2010-27531 Reso RESOLUTION No. 2010 -27531
A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY OF MIAMI
BEACH, FLORIDA, AUTHORIZING THE REALLOCATION OF $361,390 IN
PREVIOUSLY APPROPRIATED CONSTRUCTION RDA FUNDS, AND $36,139 IN
PROJECT CONTINGENCY RDA FUNDS, FOR A TOTAL OF $397,529, FROM THE
RIGHT OF WAY (ROW) INFRASTRUCTURE IMPROVEMENTS PROJECT FOR
NEIGHBORHOOD NO. 9A, CITY CENTER HISTORIC DISTRICT, TO THE FY
2009/2010 STORMWATER PIPE - REPAIRS CAPITAL PROJECT, FOR THE
REHABILITATION OF THE STORMWATER PIPE LOCATED ALONG WASHINGTON
AVENUE, BETWEEN 18 AND 20 STREETS; AND APPROVING A CHANGE
ORDER, IN A NOT TO EXCEED AMOUNT OF $361,390, TO THE AGREEMENT
BETWEEN THE CITY AND M. VILA AND ASSOCIATES, INC. FOR THE RIGHT OF
WAY (ROW) INFRASTRUCTURE IMPROVEMENTS PROJECT FOR
NEIGHBORHOOD NO. 9A, CITY CENTER HISTORIC DISTRICT.
WHEREAS, the "Stormwater Pipe - Repairs" Capital Project was previously approved in the
Fiscal Year 2009 -2010 Capital Budget, with proposed funding from future stormwater bonds; and
WHEREAS, the Project specifically targets the rehabilitation of the approximately 34 -inch by 52-
inch elliptical concrete stormwater drainage pipe that is located along Washington Avenue, between 17
and 20 Streets; and
WHEREAS, the existing leakage from the pipe joints is undermining the roadway and can be
eliminated using "cured -in- place" plastic pipe - lining technology; and
WHEREAS, the drainage pipe repair work needs to be completed before the paving and
streetscape work, along Washington Avenue (that is part of the scope of the City Center Historic District
Neighborhoods Improvements Project; City Center No. 9A) can commence; and
WHEREAS, a proposal, in the negotiated not -to- exceed amount of $361,390, was received from
M. Vila and Associates, Inc., the City's contractor for the Stormwater Pipe - Repairs Capital Project; and
WHEREAS, an additional 10% project contingency, in the amount of $36,139, is also being
requested, for a total appropriation of $397,529.
NOW, THEREFORE, BE IT DULY RESOLVED BY THE MAYOR AND CITY COMMISSION OF
THE CITY OF MIAMI BEACH, FLORIDA that the Mayor and City Commission hereby authorize the
reallocation of $361,390 in previously appropriated construction RDA funds, ) and $36,139 in project
contingency RDA funds, for a total of $397,529, from the Right of Way Infrastructure Improvements
Project for Neighborhood No. 9A, City Center Historic District, to the FY 2009/2010 Stormwater Pipe -
Repairs capital project, for the rehabilitation of the stormwater pipe located along Washington Avenue,
between 18 and 20 Streets; and approving a change order, in a not to exceed amount of $361,390, to
the Agreement between the City and M. Vila and Associates, Inc. for the Right of Way Infrastructure
Improvements Project for Neighborhood No. 9A, City Center Historic District.
PASSED AND ADOPTED this o?7day of 0646er, 2010.
ATTEST:
4 re
■Z i • ■‘.o.r
ROBERT PARCHER, CITY CLERK M TI H R E' A BOWER, MAYOR
APPROVED AS TO
T:\AGENDA\2010 \October 27\Consent \Stormwater Pipe Repairs - Wash. Ave. No. of 17th St. - RESO.docx FORM & LANGUAGE
& FOR EXECUTION
_
4111111"! 11
♦ ' City Attorney 6 \ Date
COMMISSION ITEM SUMMARY
Condensed Title:
A Resolution authorizing the reallocation of $361,390 in previously appropriated construction RDA funds, and
$36,139 in project contingency RDA funds, for a total of $397,529, from the Right of Way (ROW) Infrastructure
Improvements Project for Neighborhood No. 9A, City Center Historic District; to the FY 2009/2010 Stormwater
Pipe — Repairs capital project, for the rehabilitation of the stormwater pipe located along Washington Avenue,
between 18 and 20 Streets; and Approving a change order, in a not to exceed amount of $361,390, to the
Agreement between the City and M. Vila and Associates, Inc., for the Right of Way Infrastructure
Improvements Project for Neighborhood No. 9A, City Center Historic District.
Key Intended Outcome Supported:
Ensure well maintained infrastructure.
Supporting Data (Surveys, Environmental Scan, etc.): According to the 2009 Customer Satisfaction
Survey, 41.7% of residential respondents and 37% of business respondents in the South Beach district rated
storm drainage as "excellent" and "good ".
Issue:
Shall the City Commission approve the appropriation?
Item Summary /Recommendation:
The "Stormwater Pipe — Repairs" Capital Project was previously approved in the Fiscal Year 2009 -2010
Capital Budget, with proposed funding from future stormwater bonds. The Project specifically targets the
rehabilitation of the approximately 34 -inch by 52 -inch elliptical concrete stormwater drainage pipe that is
located along Washington Avenue, between 18 Street and 20 Streets. The existing leakage from the pipe
joints is undermining the roadway and can be eliminated using "cured -in- place" plastic pipe - lining technology.
