HomeMy WebLinkAboutWWP273588 (3)46 CITY OF RENTON
TRANSPORTATION SYSTEMS -TRAFFIC OPERATIONS
TRAFFIC CONTROL PLAN
coNssxucTloti COMPANY. tea.._. („ ►•.,,1,��� !.5\Al APPI,. DATE: 12 - Z% i
ADDRESS: _ I3 . E SJ PERMIT N: ---
�wj`—_�� (D. PHONE
E-MAIL ADDRESS: f L C,ti yi Lww¢ S �y e- T _ _ _ ►fOB./CEL.—
CONSTRUCTION SUPERINTENDENT: _�� W. T��t�h ig44 FAX #: ( )
PROJECT NAME:
PROJECT LOCATION: _ .-_... N/E/S/W OF:
WORK TIME -- d =� `�' J12\✓1f 4 APPROVED BY: _ e— 417
WORK DATE:1 - 1-7e—_ APPROVAL DATE:
NOTES: 1) WORK 'LONE TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD).
2) CALL 8tI (USING A LOCAL PHONE) OR 253-852-2121 (USING A CELL PHONE). FIRE, AND POLICE
DEPAR"TMENTS BEFORE ANY CLOSURE WITHIN PUBLIC RIGHT OF WAY.
3) CALL METRO TRANSIT CONTROL CENTER AT (206) 664-2732 AT LEAST TWENTY-FOUR (24) HOURS
BEFORE ANY STREET OR LANE CLOSURE AND 30 MINUTES BEFORE THE ACTUAL CLOSURE.
4) THIS PLAN MUST BE SUBMITTED AT LEAST THREE (0) WORKING DAYS PRIOR TO WORK.
5) APPROVED TRAFFIC CONTROL PLAN MUST BE AT THE. WORK SITE DURING WORK HOURS.
8) ANY VEHICLE AND/OR EQL'IPMEN"[ TO BE USED FOR WORK WITHIN THE CITY RIGHT OF WAY MUST
DISPLAY A COMPANY LOGO (ANY LEGALLY ACCEPTABLE SIGN SHOWING A COMPANY NAME, ADDRESS,
AND TELEPHONE NUMBER) AT A CONSPICUOUS PLACE ON THE VEHICLE OR EQUIPMENT.
COMMENTS: We A/_ypcT
�• ° "' G .�� Q % n G SKETCH
VL u f 4 Ci rr�5 S/y n T �'irlsS f .4e -NORTH
40�/
{
t,ave been inf med Of my respo . alb litieS for troff:c control Ond
ogree to cor? �Ith cliNffic Areguictiens of tle C :y of Rerton
SIGNATURE:
DATE:_ Lam.___._..
" \3*\TRANSPOR.'A:\or'EFFA'1p\.kr \Trofrc Oovat.o*s\'ra�rc C,_ p,\gCp? , 0'+9
r �
re
r�cE clr• OEV SERH-E_ INSPECZi K KfPRO�_
Ip V SFRkl . PLAN Rr Vlf W A iIamw/i 1€ A
"a'tt i KEMI CIRRY/I71a' SXtfv
—__ _ _.
PRE CAwO ?AR'„ASlSfA n�
I, LWI\02'Dwl- , representing `7Vn CO -LA& � �t�1✓i �0r1 vMP� ��'�
agree to comply with all traffic regulations of the City of Renton. I shall prepare a traffic
control plan and obtain City approval of that plan. That plan shall be implemented for all
street and lane closures, and the plan shall be performed in compliance with the Manual on
Uniform Traffic Control Devices. I shall notify emergency services twenty-four (24) hours
before any street or lane closures. I understand any lane or street closures not in
conformance with the approved traffic control plan and/or without notification of emergency
services may result in my receiving a citation for violation of'R.C.W. 47.36200 through
47.36.220; 9A:36.050 Reckless Endangerment, and other applicable State and City codes.
I certify I am responsible for the project and the responsible party to be cited for violation of
R.C.W. 47.36200 through 47.36220 or 9A.36.050 Reckless Endangerment, and other
applicable State and City codes.
