Technical Specifications, Special Provisions and ...dnhiggins.com/docs/17-7041 spec - Exhibit J -...

Technical Specifications, Special Provisions and Supplemental Terms and

Conditions

For

HALDEMAN CREEK WEIR

REPLACEMENT

Collier Co. Project No.: 60103 Collier Co. Work Order No.: 4500158645

Atkins Project No.: 100045545 Date: October 20, 2016

TABLE OF CONTENTS

Haldeman Creek Weir Replacement Technical Specifications - October 20, 2016

GENERAL TECHNICAL SPECIFICATIONS ..........................................................1

ADDITIONAL TECHNICAL SPECIFICATIONS ..................................................................... 2

SECTION 101 - MOBILIZATION ..............................................................................3

SECTION 110 - CLEARING AND GRUBBING ......................................................6

SECTION 120-SPECIAL – DITCH FINISH GRADING .........................................7 SECTION 400.1-SPECIAL – DEWATERING .........................................................8

SECTION 425 - INLETS, MANHOLES, AND JUNCTION BOXES .....................9

SECTION 515 – PEDESTRIAN/BICYLE RAILINGS, GUIDERAILS, AND HANDRAILS ...................................................................................................10

SECTION 570 - PERFORMANCE TURF .............................................................13

SECTION CF-SPECIAL – COCONUT FIBER EROSION CONTROL FABRIC ...........................................................................................................14

SECTION ELEC-SPECIAL – ELECTRICAL WORK ...........................................18

SECTION GATE-SPECIAL – HINGED CREST GATES ....................................24

SECTION GW-SPECIAL – GEOWEB STABILIZATION ....................................36

SECTION ME-SPECIAL – MODULAR ENCLOSURE ........................................47 SECTION SG-SPECIAL – STAFF GAUGES .......................................................54

SPECIAL PROVISIONS ........................................................................................................... 56

CONTROL OF THE WORK .....................................................................................57

CONTROL OF MATERIALS....................................................................................57

DISCHARGE TO OR WORK OR STRUCTURES IN NAVIGABLE WATERS OF THE U.S., WATERS OF THE U.S. AND WATERS OF THE STATE.............................................................................................................58

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – PREFERENCE TO STATE RESIDENTS .................................................59

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – E-VERIFY ...........................................................................................................59

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – SCRUTINIZED COMPANIES. ....................................................................60

PROSECUTION AND PROGRESS .......................................................................60

LIMITATIONS OF OPERATIONS – FENCING ....................................................61

SUPPLEMENTAL TERMS AND CONDITIONS ................................................................... 62

CONTROL STRUCTURE (WEIR) BENCHMARKS .............................................63 FUEL & BITUMINOUS COST ADJUSTMENTS NOT PROVIDED ...................63

PROJECT INFORMATION SIGN ...........................................................................63 MAINTENANCE OF TRAFFIC ................................................................................63

APPENDICES............................................................................................................................. 64

APPENDIX A – GEOTECHNICAL REPORT ........................................................65

Haldeman Creek Weir Replacement Technical Specifications - October 20, 2016 1

GENERAL TECHNICAL SPECIFICATIONS

INCLUSION OF FDOT STANDARD SPRCIFICATIONS

Division I – General Requirements and Covenants, Division II - Construction Details and Division III - Materials, of the 2016 Edition of the Florida Department of Transportation (“FDOT”) Standard Specifications for Road and Bridge Construction, as amended, shall apply to and form a part of this Contract. Where a FDOT Section is cited that contains references to other Sections, they shall also be included as though written herein. Revisions, deletions, and/or additions to the FDOT Standard Specifications are contained in the Technical Specifications included in this document. Where a reference is made to “Department” or “Department’s Representative” in the FDOT Standard Specifications and Technical Specifications, it shall mean “Collier County” or “Collier County’s Representative”, as applicable. Where FDOT Standard specifications refer to the “Engineer”, “Engineer of Tests”, or “Division of Tests”, it shall be understood to mean the Engineer or the Collier County. Copies of the FDOT Specification Manual and Supplements can be obtained from:

STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION

http://www.dot.state.fl.us/programmanagement/Implemented/SpecBooks/July2016/Files/716eBook.pdf Method of measurement and basis of payment for material and work performed in conformance with the FDOT Standard Specifications and Technical Specifications shall be as indicated in the BID SCHEDULE, included herein. The lump sum and/or unit cost bid shall be full compensation for labor, equipment, materials, and incidentals necessary to complete the Work in conformance with the Contract Documents. All Indexes are to be referenced from the FDOT FY 2016-17 Design Standards.

http://www.dot.state.fl.us/programmanagement/Implemented/SpecBooks/July2016/Files/716eBook.pdf

http://www.dot.state.fl.us/programmanagement/Implemented/SpecBooks/July2016/Files/716eBook.pdf


ADDITIONAL TECHNICAL

SPECIFICATIONS


SECTION 101 - MOBILIZATION

DESCRIPTION

The work specified in this Section shall conform to the FDOT Specifications referenced below. FDOT Sections 101-1 thru 101-2 The contractor shall keep and maintain one (1) copy of all project plans, drawings, specifications, addenda, written amendments, change orders, work directive orders, supplemental agreements and other written interpretations and clarifications, and shall be annotated by the Contractor to show updated construction deviations as well as design changes authorized by the Engineer during construction. The price and payment for Mobilization includes the preparation of the project Stormwater Pollution Prevention Plan and the filing of a FDEP Notice of Intent (NOI) and FDEP Notice of Termination (NOT). The Notice of Intent shall be filed prior to the first payment application. The Notice of Termination shall be filed prior to the final payment. The price and payment for Mobilization includes preparing, filing and obtaining a FDOT General Use permit (under F.A.C. 14-20.010) to perform the channel reshaping activities within the FDOT right-of-way for US 41. The price and payment for Mobilization includes the costs associated with obtaining or modifying a SFWMD dewatering permit. The price and payment for Mobilization also includes the costs associated with procuring any permits for dewatering that are for additional dewatering activities which are not specified in the dewatering permit obtained from the South Florida Water Management District for this project. The price and payment for Mobilization includes all job site set up including signage and sanitary facilities. The price and payment for Mobilization includes all labor and materials necessary for demobilization. The price and payment for Mobilization includes As-built/record drawings. As-Built/Record Drawings are to be provided to the County’s Project Manager within ten (10) days of substantial project completion. One (1) copy in the following formats: PDF, AutoCAD and a hard copy. As-built/record drawings shall be in accordance with FDOT Construction project Administration Manual, chapter 5.12. When changes to the plans are required after contract award, all final drawings, specifications, plans, surveys, reports, computation books, or documents shall be issued by a responsible Florida Professional Engineer, Licensed Architect and/or Florida licensed Surveyor and must be signed, dated, and stamped with the engineer’s and/or Surveyor’s seal as applicable. The Professional Engineer and/or Licensed Surveyor may be part of the contractor’s staff or the Engineer of Record for the contract plans. The


Engineer of record must be notified of all revisions and/or modifications made to the contract documents. During the construction of a bridge or any structure, all foundation construction records such as structure subsurface elevations (footers, sheetpile, etc.), pile driving records, shaft tip elevations, and borings shall be included as part of the as-built documents. These records provide critical information necessary for future inspection, maintenance, emergency management, enhancement, reconstruction, and/or demolition of these structures. These records shall be delivered to the Owner’s representative at the completion of the project and prior to final payment to the contractor.

The Contractor and his Florida Registered Professional Surveyor and Mapper (P.S.M.) are responsible for the Project’s As-Built/Record Drawings.

Prior to construction commencement, the Contractor shall meet with the Design Professional and P.S.M. to determine the Project’s critical points to the final As-Builts. The Contractor shall also coordinate with the Design Professional and P.S.M. to facilitate measurement at those critical Project points.

The Contractor’s Final Payment shall be withheld pending the Design Professional and P.S.M. Certification of the contracted improvements is per design.

During the progress of the work the Contractor shall keep and maintain one (1) “Approved for Construction” copy of all project plans, drawings, specifications, and any addenda, written amendments, change orders, work directives orders, supplemental agreements and other written interpretations and clarifications.

It is suggested that there be an “Approved for Construction Ghosted Plan Set” for the Contractor’s use. The Contractor shall also note to show updated construction deviations annotated in red line as well as any approved design changes authorized by the Design Professional. All deviations shall be initialed and dated by the Contractor.

All survey information depicted on the As-Built Drawings shall be collected under the direct supervision of the P.S.M. in accordance with Florida Statute Chapters 177 and 472 and Chapter 61 G-17 of the Florida Administrative Code.

The County will retain 5% of the mobilization payment until As-built/Record Drawings are submitted.

METHOD OF MEASUREMENT


Measurement of Section 101 shall be Lump Sum

BASIS OF PAYMENT Payment will be made under: Item No. 101-1 Mobilization – lump sum

END OF SECTION 101


SECTION 110 - CLEARING AND GRUBBING

DESCRIPTION

The work specified in this Section shall conform to the Specifications as referenced below from the FDOT. FDOT Sections 110-1 through 110-12 All areas of excavation, embankment and structures shown on the plans shall be cleared and grubbed under this item. All work associated with tree removal shall be included in the payment for clearing and grubbing. Pay item 110-3 (Removal of Existing Structures) includes demolition and removal of the existing Haldeman Creek weir structure and existing riprap as indicated on sheet C-3 of the plan set, and demolition and removal of the Winter Park weir as indicated on sheet C-4 of the plan set. Pay item 110-3 (Removal of Existing Structures) includes any and all dewatering activities necessary and associated with the demolition and removal of the Haldeman Creek weir structure, existing adjacent riprap, and the Winter Park weir structure.

METHOD OF MEASUREMENT Measurement of Clearing and Grubbing will be lump sum. Measurement of Removal of Existing Structures will be lump sum.

BASIS OF PAYMENT Pay Items will be made under:

Item No. 110-1-1 Clearing and Grubbing – lump sum Item No. 110-3 Removal of Existing Structures – lump sum

END OF SECTION 110


SECTION 120-SPECIAL – DITCH FINISH GRADING

DESCRIPTION

A. Final Contours: Perform finish grading in accordance with the completed contour elevations and grades shown and blend into conformation with remaining natural ground surfaces.

1. Leave all finished grading surfaces smooth and firm to drain. 2. Bring finish grades to elevations within plus or minus 0.10 foot of elevations or contours shown.

B. Surface Drainage: Perform grading outside of building or structure lines in a manner to prevent accumulation of water within the area. Where necessary or where shown, extend finish grading to ensure that water will be carried to drainage ditches, and the site area left smooth and free from depressions holding water.


Measurement will be by square yard.

BASIS OF PAYMENT

Pay Items will be made under:

Item No. 120-SPECIAL Ditch Finish Grading – per square yard

END OF SECTION 120-SPECIAL


SECTION 400.1-SPECIAL – DEWATERING

The work specified in this Section shall conform to the specifications as referenced below. Work in this section includes any and all processes, services and/or materials necessary for dewatering Haldeman Creek to construct the concrete weir structure and install the hinged gates and associated gate hardware and any other construction activities necessary to complete the project (except those items included under pay item No. 110-3). Contractor must maintain upstream water level at the site within the range of 1.0 ft NAVD and 1.7 ft NAVD during duration of construction unless the stage is lowered by natural dry season water table decline. Because the contractor may be working through the “traditional” rainy season, the Contractor will be required to have a method in place to allow stormwater to pass through the system, while maintaining work activities and also not causing adverse impacts to upstream properties. Release / discharge of water downstream into Naples Bay will be necessary during construction. No discharge of turbid water downstream will be allowed.

METHOD OF MEASUREMENT Lump Sum

BASIS OF PAYMENT Payment will be made under:

400.1-SPECIAL Dewatering – lump sum

END OF SECTION 400.1-SPECIAL


SECTION 425 - INLETS, MANHOLES, AND JUNCTION BOXES

DESCRIPTION

The work specified in this Section shall conform to the FDOT Specifications as referenced below. FDOT Section 425-1 through 425-8 The price and payment for ditch bottom inlets includes the steel grates (galvanized). All inlet grates are to be steel (galvanized) Item No. 425-SPECIAL shall be cast in place with wall thickness and steel reinforcing that meets FDOT index 232.

METHOD OF MEASUREMENT Measurement will be by each


Item No. 425-1-521 Inlet, Ditch Bottom, Type C, (< 10’) - each Item No. 425-SPECIAL Modified Control Structure (C.I.P.) - each

END OF SECTION 425


SECTION 515 – PEDESTRIAN/BICYLE RAILINGS, GUIDERAILS, AND HANDRAILS

DESCRIPTION The work specified in this Section shall conform to the FDOT Specifications referenced below. FDOT Section 515-1 thru 515-7 Pipe Handrail - Guiderail, (Aluminum) under bid item 515-1-12 shall be coated with Polyset WB HRZS Single Coat System (or approved equal). The coating shall be applied per product specifications.

WB HRZS® Single Coat System is a state-of-the art, 100% WaterBorne High Ratio Zinc Silicate coating designed to protect steel structures. Originally developed by NASA to protect launch gantries and other structures from highly corrosive coastal ocean environments, WB HRZS® Single Coat System technology has been utilized successfully on many steel structures in Offshore, Hydro, Shipbuilding, Military, and many other markets where high-performance applications are required. WB HRZS® Single Coat System provides superior corrosion resistance and heat resistance up to 400°C as a single coat system providing cathodic & galvanic corrosion protection.