The drainage pipe repair work needs to be completed before the paving and streetscape work, along
Washington Avenue, that is part of the scope of the City Center Historic District Neighborhoods Improvements
Project (City Center No. 9A) can commence. To meet the aggressive timeframe required to dovetail this
construction with that of City Center No. 9A, proposals for the rehabilitation of the drainage pipe were
requested from a Job Order Contract (JOC) contractor and M. Vila & Associates, Inc. (Vila), the contractor for
the City Center 9A project. A JOC proposal in the amount of $469,985.51 was received from Envirowaste
Services Group. A second proposal in the negotiated not -to- exceed amount of $361,390 was received from
Vila (Attachment 1). Both proposals have been reviewed and the Vila proposal has been reviewed and
approved by the Special Assistant to the City Manager. An additional 10% project contingency, in the amount
of $36,139, is also being requested, for a total appropriation of $397,529. The reallocation of available City
Center No. 9A RDA funds reduces the need to secure equivalent funding from proposed future stormwater
bonds. A similar funding approach was approved by the Mayor and City Commission at the April 14, 2010,
City Commission meeting, where the use of City Center RDA construction savings funds, from the City
Center No. 9A project, was approved to fund the previously approved "24 -inch PVC Sanitary Improvements"
project along James Avenue. As a result, an equivalent amount of water and sewer bond funding became
available for other projects.
THE ADMINISTRATION RECOMMENDS APPROVING THE FUNDING APPROPRIATION.
Advisory Board Recommendation:
N/A
Financial Information:
Source of Amount Account
Funds: 1 $397,529 Account 365- 2616 - 069357
Neighborhood No 9A City Center Historic District ROW
Project construction savings
2
OBPI Total $397,529
Financial Impact Summary:
City Clerk's Office Legislative Tracking:
Fernando Vazquez, Ext. 6399
Sign -Offs:
Department Di r Assistant C � - nager City Ma
I
FHB / JGG �/ i JMG ,14I60
T:IAGENDAl201010 ob-r 7\:. sent \Stormwater Pipe Repairs - Wa We. No. of 17th St. - SUMM.doc �t
'MN" M AM BEACH AGENDA ITEM C7 L
DATE 01b 7-td
al MIAMI
City of Miami Beach, 1700 Convention Center Drive, Miami Beach, Florida 33139, www.miamibeachfl.gov
COMMISSION MEMORANDUM
TO: Mayor Matti Herrera Bower and Members of the City Commission
FROM: Jorge M. Gonzalez, City Manager
DATE: October 27, 2010
SUBJECT: A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY
OF MIAMI BEACH, FLORIDA, AUTHORIZING THE REALLOCATION OF
$361,390 IN PREVIOUSLY APPROPRIATED CONSTRUCTION RDA
FUNDS, AND $36,139 IN PROJECT CONTINGENCY RDA FUNDS, FOR A
TOTAL OF $397,529, FROM THE RIGHT OF WAY (ROW)
INFRASTRUCTURE IMPROVEMENTS PROJECT FOR NEIGHBORHOOD
NO. 9A, CITY CENTER HISTORIC DISTRICT, TO THE FY 2009/2010
STORMWATER PIPE — REPAIRS CAPITAL PROJECT, FOR THE
REHABILITATION OF THE STORMWATER PIPE LOCATED ALONG
WASHINGTON AVENUE, BETWEEN 18 AND 20 STREETS; AND
APPROVING A CHANGE ORDER, IN A NOT TO EXCEED AMOUNT OF
$361,390, TO THE AGREEMENT BETWEEN THE CITY AND M. VILA AND
ASSOCIATES, INC., FOR THE RIGHT OF WAY (ROW) INFRASTRUCTURE
IMPROVEMENTS PROJECT FOR NEIGHBORHOOD NO. 9A, CITY
CENTER HISTORIC DISTRICT.
ADMINISTRATION RECOMMENDATION
Adopt the Resolution.
FUNDING
A reallocation of $397,529, in previously appropriated funding, from the Neighborhood No. 9A
City Center Historic District ROW Project Construction Savings, Fund 365, to the Stormwater
Pipe — Repairs capital project.
ANALYSIS
The "Stormwater Pipe — Repairs" capital project (Project) was previously approved in the Fiscal
Year 2009 -2010 Capital Budget, with proposed funding, in the amount of $250,000, from future
stormwater bonds. The Project falls within the boundaries of the City Center Historic District
Neighborhoods Improvements Project (City Center No. 9A), currently under construction. The
original scope of the Project called for the repair of leaking joints along the length of the
approximately 34 -inch by 52 -inch elliptical concrete stormwater drainage pipe that is located
along Washington Avenue, between 18 and 20 Streets. The existing leakage from the pipe
joints is undermining the roadway.
After further investigations, including video camera inspections, it was determined that the
existing conditions of the pipe joints are worse than originally anticipated. Consequently, it was
decided that it would be more appropriate to rehabilitate the pipeline using "cured -in- place"
Commission Memorandum — Stormwater Pipe Repairs — Washington Ave.
October 27, 2010
Page 2 of 2
plastic pipe - lining technology, as opposed to repair of individual pipe joints. The drainage pipe
repair work needs to be completed before the paving and streetscape work, along Washington
Avenue - within the scope of the City Center No. 9A project - can commence.
To meet the aggressive timeframe required to dovetail this construction with that of City Center
No. 9A, proposals for the rehabilitation of the drainage pipe were requested from a Job Order
Contract (JOC) contractor and M. Vila & Associates, Inc. (Vila), the contractor for the City
Center 9A project. A JOC proposal in the amount of $469,985.51 was received from
Envirowaste Services Group. A second proposal in the negotiated not -to- exceed amount of
$361,390 was received from Vila (Attachment 1). Both proposals have been reviewed and the
Vila proposal has been reviewed and approved by the Special Assistant to the City Manager. An
additional 10% project contingency, in the amount of $36,139, is also being requested, for a
total appropriation of $397,529.
The reallocation of available City Center No. 9A RDA funds reduces the need to secure
equivalent funding from 'proposed future stormwater bonds. A similar funding approach was
approved by the Mayor and City Commission at the April 14, 2010, City Commission meeting,
where the use of available City Center RDA construction savings funds, from the City Center
No. 9A project, was approved to fund the previously approved "24 -inch PVC Sanitary
Improvements" project along James Avenue. As a result, an equivalent amount of water and
sewer bond funding became available for other projects.
