pre-construction developer handout...village of algonquin - public works office - 110 meyer dr....

$: PRE-CONSTRUCTION DEVELOPER HANDOUT...Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006$
Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759

Updated: Tuesday, February 14, 2006

THE VILLAGE

OF ALGONQUIN

PRE-CONSTRUCTION DEVELOPER

HANDOUT

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Disclaimer.doc

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Memorandum

To: Contractors, Engineers, & Developers

Date: Monday, February 13, 2006

Re: Disclaimer on use of Specifications & Details This letter is to caution you on the use of the Village of Algonquin standard details and specifications. This information is provided to you with good faith, and much effort of the Village of Algonquin to standardize the construction of its utilities and assets. The files are in Adobe Acrobat PDF format for viewing and insertion into documents. These files were created by the Village of Algonquin in accordance with the subdivision ordinance, and are not to be altered in any way other than scale of the overall file. If it is found during review or construction that the documents have been altered, the project will be immediately closed out or shut down, and corrective action will be considered on a case by case scenario. If you have any questions regarding this letter please feel free to contact me at the information listed in the upper right hand corner of this letter. If for any reason the information provided (details & specifications) couldn’t be read, please feel free to contact me at the information listed below. Adobe Acrobat Reader can be downloaded at http://www.adobe.com/products/acrobat/readstep2.html 110 Meyer Dr. Algonquin, IL 60102-2749 Shawn M. Hurtig Public Works Project Manager 847-658-2754 x-403 [email protected]

Respectfully Submitted;

Shawn M. Hurtig

Village of Algonuin Department of Public Works Public Works Project Manager Shawn M. Hurtig

Developer Handout TABLE OF CONTENTS

TITLE PAGE DISCLAIMER 3 VILLAGE CONTACTS 4 RIGHT OF WAY DESIGN CONSIDERATIONS 6 UNIQUE DETAILS 7 INFRASTRUCTURE DESIGN STANDARDS 9 VILLAGE SHADE TREE LIST 13 PRE-CONSTRUCTION AGENDA LIST 15 SEDIMENT CONTROL DETAILS 16 INFRASTRUCRE TESTING INFORMATION 19 CLOSE OUT PROCEDURES 29

Cover sheet A1 Table of contents A2 Total 30

Village of Algonquin - Public Works Office - 125 Wilbrant St. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Village Staff Contacts.doc

Memorandum



Re: Village of Algonquin Staff Contacts Public Works Department Village Hall of Algonquin 110 Meyer Dr. 2200 Harnish Dr. Algonquin, IL 60102 Algonquin, IL 60102 Phone: 847-658-2754 Phone: 847-658-2700 Fax: 847-658-2759 Fax: 847-658-4564 Public Works Director Street Superintendent

Robert Mitchard Alan Mozola Phone: x-402 Phone: x-410 e-mail: [email protected] e-mail: [email protected]

Assistant Director Utility Superintendent Michele Zimmerman Doug Rowley

Phone: x-401 Phone: x-420 e-mail: [email protected] e-mail: [email protected] Public Works Project Manager Parks & Forestry Superintendent Shawn M. Hurtig Steve Ludwig Phone: x-403 Phone: x-411 e-mail: [email protected] e-mail: [email protected]

Community Development Director Village Manager Jeffery Mihelich William Ganek 2200 Harnish Dr. 2200 Harnish Dr Algonquin, IL 60102 Algonquin, IL 60102 Phone: 847-658-4184 Phone: 847-658-2700 Fax:: 847-658-2631 Fax: 847-658-5107 e-mail: [email protected] e-mail: [email protected]


Shawn M. Hurtig

Village of Algonquin Department of Public Works Public Works Project Manager Shawn M. Hurtig

Company Type Address Address 2 City State Zip Contact Phone FaxNicor Gas New Service 300 W. Terra Cotta Ave. Crystal Lake IL 60014 Dave Deckert (815) 455-0271 x-262 (815) 455-0980Nicor Gas Relocates 300 W. Terra Cotta Ave. Crystal Lake IL 60014 Scott Puffer (815) 455-0271 x-250 (815) 455-4688Nicor Gas Installation CM 300 W. Terra Cotta Ave. Crystal Lake IL 60014 Chris Winters (815) 455-0271 x-203 (815) 455-4688

SBC New Service Algonuin Wire 255 E. Chicago St. Elgin IL 60120 JoAnn Marshall (847) 888-6864 (847) 742-1631SBC Area Installation CM 255 E. Chicago St. Elgin IL 60120 Jerry Hise (847) 428-9968SBC New Service Dundee Wire 255 E. Chicago St. Elgin IL 60120 Mark Bencrustro (847) 888-6822 (847) 742-1631

ComEd All New Business (866) 639-3532ComEd Elgin Office Manager 350 S. Second St Elgin IL 60123 Maureen Anton (847) 608-2300 (847) 608-2383Com-Ed New Service (3 Phase) 350 S. Second St Elgin IL 60123 Kerry Manovski (847) 608-2393 (847) 608-2383Com-Ed New Service (1 Phase) 350 S. Second St Elgin IL 601323 Ellie Sarallo (847) 608-2400 (847) 608-2383Com-Ed Woodstock Office Manager 1950 Duncan Place Woodstock IL 60098 Tammie Wilson (815) 334-3302 (815) 334-3319Com-Ed Subdivision Service Engineer 1950 Duncan Place Woodstock IL 60098 Jerri Traggard (815) 334-3244 (815) 334-3319Com-Ed Relocates 123 Energy Ave. Rockford IL 61109 Don Westphal (815) 490-2789Com-Ed Installation CM 5100 S. St. Rt. 31 P.O. Box 1800 Crystal Lake IL 60014 Gene Leavitt (815) 477-5250Comcast New Service & Relocates 1575 Rohlwing Rd. Rolling Meadows IL 60008 Phillip Jones (847) 725-6722 (847) 725-6767Comcast Installation CM 1575 Rohlwing Rd. Rolling Meadows IL 60008 Sandy Berke (847) 725-6702 (847) 725-6767

All new connections must call into the new business line for entry into the system

VILLAGE OF ALGONQUIN - PUBLIC WORKS DEPARTMENTPROJECT MANAGER - SHAWN M. HURTIG - 847-658-2754 X403

Private Utility Contact Information

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Design Considerations.doc

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Memorandum


Date: Tuesday, February 14, 2006

Re: Design Considerations for ROW This letter is to serve as a summary to some of the Village of Algonquin standard Right Of Way design considerations. This will assist in the layout, function, and review of potential developments submitted to the Village of Algonquin. Following the items below as closely as possible increase your chances of a cleaner submittal, and review process. Thus, moving a development from preliminary, to final, to construction as expedient as possible. Time is money!