Uses Superb corrosion-resistance for severe environments, such as: Marine applications (ships, off-shore rigs, dry-docks, etc.) Hydro Electric Applications, upstream and downstream UL® Certified drinking water systems Bridges (new & existing) Pipelines (buried or above ground)

Surface Preparation All surfaces to be coated prepared to a minimum SSPC-SP10 “Near-White” finish, with a minimum of 1.0 mil profile. No max. profile limitations.

FOR APPLICATION INSTRUCTIONS & EQUIPMENT, PLEASE CONSULT YOUR POLYSET TECHNICAL REPRESENTATIVE.

WB HRZS® Single Coat System Mixing While mixing, add Part B (Metallic Zinc Powder) to Part A (Silicate) with constant stirring. DO NOT ADD PART A TO PART B. After mixing, pour the product through a 40-mesh screen into a pressure pot or second pail. Continually agitate while applying mixed materials.

Product Specifications: (All readings taken at 25°C, unless noted) Part A: Liquid Silicate Binder Viscosity (cPs); ASTM D2196: 20—40 Density (Lbs./Gal.); ASTM D1475: 9.8—10.0 Appearance: Clear Liquid Part B: Fine Metallic Zinc Powder (ASTM D520, Type III) Mix Ratio: Parts by Weight: 1.00 Part A : 2.55 Part B Parts by Volume: 2.33 Part A : 1.00 Part B Mixed Properties: Viscosity (cPs): 120 ± 20 Color: Gray Density (Lbs./Gal.): 25.0 ± 0.2 Density (kg/L): 3.00 ± 0.1 Solids in Mixed Solution (wt. %): 80 ± 2 Solids in Mixed Solution (vol. %): 68 ± 2 Zinc in Dry Film (wt. %): 91 ± 2 Zinc in Dry Film (vol. %): 77 ± 2 Pot Life (Hours): 6—8 Recommended Dry Film Thickness: Please contact your Polyset Technical Representative for guidance & assistance. Drying Time: Set to touch: 15—30 Minutes Initial Cure: 2—3 Hours

Shelf Life 1 year in original unopened containers. Storage Store between 60—95°F (16—35°C).

FOR PROFESSIONAL USE ONLY Impervious gloves, protective clothing, & splash resistant goggles are recommended. Direct contact with skin should be avoided as it may cause irritation. Harmful if ingested. Keep from open flames.

Limited Warranty: Polyset Company Inc. makes no warranty, expressed or implied, including any warranty of merchantability of fitness for a particular purpose. The sole remedy of Purchaser for any claim concerning this product, including, but not limited to, claims alleging breach of warranty, negligence, strict liability or otherwise, is the replacement of product or refund of the purchase price, at the discretion of Polyset Company Inc. Any claims concerning this product shall be submitted in writing within one year of the delivery date of this product to Purchaser and any claims not presented within that period are waived by Purchaser. IN NO EVENT SHALL POLYSET COMPANY INC. BE LIABLE FOR ANY SPECIAL, INCIDENTAL, CONSEQUENTIAL (INCLUDES LOSS OF PROFITS) OR PUNITIVE DAMAGES.

Technical Bulletin Rev. Date: 10/31/2014

Key Features

Zero VOC Single coat, no topcoat required Self cure, air-dry, Forced cure if required Passes hot-seawater erosion test (MIL-P-23236) Meets or exceeds 2000 hr. salt fog without deterioration

(ASTM B117) Excellent adhesion to steel, chemical bond High Temperature resistance (400°C) Cathodic protection of steel, even in damaged areas UV Resistant NACE TM-0304 approved


METHOD OF MEASUREMENT FDOT Section 515-7 will be by linear foot

BASIS OF PAYMENT Payment will be made under: Item No. 515-1-2 Pipe Handrail - Guiderail, Aluminum – linear foot

END OF SECTION 515


SECTION 570 - PERFORMANCE TURF

DESCRIPTION

The work specified in this Section shall conform to the FDOT Specifications as referenced below. FDOT Section 570-1 through 570-9 Sod shall be watered as needed for the duration of the construction, to ensure re-growth. Sod to be placed over geoweb stabilization shall be placed in accordance with manufacturer’s specifications.

METHOD OF MEASUREMENT FDOT Section 570-8


Item No. 570-1-2 Performance Turf (Sod) - per square yard Item No. 570-SPECIAL Seashore Paspalum (Sod) – per square yard

END OF SECTION 570


SECTION CF-SPECIAL – COCONUT FIBER EROSION CONTROL FABRIC

DESCRIPTION The work specified in this section shall conform to the specifications of the American Excelsior Company (AEC) Coconut Fiber Control Fabric (or approved equal). Details are provided on subsequent pages.


METHOD OF MEASUREMENT Measurement will be by square yard.


Item No. CF-SPECIAL Coconut Fiber Erosion Control Fabric – per square yard

END OF SECTION CF-SPECIAL


SECTION ELEC-SPECIAL – ELECTRICAL WORK

DESCRIPTION The work specified in this section shall conform to plan sheet E-1 and E-2 and notes included on the plan sheets and are inclusive of all electric work to be completed. The contractor will be responsible for furnishing a Kohler 8RSVL 8 kW Generator (or approved equal) and is included in the lump sum cost of pay item. http://www.kohlergenerators.com/home-generators/products/8RESVL

http://www.kohlergenerators.com/home-generators/products/8RESVL

Models: 8RESVLMulti-Fuel

LPG/Natural Gas

Standard FeaturesD DC2 Controllerd One digital controller manages both the generator setand Model RXT transfer switch functions

d Designed for today’s most sophisticated electronics.d Electronic speed control responds quickly to varyinghousehold demand.

d Digital voltage regulation protects your sensitiveelectronics from harmonic distortion and unstable powerquality.

d Two-line, backlit LCD display with adjustable contrast iseasy to read, even in direct sunlight or low light.

d OnCuer Plus Generator Management System forremote monitoring is included with every generator.

D Kohler Engine Featuresd Kohler engine with efficient OHV designd Powerful, reliable air-cooled performanced Simple field conversion between natural gas and LPGfuels while maintaining emission certification

D Designed for Easy Installationd Steel based Hinged, locking roofd Fuel and electrical connections through the enclosurewall eliminate the need for stub-ups through the bottom

d Accepts natural gas fuel pressure as low as 3.5 inchesd Load connection terminal block allows easy field wiringd Designed for outdoor installation only

D Approved for stationary standby applications in locationsserved by a reliable utility source

D Model RXT Transfer Switchd 100 amp ATS w/NEMA 1 enclosure with 12-space loadcenter for indoor installation is included

d See page 4 for additional informationD Meets 181 mph wind rating

D Certificationsd Meets emission regulations for U.S. EnvironmentalProtection Agency (EPA) 40 CFR 60 stationary sourcestandards with both LPG and natural gas.Note: CARB does not regulate emergency standbygenerators outputting less than 50 HP. Only the EPAstandards apply.

d UL 2200 listed (60 Hz model)d Accepted by the Massachusetts Board of Registration ofPlumbers and Gas Fitters.

The Kohlerr AdvantageD High Quality PowerKohler home generators provide advanced voltage andfrequency regulation along with ultra-low levels ofharmonic distortion for excellent generator power quality toprotect your valuable electronics.

D Extraordinary ReliabilityKohler is known for extraordinary reliability andperformance and backs that up with a 5-year or 2000 hourlimited warranty.

D Perfect for Tight Lot LinesCan be placed as close as 18 inches from your home orsmall business, providing installation flexibility even onsmaller lots. (Only applies to engine specification numbersGM88347-GA10 or higher. Check state and local codes forminimum required distance from a structure.)

D Powerful PerformanceExclusive Powerboostt technology provides excellentstarting power. The Kohler 8 kW generator can easily startand run a 4 ton air conditioner with up to 4.5 kW preload.*

D EnclosureBold new Kohler design in steel, dipped in e-coat for extracorrosion protection and painted with a durable powdercoat finish.

D Quiet OperationKohler home generators provide quiet, neighborhood-friendly performance.

G4-253 (8RESVL) 6/15

Generator Ratings

Model Voltage Phase Hz Alternator

Standby RatingsNatural Gas LPG

kW/kVA Amps kW/kVA Amps8RESVL 120/240 1 60 2F3 7/7 29.2 8/8 33.3

RATINGS: Standby ratings apply to installations served by a reliable utility source. All single-phase units are rated at 1.0 power factor. The standby rating is applicable to variable loadswith an averageload factor of 80% for thedurationof thepoweroutage. Nooverloadcapacity is specifiedat this rating. Ratingsare in accordancewith ISO--3046/1,BS5514,AS2789,andDIN6271.GENERALGUIDE-LINESFORDERATING: ALTITUDE: Derate 4%per 305m (1000 ft.) elevation above 153m (500 ft.). TEMPERATURE: Derate 2%per 5.5_C (10_F) temperature increase above 16_C (60_F). Avail-ability is subject to changewithout notice. Thegenerator setmanufacturer reserves the right to change the designor specificationswithout notice andwithoutany obligationor liabilitywhatsoever. Con-tact your local Kohler Co. generator distributor for availability.

* Check the appliance manufacturer’s specifications for actual power requirements. Consult a Kohlerr Power Systems professional to calculate your exact residential power systemrequirements.

G4-253 (8RESVL) 6/15

Alternator SpecificationsAlternator Specifications

SpecificationsPowerBoostt Generator

1-Phase

Manufacturer Kohler

Output reconnectable 120/240

Type 2-Pole, Rotating Field

Leads, quantity 4

Voltage regulator Digital

Insulation: NEMA MG1-1.66

Material Class H

Temperature rise Class H

Bearing: quantity, type 1, Sealed Ball

Coupling Direct

Amortisseur windings Full

Voltage regulation, no-load to full-load RMS ±1.0%One-step load acceptance 100% of Rating

Peak motor starting kVA: (35% dip for voltages below)

240 V, 2F3 (60 Hz) 16.8

Alternator Features

D Compliance with NEMA, IEEE, and ANSI standards fortemperature rise

D Self-ventilated and drip-proof construction

D Windings are vacuum-impregnated with epoxy varnish fordependability and long life.

D Superior voltage waveform and minimum harmonicdistortion from skewed alternator construction

D Digital voltage regulator with 1.0% no-load to full-loadRMS regulation

D Rotating-field alternator with static exciter for excellentload response

D Total harmonic distortion (THD) from no load to full load witha linear load is less than 5%

Application DataEngineEngine SpecificationsManufacturer Kohler

Engine: model, type SV620

Cylinders Single

Displacement, cm3 (cu. in.) 597 (36.4)

Bore and stroke, mm (in.) 94 x 86 (3.7 x 3.44)

Compression ratio 8.5:1

Main bearings: quantity, type 2, Parent Material

Rated RPM

60 Hz 3600

Max. engine power at rated rpm, kW (HP)

LPG, 60 Hz 11 (14.8)

Natural gas, 60 Hz 8.5 (11.4)

Cylinder head material Aluminum

Valve material Steel

Piston type and material Aluminum Alloy

Crankshaft material Heat Treated, Ductile Iron

Governor: type Electronic

Frequency regulation, no load to full load Isochronous

Frequency regulation, steady state 1.0%

Air cleaner type Dry

ExhaustExhaust SystemExhaust temperature exiting theenclosure at rated kW, dry, _C (_F) 190 (374)

Engine ElectricalEngine Electrical SystemIgnition system Electronic,

Capacitive Discharge

Starter motor rated voltage (DC) 12

Battery (purchased separately):

Ground Negative

Volts (DC) 12

Battery quantity 1

Recommended cold cranking amps:

(CCA) rating for --18_C (0_F) 500

Group size 51

LubricationLubricating SystemType Full Pressure

Oil capacity (with filter), L (qt.) * 1.5 (1.6)

Oil filter: quantity, type 1, Cartridge

* Oil capacity for a new, dry engine.

Fuel Pipe SizeMinimum Gas Pipe Size Recommendation, in. NPT

Pipe Length,m (ft.)

Natural Gas99,200 Btu/hr.

LPG160,800 Btu/hr.

8 (25) 3/4 in. 3/4 in.

15 (50) 3/4 in. 3/4 in.

30 (100) 1 in. 3/4 in.

46 (150) 1 in. 1 in.

61 (200) 1 in. 1 in.

G4-253 (8RESVL) 6/15

Fuel RequirementsFuel System

Fuel types Natural Gas or LPG

Fuel supply inlet 1/2 NPT

Fuel supply pressure, kPa (in. H2O):

Natural gas 0.87--2.7 (3.5-11)

LP 1.7--2.7 (7-11)

Fuel Composition Limits * Nat. Gas LPG

Methane, % by volume (minimum) 90 min. —

Ethane, % by volume (maximum) 4.0 max. —

Propane, % by volume 1.0 max. 85 min.

Propene, % by volume (maximum) 0.1 max. 5.0 max.

C4 and higher, % by volume 0.3 max. 2.5 max.

Sulfur, ppm mass (maximum) 25 max.