CONCLUSION
The Administration recommends that the Mayor and City Commission authorize the reallocation
of previously appropriated construction RDA funds, from the City Center No. 9A project, in the
negotiated not -to- exceed amount of $361,390, for construction, and $36,139, in project
contingency funds, for a total of $397,529, to the FY 2009/2010 Stormwater Pipe — Repairs
capital project for the rehabilitation of the stormwater pipe located along Washington avenue,
between 18 and 20 streets; and further approving a change order, in a not to exceed amount
of $361,390, for said construction, to the agreement between the City and M. Vila and
Associates, Inc., for the Right of Way (ROW) Infrastructure Improvements Project for
Neighborhood No. 9A, City Center Historic District.
Attachment 1 — M. Vila Associates, Inc. Proposal
JMG /JGG /FHB /FV /JCC
T:\AGENDA\2010\October 27 \Stormwater Pipe Repairs - Washington Ave. No. of 17th St. - MEMO.doc
1
M Vila & Associates Inc. PROPOSED CHANGE ORDER
No. 00032
12097 NW 98th Avenue Phone: 305- 821 -1226
Hialeah Gardens, FL 33018 Fax: 305- 826 -0004
TITLE: Pipe Liner on Washington DATE: 10 /14/2010
PROJECT: City Center ROW Improv JOB:
TO: Attn: Maria Hernandez CONTRACT NO: MVA303
City of Miami Beach
RE: PCO To: CMB From: M VILA Number:
DESCRIPTION OF PROPOSAL ..
Proposal to install CIPP tench -less pipline rehabiliation on existing 34 "/52" elliptical storm drain along west side of Washinton Ave
between 18 St and 20 St.
Item Description Stocld# . Quantity : >Units : Unit Price 'Tax Rate Tax Amount Net Amount
00001 Lanzo Pipe Liner Proposal 1.000 LS $313,600.00 0.00% 80.00 $313,600.00
00002 O &P 15% 1.000 LS $47,040.00 0,00% 80.00 $47,040.00
00003 MOT 1.000 LS 8750.00 0.00% $0.00 $750.00
Unit Cost: $361,390.00
Unit Tax: .$0.00
Lump Sum: $0.00
Lump Tax: $0.00
Total: $361,390.00
APPROVAL:
By: � By:
il
el Angel Vila Maria Hernandez
Date: :
Jd l C 1 p Date.
Expedition
Attachment 1
f
j'
I , 125 S.E. 5 Court
E
Deerfield Beach, Florida 33441
Office: (954) 973 -9700
' Fax (954) 974 -3 894
Lining Services, Inc. www.lanzo.net
October 14th, 2010
Miguel Vila
Re; Cured in Place pipe lining
Dear Mr. Vila
The following represents cost to perform the one (1) rub of 34"/52" elliptical storm drain CIPP
trench less pipeline rehabilitation. As you know we bill for what is actually lined, therefore it is
safe to assume that this represents a conservative "not to exceed" estimate.
CIPP (54 ") 9801f $ 300.00 /1f $ 294,000.00
Clean & TV 980 if $ 20.00/If $ 19,600.00
Total estimate $313,600.00
Price includes, but may not be limited to all cleaning, root removal, degreasing, bypass pumping,
closed circuit robotic televising, pipe lining, lateral reinstatements, third party testing, and Five (5)
year warranty.
Thank you for your kind consideration of Lanzo Lining Services.
Respectfully Submitted,
Fred Tingberg Jr.
Lanzo Lining Services
Fred Tingberg Jr., assistant secretary
An Equal Opportunity Employer
•
. Designation' F 1216 --07b An American National Standard
m
INTERNATIONAL .
Standard Practice for
Rehabilitation of Existing Pipelines and Conduits by the
Inversion and Curing of a Re.sin4mpregnated Tube1' 2
Tilts standard is issued under the tixt d designation F 1216; the number immediately fooluwuig the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates editorial change since the last revision or rcapprovat .
•
1. Scope D :1600 Terminology for Abbreviated Terms Relating to
1.1 This practice describes the . procedures for the recon- Plastics
struction of pipelines and conduits (4 to 108 -in. diameter) by D 3839 Guide for Underground Installation of "Fiberglass"
the .installation of a resin - impregnated, flexible tube which is ( Glass- FiberReinforced Resin) Pipe
inverted into the existing conduit by use of a hydrostatic head F 412 Terminology Relating to Plastic Piping Systems
•
or air pressure. The resin is cured by ciretilating hat water or ' 2.2 AWWA Standard:
:introducing controlled steam within the tube. When cured. the Manual on Cleaning and Lining Water Mains, M 28 4
finished pipe will be continuous and tight - lilting. This recon- 2.3 NASSCO Standard :•
struction proCCSS can be used in a variety of gravity and Recotntnended Specifications for Sewer Collection System
•
pressure .applications such as sanitary sewers. storm sewers. Rehabilitation 5
process piping, electrical conduits, and ventilation systems. Nerre 1-An ASTM speciticatiun for cured -in -place pipe materials i
1.2 The values stated inch - pound units arc to be•regarded appmpriatc for use in this standard is under preparation and will be •
as the standard. The values given in parentheses are for referenced in this practice when published.
information only. 3. Terminology
1.3 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the 3.1 Definitions are in accordance with Terminology F 412
responsibility of the user of this standard to. establish appro- and abbreviations are in accordance with Terminology D 1600,
priate safety and health practices and determine the applica- unless otherwise specified.
bility of it'gulatoray limitations Imior. to .use. For specific 3.2 Definitions of Terms Specific to This Standard:
precautionary statements, sec 7.4.2. 3.2 :1 cured pipe (CIPP) --a hollow cylinder con -
iainine a nonwoven or a woven material, or a combination of
2. Referenced Documents nonwoven and woven material surrounded by. a cured thermo-
2.1 ASTM Standards: setting resin. Plastic coatings may be included. This pipe is
D 543 Practices for Evaluating the Resistance of Plastics to formed. an existing pipe. Therefore, it takes the shape of
Chemical Reagents and fits tightly to the existing pipe.