NAME: t-1 1 W., 52" n
WORK ADDRESS: VALA`y SE
WORK PHONE:
WASH NGTON STATE DRIVERS LICENSE NUMBER:AT C K I n Lil D `I.,-
CATraffrc OperatIom\Traffie Control Pian\tcpforml.doc
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I
END GIO-2A
ROAD WORK OR
DOWNSTREAM TAPER
/ TO SHOW END OF WORK
AREA - SEE NOTE 5
0 \
s
e
p _ \ Z
END O \e
44
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LONGITUDINAL BUFFER SPACE - B
POSTED SPEED (MPH)
25
30
35
40
45
50
55
80
65
LENGTH B (FEET)
155
200
250
305
360
425
495
570
645
BUFFER DATA
TYPICAL PROTECTIVE VEHICLE WITH TMA (SEE NOTE 1)
VEHICLE TYPE
LOADED WEIGHT
4 YARD DUMP TRUCK
MINIMUM WEIGHT 15,000 LOS.
TRUCK,
(MAXIMUM WEIGHT SHALL BE
SERVICE
IN ACCORDANCE WITH MANU-
FLAT BED, ETC.
FACTURER RECOMMENDATION)
OROLL AHEAD STOPPING DISTANCE - 30 FEET IN.
(DRY PAVEMENT ASSUMED)
V✓1111 - OPTIONAL IF POSTED
gE SPEED 40 MPH OR LESS
PREPARED
TO STOP
mo-4
W20-7A
ONE LANE
+ • 4 ROAD
AHEAD W20.1
ROAD
BE 4 \+ WORK
.p PREPARED AHEAD
/ To STOP \
\ Vl20-7B -OPTIONAL IF POSTED
SPEED 40 MPH OR LESS 4'
ONE LANE
p ROAD ax
AHEAD W20-4
ROAD
WORK
AHEAD W20.1 LEGEND
FLAGGING STATION
b SIGN LOCATION
D D D CHANNELIZINO DEVICES
® PROTECTIVE VEHICLE - RECOMMENDED
NOTES
1. A Protective Vehicle Is rocommended regardless If a True Mounted Attenuator
(TMA) is available, a work vehicle may be used. When no TMA is used the
Protective Vehicle Shall be strategically located to shield WOrkerS, with no
specific Roll -Ahead distance.
2. Night work requires additional roadway lighting at lagging stations. See
WSDOT Standard Specllcatlons for additional details.
3. Extend Channelizing Device taper across shoulder - recommended.
4. Sign sequence Is the same for both direLdons of travel on the roadway.
5. Channelizing Device spacing for the downstream taper option Shall be 20' O.C.
6. For signs size refer to Manuel on Uniform Traffic Control Devices (MUTCD)
and WSDOT Sign FabrlcaUon Manual M55-05,
SIGN SPACING ■ X (1)
RURAL HIGHWAYS 001 65 MPH
SOD z
RURAL ROADS 451 55 MPH
SW t
RURAL ROADS L URBAN ARTERIALS 35 r 40 MPH
350' 4
RURAL ROADS. URBAN ARTERIALS. 251 30 MPH
200 1: (2)
RESIDENTIAL S BUSINESS DISTRICTS
LINIIAN SI NFF IS 25 MPH OR I I SS
100' t (2)
ALL SIGNS ARE BLACK ON ORANGE UNLESS OLSIGNA I LU OTHENWISL
IT ALL SIGN SPACING MAY SL ADJUSTED TO ACCOMMODATE INTERCHANGE
RAMPS. ATGRADE INTERSECTIONS, AND ORIVCWAYS.
121 THIS .SIGN SPACING MAY HE REDUCED IN URBAN ARLAS Tr1 FIT
ROADWAY CONDITIONS.
