Greenleaf_St-SpecProvs-Ch1-2023-11-17.pdf

Mt. Washington Landslide Mitigation – Greenleaf Street Site Special Provision Table of Contents

Item No. Description Page No.

PREFACE TO CONTRACTOR SPECIAL PROVISIONS 3

NOTICE TO CONTRACTOR 4

4201-0001 CLEARING AND GRUBBING, TO GROUND SURFACE AND 5

BOUNDARY STAKING

4223-0001 GEOSYNTHETIC REINFORCED SOIL SLOPE, TYPE A, 6

EXCAVATION NOT INCLUDED

4802-0003 TOPSOIL FURNISHED AND PLACED, MODIFIED 7

5007-0330 MICROPILES 7” DIAMETER, PLAIN STEEL 8

8914-0001 DESIGN TRAFFIC CONTROL PLAN 9-10

8915-0001 CONSTRUCTION OF MAINTENANCE AND PROTECTION 11

OF TRAFFIC

9000-0001 SOIL NAILS 12-19

9000-0002 HIGH TENSILE STEEL WIRE MESH 20-21

9000-0003 DEEP SOIL MIXING - TREATMENT AREA 1 22-35

9000-0004 DEEP SOIL MIXING - TREATMENT AREA 2 22-35

9000-0005 DEEP SOIL MIXING - TREATMENT AREA 3 22-35

9000-0006 QUALITY CONTROL TESTING FOR DEEP SOIL MIXING 22-35

9000-0007 SELECTED BORROW EXCAVATION, 36

PTM 510 ROCK - TREATMENT AREA 1

9000-0008 SELECTED BORROW EXCAVATION, 36

PTM 510 ROCK - TREATMENT AREA 2

9000-0009 SELECTED BORROW EXCAVATION, 36

PTM 510 ROCK - TREATMENT AREA 3

9000-0010 SELECTED BORROW EXCAVATION, 37

GRANULAR EMBANKMENT - TREATMENT AREA 1

9000-0011 SELECTED BORROW EXCAVATION, 37

GRANULAR EMBANKMENT - TREATMENT AREA 2

9000-0012 SELECTED BORROW EXCAVATION, 37

GRANULAR EMBANKMENT - TREATMENT AREA 3

9000-0029 SELECTED BORROW EXCAVATION, 37

GRANULAR EMBANKMENT - TRAIL SURFACE AND BACKFILL

9000-0013 CLASS 1 EXCAVATION - TREATMENT AREA 1 38

9000-0014 CLASS 1 EXCAVATION - TREATMENT AREA 2 38

9000-0015 CLASS 1 EXCAVATION - TREATMENT AREA 3 38

9000-0016 GEOTEXTILE, CLASS 4, TYPE A - TREATMENT AREA 1 39

9000-0017 GEOTEXTILE, CLASS 4, TYPE A - TREATMENT AREA 2 39

9000-0018 GEOTEXTILE, CLASS 4, TYPE A - TREATMENT AREA 3 39

9000-0019 STEEP SLOPE NATIVE SEED MIX - TREATMENT AREA 1 40

9000-0020 STEEP SLOPE NATIVE SEED MIX - TREATMENT AREA 2 40

9000-0021 STEEP SLOPE NATIVE SEED MIX - TREATMENT AREA 3 40

9000-0028 STEEP SLOPE NATIVE SEED MIX 40

9000-0022 TOPSOIL FURNISHED AND PLACED, 41

MODIFIED - TREATMENT AREA 1

9000-0023 TOPSOIL FURNISHED AND PLACED, 41

MODIFIED - TREATMENT AREA 2

9000-0024 TOPSOIL FURNISHED AND PLACED, 41

MODIFIED - TREATMENT AREA 3

9000-0025 TEMPORARY SHORT-TERM, ROLLED EROSION CONTROL 42

PRODUCT, TYPE 2D - TREATMENT AREA 1

9000-0026 TEMPORARY SHORT-TERM, ROLLED EROSION CONTROL 42

PRODUCT, TYPE 2D - TREATMENT AREA 2

9000-0027 TEMPORARY SHORT-TERM, ROLLED EROSION CONTROL 42

PRODUCT, TYPE 2D - TREATMENT AREA 3

9000-0030 RUMBLE PAD CONSTRUCTION ENTRANCE 43

9000-0031 CONCRETE DEEP CURB, 4" HEIGHT 44

9000-0032 CONCRETE DEEP CURB, 7" HEIGHT 44

9000-0033 TREE PLANTINGS – ORNAMENTAL FRUIT TREES 45-46

9000-0034 TREE PLANTINGS – DECIDUOUS SHADE TREES 45-46

9000-0035 TREE PLANTINGS – EVERGREEN TREES 45-46

9005-0600 PREDRILING FOR UNFORESEEN OBSTRUCTIONS, EARTH 47

DRILLING

9301-0006 REINFORCED CEMENT CONCRETE BASE COURSE, 10" DEPTH 48

PREFACE TO CONTRACT SPECIAL PROVISIONS

Special Provisions for the Mt. Washington Landslide Mitigation – Greenleaf Street Project reference the Pennsylvania Department of Transportation (PennDOT) Publication 408, 2020 through Change No. 6 as located online as follows:

https://www.dot.state.pa.us/public/PubsForms/Publications/Pub_408/408_2020/408_2020_6/408_2020_6 .pdf

Section references and specific paragraph references in the Contract Special Provisions correspond to Publication 408. Notations indicated in the Contact Special Provisions as “add the following,” “revise as follows,” or other similar notations mean that the referenced section or paragraph in Publication 408 is being modified by adding, revising, or as otherwise stated.

The first four digits of item numbers refer to the section number in Publication 408 that provides the corresponding specification for the work. In this case the PennDOT standard specifications govern the work that is to be performed. When the first four digits of the item number begin with a “4”, “5”, “8” or “9,” the work is governed by the special provision.

