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HomeMy Public PortalAbout09-0344 Kefamily Enterprises is a � CITY OF TYBEE ISLAND BUILDING PERMIT DATE ISSUED: 07-20-2009 PERMIT#: 090344 WORK DESCRIPTION INFRASTRUCTURE FOR ICE MACHINE WORK LOCATION 715 FIRST ST OWNER NAME KEFAMILY ENTERPRISES,LLC ADDRESS PO BOX 2841 CITY,ST,ZIP TYBEE ISLAND GA 31328-2841 PHONE NUMBER CONTRACTOR NAME DIXIE EXCAVATING INC ADDRESS PO BOX 7724 CITY STATE ZIP GARDEN CITY GA 31418 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $3,711.40 PROPERTY IDENTIFICATION# PROJECT VALUATION $26,000.00 TOTAL BALANCE DUE: $3,711.40 It is understood that if this permit is granted the builder will at all times comply with the zoning,subdivision,flood control,building,fire, soil and sedimentation,wetlands,marshlands protection and shore protection ordinances and codes whether local,state or federal,including all environmental laws and regulations when applicable,subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Building Inspector or Authorized Agent: L01/6 P.O.Box 2749-403 Butler Avenue,Tybee Island,Georgia 31328 (912)786-4573-FAX(912)786-9539 www.cityoftybee.org 4 CITY OF TYBEE ISLAND BUILDING PERMIT ENGINEERING REVIEW FEE DATE ISSUED: 12/28/09 PERMIT#: 090344 WORK DESCRIPTION INFRASTRUCTURE FOR ICE MACHINE WORK LOCATION 715 FIRST ST OWNER NAME KEFAMILY ENTERPRISES,LLC ADDRESS PO BOX 2841 CITY,ST,ZIP TYBEE ISLAND GA 31328-2841 PHONE NUMBER CONTRACTOR NAME DIXIE EXCAVATING INC ADDRESS PO BOX 7724 CITY STATE ZIP GARDEN CITY GA 31418 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $3,886.49 PROPERTY IDENTIFICATION# nGki PROJECT VALUATION $26,000.00 \�� ENGINEERING REVIEW FEE TOTAL BALANCE DUE: $ 175.00 It is understood that if this permit is granted the builder will at all times comply with the zoning,subdivision,flood control,building,fire, soil and sedimentation,wetlands,marshlands protection and shore protection ordinances and codes whether local,state or federal,including all environmental laws and regulations when applicable,subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Building Inspector or Authorized Agent: P.0.Box 2749-403 Butler Avenue,Tybee Island,Georgia 31328 (912)786-4573-FAX(912)786-9539 www.cityoftybee.org DAVIS ENGINEERING, INC. 636 Stephenson Avenue, Suite C Savannah, Georgia 31405 Tel. (912) 355-7262 Fax (912) 352-7787 davisenginc(a bellsouth.net INVOICE January 8, 2010 Invoice #2090803 Diane Otto T ;'f City of Tybee Island flq P.O. Box 2749 Tybee Island, GA 31328 Phone (912) 786-4573 Fax: (912) 786-9539 RE: Ice Machine / Keith Gay 01-04-09 0.5 hours Review of corrected punch list items 0.5 hours @ $175/hour = $ 87.50 The two outstanding items remaining for the Civil / Site portion of the closeout requirements are: 1) Documentation of a recorded plat with the required easements as shown on the approved site plans. 2) Meet the Tybee W&S Director's requirements for asbuilts. f122o- S2.- 12o2 0t - C3-1 • a -fro 0 9 - 0344 -� J L . Q f r o t tet."-11• BOSWELL DESIGN SERVICES, INC. 103 NASSAU DRIVE SAVANNAH, GEORGIA 31410 912-897-- 6932 LAHBOS@BELLSOUTH.NET December 9, 2009 Diane Otto RECEIVED Planning and Zoning ,O 9 Tybee Island, Georgia Re: Ice Machine Project for Mitch Gay Butler Avenue Tybee Island, Georgia Diane, At the request of the Owner, we have inspected the project referenced above for compliance with the approved drainage plan. After a brief inspection of the project, it is our opinion that the project is in substantial compliance with the approved drainage plan including final stabilization. Thank you for your assistance and please do not hesitate to contact us if you should require more information. We may be reached at 897-6932, fax to 897-2287 or e-mail to lahbos@bellsouth.net. Sincerely, Mark Boswell 12-q-0 II X ehRa.,(ta UoWrW- ( s.„)en z'\ J CITY OF TYBEE ISLAND BUILDING PERMIT WATER METER PICKUP DATE ISSUED: 10/27/09 PERMIT#: 090344 WORK DESCRIPTION INFRASTRUCTURE FOR ICE MACHINE WORK LOCATION 715 FIRST ST OWNER NAME KEFAMILY ENTERPRISES,LLC ADDRESS PO BOX 2841 CITY,ST,ZIP TYBEE ISLAND GA 31328-2841 PHONE NUMBER CONTRACTOR NAME DIXIE EXCAVATING INC ADDRESS PO BOX 7724 CITY STATE ZIP GARDEN CITY GA 31418 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $3,711.49 PROPERTY IDENTIFICATION# PROJECT VALUATION $26,000.00 WATER METER PICKUP TOTAL BALANCE DUE: $ 0.00 - 1-INCH METER It is understood that if this permit is granted the builder will at all times comply with the zoning,subdivision,flood control,building,fire,soil and sedimentation,wetlands,marshlands protection and shore protection ordinances and codes whether local,state or federal,including all environmental laws and regulations when applicable,subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Building Inspector or Authorized Agent: A_ 4 • jr O P.O.Box 2749-403 Butler Avenue,Tybee Island,Georgia 31328 (912)786-4573-FAX(912)786-9539 www.cityoftybee.org I) First National a �-� Bank 101 West Mulberry Blvd. Mortgage and Construction Lending Offices Suite 100 5225 Abercorn Street 6707 Forest Park Drive,Suite B Pooler,GA 31322 Savannah,GA 31405 Savannah,GA 31406 (912)629-4444•fax(912)330-0255 (912)629-4400•fax(912)354-1403 (912)629-4410•fax(912)352-4684 P.O.Box 2868 10425 Ford Avenue Tybee Island,GA 31328 Richmond Hill,GA 31324 (912)629-4460•fax(912)786-0174 (912)629-4480•fax(912)756-6116 July 23, 2009 RECEIVED City of Tybee Island 24-o9 403 Butler Avenue P30/94, Tybee Island, GA 31328 REF: Lot 36 &37 Fort Ward To Whom It May Concern: We hereby guarantee that First National Bank will honor a check for up to$500 payable to Tybee Island for Keith Gay and/or KEFAMILY, LLC. This check would result from any claim Tybee Island may have against Keith Gay and/or KEFAMILY, LLC regarding a street cut at Lot 36 &37 Fort Ward for a water and sewer connection. This check guarantee will expire on 7/23/11. Sincerely, Robert J. Cole Senior Vice President First National Bank First National Bank 101 West Mulberry Blvd. Mortgage and Construction Lending Offices Suite 100 5225 Abercorn Street 6707 F. est 'ark Drive,Suite B Pooler,GA 31322 Savannah,GA 31405 avannah,GA 31406 (912)629-4444*fax(912)330-0255 (912)629-4400•fax(912)354-1403 ('.:-')629-4410*fax(912)352-4684 P.O.Box 2868 104 ..''ord Avenue Tybee Island,GA 31328 Ric and Hill,GA 31324 (912)629-4460•fax(912)786-0174 (912).,'•-4480*fax(912)756-6116 July 21, 2009 �'~ r h,\ r IT=' L 1 L l' City of Tybee Island - .95 403 Butler Avenue Tybee Island, GA 31328 . i REF: Lot 36&37 Fort War.. / To Whom It May Concern: ` We hereby guarantee that First N. ion,' Bank will honor a check for up to $500 payable to Tybee Island for Keith Gay and/or KEFAMILY, LLC.,• his check would result from any claim Tybee Island may have against Keith Gay and/or KEFAMIL,, L'. regarding a street cut at Lot 36 &37 Fort Ward for a water and sewer connection. This check guarantee will ex'/re on 12/31/6 . • Sincerely, s /(=--- Robert J. Cole Senior Vice Pres. ent First Nationa :ank 1' IN , , 14, City of Tybee Island 1 BUILDING AND ZONING y,� P.O.Box 2749-403 Butler Avenue, Tybee Island,Georgia 31328-2749 % ° �9-o 3 41q (912)786-4573-FAX(912) 786-9539 APPLICATION// FOR INFRASTRUCTURE ALTERATION PERMIT Name �C'R111\1`y ell-Me AI/2-\--z- .-.S ) L.L C. Address P--0• E30y.. fa i 41 'S 1 I OS-Pc StA14 Q -iVet-- 7-1 tgat-. Home Telephone 9 1 2.- 1 8L- -7 0-2._ Other Phone 912 L (:)c= "2-`/-? O NOTE: Any alteration to City-owned streets, curbs, sidewalks, water lines, sewer lines, drainage pipes,catch basins, or other elements of the City's infrastructure,requires a permit from the City, and an acknowledgement by the individual seeking to accomplish the alteration,that: a. The City's infrastructure will not be degraded in any way. b. All necessary safety precautions will be undertaken. c. The City will inspect the work in process and upon completion. d. The work will be accomplished to the City's satisfaction. e. The City shall be held harmless of any liability or damage of any variety. f. The individual has read applicable portions of the City's Code of Ordinances dealing with the alteration, and agrees to fully comply with such provisions. Location of work: -4J5 f--(12-67- z-€r Description of alteration: i 1.--)S7)d.t...L- V-' —e- 1 , Sg_t_i_,"/L. , Estimated cost of construction: $ O� © O .4 A sketch or drawing must be attached illustrating the planned alteration. Attached? L(Irli City Design Standards and Specifications: Any alteration to the City's infrastructure shall be accomplished in such a fashion so as to restore the infrastructure to essentially the same condition that existed prior to the alteration, or to an improved condition, as determined by the City. Certificati•..•: here. .c owledge the above requirements, and certify that I will perform the abov= i escrib- teration in accordance with these provisions. Alt Signature -. Date 16 5 Approvals: n re Date Fees Zoning Administrator 7,20_0) (Permit !IK Og Code Enforcement Officer Inspection -73. cT) Water/Sewer �' IC_ .. E � �{ng Review 3 D Storm/Drainage ieli_ � / Se 44 t.-1 b $D.D D City Manager G cR. -7. 000.00 3711.` i ��'��pc� R Georgia Department -f Natural Resources �• a LOASTAL DISTRICT OFFICE v . ' W 400 Commerce Center Drive, Brunswick, Georgia 31523-8251 „,w.\ YI m x: ` . 1t'�N1 Chris Clark,Commissioner l i91. t i.WI Environmental Protection Division COASTAL DISTRICT RECEIVED Carol A.Couch,Ph.D., Director (912)264-7284 Reply To: n7.01?-0 2 Abercorn Center 6555 Aberco Street,Suite 130 Savannah,Georgia 31405 (912)353-3225 June 29, 2009 JUL 0 1 2009 B Y: Diane Schleicher, City Manager City of Tybee Island P. O. Box 2749 Tybee Island, GA 31328-2749 re: New Ice Vending Machine (Tybee Island water& sewer ext.) WSID Number 0510005 NPDES Permit GA0020061 EPD Project Number CD09-046 Chatham County Dear Ms. Schleicher: The Environmental Protection Division has reviewed the plans and specifications for the above referenced water and sewer extension project and hereby gives its approval contingent upon the following conditions: 1) Upon completion of the construction or modification, the water supplier shall submit a statement from the registered professional engineer and affixed with his professional engineering seal stating that construction was completed in accordance with the approved plans and specifications as required by section 1.2.3. of the Division's Minimum Standards for Public Water Systems (hereinafter "Minimum Standards"). The statement shall be based upon observations during and upon completion of construction by the engineer or a representative of the engineer's office who is under the engineer's supervision. 2) After the applicable retention period, the heavily chlorinated water must not be disposed in a manner that will harm the environment as required by section 7.2.4.h. of the Minimum Standards. Neutralizing chemicals such as Sulfur Dioxide, Sodium Bisulfite, Sodium Sulfite or Sodium Thiosulfate can be used to neutralize the chlorine residual remaining in the water to be wasted. 3) AU materials that come into contact with the drinking water during its treatment, storage, transmission, or distribution shall not adversely affect drinking water quality and public health and must be certified for conformance with American National Standards - 2 - Institute/National Sanitation Foundation Standard 61 (ANSI/NSF Standard 61) as required by section 7.6.1.a. of the Minimum Standards. The approved water and sewer extension project consists of about 50 linear feet of 8-inch gravity sewer, about 110 linear feet of 2-inch water main, valves, and associated appurtenances to serve one commercial service connection. This approval is valid for one year from the date of this letter. If the construction has not begun by that date, the Division may choose to reevaluate the project with regard to the Rules and Regulations in effect at that time. One set of stamped plans and specifications is being returned to the engineer. Should you have questions or comments concerning this correspondence, please contact me at the Coastal District Office in Savannah. My phone number is (912) 353-3225 and my e-mail address is: steve.estes @dnr.state.ga.us Sincerely, V I/ Steven L. Estes, Jr. Environmental Engineer Coastal District, Savannah Office cc: with plans and specifications Mark A. Boswell, P.E. - Boswell Design Services, Inc. cc: without plans and specifications Keith Gay- GACO Investments, LLC WS/Chatham/Tybee Island WS file MAYOR 113 CITY MANAGER Jason Buelterman @ Diane Schleicher CITY COUNCIL ' `'+ CITY CLERK Wanda Doyle,Mayor Pro Tern ! Vivian Woods Charlie R.Brewer , _.ig• .,, Barry Brown CITY ATTORNEY Eddie Crone 14, ,, .',f Edward M.Hughes Dick Smith �N Paul Wolff CITY OF TYBEE ISLAND June 25, 2009 Steve Estes Environmental Engineer Coastal District, Savannah Office Abercorn Center 6555 Abercorn Street, Suite 130 Savannah, Georgia 31405-5722 RE: Water and Sewer Project Review New Ice Vending Machine WSID No. 0510005 NPDES No. Ga 0020061 EPD Project No. CD09-046 Chatham County Dear Mr. Estes, This letter is to also state that according to the records of The City of Tybee Island, none of the sewers, services or any other utilities associated with this project are constructed on or serving structures constructed or proposed to be constructed on solid waste landfills. cS. ely, _ n Cam... A../. '',...1-4-,_ Diane D. Schleicher City Manager P.O.Box 2749—403 Butler Avenue, Tybee Island, Georgia 31328-2749 (866) 786-4573—FAX (866) 786-5737 www.cityoftybee.org BOSWELL DESIGN SERVICES, INC. 103 NASSAU DRIVE SAVANNAH, GEORGIA 3141 0 OFFICE:912--897 6932 FAX:912--897 2287 LAHBOS @BELLSO UTH.NET June 25, 2009 The City of Tybee Island, Georgia RE : The New Ice Vending Machine Highway 80 East Tybee Island, Georgia To Whom It May Concern, After walking the site in search of any indications of dumping of debris, etc, and performing two 5' deep hand auger borings, it is our opinion that the water mains, sewer mains, utility laterals and any proposed development planned for this project site are not being constructed on active or past landfills. Thank you for your assistance and should you require more information please feel free to contact us at Boswell Design Services, Inc. 897-6932, e-mail us at lahbos@bellsouth.net or fax to 897-2287. Sincerely, ' Jam, �_�,•��w N. G Mark A. Boswell ' •I l� A,.� o.2837 PROFESSIONAL .f4, NGINE� 1 u `BOCa`.r BOSWELL DESIGN SERVICES, INC. 103 NASSAU DRIVE SAVANNAH, GEORGIA 3141 0 OFFICE:912--897 6932 FAX:912--897 2287 L4HBOS@BELLSO UTH./VET June 25, 2009 The City of Tybee Island, Georgia RE : The New Ice Vending Machine Highway 80 East Tybee Island, Georgia To Whom It May Concern, After walking the site in search of any indications of dumping of debris, etc, and performing two 5' deep hand auger borings, it is our opinion that the water mains, sewer mains, utility laterals and any proposed development planned for this project site are not being constructed on active or past landfills. Thank you for your assistance and should you require more information please feel free to contact us at Boswell Design Services, Inc. 897-6932, e-mail us at lahbos(abellsouth.net or fax to 897-2287. Sincerely, Mark A. Boswell •■ 1, r� o.2837 * PROFESSIONAL * 14� NGINE�� . ,11�\\�■HBO MAYOR I,4%CZ 9p CITY MANAGER ' Jason Buelterman 1C - Diane Schleicher O CITY COUNCIL CLERK OF COUNCIL Tern Doyle,Mayor Pro Te " 4 9.. Vivian Woods Charlie R. Brewer =' Barry Brown CITY ATTORNEY Eddie Crone it ' Edward M. Hughes Dick Smith lJg�"' nUt nos'` Paul Wolff CITY OF TYBEE ISLAND June 25, 2009 Steve Estes Environmental Engineer Coastal District, Savannah Office Abercorn Center 6555 Abercorn Street, Suite 130 Savannah, GA 31405-5722 RE: Water and Sewer Project Review New Ice Vending Machine WSID No. 0510005 NPDES No. Ga 0020061 EPD Project No. CD09-046 Chatham County Steve, This letter is to certify that (a) The City of Tybee Island has reviewed this project, that (b) The City of Tybee Island has adequate transport and treatment capacity to treat wastewater from this project, (c) The City of Tybee Island is willing to accept the project wastewater from the project for treatment and (d) The City of Tybee Island ensures that all provisions of applicable erosion and sediment control programs will be enforced. This project is consistent with the City of Tybee Island "Service Delivery Strategy." If you have any questions, please contact me at 912-844-6590. -gte,17 George E. Reese Director of Water/Sewer Department P.O.Box 2749—403 Butler Avenue,Tybee Island,Georgia 31328-2749 (866) 786-4573—FAX(866) 786-5737 www.cityoftybee.org I'la� tY uJ uc: oop Loos Lat ueurgia KI.DtU Lour (t ID, e Plan Review# CH q 23 COASTAL -` SOIL&WATER CONSERVATION DISTRICT EROSION&SEDIMENT CONTROL PLAN REVIEW • •a _ i a • ` -S�;r, ;lS'I - �,., f ;_ 05107109 City of Tybee Island 05/08109 coo r` �' ' _ DATE ON PLANS Local Issuing Authority DATE RECEIVED BY GSWCC 'basic I4 flr&6f ' %' 0.14 Chatham 0.04 TOTAL PROJECT ACRES County TOTAL DISTURBED.ACRES New Ice Machine Highway 80 East,Tybee Island NAME OF PROJECT ADDRESS 4-0003-02-006 SPECIFIC INFORMATION ON PROJECT(INCLUDING LAND LOT&DISTRICT NUMBER) Boswell Design Services---Mark Boswell 2104 1115111 Chipley Plan Designer level 11 cert.# Expiration date Soil Series Phone 912 897-6932 GACO Investments,LLC P.O.Box 1418,Tybee Island Ga 31328 912 665-2480 APPLICANT ADDRESS PHONE NUMBER Attention:Keith Gay - Fax#: REPORT OF TECHNICAL REVIEW X The erosion and sediment control plan for the above named project or activity meets the requirements of the erosion and sediment control ordinance or rules and regulations governing land-disturbing activities in theCity of Tvbee Island under the provisions of the Erosion and Sedimentation Act of 1975,as amended. The erosion and sediment control plan does not meet said requirements in the City of Tvbee Island due to failure to • include the following: Other: Note;NRCS review and District approval of this ESPC plan does not exempt the permittee from other permits required. Also this technical Review does not include the provisions found in the State General Permit nor does it absolve the owner from the requirements and responsibilities outlined in the permit Technical review by:Ann A-Welch GSWCC Level II cert.#66 Organization: NRCS Date: 05/12109 The technical reviewer accomplished and reported above was done t the rpques� and is concurred in by theCoastal Soil and Water Conservation District. DISTRICT SUPERVISOR DATE Gerald M. Ross, P.E., Commissioner/Chief Engineer ' 1.74. DEPARTMENT OF TRANSPORTATION One Georgia Center,600 West Peachtree Street,NW * a * Atlanta, •Georgia 30308 -:r _: •` Telephone: (404)631-1000 4146 OFat;4U June 17, 2009 City of Tybee Island P.O. Box 2749 Tybee Island, Georgia 31328 Attn: Dianne Otto Re: Commercial Driveway Letter of Intent: State Route 26; Mile Post; Chatham County Dear Applicant: The Department has reviewed the site proposed for the Ice Vending Machine located on S.R. 26. Based off of the information provided to this office by Mark Boswell (attached), there is no proposed work that shall take place within the right-of-way of S.R. 26 at this location. It is the understanding of this office that gravel shall be placed off of Departmental Right-of-Way at two (2) existing curb cuts. These existing curb cuts shall be utilized as one (1) ingress drive and one (1) egress drive as shown on the submitted plan sheet. It is for that reason that the Department finds that a permit will not have to be issued for the proposed work at this time. Questions may be directed to Korey K. Murray at 912-427-5765 or write this office and address it to 204 N. Hwy. 301, Jesup, Ga. 31546. Sincerely For: Glenn W. Durrence, P.E. District Engineer By: Robert T. McCall District Traffic Engineer GWD:RTM:kkm cc: Troy Pittman, P.E., Area Engineer John Kent, Area Permit Inspector - 2 - Institute/National Sanitation Foundation Standard 61 (ANSI/NSF Standard 61) as required by section 7.6.1.a. of the Minimum Standards. The approved water and sewer extension project consists of about 50 linear feet of 8-inch gravity sewer, about 110 linear feet of 2-inch water main, valves, and associated appurtenances to serve one commercial service connection. This approval is valid for one year from the date of this letter. If the construction has not begun by that date, the Division may choose to reevaluate the project with regard to the Rules and Regulations in effect at that time. One set of stamped plans and specifications is being returned to the engineer. Should you have questions or comments concerning this correspondence, please contact me at the Coastal District Office in Savannah. My phone number is (912) 353-3225 and my e-mail address is: steve.estes @dnr.state.ga.us Sincerely, Steven L. Estes, Jr. Environmental Engineer Coastal District, Savannah Office cc: with plans and specifications Mark A. Boswell,P.E. -Boswell Design Services, Inc. cc: without plans and specifications Keith Gay- GACO Investments, LLC WS/Chatham/Tybee Island WS file SECTION 02100 CLEARING AND GRUBBING 1. SCOPE: Under this heading shall be included the furnishing of all labor, materials and equipment and performing of all operations necessary for clearing and grubbing all areas and disposal of all unsuitable material. 