- D.638 Test Method for Tensile Properties of Plastics 3.2.2 inversion - --the process of turning the resin-
.D 790 Test Methods for Flexural Proper'ties'of Unreinforced impregnated tube inside out by the use of water pressure or air
and Reinforced Piastics.and Elect Insulating Materials Pressure.
1) 903 Test Method for Peel or Stripping Stl1:ngtit of Adhe- 3.2 :3 lift --a portion of the CIPP that has cured in a position
sive Bonds such that it has pulled away from the existing pipe wall.
4. Significance and Use
' This practice is under the jurisdiction of . ASTM Committee F17 on Plastic 4.1 This practice is for use by designers and specifiers,
Piping Systems and is the direct responsibility of Subcommittee F17.67 on regulatory eget:-ies, owners,.and.inspection organizations who
Trenchlcss Plastic Pipeline Technology. are involved 'in the rehabilitation of conduits through the use of
Current edition approved tune 1. 2007 :. Published )pne 2007. Originally a resin- impregnated tube inverted through the existing conduit.
approved in 1989. Last.prev'inus edition approved 2007 .as F. 1216 - 07a. As for any practice, modifications may be required for specific
The Following report has been : published on one attic pwi csscs; Driver. F. T..
and Olson, M..R.,' of Sewer Relining by the bnsitufomt Process, job conditions.
Nnrthhmok, Illinois," EPA - 600!2- 83.064, Fatvironmental Protection Agency, 1983.
Interested parties can obtain copies•from the Environmental Protection Agency or
frog.;, local technical library.
• bur referenced ASTM sta visit the ASTIvl website, wwtwasun.org. or ' Available frem Ameiican Water Works Association (AWWA), 6666 W. Quincy
contact ASTM Customer Scrvicc at scnice% zsnn.org. For Annual Bonk of ASTM Ave., Denver. (X) 80235, hapJtwwtvawwa.org.
Sraudun h volume informatiun. refer to the standard's Document Summary page on ` Available from the =Natiunul Association of Sewer Service Companies, 101
the.AS1M wcbsite. Wymore Rd., Suite 501, Altamonte, FL 32714.
•
Copynght OASTM international.. 100 Barr Nether Drive,. PO $ox. C700, West Conshohocken, PA 19428.2958, United States.
.
•
sL F1216 -07b
5. Materials locating breaks, obstacles, and service connections by closed -
5.1 Tube The tube should consist of one or more layers of circuit television or than entry. The interior of the pipeline
flexible needled felt or an equivalent nonwoven or woven should be carefully inspected to determine the location of any .
material, or a combination of nonwoven and woven materials, conditions that may prevent proper installation of the impreg-
capable of carrying ru nated tube, such as rottudin resin. withstanding installation pressures protruding g service taps, p• , colla p sed or
and curing temperatures. The tube should be compatible with crushed pipe, and reductions in the .cross- sectional area of more
the resin system used. The material should be able to stretch to than 40 %. These conditions should be noted so that they can
fit irregular pipe sections and negotiate bends. The outside be corrected,
layer of the tube should be plastic coated with a material that 7.1.4 Line Obstructions—The original pipeline should be
is compatible with the resin system used. The tube should be clear of obstructions such as solids, dropped joints. protruding
fabricated to a size that, when installed. will tightly fit the service connections, crushed or collapsed pipe, and reductions
internal circumference and the length of the original conduit. in the cross- sectional area of more than 40 % that will prevent
Allowance should be made for circumferential stretching the insertion of the resin - impregnated tube. If inspection
during inversion. reveals an obstruction that cannot he removed by conventional
5.2 Resin --A general purpose, unsaturated, styrene - based, sewer cleaning equipment, then a point repair excavation
thermoset resin and catalyst system or an epoxy resin and should be made to uncover and remove or repair the obstruc-
hardener that is compatible with the inversion process should lion.
he used. The resin must he able to cure in the presence of water 7.2 Resin Impregnation—The tube should be vacuum -
and the initiation temperature for cure should be less than impregnated with resin (wet -out) under controlled conditions.
180 °F (822 °C). The CTPP system can be expected to.have as The volume of resin used should be sufficient to fill all voids in
a minimum the initial structural properties given in Table I. the tube material at nominal thickness and diameter. The
These physical strength properties should be determined in volume should be adjusted by adding 5 to 10 % excess resin for
accordance with Section 8. the change in resin volume due to polymerization and to allow
for any migration of resin into the cracks and joints in the
6. Design Considerations original pipe. ,
6.1 General Guidelines—The design thickness of the C1PP 7.3 Bypassing —if bypassing of the flow is required around
is largely a function of the condition of the existing pipe. Pie sections of pipe designated for reconstruction. the bypass
Design equations and details are given in Appendix X1. should be made by plugging the line at a point upstream of the
pipe to be reconstructed and pumping the How to a downstream
7. Installation point or adjacent system. The pump and bypass lines should be
7.1 Cleaning and Inspection: of adequate capacity and size to handle the flow. Services
7.1.1 Prior to entering access areas such as manholes, and within this reach will be temporarily out of service.
performing inspection or cleaning operations, an evaluation of 7.3.1 Public advisory services will be required to notify all
the atrnosphcre to determine the presence of toxic or flammable parties whose service laterals will be out of commission and to
vapors or lack of oxygen must be undertaken in accordance advise against water usage until the mainline is back in service.
with local, state. or *deist! safety regulations. 7.4 Inversion: •
7.1.2 Cleaning of Pipeline —All internal debris should be 7.4.1 Using Hydrostatic Head The wet -out tube should be
rernoved from the original pipeline. Gravity pipes should be inserted through :an existing manhole or other approved access
cleaned with hydraulically powered equipment, high - velocity by means of an inversion process and the application of a
jet cleaners. or mechanically powered equipment (sec hydrostatic head sufficient to fully extend it to the next
NASSCO Recommended Specifications for Sewer Collection designated manhole or termination point. The tube should be
System Rehabilitation). Pressure pipelines :should be cleaned inserted into the vertical inversion standpipe with the imper-
with cable - attached devices or fluid- propelled devices as meable plastic membrane side out. At the lower end of the
shown in AWWA Manual on Cleaning and Lining Water inversion standpipe, the tube should be turned inside out and
Mains, M 28. attached to the standpipe so that a leakproof seal is created. The
7.1.3 Inspection of Pipelines—inspection of pipelines inversion head should be adjusted to be of sufficient height to
should be performed by experienced personnel trained in reuse the impregnated tube to invert from point of inversion to
point of termination and hold -the tube tight to the pipe wall,
TABLE 1 CIPP Initial Structural Properties" producing dimples at side connections. Care should be taken
during the inversion so as not to over- stress the felt fiber.
