W912PL21B0004_Amendment0005.pdf

(SEE ITEM 13)

SARM Phase II Prado Dam Alcoa Aluminum Plant Dike Phase II W912PL21B0004 Riverside County, CA

SF 30 CONTINUATION PAGE 1 OF 1

6 August 2021 Amendment 0005

SF 30 BLOCK 14 CONTINUATION

SUMMARY OF CHANGES

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

Section Number Section Title

00 01 10 TABLE OF CONTENTS

DIVISION 01 – 48 - TECHNICAL SPECIFICATIONS

Section Number Section Title

31 09 13 GEOTECHNICAL INSTRUMENTATION AND MONITORING

32 92 19 SEEDING

APPENDIX A UTILITIES AND STREET IMPROVEMENTS

APPENDIX B SANTA ANA RIVER TRAIL

DRAWINGS

Sheet Number

Sheet Title

G-002 INDEX TO CONTRACT DRAWINGS

See index to contract drawings for drawing changes.

SARM Phase II Prado Dam Alcoa Aluminum Plant Dike Phase II

W912PL21B0004

SF-1442 - SOLICITATION AND AWARD Am1Am2 Am4

00 01 05 CERTIFICATION PAGE

00 01 10 Am1Am2Am3 Am5 00 10 00 Am1Am2Am3 00 21 00 INSTRUCTIONS Am1 00 21 13 INSTRUCTIONS TO BIDDERS Am1Am2 Am4

00 45 00 REPRESENTATION AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT Am1Am2 00 73 00 SUPPLEMENTARY CONDITIONS Am1 00 73 46 WAGE RATES Am1

01 11 00 01 22 00 01 32 01 01 33 00 01 35 26 01 42 00 01 45 00 01 45 01 01 50 00

01 57 19

01 57 30 CONSTRUCTION DEWATERING AND CONTROL OF SURFACE WATER

01 74 19 CONSTRUCTION AND WASTE MANAGEMENT AND DISPOSAL

01 78 00

03 30 00 03 30 57

05 12 00 05 50 13 05 50 15 05 59 20

09 96 23 09 97 02 Am1

31 00 00

TEMPORARY ENVIRONMENTAL CONTROLS (RIVERSIDE LEVEES REHABILITATION

PROJECT)

EARTHWORK

DIVISION 03 - CONCRETE

CAST-IN-PLACE CONCRETE

CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SUMMARY OF WORK

PRICE AND PAYMENT PROCEDURES

PROJECT SCHEDULE

DIVISION 09 - FINISHES

GRAFFITI-RESISTANT COATINGS

DIVISION 05 - METALS

STRUCTURAL STEEL

MISCELLANEOUS METAL FABRICATIONS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

CONTRACT LINE ITEM NUMBER (CLIN) SCHEDULE

TABLE OF CONTENTS

SECTION 00 01 10

RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

SUBMITTAL PROCEDURES

GOVERNMENTAL SAFETY REQUIREMENTS

SOURCES FOR REFERENCE PUBLICATIONS

QUALITY CONTROL

TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

CLOSEOUT SUBMITTALS

CIVIL WORKS FABRICATIONS

DIVISION 31 - EARTHWORK

FABRICATION OF HYDRAULIC STEEL STRUCTURES

PAINTING: HYDRAULIC STRUCTURES

6 August 2021

TABLE OF CONTENTS PAGE 1

Amendment 0005

SARM Phase II Prado Dam Alcoa Aluminum Plant Dike Phase II

W912PL21B0004

31 09 13 Am5 31 11 00

31 56 14 Am2

32 11 23 32 12 16 32 31 13 32 92 19 Am5 32 93 00

33 40 00 33 46 16

35 31 19 Am5

APPENDIX A - UTILITIES AND STREET IMPROVEMENTS

Am5

-- End of Project Table of Contents --

APPENDIX B - SANTA ANA RIVER TRAIL

DIVISION 32 - EXTERIOR IMPROVEMENTS

AGGREGATE BASE COURSE

SUBDRAINAGE PIPING

DIVISION 35 - STONE PROTECTION

STONE PROTECTION

HOT-MIX ASPHALT (HMA) FOR ROADS

CHAIN LINK FENCES AND GATES

SEEDING

EXTERIOR PLANTING

STORM DRAINAGE UTILITIES

DIVISION 33 - UTILITIES

GEOTECHNICAL INSTRUMENTATION AND MONITORING

CLEARING AND GRUBBING

SOIL-CEMENT-BENTONITE (SCB) CUTOFF WALL - DEEP MIXING

METHOD

6 August 2021

TABLE OF CONTENTS PAGE 2

Amendment 0005

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 09 13

GEOTECHNICAL INSTRUMENTATION AND MONITORING

12/19

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 GENERAL INSTRUMENTATION REQUIREMENTS