NOTICE TO CONTRACTOR

Suggested Field View During Bid Preparation The Contractor is recommended to field view the site to accurately identify site conditions and repair locations when preparing bids.

Access to City Owned Property The project lies within property owned by the City of Pittsburgh. Under no circumstances is the contractor permitted to go beyond the Limits of Contractor Access, as outlined in the plans, without prior approval of DOMI. Any work outside of the Limit of Disturbance (L.O.D.), as shown in the E&S Plans, requires prior approval of DOMI including, but not limited to, required permit modifications (including E&S Plans) by the contractor, the extent of the increase in L.O.D. and the planned restoration of any additional areas not covered by the contract documents.

Within the L.O.D., the contractor must obtain approval from DOMI for the removal of any trees larger than 6” in diameter prior to the start of Clearing and Grubbing operations.

ITEM 4201-0001 - CLEARING AND GRUBBING, TO GROUND SURFACE AND BOUNDARY STAKING

In accordance with PennDOT Publication 408, Section 201, except as follows:

201.1 DESCRIPTION – Add the following:

- Tree removal and grubbing above the ground surface. Excavation is not permitted during clearing and grubbing activities in order to not impact stability of the existing slope.

- Staking the boundary of the limits of contractor access.

201.2 MATERIAL – Add the following:

- Wooden stakes/posts 5 feet in length. Designed to drive satisfactorily into the ground. The Field Representative may accept alternative stakes/posts.

- Label all stakes with black permanent marker with large size lettering: L / C.A.

201.3 CONSTRUCTION – Add the following:

- Any excavation required for construction activities can only be performed in conjunction with slope treatment installation.

- Prior to beginning construction activities, place wooden stakes/posts at maximum 100’ spacing around the boundary of the limits of contractor access as designated on the contract plans. Make the stakes/posts visible to alert contractor personnel of the site working limits. Remove the stakes/posts at the conclusion of construction.

- Remove trees down to, or slightly above, the ground surface in areas required for contractor access and construction activities only. Do not clear and grub areas that are not required for those activities. Do not remove existing root systems and surrounding slope material as part of the clearing and grubbing activities.

201.4 MEASUREMENT AND PAYMENT – Lump Sum. Add the following:

Includes all appurtenant work and materials required for the work specified. If no item of work is provided in the contract, this work is incidental to the other contract items.

ITEM 4223-0001 – GEOSYNTHETIC REINFORCED SOIL SLOPE, TYPE A, EXCAVATION NOT

INCLUDED

In accordance with PennDOT Publication 408, Section 223, except as follows:

223.4 MEASUREMENT AND PAYMENT – Add the following:

Excavation for the construction of the geosynthetic reinforced soil slope is not included with this item.

Excavation will be measured and paid as Item 0203-0001 – Class 1 Excavation as shown and tabulated on the Contract Drawings.

ITEM 4802-0003 - TOPSOIL FURNISHED AND PLACED, MODIFIED

In accordance with PennDOT Publication 408, Section 802, except as follows:

802.4 MEASUREMENT AND PAYMENT – Square Yard.

END OF SPECIAL PROVISION

ITEM 5007-0330 – MICROPILES 7” DIAMETER, PLAIN STEEL

In accordance with PennDOT Publication 408, Section 1007, except as follows:

1007.1 DESCRIPTION –

Perform in accordance with Section 1007 and as follows:

Install micropiles between Station 400+50 and Station 402+50 in the locations shown on the Contract Drawings.

Remove all load testing requirements. Load testing will not be performed on the micropiles.

Remove all micropile reinforcement requirements. Do not install reinforcement in the Emerald View Trail treatment micropiles. Reinforcement of the concrete cap is not included in this item.

Reinforcement of the concrete cap is required as designated on the contract drawings and is included as separate contract items.

1007.2 MATERIAL – Add the following:

(d) Cement. Use Type II cement to provide sulfate resistance to sulfates in the groundwater.

(g) Casing. Provide full length pieces only. Splices Welded splices are not permitted.

(j) Structural Steel Plate. Provide a 12” wide x 12” long x ¾” thick, steel plate conforming to AASHTO M270 (ASTM A709) Grade 36 with a 7” diameter hole centered in the plate and with a minimum yield strength of 36,000 psi. Provide welded connections of the steel plates to the micropiles per the contract drawings.

1007.3 CONSTRUCTION –

(e) Casing and Reinforcement. Revise to read:

Splicing Welded splicing of micropiles is not permitted.

Weld the top plate to the micropiles as indicated on the contract drawings and in accordance with AWS code.

1007.4 MEASUREMENT AND PAYMENT – Add the following:

Payment includes all labor, materials, and equipment required to furnish and install the micropiles.

Revision 1 17Nov2023

ITEM 8914-0001 – DESIGN TRAFFIC CONTROL PLAN

DESCRIPTION – This work is the design and plan preparation for required maintenance and protection of traffic during construction.

A. General Designs that take advantage of any errors and/or omissions in the following requirements will not be accepted. In the event any such error, omission, or discrepancy is discovered, immediately notify the City of Pittsburgh (City) Field Representative. Failure to notify the City Field Representative will constitute a waiver of all claims for misunderstanding, ambiguities, or other situations resulting from the error, omission, or discrepancy.

Experimental or demonstration-type design concepts, products, structures, or elements not pre-approved by the City Field Representative for general usage at the time of bid, will not be allowed.

B. Design Requirements and Specifications Develop a Traffic Control Plan (TCP) for submission, review, and approval by the Municipal Traffic Engineer prior to starting construction activities in accordance with the City of Pittsburgh, Department of Mobility and Infrastructure (DOMI), Right-of-Way Procedures Manual dated May 1, 2022, Chapter 3.

Greenleaf Street is permitted to be closed between S. Main Street and Horner Street for site access, roadway reconstruction and staging under Design Traffic Control Plan.