Lower heating value,MJ/m3 (Btu/ft3), (minimum) 33.2 (890) 84.2 (2260)

* Contact your local distributor for suitability and rating derates basedon fuel compositions outside these limits.

Operation RequirementsFuel Consumption

ModelFuelType % Load Fuel Consumption, m3/hr. (cfh)

8RESVL

NaturalGas

100 2.8 (99)

75 2.2 (78)

50 1.8 (64)

25 1.5 (54)

Exercise 1.2 (42)

LPG

100 1.8 (64)

75 1.7 (58)

50 1.5 (51)

25 1.3 (45)

Exercise 1.0 (35)

Nominal fuel rating: Natural gas: 37 MJ/m3 (1000 Btu/ft.3)LPG: 93 MJ/m3 (2500 Btu/ft.3)

LPG conversion factors: 8.58 ft.3 = 1 lb.0.535 m3 = 1 kg36.39 ft.3 = 1 gal.

Sound DataModel 8RESVL 8 point logarithmic average sound levels are66 dB(A) during weekly engine exercise and 72 dB(A) duringfull-speed generator diagnostics and normal operation. Forcomparison to competitor ratings, the lowest point sound levelsare 63 dB(A) and 68 dB(A) respectively.*All sound levels are measured at 7 meters with no load.* Lowest of 8 points measured around the generator. Sound levels at other points

around generator may vary depending on installation parameters.

DC2 Controller

Voltage: 240 VFreq: 60.0 Hz

The DC2 controller provides integrated control for the generatorset, Kohlerr Model RXT transfer switch, programmableinterface module (PIM).

The DC2 controller’s 2-line LCD screen provides a clear,easy-to-read display of status messages, even in direct sunlightor low light.

DC2 Controller FeaturesD OFF, AUTO, RUN, and EXERCISE pushbuttonsD LED indicators for OFF, AUTO, RUN, and EXERCISE modesD LCD screend Two lines x 16 characters per lined Backlit display with adjustable contrast for excellentvisibility in all lighting conditions

D Scrolling system status displayd Generator set statusd Voltage and frequencyd Engine temperatured Oil pressured Battery voltaged Engine runtime hoursd Maintenance remindersd OnCuer Plus status (connected/disconnected)

D Date and time displaysD Smart engine cooldown senses engine temperatureD Digital isochronous governor to maintain steady-state speedat all loads

D Digital voltage regulation:±1.0% RMS no-load to full-loadD Automatic start with programmed cranking cycleD Exercise modesd Unloaded weekly exercise with complete systemdiagnostics

d Unloaded full-speed exercised Loaded full-speed exercise (Model RXT ATS required)

D Front-access mini USB connector for SiteTecht orUSB Utility connection

D Integral Ethernet connector for Kohlerr OnCuer PlusD Built-in 2.5 amp battery chargerD Remote two-wire start/stop capability for optional connectionof Model RDT transfer switches

D Diagnostic messagesd Displays diagnostic messages for the engine, generator,Model RXT transfer switch, programmable interfacemodule (PIM)

d Over 70 diagnostic messages can be displayedD A laptop computer and Kohlerr SiteTecht software can beused to change system settings or upgrade controllerfirmware.

2015 by Kohler Co. All rights reserved.

DISTRIBUTED BY:

NOTE: Dimensions are provided for reference only and should not be used for planning installa-tion. Contact your local distributor for more detailed information.

L W

H

Generator Set Dimensions and WeightsOverall Generator Size, L x W x H: 777 x 712 x 824 mm

(30.6 x 28 x 32.4 in.)

Shipping Weight:8RESVL w/100 amp RXT ATS 181 kg (398 lb.)

G4-253 (8RESVL) 6/15

Generator Set Standard FeaturesD ATS: Model RXT automatic transfer switch with indoorenclosure and 12-circuit load center

D Battery cablesD Flexible fuel lineD Critical silencerD DC2 generator set/ATS controllerD EPA certified fuel systemD Field-connection terminal blockD Fuel solenoid valve and secondary regulatorD Line circuit breaker: 40 AmpsD Multi-fuel system, LPG/natural gas, field-convertibleD Oil drain extension with shutoff valveD OnCuer Plus Generator Management SystemD Rodent-resistant constructionD Sound enclosure with sound-deadening, flame-retardantfoam per UL 94, class HF-1

D 5-year limited warranty

Model RXT Transfer Switch

D 100 amp RXT with 12-space load center and NEMA 1 steelenclosure for indoor installation

D UL listedD 240 VAC/60 HzD Withstand rating 10,000 amps with specified breakersD Designed for use only with Kohlerr generator sets equippedwith the RDC2 or DC2 controller

D See RXT Specification Sheet for more information

Available Accessories*Concrete Mounting Pads

- Concrete mounting pad, 3 in. thick- Concrete mounting pad, 4 in. thick

(recommended for storm-prone areas)

Available Accessories, ContinuedController Accessories

- Programmable Interface Module (PIM)(provides 2 digital inputs and 6 relay outputs)

Electrical System- Battery

Maintenance- Maintenance kit

Literature- General maintenance literature kit- Overhaul literature kit- Production literature kit

Starting Aids- Carburetor heater, 120 VAC (recommended for

reliable starting at temperatures below 0_C [32_F ])

RXT Transfer Switch Accessories

- Status indicator

Miscellaneous Accessories- __________________________________________- __________________________________________

* Accessories are available through Kohler authorized distributors anddealers.

KOHLER CO., Kohler, Wisconsin 53044 USAPhone 920-457-4441, Fax 920-459-1646For the nearest sales and service outlet in theUS and Canada, phone 1-800-544-2444KOHLERPower.com

Kohler Power SystemsAsia Pacific Headquarters7 Jurong Pier RoadSingapore 619159Phone (65) 6264-6422, Fax (65) 6264-6455


METHOD OF MEASUREMENT Measurement will be by lump sum

BASIS OF PAYMENT Payment will be made under: Item No. ELEC-SPECIAL Electrical Work, Control Panels, Switches, and backup generator

END OF SECTION ELEC-SPECIAL


SECTION GATE-SPECIAL – HINGED CREST GATES

DESCRIPTION The work specified in this section shall conform to the Steel-Fab, Inc. specifications for the two (2) 20’ x 6.4’ Hinged Crest Gates (or approved equal). All items necessary for complete installation of the Hinged Crest Gate system and hydraulic power unit (HPU) are included under this item and are described in detail below.

HINGED CREST GATE: SUMMARY:

This specification is for the design, manufacture, quality control, shop testing, delivery and field testing, of two hinged crest gates with hydraulic operating system.

This section includes requirements for providing the gate leafs, hinges brackets, sealing systems, maintenance supports, anchors, hydraulic cylinders, cylinder supports, hydraulic power unit, local control panel, gate position indicators, transportation to site, design calculations and drawings, installation procedures, operation and maintenance manuals, and all other necessary appurtenances to provide complete operating crest gate systems.

Each gate shall be operated by one (1) hydraulic cylinder located at one end at the top corner ofthe gate leaf as shown on the contract drawings. The operating system shall be operational with an ambient temperature from 20 degrees Fahrenheit to 120 degrees Fahrenheit. All electrical components shall operate from 240 volt, single phase power.

The vendor shall submit to the Owner for review, shop drawings of all equipment including thegates, cylinders, seals, hydraulic power unit, control panel, and layout of all hydraulic piping associated with the system, electrical conduit and wiring.

The crest gates shall be as manufactured by Steel Fab, Inc. or preapproved equal who has been regularly engaged in the design and manufacture of hinged crest gates for a minimum of ten years with at least ten crest gates with a gate length of 20’ and effective height of 6’ in satisfactory use for over five years. RELATED SECTIONS: A. Concrete B. Electrical REFERENCES: A. American Institute of Steel Construction, (AISC), Steel Construction Manual, 9th Edition. B. American Society of Testing and Materials, (ASTM).

C. American Welding Society, (AWS). D. American Concrete Institute, (ACI). E. The Society for Protective Coatings/National Association of Corrosion Engineers, (SSPC/NACE). F. American Water Works Association G. American Society of Mechanical Engineers, (ASME) H. National Fluid Power Association, (NFPA) I. Society of Automotive Engineers, (SAE). J. American National Standards Institute, (ANSI) GENERAL: All new materials shall be used in the construction of the system. The hinged crest gates shall be supplied for the new weir structure as shown on the drawings. The top edge of the gate will be fitted with nappe breakers to eliminate flow induced vibrations. When in fully raised position, the gate leafs shall lean downstream approximately 20 degrees. The gates will rotate approximately 70 degrees from the fully raised to fully lowered position as shown on the drawings. The gate shall be capable of extended use in any position without vibration. The upstream surface of the gate leaf shall be curved to a constant radius such as that when the leaf is in the fully lowered position the shape of the leaf shall approximate that of the spillway crest. The shape shall provide at the design head a minimum coefficient of discharge of C=3.2 in the weir equation Q=CWH3/2 where Q is the flow in CFS; W is the length of the weir in feet and H is the total energy head above the fixed crest in feet. The radius shall be sufficiently great as to prevent negative pressure on the gate surfaces for any head up to the specified design head. OPERATING REQUIREMENTS: A. The crest gates shall be designed and manufactured to be safely operated under the following conditions. B. Gate Leaf Assemblies: Number: Two (2) Width of Gate: 20’ Top of Raised Gate: El. 4.0 ft NAVD88 Channel Bottom: El. -2.0 ft NAVD88 Nominal Gate Height: 6’

C. Hydraulic Conditions: Normal Upstream Water Level: El. 1.2 ft NAVD88 Normal Downstream Water Level: Tidal DESIGN REQUIREMENTS: A. Loading Conditions

1. The gate hoisting system shall have sufficient thrust capacity to raise the leaf from the fully lowered position to the fully raised position when the upstream water level is at elevation 2.0 ft NAVD88.

2. The gates shall be structurally designed to withstand the worst combination of all axial, bending, shear, torsion and thermal loads and shall be subject to fatigue loading from the worst loading condition caused by static and dynamic loadings in any position with the upstream water surface at elevation 4.5 ft NAVD88. In the event of a power loss, it shall be possible to lower the gate leaf from the fully raised position to the fully lowered position by manually opening a bypass valve at the hydraulic power unit.

3. The gate leaf and anchors shall be designed to withstand in an overloading condition the combined forces of a normal water level and a seismic acceleration of 0.048g. The gate manufacturer shall also detail, as needed, any special modifications to the concrete weir structure to assure the overall structural adequacy of the gate system.

4. The gate shall take no more than 10 minutes to move from a fully open position to a fully closed position and no more than 10 minutes to move from a fully closed position to a fully open position.

B. Design Criteria

1. The gate leaf shall be designed as an integral torsion member subjected to fatigue loading.

2. A factor of safety applied to the material yield strength of 2.5 for normal loading conditions and 2.0 for overloading conditions shall be applied when considering the elastic instability of the gate structure.

3. The gate leaf shall be continuously welded. The welds connecting the upstream and the downstream skin plates to each other and to the vertical ribs shall develop the full strength of the plates. The weld joint shall be designed to consider fatigue.

4. Welds shall be proportioned as to not exceed 80% of the allowable loading of AWS D1.6, Section 9.

GATE COMPONENTS: A. Leaf The gate leaf shall consist of curved upstream and downstream skin plates and flat vertical diaphragm plates arranged to form an integral torsion member that will avoid negative pressure zones. The gate leaf structure shall be ASTM A36 steel. A curved 316L Stainless Steel surface shall be provided directly above the gate hinges to mate with the horizontal seal. The top edge of the upstream skin plate shall form a discharge lip of a design which when in combination with air vent piping located downstream of the gate, will eliminate flow induced vibrations. The space between the upstream and downstream skin plates shall be made airtight by welding hermetically and the welds checked for air tightness. The leaf side seals shall be mounted so as not to penetrate the gate leaf thereby eliminating any access ports in the downstream skin compartments that would compromise water tightness. The gate leaf shall transmit the forces from the hydraulic cylinders to the skin plates and bearings and, in turn, to the embedded anchors through the bearings. B. Hinges The gate leaf shall rotate on pin type hinges. The hinge pins shall be 2207 Duplex Stainless Steel and fixed to the gate leaf. The pins will rotate in permanently lubricated bronze bearings, which shall be retained in fabricated A36 steel bearing brackets. The brackets shall be anchored to the concrete structure in a manner to allow adjustment in all three planes during erection of the leaf sections. The hinge bracket anchor bolts shall be Type 316 Stainless Steel and have a minimum diameter of 1 ½ inch. C. Side Seals: Side seal plates gates shall be manufactured from Type 316L Stainless Steel and allow for sealing in all gate positions. Leaf side seals shall be fluorocarbon clad neoprene and attached to the sealing ends of each leaf with Type 316 Stainless Steel retainers and fasteners. The seal attachment shall allow for replacement of the seal without removal of the leaf. Embedded side seal plates shall consist of the stainless steel seal plate surfaces with steel reinforcing on the backside. Type 316 Stainless Steel anchor bolts shall be provided for alignment of the embedded seal plates in secondary pour concrete.