1.3.1 Instrumentation Requirements

1.3.2 Instrumentation Installation Plan

1.3.3 Instrumentation Monitoring Plan

1.3.4 Instrumentation Specialist

1.3.5 Instrumentation Acceptance

1.3.6 Training of Government Personnel

PART 2 PRODUCTS

2.1 INCLINOMETERS

2.2 VIBRATION MONITORING SYSTEM

2.3 SETTLEMENT MONUMENTS

2.4 SETTLEMENT BASES AND PIPES

2.5 PIEZOMETERS

2.6 PRESSURE CELLS

2.7 SETTLEMENT CELL

2.8 INSTRUMENTATION VAULT

2.8.1 Data Acquisition Station

2.8.2 Settlement Cell Reservoir Assembly

2.9 DATA COLLECTION DEVICE

PART 3 EXECUTION

3.1 PRE-CONSTRUCTION INSPECTION, CRACK MAPPING, SURVEY MONUMENTS, AND

FLOOR LEVEL SURVEY

3.1.1 Pre-construction Inspection

3.1.2 Crack Mapping

3.1.3 Survey Monuments

3.1.4 Floor Level Survey

3.2 INCLINOMETERS

3.2.1 General

3.2.2 Installation Requirements

3.2.3 Initial Testing and Baseline Readings

3.2.4 Inclinometer Protection

3.3 VIBRATION MONITORING

3.4 TEMPORARY MONITORING

3.4.1 General

3.4.2 Surface Settlement Points

3.4.3 Vibration Monitoring

3.4.4 Preconstruction Inspection

3.4.5 Crack Monitoring

SECTION 31 09 13 Page 1 6 August 2021 Amendment 0005

3.4.6 Monitoring Wells

3.4.7 Inclinometers

3.5 SETTLEMENT MONUMENTS

3.5.1 Settlement Monument Installation

3.5.2 Monument Cap

3.5.3 Settlement Monument Readings

3.5.4 Identification

3.6 SETTLEMENT BASES AND PIPES

3.6.1 General

3.6.2 Initial Survey

3.6.3 Settlement Pipe Installation Details

3.6.4 Post Installation Surveys

3.7 PIEZOMETERS

3.8 PRESSURE CELLS

3.9 SETTLEMENT CELLS

3.10 INSTRUMENTATION VAULT

3.11 INSTRUMENTATION TRENCH BACKFILL

3.12 MONITORING THRESHOLDS AT THE SOUTH ABUTMENT

-- End of Section Table of Contents --

SECTION 31 09 13 Page 2

SECTION 31 09 13

GEOTECHNICAL INSTRUMENTATION AND MONITORING

12/19

PART 1 GENERAL

1.1 REFERENCES

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

ASTM INTERNATIONAL (ASTM)

ASTM A36/A36M (2019) Standard Specification for Carbon Structural Steel

ASTM A53/A53M (2020) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A706/A706M (2016) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM D6230 (2013) Standard Test Method for Monitoring Ground Movement Using Probe-Type Inclinometers

Org

ASTM D7299 (2020) Standard Practice for Verifying Performance of a Vertical Inclinometer Probe

NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA)

NEMA 250 (2018) Enclosures for Electrical Equipment (1000 Volts Maximum)

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Office symbols are as follows:

EDG: Engineering Division, Geotechnical Branch

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Instrumentation Installation Plan ; G, EDG

SECTION 31 09 13 Page 3

Plan of Identification ; G, EDG

Instrumentation Specialist Qualifications ; G, EDG-D

Instrumentation Monitoring Plan ; G, EDG-D

Instrument Monitoring Plan ; G, EDG

Preconstruction Inspection Report

SD-02 Shop Drawings

Settlement Monuments ; G, EDG

Settlement Bases and Pipes ; G, EDG

Inclinometer Shop Drawings ; G, EDG-D

SD-03 Product Data

Pressure Cells ; G, EDG

Settlement Cell ; G, EDG

Instrumentation Vault ; G, EDG

Vibration Monitoring System ; G, EDG-D

Piezometers ; G, EDG-D

Inclinometer Equipment ; G, EDG-D

Data Collection Device ; G, EDG-D

SD-04 Samples

Monument Cap ; G, EDG

SD-05 Design Data

Instrumentation Equipment and Training Plan ; G, EDG

Instrumentation Monitoring Report ; G, EDG

SD-06 Test Reports

Settlement Monitoring Report ; G, EDG

SD-07 Certificates

Proof Of CA Certified Lab Certification

Inclinometer Calibration Certificates ; G, EDG-D

SECTION 31 09 13 Page 4

1.3 GENERAL INSTRUMENTATION REQUIREMENTS

1.3.1 Instrumentation Requirements

Provide required instrumentation at the locations specified. The Contracting Officer reserves the right to vary the exact location of instruments at no additional cost to the Government, but the quantity of instruments will not change. Instrumentation installation and abandonment will be in accordance with the approved Instrumentation Installation Plan.

1.3.2 Instrumentation Installation Plan

Submit an Instrumentation Installation Plan to the Contracting Officer for approval a minimum of 30 days prior to start of excavation and dewatering. The Instrumentation Installation Plan will include detailed information regarding instrumentation products, materials, layout, and installation procedures for all instrumentation to be installed or modified and abandoned. Include numbering and nomenclature on this plan.

As part of the Instrumentation Installation Plan, prepare and submit for approval complete shop drawings showing details, cross-sections, and materials. Provide details of the fabricated items and indicate these elements on the shop drawings. Prepare a description of proposed instrumentation and written step-by-step procedures for the installation of the instruments in accordance with the Manufacturer's Instructions.

1.3.3 Instrumentation Monitoring Plan

Submit a comprehensive Instrumentation Monitoring Plan containing the following:

a. Scope and purpose for instrumentation monitoring;

b. Existing site conditions that incorporates the pre-construction inspection, crack mapping, and floor level surveys;

c. Types of instruments and individual identification numbers;

d. Monitoring responsibilities for each instrument (subcontractor or otherwise) and geotechnical reviewer responsibility;

e. Frequency of readings;

f. The threshold (response and shutdown) values for each instrument;

g. Action to be taken if threshold values are reached;

h. Communication flowchart with timeline for data collection, evaluation, and reporting;

i. Plan view of all instrument locations and numbering nomenclature.

1.3.4 Instrumentation Specialist

The Contractor must obtain the services of an Instrumentation Specialist.

The Contractor's Instrumentation Specialist will approve the design and installation of all instrumentation. The Instrumentation Specialist must have at least five years of comparable instrumentation experience and must be consulted to assist in preparation of the Instrumentation Installation Plan. Submit Instrumentation Specialist Qualifications that show the Instrumentation Specialist meets these requirements. Proper installation is critical to ensure reliable, dependable, and accurate data can be obtained throughout the construction period.

Notify the Contracting Officer at least 7 calendar days in advance of instrumentation installation. The presence of Government personnel does not relieve the Contractor of the responsibility to have a geotechnical instrumentation specialist present.

SECTION 31 09 13 Page 5

1.3.5 Instrumentation Acceptance

Prior to acceptance, the instrumentation must be tested by the Contractor's instrumentation specialist. If the instrument is damaged, obstructed, or not constructed as specified, a new instrument will be installed at no additional cost to the Government. If the instrument is damaged during construction, a new instrument will be installed at no additional cost to the Government.

The Government must have access to instrument locations and the Contractor's cooperation as needed in obtaining monitoring data, including the provision of Contractor assistance, when requested.

1.3.6 Training of Government Personnel

The instrumentation specialist must submit an Instrumentation Equipment and Training Plan to train a total of three U.S. Army Corps of Engineers personnel in the proper use of the plate load test equipment and data acquisition for the piezometers, pressure cell and settlement cell. The training must be comprehensive and focus on proper use of the equipment, use of the data interpretation software, to include data reduction and error correction. Provide video recording of all aspects of the training for future users.

