth: Calcined, 90 percent silica, with approximately 140 percent water absorption capacity by weight.

I. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by weight.

2.3 ORGANIC SOIL AMENDMENTS

A. Compost: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content less than or equal to 30 percent by weight; 98 percent passing through 1-inch sieve; soluble salt content of less than 5 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows:

B. Sphagnum Peat: Partially decomposed sphagnum peat moss, finely divided or granular texture, with a pH range of 3.4 to 4.8.

C. Muck Peat: Partially decomposed moss peat, native peat, or reed-sedge peat, finely divided or of granular texture, with a pH range of 6 to 7.5, and having a water-absorbing capacity of 1100 to 2000 percent.

D. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic materials.

E. Manure: Well-rotted, unleached, stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, debris, and material harmful to plant growth.

2.4 FERTILIZERS

A. Not allowed

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PLANTS 329300-9

2.5 PLANTING SOILS

A. Importing soils blended off0site will not be permitted, unless installer shows that native soils, either as-is or blended with soil amendments, will not conform with these specifications.

B. Planting Soil: ASTM D 5268 topsoil, with pH range of 5.5 to 7, a minimum of 2 percent organic material content. Verify suitability of soil to produce viable planting soil. Clean soil of roots, plants, sod, stones, clods, clay lumps, pockets of coarse sand, concrete slurry, concrete layers or chunks, cement, plaster, building debris, and other extraneous materials harmful to plant growth. Mix soil with the following soil amendments and fertilizers in the following quantities to produce planting soil:

1. Ratio of Loose Compost to Topsoil by Volume: 1:4. 2. Ratio of Loose Sphagnum Peat to Topsoil by Volume: 1:10. 3. Ratio of Loose Wood Derivatives to Topsoil by Volume: 1:10. 4. Weight of Lime per 1000 Sq. Ft.: Per soil testing lab recommendations. 5. Weight of Iron Sulfate per 1000 Sq. Ft: Per soil testing lab

recommendations. 6. Weight of Agricultural Gypsum per 1000 Sq. Ft.: Per soil testing lab

recommendations. 7. Volume of Sand per 1000 Sq. Ft.: Per soil testing lab recommendations. 8. Weight of Bonemeal per 1000 Sq. Ft.: Per soil testing lab

recommendations. 9. Weight of Superphosphate per 1000 Sq. Ft.: Per soil testing lab

recommendations. 10. Weight of Commercial Fertilizer per 1000 Sq. Ft.: Per soil testing lab

recommendations. 11. Weight of Slow-Release Fertilizer per 1000 Sq. Ft.: Per soil testing lab

recommendations.

2.6 MULCHES

A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees and shrubs, consisting of one of the following:

1. Type: Shredded hardwood, well aged. 2. Color: Natural.

B. Compost Mulch: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content less than or equal to 30 percent by weight; 98 percent passing through 1-inch sieve; soluble salt content of less than 5 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings.

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PLANTS 329300-10

2.7 PESTICIDES

A. Not Allowed

2.8 TREE STABILIZATION MATERIALS

A. Not Allowed

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine areas to receive plants for compliance with requirements and conditions affecting installation and performance.

1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.

2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions.

3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.

4. Uniformly moisten excessively dry soil that is not workable and which is too dusty.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Landscape Architect and replace with new planting soil.

3.2 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage caused by planting operations.

B. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust locations when requested, and obtain Landscape Architect's acceptance of layout before excavating or planting. Make minor adjustments as required.

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PLANTS 329300-11

3.3 PLANTING SEASONS

A. September 1 to June 15, whenever soil is not frozen or excessively wet. Do not plant oaks during fall.

3.4 PLANTING AREA ESTABLISHMENT

A. Loosen subgrade of planting areas to a minimum depth of 12 inches. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.

1. Thoroughly blend planting soil before spreading or spread topsoil, apply

soil amendments and fertilizer on surface, and thoroughly blend planting soil.

2. Spread planting soil to a depth of 12 inches but not less than required to meet finish grades after natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet.

B. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.

C. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

D. Application of Mycorrhizal Fungi: Broadcast dry product uniformly over prepared soil at the manufacturer’s recommended rate.

3.5 EXCAVATION FOR TREES AND SHRUBS

A. Planting Pits and Trenches: Excavate circular planting pits with sides sloping inward at a 45-degree angle. Excavations with vertical sides are not acceptable. Trim perimeter of bottom leaving center area of bottom raised slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball will sit on undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during excavation.

1. Excavate approximately three times as wide as ball diameter. 2. Do not excavate deeper than depth of the root ball, measured from the

root flare to the bottom of the root ball. 3. If area under the plant was initially dug too deep, add soil to raise it to the

correct level and thoroughly tamp the added soil to prevent settling.