FOR LOCAL AGENCY USE ONLY
NOT FOR USE ON STATE ROUTES
ro,t�l
4
2
e ■al
r° s
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FF. fir.! TE.w \'
5
iEXPIRES 4UCJST 4. 2007iliQ
LANE CLOSURE
WITH FLAGGER CONTROL
STANDARD PLAN K-20.40-00
SHEET 1 OF 1 SHEET
APPROVED FOR PUBLICATION
Ken L. Smkh 02-15-07
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Company Name v
Address td SS �Kc-
Transmittal. Form
Date:
LaA"1 Company:
Attention:�
Phone Numberg l S . 4 30 _ 'l 20 l From:
Project name: CKSC t b�
Le4--,,
Subject: ' AA I rf02�-- PJe►� e
We are sending you: `'
`�] Attached ❑ Under separate cover
a-Alo
City, State, Zip (4'L, UN
Via:
US Mail
❑ Hand Delivery
11�('Express Mail
❑ FAX
❑ FEDEX
o Other
❑ UPS
Description
Date No Copies
` t n
I �
SIM Mt
For your:
Records
Use and information
Approval
❑ Review and comment
❑ Use and distribution
Signed:
WMARKETING
Memo:
Submittals.doc
1.1/22/2011 16:18 FAX 1 256 831 5575 Ultraliner-G3fax
0 0001/0001
November 21, 2011
Mr. Jim Atchinson
c/o Suncoast Environmental N W
14413 Southeast 8th St.
Vancouver,WA 98683
RE: Renton, WA Sewer Rehab Project
Cascade Interceptor Rehab WP-27-3588
This letter certifies that Ultraliner PVC AlloyTM Pipeliner meets or exceeds cell classification
16111 per ASTM D 1784 and ASTM F-1871.
DESIGN PARAMETER
Tensile Strength
Tensile Modulus of Islas.
Flexural Strength
Flexural Modulus
Izod Impact
Sincerely,
Luther D. Whittle
President
STATE OF ALABAMA
CALHOUN COUNTY
NfMNIUNI VALUE
3,600 PSI
155,000 PSI
4.100 PSI
145,000 PSI
15 Ft - lb/in.
I, the undersigned Notary Public, do hereby certify that on this a'13-� day of LjlioO 11, personally
appeared before me Luther D. Whittle, who, being first duly sworn, declared that he is the President of
ULTRALINTR, INC., that he signed the foregoing letter as the President of the company (Ultraliner, Inc.) and with
full authority, executed the same voluntarily for and as the act of said mpany.
r tary Pub '
EAVI
My commission expires: /� 3 aD l3
P.O. Drawer 3630, Oxford, Alabama 36203 Phone: 256.831 .551 5 Fax: 256.831 .5575
www.ultraliner,com
Designation: F1871 — 11 An American National Standard
Standard Specification for
Folded/Formed Poly (Vinyl Chloride) Pipe Type A for
Existing Sewer and Conduit Rehabilitation'
This standard is issued under the. fixed designation F1871; the number immediately following the designation indicates the vear 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 an editorial change since the last revision or reapproval.
1. Scope
1.1 This specification covers requirements and test methods
for materials, dimensions, workmanship, flattening resistance,
impact resistance, pipe stiffness, extrusion quality, and a form
of marking for folded/formed poly (vinyl chloride) (PVC) pipe
for existing sewer and conduit rehabilitation.
1.2 Pipe produced to this specification is for use in non -
pressure sewer and conduit rehabilitation where the folded
PVC pipe is installed into and then expanded to provide a close
fit to the wall of the original conduit, forming a new structural
pipe -within -a -pipe.
NOTE I —For installation procedures refer to Practice F1867.
1.3 This specification includes pipe made only from mate-
rials specified in Section 6. This specification does not include
pipe manufactured from reprocessed, recycled, or reclaimed
PVC.
1.4 The values stated in inch -pound units are to be regarded
as the standard. The SI units given in parentheses are provided
for information only.
1.5 The following precautionary statement pertains only to
the test method portion, Section 11, of this specification. This
standard does not purport to address all of the safety concerns,
i f an}; associated with its use. It is the responsibility of the user
of this standard to establish appropriate safetyand health
practices and determine the applicability of regulatory linuta-
lions prior to use.
1.6 There is no similar or equivalent ISO Standard.
2. Referenced Documents
2.1 ASTM Standards:'
D618 Practice for Conditioning Plastics fur Testing
D638 Tcst Method for Tensile Properties of Plastic;
D648 Test Method for Deflection Temperature of Plastics
This standard is under the jurisdiction of Committee FI' on Plastic Piping
Systems and is the direct responsibility of Subcommittee FI7t,I on Trenchiess
Plastic Pipeline Technology.
Current edition approved April 1, 2011. Published May 2011. Originally
approved in 1998. Last previous edition approved in 2002 as F1871-02' which was
withdrawn January 2011 and reinstated in April 2011. DOi: 10,151-0/1-1871-11.