PART 2 PRODUCTS

2.1 INCLINOMETERS

Submit I ncl i nomet er Shop Dr awi ngs f or i ncl i nomet er casi ng i nst al l at i on and pr oduct det ai l / dat a sheet s f or I ncl i nomet er Equi pment . Submi t Inclinometer Cal i br at i on Cer t i f i cat es f or t he i ncl i nomet er pr obe and di gi t al r eadout syst em pr i or t o t he use of t he equi pment dat a col l ect i on.

For i ncl i nomet er r eadi ngs t he i ncl i nomet er must ut i l i ze a dual Mi cr o El ect r o- Mechani cal Syst em t i l t sensor wi t h associ at ed equi pment . Sensor s must have a mi ni mum r ange of ±30 degr ees, wi t h a r epeat abi l i t y mar gi n of ±0. 003 degr ees. The I ncl i nomet er must have a r esol ut i on of 0. 0002 i nches al ong wi t h a t emper at ur e r at i ng of - 40 t o +158° F. I ncl i nomet er must be composed of st ai nl ess st eel wi t h wheel base of 24 i nches. Mi ni mum cabl e l engt h of 100 f eet .

2.2 VIBRATION MONITORING SYSTEM

Pr ovi de an aut omat ed vi br at i on moni t or i ng ( AVM) syst em wi t h t he capabi l i t y t o moni t or v i br at i on cont i nuousl y, r ecor d, st or e, pr ocess, al er t , and r epor t t he peak par t i c l e vel oci t y ( PPV) wi t hout t he pr esence of an oper at or . The vi br at i on moni t or i ng syst em must be pr ot ect ed and cont ai ned wi t hi n a weat her pr oof encl osur e and i ncl ude an ext er i or sol ar panel .

The VMS must cont ai n a 35-watt , t wo 100 Amp- hour bat t er i es, a l ockabl e st eel encl osur e a t r i axi al geophone wi t h 6 f eet cabl e, and must have mi ni mum vi br at i on vel oci t y or t r i gger l evel of 0. 5 i n/ second. The di mensi ons of t he VMS must be a mi ni mum of 31 x 21 x 18 i nch. The Vi br at i on Moni t or i ng Syst em must be capabl e of oper at i ng f or weeks or mont hs of oper at i on, dependi ng on t he envi r onment .

SECTION 31 09 13 Page 6

2.3 SETTLEMENT MONUMENTS

Steel plates and shapes must be structural steel conforming to ASTM A36/A36M, galvanized or treated with a high ratio zinc silicate compound. Pipe for the settlement monuments must conform to ASTM A53/A53M.

Concrete must conform to the applicable requirements of Section 03 30 00

CAST-IN-PLACE CONCRETE.

2.4 SETTLEMENT BASES AND PIPES

Steel reinforcing for the settlement base must conform to ASTM A706/A706M .

Concrete must conform to the applicable requirements of Section 03 30 00 CAST-IN-PLACE CONCRETE. The settlement pipe must be 1.5 inches in diameter and conform to the standards of ASTM A53/A53M. The settlement pipe casing must be PVC, schedule 40.

2.5 PIEZOMETERS

Pr ovi de st andar d v i br at i ng wi r e pi ezomet er s. I ncl ude pr oduct det ai l / dat a sheet s f or pi ezomet er s and i ndi cat e el ement s of f abr i cat ed i t ems det ai l ed by t he f abr i cat or on t he shop dr awi ngs.

Pr ovi de st andar d v i br at i ng wi r e pi ezomet er s t o or compat i bl e wi t h t he appr opr i at e r ecor di ng devi ce. The r ecor di ng devi ce must have a r ange of 450 t o 6000 Her t z wi t h an accur acy of ±0. 1 Her t z. Resol ut i on of t he r ecor di ng devi ce must be 0. 1 Her t z. The t emper at ur e measur ement s r ange must be - 20 t o 120 ° C wi t h ±1° C accur acy. The devi ce must di spl ay Her t z, Her t z2, and ° C. The r ecor di ng devi ce must be abl e t o st or e at mi ni mum 8, 000 r eadi ngs wi t h I D, dat e, and t i me. The st or ed r eadi ngs must be i dent i f i ed by dat e, t i me, and sensor I D. The r ecor di ng devi ce must have an On/ Of f swi t ch wi t h aut o- of f t i mer , keypad wi t h at l east t wo keys.

Connect or s must have a panel - mount ed t er mi nal f or sensor cabl es, and at l east one DB9 connect or f or ser i al i nt er f ace cabl e. The r ecor di ng devi ce must be 9. 25 x 7. 5 x 4. 25 i nches wei ghi ng appr oxi mat el y 3. 3 pounds wi t h a mi ni mum cabl e l engt h of 100 f eet .

2.6 PRESSURE CELLS

Pr ovi de pr essur e cel l and a pr oduct det ai l / dat a sheet s f or t he pr essur e cel l and i ndi cat e el ement s of f abr i cat ed i t ems det ai l ed by t he f abr i cat or on t he shop dr awi ngs.

The pr essur e cel l s must have st andar d r anges of 70, 170, 350, 700 Ki l opascal ( 1, 2, 3, 5, 7. 5, 10, 20 Megapascal ) wi t h an over r ange of 1. 5 x Rat ed Pr essur e. Cel l di mensi ons must be 7 x 230 mi l l i met er s. The pr essur e cel l must be composed of st ai nl ess st eel wi t h a t emper at ur e r ange of - 20° C t o +158° C. The t r ansducer must be a v i br at i ng wi r e wi t h an out put r ange of 2, 000 t o 3, 000 Her t z. Tr ansducer di mensi ons must be 133 x 32 millimeters ( ?170 ki l opascal ) or 133 x 25 mi l l i met er s ( ?350 ki l opascal ) .

The r esol ut i on must be ±0. 025 per cent Fact or of Saf et y ( FS) wi t h an accur acy of ±0. 1 per cent . Li near i t y of l ess t han 0. 5 per cent FS wi t h a Typi cal Long- Range Dr i f t : <. 02 per cent FS per year . Exci t at i on vol t age must be a squar e wave of 2. 5 - 12 Vol t s, wi t h a exci t at i on f r equency of 1400- 3500 Her t z.