B. Unamended subsoil removed from excavations may not be used as planting soil.

C. Obstructions: Notify Landscape Architect if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

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PLANTS 329300-12

D. Drainage: Notify Landscape Architect if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits.

3.6 TREE, SHRUB, AND VINE PLANTING

A. Before planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to where the top-most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements.

B. Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break.

C. Set stock plumb and in center of planting pit or trench with root flare 2 inches above adjacent finish grades.

1. Use amended planting soil for backfill. 2. Balled and Burlapped: After placing some backfill around root ball to

stabilize plant, carefully cut and remove burlap, rope, and wire baskets from tops of root balls and from sides, but do not remove from under root balls. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked or broken before or during planting operation.

3. Container-Grown: Carefully remove root ball from container without damaging root ball or plant.

4. Fabric Bag-Grown Stock: Carefully remove root ball from fabric bag without damaging root ball or plant. Do not use planting stock if root ball is cracked or broken before or during planting operation.

5. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.

6. Place planting tablets in each planting pit when pit is approximately one-half filled; in amounts recommended in soil reports from soil-testing laboratory. Place tablets beside the root ball about 1 inch from root tips; do not place tablets in bottom of the hole.

7. Continue backfilling process. Water again after placing and tamping final layer of soil.

D. When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope; the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill side of the root ball.

3.7 MECHANIZED TREE SPADE PLANTING

A. Trees shall be planted with an approved mechanized tree spade at the designated locations. Do not use tree spade to move trees larger than the maximum size allowed for a similar field-grown, balled-and-burlapped root-ball

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PLANTS 329300-13

diameter according to ANSI Z60.1, or larger than the manufacturer's maximum size recommendation for the tree spade being used, whichever is smaller.

B. When extracting the tree, center the trunk within the tree spade and move tree with a solid ball of earth.

C. Cut exposed roots cleanly during transplanting operations.

D. Use the same tree spade to excavate the planting hole as was used to extract and transport the tree.

E. Plant trees as shown on Drawings, following procedures in "Tree, Shrub, and Vine Planting" Article.

F. Where possible, orient the tree in the same direction as in its original location.

3.8 TREE, SHRUB, AND VINE PRUNING

A. Remove only dead, dying, or broken branches. Do not prune for shape.

B. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Landscape Architect, do not cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and prune to retain natural character.

C. Do not apply pruning paint to wounds.

3.9 GROUND COVER AND PLANT PLANTING

A. Set out and space ground cover and plants other than trees, shrubs, and vines as indicated in even rows with triangular spacing.

B. Use amended planting soil for backfill.

C. Dig holes large enough to allow spreading of roots.

D. For rooted cutting plants supplied in flats, plant each in a manner that will minimally disturb the root system but to a depth not less than two nodes.

E. Work soil around roots to eliminate air pockets and leave a slight saucer indentation around plants to hold water.

F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.

G. Protect plants from hot sun and wind; remove protection if plants show evidence of recovery from transplanting shock.

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PLANTS 329300-14

3.10 PLANTING AREA MULCHING

A. Mulch backfilled surfaces of planting areas and other areas indicated.

1. Trees and Tree-like Shrubs in Turf Areas: Apply organic mulch ring of 3-inch average thickness, with 24-inch radius around trunks or stems. Do not place mulch within 3 inches of trunks or stems.

2. Organic Mulch in Planting Areas: Apply 3-inch average thickness of mulch over whole surface of planting area, and finish level with adjacent finish grades. Do not place mulch within 3 inches of trunks or stems.

3.11 PLANT MAINTENANCE

A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings. Spray or treat as required to keep trees and shrubs free of insects and disease.

B. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence.

C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use practices to minimize the use of pesticides and reduce hazards.

D. Apply pesticides and other chemical products and biological control agents in accordance with authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.

3.12 CLEANUP AND PROTECTION

A. During planting, keep adjacent paving and construction clean and work area in an orderly condition.

B. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.

3.13 DISPOSAL

A. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally dispose of them off Owner's property.


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STORM UTILITY DRAINAGE PIPING 334100 - 1

SECTION 334100 - STORM UTILITY DRAINAGE PIPING

PART 1 - GENERAL

1.1 SUMMARY


1. Pipe and fittings. 2. Manholes. 3. Cleanouts. 4. Nonpressure transition couplings. 5. Stormwater inlets. 6. Pipe outlets.

1.2 SUBMITTALS


B. Shop Drawings:

1. Manholes: Include plans, elevations, sections, details, frames, and covers. 2. sstormwater inlets: Include plans, elevations, sections, details, frames, covers, and grates.

C. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other piping in same trench and clearances from storm drainage system piping. Indicate interface and spatial relationship between manholes, piping, and proximate structures.

D. Profile Drawings: Show system piping in elevation. Draw profiles at horizontal scale of not less than 1 inch equals 50 feet and vertical scale of not less than 1 inch equals 5 feet. Indicate manholes and piping. Show types, sizes, materials, and elevations of other utilities crossing system piping.

E. Product Certificates: For each type of cast-iron soil pipe and fitting, from manufacturer.

F. Field quality-control reports.


A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary service according to requirements indicated:

1. Notify Owner no fewer than two days in advance of proposed interruption of service. 2. Do not proceed with interruption of service without Owner's written permission.

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PART 2 - PRODUCTS

2.1 CONCRETE PIPE AND FITTINGS

A. Reinforced-Concrete Sewer Pipe and Fittings: ASTM C 76

1. Bell-and-spigot ends and gasketed joints with ASTM C 443, rubber gaskets with ASTM C 990, bitumen or butyl-rubber sealant.

2. Class IV, 3. Class V.

2.2 NONPRESSURE TRANSITION COUPLINGS

A. Comply with ASTM C 1173, elastomeric, sleeve-type, reducing or transition coupling, for joining underground nonpressure piping. Include ends of same sizes as piping to be joined, and corrosion-resistant-metal tension band and tightening mechanism on each end.

B. Sleeve Materials:

1. For Concrete Pipes: ASTM C 443, rubber. 2. For Cast-Iron Soil Pipes: ASTM C 564, rubber. 3. For Plastic Pipes: ASTM F 477, elastomeric seal or ASTM D 5926, PVC. 4. For Dissimilar Pipes: ASTM D 5926, PVC or other material compatible with pipe

materials being joined.

C. Unshielded, Flexible Couplings:

1. Description: Elastomeric sleeve with stainless-steel shear ring and corrosion-resistant-metal tension band and tightening mechanism on each end.

D. Shielded, Flexible Couplings:

1. Description: ASTM C 1460, elastomeric or rubber sleeve with full-length, corrosion-resistant outer shield and corrosion-resistant-metal tension band and tightening mechanism on each end.

E. Ring-Type, Flexible Couplings:

1. Description: Elastomeric compression seal with dimensions to fit inside bell of larger pipe and for spigot of smaller pipe to fit inside ring.

2.3 CLEANOUTS

A. Plastic Cleanouts:

1. Description: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser to cleanout of same material as sewer piping.

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2.4 MANHOLES

A. Standard Precast Concrete Manholes:

1. Description: ASTM C 478, precast, reinforced concrete, of depth indicated, with provision for sealant joints.

2. Diameter: 48 inches minimum unless otherwise indicated. 3. Ballast: Increase thickness of precast concrete sections or add concrete to base section as

required to prevent flotation. 4. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness

for walls and base riser section, and separate base slab or base section with integral floor. 5. Riser Sections: 4-inch minimum thickness, and lengths to provide depth indicated. 6. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is

indicated, and top of cone of size that matches grade rings. 7. Joint Sealant: ASTM C 990, bitumen or butyl rubber. 8. Resilient Pipe Connectors: ASTM C 923, cast or fitted into manhole walls, for each pipe

connection. 9. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both

feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 60 inches.

10. Adjusting Rings: Interlocking HDPE rings with level or sloped edge in thickness and diameter matching manhole frame and cover, and of height required to adjust manhole frame and cover to indicated elevation and slope. Include sealant recommended by ring manufacturer.

11. Grade Rings: Reinforced-concrete rings, 6- to 9-inch total thickness, to match diameter of manhole frame and cover, and height as required to adjust manhole frame and cover to indicated elevation and slope.

B. Manhole Frames and Covers:

1. Description: Ferrous; 24-inch ID by 7- to 9-inch riser with 4-inch- minimum width flange and 26-inch- diameter cover. Include indented top design with lettering cast into cover, using wording equivalent to "STORM SEWER."

2. Material: ASTM A 48/A 48M, Class 35 gray iron unless otherwise indicated.

2.5 CONCRETE

A. General: Cast-in-place concrete according to ACI 318, ACI 350/350R, and the following:

1. Cement: ASTM C 150, Type II. 2. Fine Aggregate: ASTM C 33, sand. 3. Coarse Aggregate: ASTM C 33, crushed gravel. 4. Water: Potable.

B. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum water/ cementitious materials ratio.

1. Reinforcing Fabric: ASTM A 185/A 185M, steel, welded wire fabric, plain.

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2. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (420 MPa) deformed steel.

C. Manhole Channels and Benches: Factory or field formed from concrete. Portland cement design mix, 4000 psi minimum, with 0.45 maximum water/cementitious materials ratio. Include channels and benches in manholes.