For referenced ASTM standards, visit the ASTM website, wuw.asun.org, or
contact ASTM Customer Set -vice at servicc@astm.org. For Annual Book afASTM
Smndards volume information, refer to the standard's Document Summary page on
the ASTM website.
Under Flrcurtil i.oad in the EdJrtt isc Pu: iniljn
D790 Test 1Mc[hods Cor FleXural Properli� LIf UnrcinfurccC
anti Reinforced Plastics and Fiec[ric.tl Tn. ul.+tin_ ATateri,�l
D1600 Terminology for Abbrevmtu:d Tcnus P.clatin u
Plastics
D1784 Specification for Rigid Polv(Vinvl Cl;luridcl (PV(_l
Compounds and Chlorinated Polv(linvl ChloncIcl
(CPVC) Compounds
D2122 Test Method for Dcicrtllimiw Ditltt:n i n of Thor
ntoplas,nc Pipc and Fittin_.S
D2152 Tcsl Method for Adcyuacy of Fusion r,f F.xuildcd
Polv(Vinvl Chloride) WVC" Pipe and MOI i:d Fitlin,_s by
Acetone immersion
D241'_' Test 'Method tor Dctcnn nation ul Fx1;nt�d Loatlitll
Characlerislic, of Plastic Pipc by Parailci-Plat;: L I-1dino
D2444 Test Nllcthod for Dctcrminai ton t�i [hc Iliipacl RC.�IS-
lancc of Thermoplastic Pipc anct Fittings by 1�Ican; rIr a
Tup (Falling Weight)
F412 Tcrminolv_v Roaring to Piastic PipmL,.S�sttn:=
F1057 Practice fi f-Estinlatin« the C)ttalily 0C EytTu(J,:d Poly
(Vill)i Chlinidc) ipVCi Pipc by the Hca! Kc\rr,,inn Tcch
tli(Juc
F1867 Practice for installation ni Fnicied/I-ornl,-ii Poly Vi-
n}'I Chloride) (PVC) Pipc Type A 'Or E rising S".Vvcr ar:d
Conduit Rchabilita[ion
2.2 Federal Standard:'
Fech. Sid. No. 123 Marking for Shipment (Civil Agencies)
2.3 Military Standard:'
MIL-STD-1 ?9 Marking for Shipment and Storage
3. Terminology
3.1 Definitions: Definitions are in accordance with Ternii-
nology F412, and abbreviations are in accordance with Termi-
nology D 1600, unless otherwise specified. The abbreviation for
polyvinyl chloride) plastics is PVC.
3.1.1 The term TYPE A is not an abbreviation, but rather an
arbitrary designation for PVC compounds with a minimum
value for modulus in tension as listed in 6 1 and a maximum
value as defined by cell limit 1 of Specification D 1 7 S-1.
Available from Standardization Documents Order Desk. DODSSP, Bldg. 4,
Section D, 700 Robbins Ave,. Philadelphia, PA 19111-5098, http://
dodssp. daps.dla. mil.
Copyright ® ASTM International, 100 Barr Harbor Drive. PO Box C700, West Conshohocken, PA 19428.2959, United States.
Copyright by ASTM int'I (all rights resm,ed); Wed Jul 27 15:14:02 EDT 2011
Downloaded/printed by I
Janice Williams (Ultraliner,+lnc.) pursuant to License Agreement. No further reproductions authorized
EF1871-11
3.2 Definitions of Ternes Specific to This Standard:
32.1 folded pipe, n—pipe that has been manufactured and
calibrated round, then subsequently cooled and deformed into
a folded shape for use in existing sewer and conduit rehabili-
tation (see Fig. 1).
3.2.2 formed pipe, n—A folded pipe that has been inserted
into an existing sewer or conduit and expanded with steam heat
and pressure, and, if required by the manufacturer, with a
squeegee device or similar device to provide a close fit to the
existing pipe (see Fig. 1).
3.2.3 formed field sample, n—A formed field sample is
formed when the folded pipe has been inserted into a mold pipe
and expanded with steam heat and pressure, and, if required by
the manufacturer, with a squeegee device or similar device to
provide a close fit to the mold pipe.