2. LIMITS: Clearing and grubbing under this Contract shall be per- formed within the area necessary to perform the work as shown on the plans. 3 . CLEARING: Completely clear, remove and satisfactorily dispose of all unsuitable materials resting on or protruding above the surface of existing ground. Clearing includes trees (unless designated for preservation) , stumps, bushes, grass, rubbish, refuse, scrap iron, rubble and all other deleterious materials. Excavate for stumps if necessary. 4 . GRUBBING: Completely grub the entire designated area free of all roots, stumps, logs, rubbish and other deleterious materials to a depth of at least two feet below existing ground. If no further ex- cavation is to be made within the limits of Work under this head-ing then the holes caused by the removal of stumps, trees and rocks shall be filled and compacted with suitable material and graded to conform with surrounding surface. 5. BENCH MARKS: The Contractor shall maintain and protect all benchmarks, monuments, settlement monitoring devices and other reference points. Any reference point damaged or destroyed as a result of the Contractor' s operations or negligence shall be repaired or replaced at no cost to the Owner. 6. DISPOSAL: Disposal of all cleared and grubbed materials shall be made off the site and property of the Owner unless shown otherwise on the Plans. 7 . MEASUREMENT AND PAYMENT: Measurement and payment for work under this Section shall be in accordance with Section 01150 . CLEARING AND GRUBBING 02100-1 SECTION 02200 - EARTHWORK PART 1 - GENERAL RELATED DOCUMENTS: Drawings and general provisions of Contract, including General and Supplementary Conditions and Division-1 Specification sections, apply to work of this section. DESCRIPTION OF WORK: Extent of earthwork is indicated on drawings. Preparation of subgrade for building slabs, walks, and pavements is included as part of this work. Drainagc fill course for support of building slabs is includcd as part of this work. Backfilling of trenches within building lines is included as part of this work. Excavation for Utility Systems: Excavation and backfill for out- side utility systems and other underground piping is specified in Section 02221 of these Specifications. Excavation for Mechanical/Electrical Work: Refer to Divisions 15 and 16 sections for excavation and backfill required in conjunction with underground mechanical and electrical utilities, and buried mechanical and electrical appurtenances; not work of this section. Definition: "Excavation" consists of removal of material encoun- tered to subgrade elevations indicated and subsequent disposal of materials removed. QUALITY ASSURANCE: Codes and Standards: Perform excavation work in compliance with applicable requirements of governing authorities having jurisdiction. Tc. ting and Inspection Service: Owner will engage soil testing and inspection service for quality oratory for the purpose of identifying soils, checking densities, and classifying soils materials during construction. Payment for the testing will be by the Contractor. EARTHWORK 02200 - 1 BMITTAI,& The coils technicians will submit formal reports of all compaction tests and rctcsts to thc Contractor, Owner and Enginccr as soon as o- following:g: •- -o =1. Date of the test and date submitted. 2. Location of test. 1 . Description of soil. 5. Maximum dry density and moisture contcnt of thc lab sample which best matches the field sample in color, texture, grain size and maximum dry density. 6. Ratio of field dry density to maximum lab dry density expressed as a percentage. 7. Comments concerning the field density passing or failing the 8. Comments about rccompaction if required. Compaction Results: The soils technician is to advise the Enginccr and Contractor immediately of any compaction tests failing to meet the specified minimum requirements. No additional lift is to be placed on a lift with any portion failing. JOB CONDITIONS: Site Information: Data on indicated subsurface conditions are not intended as representations or warranties of accuracy or _ - _ - - - drawn there from by Contractor. Data are made available for convenience of Contractor. - seasonally. -- - . - -- made by Contractor at no cost to Owner. Existing Utilities: Locate existing underground utilities in areas of work. If utilities are to remain in place, provide adequate means of support and protection during earthwork operations. Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation, consult utility owner immediately for directions. Cooperate with Owner and utility EARTHWORK 02200 - 2 companies in keeping respective services and facilities in operation. Repair damaged utilities to satisfaction of utility owner. Do not interrupt existing utilities serving facilities occupied and used by Owner or others, during occupied hours, except when permitted in writing by Engineer and then only after acceptable temporary utility services have been provided. Provide minimum of 48-hour notice to Owner, and receive written notice to proceed before interrupting any utility. Demolish and completely remove from the site existing underground utilities indicated to be removed. Coordinate with utility companies for shut-off of services if lines are active. Use of Explosives: The use of explosives is not permitted. Do not bring explosives onto site or use in work without prior written permission from authorities having jurisdiction. Contract- or is solely responsible for handling, storage, and use of explosive materials when their use is permitted. Protection of Persons and Property: Barricade open excavations occurring as part of this work and post with warning lights. Operate warning lights as recommended by authorities having jurisdiction. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earthwork operations. Perform excavation within drip-line of large trees to remain by hand, and protect the root system from damage or dryout to the greatest extent possible. Maintain moist condition for root system and cover exposed roots with burlap. Paint root cuts of 1" dia-meter and larger with emulsified asphalt tree paint. PART 2 - PRODUCTS SOIL MATERIALS: Definitions: Satisfactory soil materials are defined as those complying with ASTM D2487 soil classification groups GW, GP, GM, SM, SW and SP. Unsatisfactory soil materials are those classified as MH, CH, OH, OL, and Peat in accordance with the Unified Soil Classification EARTHWORK 02200 - 3 System. Excess water in material will not be a basis for estab- lishing unsuitable material regardless of gradation. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, crushed slag, natural or crushed sand. Drainage Fill: Washed, evenly graded mixture of crushed stone, or crushed or uncrushed gravel, with 100% passing a 1-1/2" sieve and not more than 5% passing a No. 4 sieve. Backfill and Fill Materials: Satisfactory soil materials free of clay, rock or gravel larger than 2" in any dimension, debris, waste, frozen materials, vegetable and other deleterious matter. PART 3 - EXECUTION EXCAVATION: Excavation is Unclassified, and includes excavation to sub-grade elevations indicated, regardless of character of materials and ob- structions encountered. Stability of Excavations: Slope sides of excavations to comply with local codes and ordinances having jurisdiction. Shore and brace where sloping is not possible because of space restrictions or stability of material excavated. Maintain sides and slopes of excavations in safe condition until completion of backfilling. Shoring and Bracing: Provide materials for shoring and bracing, such as sheet piling, uprights, stringers and cross-braces, in good serviceable condition. Protective systems for excavation shall conform to Section 1926. 652, 29 CFR Part 1926, Final Rule printed in October 31, 1989 issue of the Federal Register. Establish requirements for trench shoring and bracing to comply with local codes and authorities having jurisdiction. Maintain shoring and bracing in excavations regardless of time period excavations will be open. Carry down shoring and bracing as excavation progresses. Provide peLmanent steel sheet piling or pressure creosoted timber sheet piling wherever subsequent removal of sheet piling might permit lateral movement of soil under adjacent structures. Cut off tops as required and leave permanently in place. EARTHWORK 02200 - 4 Dewatering and Protection Against Water: Remove water from the site and shall lower the ground water level as necessary to complete the excavations to the required depths and as required to maintain the excavations sufficiently dry so that all required work can be accomplished. The Contractor shall do such well construction, well pointing, sheeting, ditching, diking and pumping and shall construct necessary drains, channels, sumps and coffer-dams to keep his excavations and new structures clear of ground water, storm water or sewage and to keep his construction areas dry during the progress of the work and until the finished work is accepted by the Owner, except as otherwise specified. The Contractor shall be responsible for the effect of dewatering operations on adjacent property and for the effect on water sup- plies located in the vicinity of the project. Adequate measures and protection shall be provided by the Contractor to protect his work from damage from uplift due to ground water, storm water, or flood water. Any damages which may result shall be the Contractor' s responsibility. The Contractor shall accept all responsibility for damage to the work of this Contract because of floods and water pressures and other water damages and shall accept all risks of floods and other events which may occur. All water discharged by pumping operations shall be discharged so as not to interfere with work under this Contract or with existing structures and operations. Route of dewatering pipe shall be sub- ject to the Engineer' s review. Discharge facilities and water quality shall comply with applicable regulations of State and Federal agencies. Dewatering operations shall be uninterrupted and continuous during the course of the work so as not to endanger any construction in place or to present a hazard to workmen in and around the site. The Contractor shall take all measures necessary including, but not limited to, standby equipment and constant attendance to insure that the dewatering system remains operational and effective throughout the period of time that it is required. Material Storage: Stockpile satisfactory excavated materials where directed, until required for backfill or fill. Place, grade and shape stockpiles for proper drainage. Locate and retain soil materials away from edge of excavations. Do not store within drip line of trees indicated to remain. Dispose of excess soil material and waste materials as herein specified. EARTHWORK 02200 - 5 sufficient distance from footings and foundations to permit placing and removal of concrete formwork, installation of -- , o - - -o - o - , . -o c o-- o- . In excavating for footings and foundations, take care not to dis turb bottom of excavation. Excavate by hand to final grade just before concrete reinforcement is placed. Trim bottoms to required lines and grades to leave solid base to receive othcr work. For pile foundations, stop excavations from 6" to 12" above bottom of footing before piles arc placed. After piles have been driven, remove loose and displaced material, and excavate to final grade, leaving solid base to receive concrete pile caps. Excavation for Pavements: Cut surface under pavements to comply with cross- sections, elevations and grades as shown. Cold Weather Protection: Protect excavation bottoms against freez-ing when atmospheric temperature is less than 35 deg. F (1 deg. C) . COMPACTION: General: Control soil compaction during construction providing minimum percentage of density specified for each area classifi- cation indicated below. Percentage of Maximum Density Requirements: Compact soil to not less than the following percentages of maximum density for soils which exhibit a well-defined moisture density relationship (cohesive soils) determined in accordance with ASTM D 1557; and not less than the following percentages of relative density, deter-mined in accordance with ASTM D 2049, for soils which will not exhibit a well-defined moisture-density relationship (cohesionless soils) . _. - O . - O -C-, . -..- _ O. - 44 rr C _- . - - O -. O - _ . 0A1°. max imum density for cohesive material or 95% relative density for co hcsionlcss material. Lawn or Unpaved Areas: Compact top 6" of sub-grade and each layer of backfill or fill material at 85% maximum density for cohesive soils and 90o relative density for cohesion-less soils. Walkways: Compact top 6" of sub-grade and each layer of backfill or fill material at 90o maximum density for cohesive material or 95% relative density for cohesion-less material. Moisture Control: Where sub-grade or layer of soil material must EARTHWORK 02200 - 6 be moisture conditioned before compaction, uniformly apply water to surface of sub-grade, or layer of soil material, to prevent free water appearing on surface during or subsequent to compaction operations. Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to specified density. Soil material that has been removed because it is too wet to permit compaction may be stockpiled or spread and allowed to dry. Assist drying by discing, harrowing or pulverizing until moisture content is reduced to a satisfactory value. BACKFILL AND FILL: General: Place acceptable soil material in layers to required sub-grade elevations, for each area classification listed below. In excavations, use satisfactory excavated or borrow material. Under grassed areas, use satisfactory excavated or borrow material. Under walks and pavements, use sub-base material, or satisfactory excavated or borrow material, or combination of both. Under steps, use sub base material. Under building slabs, use drainage fill material. Under piping and conduit, use sub-base material where sub-base is indicated under piping or conduit; shape to fit bottom 90 deg. of cylinder. Backfill excavations as promptly as work permits, but not until completion of the following: Acceptance of construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation. Inspection, testing, approval, and recording locations of under- ground utilities . Removal of concrete formwork. Removal of shoring and bracing, and back filling of voids with satisfactory materials. Cut off temporary sheet piling driven below bottom of structures and remove in manner to prevent settlement of the structure or utilities, or leave in place if required. Removal of trash and debris. EARTHWORK 02200 - 7 Permanent or temporary horizontal bracing is in place on horizontally supported walls. Ground Surface Preparation: Remove vegetation, debris, unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placement of fills. Plow strip, or break-up sloped surfaces steeper than 1 vertical to 4 horizontal so that fill material will bond with existing surface. When existing ground surface has a density less than that specified under "Compaction" for particular area classification, break up ground surface, pulverize, moisture-condition to optimum moisture content, and compact to required depth and percentage of maximum density. Placement and Compaction: Place backfill and fill materials in layers not more than 8" in loose depth for material compacted by heavy compaction equipment, and not more than 4" in loose depth for material compacted by hand-operated tampers. Before compaction, moisten or aerate each layer as necessary to provide optimum moisture content. Compact each layer to required percentage of maximum dry density or relative dry density for each area classification. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice. Place backfill and fill materials evenly adjacent to structures, piping or conduit to required elevations. Take care to prevent wedging action of backfill against structures or displacement of piping or conduit by carrying material uniformly around structure, piping or conduit to approximately same elevation in each lift. GRADING: General: Uniformly grade areas within limits of grading under this section, including adjacent transition areas. Smooth finished surface within specified tolerances, compact with uniform levels or slopes between points where elevations are indicated, or between such points and existing grades. Finish surfaces frcc from irregular surface changes, and as follows: Lawn or Unpaved Areas: Finish areas to receive topsoil to within not more than 0. 10 ' above or below required subgrade elevations. Walks: Shape surface of areas under walks to line, grade and cross-section, with finish surface not more than 0. 10 ' above or EARTHWORK 02200 - 8 below required sub-grade elevation. Pavements: Shape surface of areas under pavement to line, grade and cross-section, with finish surface not more than 1/2" above or below required sub-grade elevation. even, free of voids, compacted as specified, and to required elevation. Provide final grades within a tolerance of 1/2" when tested with a 10 ' straightedge. Compaction: After grading, compact sub-grade surfaces to the depth and indicated percentage of maximum or relative density for each area classification. PAVEMENT SUBBASE COURSE: Central: Sub-basc course consists of placing subbasc material, in layers of specified thickness, over subgradc surface to support a pavement base course. Cec other Division 2 sections for paving specifications. Shoulders: Place shoulders along edges of subbase course to pm- . - - - .4 . 