1. Channels: Concrete invert, formed to same width as connected piping, with height of vertical sides to three-fourths of pipe diameter. Form curved channels with smooth, uniform radius and slope.

a. Invert Slope: 2 percent through manhole.

2. Benches: Concrete, sloped to drain into channel.

a. Slope: 4 percent.

D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58 maximum water/cementitious materials ratio.

1. Reinforcing Fabric: ASTM A 185/A 185M, steel, welded wire fabric, plain. 2. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (420 MPa) deformed steel.

2.6 STORMWATER INLETS

A. Curb Inlets: Made with vertical curb opening, of materials and dimensions according to utility standards.

B. Gutter Inlets: Made with horizontal gutter opening, of materials and dimensions according to utility standards. Include heavy-duty frames and grates.

C. Combination Inlets: Made with vertical curb and horizontal gutter openings, of materials and dimensions according to utility standards. Include heavy-duty frames and grates.

D. Frames and Grates: Heavy duty, according to utility standards.

2.7 PIPE OUTLETS

A. Head Walls: Cast-in-place reinforced concrete, with apron and tapered sides.

B. Riprap Basins: Broken, irregularly sized and shaped, graded stone according to NSSGA's "Quarried Stone for Erosion and Sediment Control."

1. Average Size: NSSGA No. R-3, screen opening 2 inches. 2. Average Size: NSSGA No. R-4, screen opening 3 inches. 3. Average Size: NSSGA No. R-5, screen opening 5 inches.

C. Filter Stone: According to NSSGA's "Quarried Stone for Erosion and Sediment Control," No. FS-2, No. 4 screen opening, average-size graded stone.

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D. Energy Dissipaters: According to NSSGA's "Quarried Stone for Erosion and Sediment Control," No. A-1, 3-ton average weight armor stone, unless otherwise indicated.

PART 3 - EXECUTION

3.1 EARTHWORK

A. Excavation, trenching, and backfilling are specified in Division 31 Section "Earth Moving."

3.2 PIPING INSTALLATION

A. General Locations and Arrangements: Drawing plans and details indicate general location and arrangement of underground storm drainage piping. Location and arrangement of piping layout take into account design considerations. Install piping as indicated, to extent practical. Where specific installation is not indicated, follow piping manufacturer's written instructions.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements.

C. Install manholes for changes in direction unless fittings are indicated. Use fittings for branch connections unless direct tap into existing sewer is indicated.

D. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

E. When installing pipe under streets or other obstructions that cannot be disturbed, use pipe-jacking process of microtunneling.

F. Install gravity-flow, nonpressure drainage piping according to the following:

1. Install piping pitched down in direction of flow. 2. Install piping NPS 6 and larger with restrained joints at tee fittings and at changes in

direction. Use corrosion-resistant rods, pipe or fitting manufacturer's proprietary restraint system, or cast-in-place concrete supports or anchors.

3. Install piping with 12-inch minimum cover. 4. Install hub-and-spigot, cast-iron soil piping according to CISPI's "Cast Iron Soil Pipe and

Fittings Handbook." 5. Install hubless cast-iron soil piping according to CISPI 310 and CISPI's "Cast Iron Soil

Pipe and Fittings Handbook." 6. Install ductile-iron piping and special fittings according to AWWA C600 or

AWWA M41. 7. Install PE corrugated sewer piping according to ASTM D 2321. 8. Install PVC sewer piping according to ASTM D 2321 and ASTM F 1668. 9. Install nonreinforced-concrete sewer piping according to ASTM C 1479 and ACPA's

"Concrete Pipe Installation Manual."

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10. Install reinforced-concrete sewer piping according to ASTM C 1479 and ACPA's "Concrete Pipe Installation Manual."

G. Install corrosion-protection piping encasement over the following underground metal piping according to ASTM A 674 or AWWA C105:

1. Hub-and-spigot, cast-iron soil pipe and fittings. 2. Hubless cast-iron soil pipe and fittings. 3. Ductile-iron pipe and fittings. 4. Expansion joints.

3.3 PIPE JOINT CONSTRUCTION

A. Join gravity-flow, nonpressure drainage piping according to the following: 1. Join corrugated PE piping according to ASTM D 3212 for push-on joints. 2. Join reinforced-concrete sewer piping according to ACPA's "Concrete Pipe Installation

Manual" for rubber-gasketed joints. 3. Join dissimilar pipe materials with nonpressure-type flexible couplings.

3.4 CLEANOUT INSTALLATION

A. Install cleanouts and riser extensions from sewer pipes to cleanouts at grade. Use cast-iron soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron soil pipe for riser extensions to cleanouts. Install piping so cleanouts open in direction of flow in sewer pipe.