4. Significance and Use
4.1 This specification is for use by designers and specifiers,
regulatory agencies, owners, and inspection organizations who
are involved in the rehabilitation of non -pressure sewers and
conduits. Modifications may be required, depending on specific
job conditions to establish a project specification. The manu-
facturer of thee product should be consulted for design and
installation information. Industrial waste disposal lines should
be installed only with the specific approval of the cognizant
code authority, since chemicals not commonly found in drains
and sewers and temperatures in excess of 140°F (60'C) may be
encountered.
5. Applications of Material
5.1 The nominal folded PVC pipe sizes specified in Section
R can be obtained for use in a range of original pipe inside
diameters. Tablr. I presents recommended ranges that arc
available for each nominal size.
6. Materials and Manufacture
6.1 Basic Materials —The pipe shall be made from virgin
PVC compound meeting all the requirements for cell classifi-
cation 12111 as defined in Specification D 178� and with
minimum physical properties as listed below:
Tensile Strength Test Method D638 3 600 PSI (25 MPa)
Tensile Modulus Test Method D638 155 000 PSI (1069 MPa)
Flexural Strength Test Method D790 4 100 PSI (28 MPa)
Flexural Modulus Test Method D790 145 000 PSI (1000 MPa)
Heat Deflection Test Method D648 115°F (46`C)
Temperature tested at (2 MPa)
264 psi
6.1.1 Compounds meeting the above minimum properties
that have different cell classifications because one or more
properties are greater than those of the specified compounds
are also acceptable, except modulus in tension shall not exceed
280 000 psi.
N— I —This figure is intended only for clarification of terms specific to this specification, and shows a representative folded pipe shape. Other folded
pipe shapes may meet the requirements of this specification.
FIG. 1 Folded Pipe and Formed Pipe —Clarification of Terms
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F1871 -11
TABLE 1 Folded PVC Pipe Recommended Size Ranges of Use TABLE 3 Minimum Pipe Stiffness at 5 % Deflection
NOTE -The minimum and maximum recommended existing pipe inside
diameters shown are mean inside diameters along the pipe length and are
not intended as absolute limits on localized dimensions. Consult the
manufacturer for use of folded PVC pipe for sizes of existing pipe beyond
the recommended ranges shown.
Folded Pipe Recommended Existing Resulting Installed DR Range
Nominal Out- Pipe
side Diameter, Inside Diameter Range,
in. (mm) in. (mm)
Min Max DR DR DR DR
26 32.5 35 41
4 (102)
3.6(91)
4.1 (104)
24-27
31-38
6 (152)
5.7 (145)
6.1 (155)
25.27
31-38
8 (203)
7.6(193)
8.2(208)
25-27
31-38
34-36
9 (229)
8.6 (218)
9.2 (234)
25-27
31-38
34-36
10 (254)
9.5(241)
10.2 (259)
25-27
31-38
34-36
12 (305)
11.6 (295)
12.6 (320)
25-27
31-38
34-36
15 (381)
14.5 (368)
15.4 (391)
25-27
31-38
34-36
18 (457)
17.6 (447)
18.2 (462)
34-36 40-42
6.2 Rework Material -Clean rework material from this type
of pipe, generated from the manufacturer's own production
may be used by the same manufacturer, provided that the
rework material meets all the requirements of 6.1 and that the
pipe produced meets all the requirements of this specification.
7. Other Requirements
7.1 Pipe Flattening -There shall he no evidence of split-
ting, cracking, or breaking when the rounded pipe is tested in
accordance with 11.3.
7.2 Pipe Impact Strength -The impact strength of rounded
pipe shall not be less than the values given in Table 2 when
tested in accordance. with 11.4.
NLYm -This test is intended only for use as a quality control test. not
as a simulated service test.
7.3 Pipe Stiffness -Pipe stiffness values for the rounded
pipe shall comply with'Tabl;; 3, when tested in accordance with
11..41.
7.4 Extrusion Quality --The extrusion quality of the pipe
shall be evaluated by both of the following test methods.
7.4.1 Acetone hnmersion-The pipe shall not flake or dis-
integrate when tested in accordance with 11.6.1.
7.4.2 Heat Reversion -The extrusion quality shall be esti-
mated by heat reversion method in accordance with 11.6.2.