4 - tcrials, placed in such quantity to compact to thickness of each subbase course layer. Compact and roll at least a 12" width of shoulder simultaneously with compacting and rolling of each layer of subbase course. Placing: Place subbase course material on prcparcd subgradc in layers of uniform thickness, conforming to indicated cros- section subbase material during placement operations. place material in a single layer. When shown to be more than 6 thick, place material in equal layers, except no single layer more BUILDING SLAB DRAINAGE COURSE: General: Drainage course consists of placement of drainage fill to support concrete building slabs. Placing: Place drainage fill material on prcparcd subgradc in EARTHWORK 02200 - 9 material during placement operations. When a compactcd drainage course is shown to be 6" thick or less place material in a single layer. When shown to be more than 6" thick, place material in equal layers, except no single layer more than 6" or less than 3" in thickness when compactcd. FIELD QUALITY CONTROL: - - _ - e. - vice to- inspect and approve subgrades and fill layers before fur thcr construction work is performed. Moisture Density Tests o-hall be in accordance with ASTM Methods D698 and D1557. A test shall be performed on each type of material used in the work regardless of source. Tests will be accompanied by particle size analyses of the soils tested (ASTM or source of fill material will require the performance of additional tests. Copies of all test results shall be furnished to the Engineer. Field Density Tests shall be made in accordance with ASTM Method D1556. If any compaction test rev als that fill or backfill is not compacted as specified, the Contractor shall scarify and recompact as required to achieve the specified density. Additional compact ion tests shall be made to verify proper compaction. These addit ional tests, required due to failure of the original test, shall be paid for by the Contractor and not be reimbursed by the Owner. Footing Subgradc: For each strata of soil on which footings will bearing capacities. Subsequent verification and approval of each footing subgrade may be based on a visual comparison of each sub grade with related tested strata, when acceptable to Engineer. aved Areas and Building Slab Subgradc: Make at least one field density test of subgradc for every 2000 sq. feet of paved area or building slab, but in no case less than 3 tests. In each compactcd fill layer, make one field density test for every 2000 sq. ft. of ovcrlaying building slab or paved area, but in no case less than 3 tests. Foundation Wall Backfill: Take at least 2 field density tests, at locations and elevations as directed. in spection, subgradc or fills which have been placed arc below no add itional expense. EARTHWORK 02200 - 10 MAINTENANCE: Protection of Graded Areas: Protect newly graded areas from traffic and erosion. Keep free of trash and debris. Repair and re-establish grades in settled, eroded, and rutted areas to specified tolerances. Reconditioning Compacted Areas: Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, scarify surface, re-shape, and compact to required den- sity prior to further construction. Settling: Where settling is measurable or observable at excavated areas during general project warranty period, remove surface pavement, lawn or other finish) , add backfill material, compact, and replace surface treatment. Restore appearance, quality, and condition of surface or finish to match adjacent work, and eliminate evidence of restoration to greatest extent possible. DISPOSAL OF EXCESS AND WASTE MATERIALS: Removal to Designated Areas on Owner's Property: Transport accept-able excess excavated material to designated soil storage areas on Owner' s property. Stockpile soil or spread as directed by Owner. Transport waste material, including unacceptable excavated ma- terial, trash and debris to designated soil areas on Owner' s property and dispose of as directed. Removal from Owner's Property: Remove waste materials, including unacceptable excavated material, trash and debris, and dispose of it off Owner' s property. Remove excess excavated material, trash, debris and waste materials and dispose of it off Owner' s property. END OF SECTION 02200 EARTHWORK 02200 - 11 SECTION 02221 EXCAVATION, TRENCHING AND BACKFILL FOR UTILITY SYSTEMS 1. SCOPE: Under this heading shall be included the excavation, trenching and backfilling required for all underground utility systems. Utility systems include sanitary sewers,storm sewers,water piping and force mains. 2. GENERAL: Underground piping and utility systems which are to be installed in trenches whose lowest point of excavation is below the existing ground level, and are unaffected by an excavation for structures,may be installed at any time during the course of the work. Piping and systems to be installed in or over fill, backfill or new embankments shall not be installed until all earthwork has been completed to rough grade,nor until settlement of the fill or embankment has taken place. Braced and sheeted trenches and open trenches shall comply with all state laws and regulations,and local ordinances relating to safety,life,health and property. Also,this shall conform to the Occupational Safety and Health Standards for Excavations,Final Rule(29 CFR Part 1926)as printed in the October 31, 1989 issue of the Federal Register. The sides and bottoms of the trenches shall be protected against any instability which may interfere with the proper laying of the pipe and as necessary for the safety of the workmen and others and as may be necessary to protect adjacent structures. Refer to safety requirements of the General Conditions and Special Conditions.Protective systems for trenches shall be utilized by the Contractor and shall conform with Section 1926.652,29 CFR Part 1926, Final Rule. 3. LOCATION AND PROTECTION OF UTILITIES AND STRUCTURES: It shall be the responsibility of the Contractor to acquaint himself with the location of all utilities and structures both present and proposed,also all existing surface structures which may be affected by work under the Contract. The location of any underground structures furnished, shown on the Plans or given on the site are based upon the available records but are not guaranteed to be complete or correct, and are given only to assist the Contractor in making a determination of the existence of underground structures. Overhead utilities,poles,etc.,shall be protected against damage by the Contractor, and if damaged by the Contractor,shall be replaced by him. The Contractor shall notify those who maintain utilities sufficiently in advance of the proposed construction so that they may locate, uncover and disclose such work. If the progress of construction necessitates the removal or 2221-1 relocation of poles,overhead utilities and obstructions,the Contractor shall make all arrangements and assume all costs of the work involved. The Contractor shall provide for the continuance of the flow of any sewers, drains, water pipes, and water courses, and the like. Where such facilities, water courses, or electric overhead wires or conduits are interfered with by the work of the Contractor,the interruption shall be a minimum and shall be scheduled in advance with the Engineer, owner, and the utility owner. The Contractor shall restore all facilities interfered with to their original condition or acceptable equivalent. The cost of such restoration or damage caused directly by his work shall be paid for by the Contractor and shall be included in the prices bid for the items to which it pertains. 4. EXCAVATION AND TRENCHING: a) Excavation. Excavate all materials encountered. See Article 9 for payment for removal of unsuitable materials. b) Caution in Excavation. The Contractor shall proceed with caution in the excavation and preparation of the trench so that the exact location of underground structures in the trench zone may be determined before being damaged. He shall be held responsible for the repair or replacement of such structures when broken or otherwise damaged because of his operations. c) Subsurface Explorations. The Contractor shall make explorations and excavations at no additional charge to the Owner to determine the location of existing underground structures. d) Depth of Trench. Utilities and other piping shall be laid in open trenches as shown and specified. Trenches shall be excavated to the designated lines and grades,beginning at the outlet end and progressing toward the upper end in each case. Trenches for pipe shall be shaped to the lower 1/3 of the pipe and provide uniform and continuous bearing.Bell holes shall be dug to allow ample room for working fully around each joint. e) Width of Trench. Trenches shall be of minimum width to provide ample working space for making joints and tamping backfill. Width on each side of barrel of pipe shall be not less than 8 inches or more than 12 inches. Sides of trenches shall be closely vertical to top of pipe and shall be sheet piled and braced where soil is of unstable nature. Above the top of the pipe,trenches may be sloped. The width of the trench above this level may be wider for sheeting and bracing and the performance of the work. 2221-2 fj Alignment and Grade. Trenches shall be excavated on the alignments shown on the Plans,and to the depth and grade necessary to accommodate the pipes at the elevations shown. Where elevations of the invert or centerline of a pipe are shown at the ends of a pipe,the pipe shall be installed at a continuous grade between the two elevations. g) Over Excavation. Excavation in excess of the depth required for proper shaping shall be corrected by bringing to grade the invert of the ditch with compacted coarse,granular material at no additional expense to the Owner.Bell holes shall be excavated to relieve bells of all load, but small enough to insure that support is provided throughout the length of the pipe barrel. Excavation in excess of the depths required for manholes and other structures shall be corrected by placing a subfoundation of 1500 psi concrete, at no additional expense to the Owner. If trenches are excavated to widths in excess of those specified,or if the trench walls collapse, the pipe shall be laid in accordance with the next better class of bedding at the expense of the Contractor. 5. TRENCHES: Trenches shall be maintained in a safe condition to prevent hazardous conditions to persons working in or around the trench. Braced and sheeted trenches and open trenches shall comply with all State and Federal Laws and Regulations, and local ordinances relating to safety, life,health and property. The top portion of the trench may be excavated with sloping or vertical sides to any width which will not cause damage to adjoining structures,roadways,utilities,etc. The bottom of the trenches shall be graded to provide uniform bearing and support each section of the pipe on undisturbed soil at every point along its entire length, except for the portions of the pipe sections excavated for bell holes and for the sealing of pipe joints. Bell holes and depressions for joints shall be dug after the trench bottom has been graded and in order that the pipe rests upon the trench bottom for its full length and shall be only of such length,depth and width for making the particular type of joints. The bottom of the trench shall be rounded so that at least the bottom one-third of the pipe shall rest on undisturbed earth for the full length of the barrel as jointing operations will permit. This part of the excavation shall be done manually only a few feet in advance of the pipe laying by workmen skilled in this type of work. The sides of all trenches and excavation for structures shall be held by stay bracing,or by skeleton or solid sheeting and bracing according to conditions encountered, to protect the excavation,adjoining property and for the safety of personnel.Bracing and shoring may be removed 2221-3 when the level of the backfilling has reached the elevation to protect the pipe work and adjacent property. When sheeting or shoring above this level cannot be safely removed, it may be left in place_ Timber left in place shall be cut off at least 2 feet below the surface. No sheeting below the level of the top of the pipe may be removed. 6. DEWATERING AND PROTECTION AGAINST WATER: The Contractor shall remove water from the site and shall lower the ground water level as necessary to complete the excavations to the required depths and so that all required work can be accomplished in the dry. The Contractor shall do such well construction, well pointing, sheeting, ditching,and pumping,and shall construct necessary drains,channels and sumps to keep his excavations and new structures clear of ground water, storm water or sewage and to keep his construction areas dry during the progress of the Work. Adequate measures and protection shall be provided by the Contractor to protect his work from damage from uplift due to ground water, storm water, or flood water. Any damages which may result shall be the Contractor's responsibility. The Contractor shall accept all responsibility for damage to the work of this Contract because of floods and water pressures and other water damages and shall accept all risks of floods and other events which may occur. All water discharged by pumping operations shall be discharged so as not to interfere with work under this Contract or with existing structures and operations. Water from dewatering operations shall be conveyed to the existing drainage features,using piping and pumping facilities provided by the Contractor. Route of dewatering pipe shall be subject to the Engineer's review. Discharge facilities and water quality shall comply with applicable regulations of State and Federal agencies. Dewatering operations shall be uninterrupted and continuous during the course ofthe work so as not to endanger any construction in place or to present a hazard to workmen in and around the site. The Contractor shall take all measures necessary including, but not limited to, standby equipment and constant attendance to ensure that the dewatering system remains operational and effective throughout the period of time that it is required. No water shall be allowed to run over any uncompleted portions of the work. No units of the work shall be constructed under water. The cost of dewatering shall be included in the price bid for the item of work for which it is required. 7. PILING EXCAVATED MATERIALS: All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing roadways. 2221-4 8. LIMIT TO LENGTH OF OPEN TRENCH: The routine of operation shall be so organized to keep the length of open trench to a practicable minimum. 9. REMOVAL OF UNSUITABLE MATERIAL: Should overdepth excavation be necessary to remove unsuitable material and to replace with satisfactory material,the Contractor will be paid for this work based on the following requirements: a) Unsuitable materials for filling and backfilling are those classified as MH,CH, OL,OH and PT in accordance with the Unified Soil Classification System. Excavated soils that are too wet to compact shall not be classified unsuitable due to high moisture content alone. b) When the trench is excavated to the plan depth or as required by these Specifications, and soft or other material not suitable for bedding purposes is encountered in the trench,the Contractor shall immediately notify the Engineer for inspection and measurement of the unsuitable material to be removed. c) No overdepth excavation or backfilling of the overdepth excavated trench shall start until proper measurements of the trench have been taken by the Engineer for the determination of the quantity in cubic yards of unsuitable material excavated.Backfill material and backfilling shall conform to the requirements specified in Article 12 below. d) No payment will be made for any overdepth excavation of soft unstable material due to the failure of the Contractor to provide adequate means to keep the trench dry. e) No payment will be made for any overdepth excavation of the unsuitable material and replacement not inspected and measured by the Engineer prior to excavation 10. BEDDING OF CLAY, CONCRETE,DUCTILE IRON OR STEEL PIPE: Pipe shall be laid on foundations prepared in accordance with ASTM C12 as modified herein,and in accordance with the various classes of bedding required by the trench width and trench depth for the size of pipe to be laid. Bedding shall be included in the appropriate unit price bid for clay, concrete,ductile iron or steel pipe. a) Class "A" Bedding. Class "A" Bedding shall be achieved by either of the following two construction methods: 1. Concrete Cradle. The pipe shall be bedded in a monolithic cradle of plain or reinforced concrete having a minimum thickness under the pipe barrel of one-fourth the inside diameter of the 2221-5 pipe but in no case less than 4 inches and extending up the sides to a height of at least one-fourth of the pipe outside diameter. The cradle shall have a width equal to the full width of the trench as excavated. The pipe shall be laid to line and grade on concrete blocking after which the concrete shall be placed to the limits described. Concrete shall be 3,000 psi concrete. 2. Concrete Arch. The pipe shall be bedded in crushed stone or rounded gravel bedding material having a minimum thickness under the pipe barrel of one-fourth the outside diameter of the pipe but in no case less than 4 inches and shall extend up the sides of the pipe to the horizontal centerline. The top half of the pipe shall be covered with a monolithic plain or reinforced concrete arch having a thickness of one-fourth the inside diameter of the pipe but in no case less than 4 inches at the crown of the pipe. The arch shall have a width equal to the full width of the trench as excavated. b) Class "B" Bedding. Class"B"Bedding shall be achieved by either of two construction methods: 1. The bottom of the trench excavation shall be shaped to conform to a cylindrical surface with a radius at least 2 inches greater than the radius of the outside of pipe with a width sufficient to allow 6/10 of the width of the pipe barrel to be bedded in fine granular fill placed in the shaped excavation. Carefully compacted backfill shall be placed at the sides of the pipe to a thickness of at least 12 inches above the top of the pipe. 2. The pipe may be bedded in compacted crushed stone,placed on a flat trench bottom. The crushed stone bedding shall have a minimum thickness of 1/4 the outside pipe diameter and shall extend halfway up the pipe barrel at the sides. The remainder of the side fills and a minimum depth of 12 inches over the top of the pipe shall be filled with carefully compacted material. c) Class "C"Bedding. Class"C"Bedding shall be achieved by either of two construction methods: 1. The pipe shall be bedded in an earth foundation formed in the trench bottom by a shaped excavation which will fit the pipe barrel with reasonable closeness for a width of at least 50 percent of the outside pipe diameter. The side fills and area over the pipe to a minimum of 12 inches above the top of the pipe and shall be filled with compacted fill. 2. The pipe shall be bedded in compacted granular material placed on a flat trench bottom. The granular bedding shall have a minimum thickness of 4 inches under the barrel and shall extend 1/6 of the outside diameter up the pipe barrel at the sides. The remainder of the side fills and area to a minimum depth of 12 inches over the top of the pipe shall be filled with compacted backfill. Class"C"Bedding shall be used except where the use of Class"A"or Class"B" 2221-6 bedding is shown on the Plans. d) Class "D" Bedding. Class"D"Bedding is achieved by shaping bell holes only on a flat trench and no care is taken to secure compaction at the sides and immediately over the pipe. This type bedding is not permitted. e) Bell Holes. Bell holes shall be provided in all classes of bedding to relieve pipe bells of all load,but small enough to insure that support is provided throughout the length of the pipe barrel. f) Coarse Granular Bedding. Coarse Granular Bedding material shall consist of crushed stone or pea gravel, clean and graded, 95 to 100 percent of which shall pass a 3/4 inch sieve with 95 to 100 percent retained on a No.4 sieve. Bedding material shall be placed on a flat bottom trench and thoroughly compacted by tamping or slicing with a flat blade shovel. Compacted bedding material shall be extended up the sides of the pipe to the heights shown for the various classes of bedding. g) Overwidth Excavation. If trenches are excavated to widths in excess of those specified below, or if trench walls collapse,pipe shall be laid in accordance with the requirements for at least the next better class of bedding at the expense of the Contractor. h) Borrow Backfill. Borrow backfill will be required if there is not sufficient suitable material available from other parts of the work to backfill the trenches. Borrow backfill from approved borrow pits shall be used. Only those soils in the borrow pits that meet the specified requirements for suitable material shall be used. i) Trench Widths. Trench widths at the top of the pipe and depths for clay,concrete and metal pipes using the various bedding classes, shall not exceed those shown below: Clay Pipe-Extra Strength Only Ductile Iron, Concrete, or Steel Pipe Maximum MAXIMUM TRENCH DEPTH Pipe Trench Class D Class C Class B Class A Size Width Bedding Bedding Bedding Bedding 6" 2'-6" 0 14' 20' 30' 8" 2'-6" 0 14' 20' 30' 10" 2'-6" 0 14' 22' 30' 12" 2'-8" 0 14' 22' 30' 2221-7 15" 3'-0" 0 14' 22' 30' 21" 3'-6" 0 14' 22' 30' 24" 4'-0" 0 14' 22' 30' 11. BEDDING OF PVC PIPE AND FRP PIPE: a) Pipe shall be bedded true to line and grade with uniform and continuous support from a fuln base in accordance with ASTM D2321 as modified herein. Blocking shall not be used to bring the pipe to grade.Bedding material shall be included in the unit price for plastic and FRP pipes. b) Embedment materials listed here include a number of processed materials plus the soil types defined by the USCS Soil Classification Systems in ASTM D2487. These materials are grouped into categories according to their suitability for this application: 1. Class I. Angular 6 to 40 mm(1/4 to 1-1/2 inches), graded stone including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells. 2. Class II. Coarse sands and gravels with maximum particle size of 40 mm (1-1/2 inches),including variously graded sands and gravels containing small percentages of fines, generally granular and non-cohesive,either wet or dry. Soil types GW,GP,SW and SP are included in this class. 