Minimum Value 7.4.1.1 An alternative method of installation is a top invcr-
Properly Test Method psi (MPa) lion. In this ease, the tube is attached to a top ring and is
Flexural strength D 790 4 500 (31) inverted to form a standpipe from the tube itself or another
Flexural modulus 0 790 250 000 (1 724) method accepted by the engineer.
Tensile strength (for 0 638 3 000 (21)
Novi 2 — The t be manufacturer should provide information on the
pressure pipes maximum allowable tensile stress for the tube.
only)
^ The values in Table 1 are for field inspection. The purchaser should consuit the 7.4.2 Using Air Pressure —The wet -out tube should be
manufacturer for the long -terra slruciural properties inserted through an existing manhole or ether approved. access
7
;V. F 1216 -07b
by means of an inversion process and the application of air 7.6.2 Using Steam inversion is completed, suitable
•
pressure sufficient to .fully extend it to the next designated steam- generating equipment is required to distribute steam
manhole or:tertnination point. The tube should:be connected by throughout the pipe. The equipment should be capable of
an attachment at the upper end of•the guide chute so that a delivering steam •throughout the section to uniformly raise•the
leakproof seal is created and with the impermeable plastic temperature within the pipe above the temperature required to
membranes side out. As the tube enters • the guide chute, the effect a cure of the resin. The temperature in the line during the
•
tube should be turned inside out. The inversion air pressure cure period should be as recommended by the resin manufac-
should be adjusted to be of sufficient pressure •to cause the turer.
impregnated tube to invert from point of inversion to point of 7.6.2.1 The steam- generating equipment should be fitted
termination and hold the tube tight to the pipe wall, producing with a suitable monitor to gage the temperature of the outgoing
dimples at side connections. Care should be taken during the steam. The temperature of the resin being cured should be
inversion so as not •to overstress the woven and nonwoven monitored by placing gages between the impregnated tube and .
materials. the existing pipe at both ends to determine the temperature
Nom 3— Warning: Suitable precautions should be taken to eIiminatc during cure.
hazards to personnel the proximity of the construction when pressurized "7.6.2.2 Initial cure will occur during temperature heat -up
air is being use. and is completed when exposed portions of the new pipe
7.4.3 Required Prrss,cres- Before the inversion begins, the appear to be hard and sound and the remote temperature sensor
•
tube manufacturer shall provide the niininrum pressure re- indicates that the tempera[ure is of a rnagnitudc to realize an
quired to hold the tube tight against the existing conduit, and
exotherm or cure in the resin. After initial cure is reached, the
the maximum allowable` pressure so .as not to damage the tube. temperature should be raised to post-cure temperatures recom-
•
Once the inversion has •stetted, the pressure shall be maintained mended by the resin manufacturer. The post -cure temperature
•
between the minimum and maximum pressures until the should be held for a period • as recommended by the resin
inversion has been completed. manufacturer. during which time the distribution and control of •
7.5 Lubricant- -The use of a lubricant during inversion is steam to mainten the temperature continues. The curing of the •
•
recommended to reduce friction during inversion. This lubri- CIPP must take into account the existing pipe material, the
caul should be poured into a
the inversion water in the downtube resin system, and ground conditions (temperature. moisture •
w• applied directly to the tube. The lubricant used should be a level, and thermal conductivity of soil).
nontoxic, oil -based product that has no detrimental effects on 7.6:3 Required Pressures required by the purchase
the tube or boiler and pump system: will not support thcgrowth agreement, the estimated maximum and minimum pressure .
of bacteria, and will not adversely affect the fluid to be required to hold the flexible tube tight against the existing •
transported. , conduit during the curing process should he provided by the •
•
7.6 Curing; seller and shall be increased to include consideration of the
7.6.1 Using Circrcictting Heated Watez — Mier inversion :is external ground water, if present. once the cure has started and
completed, a suitably heat source and water recirculation dimpling for laterals is completed, the required pressures
equipment are required to circulate heated water the should be maintained until the cute has hccrr competed. For
pipe. The equipment should be capable of delivering hot water
water or steam, the pressure should be maintained within the
throughout the section to uniformly raise the water temperature estimated maximum and minimum pressure during the caring •
•
above the temperature required to effect a cure of the resin. process. If th storm pressur or hydrostatic head drops below •
Water temperature in the line during the. cure period should be th e recommended minimum during the cure. the GIPP should
as recommended by the.resin manufacturer. be inspected for lifts or delarninations and evaluated for its
•
7.6.1.1 The heat source should be fitted with suitable ability to fully meet the applicable requirements of 7.8 and
monitors to gage the temperature cif the incoming and outgoing Seddon 8.