2.7 SETTLEMENT CELL

Provide a vented vibrating wire settlement cell. Instrumentation consists of the vibrating wire settlement cell, liquid-filled tubing, reservoir, SECTION 31 09 13 Page 7 vented signal cable, and desiccant chamber. Provide product detail/data sheets for the settlement cell and indicate elements of fabricated items detailed by the fabricator on the shop drawings.

2.8 INSTRUMENTATION VAULT

The instrumentation vault consists of the data acquisition station, settlement cell reservoir assembly, and protection measures.

2.8.1 Data Acquisition Station

Provide a data acquisition station to which the vibrating wire piezometers, pressure cell, and settlement cell can be routed. The instrumentation readout box must be fabricated of steel and feature NEMA 250 Type 4/12 protection. The box must include a data logger and multiplexer compatible with the vibrating wire pressure cell, settlement cell, and piezometers. Include the necessary software to view and interpret the instrumentation data on the tablet discussed in paragraph OTHER EQUIPMENT. Include a battery within the enclosure that is configured to run on solar power. Provide a solar panel for the data acquisition station.

2.8.2 Settlement Cell Reservoir Assembly

Provide the settlement cell reservoir assembly to be a component of the settlement cell product described in the paragraph SETTLEMENT CELLS.

2.9 DATA COLLECTION DEVICE

Fur ni sh t he f ol l owi ng dat a col l ect i on devi ce. Load t he t abl et wi t h al l sof t war e needed t o v i ew and i nt er pr et t he pi ezomet er , pr essur e cel l , and set t l ement cel l dat a. The pr oduct becomes pr oper t y of t he Gover nment upon delivery.

Fur ni sh t he f ol l owi ng dat a col l ect i on devi ce or appr oved equi val ent s t o t he Gover nment pr i or t o t he st ar t of ear t hwor k oper at i ons: a new, cur r ent year t abl et t hat has a cur r ent gener at i on mul t i cor e pr ocessor , al ong wi t h t he capaci t y t o connect t o wi - f i and wi r el ess devi ces. Devi ce must have a r ugged shock- pr oof car r y i ng case, mul t i t ouch di spl ay al ong wi t h physi cal but t ons t o cont r ol t he power , vol ume and oper at i ng syst em navi gat i on. The oper at i ng syst em and dat a col l ect i on devi ce must be compat i bl e wi t h . pdf , . doc, . docx, . x l sx and ot her commonl y used f i l e f or mat s. The dat a col l ect i on devi ce must have a mi ni mum 8GB of RAM and a mi ni mum of 64 GB of SSD st or age, have mul t i pl e USB por t s, and have mi ni mum scr een si ze of 12 i nches.

PART 3 EXECUTION

3.1 PRE-CONSTRUCTION INSPECTION, CRACK MAPPING, SURVEY MONUMENTS, AND

FLOOR LEVEL SURVEY

3.1.1 Pre-construction Inspection

Perform an inspection documenting the preconstruction condition of the buildings, retaining wall, parking lot, and hardscape features adjacent to the construction site. The Preconstruction Inspection Report will include mapping and photo documentation of any existing ground deformations and distress features.

SECTION 31 09 13 Page 8

3.1.2 Crack Mapping

Document any existing cracks, deformations, or distresses on the buildings, retaining walls, parking lot, and hardscape features with photographs, a description (offset, orientation, width), and reference to established survey monuments in the project vicinity.

3.1.3 Survey Monuments

Install 15 survey monument points on the buildings, parking lots, and hardscape features. Locations are shown on the plans and require field confirmation prior to installation from the Contractor's instrumentation specialist and a USACE geotechnical engineering representative. Use the same elevation datum as the project plans.

3.1.4 Floor Level Survey

Perform 2 floor level surveys located at both the Jenks and Meeks properties, within a 100-foot radius of the South abutment tie-in. The floor level survey should be performed prior to construction to establish a baseline contour map and again after construction to compare any potential differential movements within the building footprints resulting from construction activities. The Contractor is responsible for coordinating rights of entry and coordination with business owners.

Conduct the floor level survey with 0.05 inch accuracy.

3.2 INCLINOMETERS

3.2.1 General

Install inclinometers at the location indicated and to a depth of at least 20 feet below the bottom of the proposed excavation. Complete the inclinometer installation a minimum of 10 days prior to dewatering, excavation, and installation of excavation support. The inclinometers, installation, equipment verification, measurement method, initial readings, observations, and maintenance must conform to ASTM D6230 and ASTM D7299. Allow the Government to access instrument locations as needed to obtain monitoring data, including the provision of contractor assistance, when requested.

3.2.2 Installation Requirements

Submit step-by-step procedures for the installation of the inclinometer casings in accordance with the Manufacturer's Instructions. Do not apply buoyancy counteracting downforce at the top of the inclinometer casing. Do not rotate inclinometer casings within the boring. Align the two pairs of inclinometer casing grooves parallel and perpendicular to the excavation cut slopes or retaining wall alignment. Perform tremie grouting from the bottom up. Protect the inclinometer casings with locking standpipes or traffic rated vaults.

3.2.3 Initial Testing and Baseline Readings

After installation, test the inclinometer a dummy probe to ensure casings are free of obstructions. If the inclinometer casings are found to be damaged, obstructed, or not constructed to approved plans, drill and install new inclinometer casings at no additional cost to the Government.

Conduct initial baseline readings to ensure the inclinometer equipment is functioning properly. Baseline and subsequent inclinometer readings will

SECTION 31 09 13 Page 9 be collected by the Government.

3.2.4 Inclinometer Protection

Protect the inclinometers in place throughout the project duration, including during excavation activities. Hand compaction equipment must be utilized locally around the inclinometer during backfill and compaction activities if necessary. Repair or replace any damage caused to the inclinometers to the satisfaction of the Contracting Officer, at no additional cost to the Government.

3.3 VIBRATION MONITORING

Conduct vibration monitoring in two locations at the top of the embankment slope south abutment tie-in; one near the building located at the top of slope and one near the trash enclosure. Vibration monitoring instruments must be in place and functioning properly prior to any construction activities. Conduct baseline vibration monitoring prior to the start of construction activities.