3. Class III. Fine sand and clayey gravels,including fine sands,sand-clay mixtures, and gravel-clay mixtures. Soil types GM, GC, SM and SC are included in this class. 4. Class IV. Silt,silty clays and clays including inorganic clays and silts of medium to high plasticity and liquid limits. Soil types MH,ML,CH and CL are included in this class. These materials are not to be used for bedding,haunching or initial backfill. 5. Class V. This class includes the organic soils OL, OH and PT as well as soils containing frozen earth,debris,rocks larger than 40 mm(1-1/2 inches)in diameter,and other foreign materials. These materials shall not be used for bedding,haunching and initial backfill. c) Compaction of foundation, bedding, haunching and initial backfill shall extend to the trench wall. 2221-8 d) Embedment material in the area around the pipe shall be installed with care. Care shall be used to insure that sufficient material has been worked under the haunch of the pipe to provide adequate side support. Precautions must be taken to prevent movement of the pipe during placing of the material through the pipe haunch. Place initial backfill material in three stages: First, to the center line of the pipe: second, to the top of the pipe; and third, to a point 12 inches above the top of the pipe. Compact each stage of haunching and initial backfill by hand or mechanical tamping to a minimum of 90 percent Standard Proctor Density. Where unstable trench walls exist because of migratory materials such as waterbearing silts or fine sands,care shall be taken to prevent the loss of side support through the migratory action. e) Avoid contact between the pipe and compaction equipment. Compaction of haunching, initial backfill and backfill material shall be done in such a way so that compaction equipment will not have a damaging effect on the pipe. f) Trench depths, using the various bedding classes, shall not exceed those shown below: MAXIMUM TRENCH DEPTH Class I or Pipe Class IV Class HE Class II Size Bedding Bedding Bedding Not To All Sizes Be Used 16' 30' Density(Standard Proctor)of 90 percent minimum in pipe zone. g) ASTM D2321 "Underground Installation of Flexible Thermoplastic Sewer Pipe" shall be used in conjunction with the above. 12. BACKFILLING: Backfilling consists of placing suitable materials removed during the excavation into the excavated areas,placing embedment materials and compacting the same to a density equal to or greater than what exists before excavation or as specified herein. Under backfilling operations is also included removal of excess materials and debris from the site, leveling all depressions caused by operation of equipment and maintaining the backfilled areas until accepted by the Owner. All backfill material shall be free of stones,concrete and clay lumps larger than 1/3 cubic foot. Roots, stumps and rubbish which will decompose will not be permitted in the backfill. 2221-9 Backfill material shall have its moisture content corrected,as may be necessary before being placed in the trench to bring the moisture content to approximately"optimum"for good compaction. Any rock,stone,concrete,clay lumps larger than 1/3 cubic foot in volume,rubbish and debris shall be removed from the site and disposed of by the Contractor in a lawful manner. Backfilling operations in this work are referred to herein as Backfilling at the Pipe Zone,Type "A" and Type "B". Backfilling in the excavated areas below parts of proposed structures shall be referred to hereinafter as Type "A" Backfilling. Where trenches cross or extend under structures or into present roadways, future roadways or parking areas as shown on the Plans,the backfilling shall be referred to hereinafter as Type " A " Backfilling. Backfilling in all other areas shall be referred to hereinafter as Type"B"Backfilling. a) Backfilling at the Pipe Zone. Throughout the entire construction,backfilling at the pipe zone shall include bedding and shall be as follows: Backfill material shall be placed below,around each side,and over the top of the pipe, in approximately horizontal layers to a height of 12 inches over the top of the pipe. Layers shall be of such thickness to facilitate the required compaction. This backfill shall be well compacted by using mechanical tamping equipment in such manner as not to damage the pipe, pipe joints or shift the pipe alignment. Workmen shall not be permitted to walk over the pipe until at least 12 inches of compacted fill has been placed over the pipe. The Contractor shall not use water to obtain compaction except for adding water to the backfill material before placing in the trench to bring the moisture content to approximately "optimum" for good compaction. b) Type "A" Backfilling. Type "A" backfilling consists of placing sand and gravel or other suitable materials excavated from the trench in the trench in 6 inch thick layers from a point 12 inches above the top of the pipe and mechanically tamping or compacting by rolling until the backfill density after compaction is equal to 98 percent of the maximum density obtainable at optimum moisture content as determined by the Standard proctor Test(ASTM D698). No water shall be used to secure compaction except for adding water to the backfill material before placing in the trench to bring moisture content to approximately"optimum"for good compaction. Each 6 inch thick layer shall be mechanically tamped before additional backfill material is placed in the excavated area. c) Type "B" Backfilling. Type "B" Backfilling consists of placing sand and gravel or other suitable material excavated from the trench in the trench in 12 inch thick compacted layers from a point 12 inches above the top of the pipe. Each 12 inch thick layer shall be compacted before additional 2221-10 backfill material is placed in the excavation. Only mechanical tamping,use of roller or small tractor will be allowed. The density of the backfilled material after compaction shall be equal to 95 percent of the maximum density obtainable at optimum moisture content as determined by the Standard Proctor Test(ASTM D698). Except in the upper 12 inches,water shall be added to backfill material only before being placed in the trench in order to bring the moisture content to approximately "optimum" for good compaction. 13. PRO'T'ECTION OF WATER SUPPLY PIPES: a) Horizontal Separation. Sewers and force mains shall be laid at least 10 feet horizontally from any existing or proposed water main.The distance shall be measured edge to edge. In cases where it is not practical to maintain a 10 foot separation,such deviation may allow installation of the sewer or force main closer to a water main,provided that the water main is in a separate trench or on an undis- turbed earth shelf located on the side of the sewer or force main and at an elevation so the bottom of the water main is at least 18 inches above the top of the sewer or force main. b) Crossings. Sewers and force mains crossing water mains shall be laid to provide a minimum vertical distance of 18 inches between the outside of the water main and the outside of the sewer or force main. This shall be the case where the water main is either above or below the sewer or force main. The crossing shall be arranged so that the sewer or force main joints will be equidistant and as far as possible from the water main joints. Where a water main crosses under a sewer or force main, adequate structural support shall be provided for the sewer or force main to prevent damage to the water main. c) Special Conditions. When it is impossible to obtain proper horizontal and vertical separation as stipulated above,the sewer or force main shall be designed and constructed equal to water pipe,and shall be pressure tested to assure watertightness prior to backfilling. 14. UTILITY CONSTRUCTION IN OTHER EXCAVATION: Where utilities are required to be constructed in areas also requiring excavation and backfill for other work, coordinate the work so that the parts come together properly and the construction of the various parts can be done without damage to other parts. Place bedding which will form bearing for pipes, using suitable material and shaping to the lower 1/3 of the pipe to provide uniform and continuous hearing_ Compaction ofhackfill material which will form hearing shall be equal to that specified hereinbefore under Type "A" Backfilling. After the pipe or other utility is placed, backfilling shall proceed as specified hereinbefore following the requirements specified under"Backfilling at the Pipe Zone," "Type'A'Backfilling",and"Type'B'Backfilling"as applicable. 15. TESTING: 2221-11 a) General. The Contractor shall select a qualified independent testing laboratory for the purpose of identifying soils,checking densities,and classifying soils materials during construction. All testing will be paid for by the Contractor and reimbursed as provided in the Special Conditions. Copies of all test results shall be furnished to the Engineer. b) Moisture-Density Tests. Testing shall be in accordance with ASTM Methods D698 and Dl 557. A test shall be performed on each type of material used in the work regardless of source. Tests will be accompanied by particle-size analyses of the soils tested (ASTM Methods D421 and D422). Changes in color,gradation,plasticity or source of fill material will require the performance of additional tests. Copies of all test results shall be furnished to the Engineer. c) Field Density Tests. Tests shall be made in accordance with ASTM Method D1556. Tests shall be made in accordance with the following minimum schedule or as required by the soils technician or as may be directed by the Engineer: One test for each lift of backfill for each 200 feet of trench or fraction thereof. d) Submittals. The soils technicians will submit formal reports of all compaction tests and retests. The reports are to be furnished to the Owner and the Engineer as soon as possible upon completion of the required tests. This report information is to include but not be limited to the following: 1. Date of the test and date submitted. 2. Location of test. 3. Wet weight,moisture content and dry weight of field sample. 4. Description of soil. 5. Maximum dry density and moisture content of the lab sample which best matches the field sample in color, texture, grain size and maximum dry density. 6. Ratio of field dry density to maximum lab dry density expressed as a percentage. 7. Comments concerning the field density passing or failing the specified compaction. 8. Comments about recompaction if required. e) Compaction Results. 2221-12 If any compaction test reveals that fill or backfill is not compacted as specified, the Contractor shall scarify and recompact as required to achieve the specified density. Additional compaction tests shall be made to verify proper compaction. These additional tests, required due to failure of the original test.shall be paid for by the Contractor without reimbursement by the Owner. The soils technician is to advise the Engineer and the Contractor's Superintendent immediately of any compaction tests failing to meet the specified minimum requirements. No additional lift is to be placed on a lift with any portion failing. 16. CONSTRUCTION ALONG HIGHWAYS,STREETS AND ROADWAYS: a) Excavation,Trenching and Backfilling Operations. Excavation,trenching and backfilling along highways,streets and roadways shall be in accordance with the applicable regulations of the State Highway Department with reference to construction operations, safety,traffic control,road maintenance and repair. b) Protection of Traffic. Provide suitable signs, barricades and lights for protection of traffic, in locations where traffic may be endangered by construction operations.All signs removed by reason of construction shall be replaced as soon as condition which necessitated such removal has been cleared. No highway,street or roadway shall be closed without first obtaining permission from the proper authorities. c) Construction Operations. The Contractor shall construct all work along highways,streets and roadways using the following sequence of construction operations, so as to least interfere with traffic: 1. Stripping. Where the pipe line is laid along road shoulders,sod,topsoil and other material suitable for shoulder restoration shall be stripped and stockpiled for replacement. 2. Trenching,Laying and Backfilling. Excavate trenches,install pipe line and backfill.The trench shall not be opened any further ahead of pipe laying operations than is necessary for proper laying operations. Trenches shall be progressively backfilled and consolidated and excess material removed immediately. 3. Shaping. Immediately after completing backfilling operation,re-shape any damage to cut and fill slopes, side ditch lines, and shall replace top soil, sod and any other materials removed from shoulders. 2221-13 d) Excavated Material. Excavated material shall not be placed along highways,streets,and roadways in such manner as to obstruct traffic. Roadways and pavement will be maintained free of earth material and debris. e) Drainage Structures. All side ditches,culverts,cross drains and other drainage structures shall be kept clear of excavated material and be free to drain at all times. f) Maintaining Highways, Streets, Roadways and Driveways. The Contractor shall furnish a road grader which shall be available for use at all times for maintaining highways,streets and roadways.All such streets,highways and roadways shall be maintained in suitable condition until completion and final acceptance of the work. Repair all driveways that are cut or damaged. Maintain them in suitable condition until completion and final acceptance of the work. 17. REMOVING AND RESETTING FENCES: Where existing fences must be removed to permit construction,the Contractor shall remove such fences. As construction progresses, reset the fences in their original location and to their original condition. All costs of removing and resetting fences and such temporary works as may be required shall be included in the prices for the utility line. 18. PROTECTING TREES, SHRUBBERY AND LAWNS: Trees and shrubbery along trench lines shall not be disturbed unless absolutely necessary. Trees and shrubbery necessary to be removed shall be properly heeled-in and re-planted. Heeling-in and re-planting shall be done under the direction of an experienced nurseryman.Where utility trenches cross established lawns,sod shall be cut,removed,stacked and maintained in suitable condition until replaced.Topsoil underlying lawn areas shall likewise be removed and kept separate from general excavated materials.Removal and replacement of sod shall be done under the direction of an experienced nurseryman. 19. REMOVE AND REPLACE PAVEMENT: Pavement and base course which must be removed for constructing sewers,manholes, force mains,water lines, and all other appurtenances in streets shall be replaced. a) The top 18 inches of subgrade material immediately under the paving base and also road shoulder shall be carefully removed and kept separate from the rest of the excavated material. This material shall be placed in the top 18 inches of the backfill.Further compaction shall be accomplished by leaving the backfilled trench open to traffic while maintaining the surface with crushed stone or gravel. Settlement in trenches shall be refilled with crushed stone or gravel, 2221-14 and such maintenance shall continue until replacement of pavement. b) Where utility lines are constructed on unpaved streets, roads or easements, the top 18 inches of soil shall be stripped and windowed separate from the excavation from trenches. After the line has been installed and the backfill completed within 18 inches of the original grade,the salvaged surfacing shall be replaced. This work shall be considered as general clean up along with the removal of surplus excavated materials from the site and the restoring of the surface outside trench limits to its original condition,the cost of which shall be included in the price bid for the utility line. 20. WALKS,DRIVES, CONCRETE CURB AND GUTTER: Walks and drives removed or damaged during the course of construction shall be replaced with Class"A"Concrete at the same thickness as removed. They will be cut to a neat edge with a masonry saw after backfilling and compacting trench in 6 inch layers to a density not less than 98 percent at+2 percent of optimum moisture content as determined by the Standard Proctor Test. Concrete curb and gutter sections removed or damaged during the course of construction shall be replaced in full sections with concrete having a compressive strength of at least 3,000 psi. 2221-15 SECTION 02233 SEWER LINE JOINT TESTING AND SEALING 1. SCOPE: Under this heading shall be included the joint testing and sealing by pressure chemical grouting of approximately feet of sewer line and approximately manholes at several different locations throughout the Sanitary Sewer System. The Contractor shall furnish the necessary labor, supervision, equipment and ma-terial to clean, inspect by closed circuit television, test sewer joints and chemical grout sealing of sewer joints and manholes as shown on the plans and described in the Specifications. 2. THE GENERAL AND SPECIAL CONDITIONS: The General and Special Conditions apply to this and every section of the specifications. Refer also to other related sections of the specifications. 3. CLEANING OF SEWERS: The Contractor shall clean sewers to be tested and sealed as specified in Section 02230. 4. TELEVISION INSPECTION OF SEWERS: The Contractor shall provide closed circuit television inspection as specified in Section 02232 of all sewer segments to be tested and sealed. 5. FLOW MEASUREMENT: The Contractor shall measure the flow generated in each designated sewer line segment after cleaning but before televising, testing and sealing and also after sealing. Such flow measurements will be used as an indication of the success of the rehabilitation work. Where excessive flow is indicated, after rehabilitation work, exclusive of running laterals, the Contractor shall retest and seal as necessary to perform a satisfactory rehabilitation of the sewer segment. Sewer line sealing shall eliminate 50 percent of the extraneous flow from a line segment to be considered accept-able. Flow measurement shall be performed on isolated line seg-ments for a long enough period of time to eliminate the probability of the influence of running laterals on the recorded flow both be-fore and after sealing. 