1. Right of Way Widths (per sub-division ordinance)(minimum) TYPE ROW STREET WIDTH (Back to Back)

a. Arterial 100 feet 48 feet b. Collector 80 feet 34 feet c. Local 66 feet 31 feet d. Cul de Sac Per design (in standard specifications & details) e. Minor Street 66 feet 31 feet f. Frontage Street 60 feet 25 feet g. Industrial Service 55 feet 33 feet

2. Right of Way Corridors (See Typical Local Rd. Corridor detail) a. Sanitary

i. No Services shall enter a manhole ii. Inspection Manholes for all non-residential services

b. Water i. Watermains shall loop, if not possible a hydrant shall be placed at dead end

ii. B-boxes must be located in the ROW iii. Separate Fire & Domestic service lines (from main to building)

c. Storm i. Follow the ICBM Rule for street drainage (Inlet, to Catch Basin, to Manhole)

ii. There will be no flow through Catch Basins allowed in village streets iii. Roadside Drainage swales are not permissible

d. Misc. i. No structure (beyond catch basins & inlets) allowed in the pavement

ii. Sidewalks on both sides of the street e. End


Shawn M. Hurtig


Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Unique Outline.doc

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Memorandum



Re: Unique Specifications Briefing I have put together a little message below that will outline some of the more unique specifications and details that the Village of Algonquin Public Works Departments uses. Please read this letter carefully as all of the text below will be enforced on site during inspections, occupancy and acceptance will be riding on these unique methods. Area 1 – Sanitary Structures

The Village of Algonquin has a very comprehensive plan on infiltration and inflow of its sanitary system. This program starts on paper and is proven in the field. We start with the details and specifications. The details call for a sealed joint system. This comprises of ez-stick, and Mac Wrap by Mar Mac Corp., (an 8” band tightened wrap at the structure joints). The key point of I & I is located at the structures chimney. The village details calls out for the WrapidSeal manhole encapsulation system by Canusa CPS. This is a heat shrink-wrap external chimney seal that captures the frame, rings, and cone section of the sanitary structure. The village also calls for structures to have rubber boots that tighten with stainless steel bands. Proper installment of the systems will ensure smooth sailing through the testing phase. Testing of sanitary mains includes the following: Air testing lines, mandrill testing after 30 day installation, televising 1 yr after installation, and vacuum testing the manholes. The vacuum test is a test that checks the chimney and joints of the manholes. Air is drawn out of the structure to create a vacuum, the vacuum is held at 10 inches of mercury. The test allows 1” of drop over a one-minute test.

Area 2 – Storm Sewer Structures

The Village of Algonquin follows the EPA NPDES Ph. II regulations with regards to storm water discharge (Dec 8th, 1999). You will see that the details call out for chimney seals on storm structures. These are the same systems used in the sanitary sewers. The WrapidSeal manhole encapsulation system by Canusa has proven to be quite effective and will be installed on every storm manhole, inlet, and catch basin. This includes all flat-top structures, which should have a 4” ring cast at the plant Adjustment rings for any structure that is in a paved surface shall have the top ring be GNR recycled rubber infra-riser ring (available through East Jordan). The rings are lightweight and great shock absorbers. The rings have proven to be great for maintenance and have ensured longer life for the concrete rings that support the frame. Please pay attention to the frame and grate specs. We are not accepting Neenah equals – East Jordan has shown great workmanship in the village logo, they coat there castings, and have moved ahead of the pack when stamping for NPDES educational frame “Dump no Waste Drains to Natural Waterway. They also supply the sinusoidal & vane grates that we specify.

Area 3 – Watermain Systems

The water system must be installed and tested as listed in the specifications, it is very important that the guidelines be followed. Long delays can occur when this procedure is run incorrectly. The water department has outlined in the specifications the process to achieve approval. Some of the key points include: A chlorination map shall be submitted & approved prior to any corporation taps are made. A passing pressure test form must be processed. Once a passing form has been issued, the village water operators will allow scheduling of chlorination testing,


Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Unique Outline.doc

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which requires a zero count for two consecutive days. All fittings are required the use of Meg-a-lug brand restraining glands.

Area 4 – Streets

The Village of Algonquin has recently made great changes in the streets division of public works. With asphalt pavements changing to the new superpave designs, it was felt that our specifications were a bit outdated. The new specifications and details show a couple of interesting points. The village road system is made up of mostly local streets, and collectors. We have therefore gone to a N 30 IL 9.5 L surface & N 30 IL 19.0 L binder mix in almost 95% of all situations. This mix is a tighter, thicker mix with better weather shielding. We have also gone to an interesting detail as far as putting in binder well ahead of the surface. Subdivisions in the past have laid curb and gutter down and installed binder before home building and at final close out of homes installed the surface. This usually meant a lot of abuse was done to the curb line by the heavy traffic jumping the lip created between the top of the binder and the edge of the curb. Our new detail shows how the binder will be ramped to the top of the curb flag. At time of surface installation, an edge grind will be needed, but the cost of curb replacement far out weights this amount.