Emerald View Trail The portion of Emerald View Trail through the construction site is required to be closed during construction.

Temporary signs are to be in accordance with PennDOT Publication 236M and sized for a Conventional Road. Modify the standard W20-3 “ROAD CLOSED” sign to read “TRAIL CLOSED” and include the trail closure signage in the Traffic Control Plan. Post signs on the trail notifying users where the trail is closed.

Contact Kara Smith ten (10) calendar days before construction begins to verify the start date for construction.

Kara Smith Principal Environmental Planner kara.smith@pittsburghpa.gov Phone: 412-255-2676

Post trail closure signs seven (7) days before the start of construction at the following locations:

Emerald View Trail access at Grandview Avenue Trailhead o 1435 Grandview Ave, Pittsburgh, PA 15211 o “TRAIL CLOSED” sign to include a W30-1-6 “AHEAD” overlay panel sign.

Emerald View Trail access at Greenleaf Street Trailhead o 1870 Greenleaf St, Pittsburgh, PA 15211 o “TRAIL CLOSED” sign to include a W30-1-4 “1/2 MILE” overlay panel sign.

Emerald View Trail for Eastbound access at the intersection with the Expedition Trail o “TRAIL CLOSED” sign to include a W30-1-6 “AHEAD” overlay panel sign.

Expedition Trail access at the end of Lizardi Way o “TRAIL CLOSED” sign to include a W30-1-3 “1500 FT” overlay panel sign.

See Pittsburgh Trails Map for locations of these features: https://gis.pittsburghpa.gov/pghtrails/

Post TRAIL CLOSED signs with a physical barricade the full width the trail 200’ feet in advance of the work area.

When construction is completed, safely remove all signs and physical barricades. Contact Kara Smith to arrange delivery of the signs and barricades for future use.

Accessing the project site from Bradley Street will be permitted as shown in the plans. Prior to construction, coordinate any impacts to Bradley Street with the Washington Heights Athletic Association (WHAA). Construction activities must not interfere with games/tournaments/events/etc. at Skookum Field.

Coordinate the field schedule with Deanna Nusser (Nusser17@verizon.net).

During construction, always maintain full access from Greenleaf Street to the privately owned billboard, which is located on the northern end of the project site and to the residence on Horner Street.

Notify the following emergency responder contact five (5) calendar days before construction begins.

Contact: Alan W. Hausman City of Pittsburgh Department of Public Safety Emergency Management/Homeland Security 2945 Railroad St.

Pittsburgh, PA 15206 Phone: 412-255-2633 Fax: 412-255-8662

MEASUREMENT AND PAYMENT – Lump Sum

Includes all appurtenant design activities required for the work specified.

ITEM 8915-0001 – CONSTRUCTION OF MAINTENANCE AND PROTECTION OF TRAFFIC

DESCRIPTION – This work is the construction of the maintenance and protection of traffic according to the approved Traffic Control Plan developed as part of the ITEM 8914-0001 - Design Traffic Control Plan.

MATERIAL – As indicated and as specified in the Traffic Control Plan.

CONSTRUCTION – In accordance with the City of Pittsburgh, Department of Mobility and Infrastructure (DOMI), Right-of-Way Procedures Manual dated May 1, 2022, Chapter 3; PennDOT Publication 408; the Special Provisions of the contract; and any additional requirements specified herein.

Do not start construction until the Traffic Control Plans stamped “Released for Construction” are transmitted by a letter indicating which work can proceed. Construction may start on stages or phases of the Traffic Control Plans provided that partial plans stamped “Released for Construction” are transmitted by a letter indicating which work can proceed.

MEASUREMENT AND PAYMENT – Lump Sum

The City of Pittsburgh will measure and pay for this item in a proportionate manner based on current estimates. If an item or device is required for maintenance and protection of traffic, the cost of the item is incidental to this item, without exception.

ITEM 9000-0001 - Soil Nails

DESCRIPTION - This work is the construction of a permanent soil nail reinforced slope at the location indicated on the Contract Drawings. Furnish labor, materials, and equipment necessary to construct the soil nail reinforced slope in accordance with this Special Provision. The specified location is Station 400+50 to Station 402+50. The required soil nail length is 15’. Install soil nails from the top down and as shown on the Geotechnical Details.

MATERIAL - Furnish materials for construction of soil nails that are new and without defects. Remove defective materials from the job site at no additional cost to the City of Pittsburgh.

(a) Production Nails. Section 709.1, 1 inch (No. 8) nominal diameter continuous threaded bar, minimum grade 80, without splices or welds. Bars are to be new, straight, undamaged, and epoxy coated. If threads are cut into a reinforcing bar, use the next larger bar number designation from that indicated at no additional cost to the City.

(b) Test Nails. Section 709.1, 1 inch (No. 8) nominal diameter continuous threaded bar, minimum grade 80, without splices or welds. Bars are to be new, straight, undamaged, and epoxy coated. If threads are cut into a reinforcing bar, use the next larger bar number designation from that indicated at no additional cost to the City.

(c) Bar Couplers. Bar couplers must develop the full ultimate tensile strength of the bar as certified by the manufacturer.

(d) Corrosion Protection.

1. Production and Test Nails. Electrostatically applied epoxy coating meeting requirements of AASHTO M284/ASTM A775. Minimum 12 Mils electrostatically applied. Bend test requirements are waived.

(e) Nuts. Heavy hex nut with spherical seat or flat nut with spherical washer, AASHTO M291, Grade B, galvanized or epoxy-coated. Beveled washers are not an acceptable substitute.

(f) Centralizers. Schedule 40 PVC; securely attached to the nail bar; spaced at 10-foot center-to-center and 3 feet from the ends of the soil nail; sized to position the nail bar within 1 inch of the center of the drillhole; sized to allow grout tube insertion to the bottom of the drillhole; and sized to allow grout to freely flow up the drillhole.