1. Use Light-Duty, top-loading classification cleanouts in earth or unpaved foot-traffic areas.

2. Use Medium-Duty, top-loading classification cleanouts in paved foot-traffic areas. 3. Use Heavy-Duty, top-loading classification cleanouts in vehicle-traffic service areas. 4. Use Extra-Heavy-Duty, top-loading classification cleanouts in roads.

B. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18 by 12 inches deep. Set with tops 1 inch above surrounding earth grade.

C. Set cleanout frames and covers in concrete pavement and roads with tops flush with pavement surface.

3.5 MANHOLE INSTALLATION

A. General: Install manholes, complete with appurtenances and accessories indicated.

B. Install precast concrete manhole sections with sealants according to ASTM C 891.

C. Where specific manhole construction is not indicated, follow manhole manufacturer's written instructions.

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D. Set tops of frames and covers flush with finished surface of manholes that occur in pavements. Set tops 3 inches above finished surface elsewhere unless otherwise indicated.

3.6 STORMWATER INLET AND OUTLET INSTALLATION

A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated.

B. Construct riprap of broken stone, as indicated.

C. Install outlets that spill onto grade, anchored with concrete, where indicated.

D. Install outlets that spill onto grade, with flared end sections that match pipe, where indicated.

E. Construct energy dissipaters at outlets, as indicated.


A. Place cast-in-place concrete according to ACI 318.

3.8 IDENTIFICATION

A. Materials and their installation are specified in Division 31 Section "Earth Moving." Arrange for installation of green warning tape directly over piping and at outside edge of underground structures.

1. Use warning tape or detectable warning tape over ferrous piping. 2. Use detectable warning tape over nonferrous piping and over edges of underground

structures.


A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches of backfill is in place, and again at completion of Project.

1. Submit separate reports for each system inspection. 2. Defects requiring correction include the following:

a. Alignment: Less than full diameter of inside of pipe is visible between structures. b. Deflection: Flexible piping with deflection that prevents passage of ball or

cylinder of size not less than 92.5 percent of piping diameter. c. Damage: Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping. e. Exfiltration: Water leakage from or around piping.

3. Replace defective piping using new materials, and repeat inspections until defects are within allowances specified.

4. Reinspect and repeat procedure until results are satisfactory.

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B. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired, for leaks and defects.

1. Do not enclose, cover, or put into service before inspection and approval. 2. Test completed piping systems according to requirements of authorities having

jurisdiction. 3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours'

advance notice. 4. Submit separate report for each test. 5. Gravity-Flow Storm Drainage Piping: Test according to requirements of authorities

having jurisdiction, UNI-B-6, and the following:

a. Exception: Piping with soiltight joints unless required by authorities having jurisdiction.

b. Option: Test plastic piping according to ASTM F 1417. c. Option: Test concrete piping according to ASTM C 924.

C. Leaks and loss in test pressure constitute defects that must be repaired.

D. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified.


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STORMWATER MANAGEMENT 334199 - 1

SECTION 334199 – STORMWATER MANAGEMENT

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes Arrange for the inspection of stormwater management (SWM) facilities during construction activities as specified and submit a SWM facility as-built certification package for each SWM facility constructed to the Administration within 45 calendar days of completing construction of all SWM facilities in the Contract.



B. Shop Drawings:

1. Manholes: Include plans, elevations, sections, details, frames, and covers. 2. Weirs and Overflow Structures: Include plans, elevations, sections, and details. 3. Catch basins and stormwater inlets. Include plans, elevations, sections, details,

frames, covers, and grates.

1.3 REFERENCE DOCUMENTS

A. Maryland Department of the Maryland Approved Stormwater Management and Erosion Control Plans and Permit.

B. Maryland Department of the Environment General Permit for Stormwater Associated with Construction Related Activities.


A. Product Certificates: For each type of product indicated, from manufacturer.

B. Field quality-control reports.

1.5 QUALITY CONTROL

A. Inspection Agency: Contractor shall engage and pay an independent Inspection Agency for complete inspection and testing of soils and compaction. The Contractor is required to notify the Owner and design Engineer 72 hours prior to the start of construction of Stormwater Management (SWM) Environmental Site Design (ESD) facilities for the purposes of the Maryland Department of the Environment As-Built requirements as indicated on the plans. Each item list in the “"As-Built Data for ESD

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Practices” requires Contractor’s notification to the Engineer prior to installation to schedule Engineer’s presence at the site.