Area 5 – Erosion Control As outlined in the subdivision ordinance, and Kane County Storm Water Ordinance, erosion control is not to be taken lightly. Major penalties can occur when this subject is not put as a priority. The keys to a successful erosion control plan incorporate: Silt fence installation and maintenance, construction entrance installation and maintenance, and slope stabilization. Silt fence will be required to encompass the entire site (regardless of grade). The fence will need to have a double row in high erosion areas (4 to 1 slopes or greater) and delicate wetland or preservation areas (creeks, ponds, forests). The one area that causes the most trouble is that of the construction entrance. The mud and debris that is dragged around the site is to be removed by this entrance, and when the entrance is in good shape it usual does work. However, many times the entrance is left unattended and rendered unusable soon after the project has started, and thus tracking of debris onto village streets occurs. Numerous sites have been closed down when debris is tracked onto the village right of way. Lastly, is the issue of slope stabilization. Mass grading usually takes care of the detention facilities, and black dirt stockpile. These two areas make up the most common places slope erosion occurs. The village outlines that all stockpiles that are to remain on site longer than 1 month shall be protected. The stockpiles shall have a row of silt fence installed at the base and a temporary seed shall be applied. Detention facilities are to be seeded according to spec. Immediately following the grading operation. A riser pipe shall be installed and any accumulated sediment will be removed at time of final acceptance.

I hope that this letter informs you a little better on the unique specifications and details of the Village of Algonquin. If you have any questions please feel free to contact me at the information listed in the upper right hand corner of this letter.

Respectfully submitted,

Shawn M. Hurtig Project Manager

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Sanitary & Watermain Specification 2-13-06.doc

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Memorandum



Re: Design Standards for Sewer & Water Construction A. Sanitary Sewer system

Sanitary sewer system shall be designed to meet Illinois Environmental Protection Agency (IEPA), Standard Specifications for Sewer and Water Main Construction In Illinois, latest edition and other applicable requirements. The design shall incorporate the more stringent requirements of the following items or agency requirements:

1. Each single-family lot or each building in other than single-family development shall be served

with a separate sanitary sewer service. All structures shall include provisions for an overhead sewer system.

2. All new buildings shall include provisions for an overhead sewer system, unless otherwise

approved by the Utilities Superintendent or Director of Public Works.

3. Manholes are to be provided at each change in direction of flow, change in pipe size, change in slope, change in material and at each pipe intersection, excluding services. Maximum manhole spacing is three hundred (300) feet. Where feasible, the sanitary sewer system shall be designed so as to provide for manholes to be installed within the R.O.W. Sanitary sewers installed within the rights-of-way shall not be placed more than eight feet from edge of pavement. Commercial & Industrial structures require an inspection manhole on the service line between the wye into the main and the building preferably within 10 feet of the building and in an accessible area. If an external grease trap is used the manhole must be downstream of the grease trap & domestic sewer service line.

4. Provide calculations to substantiate the available capacity of the receiving sewer.

5. Note on the plans which sewer lines are to be public and private. All public portions of the sewer

must be in a dedicated easement in order to provide maintenance.

6. Sanitary sewer shall be constructed either of P.V.C., S.D.R. 26, ASTM 0-3034, or a sewer safe lined ductile iron pipe of class 52. Pipe shall be laid in approved bedding. Minimum size sewer main shall be eight inches (8"). Sanitary sewers with an invert elevation fifteen feet or greater in depth shall be installed in as an approved sewer safe lined ductile iron pipe.

a. When connecting to an existing sewer main by means other than an existing “Y”, “T”, or

an existing manhole, one or the following methods shall be used:

i. Remove a section of pipe and replace with a "Y" or "T" branch section. Pipe section shall be removed by breaking only the top of one bell. After the “Y” or "T" branch is inserted, concrete shall be placed over the broken area to a minimum thickness of four inches (4") and to a dimension of eight inches (8") in all directions. All pipe sleeves shall be a Non-Shear Mission Coupling type.



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ii. Using pipe cutter equal to Sewer Tap Machine by Transmate, neatly and accurately cut a hole of proper dimensions and insert "band-seal" coupling saddle DFW 6T/C to fasten the inserted fitting and hold it firmly in place. Follow manufacturer's recommendations for installation.

b. Pipe penetrations into existing sanitary manholes shall be properly sized and cored and

sealed (Kor-N-Seal by NPC, Inc.) with flexible watertight connections. No cut-in connection shall be made by breaking or cutting a hole in the main and inserting the spigot end of an ordinary sewer pipe. No service connections shall be made directly into manholes are permitted unless approved by the Superintendent.

7. Force-mains shall be constructed of sewer safe ductile iron pipe of class 52. All field cuts

shall be restored per manufactures recommendations. Air relief valves are required at all high points along the main, and clean outs shall be installed per detail at a minimum of every 2000 feet

8. New sanitary manholes are to be pre-cast reinforced concrete eccentric type with a minimum 48"

I.D. barrel section, and monolithic bottom section; Pipe penetrations are to be sealed via the use of a cast-in-place flexible synthetic rubber pipe sleeve, which is to be fastened to the pipe with stainless steel bands. Barrel sections shall be sealed using a butyl rubber material strip and/or rubber gasket and a eight-inch (8”) "MacWrap" by Mar Mac Inc., external seal band or approved equal. Frames shall be sealed to the manhole by using a heat shrinkable wrap around sleeve equal to the Wrapid Seal manhole encapsulation system by Canusa. Existing frames requiring adjustment are also required to be sealed. A maximum of eight inches (8") of adjusting rings may be used, with the top ring being a GNR recycled rubber ring, supplied by East Jordan. All joints between pre-cast elements, adjusting rings and manhole frames shall be set in place using butyl rubber joint sealant. Steps shall be made of steel reinforced plastic, using an approved plastic meeting ASTM D4101, Type II, Grade 49108, over a #3 grade 60, ASTM A615, reinforcing bar. Steps shall be at 16" (inch) centers.

9. Sanitary sewer manholes constructed in a flood plain must have a rim twenty four inches (24")

above base flood elevation and have a water-tight-lock type frame and cover, Neenah R-1916 C or approved equal. Cover must have "SANITARY" cast into the top of the cover.