D. Erection and Maintenance Supports Erection struts and associated brackets provided to support the leaf in the full up position with the operator detached from the leaf. Each strut and bracket shall be manufactured from A36 Steel and strong enough to support the leaf in the full up position with a normal water surface elevation to facilitate future maintenance work. E. Leaf Stops When the leaf is in the fully lowered position the weight of the leaf shall be supported by adjustable gate stops contacting pads on the downstream surface of the channels. The pads shall be manufactured from Type 316L Stainless Steel and anchored in place using Type 316 Stainless Steel anchor bolts. ELECTRICAL CONTROL AND HYDRAULIC OPERATING SYSTEM: A. Hydraulic Power Unit One (1) hydraulic operating system shall be provided to operate both gates. The hydraulic system shall be designed to operate smoothly and uniformly operate the gates and hold the gates in the desired position. The crest gates shall be operated manually via push buttons at the local control panel at the hydraulic power unit. The control panel shall be NEMA 4X rated and manufactured from 304 stainless steel. The hydraulic power unit shall be a nominal 2000 psi hydraulic fluid system of sufficient size and capacity to operate the crest gates. The hydraulic operating system shall be sized to operate each gate through a full close (raise) stroke in 10 minutes. The system shall include dual automatically alternating motor/pumps. Manually operated valves and interconnections between each gate’s hydraulic hoses shall be provided to allow one (1) of the motor/pumps to operate gates sequentially in the event that the other motor/pump fails. A hand pump shall be provided to allow manual operation of the gates in the event there is not electric power. No downward movement of the crest gate shall occur in the event of a power outage unless manually overridden through means of a hand pump or portable generator, or by opening bypass valves. The hydraulic power unit will be designed to be placed in a non-heated, weather-tight area. A 500 watt thermostatically operated immersion heater shall be provided in the oil reservoir. Trouble indicating lights and a single general alarm dry contact shall be provided to signal a power unit fault for at least the following: low oil level, low temperature and

motor/pump failure. Simultaneous with the low oil level alarm, an automatic switch shall shut-off power to the pump and motor. Power shall continue to be supplied to other parts of the hydraulic power unit such as the heaters. The hydraulic power unit shall be designed and manufactured in compliance with good engineering practice and shall include all necessary pressure relief valves, control valves, switches, filters, accumulators, etc., to provide a complete operating system. Stainless steel ball valve shut-offs shall be provided on each hydraulic line where it leaves the hydraulic power unit. The hydraulic power unit shall be designed to operate using environmentally friendly hydraulic fluid. Field hydraulic lines shall be Type 316 stainless steel, rated for 150% of the hydraulic power pack operating pressure. Swagelok type compression couplings are to be used to connect the hydraulic lines. The hydraulic lines shall be supplied and installed by the General Contractor. All field lines shall be properly supported, installed, flushed and pressure tested to 150% of the maximum system operating pressure prior to connection of the field piping to the hydraulic cylinders and power unit. B. Hydraulic Cylinder The hydraulic cylinder shall be of the heavy duty industrial type suitable for immersion service and designed in accordance with AWWA C501 Section 3.16. Seals and glands shall be compatible with the hydraulic fluid used. The hydraulic cylinders shall be double acting 3000 psi rated cylinders. Cylinder rods shall be chrome plated Type 316 Stainless Steel. Cylinder head, cap, body and tie rods shall be steel. The piston shall be equipped with lip seals. The rod end of the cylinder shall have rod wipers and ice scrapers. The cylinder design shall incorporate lifting lugs. Velocity fuses shall be provided on the cylinder ports to prevent inadvertent gate operation and loss of hydraulic fluid upon sudden breach of the interconnecting hydraulic lines. The hydraulic cylinders shall be provided with all necessary mounting brackets and anchor bolts for installation of the cylinders at one end at the top corner of each gate leaf. The support

brackets shall be fabricated from A36 steel with Type 316 Stainless Steel anchor bolts provided for mounting the cylinder. C. Controls One (1) NEMA 4X local control panel shall be provided with and located at the hydraulic power unit. The panel shall meet NEC standards and shall include a power disconnect, all necessary motor starters, indicator lights, alarm lights and solenoid valves shall be controlled by Open or Close pushbuttons for each gate and termination strips for signals. Solenoids shall be de-energized by the gate open/close limit switches when the corresponding gate reaches the fully open or fully closed position. It shall be possible to stop each gate at any intermediate position. Continuous position indication using a gate mounted Rittmeyer Rivert position transmitter shall be displayed at the local control panel. D. Anchor bolts The system supplier shall size all anchor bolts and identify the materials of construction and depth of embedment. The General Contractor shall provide and install all anchor bolts. MANUFACTURE: A. Fabrication and Workmanship The fabrication of all structural steel parts shall conform to the requirements of the latest revisions of the AISC and AWS specifications or any other standards fully acceptable to the Owner that equal or exceed the standards stated above. Surface finishes shall be indicated on the manufacturer’s ship drawings in accordance with ANSI requirements. The gate and associated components shall be fabricated in sections that are convenient for shipment and field erection. All major components shall have lifting ears, eye and/or lug arranged to facilitate handling during site off-loading and erection. B. Certification of Materials All materials shall be new. Certified material test reports shall be available in the manufacturer’s project file for all steel materials. All materials shall be certified to the appropriate American Standards such as ASTM, AISI, ANSI, and AWS or any other standards fully acceptable to the Owner that equal or exceed the American Standards.

C. Welding All welding, welding procedures and qualifications, and welder qualifications shall be in accordance with the most recent revision of AWS Dl.6. All welding shall be in strict accordance with these procedures and shall be made only by qualified welders. Procedures and qualifications shall be maintained in the manufacturer’s project file. D. Inspection All welds shall be visually inspected to the requirements in Sections 6 and 9 of AWS Dl .1. The welds joining the upstream and downstream skin plates to each other and to the vertical rib plates shall receive 100% magnetic particle inspection. All steel surfaces that cannot be blast cleaned, such as electrical control cabinets, the hydraulic power unit, etc., shall be surface cleaned in accordance with SSPC-SP3 and receive a primer and two finish coats of an alkyd paint system. E Painting All exposed steel surfaces of the crest gate and hinges shall be blast cleaned to the requirements of SSPC-10 then coated with Polyset WB HRZS water borne high ratio zinc silicate coating. Hydraulic cylinders and cylinder mounting brackets shall be blast cleaned to SSPC-10 then coated with 12-14 mils of N69 Epoxy Coating with a top coat of Tnemec Enduroshield 74 for UV protection. Steel surfaces embedded in concrete, stainless steel, bronze and other corrosion resistant materials, and machined surfaces for field assembly shall not be painted. However, machined steel surfaces shall receive a rust inhibiting grease coating. INSTALLATION PROCEDURES, ERECTION ADVISOR, FIELD TESTING AND OPERATING AND MAINTENANCE MANUALS: A. The gate manufacturer shall submit a written, detailed procedure for the erection and installation of the gate equipment. The installation procedure shall include the sequence of steps necessary for installation, precautions to be taken, description of adjustments to be made and

tolerances to be maintained. B. The gate manufacturer shall provide an erection advisor to advise the Vendor in matters of methods, procedures and precautions to be followed in the erection of the equipment. The erection advisor shall be available on site as a minimum for trial dry operation of the assembled gate prior to final grouting of the side seal plates, horizontal seal assembly, gate hinges and cylinder mounting bracket. C. Operational Tests and Acceptance After the installation is complete, the gate operating system shall be tested under the direction of the erection advisor. The gates shall be operated through all modes of operation, testing, all monitoring and control functions and all necessary adjustments made. If the system fails to satisfactorily raise and lower the gates in the time frame indicated, the Contractor is required to make modifications as needed at no additional cost to the Owner. The gates shall be retested upon repairs. Upon satisfactory performance the gates will be accepted. The manufacturer shall have in effect at all times a QA program which clearly establishes the authority and responsibility of those responsible for the QA program. Persons performing quality functions shall have sufficient and well-defined responsibility and authority to enforce quality requirements, to identify, initiate, recommend and provide solutions to quality problems and to verify the effectiveness of the solutions. F. Shop Assembly and Testing Each gate leaf shall be completely assembled in the shop. The gate pivot bores shall be sighted to assure correct alignment of the centers. Each hinge bracket shall be assembled to the leaf at its respective location and the bracket rotated through its full range of operating swing. All mating parts shall be trial fitted. During shop assembly, the gate shall be checked for dimensions, tolerances, accuracy of alignment and squareness. Before disassembly, each part shall be match-marked and identified in accordance with the erection drawings; such marking shall be done so as to retain its legibility until field erection is complete. The manufacturer shall make a record of the shop measurements of all critical dimensions which may affect the field erection and alignment or the operation and maintenance of the equipment. This record shall be included as part of the operation and service manual. The operational test of the hydraulic and electrical control system shall be made to demonstrate proper functioning of the system including the functioning and sequencing of all control and alarm

devices. The hydraulic cylinders shall be hydrostatically tested in the cylinder manufacturer’s shop at a pressure of 150% of the hydraulic power unit design pressure. D. Operating and Maintenance Instructions Detailed operating and maintenance instructions, which shall include reduced-size copies of applicable drawings, applicable parts lists, and catalogs covering all equipment furnished and which may be needed or useful in the operation, maintenance, repairs, dismantling or assembling, and for repair and identification of parts for ordering replacements, shall be submitted. The liquid levels, flows, and pressure settings and settings of all auxiliary protective devices shall be identified in the maintenance instructions. All catalog pages shall be marked to show the model number selected for each item of equipment. The salient features of the equipment supplied shall be clearing stated and the operation of the hydraulic and electrical controls fully explained. A troubleshooting chart, maintenance timetable, lubrication diagrams, and disassembly, reassembly and adjustment procedures shall also be provided.


METHOD OF MEASUREMENT Measurement of this item will be lump sum for all the materials and labor for complete and accepted installation of the hinged crest gates, HPU and associated components per the manufacturer’s specifications.


Item No. GATE-SPECIAL Hinged Crest Gates – as lump sum

END OF SECTION GATE-SPECIAL


SECTION GW-SPECIAL – GEOWEB STABILIZATION

DESCRIPTION The work specified in this section shall conform to the Presto Geosystems Geoweb GW30V (or approved equal) and installed per the manufacturer’s specifications. Installation and product specification information for the Presto Geosystems Geoweb is included for reference.

PRESTO

GEOWEB®

LOAD SUPPORT SYSTEM PRODUCT SPECIFICATION CSI-FORMAT

GWC-CSI 4-NOV-2009 PAGE 1

Monday, September 19, 2016

Project Name: Haldeman Creek Weir Replacement

Project Location: Collier County

PRODUCT SPECIFICATION (CSI FORMAT)

SECTION 31 32 00

SOIL STABILIZATION SYSTEM

PART 1 GENERAL

1.1 SUMMARY

A. Work Included: This Section includes providing all material, labor, tools and equipment for installation of Cellular Confinement System as shown in the Contract Documents and as specified in this Section.

B. The Cellular Confinement System shall be used for load support.

1.2 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO)

1. AASHTO M 218 - Steel Sheet, Zinc-Coated (Galvanized) for Corrugated Steel Pipe.

2. AASHTO M 288 - Geotextile Specification for Highway Applications

B. American Society of Testing and Materials (ASTM)

1. ASTM D 1505 - Density of Plastics by the Density-Gradient Technique.

2. ASTM D 1603 - Standard Test for Carbon Black in Olefin Plastics

3. ASTM D 1693 - Environmental Stress-Cracking of Ethylene Plastics.

4. ASTM D 5199 - Measuring Nominal Thickness of Geotextiles and Geomembranes.

5. ASTM E 41 - Terminology Relating to Conditioning.

1.3 SUBMITTALS

A. Submit Manufacturer's shop drawings in accordance with Section 0130000, including Manufacturer’s product data, samples and section layout.

B. Design Calculations and Drawings. Provide a complete set of design calculations including a description of the analysis performed to determine the load support and anchorage requirements.

1. The calculations shall be submitted at the time of bid.

2. Minimum overall design factor of safety shall be 1.4.

3. At a minimum; include design conditions, load support calculations, calculated factors of safety and friction angles.

4. If required, provide a description of the recommended geotextile separation layer and include in the calculations.

5. If required, provide calculations for the recommended anchorage system.

6. The calculations shall be in Microsoft Excel converted to Adobe PDF format.

7. Cross section drawings shall be in AutoCAD converted to Adobe PDF format.

C. Manufacturer's Certificate of Analysis: Manufacturer shall supply certificate of analysis containing the following test results for the cellular confinement material used for project: Base Resin Lot Number(s), Resin Density per ASTM-1505, Production Lot Number(s), Material Thickness, Short Term Seam Peel Strength, and percentage of Carbon Black.

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D. Submit qualifications certifying the installer is experienced in the installation of the specified products.

E. No material will be considered as an equivalent to the Geoweb material specified herein unless it meets all requirements of this specification, without exception. Manufacturers seeking to supply what they represent as equivalent material must submit records, data, independent test results, samples, certifications, and documentation deemed necessary by the Engineer to prove equivalency. The Engineer shall approve or disapprove other Manufacturers materials in accordance with the General Conditions after all information is submitted and reviewed. Any substitute materials submitted shall be subject to independent lab testing at the Contractor’s expense.