1.1 STORMWATER MANAGEMENT CERTIFYING ENGINEER: The Certifying Engineer is responsible for the completion of the SWM facility as-built certification package. Select and designate the Certifying Engineer prior to beginning construction activities. Use a professional engineer (P.E.) registered and licensed in the State of Maryland who has at least five years of experience in SWM facility design, overseeing SWM facility construction, and certifying SWM facility as-built plans. Ensure the Certifying Engineer or his/her authorized representative is on site full-time during all activities associated with the construction of SWM facilities. Submit one copy of the Certifying Engineer’s resume to the Owner and Architect that includes following information.

1. Name of Certifying Engineer. 2. Maryland professional engineering or professional surveyor license number and

expiration date. 3. Name of employer. 4. Contact Information. 5. Relevant work experience. 6. Maryland Department of the Environment Responsible Personnel Training for

Erosion and Sediment Control (Green Card) number.

1.2 STORMWATER MANAGEMENT AS-BUILT CERTIFICATION PACKAGE: The SWM facility as-built certification package certifies that all SWM facilities on the Contract have been constructed as specified, includes pertinent documentation demonstrating the validity and accuracy of the certification, and is submitted to and accepted by the Maryland Department of the Environment.

1. The Contractor shall submit a copy of the As-Built Certification Package to the Owner and Engineer for review prior to the submission to the Maryland Department of the Environment. The contractor shall submit to the As-Built Certification Package upon direction from the Owner.

B. The Contractor shall be provide the ESD stormwater management facilities as specified and indicated on the drawings. Any deviations from the specifications and/or plans shall be corrected at no cost to the Owner.

PART 2 - PRODUCTS

2.1 STORMWATER MANAGEMENT PRODUCTS

A. As indicated on the Contract Documents.

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PART 3 - EXECUTION

3.1 STORMWATER MANAGEMENT CONSTRUCTCION

A. Prior to beginning construction of or continuing work on SWM facilities, ensure the Certifying Engineer is present. If the Certifying Engineer is not present, suspend work on SWM facilities and do not resume until the Certifying Engineer is present for the activities. Ensure that the facility features are constructed as specified in the Contract Documents. Correct any deficiencies reported by the Certifying Engineer before proceeding to the next construction activity associated with SWM facilities.

B. Submit to the Owner and Architect within 45 calendar days of completing construction of all SWM facilities in the Contract a SWM facility as-built certification package that contains the specified information for each SWM facility constructed. Incomplete SWM facility as-built certification packages will be rejected. Submit two hard copies and one digital copy in PDF format on a CD.

3.2 CONTENTS OF THE STORMWATER MANAGEMENT AS-BUILT CERTIFICACTION PACKAGE

A. The SWM facility as-built certification package includes the following content, neatly presented and organized in an easy to follow format, for each SWM facility in the Contract.

1. SWM facility construction inspection reports. 2. Accompanying photographs taken during inspections documenting construction

activities listed on the SWM Facility As-Built Certification Form with narrative descriptions of the photographs.

3. Photographs of the SWM facility after all landscaping has been installed and established along with narrative descriptions of the photographs.

4. Copies of applicable material approval forms. 5. Copies of applicable material and installation test reports or results. 6. Completed SWM facility as-built certification table. 7. As-built survey and green line revisions of the SWM facility. The as-built survey

and green line revision data must be overlaid on the appropriate Contract Plan sheet(s). Asbuilt survey and green line revision data must be green in color, clearly legible, and easily distinguishable. Printed copies must be submitted on 36 in. x 24 in. sheets.

8. Applicable supporting computations demonstrating that the functionality of the SWM facility meets the approved design requirements as noted in the approved stormwater management report for the Contract. Include any necessary revisions to the Final SWM Report.

9. Copy of documentation indicating acceptance or approval of the landscaping for the Contract.

10. Signature, seal, and date of license expiration of the professional engineer (P.E.) to certify the accuracy, validity, and completeness of the information contained in the SWM facility as-built certification package and affirms the SWM facility has

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been constructed in accordance with the Contract Documents and functions as indicated in the approved stormwater management report for the Contract.

3.3 INFORMATION SUPPLIED BY THE OWNER

A. Upon written request, the Owner will provide CADD files in AutoCAD format and the approved Final SWM Report in PDF format to facilitate completion of the SWM facility as-built certification package.

3.4 RESPONSIBILITY OF THE CERTIFYING ENGINEER

A. The Certifying Engineer performs the following activities:

1. Is present for all activities listed on the SWM as-built certification data forms and completes the entire form.

2. Prepares written inspection reports for activities. The inspection reports must include the following information.

a. The SWM facility identification number. b. The date and location of the activity. c. Photographs of the activity with narrative descriptions. d. Whether SWM facility construction matches the Contract Documents,

noting any deviations from the Contract Documents and how the deviations are addressed. Whenever deviations occur and exceed the specified tolerances, notify the Owner and Architect.