At a minimum, include the following in each monitoring report: the unit number, date, location, PPV in inches per second along the transverse, vertical, and longitudinal directions and the corresponding times, construction activities occurring, and the highest measured vibration levels for each axis. In addition, submit the time histories of velocities analyzed to provide frequency content spectra for the three components in order to determine the corresponding predominant induced frequency due to construction operations.

Submit a bi-weekly vibration monitoring report when the source of vibrations is within a 50 foot horizontal distance of the vibration monitoring system locations. Include the date with submittal title for each bi-weekly report (i.e. "Bi-Weekly Vibration Monitoring Report YYYY-MM-DD"). Submit a comprehensive closeout vibration monitoring report at the end of construction.

3.4 TEMPORARY MONITORING

3.4.1 General

Conduct various temporary monitoring and condition surveys at private properties adjacent to both north and south abutments before and during construction. Provide baseline condition of the private properties walls, structures, and hardscape. Monitor ground and structure movements during construction. Survey and monitoring methods include photography, crack mapping, settlement monitoring, and topographic survey in the area could impact by construction. Contractor must obtain any necessary rights of entry to perform elected tasks prior to construction, and submit Instrument Monitoring Plan 15 days prior to any activity to Contracting Officer.

3.4.2 Surface Settlement Points

Install survey markers on top of the private property fences or locations near the fences structure without rights of entry to access private properties. The Contractor or Instrumentation Specialist is responsible for determining the location and number of survey markers to be placed, and frequency of reading to adequately monitor the condition of nearby structures and ground movement. The Contractor must perform an initial

SECTION 31 09 13 Page 10 survey prior to construction to serve as a baseline condition of the project site. Contractor must also obtain rights of entries to install survey markers within private property, on the hardscape in the backyard to monitor ground movement beyond TCE, and this task must considered as a contract option.

Submit Settlement Monitoring Report with survey markers position survey daily readings during dewatering, secant piles installation, sewer line replacement, and dike abutments construction. Include the date with submittal title for each bi-weekly report (i.e. "Bi-Weekly Settlement Monitoring Report YYYY-MM-DD"). Submit a comprehensive closeout settlement monitoring report as part of Instrumentation Monitoring Report at the end of construction.

3.4.3 Vibration Monitoring

Conduct vibration monitoring and evaluation at the locations indicated throughout the construction contract. Vibration monitoring instruments must be in place and functioning properly prior to any construction activities. Conduct baseline vibration monitoring prior to the start of construction activities.

At a minimum, include the following in each monitoring report: the unit number, date, location, PPV in inches per second along the transverse, vertical, and longitudinal directions and the corresponding times, construction activities occurring, and the highest measured vibration levels for each axis. In addition, submit the time histories of velocities analyzed to provide frequency content spectra for the three components in order to determine the corresponding predominant induced frequency due to construction operations.

Submit as part of Instrumentation Monitoring Report when the source of vibrations is within a 60 foot horizontal distance of the vibration monitoring system locations. Include the date with submittal title for each bi-weekly report (i.e. "Bi-Weekly Vibration Monitoring Report YYYY-MM-DD"). Submit a comprehensive closeout vibration monitoring report at the end of construction.

3.4.4 Preconstruction Inspection

Perform an inspection documenting the preconstruction condition of the private property adjacent to the north and south end of the dike tie-ins.

The Preconstruction Inspection Report must include mapping and photo documentation of any existing ground deformations and distress features.

Install survey monument points at spacing not to exceed 50 feet along the existing masonry walls at top-of-slope and the nearest residential building to the north tie-in and the south tie-in. The exact locations of the survey monument points will be determined after the pre-construction site visit. The survey coordinate system and elevation datum must match project plans.

Existing ground deformations and distress features. Record any existing cracks, deformations, or distresses on the existing masonry walls and nearest residential buildings by means of photo documentation, text description (offset, orientation, width), and reference to established survey monuments in the project vicinity.

Floor level survey. Conduct a floor level survey for the residential building closest to the north tie-in and closest to the south tie-in .

SECTION 31 09 13 Page 11

Coordinate all rights-of-entry with home owners. Conduct the floor level survey to 0.1-inch accuracy.

The Contractor is responsible for coordinating rights of entries with properties owners. Include floor level survey data and condition photography in Preconstruction Inspection Report . Task outside the construction easment is considered as a contract option.

3.4.5 Crack Monitoring

Place crack gauges at the locations indicated in the crack map prior to any construction activities. Conduct weekly survey of each crack gauges until Contract completion. Remove crack gauges at the end of monitoring period and submit monitoring report as part of Instrumentation Monitoring Report .

3.4.6 Monitoring Wells

Provide necessary protection and adequate access for the existing groundwater monitoring wells during construction in accordance to instrumentation installation plan. The USACE Geotechnical Branch will be responsible for monitoring the groundwater conditions.

3.4.7 Inclinometers

Monitoring service will be provided by secant pile designer.

3.5 SETTLEMENT MONUMENTS

3.5.1 Settlement Monument Installation

Install settlement monuments as indicated. The settlement monuments may be slightly offset from specified locations if nearby structures interfere with locations, as approved by the Contracting Officer. Monuments must not be installed until all pavement, slope protection, and related work has been completed.

For settlement monuments located on the crest, toe, or natural ground, use 3 foot sections of 3/4-inch diameter aluminum alloy rod. Drive the rod, one section at a time, and couple sections of the rod tightly to the first and continue to drive the assembly. Hand tighten the sections and then apply another one-quarter turn with a wrench or wrenches. Repeat this procedure until the driving rate reaches refusal or a maximum 9 foot depth. The last rod section must be a 3 foot finned rod section driven such that its top is 3 inches below the surface.

Refusal is defined as the depth at which the rod refuses to drive further or until a driving rate of 60 seconds or less per foot is achieved with a power reciprocating rod driver such as a Pionjar Model 120 or similar device with equivalent driving force of 26.9 foot-pounds/blow and an average of 2,500 blows per minute.

Finish the top surface of the concrete so that it slopes slightly away from the top of the access cover.