•
water supply. Another such gage shou)d be placed hetween•the 7.7 Cool. - Down:
impregnated tube and the .pipe invert at the termination to 7.7.1 Using Cool Water After Heated Water Cure The new
determine the temperatures darting curt. pipe should be cooled to a temperature below 100 °F (38 °C)
7:6.1.2 Initial cure will •occur during temperature heat -up before relieving the static head in the inversion standpipe. •
and is completed • when exposed portions of the new pipe Cool -down may be accomplished by the introduction of cool
appear to be flard.and sound and the remote temperature:sensor water into the 'inversion standpipe to replace water being
indicates that the temperature :is of a magnitude to realize: an drained from a small hole made in the downstream end. Care
exotherm or cure in the resin. After initial cure is reached the should be taken in the release of the static head so that a
temperature should be :raised, to the post -cure temperature vacuum Will not be developed that could damage the newly
recommended by the resin manufacturer. The post -cure .tem- installed pipe.
perature should be held f'or a period as recommended by the 732 Using Cool Water After Steam Cure The new pipe
resin manufacturer. during which time the recirculation of the should he cooled to a temperature below 113°F (45 °C) before
water and cycling of, the boiler to maintain the 'temperature relieving the interval pressure within the section. Cool - down
continues. The curing of the CIPP must take into account the maybe accomplished by the introduction of cool water into the
existing pipe material, the resin system, and.ground.conditions section to replace the mixture of air and steam being drained
(temperature moisture level, and thermal conductivity of soil ?, from a small hole made.in the downstream end. Care should be
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t I “ F1216 -07b .
•
taken in the release of the air pressure so that a vacuum will not of water or 4.3 psi (29.7 kPA) and the water level inside of the
be developed that could damage the newly installed .pipe. inversion standpipe should be 2 ft (0.6 m) higher than the top
7.8 Worknnanship ---The finished pipe should be continuous of the pipe or 2 ft higher than the groundwater level, whichever
over the entire length of an inversion run and be free of dry is greater. The leakage quantity should be gaged by the water
spots, lifts, and delaminations. If these conditions are present, level in a temporary standpipe; placed in the upstream plug. The
remove and replace the CIPP in these areas. test should be conducted for a minimum of one hour.
7.8.1 lithe CIPP does not fit tightly against the original pipe .
Ntm 4-11 is impractical to test pipes above 36 -in. diameter for
at its termination point(s), the space between the pipes should leakage due to the technology available in the pipe rehabilitation industry.
• be scaled by filling with a resin mixture compatible with the Post inspection of larger pipes will detect major leaks or blockages.
CIPP. 8.3 Pressure Pipe Testing -1f required by the owner in the
7.9 Service Connections—After the new pipe has been contract documents or purchase order, pressure pipes should be
cured in place. the existing active service connections should subjected to a hydrostatic pressure test. A recommended
be reconnected. This - should generally be done without exca pressure and leakage test would be at twice the known working
nation, and in the case of non -man entry pipes, from the pressure or at the working ressure plus 50 psi, whichever is
interior of the pipeline by means of a television camera and a
less. Hold this pressure for a period of two to three hours to
remote- control cutting device. allow for stabilization of the CiPP. After this period, the
8. Inspection Practices pressure test will begin for a minimum of one hour. The
8.1 For each inversion length designated by the owner in the allowable leakage during the pressure test should be 20 'U.S.
contract documents or purchase order, the preparation of two gallons per inch of internal pipe diameter per mile per day,
providing that
CIPP samples is required, one from each of the following two all air has been evacuated from the line prior to
methods: testit:g and the CIPP has cooled down to ambient temperature.
•
8.1.1 The sample should be cut from a section of .cured Neim 5 —The allowable leakage for gravity and pressure pipe testing is
CIPP at an intermediate manhole or at the tennination point a function .of water loss at the end seats and trapped air in the pipe.
that has been inverted through a like diameter pipe which has 8,4 Deta,ninatioa Test—If required by the owner in the -
been held in place by a suitable heat sink, such as sandbags. contract documents or purchase order, a delamination test
8.1.2 The sample should be fabricated from material taken should be performed on each inversion length specified. The
from the tube and the resin /catalyst system used and cured in C PP samples should be prepared in accordance with 8.1.2,
a clamped mold placed in the downtube when circulating except that a portion of the tube material in the sample should
heated water is used and in the silencer When steam is used. be thy and isolated from the resin in order to separate tube
8.1.3 The samples for each of these cases should be large layers for testing. (Consult the tube manufacturer for further
enough to provide a minimum of three. specimens and a information.) Delamination testing shall be in accordance with
recotnmended five specimens for flexural testing and also for Test Method D 903, with the following exceptions:
tensile testing, if applicable. The following test procedures 8.4:1 The rate of travel of the power- actuated grip shall be .
should be followed after the sample is cured and removed: 1 its.. (25 mm) /min.
8.1.3.1 Short -Tenn Flexural (Bending) Properties —The ini 8 Five test specimens shall be tested for each inversion
tial tangent flexural modulus of elasticity and flexural_ stress specified.
should he measured for gravity and pressure pipe applications .
8.4.3 The thickness of the test specimen shall -be- minimize],
in accordance with Test Methods D 790 and should meet the but should be sufficient to adequately test delamination of
requirements of Table 1. nonhomogeneous CIPP Layers.
8.1.3.2 7'ensile Properties` --The tensile strength should be 8.5 The peel or stripping strength between any nonhomo-
measured for pressure pipe applications in accordance wi eeneous lavers of the CIPP laminate should be a minimum of
Test Method D 638 and must meet the requirements of Table 1. 10 lb/in. (178.60 dawn) of width for typical CIPP applications.
8.2 Gravity Pipe Leakage Testing—if required by the owner
N on 6 purchaser may designate the dissimilar in the contract documents or purchase order, gravity pipes p �' layers between t: y
should he tested using an exfiltration test method. where the which the delamination test will be conducted.
CIPP is plugged at both ends and filled with water. This test Nun 7 — Por additional details on conducting the delamination test,
should take place after the CIPP has cooled down to ambient
contact the CIPP contractor.
temperature. Thin test is limited to pipe lengths with no service 8:6 Inspection and Acceptance —The installation may be
laterals and diameters of 36 in. or less. The allowable water inspected visually if appropriate, or by closed- circuit television
exfiltration for any length of -pipe between termination points if visual inspection cannot be accomplished. Variations from
should not exceed 50 U.S. gallons per inch of internal pipe true line and grade may be inherent because of the conditions
diameter per toile per. day. providing that all air has been bled of the original 1,1ping. No infiltration of groundwater should be
from the line. During exfiltration testing, the maximum internal observed. All service entrances should be accounted for and be
pipe pressure at the lowest end.should not exceed 1041 (3.0 m) unobstructed.