7.5 Flexural Properties -Flexural modulus of elasticity
values for the rounded pipe shall comply with 6.1.
8. Dimensions, Mass, and Permissible Variations
8.1 Formed Pipe Diameter -The average outside diameter
of the formed pipe shall meet the requirements given in Tabl
TABLE 2 Minimum Impact Strength at 73°F (23°C)
Pipe Size, in. (mm) Impact Strength, ft4bf (J)
4 (102)
150
(203)
6 (152)
210
(284)
8 (203)
210
(284)
9 (229)
220
(299)
10 (254)
220
(299)
12 (305)
220
(299)
15 (381)
220
(299)
18 (457)
220
(299)
Pipe Size,
in. (mm) Pipe Stiffness psi (kPa)
DR 26 DR 32.5 DR 35 DR 41
4(102)-18(457) 41 22 16.5 11
(281.9) (151.3) (113.7) (75.6)
4 with a tolerance of plus or minus 1.0 % when measured in
accordance with 11.2.1.
8.2 Formed Pipe wall thickness of the rounded pipe, when
measured in accordance with 11.2.2, shall not be less than the
values specified in Table 4.
9. Workmanship, Finish, and Appearance
9.1 The formed pipe shall be homogeneous throughout and
free from visible cracks, holes, foreign inclusions, or other
injurious defects. The pipe shall be as uniform as commercially
practical in color, opacity, density, and other physical proper-
ties.
10. Sampling
10.1 The formed pipe sample preparation shall involve the
unfolding and expansion of a folded pipe sample within a split
pipe mold with an inside diameter equal to the notminal outside'
diameter as shown in Table 4. A folded pipe sample of
sufficient length, 10 ft (3 m) maximum, to complete the testing
requirements shall be inserted into the split pipe mold and
secured at the ends. The assembly shall then be placed in an
enclosed chamber for heating. Ambient pressure steam shall be
applied to the chamber for at least a 15-minute period at a
minimum temperature of 220°F (104°C). While maintaining
the minimum 220°F temperature, the folded pipe shall then be
formed by applying internal steam pressure at 5 psig (34 kPa)
for a period of 2 minutes. While maintaining the 5 psig intemal
pressure, transition to air pressure and cool the sample to 100°F
(38°C) or less. Remove the rounded sample from the mold for
testing.
10.2 The frequency of sampling shall be as agreed upon by
the purchaser and the seller.
10.3 Initial and retest samples shall be drawn from the same
production shift.
11. Test Methods
11.1 Test Conditions -Conduct tests in the Standard Labo-
ratory Atmosphere of 73.4 ± 3.6°F (23 +- 2°C) and 50 - 5 %
TABLE 4 Formed Pipe Dimensions
Nominal
Minimum Wall Thickness, in. (mm)
Outside
Diameter,
in. (mm)
DR 26
DR 32.5
DR 35 DR 41
4.00 (102)
0.154 (3.91)
0.123 (3.12)
6.00 (152)
0.231 (5.87)
0.185 (4.70)
8.00 (203)
0.308 (7.82)
0.246 (6.25)
0.229 (5.8)
9.00 (229)
0.346 (8.79)
0.277 (7.04)
0.257 (6.5)
10.00 (254)
0.385 (9.78)
0.308 (7.82)
0.286 (7.3)
12.00 (305)
0.462 (11.73)
0.369 (9.37)
0.343 (8.7)
15.00 (381)
0.576 (14.63)
0.462 (11.73)
0.429 (10.9)
18.00 (457)
0.439 (11.15)
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EF1871 —11
relative humidity, with test specimens conditioned in accor-
dance with Procedure A of Test Methods D618. unless other-
wise specified in the test methods or in this specification.
11.2 Formed Pipe Dimensions:
11.2.1 Pipe Diameters —Measure the outside diameter of
the pipe in accordance with the applicable section of Test
Method D21 22. Either a tapered sleeve gage or a vernier
circumferential wrap tape accurate to ±0.001 in. (±0.02 mm)
may be used.
11.2.2 VV�zll Thickness —Measure the wall thickness in ac-
cordance with the applicable sections of Test Method D2122.