1.4 QUALITY ASSURANCE AND CONTROL

A. The cellular confinement system material shall be provided from a single Manufacturer for the entire project.

B. The Manufacturer's Quality management system shall be certified and in accordance with ISO 9001:2008 and CE certification. Any substitute materials submitted shall provide a certification that their cellular confinement manufacturing process is part of an ISO program and a certification will be required specifically stating that their testing facility is certified and in accordance with ISO. An ISO certification for the substitute material will not be acceptable unless it is proven it pertains specifically to the Geoweb manufacturing operations.

C. The Manufacturer shall provide certification of compliance to all applicable testing procedures and related specifications upon the customer's written request. Request for certification shall be submitted no later than the date of order placement. The Manufacturer shall have a minimum of 20 years experience producing cellular confinement systems.

D. Pre-Installation Meeting: Prior to installation of any materials, conduct a pre-installation meeting to discuss the scope of work and review installation requirements. The pre-installation meeting shall be attended by all parties involved in the installation of the cellular confinement system.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver materials to site in Manufacturer's original, unopened containers and packaging, with labels clearly identifying product name and Manufacturer.

B. The materials shall be stored in accordance with Manufacturer's instructions. The materials shall be protected from damage and out of direct sunlight.

C. The materials shall be delivered, unloaded and installed in a manner to prevent damage.

1.6 WARRANTY

A. The Manufacturer shall warrant each Geoweb section that it ships to be free from defects in materials and workmanship at the time of manufacture. The Manufacturer’s exclusive liability under this warranty or otherwise will be to furnish without charge to the original f.o.b. point a replacement for any section which proves to be defective under normal use and service during the 10-year period which begins on the date of shipment. The Manufacturer reserves the right to inspect any allegedly defective section in order to verify the defect and ascertain its cause.

B. This warranty shall not cover defects attributable to causes or occurrences beyond the Manufacturer’s control and unrelated to the manufacturing process, including, but not limited to, abuse, misuse, mishandling, neglect, improper storage, improper installation, improper alteration or improper application.

C. In no event shall the Manufacturer be liable for any special, indirect, incidental or consequential damages for the breach of any express or implied warranty or for any other reason, including negligence, in connection with the cellular confinement system.

PART 2 PRODUCTS

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GEOWEB®



2.1 ACCEPTABLE MANUFACTURER

A. Presto Geosystems, PO Box 2399, Appleton, Wisconsin 54912 2399. Toll Free (800) 548 3424. Phone (920) 738 1328. Fax (920) 738 1222. E Mail [email protected]. Website www.prestogeo.com.

2.2 GEOWEB CELLULAR CONFINEMENT SYSTEM

A. Manufacturing Certification

1. The manufacturer shall have earned a certificate of registration, which demonstrates that its quality-management system for its Geoweb cellular confinement system is currently registered to the ISO 9001:2008 and CE quality standards.

B. Base Materials

1. Polyethylene Stabilized with Carbon Black

a) Density shall be 58.4 to 60.2 lbs/ft³ (0.935 to 0.965 g/cm³) in accordance with ASTM D 1505.

b) Environmental Stress Crack Resistance (ESCR) shall be 5000 hours in accordance with ASTM D 1693.

c) Ultra-Violet light stabilization with carbon black.

d) Carbon Black content shall be 1.5 to 2 percent by weight, through addition of a carrier with certified carbon black content.

e) Carbon black shall be homogeneously distributed throughout material.

f) The manufacturer must have an in-place quality control to prevent irregularities in strip material.

C. Cell Properties

1. Individual cells shall be uniform in shape and size when expanded.

2. Individual cell dimensions (nominal) shall be plus or minus 10%.

3. GW30V-Cell

a) Length shall be 11.3 inches (287 mm).

b) Width shall be 12.6 inches (320 mm).

c) Nominal area shall be 71.3 in² (460 cm²) plus or minus 1%.

4. Nominal cell depth shall be 6 inches (150 mm)

D. Strip Properties and Assembly

1. Perforated Textured Strip/Cell

a) Strip sheet thickness shall be 50 mils (1.27 mm), minus 5 percent, plus 10 percent in accordance with ASTM D 5199. Determine thickness flat, before surface disruption.

b) Polyethylene strips shall be textured surface with a multitude of rhomboidal (diamond shape) indentations.

c) Textured sheet thickness shall be 60 mils, plus or minus 6 mils (1.52 mm plus or minus 0.15 mm).

d) Indentation surface density shall be 140 to 200 per in² (22 to 31 per cm²).

e) Perforated with horizontal rows of 0.4 inch (10 mm) diameter holes.

f) Perforations within each row shall be 0.75 inches (19 mm) on-center.

g) Horizontal rows shall be staggered and separated 0.50 inches (12 mm) relative to hole centers.

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h) Edge of strip to nearest edge of perforation shall be a minimum of 0.3 inches (8 mm).

i) Centerline of spot weld to nearest edge of perforation shall be a minimum of 0.7 inches (18 mm).

j) A slot with a dimension of 3/8 inch x 1-3/8 inch (10 mm x 35 mm) is standard in the center of the non-perforated areas and at the center of each weld.

E. Assembly of Cell Sections

1. Fabricate using strips of sheet polyethylene each with a length of 142 inches (3.61 m) and a width equal to cell depth.

2. Connect strips using full depth ultrasonic spot-welds aligned perpendicular to longitudinal axis of strip.

3. Ultrasonic weld melt-pool width shall be 1.0 inch (25 mm) maximum.

4. Weld spacing for GW30V-cell sections shall be 17.5 inches plus or minus 0.10 inch (445 mm plus or minus 2.5 mm).

F. Cell Seam Strength Tests

1. Minimum seam strengths are required by design and shall be reported in test results. Materials submitted with average or typical values will not be accepted. Written certification of minimum strengths must be supplied to the Engineer at the time of submittals.

2. Short-Term Seam Peel-Strength Test

a) Cell seam strength shall be uniform over full depth of cell.

b) Minimum seam peel strength shall be 480 lbf (2,130 N) for 6 inch (150 mm) depth.

3. Long-Term Seam Peel-Strength Test

a) Conditions: Minimum of 7 days in a temperature-controlled environment that undergoes change on a 1 hour cycle from room temperature to 130 degrees F (54 degrees C).

b) Room temperature shall be in accordance with ASTM E41.

c) Test samples shall consist of two, 4 inch (100 mm) wide strips welded together.

d) Test sample consisting of 2 carbon black stabilized strips shall support a 160 pound (72.5 kg) load for test period.

2.3 INTEGRAL COMPONENTS

A. ATRA® Clip

1. The ATRA Clip is a molded, high-strength polyethylene device available in standard (0.5 inch) and metric (10-12 mm) versions.

2. ATRA clips can be installed as an end cap on standard (0.5 inch) and metric (10-12 mm) steel reinforcing rods to form ATRA Anchors.

3. ATRA Clips can be used with tendons as load transfer restraint clips.

B. ATRA® Key

1. ATRA keys shall be constructed of polyethylene and provide a high strength connection.

2. ATRA keys shall be used to connect Geoweb panels together at each interleaf and end to end connection.

2.4 STAKE ANCHORAGE

A. ATRA® Anchors

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GEOWEB®



1. ATRA Anchors shall consist of standard (0.5 inch) or metric (10-12 mm) steel reinforcing rod with an ATRA® Clip attached as an end cap.

2. ATRA anchors shall be assembled by inserting the ATRA Clip onto the reinforcing rod so that the end is flush with the top of the ATRA Clip. Prior to attaching the ATRA Clip, the reinforcing rod shall be free from all burrs and beveled.

3. Stake length shall be as shown in the Contract Documents.

2.5 TENDON ANCHORAGE

A. Tendon Type

1. Woven Polyester - TP-67

a) Material shall be bright, high-tenacity, industrial-continuous-filament, polyester yarn woven into a braided strap.

b) Elongation shall be 9 to 15 percent at break.

c) Minimum break strength shall be 1506 lbf (6.70 KN) for TP-67.

2.6 CELL INFILL MATERIALS

A. Cell infill material shall be an engineered fill consisting of topsoil and aggregate mixture for vegetated surfaces.

1. Engineered infill shall be a mix of topsoil and aggregate having a homogeneous mixture of a clear crushed aggregate having an AASHTO #5 or similar designation blended with pulverized topsoil and a minimum 30% void space for air and/or water.

2. The mixture will promote vegetation growth and provide structural support.

3. The aggregate portion shall have a particle range from 0.375 to 1.0 inches (9.5 to 25 mm) with a D50 of 0.5 inches (13 mm).

4. The percentage void space of the aggregate portion when compacted shall be at least 30%.

5. The pulverized topsoil portion shall equal 25% of the total volume. The topsoil shall be blended with the aggregate to produce a homogeneous mixture.

6. Once placed, the engineered fill shall be compacted to a 95% Standard Proctor.

B. Infill material shall be free of any foreign material.

C. Clays, silts and organics are not acceptable infill material.

D. Infill material shall be free-flowing and not frozen when placed in the Geoweb sections.

2.7 ADDITIONAL COMPONENTS

A. Subbase Materials

1. The subbase materials shall be as specified in the Contract Documents.

B. Vegetation

1. Vegetation shall be as specified in the Contract Documents.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify site conditions are as indicated on the drawings. Notify the Engineer if site conditions are not acceptable. Do not begin preparation or installation until unacceptable conditions have been corrected.

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B. Verify layout of structure is as indicated on the drawings. Notify the Engineer if layout of structure is not acceptable. Do not begin preparation or installation until unacceptable conditions have been corrected.

3.2 INSTALLATION OF LOAD SUPPORT SYSTEMS

A. Prepare subgrade and install the Geoweb load support system in accordance with Manufacturer's instructions.

B. Subgrade Preparation

1. Excavate and shape foundation soils as indicated on the drawings.

2. Ensure foundation soil meets minimum strength requirements through proof rolling or other conventional method and is approved by the Engineer. If unacceptable foundation soils are encountered, excavate and replace with suitable quality material as directed by the Engineer.

C. Sub Base Preparation and Installation

1. Ensure that the subgrade soil meets the minimum strength requirements for installation of the subbase.

2. Place additional subbase materials to the required depth as specified in the Contract Documents.

3. Compact to a minimum 95 percent Standard Proctor.

D. Geoweb Section Placement and Connection

1. Place Geoweb sections and verify all sections are expanded uniformly to required dimensions and that outer cells of each section are correctly aligned. Interleaf or overlap edges of adjacent sections. Ensure upper surfaces of adjoining Geoweb sections are flush at joint and adjoining cells are fully aligned at the cell wall slot.

2. Connect the Geoweb sections with ATRA keys at each interleaf and end to end connection. Insert the ATRA key through the cell wall slot before inserting through the adjacent cell. Turn the ATRA key 90 degrees to lock the panels together.

E. Anchorage with Tendons and ATRA Anchors

1. Position collapsed Geoweb sections into place.

2. Feed precut lengths of specified tendon material through the integral slots in Geoweb cell walls before expanding individual sections into position. The number of tendons per section shall be in accordance with the Contract Documents. Connect the trailing edge of the tendons to ATRA anchors.

3. Expand the Geoweb sections and partially drive ATRA Anchors in the perimeter cells and expand sections in place.

4. Attach ATRA Anchors to the tendons at locations as indicated on the Contract Documents.

5. Drive ATRA Anchors so the arm of the ATRA Clip is over the tendon, or the tendon is wrapped around the ATRA Clip head.

6. Anchorage pattern and stake length shall be as indicated on the Contract Documents.

F. Engineered Infill Placement

1. Place the specified engineered infill with suitable material handling equipment.

2. Infill material shall be free-flowing and not frozen when placed in the Geoweb sections.

3. Overfill cells with engineered infill material. Limit the drop height of infill material to 3 feet (1 meter) to avoid damage or displacement of the cell wall.

4. Level surface approximately 2 inches (50 mm) above cell walls. Maintain the 2 inch wear surface over the Geoweb sections to prevent damage to the cell walls.

PRESTO

GEOWEB®



5. Compact infill to a minimum of 95 percent Standard Proctor.

6. Shape compacted surface to required elevation as indicated on the drawings.

G. Vegetation

1. Vegetation shall be placed and protected as specified in the Contract Documents.

2. Install vegetation immediately after the engineered infill is placed.

PRESTO

GEOWEB®



Appendix A Short-Term Seam Strength Test Procedure

Frequency of Test

The short-term seam peel strength test (referred to as the test in this section) shall be performed on a geocell section randomly taken directly from the production line each two hours.

Test Sample Preparation Randomly choose 10 welds within the selected section and cut those welds from the section such that 10 cm (4 in) of material exist on each side of the weld. The test sample shall have a general appearance as illustrated in Figure A1. Prior to testing, the test samples shall have air cool for a minimum of 30 minutes from the time the selected geocell section was manufactured.

Short-term Seam Peel Strength Test

The apparatus used for testing the short-term seam peel strength shall be of such configuration that the jaws of the clamp shall not over stress the sample during the test period. Load shall be applied at a rate of 12 in (300 mm) per minute and be applied for adequate time to determine the maximum load. The date, time and load shall be recorded. Short-term seam peel strength shall be defined as the maximum load applied to the test sample. Minimum required short-term seam peel strength shall be:

640 lbf (2840 N) for the8 in (200 mm) depth cell



240 lbf (1060 N) for the3 in (75 mm) depth cell.