Unless otherwise specified herein, workmanship, galvanizing and welding must conform to the applicable requirements of Section 05 50 13 MISCELLANEOUS METAL FABRICATIONS. Concrete must be thoroughly consolidated and finished in a dome at the top of the pipe, so it slopes slightly away

SECTION 31 09 13 Page 12 from the top of the access cover.

3.5.2 Monument Cap

Provide a monument cap as indicated and that is compatible with the rod or pipe diameter and assembly. Drive the monument cap on the rod approximately 1 inch .

3.5.3 Settlement Monument Readings

Surveying must be to the same controls, vertical - nearest 1/1,000 foot , horizontal - nearest 1/1,000 foot , accuracy and precision as specified in paragraph SURVEY MONUMENTS. As part of the Instrumentation Monitoring Report , submit a report to the Contracting Officer the horizontal and vertical location of each settlement monument with respect to established survey monuments at the time of installation and every 30 calendar days thereafter until completion of the contract. Submit readings on approved forms to the Contracting Officer no later than 24 hours after completion of a set of readings. Conduct operations in such a manner that the settlement monuments will not be disturbed or damaged. Replace or repair any settlement monument disturbed or damaged due to negligence on the Contractor's part and reestablish the correct horizontal and vertical locations, all at the Contractor's expense. Install monuments as soon as final grade of the slope in their location is completed.

3.5.4 Identification

Furnish and install identification for each instrumentation installation.

Settlement monuments must have an identification plate. The plate will be brass or stainless steel and will be attached to the protective covers as indicated. The plate will identify the instrument number assigned by the Government, installation date, and tip or base elevation as appropriate.

Stamp the information into the plate in letters and numbers not less than 1/2 inch in height. Include an engraved "+" or similar on the plate.

Submit a Plan of Identification , including sample identification tags and plates to the Contracting Officer for approval at least 30 calendar days prior to installation.

3.6 SETTLEMENT BASES AND PIPES

3.6.1 General

Construct settlement bases, as indicated. Construct the slabs on approved foundation before any fill is placed. The exact location of the settlement bases may change and will be determined by the Contracting officer. The slabs must be level and finished to a tolerance of 3/8 inch as determined by a 10-foot straightedge.

3.6.2 Initial Survey

Conduct an initial survey of the settlement bases prior to covering.

Conduct the initial survey by a Land Surveyor licensed to practice in the State of California. Include xyz coordinates for the top of the slab at the center and all four corners. The survey must be in the same horizontal and vertical datum as the contract drawings. Provide the survey data to the Contracting Officer in both digital MicroStation file format and hard copy.

SECTION 31 09 13 Page 13

3.6.3 Settlement Pipe Installation Details

Within two weeks of bringing the embankment fill to final grade, at each location, use an approved procedure to drill and case a vertical boring from the top of the embankment. Install a settlement pipe in each cased boring. The length of each settlement pipe will be recorded with an accuracy of 0.01 feet or better prior to installation and reported to the Contracting Officer. Provide approved casing spacers. Install an approved galvanized pipe cap at both the top and bottom ends of the pipe. The pipes will sit directly on the settlement bases and the tops will be approximately 6 inches below final grade. The Instrumentation Installation Plan will indicate how the Contractor will ensure and verify that the cased borings are clear of loose soil and that the pipes are in direct contact with the surface of the concrete slab. As a minimum, use compressed air to remove loose material from the bottom of the casings prior to installation of the settlement pipes.

3.6.4 Post Installation Surveys

Within 7 days of installation, conduct an initial survey of the top of the settlement pipes and include as part of the Instrumentation Monitoring Report. The survey must be conducted by a Land Surveyor licensed to practice in the State of California. Conduct a second survey of each settlement pipe approximately two weeks after the initial survey. Conduct subsequent surveys of each settlement pipe every 4 weeks until Contract completion. The survey must be in the same horizontal and vertical datum as the contract drawings and provide to the Contracting Officer in both digital MicroStation file format and hard copy.

3.7 PIEZOMETERS

Install five vibrating wire piezometers, as indicated. Exact locations of the piezometers may change and will be determined by the Contracting officer. Install piezometers at 5, 9, 12, 15, and 18 feet below the exploration trench subgrade to provide detailed water pressure measurements. Trench and route wiring for the piezometers to the instrumentation data acquisition station per the requirements of paragraph

INSTRUMENTATION TRENCH BACKFILL.

Take readings on the piezometers after the first 10 feet of embankment fill is in place and compacted to confirm they are functioning properly prior to placement of additional fill. Take additional readings with each additional 5 feet of fill (+/- 1 foot) placed on the embankment, and within one week of bringing the embankment fill to final grade.

3.8 PRESSURE CELLS

Install a pressure cell at the foundation as indicated. Exact location of the pressure cell may change and will be determined by the contracting officer. Place the pressure cell on the compacted subgrade. The location will be surveyed prior to burying. Place pressure cell in a 1 inch bed of sand, and covered with 1 inch of sand. Unless specified otherwise by the manufacturer, the gradation of the bedding sand must have 100 percent passing the No. 4 sieve and 5 percent or less passing the No. 200 sieve.

Trench and route wiring for the pressure cell to the same data acquisition station as the piezometers per the requirements of paragraph

INSTRUMENTATION TRENCH BACKFILL.

Take readings on the in-place pressure cell after the first 12 inches of

SECTION 31 09 13 Page 14 embankment fill is in place and compacted to confirm it is functioning properly prior to placement of additional fill. Take additional readings of the pressure cell with each additional 10 feet of fill (+/- 1 foot) placed on the embankment, and within two weeks of bringing the embankment fill to final grade.

3.9 SETTLEMENT CELLS

Install settlement cells at the foundation as indicated. Exact location of the settlement cell may change and will be determined by the contracting officer. Place the settlement cell on compacted subgrade.

Place settlement cell on top of a 4 inch layer of wet fine sand and survey the exact elevation of the cell. Cover the top of the cell with at least 4 inches of hand-compacted sand. Trench and route wiring and tubing for the settlement cell to same location as the piezometers and pressure cell.

Keep above-ground runs of the tubing as short as possible, to minimize temperature changes in the fluid. Trench backfill must meet the requirement of paragraph INSTRUMENTATION TRENCH BACKFILL. Mount the reservoir for the settlement cell on a post in stable ground at least 10 feet above the elevation of the settlement cell. The reservoir must be mounted inside of the instrumentation vault.