Make sufficient readings, a minimum of six, to ensure that the
minimum thickness has been determined. Use a cvlindrical
anvil tubing micrometer accurate to ±0.001 in. (±0.02 run).
11.3 Pipe Flattening —Flatten three specimens of rounded
pipe, 6 in. (152 mm) long, between parallel plates in a suitable
press until the distance between the plates is 40 % of the
outside diameter of the pipe. The rate of loading shall be
uniform and such that the compression is completed within 2 to
5 minutes. Remove the load and exantine the specimens for
evidence of splitting, cracking, or breaking.
11.4 Impact Resistance —Determine the impact resistance
of the rounded pipe in accordance with the applicable section
of Test Method D2444, using a 20-lb (9 kg) Tup A and the flat
plate Holder B. Test six specimens each 6 in. (152 nun) long at
the impact levels given in Table 2. All shall pass. If one fails,
test another six specimens. Eleven passes out of 12 tested shall
be acceptable.
11.5 Pipe Stiffness —Determine the pipe stiffness for
rounded pipe specimens using Test Method D2412. Test three
specimens, each 6 in. (152 mm) long. The pipe stiffness of each
specimen at 5 %n deflection shall equal or exceed the minimum
value listed in Table -5.
11.6 Extrusion Qualitv:
11.6.1 Acetone Immersion —Tests shall be run in accor-
dance with Test Method D2152 on rounded samples, every
production lot run. This procedure is used for determining the
extrusion quality of extruded PVC plastic pipe as indicated by
reaction to immersion in anhydrous acetone. It is applicable
only for distinguishing between unfused and properly fused
PVC.
11.6.2 Heat Reversion —Tests shall be run in accordance
with Practice F1057 on rounded pipe samples, every produc-
tion lot run. The rounded pipe shall not exhibit any of the
effects listed in the suggested Interpretation of Results in
Practice F1057.
11.6.3 Flexural Properties Tests shall be run on rounded
Pipe samples in accordance with Test Method D790, Method I,
Procedure A, every production lot run.
12. Inspection
12.1 Inspection of the material shall be made as agreed upon
by the purchaser and the seller as part of the purchase contract.
13. Retest and Rejection
13.1 If the results of any test(s) do not meet the require-
ments of this specification, the test(s) may be conducted again
in accordance with an agreement between the purchaser and
the seller. There shall be no agreement to lower the minimum
requirement of die specification by such means as omitting
tests that are a part of the specification, substituting or
modifying a test method, or by changing the specification
limits. In retesting, the product requirements of this specifica-
tion shall be met, and the test methods designated in the
specification shall be. followed. If, upon retest, failure occurs,
the quantity of product represented by the test(s) does not meet
the requirements of this specification.
14. Certification
14.1 When specified in the purchase order or contract, a
manufacturer's certification shall be furnished to the purchaser
that the material was manufactured, sampled, tested, and
inspected in accordance with this specification, and has been
found to meet the requirements. When specified in the pur-
chase order or contract, a report of the test results shall be
furnished. Each certification so furnished shall be signed by an
authorized agent of the manufacturer, the individual respon-
sible for perforttung the tests.
15. Product Marking
15.1 Pipe in compliance with this specification shall be
clearly marked as follows at intervals of 5 ft. (1.5 m) or less.
15.1.1 Manufacturer's name or trademark and code.
15.1.2 Nominal outside diameter,
15.1.3 The PVC cell classification, for example "1211 L"
15.1.4 The legend, "DR XX Folded PVC Pipe,"
15.1.5 This designation "Specification "and
15.1.6 Length marker and linear distance label, for ex-
ample:" 1000 ft" ("304.8m").
16. Packaging
16.1 The full length and wall thickness of the folded PVC
pipe is heated and coiled onto a reel in a continuous length for
storage and shipping. The minimum diameter of the reel drum
or core shall be 48 in. 0 219 mm).
17. Quality Assurance
17.1 When the product is marked with this designation,
F1871. the manufacturer affirms that the product was manu-
factured, inspected. sampled, and tested in accordance with this
specification and has been found to meet the requirements of
this specification.