Definition of Pass / Failure

Two methods shall be used to determine acceptability of the manufactured geocell sections. The successful passing of the short-term seam peel test shall not be used to determine acceptable of the polyethylene for use in manufacturing of the geocell sections. Acceptability of the polyethylene shall be determined through tests conducted in Appendix B.

The Tested Value

If more than one of the tested seam samples fails to meet the minimum peel strength, all sectionsmanufacturedafter the previously successful test shall be rejected. If all tested seam samples meet the minimum peel strength, all geocell sections manufactured since the last successful test shall be considered to have passed the test. When one of the tested seam samples fails to meet the minimum peel strength, another 10 samples shall be randomly selected and cut from the previously selected section. If more than oneofthese samples fails, all sections manufactured after the previously successful test shall be rejected. Otherwise, all geocell sections manufactured since the last successful test shall be considered to have passed the test.

Visual Failure Mode After each sample is tested, the seam shall be examined to determine the failure mode. Two failure modes are possible.

Material failure within and adjacent to the weld indicated by material strain and

Weld failure resulting in complete separation of the seam and shows little or no material strain.

Upon examination, when the failure mode results in complete separation of the seam and indicates little or no material strain, product manufactured shall be rejected.

Seam to be testedSeam to be testedSeam to be tested

Figure A1

PRESTO

GEOWEB®



Appendix B Long-Term Seam-Strength Test Procedure

Frequency of Test Thelong-term seam peel strength test (referred to as the test in this section) shall be performed: 1. on each new resin

lot number if the geocell manufacturer extrudes the sheet or strip used to produce the geocell material.

2. on each new order of sheet and/or strip if the geocell manufacturer does not extrude the sheet and/or strip used to produce the geocell material.

Test Sample Preparation

A test sample shall be made using two sets of two strips meeting all aspects of thematerialportion of this specification. Testing shall be done on non-perforated samples to obtain the true seam strength of the bond. One set of two strips are to be welded in welder position "A" and the other set of two strips are to be welded in welder position "B" producing two 1-cell long sections of geocell product. Welding should be done using a warm welder. The welded samples shall be labeled "A" and "B" and the weld seams of each sample shall be numbered consecutively from left to right starting with the number 1 (one) and corresponding to the welding head number. The samples shall air cool for a minimum of 30 minutes. Randomly choose 10 welds from samples "A" and "B" and cut those welds from the geocell samples such that4 in (10 cm) of material exist on each side of the weld. These samples shall be cut to

a width of4 in(10 cm). Properly identify each weld using the sample letter and weld seam number. These samples are now ready to be tested.

Long-term Seam Peel Strength Test

The long-term seam peel strength test shall take place within an environmentally controlled chamber that undergoestemperaturechange on a 1-hour cycle from room temperature to130°F (54°C).Room temperature shall be defined per ASTM E41. Within the environmentally controlled chamber, one of the ends of the samples (10 samples in total) shall be secured to a stationary upper clamp. The jaws of the clamp shall be of such configuration that the grip does not over stress the sample during the test period. The sample shall be securedsothat its axis is vertical and the welds being tested are horizontal as the sample hangs within theenvironmentally controlled chamber. A weight of160 lb (72.5 kg) shall be lifted via a hoist or lift platform and attached to the free lower end, ofthesample. The weight shall be lowered in a way so that no impact load occurs on the sample being tested. The weight shall be sufficient distance from the floor of the chamber so that the weight will not touch the floor of the chamber as the sample undergoes creep during the test period. The date and hour the weight is applied shall be recorded. The temperature cycle shall commence immediately within theenvironmentally controlled chamber. The testperiodfor the applied load shall be 168 hours.

Definition of Pass / Failure If any of the 10 seams fail prior to the end of the 168-hour (7-day) period, the date and hour of the failure shall berecordedand the polyethylene resin and stripmaterialshall be considered unsuitable for geocell manufacturing.

END OF SECTION

Figure B1

Seam to be testedSeam to be tested


METHOD OF MEASUREMENT Measurement will be by square foot


Item No. GW-SPECIAL Geoweb Stabilization – square foot

END OF SECTION GW-SPECIAL


SECTION ME-SPECIAL – MODULAR ENCLOSURE

DESCRIPTION Furnish and install a Power Design Inc. Modular Equipment Enclosure Catalog No. ME4-96-2942-L1-MG (or approved equal). The modular enclosure shall be of size to house the hydraulic power unit (HPU) to operate the hinged crest gates specified in Section GATE-SPECIAL- HINGED CREST GATE. The modular enclosure shall have 2 sets of double doors on either side of the enclosure. The work specified in this section shall include all items and work necessary to complete mounting and installation of the enclosure on the HPU Pad indicated in the project plans.

ME Installation Instruction Page 1

MODULAR ENCLOSURE Installation Instructions UNLOADING Typically the 4’ and 6’ wide modular enclosures can be picked up with a single forklift. Verify the pallet is set up to support the weight before attempting to lift with a single forklift. It is important to use at least 4’ long forks. Units that are 8’ wide and larger generally require two forklifts or a crane to lift them off the truck. If a single forklift is used it is important to use forks that are as wide as the building so that both walls are supported as the unit is lifted. Large units are typically loaded by lifting on either side with a forklift and then having the truck back underneath the unit. Unloading can be done in a reverse manner. When using a crane a spreader bar is recommended so that the force on the lifting eyes is straight up. The length required is the width of the enclosure (4’, 6’, 8’, 10’ or 12’). Adjustment in the spreader bar assembly may be required due to uneven weight distribution such as doors or wall mounted equipment. If straps are used it is not necessary to use a spreader bar. The curvature of the roof will support the loading from the strap. After unloading, inspect the unit for any shipping damage and note any damage on the bill lading. Some equipment may be shipped on the pallet inside the enclosure. It is important to review and inspect this equipment for shipping damage as well. PLACEMENT The modular enclosure can be lifted by the lifting eyes provided on the enclosure. There are 3/4” diameter holes in the eyes for attachment. There are no other special tools needed to lift the enclosure.


Remove the bolts from the internal flange to release the modular enclosure from the pallet. If any doors need to be opened while placing the unit make sure the doorstop rod is in place. Wall mounted equipment such as air conditioners may cause uneven weight distribution. PAD Pad and footing design is the responsibility of the customer. The cement pad should be at least 6-8” larger than the enclosure on each side for anchorage and be completely flat. Thickness and footing design depends on the design loads and equipment to be mounted inside. The enclosure can also be mounted on a housekeeping pad where the flange is 1-2” below the interior floor. The base does not need to be sealed in this approach and allows any water, which might get inside to drain out. ATTACHMENT See specific APPLCIATION DRAWING – PAD DETAILS page for exact anchoring details. The base mounting flange is nominally 3/8” thick with 7/8” diameter holes on approximately 14” centers. Recommended anchor bolt size is 1/2” diameter extending 1 ½” above with 4” embedment unless specified differently on the application drawing. Drilled in place stainless steel bolts or wedge anchors are recommended due to variations in pads, door placement, equipment mounting, etc. It is not necessary to use all anchor bolt holes provided. The extra holes are provided in case floor or wall mounted equipment is in the way. Each wall or corner section should have at least two anchor bolts and they should be equally spaced around the enclosure. Single doors should have at least (2) anchor bolts underneath the opening and double doors should have (3-4) depending on the width.


ADJUSTMENT After the enclosure is securely bolted to the pad, the door may require some adjustment. This can be accomplished by loosening the ¼” bolts holding the hinges. The door should then be shimmed on the bottom and side opposite the hinges. Retighten the ¼” bolts on the inside with the shims in place. If the pad in not completely level it may be necessary to shim under the enclosure flange for the door to operate correctly.


METHOD OF MEASUREMENT Measurement of this item will be lump sum for all the materials and labor for a complete and accepted installation of the modular enclosure and associated components per the manufacturer’s specifications.


Item No. ME-SPECIAL MODULAR ENCLOSURE – as lump sum

END OF SECTION ME-SPECIAL


SECTION SG-SPECIAL – STAFF GAUGES

DESCRIPTION The Contractor shall install two (2) staff gauges (one upstream of the new weir location and one downstream of the new weir location) at a location to be determined and approved by the Engineer or County Representative. The Contractor shall provide all necessary equipment, labor and materials and perform all work necessary to complete installation of staff gauges, including galvanized steel pipe posts or concrete support piles for the staff gauges. DATUM SIGN, DATUM HEIGHT OFFSET, NUMBER FIGURES AND HASH MARKS: The CONTRACTOR shall furnish materials conforming to the following provisions:

A. For pipe post mounted staff gauges, top staff gauge board shall be Tangent Technologies, LLC – PolyForce -- color extruded structural recycled plastic lumber or DISTRICT approved equal, two (2) inches x ten (10) inches white skin over black core. Bottom board shall be Tangent Technologies, LLC – PolyForce - structural recycled plastic lumber or DISTRICT approved equal, two (2) inches x twelve (12) inches black.

B. For concrete pile mounted staff gauges, staff gauge board shall be Tangent Technologies, LLC – PolyForce - color extruded structural recycled plastic lumber or DISTRICT approved equal, two (2) inches x ten (10) inches white skin over black core.

C. Hash marks, number figures, and adjustment channel shall be routed into staff gauge board by use of a computer numerical control (CNC) machine to the depth where black core is clearly visible within the entire routed area. Hash marks shall be graduated in tenths of a foot.

D. Datum sign (NAVD 88 SFWMD) panel with white and red color core material. Sign shall have a red border and be permanently mounted into routed cavity at the top off staff gauge board.

E. Datum height offset (+1.28’ TO NGVD 29) shall be routed in staff gauge board

to the depth where black core is clearly visible within the entire routed area.

STEEL PIPE POSTS:

A. Pipe posts may be driven either manually or dynamically. In rock areas or soft bottom areas, diagonal bracing with pipe or two (2) inches x six (6) inches pressure treated lumber may be required to obtain sufficient stability.


CONCRETE PILES:

A. Pre-punching or pilot-drilling holes shall be performed when necessary to allow piles to be driven through rock.

B. Concrete piles shall be capped with a one (1) inch minimum thick layer of non – shrink epoxy grout applied after driving the pile. Prepare the surface of the pile in accordance with grout MANUFACTURER’s instructions.

STAFF GAUGES:

A. The CONTRACTOR shall install permanent slide mounted staff gauge(s) on concrete pile(s) or steel pipe post(s) with elevations referenced to NAVD 88 as shown on the Drawings. A 5” high x 8.5” wide sign with two (2) inch Series B alphabet height shall be permanently mounted into a routed cavity at the top off staff gauge board to identify the NAVD 88 reference datum.

B. The CONTRACTOR shall level staff gauge elevations to within +/- 0.01 feet or less. All leveling will be performed under the direct supervision of a Professional Surveyor or Mapper licensed in the State of Florida. Leveling will meet or exceed the National Geodetic Survey Standards for third order leveling

(12mmk). Field notes for each site shall be reviewed by surveyor and certified as meeting the leveling standards.


Measurement will be by each


Item No. SG-SPECIAL Staff Gauges – by each

END OF SECTION SG-SPECIAL


SPECIAL PROVISIONS


CONTROL OF THE WORK

(REV 3-15-02) (7-16)

SUBARTICLE 5-1.1 is expanded by the following: All reference to separate payment for individual items of work will not apply. The cost for various items of work will be included and paid for under the Contract Lump Sum Price. ARTICLE 5-2. The first paragraph is deleted and the following substituted: These Specifications, the Plans, Special Provisions, and all supplementary documents are integral parts of the Contract; a requirement occurring in one is as binding as though occurring in all. In addition to the work and materials specifically called for in the Contract Documents and any additional incidental work, not specifically mentioned, when so shown in the Plans, or if indicated, or obvious and apparent, as being necessary for the proper completion of the work will be included in the Contract Lump Sum Price. SUBARTICLE 5-7.6 is deleted.

CONTROL OF MATERIALS

(REV 8-17-09) (FA 8-24-09) (7-16)

ARTICLE 6-1 is expanded by the following new Subarticles:

6-1.3.3 Lump Sum Project General Requirements: Material is accepted by material sampling and testing requirements for the following work activities: earthwork and related operations, base courses, hot bituminous mixtures, portland cement concrete, and reinforcing steel as stated in 105-2. Fabricated metal acceptance will be in accordance with 105-1.2.3. All other material acceptance will be in accordance with 6-1. 6-1.3.4 Certification on Approved Product List (APL) Products: Submit to the Engineer a notarized manufacturer’s certification on each APL product that will be incorporated in the project. Submit the certification prior to utilization of the material on the project. Each certification will have the manufacturer letterhead, product name, batch number, FPID, Contract Number, category, county, title of certification person and test results in each product listed in the Department Specification. This letter will also provide the following statement: “This product meets the material specifications as provided in the Contract Documents.” Ensure that the date of the manufacturer’s certification is current to the shelf life of the product. This letter will


be delivered to the jobsite prior to placement or utilization. Retain test results for a minimum of three years. 6-1.3.5 Certification on all Other Materials Not Specified: Submit to the Engineer a notarized manufacturer’s certification on each product that will be incorporated in the project. Submit the certification prior to utilization on the project. Each certification will have the manufacturer letterhead, identification and type of material, FPID, Contract Number, county, test results of the material and notarized signature from the manufacturer. This letter will also provide the following statement: “This product meets the material specifications as provided in the Contract Documents.” Ensure that the date of the manufacturer’s certification is current to the shelf life of the product. Retain test results for a minimum of three years.