3.10 INSTRUMENTATION VAULT

Install the instrumentation vault outside of the dike footprint, above ground, and as indicated. The data acquisition station and settlement cell reservoir assembly must be each mounted on poles with concrete post footings and enclosed with chain link fencing, a gate and lock. Include permanent protection measures to protect against unauthorized access, vandalism, and weather as necessary. Coat and seal instrumentation conduits, connections and/or wiring to prevent moisture infiltration per the manufacturer's recommendations. Provide adequate access for personnel to record instrumentation data. Protect the settlement reservoir from extreme temperatures and direct sun exposure.

3.11 INSTRUMENTATION TRENCH BACKFILL

Excavate trench for instrumentation cables a minimum of 12 inches deep by 12 inches wide. After routing the cables and/or tubing backfill with slurry cement per the requirements of Section 31 00 00 EARTHWORK, paragraph SLURRY CEMENT.

3.12 MONITORING THRESHOLDS AT THE SOUTH ABUTMENT

Threshold, response, and shutdown values are specified Table 1 for the instrumentation monitoring at the South Abutment.

Table 1. Threshold Monitoring Values

Instrument Type Measurement, unit Threshold Value

Response Value Shutdown Value

Inclinometer Horizontal Movement, inch 0.25 0.50 1.00

Vibration Monitor

PPV, inch per second 0.50 1.00 2.00

SECTION 31 09 13 Page 15

Table 1. Threshold Monitoring Values

Instrument Type Measurement, unit Threshold Value

Response Value Shutdown Value

Survey Monument Horizontal and Vertical Movement, inch

0.25 0.50 1.00

If the threshold, response, or shutdown values are reached, immediately report the occurrence and meet with the Contracting Officer.

a. For exceeded threshold values, discuss what changes, if any, to the construction means and methods are necessary to control movement or vibration.

b. For exceeded response values, actively control movement or vibration by changing the construction means and methods to prevent from reaching the shutdown values.

c. For exceeded shutdown values, stop all work immediately and implement measures to stop movement.

-- End of Section --

SECTION 31 09 13 Page 16

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 92 19

SEEDING

PART 1 GENERAL

1.1 REFERENCES

1.2 RELATED REQUIREMENTS

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Soil Test

1.5 DELIVERY, INSPECTION, STORAGE, AND HANDLING

1.5.1 Delivery

1.5.1.1 Delivered Topsoil

1.5.1.2 Soil Amendments

1.5.1.3 Pesticides

1.5.2 Inspection

1.5.3 Storage

1.5.4 Handling

PART 2 PRODUCTS

2.1 SEED

2.1.1 Seed Classification

2.1.2 Native Seed Species and Mixtures

2.1.3 Quality

2.1.4 Seed Mixing

2.1.5 Substitutions

2.2 TOPSOIL

2.3 SOIL AMENDMENTS

2.3.1 Lime

2.3.2 Aluminum Sulfate

2.3.3 Sulfur

2.3.4 Iron

2.3.5 Peat

2.3.6 Sand

2.3.7 Perlite

2.3.8 Compost Derivatives

2.3.8.1 Particle Size

2.3.8.2 Nitrogen Content

2.3.9 Gypsum

2.3.10 Calcined Clay

2.4 FERTILIZER

2.5 Wood Cellulose Fiber Mulch

2.6 ORGANIC SOIL STABILIZATION

2.6.1 100% organic plantago based soil binder for use in hydroseeding slurry

2.6.2 AM Fungi

2.7 TEMPORARY IRRIGATION DESIGN PLAN

2.8 TEMPORARY IRRIGATION WATER QUALITY TEST

2.9 PESTICIDE

SECTION 32 92 19 Page 1

PART 3 EXECUTION

3.1 INSTALLING SEED TIME AND CONDITIONS

3.1.1 Seeding Time

3.1.2 Seeding Conditions

3.1.3 Equipment

3.1.3.1 Equipment Calibration

3.2 SITE PREPARATION

3.2.1 Finished Grade and Topsoil

3.2.2 Application of Soil Amendments

3.2.3 Tillage

3.2.4 Prepared Surface

3.2.4.1 Preparation

3.2.4.2 Debris

3.2.4.3 Protection

3.2.5 Weed Abatement

3.3 TEMPORARY IRRIGATION SYSTEM INSTALLATION

3.3.1 Temporary Irrigation Pressure Test

3.3.2 Temporary Irrigation Operational Test

3.4 HYDROSEED INSTALLATION

3.4.1 Installing Seed

3.4.1.1 Hydroseeding Time Limitation

3.4.1.2 Hydroseeding

3.4.1.3 Broadcast Seeding

3.4.2 Watering Seed

3.5 QUANTITY CHECK

3.6 PESTICIDE

3.6.1 Pesticide Treatment Plan

3.6.2 Application

3.7 RESTORATION AND CLEAN UP

3.7.1 Restoration

3.7.2 Clean Up

3.8 PROTECTION OF INSTALLED AREAS

3.9 SEED ESTABLISHMENT PERIOD

3.9.1 Commencement

3.9.2 Proper Stand of Hydroseed

3.9.3 Watering During Seed Establishment Period

3.9.4 Maintenance During Establishment Period

3.9.4.1 Maintenance Plan

3.9.4.2 Pesticide Treatment

3.9.4.3 Repair or Reinstall

3.9.4.4 Maintenance Record

3.10 FINAL ACCEPTANCE

3.10.1 Preliminary Inspection

3.10.2 Final Inspection

-- End of Section Table of Contents --

SECTION 32 92 19 Page 2

SECTION 32 92 19

SEEDING

PART 1 GENERAL

1.1 REFERENCES

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.

U.S. DEPARTMENT OF AGRICULTURE (USDA)

AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act

ASTM INTERNATIONAL (ASTM)

ASTM C602 (2013a) Agricultural Liming Materials

ASTM D4427 (2018) Standard Classification of Peat Samples by Laboratory Testing

ASTM D4972 (2013) pH of Soils

ASTM D5268 (2013) Topsoil Used for Landscaping Purposes

1.2 RELATED REQUIREMENTS

Section 31 00 00 EARTHWORK applies to this section for finish grading, topsoil placement, topsoil testing and amendment requirements.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.