(g) Nail Grout. Provide a neat or sand/cement mixture grout with a minimum three-day compressive strength of 1700 psi and a minimum 28-day compressive strength of 3000 psi per

AASHTO T106/ASTM C109.

1. Cement. AASHTO M85/ASTM C150, Type II.

2. Fine Aggregate. Clean, natural sand, Type C in Section 703.1(c).

3. Admixtures. AASHTO M194/ASTM C494. Use admixtures only when approved by the

Engineer. Only admixtures which control bleed, improve flowability, reduce water content, and retard set in the grout will be acceptable. Do not use accelerators. Provide admixtures compatible with the grout and mixed in accordance with the manufacturer’s recommendations.

Revision 1 17Nov2023

4. Do not use accelerators. Use expansive admixtures only in grout used for filling sealed encapsulations. Provide admixtures compatible with the grout and mixed in accordance with the manufacturer's recommendations.

(h) High-Tensile Steel Wire Mesh (see High Tensile Steel Wire Mesh Special Provision).

(i) Turf Reinforcement Mat. Section 806.2(b).

(j) Schedule 80 PVC Pipe. Section 610.2(a)4.

(k) Topsoil. Section 802.2

MATERIALS HANDLING AND STORAGE -

(a) Store all soil nails on supports to keep the steel from contact with the ground. Carefully handle soil nails during unloading and storing. Carry, do not drag, nails to the hole prior to installation. Do not ground welding leads to the nail steel. Nail steel shall be protected from, and sufficiently free of dirt, rust and other deleterious substances prior to installation.

(b) Damage to the nail steel as a result of abrasion, cuts, nicks, welds and weld spatter shall be repaired in accordance with the coater's recommendations using an epoxy field repair kit approved by the epoxy manufacturer.

SUBMITTALS - Submit the following documentation to the Engineer at least 15 working days prior to the planned start of the soil nailed slope system construction:

Pre-Construction Submittals

(a) Work Plan. Submit a detailed work plan describing the tools, methods of drilling and excavation to be performed, construction sequencing including proposed verification test locations, proof testing, and schedule. Work at the project site may not proceed until the Work Plan has been approved by the Engineer.

Allow 15 working days before the planned start of construction for review and approval of submitted Work Plan.

Submit the following information to the City or Engineer as part of the Work Plan:

1. Description of the proposed nail installation method including excavation, drilling, grouting, and stressing information.

2. Details, dimensions, and schedules of nails and high-tensile steel wire mesh, including load transfer details for attaching the mesh to the nails and/or temporary support system.

3. Details, dimensions, and certifications for proposed nuts, washers, and spike plates. Ensure that appurtenance hardware is compatible.

4. Corrosion protection details for permanent protection of the nails, wire mesh, and appurtenance hardware.

5. Detailed plans for proof, creep, performance, and lift-off testing of nails showing proposed loading and measuring devices; test locations; and proposed testing procedures.

6. Border rope proposed layout and planned wire rope anchor positions.

(b) Nail Grout Mix Design including:

1. Brand and type of Portland cement.

2. Source, gradation, and quality of all aggregates, if used.

3. Proportions of mix by weight and water-cement ratio.

4. Manufacturer and brand name of all admixtures (where allowed).

5. Compressive strength results (per AASHTO T106/ASTM C109) verifying the required minimum 3- and 28-day grout compressive strengths. Previous test results for the same grout mix completed within one year of the start of work may be submitted for verification of the required compressive strengths.

(c) Nail Grout Placement Procedures and Equipment.

(d) Nailing Testing Methods and Equipment including:

1. Details of the jacking frame and appurtenant bracing.

2. Details showing methods of grouting the unbonded length of test nails after completion of testing.

3. Equipment list.

(e) Identification number and certified calibration records for each test jack and pressure gauge and load cell to be used to calibrate. Calibrate jack and pressure gauges as a unit. Calibration records must include the date tested, device identification number and calibration test results and must be certified for accuracy of at least 2% of the applied certification loads by a qualified independent testing laboratory within 90 days prior to submittal.

(f) Manufacturer Certificates of Compliance for the soil nail centralizers, epoxy coating, film protection, nuts, washers, spike plates, geocomposites, and geotextiles.

Upon delivery of nail bars to the project site, provide certified mill test results for nail bars and couplers from each heat specifying the ultimate strength, yield strength, elongation, and composition.

Testing Submittals - Provide graphs of verification and test nails plotting deflection against load to the Engineer within three working days. Plots for each nail shall include as a minimum for each load where deflection is to be measured:

1. 80% of the theoretical elastic elongation of the unbonded length of the nail.

2. Nail deflection as measured in the field.

3. Creep test plots versus time for each load increment where creep testing is performed.

CONTRACTOR'S EXPERIENCE REQUIREMENTS - The Contractor must be experienced in the construction of permanent soil nail retaining structures and have successfully constructed at least three projects in the last three years involving construction of permanent soil nail retaining structures totaling at least 10,000 square feet of wall face area and at least 500 permanent soil nails.

Should the soil nail materials, arrangement or proposed lengths be changed by the Contractor, a revised slope stabilization system shall be designed by a registered Professional Engineer with experience in the design of at least two successfully completed permanent soil nail slope projects over the past 10 years.

The slope designer may be either an employee of the Contractor or a separate Consultant Designer meeting the stated experience requirements.

Drilling operators and foreman are to have a minimum of two years’ experience installing soil nails or permanent ground anchors with the Contractor's organization. Submit documentation that project personnel have appropriate qualifications. Inadequate proof of personnel qualifications will be cause for delaying the start of work at no additional cost or consideration for time extension by the City. Changes to previously approved personnel must be approved in writing.

At least 15 working days before the planned start of soil nailed slope system construction, submit the experience qualifications and details for the referenced construction project, including a brief project description with the owner's name and current phone number. Upon receipt of the experience qualifications submittal, the Engineer will have five working days to approve or reject the proposed soil nailing Contractor.