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1- F 1216 -07b
APPENDIXES
(Nonmandatory Inforniation)
X1. DESIGN CONSIDERATIONS
(Maximum Inside' Diameter.- Mean Inside Diameter) l
X1.1 Terminology: 100 x
X1. i .1 purtialli deteriorated pipe-the original pipe can Mean In Diameter •
support the soil and surcharge loads throughout the design life and
of the rehabilitated pipe: The soil adjacent to the existing pipe
must provide adequate side support. The pipe may have •
longitudinal cracks and up to IOM% distortion of the diameter. N = factor of safety.
If the distortion of the diameter is greater than 10:0%4 Na n: X1.1 The choice of value (from manufacturer's literature) of E
alternative design methods ore required (see Note 2). .
will depend on the estimated duration of the application of the load. P, in .
X1.1.2 fully deteriorated pipe -the original pipe is not relation to the design life of.rhe structure. For example, if the total duration
structurally sound and .cannot support soil and live loads or is of the load, P. is estimated to be.50 years, either continuously applied, or
expected to reach this condition over • the design life of the the sum or intermittent periods of loading, tiic appropriately conservative
rehabilitated pipe. This condition is evident when .sections of - choice of value for E be that given for 50:years of continuous loading
the original pipe are missing, the pipe has lost its origintl at the maxirnum ground or fluid temperature expected to he reached over
the life of the structure.
shape, or the pipe has corroded due to the effects of.thc tlud, Ntm=. X1:2 -If there is no groundwater above the pipe invert, the CIPP
atmosphere, soil, or applied loads. should typically have a maximum 'S DR of 100. dependent upon design
conditions. •
X1.2 Gravity Pipe
X1.2.1.1 If the original pipe is oval, the CIPP design from
X1.2.1 Partially Deteriorated Gravity Pipe .condition - The Eq X1.1 shall have a minimum thickness as calculated by the
CIPP is designed to support the hydraulic loads due to following formula:
groundwater, since the soil and surcharge loads can be sup -
ported by the original pipe. The groundwater level should be 1.5 1 + TM DR' - 11.5 1 + 1 Q 0 ) DR = FN
determined by the purchaser and the thickness of the CIPP (X1.2)
should be sufficient -to withstand this hydrostatic pressure
without collapsing. The following equation may he used to where:
determine thc thickness required: ai. = long -term (time corrected) flexural strength for CIPP.
=-----T 2KE,, 1 C psi (MPa) (see Note X1.5).
P .( (DR - 1)'' N (X1,1) X1.2.1.2 See Table X1.1 for typical design calculations. •
X1.2.2 Fully Deteriorated Gravity Pipe Condition - Tire •
where: CIPP is designed to support.hydrattlic. soil, and live loads. The
1' = groundwater load. psi (MPa), measured from. the groundwater level, soil type and depth, and live load should be invert of the pipe determined by the purchaser, and the following equation
•
K = enhancement factor of the soil and existing pipe should be used to calculate the CiPP thickness required to
•
adjacent to the new pipe (a minimum value' of 7.0 is withstand these loads without collapsing:
•
recommended where there :is full support of .the.
existing 'pipe).
E = long -term (time corrected) .modulus .of elasticity for TABLE X1.1 Maximum Groundwater Loads tor Partially
CIPP, psi . (MPa) (see Note .X1.1), Deteriorated Gravity Pipe Condition
v = Poisson's .ratio (0.3 average),
1)R = dimension ratio of C1PP, Diameter, In. Maximum Allowable Ground-
C = ovalit • reduction factor = (Inside Nominal CIPP CIPP water Load (above Inved)
J Diameter of Thickness, Thickness,
Original Pipe) mm t, In. it m
a 8 6 0.238 '40.0 12.2
��
1 � / (( ' + -1-7(0 � /// J 10 6 6 0.236 0.236 11.5 3 5 1
t` 15 9 0.354 20,1 6.1
18 9 0:354 11.5 3.5
18 12 0.472 27.8 8.5
Q = percentage ovality of original pipe = L. 12 0.472 11.5 3.6
24 15 0.591 22.8 6.9
(Mean Inside Diameter. - Minimunn Inside Diameter) 30' 15 0.591 11.5 3.5 .
10D X . Mean Inside Diameter 3o i8 0:709 20.1 6.1
^Assumes. 7.0. E= 125 000 psi'(862 MPa) (50 -year strength), v = 0.30, C
or = 0.64 (5.% matey), and N = 2..0
•
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1. F1216 -07b
1 � at the edge and subjected to transverse pressure only. In this
=
tar N ( - 2 R „I' E"; C'( LLl/D'))rir case, Eq X1.6 is used for design. For holes larger than the d/.D .
value in Eq X1.5, the liner cannot be considered in flat plate
(X1.3) loading, but rather in ring tension or hoop stress, and Eq X1.7 •
where: is used.
q, = total external pressure on pipe, psi (MPa), d t yn
0.433H.+ wHR,,,/144 + W (English Units). 'D 1.83 � D (X1.5)
O.00981H wHR,,. /100() + W, (Metric Units)
R,, = water buoyancy factor (().67 min) = 1 - 033 ( where:
fl fin, d = diameter of hole or opening in original pipe wall, in.
w = soil density, lb.i't ;(KN /nip), (mot)
w,, = live load, psi (Mpa), D = mean inside diameter of original pipe, in. (tnm), and
H,. = height of wafer above top of pipe, f) (m) t = thickness of CIPP. in. (nun). .
H = height of soil above top of pipe, ft (m), (D ' a
R' = coefficient of elastic support = 110 + 4e °' MI p (DR - l)'l d) N
inch -pound units, (1/(1 + 4 SI units
1 • = tnometu of inertia of CIPP, in. ` /in. (mm /min) = (XI.( )
r3/12, where:
• t = thickness of CIPP, in. (rnm),
C = ovality reduction factor (sec X1.2.1), DR = dimension ratio of CIPP,
N = factor of safety, D = mean inside diameter of original pipe, in. (mm),
E' ., = modulus of soil rcaction,..psi (MPa) (see Notc.X1.4), d = diameter of hole or opening in original pipe wall, in.