10. Except as provided in # 9 above, all frames and covers are to be East Jordan Iron Works Number

1050-Z1, with concealed pick holes and sealed cover. Variations in casting dimensions may be approved by Utilities Superintendent. Manhole covers must have "SANITARY" cast into the top of the cover. Manhole covers shall be EAST JORDAN IRON WORKS, product No. 102332, catalog No. 1020A, reference No. 102089. The cover casting shall include the Village of Algonquin logo. All casting shall be coated immediately after cleaning and machining. Coating shall be a non-toxic water base asphalt paint, complying to the AWWA C104 specification.

11. All utility and service trenches under or within two feet of paved surfaces or driving areas shall be

backfilled with CA-6 material properly compacted. Mechanically compacted backfill shall be placed in six-inch horizontal layers of thickness. Each layer shall be evenly spread, moistened (or dried, if necessary), and then tamped or rolled until 90 percent relative density compaction is achieved.

12. IEPA PERMIT IS REQUIRED PRIOR TO CONSTRUCTION OR INSTALLATION OF THE

SANITARY SEWER SYSTEM IMPROVEMENTS OR ADDITIONS.


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B. Water System

Water main systems shall be designed to meet Illinois Environmental Protection Agency, Standard Specifications for Sewer and Water Main Construction In Illinois, latest edition and other applicable agency requirements. The design shall incorporate the more stringent requirements of the following items or agency requirements. Only employees from the Village of Algonquin are authorized to operate valves connected to the Village water system. IEPA PERMIT IS REQUIRED PRIOR TO CONSTRUCTION OR EXTENSION OF THE WATER SYSTEM

1. The minimum size water main to be installed is eight inches (8") in diameter. 2. All water mains shall be Ductile Iron Pipe (DIP), cement lined, Class 52, AWWA C-151. 3. Valves up to 12” shall be open left resilient wedge gate valves "Mueller A-2360” or approved

equal; installation intervals shall not exceed 1000 feet or as directed by the Village Engineer. It shall not require more than three valves to isolate a single location within the distribution system. Valves 16" and larger shall be butterfly type as manufactured by Pratt or Village of Algonquin approved equal.

4. Watertight valve vaults shall be provided for each valve 6”(inches) & greater. Valve vaults are to

be precast with monolithic bottom section, reinforced concrete barrel sections, concentric type top section, barrel sections shall be sealed using a butyl rubber or bituminous mastic material. Pipe penetrations are to be sealed via the use of a cast-in-place flexible synthetic rubber pipe sleeve, which is to be fastened to the pipe with stainless steel bands. Inside diameter of valve vaults shall be 48" for valves 8" or less. Valves 10" or greater shall be installed in valve vaults 60" in diameter or as required by the Village Engineer or Utilities Superintendent. All tapping valves shall be installed in valve vaults 60" in diameter or as directed by the Village Engineer or Utilities Superintendent. A maximum of eight inches (8") of adjusting rings may be used.

5. Hydrants are to be Waterous Pacer WB67-250 traffic breakaway type, with a fresh coat of red

paint. All hydrants require a 6” auxiliary valve (Resilient Wedge Gate Valve), and valve box (Tyler 6860 series) with a valve box stabilizer (American Flow Control Trench Adapter).

6. Valve boxes shall be provided for all buried valves that are 4” (inches) and smaller. Valve boxes shall be one complete assembled unit composed of the valve box and extension stem. All moving parts of the extension stem shall be enclosed in a housing to prevent contact with the soil. Valve box assembly shall be adjustable to accommodate variable trench depths. The stem assembly shall be of a telescoping design that allows for variable adjustment length. The material shall be galvanized square steel tubing. The stem assembly shall have a built-in device that prevents the stem assembly from disengaging at its fully extended length. The extension stem must be capable of surviving a torque test to 1,000 ft-lb without failure. Valve box stabilizer shall be American Flow Control’s Trench Adapter.

7. Spacing between hydrants shall be at each intersection and shall not exceed three hundred feet

(300’). Front of hydrants shall be placed a minimum of three feet from the back of curb. 8. The water system must be extended, as a minimum, to the limit of the subdivision and looped

wherever possible. Note on plans which mains are to be public and private.


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9. Connection to an existing water main shall be performed by pressure connection only. Pressure

connection and valve shall be located within a valve vault, minimum diameter shall be sixty inches (60"). Tapping sleeve shall be Mueller H-615. Tapping valve shall be RESILIENT WEDGE GATE VALVE NRS mechanical joint valve. All fittings will be swabbed with a chlorine solution of at least 50 mg/L. This solution must be tested by a Village representative prior to use. If the Director of Public Works deems a pressure connection cannot be accomplished, use of a cut-in-sleeve and tee connection may be permitted. Shop drawings of proposed material shall be submitted to the Superintendent for approval.

10. Minimum diameter of water services is one inch (1"), type "K" copper. All corporation taps of 2”

and smaller must use the direct tapping method. Copper must be one piece from corporation tap (Mueller H-15000) to round way (Mueller H15154), and also one piece from the roundway to the meter unless approved by village plumbing inspector. Curb box is to be Mueller H-10300 Series Minneapolis pattern base

11. All frames and covers are to be East Jordan Iron Works Number 1050-Z1. Variations in casting

dimensions must be approved by Utilities Superintendent. Valve vault covers must have "WATER" cast into the top of the cover. Manhole covers shall be EAST JORDAN IRON WORKS, product No. 102332, catalog No. 1020A, reference No. 102089. The cover casting shall include the Village of Algonquin logo. All casting shall be coated immediately after cleaning and machining. Coating shall be a non-toxic water base asphalt paint, complying to the AWWA C104 specification

12. All utility and service trenches under or within two feet of paved surfaces or driving areas shall be

backfilled with CA-6 material properly compacted. Mechanically compacted backfill shall be placed in six-inch horizontal layers of thickness. Each layer shall be evenly spread, moistened (or dried, if necessary), and then tamped or rolled until 90 percent relative compaction is achieved.