Office symbols are as follows:

EDD: Engineering Division, Design Branch

The following must be submitted in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Temporary Irrigation Design Plan ; G, EDD

Pesticide Treatment Plan ; G, EDD

SD-03 Product Data

Equipment

SECTION 32 92 19 Page 3

Delivery

Topsoil

Quantity Check ; G, EDD

Wood cellulose fiber mulch

Pesticide

Or gani c Soi l St abi l i zat i on

SD-04 Samples

Delivered Topsoil

SD-06 Test Reports

Equipment Calibration ; G

Soil Test ; G, EDD

Temporary Irrigation Water Quality Test ; G, EDD

Temporary Irrigation Pressure Test ; G, EDD

Temporary Irrigation Operational Test ; G, EDD

Calibration Test Results

SD-07 Certificates

Seed; G, EDD

Topsoil ; G, EDD

Soil Amendments ; G, EDD

Fertilizer ; G, EDD

Pesticide ; G, EDD

SD-10 Operation and Maintenance Data

Maintenance Plan ; G, EDD

Maintenance Record ; G, EDD

Seed Establishment Period ; G, EDD

1.4 QUALITY ASSURANCE

1.4.1 Soil Test

Test delivered topsoil, existing topsoil in smooth graded areas, and stockpiled topsoil in accordance with ASTM D5268 and ASTM D4972. Test from an independent testing laboratory for basic soil groups (moisture and saturation percentages, Nitrogen-Phosphorus-Potassium (N-P-K) ratio, pH ( ASTM D4972, soil salinity), secondary nutrient groups (calcium, SECTION 32 92 19 Page 4 magnesium, sodium, Sodium Absorption Ratio (SAR)), micronutrients (zinc, manganese, iron, copper), toxic soil elements (boron, chloride, sulfate), cation exchange and base saturation percentages, and soil amendment and fertilizer recommendations with quantities for plant material being transplanted and seeded - FOR NATIVE AND UPLAND RIPARIAN SPECIES, NOT ORNAMENTAL HORTICULTURAL SPECIES. Sample for soil testing to a maximum depth of 18 inches and a volume of 1 quart for each test. Sample areas must not be larger than 1 acre and must contain at least 6-8 cores and be thoroughly mixed. Problem areas must be sampled separately and compared with samples taken from adjacent non-problem areas. Indicate the location of sample areas on a parcel or planting map for future reference.

Imported soil, if required, must also be tested for compatibility with native soil, re-vegetation palette, and the ecology of the project area and vicinity. Samples must be tested from the project site, the proposed import source, and any combinations of mixtures of the native soil and imported soil desired for use within the site. The results of the tests must show compatibility with existing soil, re-vegetation palette and ecology of the project area and vicinity, as determined by the Corps biologist.

1.5 DELIVERY, INSPECTION, STORAGE, AND HANDLING

1.5.1 Delivery

Submit delivery schedule at least 10 calendar days prior to the first day of delivery.

1.5.1.1 Delivered Topsoil

Prior to the delivery of topsoil, verify compliance with the paragraph TOPSOIL. Submit test records for topsoil delivered to the site.

1.5.1.2 Soil Amendments

Deliver soil amendments to the site in the original, unopened containers bearing the manufacturer's chemical analysis. In lieu of containers, soil amendments may be furnished in bulk. Provide a chemical analysis for bulk deliveries.

1.5.1.3 Pesticides

Pesticide material must be delivered to the site in the original, unopened containers bearing legible labels indicating the EPA registration number and the manufacturer's registered uses.

1.5.2 Inspection

Inspect seed upon arrival at the job site for conformity to species and quality. Seed that is wet, moldy, or bears a test date five months or older, will be rejected. Inspect other materials for compliance with specified requirements. The following will be rejected: open soil amendment containers or wet soil amendments; topsoil that contains slag, cinders, stones, lumps of soil, sticks, roots, trash or other material greater than 2 inches in diameter; and topsoil that contains viable plants and plant parts. Remove rejected materials from the job site.

SECTION 32 92 19 Page 5

1.5.3 Storage

Store materials in cool, dry, designated areas away from contaminants.

Store chemical treatment material according to manufacturer's instructions and not with seeding operation materials.

1.5.4 Handling

Except for bulk deliveries, materials must not be dropped or dumped from vehicles.

PART 2 PRODUCTS

2.1 SEED

Provide seed lists to include classification, botanical name, common name, percent pure live seed, minimum percent germination and hard seed, total germination content, maximum percent weed seed content, and date tested.

2.1.1 Seed Classification

State-certified seed (of Southern California origin) of the latest season's crop, provided in original sealed packages bearing the producer's guaranteed analysis for percentages of mixture, purity, germination, hard seed, weed seed content, and inert material. Labels must be in conformance with AMS Seed Act and applicable state seed laws.

2.1.2 Native Seed Species and Mixtures

Refer to vegetation seed mixes indicated.

2.1.3 Quality

Allowable weed seed: maximum 1 percent by weight of the total mixture.

2.1.4 Seed Mixing

Seed mixing may be done by the seed supplier prior to delivery, or on site as approved.

2.1.5 Substitutions

Substitutions will not be allowed without written approval. Make all arrangements with seed vendor(s) to hold the required amount of seeds needed for the project. Verify and secure from the vendor(s) the required native seed species and quantity no later than 160 days prior to seeding operations.

2.2 TOPSOIL

Topsoil must conform to ASTM D5268. Topsoil is defined as the top 12 inches of existing surface soil. Strip and stockpile topsoil onsite and install perimeter fencing to protect from contamination, trash, and debris. Eradicate weed growth prior to placement. Per soil test recommendations, amend stockpiled topsoil to conform to the specifications. Contaminated topsoil will be rejected and replaced with additional topsoil as specified. When additional topsoil is required beyond the available topsoil from the stripping operation, topsoil must be tested, delivered and amended as recommended by the soil test(s) for the

SECTION 32 92 19 Page 6 seed specified. Topsoil must be free from slag, cinders, stones, lumps of soil, sticks, roots, trash or other material over a minimum 2 inches in diameter. All topsoil must be free from viable plants and plant parts.

2.3 SOIL AMENDMENTS

Provide composition, source and application instructions recommended by the manufacturer.