CONSTRUCTION -

(a) Verification Testing. Perform a minimum of 2 verification tests, as specified under NAIL TESTING, on sacrificial test nails prior to initiating the installation of the production nails to ensure the adequacy of the construction procedures and design. Perform verification tests in the locations indicated in the Contract Drawings. Verification test nails must be installed at the existing ground surface prior to any excavation at the project site. Submit testing results to the Engineer for review and approval prior to proceeding with production nails. Perform verification testing as indicated in (e) below.

(b) Drainage Control. Complete all slope clearing, grubbing, preparation, and stump removal, minimizing grading as practical prior to the start of nail installation. Repair damage caused to slope construction by the failure to control surface water to the Engineer's satisfaction at no additional cost to the City.

(c) Existing Concrete Rubble. An existing layer of colluvial concrete rubble is present on the surface of the slope above the trail. The following guidance is provided for installation of soil nails through the existing layer of concrete rubble.

1. Locate individual soil nail locations as per the coordinates, spacing, and station limits in the Contract Drawings.

2. Perform soil nail construction from the top down. Excavate for the top row of soil nails as per the Contract Drawings.

3. Remove concrete rubble remaining at the final grade, as necessary, to create a flat surface for spike plate installation. Perform concrete rubble removal to the dimensions shown on the Geotechnical Details to allow for spike plate installation to be flush to the finished surface.

4. Provide a schedule 80 PVC soil nail sleeve through the layer of concrete rubble as shown on the Geotechnical Details to prevent grout loss.

5. After completion of installation and testing of the first row of nails, proceed in a similar fashion with subsequent rows from the top down. Complete installation and testing of each row of nails, installation and tensioning of mesh and other surface materials, prior to proceeding with excavation and installation of the next row.

6. Prior to testing or stressing, cure nail grout for at least 72 hours or attain at least their specified three-day compressive strength.

(d) Nail Installation. Perform utility location verification and CCTV condition surveys as required prior to performing any excavation, including drilling. Coordinate with the Engineer and the utility owner in writing for approval of any proposed adjustments. Drill indicated diameter boreholes for nails at the angle and locations on the Contract Drawings. Provide the nail length necessary to develop adequate load capacity to satisfy testing acceptance criteria for the design load required, but not less than the length indicated. Casing may be necessary to maintain a clean open hole drilled to the size and inclination shown. Drilling methods and grouting pressure are at the option of the Contractor.

Install the nails within 6" of the point of entry locations indicated. If a stump or other obstruction will prevent the successful installation of a nail at any of the locations indicated, obtain approval from the Engineer prior to relocating the nail point of entry. At the point of entry, place the nail angle within 0° to plus 3° of that indicated. Subsidence or physical damage by such operations must be cause for immediate cessation of operations and repair at no additional cost to the City.

Install schedule 80 PVC soil nail sleeve along the first 3 feet of the soil nail, as shown in the Geotechnical Details, to prevent grout loss through voids in the concrete rubble. Inject grout at the lowest point of the drill hole. Pump grout through grout tubes, casing, hollow-stem augers, and drill rods until the hole is filled to prevent air voids. Fill with grout progressively from the bottom to top. Provide grouting equipment capable of continuous mixing and producing a grout free of lumps. Place a nail in each drilled hole within 15 minutes of the grout injection.

Place centralizers at 9-foot center-to-center in total length and at 3 feet from the ends of the soil nail and ensure that no less than 1 ¾ inch of grout cover is achieved at all locations along the nail.

(e) Test production nails as necessary in accordance with procedures herein.

NAIL TESTING - Perform both verification and proof testing of test nails. Perform verification tests on sacrificial test nails as described herein and in the locations shown on the Contract Drawings. Perform proof tests on production nails as selected by the Engineer and in the locations indicated on the Contract Drawings. Do not perform nail testing until the nail grout has cured for at least 72 hours and attained at least the specified three-day compressive strength. Testing in less than 72 hours will only be allowed if the Contractor submits compressive strength test results for tests performed by a qualified independent testing laboratory, verifying that the nail grout mix being used will provide the specified three-day compressive strength in the lesser time.

Provide a temporary unbonded length (jacking length) for each verification test nail and production proof test nail as indicated on the Contract Drawings. Prior to grouting designated test nails, install free stressing sleeve as indicated to ensure full transfer of test load to design bond zone during testing. Provide a 5-foot bonded length for each verification test nail in accordance with the Contract Drawings. Provide a 10-foot bonded length for each proof test nail in accordance with the Contract Drawings.

The alignment load (AL) necessary to maintain position of the stressing and testing equipment must not exceed 0.10 times the Design Test Load (T) for verification testing and Design Test Load (P) for proof testing. Set dial gauges to "zero" after the alignment load has been applied.

The maximum test load must not exceed 90% of the guaranteed ultimate tensile strength of the nail. Monitor the jack load with a load cell. Provide the Engineer with the calibration curve before start of testing.

1. Equipment - Provide a dial gauge capable of measuring to 1/1000 inch movement. Use a hydraulic jack and gauge calibrated as a unit to apply the test load. Provide pressure gauge graduated in 10 ksf50 psi increments or less and use to measure the applied load. Apply test load incrementally. Use the load cell only in load hold situations to monitor that the load is being held at a constant value.

2. Verification Testing - Perform verification testing prior to installation of production nails to verify the Contractor's installation methods and nail pullout resistance. Perform a minimum of 2 verification tests within the residual soil. Perform verification tests at locations indicated. Install verification test nails at the existing ground surface prior to any excavation at the project site. Verification test nails will be sacrificial and not incorporated as production nails.

Incrementally load verification test nails to a maximum test load of 2.0 times the Design Test Load (T) as shown on the Contract Drawings and in accordance with the following schedule. Record soil nail movements at each load increment.