6. CHEMICAL GROUT MATERIALS: a) General. The sealing materials shall be chemical grout and catalyst system. The chemical grout used shall have a documented SEWER LINE JOINT TESTING AND SEALING 02233-1 mendations of the manufacturer and in such a manner as to minimize hazard to personnel. It is the responsibility of the Contractor to provide appropriate protective measures to insure that chemicals or gels produced by said chemicals are under the control of the Con-tractor at all times and are not available to unauthorized per-sonnel or animals. Excess grouting material appearing on the out-side of manholes and in sewers, resulting from manhole and sewer grouting operations, shall be disposed of as specified under Article 3. All equipment shall be subject to the approval of the Engineer. i) Concentration of Mix. The concentration of the basic chemical grout (com-puted as a dry weight percentage of the total solution weight) shall generally range between 10 percent and 12 percent. In no case shall the concentration be less than 6 percent, and it may go as high as 20 percent where additional strength is required. j ) Diatomaceous Material. When excessive amounts of chemical grout are being used due to large stone backfill or voided surroundings, a filler such as "diatomaceous earth" or approved equal may be used within the chemical grout material, increasing its density and providing better control for the placement of the chemical grout. The maximum of 10 percent by weight can be added to the chemical grouting solutions. The "diatomaceous earth" additive will not con- stitute changing any percentage of the basic chemical grout mixture as recommended by the manufacturer. k) Field Tests. The Contractor shall be responsible for providing all tests instrumentation and the performance of field permeability tests and whatever other tests are necessary to assure proper work results. 7. SEWER LINE JOINT TESTING: a) Intent. The intent of joint testing is to identify those sewer line joints that are defective, allowing unreasonable quan- tities of extraneous water to enter the sewer system and that can be successfully sealed by an internal joint sealing process. b) Equipment. The basic equipment used shall consist of a tele- SEWER LINE JOINT TESTING AND SEALING 02233-3 vision camera, joint testing device, and test monitoring equipment. In combination, the equipment shall be constructed in such a way as to provide means for introducing air under pressure into the void area created by the expanded ends of the joint testing device. The testing equipment shall have means for con- tinuously measuring the actual static pressure of the air at and within the Void area only. Void pressure data shall be transmitted aboveground to a location to allow for simultaneous continued observation of the television monitor and test monitoring equipment by the En-gineer. c) Test Procedure. Each sewer line joint shall be individually tested at a test pressure equal to .5 psi per vertical foot of pipe depth in accordance with the following procedures: 1) The testing device shall be positioned within the line in such a manner as to straddle the joint to be tested. 2) The testing device ends shall be expanded so as to isolate the joint from the remainder of the line and create a void area between the testing device and the pipe joint. 3) Air shall then be introduced into the void area until a pressure not exceeding two pounds greater than the required test pressure is recorded on the pressure meter. 4) Once the required test pressure has been reach- ed, the air flow shall be stopped. 5) Should the pressure on the joint drop two psig within 30 seconds, the joint will have failed the air test and the joint shall be sealed. d) Control Test. Prior to starting the joint testing phase of the work, a two-part control test shall be performed as follows: 1) To insure the accuracy, integrity and perfor- mance capabilities of the testing equipment, a demonstration test will be performed in a test cylinder aboveground. The test cy- linder shall be constructed in such a manner that a minimum of two known leak sizes can be simulated. This technique will establish the test equipment performance capability in relationship to the test criteria and insure that there is no leakage of the air from the system or other equipment defects that could affect the joint testing results. If this test cannot be performed successfully, the Contractor shall repair or otherwise modify his equipment and SEWER LINE JOINT TESTING AND SEALING 02233-4 re-perform the test until the results are satisfactory to the Engineer. This test may be required at any time during the joint testing program if the Engineer suspects the testing equipment is not functioning properly. 2) After entering each sewer section with the test equipment, but prior to the commencement of joint testing, the test equipment shall be positioned on a section of sound sewer pipe bet-ween pipe joints, and a test performed as specified. This proce-dure will demonstrate the reliability of the test requirement, as no joint will test in excess of the pipe capability. Should it be found that the barrel of the sewer pipe will not meet the joint test requirements, then the requirements will be modified to within the pipe integrity limits. 8. SEALING OF JOINTS: Joints selected to be sealed shall be the result of in- formation obtained from the closed circuit television inspection, joint testing, and the decision of the Engineer. Chemical grouting of sewer joints shall be accomplished by forcing sealing materials into and through the joints of the sewer from within the sewer pipe. Equipment shall consist of a remote controlled grouting machine with inflatable diaphragms at each end, or other suitable devices which can be positioned to com-pletely isolate the joint in the sewer. The device shall be an open end, cylindrical casing of a size less than the pipe diameter with two cables connected to both ends to pull through or position it in the line. Continuous, air-inflatable sleeves (or diaphragms) shall be mounted at each end of the casing exterior with the ends of sleeves sealed to the casing. Devices that have sleeves which are not continuous and which might require extreme pressures to "seat" against the inside periphery of the sewer pipe will not be allowed. The sleeves shall be constructed in such a manner that they can be pneumatically expanded from the center of both ends. Expansion shall be regulated by precise pressure gauges and controls. Under no conditions will hydraulically or mechanically expanded devices be allowed. Two conduits shall pass through one end of the casing and shall be adapted to supply a polymerizing material, under pressure, to the space at the center of the casing. Chemical grout material shall be pumped to the casing through two hoses leading from the surface. Chemical grout materials shall be pumped via flow- controlled, proportioning pumps with pressures in the excess of SEWER LINE JOINT TESTING AND SEALING 02233-5 i 11 II groundwater pressures. The pumps shall be such that proportions and quantities of the materials being injected can be instantly I lregulated. 1 Any sewer damaged as a result of the Contractor' s opera-tions shall be promptly repaired by, and at the expense of I the Contractor. Pressures, proportions, and quantities of chemical I I grout material to be used shall be determined according to the size of the joint, percentage of voids being filled, and the rate of the solution in relation to the backpressure. In the event that large voids are encountered on the outside of the sewer, Id including the possibility of fissures to the ground surface, a change in oper-ating pressures and pumping rates shall be made so as to avoid excessive use of grout. Upon completion of the injection, the grouting machine shall be moved forward, wiping away the excess grout and allowing the television camera to move to a suitable position for inspect- I1 ion. If the work appears to be defective, the grout machine shall be moved back into position and the grouting process repeated until proper sealing of the joint in the pipe has been obtained as demon-strated by retesting sealed joint. The excess grouting material removed from the joint by the grouting equipment shall be flushed or pushed forward to the next downstream manhole, removed from the sewer system and disposed of by the Contractor, as specified for disposal of debris resulting from cleaning operations. In no case shall excess grout material from succeeding sections be allowed to accumulate and be flushed down ! the sewer. It is the responsibility of the Contractor to make a tight seal with this equipment at each joint to be grouted. If a tight seal is not secured, the Con-tractor shall remove the equipment and make such adjustments as are necessary to achieve a II satisfactory seal. 9. MANHOLE REPAIRS: Manholes having water infiltration shall be sealed by pressure chemical grouting. A hole shall be drilled at the point of infiltration through the wall of the manhole to the surrounding ground area. A grouting packer device shall be inserted into the hole and chemical grout pumped into the ground surrounding the man-hole until the infiltration has stopped. This procedure may have to be exercised in a number of locations in a given manhole. Dye tracer may be used in chemical solutions so as to trace the flow of the grout. SEWER LINE JOINT TESTING AND SEALING 02233-6 SECTION 02270 EROSION AND SEDIMENTATION CONTROL PART 1 -PRODUCTS 1.01 CHEMICALS FOR DUST CONTROL: A. Calcium Chloride, Anionic Asphalt Emulsion, Latex Emulsion or Resin-in-Water Emulsion may be used for dust control. 1.02 SILT FENCE FABRIC: A. Silt fence fabric shall be a woven fabric certified to meet FHWA's Task Force 25 minimum roll average per ASTM-D-4354. The geotextile fabric shall be a woven sheet of plastic yarn,of a long chain synthetic polymer composed of at least eighty- five percent (85%) by weight propylene, ethylene, amide, ester, or vinylidene chloride, and shall contain stabilizer and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultra-violet and/or heat exposure. The fabric should be finished so that the filaments will retain their relative position with respect to each other. The fabric shall be free of defects,rips,holes,or flaws. The fabric shall meet the following requirements: Woven Fabrics Grab Strength 90 lbs. Mullen Burst Strength 250 lbs. UV Resistance 90% Permittivity 15 gal/min/sf. Product shall be equivalent to EXXON GTF-180 Fabric or AMOCO Woven Construction Fabric No. 1380. 1.03 GABIONS: 2.2 mm(.0866")+2%%;the mesh edge wire shall be not less than 2.7 mm 2Y2%. 2V2%. 1.04 HAY BALES: A. Hay bales rectangular in shape shall be bound with wire or nylon to securely contain the material. Pine straw bales may be used in lieu of hay bales. 02270-1 1.05 PLASTIC FILTER FABRIC: A. Plastic filter fabric shall be a pervious sheet of plastic yam,of a long chain synthetic polymer composed of at least eighty-five percent (85%) by weight propylene, ethylene, amide, ester, or vinylidene chloride, and shall contain stabilizers and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultra-violet and/or heat exposure. The cloth should be finished so that the filaments will retain their relative position with respect to each other. The cloth shall be free of defects,rips,holes,or flaws. During shipment and storage,the filter fabric shall be wrapped in a protective material. The fabric shall meet the following requirements. Woven Fabrics: Tensile Strength(any direction) 200 lbs. Bursting Strength 400 psi Elongation Before Breaking 15% Permittivity 4 gaUmin/sf Product shall be equivalent to EXXON GTF-400E or AMOCO Woven Construction Fabric No. 2002. B. Seams - Fabric may be sewn together with thread of a material having the same chemical requirements as the material forming the fabric or shall be bonded by cementing or by heat. The strength of the seams shall be equal to that of the unaged fabric. Fabrics to be used under Rip-Rap are allowed to be bonded or sewn together forming sections not less than six feet wide. 1.06 SHEET PILING: A. Sheet piling shall be treated timber(0.5 CCA),st-el(minimum_inch thick),or other piling is used. 1.07 STONE: A. Stone shall be hard quarry,granite or field stone and shall be of such qua 1 ity that the stone will not disintegrate on exposure to water or weather. The stone size,type and weight shall be as shown in conjunction with the structure with which it is associated. The stone shall be accepted by the Engineer prior to delivery. 1.08 TREATED TIMBERS: A. Treated timbers (0.5 CCA) shall be a nominal 4" by 4" and of varying length to accommodate the size of the proposed structure. 2 1.09 RIPRAP: A. Riprap shall be hard quarry or field stone,and shall be of such quality that they will not disintegrate on exposure to water and weather. The stone shall range in weight from a minimum of 25 pounds to a maximum of 150 pounds. At least 50 percent of the stone pieces shall weigh more than 60 pounds. The stone pieces shall have a minimum plane dimension of 12 inches. The stone analysis, source and other pertinent data shall be submitted for review by the Engineer prior to delivery. The filter fabric for permanent Riprap shall be Mirafi 140N or equivalent. PART 2 -EXECUTION 2.01 GENERAL: A. Every effort shall reasonably be employed by the Contractor to control erosion with the use of, but not limited to,terraces, grassing, and silt fencing during the project. All erosion and sedimentation control measures or facilities,whether temporary or permanent,shall be continuously maintained by the Contractor so as to be effective, or as ordered by the Owner. 2.02 BUFFER ZONE: A. Buffer zone is an undisturbed zone or "green belt" surrounding the site, bordering streams or environmentally sensitive areas. Contractors shall not trespass on or in these areas unless he has prior acceptance by the Owner. Trespass in these areas will not be permitted unless there is no alternative method to accomplish the task. Cost shall not come into consideration in the evaluation of this type of request. 2.03 CONSTRUCTION EXIT: A. Construction exits shall be located at the exits of the project to remove mud from the tires of all vehicles leaving the site. The construction exit shall consist of a minimum of six (6)inch thick pad of washed stone meeting ASTM D448 No. 1 (1V2" to 31/2" diameter)and of the necessary length to accomplish the task for which it is intended. The pad may require periodic top dressing with 2" of similar stone. 2.04 DISTURBED AREA STABILIZATION: A. Vegetative cover will be placed on completed areas. This vegetative plan will be carried out on road cut and fill slopes,shoulders, and other critical areas created by construction. Plant grass seed as soon as construction in an area is completed. Planting will be made to control erosion,to reduce damage from sediment and runoff to downstream areas and to improve the safety and beauty of the development area. Due to grading and construction, the areas to be treated are mainly subsoil and substrate. Fertility is low and the physical characteristics of the exposed material are unfavorable to all but the most hardy plants. Conventional Seeding Equipment - Grade, shape and smooth where needed to provide for safe equipment operation at seeding time and for maintenance purposes. 3 The lime and fertilizer in dry form will be spread uniformly over the area immediately before seedbed preparation. A seedbed will be prepared by scarifying to a depth of 1 to 4 inches as determined on site. The seedbed must be well pulverized, smoothed and firmed. Seeding will be by either a cultipacker-seeder, drill, rotary seeder,mechanical seeder, hand seeder or hydro-seeding. Seed will be distributed uniformly over a freshly prepared seedbed and covered lightly. Within twenty-four (24)hours after seeding,with exception to hydro-seeding,straw or hay mulch will be spread uniformly over the area,leaving about twenty-five(25)percent of the ground surface exposed. Mulch will be spread with blower-type mulch equipment or by hand and anchored immediately after it is spread. A disk harrow with the disk set straight or a special packer disk may be used to press the mulch into the soil. The per acre application rates are as follows using conventional seeding equipment on slopes less than 3:1: Soil Treatment Application Rate/Acre Agricultural limestone 4000#/acre Fertilizer, 10-10-10 (with micro-nutrients) 1500#/acre Mulch, straw or hay 4000#/acre 2. Seed Application Planting Species Rates/Acre Dates Hulled common Bermuda grass 10# 3/1 -9/30 Rye grass 50# 10/1 - 2/28 Hay mulch for temporary cover 4000# N/A Topdressing: Apply when plants are 2 to 4 inches tall Fertilizer(Ammonium Nitrate 33.5%)at 300#/acre If the projects extends in to the second year, fertilizer shall be applied at the rate of 800#/acre. 2.05 DUST CONTROL ON DISTURBED AREAS: A. Dust raised from vehicular traffic will be controlled by wetting down the access road with water or by the use of a deliquescent chemical,such as calcium chloride,if the relative humidity is over thirty percent (30%). Chemicals shall be applied in accordance with the manufacturer's recommendations. 2.06 DOWNDRAIN STRUCTURE: 9: • . . - , . _ . ,. .. . _ .. . 2.07 GABIONS: during filling. 2.08 SEDIMENT BARRIER: A. Sediment barrier shall be constructed of hay bales (pine bales) anchored and embedded into the soil to prevent washout or water washing under the bather. A minimum of two(2)re-bars,steel pickets or 2"x 2"stakes shall be used per bale and shall be long enough to extend through the bale and be driven into the ground a minimum of 112 feet. Where two(2)rows are called for,the bales shall be staggered. 2.09 SILT FENCE: A. Silt fence shall be placed at the approximate location shown on the plans and installed in accordance with the manufacturer's recommendations. 2.10 STONE PLACEMENT: A. The minimum thickness or depth of the stone layer shall be shown on the drawings or the detail with which the device is associated. When used with a plastic filter fabric, the stone placing shall begin in a trench at the bottom of the slope with the filter fabric wrapped in stone. The entire mass of stone shall be placed so as to be in conformance with the lines, grades,and thickness shown on the drawings. 2.11 RIPRAP: A. Riprap shall be placed in accordance with the notes on the drawings. Any riprap that shall be permanent shall have an underlayment of filter fabric. 2.12 STORM DRAIN OUTLET PROTECTION: 0 on the drawings. 2.13 INLET SEDIMENT TRAP: A. The Contractor shall erect silt fence or hay bales at and around inlets under construction. Existing inlets in paved areas shall be protected by the use of concrete 5 blocks wrapped with filter fabric as per detail. Sufficient quantities of selected devices shall be utilized to completely protect the entire length of the inlet. Contractor may alternately construct a temporary baffle in the inlet on the effluent pipe per detail providing that accumulated sediment be removed after each erosion event. 2.14 SITE RESTORATION: A. The site shall be restored in a manner suitable to accommodate the erosion control device or system of devices for the use which they are intended. 2.15 TOPSOIL: A. If topsoil is stripped and stored on site to be used after construction,the stockpile side slopes shall be 2:1 or flatter. Stockpiled of topsoil shall not obstruct natural drainage. Topsoil replacement shall be spread at minimum of 4"thickness. 2.16 SITE SAFETY: A. The Contractor shall incorporate and utilize all necessary fencing and other safety bathers as necessary, or directed by Owner, to prevent trespassing into potentially dangerous areas of the erosion control area. END OF SECTION 02270 6 SECTION 02311 PIPELINE CROSSINGS INSTALLED BY OPEN CUT 1. SCOPE: Under this heading shall be included the installation of pipeline crossings of roads and highways as shown. The Owner will obtain the necessary permits for all crossings. 