DISCHARGE TO OR WORK OR STRUCTURES IN NAVIGABLE WATERS OF THE U.S., WATERS OF THE U.S. AND WATERS OF THE STATE.

(REV 6-9-15) (FA 7-22-15) (7-16)

SUBARTICLE 7-2.2 is expanded by the following:

The “State of Florida Department of Environmental Protection (DEP) Generic Permit for Stormwater Discharge from Large and Small Construction Activities” applies to this Contract. Obtain a copy of the permit through the Department’s website and comply with the requirements of the permit. The URL for obtaining a copy of the permit is http://www.dep.state.fl.us/water/stormwater/npdes/permits_forms.htm In accordance with the requirements of the DEP generic permit, accept responsibility for the following: (a) Preparation, execution and submission of DEP Generic Permit Notice of Intent (NOI) and payment of associated fee(s) (b) Preparation and submission of Erosion Control Plan as outlined in Section 104 (c) Any Contractor initiated SWPPP modifications (d) Performing inspections using a qualified inspector (e) Completion of SWPPP construction inspection reports (f) Executing associated certification forms provided by the Engineer (g) Preparation, execution and submission of Notice of Termination (NOT) of the DEP Generic Permit coverage .

http://www.dep.state.fl.us/water/stormwater/npdes/permits_forms.htm


Use the SWPPP Construction Inspection Form provided by the Engineer to report all inspection findings and to document all corrective actions taken as a result of the inspection. Sign each inspection report and submit it weekly to the Engineer.

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – PREFERENCE TO STATE RESIDENTS

(REV 1-13-12) (7-16)

SECTION 7 is expanded by the following new Article:

7-28 Preference to State Residents

Florida Statutes 255.099 (Chapter 2010-147, Section 50, Laws of Florida), providing for preference to residents of the State of Florida, is hereby made a part of this Contract: Each contract that is funded by state funds must contain a provision requiring the contractor to give preference to the employment of state residents in the performance of the work on the project if state residents have substantially equal qualifications to those of nonresidents. As used in this Section, the term “substantially equal qualifications” means the qualification of two or more persons among whom the employer cannot make a reasonable determination that the qualifications held by one person are better suited for the position than the qualifications held by the other person or persons.

LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – E-VERIFY

(REV 6-13-11) (FA 6-16-11) (7-16)


7-29 E-Verify

The Contractor shall utilize the U.S. Department of Homeland Security’s E-Verify system to verify the employment eligibility of all new employees hired by the Contractor during the term of the Contract and shall expressly require any subcontractors performing work or providing services pursuant to the Contract to likewise utilize the U.S. Department of Homeland Security’s E-Verify system to verify the employment eligibility of all new employees hired by the subcontractor during the Contract term.


LEGAL REQUIREMENTS AND RESPONSIBILITY TO THE PUBLIC – SCRUTINIZED COMPANIES.

(REV 4-20-16) (10-16)


7-30 Scrutinized Companies

For Contracts $1,000,000 and greater, if the Department determines the Contractor submitted a false certification under Section 287.135(5) of the Florida Statutes, or if the Contractor has been placed on the Scrutinized Companies with Activities in the Sudan List, the Scrutinized Companies with Activities in the Iran Petroleum Energy Sector List, or the Scrutinized Companies that Boycott Israel List, the Department shall either terminate the Contract after it has given the Contractor notice and an opportunity to demonstrate the Department’s determination of false certification was in error pursuant to Section 287.135(5)(a) of the Florida Statutes, or maintain the Contract if the conditions of Section 287.135(4) of the Florida Statutes are met.

PROSECUTION AND PROGRESS

(REV 8-1-00) (7-16)

SUBARTICLE 8-4.1. The fifth paragraph is deleted. SUBARTICLE 8-7.3.1 is deleted and the following substituted:

8-7.3.1 Increased Work: The Department may grant an extension of Contract Time when it increases the Contract amount due to adding new work or providing for unforeseen work. The Department will base the consideration for granting an extension of Contract Time on the extent that the time normally required to complete the additional designated work delays the Contract completion schedule.


LIMITATIONS OF OPERATIONS – FENCING

(REV 6-17-04) (FA 7-13-04) (7-16)

SUBARTICLE 8-4.8 is deleted and the following substituted:

8-4.8 Fencing: Erect permanent fence as a first order of business on all projects that include fencing where the Engineer determines that the fencing is necessary to maintain the security of livestock and other animals on adjacent property, or for protection of pedestrians who are likely to gain access to the project from adjacent property. Secure the right of way on Limited Access Facilities at all times by a fence, either temporary or permanent, that meets the height of the existing fence or the height required in the Contract.


SUPPLEMENTAL TERMS AND CONDITIONS


CONTROL STRUCTURE (WEIR) BENCHMARKS

The Project require that the weir have a benchmark (Brass Disc only - Elevation in NAVD88) with a known elevation established. The contractor shall construct the structure with the required benchmark as a part of the unit contract price for the structures at no additional cost to the County. The Contractor will be responsible for establishing the elevation of the benchmarks. NOTE: Contractor shall be aware of stringent construction tolerances with regards to Weir Elevations.

FUEL & BITUMINOUS COST ADJUSTMENTS NOT PROVIDED

Section 9-2.1.1 Fuels and Section 9-2.1 Bituminous Materials of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction, 2016, are deleted. While it is recognized that a primary cost factor of this bid is based on the price of petroleum and that conditions in this market could become unstable and beyond the control of the bidder, it is also recognized that the availability of funding to compensate for future cost increases will be even scarcer should this occur. The county chooses not to obligate itself for these costs and has not provided for these cost adjustments in the contact. The Contractor shall take this risk into consideration when submitting their bid.

PROJECT INFORMATION SIGN

The contractor shall provide one project information sign in clear public view for the project. Details and location of the sign will be provided by Collier County. All costs to provide and install the projects sign will be included in the unit price for Bid Item 101-1 “Mobilization”.

MAINTENANCE OF TRAFFIC

All maintenance of traffic (MOT) shall conform to the FDOT Standard Index 600 series. Contractors shall submit complete MOT plans twenty-one (21) days prior to construction for County and CEI approval. All MOT related costs shall be included under Pay Item 102-1. All costs for maintaining traffic, including but not limited to: temporary pavement, drainage, striping, signing etc. shall be included in the Lump Sum price for Item 102-1 “Maintenance of Traffic”.


APPENDICES


APPENDIX A – GEOTECHNICAL REPORT

TIERRA

7351 Temple Terrace Highway Tampa, FL 33637

Phone (813) 989-1354 Fax (813) 989-1355

Florida Certificate No. 6486

September 21, 2014 Revised September 16, 2016 ATKINS 4030 West Boy Scout Blvd, Suite 700 Tampa, Florida 33607 Attn: Mr. Daniel Parsons, P.E.

RE: Preliminary Report of Geotechnical Engineering Services

Haldeman Creek Watershed Weir Replacement

Collier County, Florida

Tierra Project No. 6511-15-076 Mr. Parsons: Tierra, Inc. has completed geotechnical engineering services for the above referenced project. The results of our field exploration program and subsequent geotechnical recommendations are presented in this report. Should there be any questions regarding this report, please do not hesitate to contact our office at (813) 989-1354. Tierra would be pleased to continue providing geotechnical services throughout the implementation of the project. We look forward to working with you on this and future projects. Respectfully Submitted,

TIERRA, INC.

Jon D. Meade, P.E. Joseph R. Antinori, P.E. Geotechnical Engineer Senior Geotechnical Engineer Florida License No. 71529 Florida License No. 73176

TABLE OF CONTENTS

PROJECT DESCRIPTION .............................................................................................. 1

Project Information ...................................................................................................... 1

Scope of Services ........................................................................................................ 1

REVIEW OF PUBLISHED DATA .................................................................................... 2

General Site Information .............................................................................................. 2

Collier County Soil Survey ........................................................................................... 2

SUBSURFACE CONDITIONS ........................................................................................ 3

Groundwater Information ............................................................................................. 4

EVALUATIONS AND RECOMMENDATIONS ................................................................ 4

General ........................................................................................................................ 4

Geotechnical Design Parameters ................................................................................ 4

Seepage Analyses ....................................................................................................... 4

Site Preparation ........................................................................................................... 5

On Site Soil Suitability ................................................................................................. 5

Pavement Considerations ........................................................................................... 5

Excavations ................................................................................................................. 6

REPORT LIMITATIONS ................................................................................................. 7

APPENDIX

Boring Location Plan (Sheet 1) Soil Profiles (Sheet 2) Plan Sheets Provided by ATKINS

Preliminary Report of Geotechnical Engineering Services



Tierra Project No. 6511-15-076

Page 1 of 7

PROJECT DESCRIPTION

Project Information

The project site is located adjacent to the Walmart parking lot north of the intersection of Tamiami Trail (US 41) and Palm Drive in Collier County, Florida. The project, as we understand it, consists of relocating an existing weir approximately 350 feet to the east and adding a proposed access drive south of the drainage canal located on the east side of the referenced project.

Scope of Services

The objective of our study was to obtain information concerning subsurface conditions at the site in order to base engineering estimates and recommendations in each of the following areas: 1. General location and description of potentially deleterious materials discovered in

the borings which may interfere with the project progress including existing fills or organic soils.

2. Identification of groundwater levels and estimation of the Seasonal High

Groundwater Table (SHGWT).

3. Seepage analyses. 4. General pavement design considerations. In order to meet the preceding objectives, we provided the following services: 1. Reviewed published soils and topographic information. This published information

was obtained from the “Naples South, Florida” Quadrangle Map published by the United States Geological Survey (USGS) and the Soil Survey of Collier County, Florida, published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS).

2. Executed a program of subsurface exploration consisting of borings, subsurface sampling, and field testing.

3. Visually classified the samples in the laboratory using the Unified Soil Classification System (USCS) and the American Association of State Highway and Transportation Officials (AASHTO) Soil Classification System. Identified soil conditions at each boring location.

4. Collected groundwater level measurements and estimated the SHGWT at selected

locations.





Page 2 of 7

5. Prepared this engineering report in accordance with the above outlined project Scope of Services, which summarizes the course of study pursued, subsurface conditions encountered, and our engineering evaluations in each of the pertinent topic areas.

REVIEW OF PUBLISHED DATA

General Site Information

The project site at the time of our field activities consisted of forested land as well as an existing asphalt paved road where the pavement cores were performed. Based on a review of the “Naples South, Florida” United States Geological Survey (USGS) Quadrangle Map, the natural ground elevation at the project site is on the order of approximately +5 feet, National Geodetic Vertical Datum of 1929 (NGVD 29).

Collier County Soil Survey

Based on a review of the Collier County Soil Survey, it appears that there are two (2) primary soil-mapping units noted within the vicinity of the project site: “Basinger Fine Sand, 0 to 2 percent slopes and Urban Land” (Map Units 17 and 32). The general soil descriptions are presented in the following paragraphs, as described in the Soil Survey.

Basinger Fine Sand, 0 to 2 Percent Slopes (Map Unit 14) -The Basinger component makes up 90 percent of the map unit. Slopes are 0 to 2 percent. This component is on drainageways on marine terraces on coastal plains. The parent material consists of sandy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches is low. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 6 inches during June, July, August, September, October and November. Urban Land (Map Unit 32) - The Urban Land Complex map unit consists of miscellaneous areas that are covered by concrete, asphalt, buildings, or other impervious surfaces that obscure or alter the soils so that identification is not feasible. In areas mapped as Urban Land, 85 percent or more of the surface is covered by streets, parking lots, buildings or other structures. Most areas of Urban Land are artificially drained by sewer systems, gutters, tile drains and surface ditches that lower historic water tables. Specific soil information for the Urban Land mapping unit is not available in the Web Soil Survey. It should be noted that information contained in the USDA NRCS Soil Survey may not be reflective of current subsurface conditions, particularly if recent development in the project vicinity has modified existing soils or surface/subsurface drainage.





Page 3 of 7

SUBSURFACE CONDITIONS

The subsurface conditions were explored using five (5) SPT borings performed to depths of approximately 30 feet below the existing ground surface at the project site. The SPT borings were located in the field by representatives of Tierra using handheld global positioning system (GPS) units and measuring distances from existing site features. The SPT borings were performed with the use of a drill rig equipped with an automatic hammer, using rotary drilling procedures. The soil sampling was performed in general accordance with the American Society for Testing and Materials (ASTM) Test Designation D-1586 titled Penetration Test and Split-Barrel Sampling of Soils. The initial 2 to 4 feet of the borehole was augered manually by hand (HA) to verify subsurface utility clearance. SPT resistance N-values were then taken continuously from a depth of 0 to 10 feet and at intervals of 5 feet thereafter. As each soil type was encountered samples were collected and visually classified in the field. The samples were then transported to our Tampa laboratory for verification of the visual classification. As each soil type was revealed, representative samples were placed in air-tight jars and returned to our office for confirmation of the field classification by a geotechnical engineer.