3. Completes the SWM facility as-built certification data tables in the Contract Documents.

4. Takes photographs of the completed SWM facility, including photographs documenting completed landscape planting installation and establishment, and provides a narrative description of the photographs.

5. Obtains confirmation of soil test results, particularly for compaction of SWM facility embankments, such that the results are certifiable.

6. Oversees the completion of green line as-built surveys of the completed SWM facilities. When deviations between the as-built surveys and the Contract Documents exceed the specified tolerances, complete the necessary computations to demonstrate the SWM facilities function as designed in the approved Final SWM Report and provide a written narrative justification. When the SWM facilities functionality does not meet the design functionality presented in the approved Final SWM Report, notify the Owner and Architect.

7. Provides green line revisions to the SWM facility profile information in the Contract Documents.

8. Completes any and all necessary computations to demonstrate the SWM facilities function as design in the approved Final SWM Report as well as any revisions to the report.

9. Confirms that all site improvements, flow paths, and drainage areas to each facility are in conformance to the approved design plans and report.

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3.5 STORMWATER MANAGEMENT FACILITY AS-BUILT SURVEY AND GREEN LINE REVISION REQUIREMENTS

A. Obtain the services of a Professional Land Surveyor (P.L.S.) registered and licensed in the State of Maryland to perform as-built surveys of the completed SWM facilities and include any green line revisions made during the construction of the SWM facility. As-built survey and green line revisions must be overlaid on the appropriate Contract Plan sheets at the same scale and datum. As-built surveys must include the following minimum coordinately correct information.

1. Contours. Contour intervals matching design plans and includes inflow and outflow conveyances. For shallow conveyance systems where the contours may not be appropriate, critical spot elevations and dimensions may be adequate and.

2. Includes all drainage and control structures within the SWM facility, including but not limited to inlets, manholes, risers, weirs, end sections, and end walls. Pertinent information includes but is not limited to top elevations, lengths, widths, inverts, pipe sizes, pipe materials, flow directions, orifice elevations, opening sizes, check dams, grates, and trash racks.

3. Dimensions of riprap and other areas within the SWM facility that have a surface layer of aggregate.

4. Embankment Information. Clay core locations and dimensions. 5. SWM Facility Access Roads. 6. Fences. 7. SWM Facility Profiles. Show green line data for SWM facility profiles and typical

sections including but not limited to check dam spacing, check dam top elevations, check dam dimensions, invert elevations, subdrain size, subdrain material, aggregate and soil thicknesses, materials types, and clay core dimensions. Data may be obtained by completing as-built surveys and data measured by the AB inspector. When construction tolerances are not met, re-computed water surface elevations, freeboard, and other pertinent SWM functionality data must be included.

8. Signature and seal of the PLS and acceptance signature and seal of the Certifying Engineer.

3.6 STORMWATER MANAGEMENT CONSTRUCTION TOLERANCES

A. All stormwater management facilities shall be built with the specified tolerances:

1. Earthwork. Elevations within 3 in. of elevations specified in the Contract Documents.

2. Drainage Structures. Elevations within 1.2 in. (0.1 ft). 3. Riprap. Dimensions within 6 in. of dimensions specified in the Contract

Documents. 4. Freeboard. Exact. No freeboard deviation is acceptable.

B. When construction tolerances are not met, submit a justification with documentation and computations completed by the Certifying Engineer that demonstrate the SWM facilities function as presented in the approved Final SWM Report. Information that must be examined includes but is not limited to storage volumes, discharge rates,

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detention times, water surface elevations, freeboard, and other applicable information as determined by the Certifying Engineer or requested by the Owner and Architect.

C. The Contractor shall make all necessary adjustments and repairs, at no additional cost to the owner, to bring each facility in compliance with the approved designs.

3.7 STORMWATER MANAGEMENT FACILITY MAINTENANCE

A. The Contractor shall be solely responsible for maintenance of all stormwater-related facilities until the Maryland Department of the Environment conducts the closeout inspection and releases the permit. The Contractor shall also perform any required maintenance to the facility to ensure full functionality, and any final required punch-list items as required by Owner, prior to final Owner acceptance of the facility.