Load Hold Time AL (0.10 T max.) 1 minute

0.25 T 10 minutes

0.50 T 10 minutes

0.75 T 10 minutes

1.00 T 10 minutes

1.25 T 10 minutes

1.50 T (Creep Test) 60 minutes

1.75 T 10 minutes

2.00 T 10 minutes

Hold each load increment as specified above.

Monitor the verification test nail for creep at the 1.50 T load increment. Measure nail movements during creep portion of the test and record at 1 minute, 2, 3, 5, 6, 10, 20, 30, 50 and 60 minutes. Maintain load during the creep test within 2 percent of the intended load by use of the load cell.

The City will review all verification tests to determine if the nail is acceptableSubmit results of the verification tests, including an evaluation of the results, to the City for acceptance. A nail will be accepted if the following 3 criteria are met:

a. The total creep movement of less than 0.08 inches per log cycle of time between the 6 and 60 minute readings is measured during creep testing and the creep rate is linear or decreasing throughout the creep test load hold period.

b. The total measured movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the test nail unbonded length.

c. A pullout failure does not occur at the maximum test load. Pullout failure is defined as the load at which attempts to further increase the test load simply result in continued pullout movement of the test nail. The pullout failure load must be recorded as part of the test data.

Verification test nails are sacrificial and may not be incorporated as production nails.

3. Proof Testing - Upon completion of verification testing, perform proof testing at locations shown on the Contract Drawings, or as approved. The City reserves the right to modify the location and number of proof tests or to direct additional proof tests in the event that one or more of the designated proof tests do not meet the acceptance criteria as outlined in the specification, or the proof test was not conducted in accordance with the procedure outlined in the specification. In this event, the City expects that an additional test or tests be performed at no additional cost to validate the soil nail bond zone capacity and the Contractor's means and methods of installation. Proof test a minimum of 5 percent of production nails.

Incrementally load the proof test nail to a maximum test load of 1.5 times the Design Test Load (P) for all proof tests, as shown on the Contract Drawings and in accordance with the following schedule. Record the soil nail movement at each load increment.

Load Hold Time AL (0.10 P max) Minimum of 1 minute

0.25 P Minimum of 1 minute

0.50 P Minimum of 1 minute

0.75 P Minimum of 1 minute

1.00 P Minimum of 1 minute

1.25 P Minimum of 1 minute

1.50 P (Max. Test Load) See Below

Hold each load increment, except for the 1.5 (P) load, until the deflection stabilizes.

All load increments must be maintained within 5% of the intended load. Depending on the performance, either 10 minute or 60 minute creep tests must be performed at the maximum test load (1.50 P). The creep period must start as soon as the maximum test load is applied and the nail movement must be measured and recorded at 1 minute, 2, 3, 5, 6 and 10 minutes. Where the nail movement between 1 minute and 10 minutes exceeds 0.04 inches, the maximum test load shall be maintained an additional 50 minutes and movements must be recorded at 20 minutes, 30, 50 and 60 minutes.

The City will review all proof tests to determine if the nail is acceptableSubmit results of the proof tests, including an evaluation of the results, to the City for acceptance. A nail will be accepted if the following three criteria are met:

a. The total creep movement of less than 0.04 inches measured between the 1 and 10 minute readings or a total creep movement of less than 0.08 inches is measured between the 6 and 60 minute readings and the creep rate is linear or decreasing throughout the creep test load hold period.

b. The total measured movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the test nail unbonded length.

c. A pullout failure does not occur at the maximum test load. Pullout failure is defined as the load at which attempts to further increase the test load result in continued pullout movement of the test nail. The pullout failure load must not be recorded as part of the test data.

Grout the unbonded length of the nail to the ground surface upon completion of the proof test. Cut off the nail to be flush with the surface of the temporary excavation or the proposed ground surface in accordance with the Contract Drawings. Coat the end of the nail with epoxy coating to ensure corrosion protection for the entire nail. Successful proof tested nails meeting the above test acceptance criteria may be incorporated as production nails.

4. Acceptance Criteria - Unacceptable test results must result in modification to design and/or construction procedures. Any modifications of design or construction procedures must be at no change in the contract prices. Provide graphs of verification and proof test nails plotting deflection against load to the Engineer within three working days. Modified plans must be submitted to the City for review and approval prior to implementation.

(f) Place topsoil, seed, and turf reinforcement mat (TRM) in areas where soil nail reinforcement and mesh are installed.

(g) Place steel wire mesh facing system as indicated.

(h) After the grout has reached a compressive strength of at least 3,000 psi, tighten nut on head of installed nails to impart a 6.7 kip load into the nail.

MEASUREMENT AND PAYMENT - Each

Payment includes all labor, materials, and equipment required to furnish, install, and test the soil nails.

(a) Schedule 80 PVC pipe is considered incidental to soil nails.

(b) Topsoil, Section 802.

(c) Seeding, Section 804.

(d) Turf Reinforcement Mat, Section 806.

(e) High Tensile Steel Wire Mesh will be paid for under Item 9000-0002.

ITEM 9000-0002 - High Tensile Steel Wire Mesh

DESCRIPTION - This work consists of the installation of the wire mesh and erosion control mat at the locations indicated after completing soil nail installation. Furnish all labor, materials, and equipment required to install the wire mesh and erosion control mat as specified herein and under the Soil Nails Special Provision.

MATERIAL - Furnish materials for installation of wire mesh that is new and without defects. Remove defective materials from the job site at no additional cost to the City.