2. MATERIALS: a) Casing pipe. Casing Pipe shall be steel pipe with welded joints having a minimum yield strength of 35, 000 psi. Length wall thick- ness and diameter shall be as shown on the Plans. b) Carrier Pipe. Carrier pipe shall be mechanical joint ductile iron pipe and shall conform with the requirements for pipe as specified in appropriate Section of these Specifications. Casing pipe wall thickness shall be as indicated unless shown otherwise on the Plans. Carrier Pipe Casing Pipe Casing Pipe I.D. (Nom. ) I.D. (Nom. ) Wall Thickness Inches Inches Inches 4 12 0.200 6 14 0.250 8 16 0.250 10 18 0.250 12 20 0.250 3. INSTALLATION: a) Casing pipe. Installation of casing pipe, where indicated on the Plans, shall be in accordance with Section 02221, Excavation, Trenching and Backfill for Utility Systems. Suitable pits or trenches shall be excavated for the operation and for placing the end joints of pipe. Where neces-sary, they shall be securely sheeted and braced to prevent caving. Construction shall be done in a manner that will not interfere with the operation of the facility, and shall not weaken the roadbed or structure. PIPELINE CROSSINGS INSTALLED BY OPEN CUT 02311-1 b) Carrier Pipe. Carrier pipe joints shall be assembled and pushed through casing pipe on skids or rollers. After installation of car-rier pipe, the ends of the casing pipe shall be closed with 8 inch brick walls. 4. MEASUREMENT AND PAYMENT: Measurement and payment for work under this Section shall be in accordance with Section 01150. PIPELINE CROSSINGS INSTALLED BY OPEN CUT 02311-2 SECTION 02485 GRASSING PART 1-PRODUCTS 1.01 MATERIALS GENERAL: A. The Contractor shall,at the time of delivery,furnish the Engineer invoices of all materials, received in order that the application rate of materials may be determined. 1.02 FERTILIZER: A. 10-10-10,commercial fertilizer of accepted type,conforming to state fertilizer laws. 1.03 LIME: A. Lime shall be agricultural grade,ground limestone and shall conform to the requirements of the Georgia Department of Agriculture. Lime to be added based on soil test. 1.04 SEED: A. All seed shall conform to all State Laws and to all requirements and regulations of the Georgia Department of Agriculture. B. The several varieties of seed shall be individually packaged or bagged,and tagged to show name of seed,net weight,origin,germination,lot number,and other information required by the Department of Agriculture. C. The Engineer reserves the right to test,reject,or accept all seed before seeding. D. Mixtures of different types of seed called for in the seeding schedule shall be weighted and mixed in the proper proportions at the site of the work in the presence of the Engineer. 1.05 SEEDING SCHEDULE: A. Hulled Bermuda Seeds are to be used at a rate of 40 pounds per acre,and at a depth of -to _-inch. Pure line seed to be wight-two percent(82%)by weight,with a maximum weed seed of 0.50%. B. In shaded areas,or other areas as directed by the Owner or Engineer,the Contractor shall use a mixture of hulled Bermuda seed at a rate of 25 pounds per acre and carpet seed at a rate of 30 pounds per acre. C. Temporary grassing shall consist of annual rye grass seed at a rate of 75 pounds per acre. D. In areas where existing grasses are to be matched,the Contractor shall sow the seed at the rate recommended by the seed distributor. 02485 - 1 1.06 STRAW MULCH: A. Straw mulch material shall consist of straw or hay.Straw shall be stalks of wheat,rye,barley, oats,or other accepted straw. Hay shall consist of timothy,peavine,alfalfa,coastal Bermuda or other grasses from accepted sources. These materials shall be reasonably dry and shall be reasonably free from mature seed-bearing stalks, roots, or buiblets or Johnson Grass, Nutgrass,Sandbur,Wild Garlic,Wild Onion,Wild Mustard,Crotolaria,Pigweed,Witchweed and Coclebur. The Contractor shall also comply with all State and Federal domestic plant quarantine regulations. 1.07 EXCELSIOR MULCH: A. Excelsior mulch shall consist of wood fibers cut from sound, green timber. The average length of the fibers shall be 4 to 6 inches. The cut shall be made in such a manner as to provide maximum strength of fiber,but at a slight angle to the natural grain of the wood so as to cause splintering of the fibers when weathering in order to provide adherence to each other and to the soil. 1.08 WOOD CELLULOSE FIBER MULCH: A. Wood cellulose fiber mulch shall be made from wood chips particles manufactured particularly for discharging uniformly on the ground surface when dispersed by a hydraulic water sprayer. It shall remain in uniform suspension in water under agitation and blend with grass seed and fertilizer to form a homogenous slurry. The mulch fibers shall intertwine physically to form a strong moisture holding mat on the ground surface and allow rainfall to percolate the underlying soil. The mulch shall be heat processed so as to contain no germination or growth-inhibiting factors. It shall be dyed(non-toxic)an appropriate color to facilitate metering of material. B. Suppliers shall be prepared to certify that laboratory and field testing of their project has been accomplished,and that it meets all of the foregoing requirements based upon such testing. C. Weight specifications for this material from suppliers and for all applications shall refer only to air dry weight of fiber material. Absolute air dry weight is based on the normal weight standard of the Technical Association of the Pulp and Paper Industry for wood cellulose and is considered equivalent to ten percent(10%)moisture. Each package of the cellulose fiber shall be marked by the manufacturer to show the air dry weight content. 1.09 SOD: A. Sod shall be densely rooted,good quality centipede grass,free from noxious weeds. The sod shall be obtained from areas where the soil is reasonably fertile. The sod shall be raked free of all debris and the grass mowed to two inches before cutting. The sod shall contain practically all of the dense root system and not be less than one(1)inch thick. Sod shall be cut in uniform strips not less than twelve(12)inches in width and not less than twenty-four (24) inches in length. 1.10 PRODUCT REVIEW: A. The Contractor shall provide the Engineer with a complete description of all products before ordering. The Engineer will review all products before they are ordered. 02485 -2 PART 2-EXECUTION 2.01 STAND OF GRASS: A. Before acceptance of the seeding performed for the establishment of permanent vegetation, the Contractor will be required to produce a satisfactory stand of perennial grass whose root system shall be developed sufficiently to survive dry periods and the winter weather and be capable of re-establishment in the spring. B. Before acceptance of the seeding performed for the establishment of temporary vegetation,the Contractor will be required to produce a stand of grass sufficient to control erosion for a given area and length of time before the next phase of construction or the establishment of permanent vegetation is to commence. 2.02 SEEDING DATES AND RATES OF APPLICATION: A. Seeding shall be performed during the periods and at the rates specified in the seeding schedules. Seeding work may,at the discretion of the Contractor,be performed throughout the year using the schedule prescribed for the given period. Seeding work shall not be conducted when the ground is frozen or excessively wet. The Contractor will be required to produce a satisfactory stand of grass regardless of the period of the year the work is performed. 2.03 PREPARATION: A. The areas to be seeded or sodded shall be made smooth and uniform and shall conform with the finished grade and cross section shown on the plans or as otherwise designated. Minor shaping and smoothing of uneven and rough areas outside the graded section shall be performed as directed by the Engineer in order to provide for more effective erosion control and for ease of subsequent mowing operations. B. The areas to be grassed,if not loose,shall be loosened to a minimum depth of 3 inches before agricultural lime,fertilizer,seed or sod is applied. The areas to be seeded shall be cleared of stones larger than 2%2-inches,in any dimension,roots,and other debris. 2.04 APPLYING LIME AND FERTILIZER: A. Following advance preparation and placing selected material for shoulders and slopes when called for in the contract, lime if called for based on soil tests and fertilizer shall be spread uniformly over the designated areas and shall be thoroughly mixed with the soil to a depth of approximately 2-inches. Fertilizer shall be applied at the rate of 500 pounds per acre for the initial application unless otherwise directed by the Engineer. Lime shall be applied at the rate determined by the soil test. Unless otherwise provided,lime will not be applied for temporary seeding. In all cases where practicable, acceptable mechanical spreaders shall be used for spreading fertilizer. On steep slopes subject to slides and inaccessible to power equipment, the slopes shall be adequately scarified. Fertilizer may be applied on steep slopes by hydraulic methods as a mixture of fertilizer and seed. When fertilizer is applied in combination seed and fertilizer drills, no further incorporation will be necessary. The fertilizer and seed shall be applied together when the method of seeding(Wood Cellulose Fiber Mulch)is used. Any stones larger than 2V2 inches in any dimension,larger clods,roots, or other debris brought to the surface shall be removed. 02485 -3 2.05 SEEDING: A. Seed shall be sown within twenty-four(24)hours following the application of fertilizer and lime and preparation of the seedbed as specified in Section 2.04. Seed shall be uniformly sown at the rate specified by the use of acceptable mechanical seed drills. Rotary hand seeders,power sprayers or other satisfactory equipment may be used on steep slopes or on other areas that are inaccessible to seed drills. B. The seeds shall be covered and lightly compacted by means of a cultipacker or light roller if the drill does not perform this operation. On slopes inaccessible to compaction equipment, the seed shall be covered by dragging spiked chains, by light harrowing or by other satisfactory methods. C. Apply water with fine spray immediately after each area has been sown. D. Do not sow seed when ground is too dry,during windy periods or immediately following a rain. E. All seeded areas seeded with permanent grasses shall be uniformly mulched in a continuous blanket immediately following seeding and compacting operations,using at least 2 tons of straw per acre. 2.06 SEEDING(EXCELSIOR MULCH): A. Seed shall be sown as specified in Section 2.05. Within twenty-four(24)hours after the covering of seed,excelsior mulch shall be uniformly applied at the rate of 2 tons per acre. The mulch may be applied hydraulically or by other acceptable methods. Should the mulch be placed in a dry condition, it shall be thoroughly wetted immediately after placing. The Engineer may require light rolling of the mulch to form a tight mat. 2.07 SEEDING(WOOD CELLULOSE FIBER MULCH): A. After the lime has been applied and ground prepared as specified in Section 2.04, wood cellulose fiber mulch shall be applied at the rate of 1,500 pounds per acre in a mixture of seed and fertilizer. Hydraulic equipment shall be used for the application of fertilizer,seed and slurry of the prepared wood pulp. This equipment shall have a built-in agitation system with an operating capacity sufficient to agitate,suspend,and homogeneously mix a slurry of the specified amount of fiber, fertilizer, seed and water. The slurry distribution lines shall be large enough to prevent stoppage. The discharge line shall be equipped with a set of hydraulic spray nozzles which will provide an even distribution of the slurry on the various areas to be seeded. The slurry tank shall have a minimum capacity of 1,000 gallons. The seed,fertilizer,wood pulp mulch,and water shall all be combined into the slurry tank for distribution of all ingredients in one operation by the hydraulic seeding method specified herein. The materials shall be combined in a manner recommended by the manufacturer. The slurry mixture shall be so regulated that the amounts and rates of application shall result in a uniform application of all materials at rates not less than the amount specified. Using the color of the wood pulp as a guide,the equipment operator shall spray the prepared seedbed with a uniform visible coat. The slurry shall be applied in a sweeping motion, in an arched stream so as to fall like rain,allowing the wood fibers to build upon each other until an even coat is achieved. 2.08 SODDING: A. Sod shall be placed between March 1st and December 1st. B. Sod shall be placed within forty-eight(48)hours of cutting. C. Sod shall be moist when laid and placed on moist ground. The sod shall be carefully placed by hand,beginning at the toe of slopes and working upwards. The length of the strips shall be at right angles to the flow of surface water. All joints shall be tightly butted and end joints shall be staggered at least 12 inches. The sod shall be immediately pressed firmly into the ground by tamping or rolling. Fill all joints between strips with fine screened soil. Sod on slopes shall be pegged with sod pegs to prevent movement. The sod shall be watered, mowed,weeded,repaired or otherwise maintained,to insure the establishment of a uniform healthy stand of grass until acceptance. 2.09 MAINTENANCE: A. Maintain seeded and sodded surfaces until fmal acceptance. B. Maintenance shall consist of providing protection against traffic,watering to ensure uniform seed germination and to keep surface of soil damp, and repairing any areas damaged as a result of construction operations or erosion. 2.10 ACCEPTANCE: A. Before release of the performance bond on the seeding and sodding performed for the establishment of permanent vegetation, the Contractor will be required to produce a satisfactory stand of perennial grass whose root system shall be developed sufficiently to survive dry periods and the winter weather and be capable of reestablishment in the spring. END OF SECTION 02485 SECTION 02514 - PORTLAND CEMENT CONCRETE PAVING PART 1 - GENERAL RELATED DOCUMENTS: Drawings and general provisions of Contract, including General and Special Conditions and Division-1 Specification sections, apply to work of this section. DESCRIPTION OF WORK: Extent of portland cement concrete paving is shown on drawings. Prepared subbase is specified in Section 2200, "Earthwork". Concrete curb and gutter is specified in Section 2520, "Concrete Sidewalks, Curb and Gutter". Concrete and related materials are specified in Division 3. Joint fillers and sealers are specified in Division 7. QUALITY ASSURANCE: Codes and Standards: Comply with local governing regulations if more stringent than herein specified. SUBMITTALS: Furnish samples, manufacturer's product data, test reports, and materials' certifications as required in referenced sections for concrete and joint fillers and sealers. JOB CONDITIONS: Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize flagmen, barricades, warning signs and warning lights as required. PART 2 - PRODUCTS MATERIALS: All materials shall conform to the applicable section of the Department of Transportation Standard Specification in the State where the Project is located. Forms: Steel, wood, or other suitable material of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. Use straight forms, free of distortion and defects. PORTLAND CEMENT CONCRETE PAVING 02514 - 1 Use flexible spring steel forms or laminated boards to form radius bends as required. Coat forms with a non-staining form release agent that will not discolor or deface surface of concrete. Welded Wire Mesh: Welded plain cold-drawn steel wire fabric, ASTM A 185. Furnish in flat sheets, not rolls, unless otherwise acceptable to Engineer. Reinforcing Bars: Deformed steel bars, ASTM A 615, Grade 40. Fabricated Bar Mats: Welded or clip-assembled steel bar or rod mats, ASTM A 184. Use ASTM A 615, Grade 40 steel bars, unless otherwise indicated. Joint Dowel Bars: -Plain steel bars, ASTM A 615, Grade 40. Cut bars true to joints. Design caps with one end closed and a minimum length of 3" to allow z. • ■-- -- A „ 1 . -- • -- concrete or hook bolt. Concrete Materials: Comply with requirements of applicable Division-3 sections for concrete materials, admixtures, bonding materials, curing materials, and others as required. Expansion Joint Materials: Comply with requirements of applicable Division-7 sections for performed expansion joint fillers and sealers. Anti-Spalling Compound: 50% (by volume) boiled linseed oil and 50% (by volume) mineral spirits, complying with AASHTO M-233. Liquid-Membrane FoLming Curing Compound: Complying with ASTM C 309, Type I, Class A unless other type acceptable to Architect. Moisture loss not more than 0.055 gr./sq. cm. when applied at 200 sq. ft./gal. Available Products: Subject to compliance with requirements, products which may be ineorporatcd in the work include, but are not limited to, the following: following: Bonding Compound: Polyvinyl acetate or acrylic base, rewettable type. moy be ineerporated in- the -work include, but are not limited to, the following: Products: Subject to compliance with requirements, provide one of the PORTLAND CEMENT CONCRETE PAVING 02514 - 2 following: Epoxy Adhesive: ASTM C 881, two component material suitable for use on dry or damp surfaces. Provide material "Type", "Grade", and "Class" to suit project requirements. may be incorporated in the work inelude, but arc not limited to, the following: Products: Subjcct to compliance with requirements, provide one of the following: Comply with requirements of applicable Division-3 sections for concrete mix design, sampling and testing, and quality control, and as herein specified. Design mix to product normal-weight concrete consisting of portland cement, aggregate, water-reducing or high-range water-reducing admixture (super-plasticizer) , air-entraining admixture and water to produce the following properties: Compressive Strength: 4000 psi, minimum at 28 days. Flexural STrength: 600 psi minimum at 28 days. Slump Range: 2.5". Air Content: 4.0 to 5.5% W/C Ratio: 0.53. PART 3 - EXECUTION SURFACE PREPARATION: Remove loose material from compacted subbase surface immediately before placing concrete. Proof-roll prepared sub-base surface to check for unstable areas and need for additional compaction. Do not begin paving work until such conditions have been corrected and are ready to receive paving. FORM CONSTRUCTION: Set forms to required grades and lines, rigidly braced and secured. Install sufficient quantity of forms to allow continuous progress of work and so that forms can remain in place at least 24 hours after concrete placement. Check completed formwork for grade and alignment to following tolerances: Top of foams not more than 1/8" in 10' . PORTLAND CEMENT CONCRETE PAVING 02514 - 3 Vertical face on longitudinal axis, not more than 1/4" in 10' . Clean forms after each use, and coat with form release agent as often as required to ensure separation from concrete without damage. REINFORCEMENT: Locate, place and support reinforcement as specified in Division-3 sections, unless otherwise indicated. CONCRETE PLACEMENT: General: Comply with requirements of Division-3 sections for mixing and placing concrete, and as herein specified. Do not place concrete until sub-base and forms have been checked for line and grade. Moisten sub-base if required to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment. Place concrete using methods which prevent segregation of mix. Consolidate concrete along face of forms and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand-spreading and consolidation. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices. Use bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. Deposit and spread concrete in a continuous operation between transverse joints, as far as possible. If interrupted for more than 1/2-hour, place a construction joint. When adjacent pavement lanes arc placed in separate pours, do not operate equipment on concrete until pavement has attained sufficient strength to carry loads without injury. Fabricated Bar Mats: Keep mats clean and free from excessive rust, and handle units to keep them flat and free of distortions. Straighten bends, kinks, or other irregularities or replace units as required before placement. Set mats for a minimum 2" overlap to adjacent mats. Place concrete in 2 operations; strike-off initial pour for entire width of placement and to the required depth below finish surface. Lay fabricated bar mats immediately in final position. Place top layer of concrete, strike-off and screed. Remove and replace portions of bottom layer of concrete which has been placed more than 15 minutes without being covered by top layer or use bonding agent if acceptable to Engineer. PORTLAND CEMENT CONCRETE PAVING 02514 - 4 JOINTS: General: Construct expansion, weakened-plane (contraction) , and construction joints true-to-line with face perpendicular to surface of concrete. Construct transverse joints at right angles to the centerline, unless otherwise indicated. When joining existing structures, place transverse joints to align with previously placed joints, unless otherwise indicated. Weakened-Plane (Contraction) Joints: Provide weakened-plane (contraction) joints, sectioning concrete into areas as shown on drawings. Construct weakened-plane joints for a depth equal to at least 1/4 concrete thickness, as follows: Tooled Joints: Form weakened-plane joints in fresh concrete by grooving top portion with a recommended cutting tool and finishing edges with a jointer. Sawed Joints: Form weakened-plane joints using powered saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut joints into hardened concrete as soon as surface will not be torn, abraded, or otherwise damaged by cutting action. Inserts: Use embedded strips of metal or sealed wood to form weakened-plane joints. Set strips into plastic concrete and carefully remove strips after concrete has hardened. Construction Joints: Place construction joints at end of placements and at locations where placement operations are stopped for a period of more than 1/2-hour, except where such placements terminate at expansion joints. Construct joints as shown or, if not shown, use standard metal keyway-section forms. Where load transfer-slip dowel devices are used, install so that one end of each dowel bar is free to move. Expansion Joints: Provide premolded joint filler for expansion joints abutting concrete curbs, catch basins, manholes, inlets, structures, walks and other fixed objects, unless otherwise indicated. Locate expansion joints at 50' o.c. for each pavement lane, unless otherwise indicated. Extend joint fillers full-width and depth of joint, and not less than 1/2" or more than 1" below finished surface where joint sealer is indicated. If no joint sealer, place top of joint filler flush with finished concrete surface. Furnish joint fillers in one-piece lengths for full width being placed, wherever possible. Where more than one length is required, lace or clip joint filler sections together. PORTLAND CEMENT CONCRETE PAVING 02514 - 5 Protect top edge of joint filler during concrete placement with a metal cap or other temporary material. Remove protection after concrete has been placed on both sides of joint. Fillers and Sealants: Comply with requirements of applicable Division-7 sections for preparation of joints, materials, installation, and performance. CONCRETE FINISHING: After striking-off and consolidating concrete, smooth surface by screeding and floating. Use hand methods only where mechanical floating is not possible. Adjust floating to compact surface and produce uniform texture. After floating, test surface for trueness with a 10' straightedge. Distribute concrete as required to remove surface irregularities, and refloat repaired areas to provide a continuous smooth finish. Work edges of slabs, gutters, back top edge of curb, and formed joints with an edging tool, and round to 1/2" radius, unless otherwise indicated. Eliminate tool marks on concrete surface. After completion of floating and troweling when excess moisture or surface sheen has disappeared, complete surface finishing, as follows: Broom finish, by drawing a fine-hair broom across concrete surface, perpendicular to line of traffic. Repeat operation if required to provide a fine line texture acceptable to Architect. On inclined slab surfaces, provide a coarse, non-slip finish by scoring surface with a stiff-bristled broom, perpendicular to line of traffic. Burlap finish, by dragging a seamless strip of damp burlap across concrete, perpendicular to line of traffic. Repeat operation to provide a gritty texture acceptable to Architect. Do not remove forms for 24 hours after concrete has been placed. After form removal, clean ends of joints and point-up any minor honeycombed areas. Remove and replace areas or sections with major defects, as directed by Engineer. CURING: Protect and cure finished concrete paving, complying with applicable requirements of Division-3 sections. Use membrane-forming curing and sealing compound or approved moist-curing methods. Anti-Spalling Treatment: A second coat of curing and sealing compound may be used or an anti-spalling compound applied over concrete cured by continuous moist curing methods. Apply compounds to concrete surfaces no sooner than 28 days after placement, to clean, dry concrete free of oil, dirt, and other foreign material. Apply curing and sealing compound at a maximum coverage rate of 300 sq. ft./gallon. Apply anti-spalling compound in two sprayed PORTLAND CEMENT CONCRETE PAVING 02514 - 6 applications. First application at rate of 40 sq. yds. per gal.; second application, 60 sq. yds. per gallon. Allow complete drying between applications. REPAIRS AND PROTECTIONS: Repair or replace broken or defective concrete, as directed by Engineer. Drill test cores where directed by Engineer, when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive. Protect concrete from damage until acceptance of work. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur. Sweep concrete pavement and wash free of stains, discolorations, dirt and other foreign material just prior to final inspection. PORTLAND CEMENT CONCRETE PAVING 02514 - 7 SECTION 02720 SANITARY SEWERS 1. SCOPE: Under this heading shall be included the complete construction of sewers. 2. LOCATION AND GRADE: The line and grade of the sewer and the position of all manholes and other appurtenances will be according to the Plans. The grade line as given on the profile or mentioned in these Specifications means the invert or bottom of the inside of the pipe, and the price for trenching shall include the trench for the depth below this line necessary to lay the sewer to this grade,but measurements for payment will be made only to the grade line. All necessary lines and grades will be laid out by the Contractor from the control lines and benchmarks furnished by the Surveyor. The Contractor shall provide such field men as the Engineer may request and such planks,stakes,spikes,nails and other fastenings as may be required for giving same. The Contractor shall furnish the Engineer with the original and one copy of the construction cut sheets, if required. 3. ROADWAY AND OTHER CROSSINGS: At such crossings, and other points as may be required,the trenches shall be bridged in an open and secure manner, so as to prevent any serious interruption of travel upon the roadway and sidewalks, and also to afford necessary access to the premises. The material used, and the mode of constructing said bridges, and the approaches thereto, shall be submitted to the Engineer for review, if required. The cost of all such work must be included in the price bid for the sewer. 4. PROTECTION OF OTHER Ul'ILITIES AND STRUCTURES: a) Damage to Existing Utility Lines. Any damage done to existing utility lines, services, poles and structures of every nature shall be repaired or replaced by the Contractor at his own expense. The approximate position of certain known underground lines are shown on the Plans for information. Existing small lines may not be shown. The Contractor shall locate these and other possible unknown utility lines and shall excavate and expose all existing underground lines in advance of trenching operations. 02720-1 Removing and relaying of such lines and appurtenances which constitute an obstruction to the completed lines and grade of the new work will be made at the expense of the Owner,unless otherwise shown on Plans to be altered by the Contractor. At locations where the sewer is to be constructed in roadways,the Contractor shall take all precautions, and comply with all requirements, as may be necessary to protect the improvements, including installation and maintenance of lights and barricades for protection of traffic. b) Protection of Water Supply Systems. See Section 02221 for protection of water supply pipes. 5. PIPE MATERIALS: Unless otherwise specified or shown on the Plans,the following types of pipe shall be used: b) PVC Sewer Pipe(Solid Wall). 1. General. Pipe shall be made of PVC Plastic having a Cell Classification of 12454-B or 12454-C or 13364-B(with a minimum tensile modulus of 500,000 psi)as defined in ASTM D1784. Pipe shall be available in standard laying lengths of 12-1/2 feet. Fittings shall be made of PVC Plastic having a Cell Classification of 12454-B, 12454-C, or 13343-C as defined in ASTM D1784. Pipe and fittings shall meet the requirements of ASTM D3034 for pipe 15" and smaller,latest revision(SDR 35). Pipe 18"and larger shall conform to ASTM F679. Pipe and fittings shall be homogeneous throughout and free from cracks,holes,foreign inclusions, or other injurious defects. The pipe shall be as uniform as commercially practicable in color,opacity,density and other physical properties.Pipe shall be subject to inspection by the Engineer.Pipe which does not meet the requirements of this Section shall be so marked by the Engineer and the Contractor shall remove it from the job site upon notice being received of its rejection. Pipe and fittings shall utilize rubber gasketed joints. The assembly of joints shall be in accordance with the pipe manufacturer's recommendations. 2. Certification. Each length of pipe shall be marked with the following information: Manufacturer, Size, PVC Cell Classification, Type PSM, SDR, PVC Gravity Sewer Pipe, ASTM D3034 (pipe 15" and smaller), ASTM F679 (pipe 18" and larger), and Code Number. The manufacturer of the pipe shall submit evidence of having consistently produced pipe of the specified quality,and having satisfactory performance results in service over a 02720-2 period of not fewer than 5 years, unless otherwise specified. At the time of shipment, the manufacturer shall submit 3 copies of written certification and test results to the Engineer that the pipe was manufactured and tested in accordance with the above specifications. c) PVC Sewer Pipe(Profile Wall) PVC seamless ribbed pipe shall meet the requirements of AS TM F794 or F949. The pipe shall be homogeneous, and have a smooth interior with a solid cross-sectional rib exterior. Exterior ribs shall be open profile and perpendicular to the axis of the pipe. The pipe stiffness at 5% deflection shall be a minimum of 46 psi when tested in accordance with ASTM D2412. 02720-3 d) Ductile Iron Pipe. 1) Ductile Iron Pipe. Ductile iron pipe shall be manufactured in accordance with ANSI/AWWA C151/A21.51,latest revision. Ductile iron pipe shall be of the thickness according to ANSI/AWWA C150/A21.50, latest revision, for Laying Condition 2, and shall be Class 50 minimum. 2) Joints. Joints shall conform to ANSI/AWWA C111/A21.11, push-on-type as described in latest revision,unless otherwise shown. 3) Fittings. Fittings shall conform to ANSI/AWWA C 110/A21.10, latest revision, and shall be mechanical joint type unless otherwise shown. 4) Lining. Lining for ductile iron pipe and fittings shall be a cement mortar lining meeting ANSI/AWWA C104/A21.4 for standard thickness lining. After cement lining,the interior of the pipe shall be given a seal coat of asphaltic material in accordance with ANSI/AWWA C104/A21.4. 5) Exterior Coating. Exterior coating shall be a petroleum asphaltic coating one mil thick in accordance with ANSI/AWWA C110/A21.10, latest revision, unless otherwise shown and/or specified. 6. EXCAVATION,TRENCHING AND BACKFILL FOR UTILITY SYSTEMS: Shall be as specified in Section 02221, "Excavation, Trenching and Backfill for Utility Systems." 7. LAYING PRE-FABRICATED JOINT PIPE: All sewer pipe shall be laid upgrade;spigots shall point downgrade. The pipe shall be laid in the trench so that after the sewer is completed, the interior surface shall conform on the bottom accurately to the grades and alignment fixed or given by the Engineer. No joints shall be made where surfaces of pipe and bell to be joined have been soiled by earth in handling,until such soiled surfaces are thoroughly cleaned by brushing and wiping so that all traces of the earth are removed. The interior of the pipe shall be carefully made free from all dirt and superfluous material of every description as the work proceeds. All pipe shall be carefully examined for cracks and other defects;no pipe shall be laid which is found defective. If pipe is found to be defective after being laid,it shall be removed and replaced with sound pipe, at no additional expense to the Owner. 02720-4 The surfaces of pipe to be joined,as well as the gaskets,shall be cleaned and lubricated with a vegetable soap or other lubricating agents recommended by the pipe manufacturer. Lubricating agent shall not be injurious and detrimental to the gaskets. Gaskets shall be checked for proper position prior to installation of the succeeding length of pipe. No pipe shall be laid on blocking of any kind except at manholes and other structures where temporary blocking may facilitate installation of the pipe. After installation of the pipe,blocking shall be carefully removed and all voids left by the blocking shall be filled with selected material and tamped. When the work of pipe laying is suspended,for the night and at other times,the end of the sewer shall be closed with a tight cover. The Contractor will be held responsible for keeping the sewer free from obstructions. 8. LAYING CLAY OR DUCTILE IRON PIPE: No pipe shall be laid which is known to be defective. The pipe shall be thoroughly cleaned before being laid and shall be kept clean until accepted in the completed work. Pipe shall be laid to conform accurately to the lines and grades shown on the drawings. When pipe is laid in trenches,care shall be taken to give the pipe a solid bearing throughout its entire length,and in refilling the trenches the earth filled into the bottom of the trench under and up to a cover of 1 foot over the top of the pipe, shall be of selected material and shall be carefully tamped with proper tools for the purpose. Refer to Section 02221. 9. LAYING PVC PIPE: No pipe shall be laid which is known to be defective. All pipe shall be thoroughly cleaned before being laid and shall be kept clean until accepted in the completed work. Pipe shall be laid to conform accurately to the lines and grades shown on the drawings. PVC sewer pipe shall be installed in accordance with ASTM D2321 and Section 02221. Bedding shall be Class I,II or Ill. 10. MANHOLES:, a) General. Manholes shall be constructed at such points as designated on the plans. In all cases the channel shall be smooth and properly rounded. Special care shall be exercised in laying the channel and adjacent pipes to grade. The connection of the sewer with the wall and channel of the manholes shall be tight and smooth. Pipe connections shall be made to manholes using water stops, standard 0-ring joints, special manhole couplings, or shall be made in accordance with the 02720-5 manufacturer's recommendations. The Contractor's proposed method of connection, showing materials selected and specials required, shall be submitted to the Engineer prior to installation. The top of manholes outside of roads,streets and highways shall be built to grades 3 inches above ground surface,unless otherwise shown. Manholes in roads,streets and highways shall be built to grades shown on the plans. When directed by the Engineer,the manhole shall be placed on 3,000 psi concrete footing to insure adequate bearing. b) Precast Concrete Manholes. Precast Concrete manholes shall be constructed of reinforced Class "A" Concrete. Walls shall be not thinner than 5 inches, or 1/12 of the inside diameter, which ever is greater. Precast manholes shall meet all requirement of ASTM C478,"Specification for Precast Reinforced Concrete Manhole Sections." Rings shall be custom made with openings to meet the necessary pipe alignment conditions and invert elevations. Shop drawings shall be submitted consisting of manufacturer's standard details of various sections, before placing order for manholes. Joints and gaskets shall conform to the applicable provisions of ASTM C443, "Joints for Circular Concrete Sewer and Cul- vert Pipe using Rubber Gasket" or Ram-Nek Premoulded Plastic Joint Sealer. Bell and spigot surfaces shall be smooth, accurately formed, and provide a loose, sliding fit, with a clearance between the bell and spigot of not more than 1/6 inch. Precast manholes shall be bedded on not less than 6 inches of compacted crushed stone at the Contractor's expense. The crushed stone shall extend not less than 6 inches outside the walls of the manhole and under the entire length of pipe within the excavation for the manhole. c) Drop Manholes. Drop manholes shall be precast conforming to ASTM C478 and shall be built at the locations and in conformance with the details shown where the difference in invert elevation between incoming pipe and manhole invert is more than 2 feet. The drop pipe shall be the same size as the influent sewer. Payment for drop manholes will be made at the unit prices for the various depths stated in the Proposal, and shall include all necessary pipe, pipe fittings, concrete encasement of drop pipe,extension of manhole base slab and compacted crushed stone under sewer spanning the manhole excavation. d) Manhole Steps. Manhole steps shall be cast into the manhole riser and cone sections by the manufacturer. Steps shall be 12 inches wide,5 inch projection,arranged in a single row 16 inches on center. Steps shall be of a tough copolymer polypropylene that encapsulates a 1/2-inch, Grade 60, steel reinforcing rod. 02720-6 e) Manhole Castings. Manholes shall be provided with a cast iron frame and solid cover with concealed pickhole.The frame and cover shall weigh not less than 400 pounds and shall be of Class 30 cast iron,free from injurious flaws and defects,conforming to ASTM A48. The frame and cover shall be sandblasted prior to the application of a coal pitch tar finish. Bearing surfaces of the frame and cover shall be machined to fit and shall be non-rocking. Provide covers with the inscription"SEWER"cast into the cover in lettering at least 2 inches high. The manufacturer's name,if it appears on the cover,shall be confined to the periphery. Manhole covers and frames shall be Neenah R-1642,Clow F-3210,or equal,unless otherwise indicated on the Plans. f) Stub-Outs. Stub-outs from manholes shall be laid to the proper grade and alignment, plugged with a suitable pipe stopper and made watertight. g) Pipe Connectors. ASTM C923,KOR-N-SEAL or equal. 11. ADAPTORS: Prefabricated flexible couplings or adaptors shall be used for connecting pipe of dissimilar materials. 12. CONCRETE: Refer to Division 3. 13. CONCRETE ENCASEMENT OF PIPE: Where called for on the Plans sewer pipe shall be completely encased with concrete. The trench shall first be excavated not less than 6 inches below the bell of the pipe and the pipe laid to the line and grade on concrete blocking. Concrete shall then be placed to the full width of the trench, but in no case less than 6 inches from the pipe bell on either side of the trench,and to a height of not less than 6 inches above the top of the pipe bell. No backfill material shall be placed in the trench for a period of at least 24 hours after the concrete encasement has been placed. 