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SUBDRAINAGE 334600 - 1

SECTION 334600 - SUBDRAINAGE

PART 1 - GENERAL



1.2 SUMMARY


1. Perforated-wall pipe and fittings. 2. Geotextile filter fabrics.


A. Product Data:

1. Geotextile filter fabrics.

PART 2 - PRODUCTS

2.1 PERFORATED-WALL PIPES AND FITTINGS

A. Perforated PE Pipe and Fittings:

1. NPS 6 and Smaller: ASTM F 405 or AASHTO M 252, Type CP; corrugated, for coupled joints.

2. NPS 8 and Larger: ASTM F 667; AASHTO M 252, Type CP; or AASHTO M 294, Type CP; corrugated; for coupled joints.

3. Couplings: Manufacturer's standard, band type.

B. Perforated PVC Sewer Pipe and Fittings: ASTM D 2729, bell-and-spigot nds, for loose joints.

2.2 SOIL MATERIALS

A. Soil materials are specified in Section 312000 "Earth Moving."

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2.3 GEOTEXTILE FILTER FABRICS

A. Description: Fabric of PP or polyester fibers or combination of both, with flow rate range from 110 to 330 gpm/sq. ft. when tested according to ASTM D 4491.

B. Structure Type: Nonwoven, needle-punched continuous filament.

1. Survivability: AASHTO M 288 Class 2. 2. Styles: Flat and sock.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine surfaces and areas for suitable conditions where subdrainage systems are to be installed.

B. If subdrainage is required for landscaping, locate and mark existing utilities, underground structures, and aboveground obstructions before beginning installation and avoid disruption and damage of services.

C. Verify that drainage panels installed as part of foundation wall waterproofing is properly positioned to drain into subdrainage system.

D. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 EARTHWORK

A. Excavating, trenching, and backfilling are specified in Section 312000 "Earth Moving."

3.3 PIPING INSTALLATION

A. Install piping beginning at low points of system, true to grades and alignment indicated, with unbroken continuity of invert. Bed piping with full bearing in filtering material. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions and other requirements indicated.

1. Foundation Subdrainage: Install piping level and with a minimum cover of 36 inches unless otherwise indicated.

2. Landscaping Subdrainage: Install piping pitched down in direction of flow, at a minimum slope of 0.5 percent and with a minimum cover of 36 inches unless otherwise indicated.

3. Lay perforated pipe with perforations down. 4. Excavate recesses in trench bottom for bell ends of pipe. Lay pipe with bells facing

upslope and with spigot end entered fully into adjacent bell.

B. Use increasers, reducers, and couplings made for different sizes or materials of pipes and fittings being connected. Reduction of pipe size in direction of flow is prohibited.

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C. Install thermoplastic piping according to ASTM D 2321.

3.4 PIPE JOINT CONSTRUCTION

A. Join perforated PE pipe and fittings with couplings according to ASTM D 3212 with loose banded, coupled, or push-on joints.

B. Join perforated PVC sewer pipe and fittings according to ASTM D 3212 with loose bell-and-spigot, push-on joints.

C. Special Pipe Couplings: Join piping made of different materials and dimensions with special couplings made for this application. Use couplings that are compatible with and fit materials and dimensions of both pipes.

3.5 CLEANOUT INSTALLATION

A. Comply with requirements for cleanouts specified in Section 334100 "Storm Utility Drainage Piping."

B. Cleanouts for Subdrainage:

1. Install cleanouts from piping to grade. Locate cleanouts at beginning of piping run and at changes in direction. Install fittings so cleanouts open in direction of flow in piping.

2. In vehicular-traffic areas, use NPS 4 cast-iron soil pipe and fittings for piping branch fittings and riser extensions to cleanout. Set cleanout frames and covers in a cast-in-place concrete anchor, 18 by 18 by 12 inches deep. Set top of cleanout flush with grade.

3. In nonvehicular-traffic areas, use NPS 4 PVC pipe and fittings for piping branch fittings and riser extensions to cleanout. Set cleanout frames and covers in a cast-in-place concrete anchor, 12 by 12 by 4 inches deep. Set top of cleanout 1 inch above grade.

4. Comply with requirements for concrete specified in Section 033000 "Cast-in-Place Concrete."

3.6 CONNECTIONS

A. Comply with requirements for piping specified in Section 334100 "Storm Utility Drainage Piping." Drawings indicate general arrangement of piping, fittings, and specialties.

3.7 IDENTIFICATION

A. Arrange for installation of green warning tapes directly over piping. Comply with requirements for underground warning tapes specified in specified in Section 312000 "Earth Moving."

1. Install PE warning tape or detectable warning tape over ferrous piping. 2. Install detectable warning tape over nonferrous piping and over edges of underground

structures.

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A. Tests and Inspections:

1. After installing drainage course to top of piping, test drain piping with water to ensure free flow before backfilling.

2. Remove obstructions, replace damaged components, and repeat test until results are satisfactory.

B. Drain piping will be considered defective if it does not pass tests and inspections.

C. Prepare test and inspection reports.

3.9 CLEANING

A. Clear interior of installed piping and structures of dirt and other superfluous material as work progresses. Maintain swab or drag in piping and pull past each joint as it is completed. Place plugs in ends of uncompleted pipe at end of each day or when work stops.


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