(a) Corrosion Protection. Hot-dip galvanize hardware in accordance with Section 1105.02(s)

(b) High-tensile Steel Wire Mesh Reinforcement. Steel wire mesh reinforcement system utilizing steel wire mesh facing, spike plates, connection clips, boundary ropes, spiral wire rope anchors, and other facing hardware meeting the following minimum requirements:

1. High-tensile Steel Wire Mesh (TECCO G65/3) Tensile Strength of Steel Wire Mesh: ≥150 kN/meter (5.14 tons-f/ft) Horizontal Mesh: 12 pieces per running meter (3.67 pieces/ft) Vertical Mesh: 7 pieces per running meter (2.13 pieces/ft) Wire Quality: Wire thickness d = 3.0 mm (0.118") Tensile Strength of Steel Wire: ≥1,770 N/mm2 (256,000 psi) Shape of Mesh:

Mesh width maximum: 83 mm x 143 mm [3.27" x 5.63"] Mesh opening for maximum rod diameter: 65 mm (2.56")

Corrosion Protection: Geobrugg Supercoating (95% Zn / 5% Al)

2. System Spike Plate Plate Type: Spike Plate P33 Plate Geometry: Diamond-shaped Size (Length x Width): 330 mm x 205 mm (13.0” x 8.1”) Hole Diameter: 40 mm (1.58”) Thickness: 7 mm (0.25”) Length of Spikes: Minimum 20 mm (0.75”) Longitudinal Bending Resistance: ≥2.5 kN*m (170 lb-ft) Steel Quality: S355J Corrosion Protection: Hot-dip galvanized based on EN ISO 1461, layer thickness average 55 μm (0.002”)

3. Nuts Nut Type: Heavy hex nut with spherical seat or flat nut with spherical washer, AASHTO M291, Grade B Corrosion Protection: Hot-dip galvanized or epoxy-coated

4. Connection Clips Clip Type: Connection Clips T3 Material Quality: 4 mm (0.16”) diameter high-tensile steel wire Tensile Strength of Steel Wire: ≥1,770 N/mm2 (256,000 psi) Corrosion Protection: Geobrugg Ultracoating

5. Boundary Ropes Rope Type: Heavy Type Steel Wire Rope Rope Diameter: 12 mm (0.47”) Minimum Breaking Force: 91 kN (10.23 tons-f) Corrosion Protection: Zinc coating according to DIN EN 10244-2

6. Spiral Wire Rope Anchors Anchor Specification: Spiral rope, 2-stranded, with two hot-dip galvanized steel tubes in the loop area Anchor Type: Heavy Type

Diameter: 14.5 mm (0.57”) Length: 3 m (9.84 ft.)

Working Load: 195 kN (21.92 tons-f) Corrosion Protection – Rope: Heavy galvanized in accordance with DIN EN 10244-2 (DIN 2078), minimum coating weight 255 g/m2 (0.05 lb/ft2) Corrosion Protection – Tubes: Hot-dip galvanized in accordance with EN 10240, minimum layer thickness 55 μm (0.002”) Pullout: 10 kip test load (test a minimum of 3 anchors) Spacing: 50 feet maximum

CONSTRUCTION – Install High Tensile Steel Wire Mesh in accordance with the manufacturer’s recommendations using the specified materials. Provide border ropes secured with spiral wire rope anchors. Tension the border ropes to a minimum tension of 1 kip. Recess spike plates as shown on the Contract Drawings and tighten mesh to apply tension to the mesh surface.

MEASUREMENT AND PAYMENT – Square Yard

Payment includes all labor, materials, and equipment required to furnish and install the wire mesh and associated hardware.

ITEM 9000-0003 – Deep Soil Mixing – Treatment Area 1 ITEM 9000-0004 – Deep Soil Mixing – Treatment Area 2 ITEM 9000-0005 – Deep Soil Mixing – Treatment Area 3 ITEM 9000-0006 – Quality Control Testing for Deep Soil Mixing

DESCRIPTION –

This work is the construction of deep soil mixing shear walls to stabilize the project site slope between Station 201+60 and Station 204+70 at the locations indicated on the Contract Drawings. Furnish all labor, equipment, and materials necessary to plan, design, and construct the deep mixing and associated testing, monitoring, sampling, and recording to meet the performance requirements outlined in the plans and specifications.

Allowable geometric parameters for Deep Soil Mixing (DSM) construction are outlined below:

Parameter Minimum and/or Maximum

Row 1 Values (Upper Row)

Row 2 Values (Lower Row)

Top elevation of DSM element

Minimum Varies between EL 824.0 (Sta.

202+15) and EL 820.0 (Sta.

204+70)

Varies between EL 792.0 (Sta.

203+20) and EL 794.0 (Sta.

204+70)

Bottom of mixed zone elevation

Minimum Varies between EL 815.0 (Sta.

204+26) and EL 792.2 (Sta.

201+90)

Varies between EL 778.0 (Sta.

203+00) and EL 752.6 (Sta.

204+65)

Bottom elevation of DSM element (Auger refusal/top of bedrock elevation)

Maximum Varies between EL 812.3 (Sta.

204+25) and EL 792.2 (Sta.

201+80)

Varies between EL 776.0 (Sta.

203+00) and EL 745.9 (Sta.

204+65)

Shear wall length, B Minimum

B = 30 ft (Sta. 201+72 to Sta. 203+00)

B = 15 ft (Sta. 203+00 to Sta. 204+70)

B = 15 ft

Column diameter, d Minimum d = 4 feet d = 4 feet

Clear spacing between shear walls, sshear-d

Maximum sshear-d = 5 feet sshear-d = 5 feet

Area replacement ratio within the DSM slope treatment, as,shear

Minimum as,shear = 0.4 as,shear = 0.4

Layouts and sizes of deep mixing elements that adhere to the values of the parameters outlined above, and included in the Contract Drawings, will be deemed acceptable to meet the requirements of the Engineer’s design, and additional design calculations will not be required. Determine the top elevation of individual shear wall panels based on the grading shown on the Contract Drawings. If layouts and element sizes do not adhere to these requirements, design calculations must be prepared and stamped by a professional Engineer registered in the state of Pennsylvania and retained by the Contractor. Designs specifying only deep mixed shear walls will be accepted. Designs utilizing isolated columns will not be accepted. Submit calculations to the City of Pittsburgh (the City) for review and possible approval after the contract is awarded. The City is not obligated to accept designs that fall outside the geometric limits in the plans and specifications.