13. Chlorinating of the water main and collection of safe water samples shall be in accordance with

IEPA requirements and completed prior the installation of service taps. Revised: August 11, 2000 November 6, 2000 May 31, 2001 Tuesday, February 01, 2005 (SMH)


Shawn M. Hurtig

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Tree List.doc

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Memorandum

To: Developer & Owners


Re: Parkway Tree List The following is a list of species that may be planted as ‘street trees’ or parkway trees. Street trees planted directly under overhead utility lines shall be sized to not interfere with the lines. Standard tree forms are preferable. Wide-spreading clump form trees shall not be permitted unless approved by the Village Arborist or his designate. Approved Species for this purpose are listed under Medium Trees. Other species shall be permitted only with the approval of the Village Arborist or his designate

Large Trees (Height 50+’ at maturity)

Botanical Name Common Name Sub-Type

Acer x freemannii Autumn Blaze Freeman Maple Aesculus flava Yellow Buckeye Aesculus hippocastanum Common Horsechestnut Baumannii Aesculus hippocastanum European Horsechestnut Alnus glutinosa European Black Alder Carya glabra Pig Nut Hickory Carya ovata Shag Bark Hickory Catalpa speciosa Northern Catalpa Celtis ocidentalis Hackberry Celtis ocidentalis Hackberry Chicagoland Celtis ocidentalis Hackberry Prairie Pride Celtis ocidentalis Hackberry Windy City Cercidiphyllum japonicum Katsuratree Cladastris kentukea American Yellowood Corylus colurna Turkish Filbert Eucommia ulmoides Hardy Rubber Tree Fagus grandifolia American Beech Fagus sylvatica European Beech Fagus sylvatica European Beech Asplenifolia Fagus sylvatica European Beech Riversii Fagus sylvatica European Beech Roseomarginata Fraxinus Americana White Ash Autumn Purple Fraxinus americana White Ash Junginger Fraxinus americana White Ash Chicago Reagal Fraxinus americana White Ash Fall Festival Fraxinus americana White Ash Royal Purple Ginko biloba Ginko Autumn Gold Ginko biloba Ginko Magyar Gliditsia triacathos var inermis Thornless Honey Locust Halka Gliditsia triacathos var inermis Thornless Honey Locust Skyline Gliditsia triacathos var inermis Thornless Honey Locust Shadmaster Gymnocladus dioicus Kentucky Coffeetree Gymnocladus dioicus Kentucky Coffeetree Espresso Gymnocladus dioicus Kentucky Coffeetree Prairie Titan Juglans nigra Black Walnut Liquidambar styraciflua American Sweetgum Liriodendron tulipifera Tuliptree Magnolia acuminata Cucumbertree Magnolia Magnolia acuminata Cucumbertree Magnolia Yellow Bird Metasequoia glyptostroboides Dawn Redwood Nyssa sylvatica Black Tupelo Platanus acerifolia London Planetree Quercus alba White Oak Quercus bicolor Swamp White Oak Quercus coccinea Scarlet Oak Quercus ellipoidalis Northern Pin Oak Quercus imbricaria Shingle Oak Quercus macrocarpa Bur Oak Quercus muehlenbergii Chinkapin Oak Quecus prinus Chestnut Oak


Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Tree List.doc

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Large Trees (Height 50+’ at maturity) continued…

Botanical Name Common Name Sub-Type Quercus robur English Oak Quercus robur x alba Crimsonspire Oak Qurrcus rubra Red Oak Quercus schuetti Swamp Bur Oak Sophora japonica Japanese Pagodatree Taxodium distichum Common Baldcypress Ulmus carpinifolia Smoothleaf Elm Accolade Ulmus carpinifolia Smoothleaf ElmHomestead Ulmus carpinifolia Smoothleaf Elm Regal Zelkova serrata Japanese Zelkova Zelkova serrata Japanese Zelkova Illinois Hardy

Medium Trees (30’ – 45’ at maturity)

Botanical Name Common Name Sub-Type Acer buergeranum Trident Maple Acer campestre Hedge Maple Acer miyabei Miyabe Maple Acer platanoides Royal Red Maple Aesculus hippocastanum Red Horsechestnut Briotti Betula nigra River Birch Carpinus betulus European Hornbeam Carpinus caroliniana American Hornbeam Halesia tetraptera Carolina Silverbell Magnolia acuminata Magnolia Yellow Bird Magnolia acuminata Magnolia Kobus Magnolia acuminata Magnolia Merrill Phellodendron amurense American Corktree Phellodendron amurense American Corktree Eye Stopper Phellodendron amurense American Corktree His Magesty Phellodendron amurense American Corktree Macho Phellodendron amurense American Corktree Shademaster Pyrus calleryana Callery Pear Chaticleer Ulmus carpinifolia x parvifolia Elm Frontier Ulmus wilsoniana Elm Prospector

Small Trees (20’ - 30’ at maturity)

Botanical Name Common Name Sub-Type Acer ginnala Amur Maple Acer griseum Paperbark Maple Acer tataricum Tartarian Maple Aesculus hippocastanum Red Horsechestnut Briotti Alnus rugosa Speckled Alder Amelanchier arborea Shadblow Serviceberry Amelanchier grandiflora Apple Serviceberry Amelanchier laevis Allegheny Serviceberry Cercis canadensis Eastern Redbud Cercis canadensis Eastern Redbud Forest Pansy Cercis canadensis Eastern Whitebud Cornus mas Corneliancherry Dogwood Cornus mas Corneliancherry Dogwood Golden Glory Crataegus crusgalli var. inermis Thornless Cockspur Hawthorn Halesia carolina Silverbell Koelreuteria paniculata Goldenraintree Maackia amurensis Amur Maackia Ostrya virginiana Ironwood Syringa reticulata Japanese Tree Lilac Syringa reticulata Japanese Tree Lilac Ivory Silk _____________________________________________________________________________________________________________________

. Respectfully Submitted;

Shawn M. Hurtig

Plans

Extra:

Extra:Grading

Extra:Sanitary

Extra:Water

Extra:Storm

Extra:Pavement

Extra:

Extra:Acceptance

Extra:Other Notes

Approved Set, Revisions, Record Dwgs.,

Silt Fence, Rock Check Dams, Filter Fabric, Construciton Entrance, Tree Protection, Root Pruning, Sediment Riser or Basin

Erosion Control

VILLAGE OF ALGONQUIN - PUBLIC WORKS DEPT.PROJECT MANAGER - SHAWN M. HURTIG 110 Meyer Dr., Algonquin, IL 60102 847-658-2754 x403

Pre-Construction Agenda ItemsPROJECT TITLE

Restoration of Detention, Erosion Maintenance

Connection, Inspection, Testing (Air, Vacuum, Mandrill, TV) Cleaning

Connection, Inspection, Testing Procedure, Shut Down Procedure

Cleaning & Protection, Pipe Variations & Material

Must be approved on site prior to any mass grading, excavation, or utility installation

Bulkhead Location & timing

Proof Roll Tests, Compaction Testing, Material Testing, Curb work

Prelim Underground, Final Underground, Concrete, Pavement, Valve & Hydrants, Landscape

Final Walk Through Needs

Walk Throughs

Ramping of Asphalt

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Sanitary Testing Guidelines.doc

Page 1 of 1

Memorandum



Re: Sanitary Testing Guidelines The following is a list of testing required for all sanitary installations. A passing result of all of the following is required prior to any acceptance / occupancy is granted. Cost of equipment purchase or lease, materials, and labor necessary to conduct all testing is incidental to and shall be included in cost bid for sanitary construction.

1. Air / Pressure Testing: All sanitary sewer gravity mains are required to pass a low-pressure air test.

a. A pressure equal to 4 PSIG shall be introduced into the main via an air compressor.

b. The pressure shall not drop more than ½ PSIG over the course of time determined by the testing criteria chart.

2. Forcemain testing will use a hydro static test that is equal to 1.5 times the designed operation pressure.

a. The procedure shall be the same as used for testing a Village of Algonquin water system (See Const. Testing of Watermain Guidelines)

b. A passing test is achieved when the pressure drops less than 5 psi during the 2 hour test or when the calculated recovery is met.

3. Mandrill / Deflection Testing: The entire length of the installed PVC main line pipe shall be deflection tested for acceptance with an approved go-no-go testing device. Ductile Iron Sewer Safe Pipe is not required to be mandrill / deflected tested.

4. All sanitary sewer manholes shall be vacuum tested as directed by the Village Engineer or Utilities Superintendent.

a. Sanitary sewer manholes shall be tested for leakage immediately after installation.

b. Lift holes shall be plugged with a non-shrink grout. c. Inlet and outlet pipes at manhole shall be plugged, taking care to securely brace

plug to avoid its being drawn into manhole. d. Vacuum test equipment shall be placed at inside of top of the frame and seal

inflated to 40 psi to create a seal between vacuum base and structure. e. A vacuum of 10 inches of mercury shall be drawn and vacuum pump shut - off. f. With valves closed, time shall be measured for vacuum to drop to 9 inches. g. Manhole integrity is acceptable if the time exceeds 60 seconds for a 48-inch

diameter manhole, 75 seconds for a 60-inch diameter manhole, and 90 seconds for a 72-inch diameter manhole.

h. If manhole fails initial test, necessary repairs shall be made with a non - shrink grout or other acceptable and approved materials.

i. Retesting shall proceed until a satisfactory test is obtained. j. Contractor shall repair all visible defective joints or leaks in manhole even though

vacuum test requirements are met. 5. All sanitary sewer mains shall be televised one year after installation and prior to final acceptance

by the Village. The original videotape & documentation shall become the property of the Village. Respectfully Submitted;

Shawn M. Hurtig


Name

Phone: Fax:

VoA ID Firm ID

Date: Phone: Fax:

Concrete Plastic Other

Duration Pass Fail LengthPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass Fail

Public WorksConditions of the day:

Revisit of the Site is Necessary Not Necessary

Type of Project: Residential

Structure from #

Inspector

Testing Firm

General Contractor Co.

Inspectional Firm

Project Name:

Structure to #

# of Structures Structure Material

Commercial

VILLAGE OF ALGONQUIN - PUBLIC WORKS DEPT.PROJECT MANAGER - SHAWN M. HURTIG 110 Meyer Dr. Algonquin, IL 60102 847-658-2754 x403

SANITARY AIR TESTING FORM

REMARKS

4 6 8 10 12 15 18 21 24:04 :10 :18 :28 :40 1:02 1:29 2:01 2:38:09 :20 :35 :55 1:19 2:04 2:58 4:03 5:17:13 :30 :53 1:23 2:38 3:06 4:27 6:04 7:55:18 :40 1:10 1:50 3:18 4:08 5:56 8:05 10:34:22 :50 1:28 2:18 3:58 5:09 7:26 9:55 --------:26 :59 1:46 2:45 4:37 6:11 8:30 -------- --------:31 1:09 2:03 3:13 5:17 7:05 -------- -------- 11:20:35 1:19 2:21 3:40 5:40 -------- -------- -------- 12:06:40 1:29 2:38 4:08 -------- -------- -------- 10:25 13:36:44 1:39 2:56 4:35 -------- -------- 8:31 11:35 15:07:48 1:49 3:14 4:43 -------- -------- 9:21 12:44 16:38:53 1:59 3:31 -------- -------- -------- 10:12 13:53 18:091:02 2:19 3:47 -------- -------- 8:16 11:54 16:12 21:101:10 2:38 -------- -------- 6:03 9:27 13:36 18:31 24.121:19 2:50 -------- -------- 6:48 10:38 15:19 20:50 27.131:28 -------- -------- 5:14 7:34 11:49 17:01 23:09 30.14

Testing Criteria Chart

150

225

Diameter of PipeLength of Test Section

2550

500

275300350400450

175200

250

75100125

Name

Phone: Fax:

VoA ID Firm ID

Date: Phone: Fax:


Pipe Dia. Pass Fail LengthPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass Fail

REMARKS


SANITARY MANDRILL TESTING FORMProject Name:

Structure to #

# of Structures Structure Material

Commercial


Inspectional Firm

Inspector

Testing Firm


Structure from #


Revisit of the Site is Necessary Not Necessary

Name

Phone: Fax:

VoA ID Firm ID

Date: Phone: Fax:


Depth Diameter Duration Pass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass Fail

Depth Depth Depth48" 60" 48" 60" 48" 60" 48" 60"

8 20 26 14 35 46 20 50 65 26 64 8510 25 33 16 40 52 22 55 72 28 69 9112 30 39 18 45 59 24 59 78 30 74 98

Structure Material

Commercial Public WorksConditions of the day:

Revisit of the Site is Necessary Not Necessary# of Structures

Time Time

Increase Vacuum Pressure inside manhole untill 10" of Mecury is achieved, close valve. Start timing and monitor the pressure for the above alloted time. The test is completed if the pressure does not drop more than one (1) inch of Hg.

TimeTimeTesting Criteria Chart

Inspector

Testing Firm


Inspectional Firm

Project Name:

Remarks


Structure #

VILLAGE OF ALGONQUIN - PUBLIC WORKS DEPT.PROJECT MANAGER - SHAWN M. HURTIG 110 Meyere Dr. Algonquin, IL 60102 847-658-2754 x403

SANITARY VACUUM TESTING FORM

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Watermain Testing Guidelines.doc

Page 1 of 2

Memorandum


Date: Monday, January 17, 2005

Re: Watermain Testing Procedure Only Village of Algonquin Water Department personnel or persons authorized by the Utility

Superintendent or Director of Public Works are permitted to operate valves connected to the Village water system.

STEP #1 PLANNING

1. The contractor shall submit to the Project Manager a plan that indicates the water main to be disinfected. The plan shall include the name of the project and phase if applicable, IEPA permit number, source water location(s), all valves, hydrants, main size and length of main in feet. The Project Manager will then submit the plans to the water department for review.

2. The Water Department will review the plan and designate the location for injecting the chlorine and the sample locations. After review, the plan will be given back to the Project Manager. No samples shall be taken from Fire Hydrants.

3. Once the chlorinating and sampling plan is approved the contractor shall install the necessary corps and appropriate appurtenances.

4. No Pre-testing of the system will be permitted, unless otherwise approved by Village of Algonquin Water Department personnel or persons authorized by the Utility Superintendent or Director of Public Works

STEP #2 PRESSURE TESTING

PRESSURE TESTING: The contractor must notify the Project Manager at least 48 hours prior to pressure testing the newly installed water main. Each section of pipe to be tested shall be filled with water and the specified test pressure shall be applied by means of a pump connected to the pipe in a manner approved by the Director of Public Works. The pump, pipe connection, and all necessary apparatus including gauge and meter connections shall be furnished by the contractor. The required equipment includes the following:

1. Wrench for corporation shut down 2. Valve Key 3. B-box Key 4. (1) 30 gallon trash can 5. (1) 5 gallon bucket 6. Enough food grade hose and copper tubing to make all appropriate connections 7. (1) 1 gallon of bleach 8. (5) Clean rags 9. (1) Hydrant wrench 10. (1) Pump with appropriate specifications

a. Pump shall be filled with gas b. Pump shall have back flow prevention c. Pump shall have pressure release spigot

Any cracked or defective pipes, fittings, valves, or hydrants discovered in consequence of this pressure test shall be removed and replaced by the contractor with the new material and the test shall be repeated until passed or to the satisfactory of the Director of Public Works.

a. Each section of Pipe is to be tested at a hydrostatic pressure of 150 psi for two hours. As per AWWA C-600, test pressure shall not vary by more than five psi (+/-).


Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Watermain Testing Guidelines.doc

Page 2 of 2

b. Allowable leakage in gallons per hour for pipe line shall not be greater than that determined by the formula:

SD(sq. Rt. P) L = ---------------- 133,200 Note: L = Testing allowance (makeup water) in gallons per hour S = Length of pipe tested, in feet D = Nominal diameter of the pipe in inches P = Average test pressure during leakage (test in pound per square inch) The Project Manager shall provide an estimate of the gallons of water used to flush and test the newly installed water main. The Project Manager shall also provide certification documenting the results of the pressure test.

STEP #3 CHLORINATION No sooner than 48 hours after the newly installed system has passed the pressure testing procedure as described above shall the contractor schedule disinfection and sample collecting with the Chief Water Operator.

1. Prior to disinfection of the water main, the water main shall be flushed to remove any foreign substances that may be present in the water main and must have passed the pressure test.

2. After the water main is chlorinated, the main shall remain unused for a minimum of 24 hours and have a free chlorine residual of not less than 10 mg/L.

3. After the 24 hour detention time, the water main may be flushed of all the super chlorinated water and a maximum chlorine residual of 2 mg/L is achieved in the water main.

4. Two consecutive samples are taken 24 hours apart from each of the sample locations. These samples must be free of any bacteriological contamination. The samples are collected by a designated water department employee who will also deliver the samples to a laboratory that is certified by the Illinois Department of Public Health to conduct Bacteriological sample screening. Satisfactory disinfection is demonstrated when two consecutive water samples, collected at least twenty-four hours apart, indicate no bacterial contamination.

5. If unsatisfactory results are obtained with the samples; then the water main shall be re-chlorinated, flushed and resample until two consecutive satisfactory results are obtained from each sample point.

6. After two consecutive satisfactory results are obtained from each sample point, the water main shall be placed into service by the Water Department. The Water Department will then notify the Project Manager of the satisfactory results & active main. The Project Manager in turn will notify the contractor of the passing results.

7. The amount of water used during the flushing and chlorination process shall be measured and given to the Utilities Superintendent.

8. After all sample sites have two consecutive satisfactory results, the IEPA permit will be signed by the Chief Water Operator. The Chief Water Operator will forward the signed IEPA permit and laboratory reports to the Assistant Public Works Director.