14. SERVICE CONNECTIONS: Service connections shall be provided at locations shown on the Plans. The connection shall be made as shown on the Drawings,or shall be a pipe stubbed out from a manhole,and shall extend to a distance 5 feet from the building line at an elevation at least 2 feet below the finished floor elevation of the building being served or deeper if necessary to provide service to a building or to the property line as shown on the Plans. 02720-7 Service pipe shall be extra strength cast iron soil pipe, ABS solid wall pipe conforming to ASTM D2751, SDR 35 or PVC Sewer Pipe conforming to ASTM D3034 SDR 35. Mylar detectable tape shall be installed where ABS or PVC pipe is used. A 2" x 4" 30-inch long pressure treated flag stake painted red shall be located at the end of each sewer lateral. 15. TESTING AND CLEANING: Before acceptance of the sewer lines,they shall be tested and cleaned. Where obstruction is met, the Contractor shall be required to clean the sewers by means of rods or swabs or other instruments. The pipe line shall be straight and show a uniform grade between manholes. The Contractor shall notify the Engineer when the sewer lines have been cleaned and are ready for inspection. The Engineer in cooperation with the Contractor and the Owner will agree upon a date when all parties will be present and make the inspection and perform the tests specified hereinafter. 16. INSPECTION: All sewer pipes, manholes and appurtenances shall be inspected by the Engineer and the Contractor. Inspection shall include lamping each sewer segment from manhole to manhole. All defects will be noted and a list thereof transmitted to the Contractor. All visible leaks shall be repaired. 17. 'TEST FOR DEFLECTION: When PVC Sewer Pipe is used,the Contractor will be required to perform a deflection test. The deflection may be checked by one of two techniques. One of these is through the use of a specially designed deflectometer which when pulled through a sewer section automatically measures and records at frequent intervals the pipe's vertical and horizontal diameters. The other technique is to use a"go,no-go"mandrel which is sized to such dimension that it will not"go"when encountering a deflection greater than 5 percent.This type of mandrel,as well as a deflectometer, must be of such design as to minimize the possibility of its being hung up in the pipe by silt or other residues. Test for defection shall be conducted no less than 30 days after installation of the pipe. If deflection is found to be greater than five percent of the inside pipe diameter, the Contractor shall repair or replace that portion of pipe at his expense. Another deflection test will be conducted 30 days after repaired or replacement. 18. INFILTRATION AND EXFIL'1'RATION TESTS: All sewer shall be tested for infiltration by one of the following methods. The Contractor shall furnish,install and maintain a V-notch sharp crested weir in a wood frame tightly secured in a manhole at the low end of each sewer lateral and at locations on the main sewers designated by the 02720-8 Engineer. Maximum allowable infiltration shall be 50 gallons per mile per inch of diameter of sewer per 24 hour day at any time. All joints shall be tight and any visible leakage in the joints or leakage in excess of that specified above shall be repaired at the Contractor's expense. When infiltration is demonstrated to be within the allowable limits, the Contractor shall remove the weirs. Prior to making an infiltration test,all groundwater drainage shall be stopped to permit the groundwater to return to its normal level. In areas where groundwater is not encountered,exfiltration tests shall be run to determine the acceptance of the sewer. The Contractor shall furnish and install all necessary materials,equipment, water supply,etc.for the tests. The maximum allowable exfiltration shall be 50 gallons per mile per inch of diameter of sewer per 24 hour day at any time,based on a 2 foot minimum internal head. An allowance of 10 percent of gallonage shall be permitted for each additional 2 foot head over the basic head. The joints shall be tight and leakage in excess of that specified above shall be repaired at the Contractor's expense. Precaution shall be taken to prevent forcing of stoppers from house service laterals. Infiltration and exfiltration tests will be made as soon as possible after construction of sufficient lines to warrant a test. The Contractor shall notify the Engineer when he is ready to conduct the tests. The cost of these tests shall be included in the appropriate bid item and no separate payment will be made for them. 02720-9 PINE AVENUE 50' R/W S 34°31'24"E 99.99' co* 5/8" RBS 10' DRAIN. & U ILITY ESMANING CMF o N \INN o � 0 N 34°31 24"W 90,00' ` H 1 c, I I W ul NI IC)1 Vo N C C) LOT 45 o3 I U' LOT 46 LOT 47 0 74 0 FrS I I I bo rnI A I 0-`7 W w o ' D Z 10.00' Z a' S 34°31'24" 100.02' W z 1/2" RBF /8" R�BS 5/8" RBS .. 50.00' 1 50.02' W N 10' DRAIN�� I TILITY ESMT. � P <oi i o LOT 37 LOT 35 W O T 3 6 0 5' ACCESS ESMT.I I ICJ _.-� d) a 18.a71CJ o ESM`�' a� � Z 22 A�SS �. • .� ._. 50.64 5/8" RBF rn x 50.59 .3 8 RBS , ��- 5/ 5/8„ RBF 101.23 ESMT. X0.33,40'- o '49" 10' DRAIN. & UTIIS`tY N 4315 W V. s. KWY8° PLAT OF LOTS 36 & 3'7, FORT WARD, TYBEE ISLAND, CHATHAM COUNTY, GEORGIA REVISED MAY 12, 2009 TO SHOW ADDITIONAL ESMTS. FOR: KEITH GAY "Z EQUIPMENT: TOPCON AP—L1A 15� ; . ■: ERROR OF CLOSURE ,,s , ; LINEAR: 1/— ANG: — r` ; N., 2 2, rye BALANCED BY: — DNR FLAG#6 4NN, +6a +6Q 0 LOT 46 LOT 47 }6 +°k 6" S 34°31'24'E 100.02' h0 + 6� 6k ob + . + t6' h DNR FLAG#5 t. 2'RBF+ - - - - �,� .... — � - - - - - - - - - - - - 50.00' 5/8" RBS 50.02' 5/8" RB I I I^ DNR FLAG#4 6. I I +60 I +60 +66+ I I 9o-jQ +1 +te DNR FLAGS +A.> A. - - - - - - - - - - - - - T - � f -i!;>-i!;> I 0 1 I Co I ao I CO o 10 c0 1 t,h +) � 9 +43b• 9 W + Y9s LOT 35 N 41,?, o - ( DNR FLAG#2 O I p O 0 ' DNR FLAG#3 o I , co f- ory to } �ry LC) +t,?` I 6ti t Z +6� t +46 I ' DNR FLAG#1 I LOT 36 ' +66 LOT 37 I URB INLET TOP ELEV 6.90 6.05 �ry I 6! � IE THT 3.17 ELEV '{ + I 0 4b¢ d sPN _..t ....L 4P'b 0A•4101013 I. X 5p.59 0 �_ --�" ; 4; /6 s.77 6. j� ati a o°^ y X x a ,,,...�. m y a ba 10 ,� 5 8" RBF ® Cp0_ .ry'TAII d a '— k° 64) 60 6° �_ P 66 • 6.82 CURB INLET ��6 7._______ P t P s.s2 64) +6yry TOP ELEV 7.34 0 CONC. PIPE ^6 P P .--..--- P ---- t ,. 6' THT ELEV 6.54 18" A' P -- 1. --`,� "k.oti i' + y0 oym IE 4.14 oy P A. +• 6' + A A•• 66 `' +66 6 +66 O . 6 +61 O BENCH : r • 6 NAIL IN P/P C +6^ ELEV 8.05 NAVD 1988 REVISED MARCH 19, 2009 TO SHOW DNR FLAGS EAST OF LOT 37 ACCRODING F.I.R.M. DATED 9/26/08 THIS LOT IS WITHIN FLOOD ZONE AE, BFE TOPOGRAPHIC SURVEY OF LOTS 36 & 37, FORT WARD, TYBEE ISLAND, 7,---, f CHATHAM COUNTY, GEORGIA -{ j i a J. WHITLEY REYNOLDS ; r o-;i%F' r,Jt ,, €, V) c, _ FEBRUARY 23, 2009 FILE NO 09-12 l -,,�, r 10 0 10 20 30 LAND SURVEYOR %,--:;,,, _ -` 636 STEPHENSON AVENUE :T— � •1l���� ■ ■ ■ ■ ■ SUITE C /1 l ■ ■ ■ ■ ■ SAVANNAH, GEORGIA 31405 GRAPHIC SCALE — FEET TELEPHONE: 912-352-0464 FAX: 912-352-7787 c" \\ . \\ * \ \\ • \\% -CI \\\ . \ \ . \\\\ . \\\ LOT 47 \\\ N . \\\\\\ LOT 46 � � \\ \�\ \•\• I\\\ \.\. ' • \\ • \ \\ \ --- --\ • \ ' \\\ .\\ ■ • I 50_00 _ _ S 34°31 '24 E 100.02' 50.02' \ .5/8" _� � . ii, • DNR FLAG#5 -i 2 RBF 5/8" ABS 5/8 RBS \ \ \ Salt Marshes 6' BSL 6' \\\ .‘\\\\\ \ Jurisdictional �I 6 BSL. \\ WHEEL � j.0: n \ \\1\\ C� State Water STOPS � �� o Now�� 41110� j, \� \\\\ �� - ,ri \\\ \ • -� DNR FLAG#4• \N'Itj\\*\ ,NDICAP PARKING AREA TO • k-� ar _ � I \'. \ \ CONCRETE OR OTHER HARD • a ' R5.0' � • 6. \• RFACE APPROVED BY TYBEE A . . 4. ( VP - 111C:) 0c- � 0 �� C �� � i- \ '� '. D °• D � D \ h is d ., , • ' I � \\ \\* DNR FLAGS•' .. 4 . • . iik_ AO AP C:r1 I IA b I L-4 -1 • \\\ \\ • - . • A ei . • t • ' *-"\ . A. . e. •` • a : .• 18.6 . . . ci ill LOT � � � i \\ \� 2 w • .;; . . 4. : .. .. ... i),:. . .. . A . *: . .21 •4.. . : 4. .... Lf) 4C) . , \.HANDICAP I • . •�a .a � z I � \\ \ \\• PARKING � .., q • . a• • a , . : . r ,-----, r' , ) ,„„ \\\ ..: \\. \\\\\\ . \ \\SIGN � J d ° •LOT 35 � • a• a ':O .a Q a ' LOT 36 � \ �4. t . \\ a • • • •• • . : 1110 I 110 I 1S5 \\ \ 1\.9)N1\\ p ` ° • • 0 0 II. 0 i� � ENT ` •--�c- � . \\ GRAVEL PLACED FOR EXISTING RO D � � •.• �. 4 •• a °,.. ••e • • • 1�- �- pc 22' ACS � � \\ \\ \\ PRMS TED BY CITYOF' 8' x � � � . . 4� . ' ' ' T *VP •(..IWA'` \\\ \\\ ISLAND, 0�EXISTI GRAVEL TO B 8' ICE VENDING z • ' o ' , � 'ACCE� EAS�MEN �' \\\ �\\� • � , - FLAG#1 LAND DISTURBANCE GIS AL OWEpRF MACHINE � Allik •• �• • N 0 O 0 O imp 0 ci ,INcr,� � thie �\ \ # AREA G I � , WA 1 � �, � / ' URB INLE. •�e p ,it ; •� TOP ELEV 1 • IIP � cL c::i g � / / \ THT ELEV f 5 x 8' 1!L d . \ .y\c'N 0 1111° � O c � WI* �� cD �� C.2 � /. . � IE 3.17 > > 6 CANOPY ► I •. D D D D D ill mo r 1_., Wit ord :4 ` �: .- '� SwQ o 0.64.__. iiiiims 5/8” RBF ,,,.\ 5/8„ gBS . /1111W P—..�P I STOP • AtOt .23 ' . ..^,.�---- +A. R1 - 1 riiiii01100 N 4Y15' 4 P--------------. JII' x 30. 5 a,� �— J P RBF ,_ __ -' " CONC. WALK ENTER r,iraiggifllIllgill---------- '� ONLY SIGN P 11PrrD-0 NO illaill ) ilLENTER BENCH � . . on ( \\\\\\ -al r . LOT 47 \\\ \ \\ ® b °� LOT 46 I i \\ , \\\\ \ 50.00' S 34°31'24'E 100.02' \\ \\, \ -- -- -- -- -- __ _ 50.02' - \ \ s► • DNR FLAG#5 81 2 RBF II - - _ ' •0 5/8" ABS 5/8" RBS • \ \ \ Salt Marshes _ 6' BSL 6' BSL Jurisdictional Wetlands I 4.0' 1--- \\ \\ /).C� State Waters WHEEL I • STOPS I \\ \\\\\ 1 0 DNR FLAG#4 I v_, • °•° "d' .ate i I-I I \\\\\\\\ HANDICAP PARKING AREA ro •. . . a z \\ \\ • TO BE CONCRETE OR • . • \R5.0• OTHER HARD SURFACE 1 r '• a'.° •e W °\ APPROVED BY TYBEE •< 'Q • (O1 cn \\\. \ DNR FLAGS v• +A b N \\ \\ -\ \ •-+ ° '..4 4' 18 ?'y, . , 24.0' o N ►� a LOT 37 ku\A\\. \ tt)b < � \ \ \\\ w HANDICAP \ a I a \\ \\\\\\ PARKING Z I \\\. \ \ I U 0 SIGN 0 N \ \\ \ • LOT 35 co LOT 3 V �� \\\ \\.NR\G\\ >, .1 W 6 �\ � N +,,� O2,1) o �`� \ \ ' \\� DNR T.er_#. TRAFFIC AND RIGHT-OF-WAY NOTES: F- ` I ( 6. MEN \\ • \\\\\ GRAVEL PLACED FOR EXISTING ROAD f X (0 Q 8.0' /` , CCEgS \ • \ \\ MAINTENANCE TO CORRECT EROSION 1. ALL ROAD CLOSINGS, DETOURS AND ETC. ARE TO BE = 0 . 8.0 ( 22t ,`\\\ \\ . \ PROBLEMS AS CITED BY CITY OF COORDINATED WITH THE CITY OF TYBEE ISLAND, GEORGIA t'�� WI' J S5 f T 'Tikve \\\ • TYBEE ISLAND, GEORGIA - GRAVEL PERSONNEL. ( M 0 W Z Ei'SEMEN TO BE PLACED ON TOP OF EXISTING m•22_A� r, iiktOi\\\\\\ FLAG#1 E STURBANCE IS AL OWED D 2. ANY AND ALL NECESSARY PERMITS MUST BE OBTAINED T Z Z N∎ U � \ • FROM THE CITY OF TYBEE ISLAND PRIOR TO COMMENCEMENT . 1 z 0 L.L. Z 0 o WAY OF ANY WORK. 0?N , I ONE �,� URB INLET 0 z m ,y ` 0 0, '� TOP ELEV 6.90 '-• < < ---- Srn \ THT ELEV 6.05 3. CONTRACTOR IS TO OBTAIN A R.O.W. PERMIT PRIOR TO > -I +`I. I c*. I �. /, IE 3.17 PERFORMING ANY WORK WITHIN THE CITY OF TYBEE ISLAND p RIGHT-OF-WAY. \ W I� _.. - 4. CHLOINATED DISINFCTED WATER SHALL NOT BE DISCHARGED W I v ( 0 IN TO THE STORMWATER SYSTEM. s '7 c, F \\ '15 0 9.0' '` 5/8„ RBS - -- 1 \ GENERAL NOTES: _ 101 23 Ca +�tib ')0.59' ►fl 59__._.- N 43°�5'4° 1 DIMENSIONS ARE IN FEET AND DECIMAL OF FEET UNLESS NOTED OTHERWISE. 2. LIMITS OF CLEARING AND GRUBBING SHALL MATCH THE PROPERTY LINE 5 8" RBF,,_ --_ CONC. WAS BOUNDRY OR AS SHOWN ON THE PLANS. COORDINATE ALL CLEARING ACTIVITIES W i P.-----P ONLY ENTER WITH THE ENGINEER/OWNER. fr - --'-- U O) P P SIGN 3. ALL COORDINATES AN. BEARINGS SHOWN ARE BASED ON A SITE ° 3 CONC. PIPE P�_---'P ----------- COORDINATE SYSTEM. CONTRACTOR SHALL VERIFY PRIOR TO THE START 3 Q I °c 18 _-■----"-P- OF CONSTRUCTION. 00,_.a>,_ I `� O Al DO NOT 0 I----� \ \ 4. BENCHMARKS SHALL bE VERIFIED BY THE CONTRACTOR AS TO LOCATION AND ELEVATION ° i z ,;; z Er�TER PRIOR TO THE START OF CONSTRUCTION. BENCH L. 0 I 0 o N Palm NAIL IN P/P 30*R5-1 x 0• \ 5. ALL ANGLES ARE 90 DEGREES UNLESS OTHERWISE NOTED. . ELEV 8.05 (''NAVD 1988 \" \ NIG ` 6. CONTRACTOR SHALL VERIFY THAT OVERALL SITE DIMENSIONS AGREE WITH THE INCREMENTAL LAYOUT DIMENSIONS AS SHOWN. ANY DISCREPANCIES WITH DIMENSIONS AND COORDINATES OR PROPERTY LINES SHALL BE ADJUSTED AND APPROVED BY THE ENGINEER. BUILDING PAD NOTES : 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DEVELOPING HORIZONTAL AND VERTICAL CONTROL ON THE SITE BASED ON EXISTING MONUMENTS. ALL COSTS INVOLVED IN LOCATING THE EXISTING MONUMENTS AND CARRYING THE S TAKING LAYOUT TO THE SITE SHALL BE BORNE BY THE CONTRACTOR. DRAINAGE CALCULATIONS. 8. CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES PRIOR TO Z 2, GARAGE FLOOR ELEVATIONS IIAVE BEEN CET COMMENCING OF CONSTRUCTION AND FOR AVOIDING CONFLICT WITH SAME. ANY DAMAGE < Q q / TREE ! ^ / TO EXISTING UTILITIES SHALL BE REPAIRED AT THE EXPENSE OF THE CONTRACTOR. ELEVATION. STAKING / V PLAN/ V W I- 0 Q- I„ - 1O, . CONTRACTOR TO VERIFY ACTUAL BUILDING DIMENSIONS WITH ARCH. PLANS. z d O 0 DJ SPECIAL F,F, NOTES ; ' - - -- ' - - = _ Li 1. CONTRACTOR TO VERIFY FEMA ELEVATIONS 10. ALL RADII ARE 5' UNLESS OTHERWISE NOTED. U will Q L 4, BUILDING FINISHED FLOOR ELEVATIONS TO BE Q 0 Q I- PRIOR TO ANY CONSTRUCTION ACTIVITIES AND SET AT A MINIMUM OF 1' ABOVE F.E.M.A FLOOD GEORGIA D.O.T. NOTES: 2' co z = Z Q COORDINATE WITH GOVERNING AGENCY REQUIREMENTS, ELEVATION OR AS PER LOCAL JURISDICTIONAL W 44 oil Z REQUIREMENTS. f, ANY AND ALL WORK WITHIN ANY GEORGIA D.O.T. U <t>.. J W 2, CONTRACTOR TO COORDINATE FINISH FLOOR PARKING CALC U LATI 0\S: RIGHT-OF-WAYS MUST BE APPROVED AND PERMITTED - W U Y ELEVATIONS WITH STRUCTURAL, ARCHITECTURAL 5. CONTRACTOR IS TO VERIFY F.E,M,A ELEVATIONS THROUGH THE GEORGIA D.O.T. AND M.E.P. PLANS. ACTIVITY.OAL CODES PRIOR TO ANY CONSTRUCTION NEW VENDING MACHINE = 184 sf (total! commercial) W C7 W W Z / \ Z = m m d PARKING = C 12003 E )( 184 sf J = 1 SPACE REQUIRED G R E \S PAC = CALC U LATI 0\S / TOTAL SITE = 0.16 AC. W 11-0"x r-O x.080"STANDARD FERIdtr PN0702«..' PAVING / BUILDING / ETC. = 0.01 AC. A-C,CESSI5LE ROUTE ( MIN. 48" WIDTH ALUMINUM HANDICAP PARKING TON- I SIGN WITH IDENTIFICATION IT 4B1 SYMBOL TOTAL REQUIRED PARKING SPACES = 1 SPACE GREENSPACE = 0,15 AC. �`I 1'-6` IT ALIGN DETECTABLE TOTAL PARKING SUPPLIED. = 2 SPACES WARNING WITH 0.15 AC 24' °vo°'<°oo^ CENTERLINE OF LANDING ' """"1C 0.0° _ ,9375 - 94% GREENSPACE 0:...:eg°°°°°°8°. AREA AND BACK OF •: '' HANDICAP SPACES SUPPLIED = 0 SPACES 0.16 AC CURB LING ...----.--- -�� .TN fcass as j EDGE 0 " N , PAVEMENT CONCRETE COLLAR CAST IRON COVER PARKING SPACES BASED ON THE CITY OF TYBEE ISLAND (2x2'x4") (MARKED WATER) CUT TO STRAIGHT EDGE PARKING ORDINANCE ASSUMING A COMMERCIAL / RETAIL 1 1 - FINISH GRADE 1 1/V ASPHALT CONC. TYPE F" TRACING WIRE OCCUPANCY. s' WHEEL STOP IIIII_IIIIII=:'r ris..+.�&���"m0-.,.;_ :`:; III-111111 Survey Information 60-5,000 P.S.I. CONCR E { /:•'"i H.E.S. 8 BAG MIX XIST. ASPHALT PAVEMENT (IF REQUIRE :. :•.'1%'`t/ ,. .. .,r .. THREE PIECE SCREW Survey : Reynolds Surveying PERMIT PARKING ONLY TYPE CAST IRON 0 I CUNTACT A MINIMUM OF 72 HOURS 4"PAINTED TOW-AWAY ZONE VALVE BOX % >` //r����V///;=��u� j�v�, PRIOR TO DIGGING / Date of Survey : March, 09 DLUE STRIPE I 1 \��\\ ///= PROTECT/ 15.-0' / /TYP./ -� \//' SPECIAL CONSTRUCTION NOTE: av i ' \ Datum NAVD 1988 �` Ili \ 4 PAINTED WHITE 18' 7'-0' SURROUND VALVE IN 3/4" CRUSHED MIN ``, II 00X COMPACTION OF BACKFILL IF THE CONTRACTOR KNOWS OR CAN REASONABLY BE EXPECTED TO HAVE STRIPE/TYP./ '', STONE (6" ON ALL SIDES) 20'0 0/ ,,� • BENCH \ 401h\ (MIN.j A.S.T.M. D-598 KNOWN OF AN ERROR, DISCREPANCY OR CONFLICT IN THE PLANS, INTERNATIONAL ( '•��� �o�U \�� SPECIFICATIONS OR CONSTRUCTION STAKING AND FAILS TO REPORT THE 1' TYP. MAXIMUM FINE$500.00 2" OR SMALLER BALL VALVE CURB STOP •/. /• V V O i" 4 • BLUB,L O;i �� �,. 0 NEW PIPE PROBLEM PRIOR TO CONSTRUCTION, HE SHALL NOT BE ENTITLED TO °�< o� • •� �►i'' • COMPENSATION FOR ANY WORK OR EXPENSE INCURRED BY HIM FOR WORK UTILITIES PROTECTION CENTER 4S.. 6 o•°. :, •;•• REQUIRED TO BE RE-CONSTRUCTED BECAUSE OF SAID ERROR, DISCREPANCY s' o• 12" o%•�oa:•oo,s':o OR CONFLICT. ' 1-800-282-741 1 6' FINISHED GRA NOTE: 4'X 4' NOTE: 1. ALL LATERAL STREET CUTS MUST BE COVERED WITH F,O R G S1ttL PLATES OF SUFFICIENT THICKNESS TO SPAN THE C� 9 WHITE L 4'-00 4'-O"� SQUARE 1. THIS DETAIL APPLIES TO 2" IN PIA WITHOUT E UNTIL THE DEFLECTION.HAS REDO REMAIN � G1 S��RFO BACKGROUND 11=111=11 -'I -I'1= AND SMALLER VALVES IN WATER SUFFICIENT STRENGTH TO WITHSTAND TRAFFIC LOADS ( MAINS AND LATERALS (24 HOUR MINIMUM). No. 28372 III=III-60' MIN. FOR CARS NOTE. - - !I $ II- 2. IN UNPAVED AREAS, SET TOP 2. LONGITUDINAL CUTS EXCEEDING 150 FT.IN PRO[ESSIONAL 96' MIN. 96' MIN. 2'-O' OF CONC. COLLAR 1" ABOVE LENGTH,THE CONCRETE IN TRENCH WILL E THE STAMP AND SIGNATURE 96' MIN FOR VANS- FINISHED GRADE. IN PAD BROUGHT FLUSH WITH THE EXING PANT. ON THESE AS-BUILT DRAWINGS SIGNAGE SHALL CONFORM TO ALL AREAS SET TOP OF BOX THE EXIST.PAVING Will E SAW CUi TO A APPLICALE FEDERAL, STATE AND I I-I FLUSH W/ PAVEMENT. NO CONC. STRAIGHT EDGE AND THE ENTIRE WIDTH OF ARE TO CERTIFY AS-BUILT NOTE. CITY OF SAVANNAH CODES AND COLR REQUIRED. RDWAY RESURFACED WITH A MINIMUM OF 1' CONDITIONS ONLY AND DOES (SPECIFICATIONS ' Of TYPE'f"ASPHALT TOPPING OR SURFACE STRIPING AND CONSTRUCTION SHALL CONFORM TO ALL -III-III 3. VALVE BOX SHALL NOT REST COURSE. NOT CERITY THE DESIGN APPLICABLE FEDERAL, STATE AND CITY OF SAVANNAH i-III- ON THE VALVE CODES AND SPECIFICATIONS DRAWING NUMBER STANDARD CONSTRUCTION STANDARD CONSTRUCTION .. .1. - P\WpArtLL°p°s\gtyl°p°-OfflclnlGmMC_3xL•pp PVCUp rt\L ogos\gtylogo_OfPItl°tGoneNC_3xLJ g ��� �� � � �'� •`'_pi DETAILS DETAILS t�it� of 3ttuttnntt>7 �,��� M�i.���;. R STANDARD CONSTRUCTION DETAILS ,r STANDARD CONSTRUCTION DETAILS + � SCALE: 1" = 10' C..... 3 PLATE AMBER, PLATE MINBEPo PLATE NUMBER. ADA HANDICAP PARKING SPACE STRIPING DETAIL HANDICAP PARKING SIGN DETAIL ,> PLATE NUMBER: BITUMINOUS PAVEMENT REPLACEMENT APPROVED. SCALE'N.T.S. P15 APPROVED. SOA'�'N.T.S. P14 2 OR SMALLER WATER VALVE DETAIL APPROVED �, SCALE,N.T.S. P,7 _ SIGNATURE ON FILE SIGNATURE ON FILE ` 7/ SCALE' DATE. DATE. SCALE; �-_'�' // DATEP O 1 O' 20' 25' CITY ENGINEER FEBRUARY 2007 CITY ENGINEER FEBRUARY 2007 p ,RED BY, WATER & SEWER PLANNING & ENGINEERING N.T.S. W'� tTY ENGINEER JULY 1995 DATED: JUNE 2005 3 OF 1 0 SHEETS \ t , RECEIVED FOR ECOR:) 20 FEB APPROVED BY THE TYBEE ISLAND PLANNING COMMISSION DANIEL W ;3ASSEY It&D1 t c�SUpEc`:, , ,.,;.,.COGA. PINE AVENUE 5Q' R/�!T 2 ING AGER ATE 1 cn APPROVED BY THE TYBEE ISLAND MAYOR AND COUNCIL S 34°31.24"E 99.99' a 5/8" RBS -- LEANING CMF •° 0° ` 10' DRAIN. & UTILITY MT. Q oii� `-_' --k>t (o r 4 4( ?' 'N 34°31'24"W 90.00' I "MAYOR DATE 00 •- 0, A_ __IiaAK- t)21I;Oki--- al 23//ID { I ! � n { CLERK OF COUNCIL DATE w C/2 0' NI • LOT 45 LOT 46 LOT 47 mI I I m I : I I - ALL STREETS, RIGHTS OF WAY, EASEMENTS AND ANY SITES FOR SI As ,2 PUBLIC USE AS NOTED ON THIS PLAT ARE HEREBY DEDICATED To ,83 C=4 FOR THE USE INTENDED. A ....A.-4.3'-kvt,u, --e-l_st9,k,. ,.i .____,.. 1., a__L- 1 1 10.00' py S 34°31'24"E 100.02' p RBS v OWNER, LOTS 36 & 37 -`*- """" DATE 1/2" RBF rr rr 5/8" RBS Z 5/ " RB5 U 4 50.00' 50.0 .�- J----1 2 • /4 - /J ° i LOT • i a OWNER. LOTS 46 & 47 DATE I 10 DRAIN. & ESMT. ( r_ a >r Q } I LOT 35 IL-V T i 141 N____ , o I � 5' ACCES EST. 0 L es_ i Q r O T'''':'-'-'i W o 18.87:,,x.—K3" \ w Z CESS 4 .7- co 0 \ to 22' AC :--° „ art `o .r- J Y, `3.. �' �-,�•-- , 4" RBF a 50.591- 00,00511 5/8" R.BF P ifi eK '' 0, D gc U flLLT`Y ESMT. isl 4301.5 49 ' C /pin BO IL S- REFERENCE: PRB 42-P 39 PLAT OF LOTS 36 & 37, FORT WARD, TYBEE ISLAND CHATHAM COUNTY, EQUIPMENT: GEORGIA TOPCON AP-L1A ERROR OF CLOSURE: Gs0 44 i LINEAR: 1/- 1� ZSTE1? /A i ANG: -"ANGLE . BALANCED BY: -Wi L. WHITLEY RRYNO S a • 2 X49 A PLAT: 1/6783 FOR.: KEITH GAY LAND SURVEYOR o. O 0 i 20 20 0 20 40 6.0 I 636 STEPHENSON OC AVENUE \ '. .IJRsI';'i,'. SCALE: 1" = 20'. I I • I I 1 I _ ...-. pcd. 1 SAVANNAH, GEORGIA 31405 \, LEY j DATE: APRIL FEBRUARY 2009 PLAT SURVEY GRAPHIC SCALE. - FEET . TELEPHONE: 912-352-0464 - \Q FAX: 912-352-7787 A FILE NO. 09-12C