MATERIAL –

Furnish materials for construction that are new and without defects. Remove defective materials from the job site at no additional cost to the City.

(a) Cement. Section 701. Conform cement binder materials to ASTM C150 low-alkali Type I/II PCC. Do not use Type III PCC. Tricalcium aluminate content must not exceed 8 percent.

(b) Water. Use only potable water in drilling, mixing cement grout, and other applications.

(c) Admixtures. Admixtures will not be allowed unless the Contractor submits documentation demonstrating the effects of the admixture and the admixture is subsequently approved by the City.

(d) Binder slurry must be a stable homogeneous mixture of approved binder (cement), approved admixtures, and water. Any proposed deviations from the submitted and approved mix design must be resubmitted for the City’s review and approval. Revalidation through laboratory or field testing is necessary for changes that exceed 10 percent of previously approved mix designs. Regardless of such changes, the Contractor is responsible for satisfying the acceptance criteria.

(e) Soil-binder mixture must be a stable mixture of binder slurry and in-situ soil. Provide the ratios and quantities of various components as required by the Submittals section of this special provision.

EQUIPMENT –

(a) Provide deep soil mixing equipment of sufficient size, capacity, and torque to perform the required deep mixing to the desired depths. Required deep mixing equipment characteristics are as follows:

Equipment must be capable of advancing through previously installed elements to achieve designed overlapping or remixing as needed and must be sufficient to maintain the necessary revolutions per minute and penetration rate at the maximum depth to achieve thorough mixing.

Mixing and injection equipment must adequately blend and distribute the binder with the in-situ soils to provide the required strength.

Mark all mixing tools to allow the City to confirm the penetration depth to within 1 ft (0.3 m) during construction. If rigs with varying mixing tool lengths are used, the shortest tools must extend to a minimum of the lowest element termination elevations, as indicated in the project plans and cross sections.

All equipment must include monitoring equipment to permit accurate and continuous monitoring, recording, and controlling of mixing tool depth, location, binder volume flow rates and factors, binder injection pressures and quantities, tool rotational speeds, tool advancement, and withdrawal rates.

Calibrate the monitoring equipment at the beginning of the project and submit the data to the

City as per the Submittals section of this special provision. Repeat equipment calibration every 3 months and submit records as required.

The City’s Representative must be allowed access to monitoring equipment.

(b) Binder materials handling and storage:

Measure, handle the transport of, and store the bulk binder (cement) in accordance with the manufacturer’s recommendations.

Store dry materials in dry containers. Protect the binder from moisture and contamination while in transit and when stored at the project site.

Transport dry materials to the project site and place in the onsite storage tanks using a closed system. Any air evacuated from the storage tanks during the loading process must be filtered before being discharged to the atmosphere.

Do not use any material that has become caked due to moisture absorption. Do not use binder materials containing lumps or foreign matter. Batch plant silos must be completely emptied when the binder source is changed before storing the new binder. Mixing binders from different sources in the same silos is not permitted.

Calibrate equipment used for proportioning during binder production prior to initial use and repeat calibration every 3 months, or every time the batch plant is relocated, whichever occurs first. Submit calibration records to the City as per the Submittals section of this special provision.

Transfer the slurry to the injection point using positive displacement pumps.

SUBMITTALS –

Pre-Construction Submittals

(a) Contractor experience profile: Submit, for review and approval, documentation evidencing the experience requirements outlined in the Contractor’s Experience Requirements section of this special

(b) Bench-scale testing report: Submit results from bench-scale tests conducted. Provide all data collected, including, at a minimum: descriptions of sampling techniques used, boring logs prepared in accordance with PennDOT Publication 222 by a PennDOT-certified drilling inspector, classifications of the colluvial and residual soils to be mixed, a photograph log showing the composition of the colluvial and residual soils to be mixed, site groundwater conditions, binder materials used, mixed design proportions, laboratory mixing techniques used, and curing curves for unconfined compressive strength versus time for each major soil type. Provide a discussion of test results, including proposed mix designs for use in the field and unconfined compressive strength laboratory test results to demonstrate that the required strengths are achieved for the colluvial and residual soils. See project site subsurface profiles for site-specific soil strata.

(c) Field validation program plan: Submit for review and approval, at least 10 days before the start of the field validation program, a field validation program plan that contains descriptions of the construction procedures, equipment, and ancillary equipment to be used for mixing and binder proportioning and injection; mix design parameters and associated soil strata to be evaluated; operational and material parameters to be monitored during field validation; a plan drawing showing the layout of the DSM test elements to be constructed; a summary of QC/QA samples to be collected and tested; and examples of the forms that will be used to document the work.

(d) Deep mixing work plan: Submit a deep mixing work plan for review and approval at least 10 days prior to the start of deep mixing work. The deep mixing work plan must be based on the results of the preconstruction testing (bench-scale and field validation program) and include the following items:

Detailed descriptions of sequence of construction and all construction procedures, equipment (catalog cut sheets), and ancillary equipment to be used to penetrate the ground, proportion and mix binders, and inject and mix the site soils.

Proposed mix design(s), including binder types, additives, fillers, reagents, and their relative proportions, and the required mixing time, water-to-binder ratio of the slurry, binder factor, and volume ratio for a deep mixed element. Proposed mix designs must address the colluvial and residual soils and utilize wet mixing methods for construction of the shear wall panels.

Proposed injection and mixing parameters, including mixing slurry rates, slurry pumping rates, air injection pressure and volume flow rates, mixing tool rotational speeds, and penetration and withdrawal rates.

Methods for controlling and recording the verticality and the top and bottom elevation of each element.

The necessary procedure and measurement to…