E = long -term modulus of elasticity for CIPP, psi (MPa), (mm),
and o = long -term (time corrected) flexural strength for CIPP,
• 1) = mean inside diameter of. original pipe, in. (tom) psi (MPa) (see Note X1.5), and
X1.2.2.1 The CIPP design from Eq X1.3 should have a N = factor of safety. .
minimum thickness as .calculated by the following formula;
El E Nora X1.5 —The choice of value (from manufacturer's literature) of cr
3 ; f).()93 (inch— pound units), (Xt.4)
D 1.2(DR )
will depend on the estimated duration of the application of the load. P, in
or relation to the design life of the structure. For example. if the total. duration
of the load, P. is estimated to be 50 yens. either continuously applied, or
L 0.00064 (SI inns) the sum of irncrmiuent periods of loading. the appropriately conservative
12(DR) choice of value of v t. will be that given for 50 years of continuous loading
at the maximum ground or fluid temperature; expected to be reached over
• the life .of the structure.
w here j nitial modulus of elasticity. psi tMPa) X1.3.2 Fully Deteriorated Pressure Pipe Condition —A
CIPP to be installed in an underground condition is designed to
Nom X 1.3 —For pipelines at depth not subject to constriction distur withstand all external loads and the full internal pressure. The .
bane, or if the pipeline was originally installed using tunneling method, r,..sign thicknesses are calculated from Eq X1.1. Eq X1.3, Eq
the soil load may be calculated using a tunnel load analysis. Finite element X1.4, and Eq X1.7, and the largest thickness is selected. If the
analysis is an alternative design method for noncircular pipes. pipe is above ground, the CIPP is designed to withstand
Nom X1.4 —lion definition of modulus of coil reaction, sec Practice
D 3839 internal pressure only by using Ell X1.7.
X1.22.2 The minimum CIPP design thickness for a fully p,_ 36n•
deteriorated condition should also meet tite requirements of Eq (1)R - 2) A' •
X1.1 and XX12. (X1.7)
X1.3 Pressure Pipe: where:
X1.3 :1 Partially Deteriorated Pressure .Canditian-- A.CIPP
cr internal pressure, psi (MPa },
a = long-term (time corrected) tensile strength for CIPP,
installed in an existing underground pipe is designed to support psi (MPa) (see Note 12).
external hydrostatic loads due to groundwater as well as DR = dimension ratio of CIPP, and
withstand tbe.internal pressure in spanning across any holes in N = factor of safety.
the original pipe wall. The results of Eq X1.1 are compared to
those from Eq X1.6 or Eq X1.7, as directed by .Eq X1.5, and
the largest of the thicknesses is selected. In an above ground limn XI.6 —The choice of value (front manufacturer's literature) of
design condition, the CIPP is designed to withstand the internal an. "'i depend on the estimated the of the application of the load,
P. in relation to the design lite of the structure. For example, if the total
pressure only by using Eq X1 .5 1.7 as applicable. duration of the toad. P, is estimated to be 50 years, tither continuously
X1.3.1.1 If the ratio of the hole in the original pipe wall to applied. or the sum of intermittent periods of loading, the appropriately
the pipe diameter does not exceed the quantity shown in Eq conservative choice of value of a it. will he that given for 50 years of
X 1.5, then the CIPP is assumed to be a circular flat plate fixed continuous loading at the maximum ground or fluid temperature. expected
6
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F 1216 -07b
•
to be reached over the life of the structure. Nark X1.7 —Tahie X 1.1 presents maximum groundwater loads for •
partially deteriorated pipes for selected typical nominal pipe sizes. CIPP is •
X1.4 — Negative. Pressure Where the pipe is subject to a custom made to fit the original pipe and can he fabricated to a variety of
vacuum, the CIPP should be designed as a gravity pipe with the sizes from 4 to 96-in. diameter which would be unpractical to list here.
•
external hydrostatic. pressure Increased by an amount equal to •
•
the negative pressure.
•
•
X2. CIE1v1ICAL- RESISTANCE TESTS
X2.1 Scope: initial flexural c and flexural modulus when tested in
accordance with Section 8 of this practice.
X2.1.1 This Appendix: covers the test procedures for X2.2.2 Table X2.1 presents a list of chemical solutions that •
chemical - resistance properties of CIPP. .vnnimum standards serve as a recommended minimum requirement for the
are presented for standard domestic sewer applications, chemical- resistant properties of CIPP in standard domestic
sanitary sewer applications.
.X2.2 Procedure for Chemical-Resistance Testing: X2.2.3 For applications other than standard domestic sew
X2.2.1 Chemical resistance tests should be completed in age, it is recommended that chemical- resistance tests be
accordance with Practices D 543. Exposure should be for .a conducted with actual samples of the fluid ilowing in the pipe.
minimum of one month at 73.4 °F (23 °C). During this period, These tests can also be accomplished by depositing CIPP tcs1
the•CTPP test specimens should lose no.more than 20 % of their specimens in the active pipe.
•
TABLE X2.1 Minimum Chemical Resistance Requirements for
•
•
Domestic Sanitary Sewer Applications
•
Chemical "Sotutlon Concentration, %
Tap.water•OH 6-9) • 100
Nitric add 5
Phosphoric acid 10
Sulfuric add 10
Gasoline 100
Vegetable oil 100
Detergent 0.1
Soap 0.1
•
•
ASTM international takes no position respecting the validly of any patent rights asserted In connection with any itern mentioned •
•
in this standard. Users .ot this standard are.expresslyadvtsed that determination of the validity of any such patent rights. and the risk
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'This standard is subject to revision at any time by the responsible technical committee and roust be reviewed every five years and
11 not revised, either reapproved or withdrawn. Your commsnts.are invited Wilier for revision of ibis standard orforaddltional standards
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