9. The Assistant Public Works Director will complete the IEPA permit and process accordingly. 10. Billing of water use during testing will be sent to Developer. 11. Watermain valves and hydrants will be re-inspected during project punch listing. 12. END


Shawn M. Hurtig

Mains ServicesLength in ft (A) Dia. In inches (A) Length in ft (A)

Dia. In inches (B) Length in ft (A) Dia. In inches (B) Length in ft (A)Dia. In inches (C) Length in ft (A) Dia. In inches (C) Length in ft (A)Dia. In inches (D) Length in ft (A) Dia. In inches (D) Length in ft (A)

Run Time (Hrs.) 0.00fluid oz.

0.00 #DIV/0!R = L = Fill # equals 0.00

Fill Time equals #DIV/0!

Rotations equals #DIV/0!

&

This is the This is the

Test used gallons oz for recovery

Yes X Yes XVoA Id IEPA # or Log # PE #

YES NOApply for Operating PermitAttach worksheet to Daily Report Workbook

Standard Testing Notes The test shall be run at a minimum of 150 psi for a duration of 2 hours. The allowable drop in pressure over the 2 hour period is 5 psi.

Notes Nearest Cross St.

Pressure Test Results

It is very important that the pressure test setup and procedure outlined in the specifications and details book be followed.

time that this test has been performed on this section of pipetime that this test has been performed on this site

Flush Time equals

Testing Calculation Gallons used to pressurize

Total Water Consumption #DIV/0! GALLONSWater Usage Chart

# Hydrants dispersing

Allowable Leakage Equals 0.0000 gal

Flushing Calculation = Fill * # of Fill Rotations

Inspector NameWater main material

VILLAGE OF ALGONQUIN - PUBLIC WORKS DEPT.PROJECT MANAGER - SHAWN M. HURTIG 110 Meyer Dr., Algonquin, IL 60102 847-658-2754 x403

WATER MAIN PRESSURE TESTING FORM

R= Radius in inches. L= Length in ft. ***These numbers are projected by the assumed flushing time

ALLOWABLE LEAKAGE CHART

Fill Calculation 23.50 * (R/12)(sqrd) * L

Testing Firm All squares with the light border around them are to be filled in by inspector, all other squares with borders will be filled in by functions.

L=((S*D*sqrt P)/133,200)*2hrs.

Test Firms Representative

Date:Project Name:

The pressure testing of the water main may not occur or be scheduled until the passing chlorination form has been receivedInspectional Firm

Installation Contractor

This area to be filled in by Project Mgr. Only

FAILED PASSED

Test Pressure (PSI)

Attach Tapping Atlas or Sketch of the watermain that is tested & number the phase

Dia. In inches (A)

Village of Algonquin - Public Works Office - 110 Meyer Dr. Algonquin, IL 60102 Office 1-847-658-2754 x-403, Fax 1-847-658-2759 Y:\Details\2006 Details\Working Dwgs\Word Documents\Roadway Testing.doc

Page 1 of 2

Memorandum



Re: Village Roadway Testing Requirements This memo will serve to outline the testing that the Village of Algonquin requires on all roadways constructed within the Village of Algonquin. All testing shall be by Village of Algonquin approved personnel or an Village of Algonquin approved third party consultant. All test results must be submitted to the Public Works Project Manager.

1. Proof Rolls a. A proof roll on the sub-base is required for the entire roadway, including curb line. All

soft and yielding materials will be marked and documented with dimensions, depth of removal, and type of backfill required.

b. A proof roll on the base of the road shall be performed. This test will verify that all sub-base issues are resolved and the base is ready to except asphalt.

2. Curb Testing a. The first test beyond that of the sub-base test mentioned in the proof roll section above, is

the visual test done on the stone base and form work. The curb shall be walked to ensure all sub-base issues have been resolved and that all forms are true to the plans and details. Dowel bars and expansion must be present at the end of every days pour and where the new curb ties into existing curb work

b. During the pour of the curb, a series of cylinders must be made for strength testing. The village requires a cylinder be produced at a minimum of one a day, but no less than 1 cylinder per 50 yds. The cylinders must be poured in accordance to good testing standards, which eliminates all voids and segregation of material. The cylinders must be clearly labeled and include the project name, address or station number, and date. The cylinders are to be broken on the 7th, 14th, and 28th day. There shall also be random slump & temperature tests, on various loads through out the day.

3. Asphalt Testing a. The binder and surface course shall be installed as per village standards and details. All

mix designs shall be approved Illinois Dept. of Transportation designs. The mix design and plant certification shall be submitted for Village of Algonquin for verification & approval.

b. Mix temperatures shall be taken at random intervals. Temperatures shall be noted by address or station and time of day. These temperatures shall be taken at the rear of the asphalt hauler. Asphalt temperature at the time of breakdown should be no less than 250 degrees, and at time of finish rolling no less than 150 degrees.

c. The last test is that of nuclear density testing. Testing shall occur randomly along the lift at no more than 500 ft. intervals. Density of 95% of max theoretical density as determined by ILL Modified AASHTO T 209. No test shall fall below 91%. The roller pattern shall be noted by number of passes and total length. . The amplitude and frequency of the breakdown roller shall also be included in the notes. The roller shall not exceed 10 mph at any time


Shawn M. Hurtig


Name

Phone: Fax:

VoA ID Firm ID

Date: Phone: Fax:

Virgin Grade 9 CA-6 Other Curb

Pass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass FailPass Fail


Parking Lot RoadwaySq. ft. Testing Area:

Base Material:


Road or Zone #

Commercial

Inspector

Testing Firm

Type of Design:Weight of Testing Device (lbs):


Inspectional Firm

Project Name:

Condition

Sketch Failures on Field Copy or Rear of Paper Copy


PROOF ROLL TESTING FORM

Testing Device:

Remarks ( Repair Suggestions )Failure total (sq.ft.)

0Total Qty of Failure