In addition, two (2) hand auger probes were performed within the canal to determine the presence of organic material. The soil strata encountered in the borings performed for the project are summarized in the following table:

Stratum

Number Soil Description

USCS

Symbol

AASHTO

Symbol

1 Gray to Brown Fine SAND to SAND with Silt SP/SP-SM A-3/A-2-4

2 Gray to Brown Silty SAND SM A-2-4

3 Weathered LIMESTONE ---(1)

(1) USGS does not have a symbol for limestone/caprock

The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in

the Appendix should be reviewed for specific information at individual boring/probe locations. These profiles include soil descriptions, stratifications, and penetration resistances when applicable. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.





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Groundwater Information The groundwater levels were encountered at depths ranging from approximately 3½ to 4½ feet below the existing grades at the locations of the borings performed. It should be noted that groundwater levels tend to fluctuate during periods of prolonged drought and extended rainfall and may be affected by man-made influences. In addition, a seasonal effect will also occur in which higher groundwater levels are normally recorded in rainy seasons.

Based on the subsurface conditions encountered and the Soil Survey of Collier County, Florida published by the USDA NRCS, Tierra estimates the SHGWT to be on the order of 2 feet below the existing ground surface at Borings B-2 and B-5.

EVALUATIONS AND RECOMMENDATIONS

General

Stratum 3 is weathered limestone (rock). Excavation into and through this material

may be difficult and may require specialized equipment. In addition, limestone may

be porous and difficult to de-water. Variations in the depth and consistency of this

material should be anticipated.

The Boring Location Plan and Soil Profiles sheets should be reviewed to evaluate the soils encountered at the project site. In general, the existing shallow subsurface soils encountered within the borings performed are suitable for supporting the proposed roadway after proper subgrade preparation. Organic soils were not encountered within the depth of the borings performed. If organic soils, debris, or unsuitable fills are encountered during construction, they should be removed and replaced in accordance with the FDOT Standard Indices 500 and 505.

Geotechnical Design Parameters Tierra has developed Soil Parameters Tables for each of the SPT borings performed for use in the weir design by the structural engineer. The tables can be found on the attached

Report of Core Borings Sheet.

Seepage Analyses

Tierra has performed a seepage analyses based on weir plans provided by ATKINS. The analyses included protection against underseepage or “roofing” based on E.W. Lane’s weighted creep ratio (Rc). These preliminary analyses indicate a seepage cut-off wall will be required below the weir to elevation -10.0 NAVD 88. In addition, the seepage cut-off wall will be required to extend into the canal banks laterally. Tierra recommends the cut-off wall extend to an offset of -57.5’ to the north and +42.5’ to the south based on section B-B in the attached plan sheets.





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Cut-off wall recommendations are based on the weir configurations provided by ATKINS

and attached in the Appendix.

Site Preparation

Prior to construction, the location of any existing underground utilities within the construction area should be established. Material suitable for re-use may be stockpiled; however, any material stockpiled for re-use shall be tested for conformance to material specifications as indicated in the following sections of this report. Provisions should then be made to relocate any interfering utility lines within the construction area to appropriate locations and backfilling the resulting excavations with compacted structural fill. In this regard, it should be noted that if abandoned underground pipes are not properly removed or plugged, they might serve as conduits for subsurface erosion, which subsequently may result in excessive settlement.

The site should be cleared prior to construction. As a minimum, it is recommended that the clearing operations extend to the depth needed to remove material considered deleterious at least 5 feet beyond the proposed development area. Deleterious materials to be removed include pavement and structure remnants, roots, organics, tree stumps or other buried or surface debris.

On Site Soil Suitability The suitability of the soil for reuse in construction should be evaluated against the project engineering fill requirements. Variations in the subsurface stratification should be expected between borings. All fill should be placed in accordance with the recommendations provided in this report, and the current County requirements.

In general, the sandy soils (Stratum 1, SP/SP-SM, A-3/A-2-4) encountered at the site may be moved and used for grading purposes, site leveling, general engineering fill, and backfill in other areas, provided the fill is free of organic soil, clay, debris or any other material deemed unsuitable for construction and evaluated against engineering fill requirements.

The subsurface soil conditions encountered are presented on the Soil Profiles sheet in the

Appendix.

Pavement Considerations

Actual pavement section thickness should be provided by the design civil engineer based on traffic loads, volume, and the owners design life requirements. The following sections represent minimum thicknesses representative of typical load and construction practices and as such periodic maintenance should be anticipated. All pavement materials and construction procedures should conform to the appropriate City and County requirements.

In general, following the completion of the recommended clearing and grading operations and fill placement, the compacted fill and natural shallow sandy soils should be acceptable for construction and support of a flexible (limerock, crushed concrete, or shell base) type pavement section, or rigid (concrete) pavement section.





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Following initial clearing and grading, the exposed subgrade shall be compacted to a minimum depth of 12 inches to a minimum density of 95% of the Modified Proctor maximum dry density. Any fill utilized to elevate the cleared pavement areas to subgrade elevation should consist of reasonably clean (maximum 12% passing the #200 sieve sizes) sands uniformly compacted to a minimum depth of 12 inches to a minimum density of 95% of the Modified Proctor maximum dry density. In flexible pavement areas we recommend 12 inches of Type B stabilized subgrade (LBR = 40%) below the base course. Traffic should not be allowed on the subgrade as the base is placed to avoid rutting. The subgrade should be checked for soundness and be true to line and grade prior to the placement of the base course.

The choice of pavement base type will depend on final pavement grades. If a minimum separation of 18 inches between the bottom of the base and the seasonal high groundwater level is obtained, then a limerock, shell, or crushed concrete base can be utilized. A crushed concrete base should be utilized if the separation between the bottom of the base and the seasonal high groundwater is a minimum of 12 inches and less than 18 inches. Base material elevations should not be designed for saturated conditions. If the designer wishes to have base material closer than 12 inches to the SHGWT, then an underdrain system should be utilized that will maintain the 12 inches of separation. The SHGWT should be re-established relative to a known elevation prior to setting final grades. Limerock, shell and crushed concrete base material should meet Florida Department of Transportation (FDOT) requirements including compaction to a minimum density of 98% of the Modified Proctor maximum dry density and a minimum Limerock Bearing Ratio (LBR) of 100%. Crushed concrete should be graded in accordance with FDOT Standard Specification Section 901-5. As a guideline for pavement design, we recommend that the base course be a minimum of 6 inches thick in parking areas and 8 inches thick in heavily traveled drives. Before paving, the base should be checked for soundness.

The asphaltic concrete structural course should consist of at least one and one-half (1½) inches of Type S or SP asphaltic concrete material. The asphaltic concrete should meet standard FDOT material requirements and placement procedures as outlined in the current FDOT Standard Specifications for Road and Bridge Construction.

Excavations

Excavations and temporary side slopes should comply with the Occupational Safety and Health Administration’s (OSHA) trench safety standards, 29 C.F.R., s. 1926.650, Subpart P, all subsequent revisions or updates of OSHA’s referenced standard adopted by the Department of Labor and Employment Security and Florida’s Trench Safety Act, Section 553.62, Florida Statutes.

We are providing this information solely as a service to our client. Tierra does not assume responsibility for construction site safety or the Contractor’s or other party’s compliance with local, state, and federal safety or other regulations.





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REPORT LIMITATIONS

The analyses, conclusions and recommendations contained in this report are professional opinions based on the site conditions and project layout described herein and further assume that the conditions observed in the exploratory borings are representative of the subsurface conditions throughout the site, i.e., the subsurface conditions elsewhere on the site are the same as those disclosed by the borings. If, during construction, subsurface conditions different from those encountered in the exploratory borings are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary.

This report was prepared for the exclusive use of ATKINS, and their clients for evaluating the design of the project as it relates to the geotechnical aspects discussed herein. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions may require that additional expense be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

APPENDIX

Boring Location Plan (Sheet 1)

Soil Profiles (Sheet 2)

Plan Sheets Provided by ATKINS

PROBE-2

PROBE-1

B-5

B-4

B-3 B-2

B-1

PA

LM

DR

IVE

HALDEMAN CREEK

JDM

SW

JUN 2015

JDMNOTED 6511-15-076

COLLIER COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

SHEET 1

ENGINEER OF RECORD:

PROJECT NUMBER:

DATE:

SCALE:

APPROVED BY:

CHECKED BY:

DRAWN BY:

LEGEND

PLAN SCALE

0 50'

BORING LOCATION PLANAPPROXIMATE LOCATION OF SPT BORING

TIERRA7351 Temple Terrace HighwayTampa, Florida 33637Phone: 813-989-1354 Fax: 813-989-1355FL Cert. No.: 6486

JON D. MEADE, P.E.FLORIDA LICENSE NO.:

71529HALDEMAN CREEK WATERSHED WEIR REPLACEMENT

APPROXIMATE LOCATION OF PROBE

ENGINEER OF RECORD:

PROJECT NUMBER:SCALE:

APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

SOIL PROFILES

TIERRA7351 Temple Terrace HighwayTampa, Florida 33637Phone: 813-989-1354 Fax: 813-989-1355FL Cert. No.: 6486

LEGEND

SP

NOF PENETRATION (UNLESS OTHERWISE NOTED)SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES

HA

50/4 NUMBER OF BLOWS FOR 4 INCHES OF PENETRATION

HAND AUGERED TO VERIFY UTILITY CLEARANCES

12 to 246 to 12

24 to 408 to 24

(BLOWS/FT.)SPT N-VALUE


GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 61 to 3

3 to 8

15 to 308 to 15

30 to 5010 to 304 to 10



GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARDVERY STIFFSTIFF

SILTS AND CLAYSCONSISTENCY

FIRMSOFTVERY SOFT

LOOSE

DENSEVERY DENSE

4 to 82 to 4

RELATIVE DENSITYGRANULAR MATERIALS-

SAFETY HAMMER

MEDIUM DENSE

AUTOMATIC HAMMER

1

3

2

WEATHERED LIMESTONE

GRAY TO BROWN SILTY SAND (SM) [A-2-4]

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUPSYMBOL AS DETERMINED BY VISUAL REVIEW AND LABORATORYTESTING ON SELECTED SAMPLES FOR CONFIRMATION OF VISUALREVIEW

0

5

10

15

20

25

30

DE

PT

H IN

FE

ET

1

2

3

N

HA

16

11

8

50/2

5

2

3

15

B-1

1

3

N

HA

HA

50/2

50/4

39

7

9

7

8

B-2

1

2

3

N

HA

HA

2

2

5

3

5

9

17

B-3

1

3

N

HA

HA

5

2

5

4

7

9

13

B-4

1

2

3

N

HA

10

17

5

1

50/2

5

7

7

B-5

0

5

10

15

20

25

30

DE

PT

H IN

FE

ET

JDM

SW

JUN 2015

JDMNOTED 6511-15-076

COLLIER COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

SHEET 2JON D. MEADE, P.E.FLORIDA LICENSE NO.:

71529HALDEMAN CREEK WATERSHED WEIR REPLACEMENT

GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION

B-1 0 to 8 HA to 16 SP/SP-SM/SM 110 47.6 30 0 0.333 3.008 to 28 2 to 50/2 LIMESTONE 105 42.6 29 0 0.347 2.88

28 to 30 15 LIMESTONE 110 47.6 30 0 0.333 3.00

B-2 0 to 5 HA SP/SP-SM 100 37.6 28 0 0.361 2.775 to 11 39 to 50/2 LIMESTONE 135 72.6 0 8000 1.000 1.00

11 to 30 7 to 9 LIMESTONE 105 42.6 29 0 0.347 2.88

B-3 0 to 8 HA to 2 SP/SP-SM 100 37.6 28 0 0.361 2.778 to 28 2 to 9 LIMESTONE 105 42.6 29 0 0.347 2.88

28 to 30 17 LIMESTONE 110 47.6 30 0 0.333 3.00

B-4 0 to 8 HA to 5 SP/SP-SM/SM 100 37.6 28 0 0.361 2.778 to 28 2 to 9 LIMESTONE 105 42.6 29 0 0.347 2.88

28 to 30 13 LIMESTONE 110 47.6 30 0 0.333 3.00

B-5 0 to 6 HA to 10 SP/SP-SM/SM 110 47.6 30 0 0.333 3.006 to 13 1 to 5 SM 100 37.6 28 0 0.361 2.77

13 to 30 5 to 50/2 LIMESTONE 105 42.6 29 0 0.347 2.88

RECOMMENDED SOIL PARAMETERS

BORINGNUMBER

DEPTH(FT)

N SOILCLASSIFICATION

SOIL UNITWEIGHT (PCF)

SAT SUB

SOILANGLE OFFRICTION

(DEGREES)

COHESION/ULTIMATE

SHEARSTRENGTH

(PSF)

EARTHPRESSURE

COEFFICIENT

ACTIVE(Ka)

PASSIVE(Kp)

NOTE: BORINGS PERFORMED UTILIZING AN AUTOMATIC HAMMER.

-200 = 12

-200 = 3

-200 = 27

-200 PERCENT PASSING #200 SIEVE

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

1

PROBE-2

1

PROBE-1

-200 = 6

A-3 AASHTO GROUP SYMBOL AS DETERMINED BYVISUAL REVIEW AND LABORATORY TESTING ONSELECTED SAMPLES FOR CONFIRMATION OFVISUAL REVIEW

GRAY TO BROWN FINE SAND TO SAND WITH SILT(SP/SP-SM) [A-3/A-2-4]


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