18. Keywords
18.1 installation, underground; plastic pipe, thermoplastic;
poly (vinyl chloride) (PVC) plastic pipe; rehabilitation, trench -
less technology
Copyright by ASTM Int'I (all rights reserved); Wed Jul 27 15:14:02 EDT 2011
Downloaded/printed by 4
Janice Williams MltralinerjInc.) pursuant to License Agreement. No further reproductions authorized.
F1871 —11
SUPPLEMENTARY REQUIREMENTS
Government Military Procurement
These requirements apply only to federal/military procurement, not domestic sales or transfers.
S1. Responsibility for Inspection —Unless otherwise speci-
fied in the contract or purchase order, the producer is respon-
sible for the performance of all inspection and test require-
ments specified herein. The producer may use his own or any
other suitable facilities for the performance of the inspection
and test requirements herein, unless the purchaser disapproves.
The purchaser shall have the right to perform any of the
inspections and tests set forth in this specification where such
inspections are deemed necessary to ensure that material
conforms to prescribed requirements.
NotF. Sl.l—In United States Federal contracts, the contractor is
responsible for inspection.
S2. Packaging and Marking for United States Government
Procurement:
52.1 Packaging —Unless otherwise specified in the con-
tract. the materials shall be packaged in accordance with the
supplier's standard practice in a manner ensuring arrival at
destination in satisfactory condition and that will be acceptable
to the carrier at lowest rates. Containers and packing shall
comply with uniform Freight Classification rules or National
Motors Freight Classification rules.
S2.2 Marking —Marking for shipment shall be in accor-
dance with Fed. Std. No. 113 for civil agencies and iMIL-STD-
1?9 for military agencies.
NorF. S 1.2—The inclusion of United States Government procurement
requirements should not be construed as an indication that [he United
States Government uses or endorses the products described in this
document.
ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned
in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk
of infringement of such rights, are entirely their own responsibility.
This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and
if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards
and should be addressed to ASTIO International Headquarters. Your comments will receive careful consideration at a meeting of the
responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should
make your views known to the ASTM Committee on Standards. at the address shown below
This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C7o0, West Conshohocken, PA 19428-2959,
United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above
address or at 610-832-9585 (phone), 610-832-9555 (fax), or service@astrn.org (e-mail); or through the ASTM website
(wwwastm.org). Permission rights to photocopy the standard may also be secured from the ASTM website (wwwastm.org/
COPYRIGHTI).
Copyright by ASTM int'I (all rights reserved); Wed Jul 27 15:14:02 EDT 201 1
Downloaded/printed by .5
Janice Williauts (Lrltraliner,+lac.) pursuant to License Agreement. No further reproductions authorized.
1 LJU OJl Oita
a _c•��._,i>. LlenbefZcr$Assoic]Ics
ui ur•ai finer-usrax L0 0017/0046
Ultralincr, Inc. Pnp—dt.. 2,.Nuv.11
U N
PVC ALLOY PA,EM
Design Considerations for
Liner Thickness
and
Flow Characteristics
Ultraliner, Inc.
Oxford, Alabama
11i « /ZU11 IZ:or rxA 1 zoo 631 3010 Uizraliner-G3Tax U 0018/0046
Ultraliner, Inc. Prep—d on 21 Nor.,,
Tape of Content�
Title Page __....
1
Table of Contents 2
Design References 3
General Design Assumptions 4
Properties of Materials 5
Pipe Loading 6
External Pressure 7
Thickness Required for Buckling Pressure
Partially Deteriorated Condition g
Fully Deteriorated Condition 9
Thickness Required for Stiffness 10
Deflection
As calculated by Total Pressure
As calculated by Hydrostatic Pressure 12
Ring -Bending Stress Analysis 13
Increase in Flow Capacity 14
Surnmary 14 Inch Pipe 15
L1/GGI cull 14: o! rAA 1 zoo 001 DJ/o uiuraiiner-63rax LO 0019/0046
Req—.d by &n„���„u Ultraliner, Inc. -rep—d 21-N.,-u
Anmcan Society far Testng art MAmals
ASIM2-121691
(I2beled h=after as AMW 121E-91)
AWWA%mchd far Fbtglas,, Pi-ss=npe, AT WRA WA cgs 8
1989.
(Lbeled hetuafter as F.P.P.)
Cae, Jmlr s M &Steptrn P. Tirrmtr-r� N�±uucs of Nbledalb PV&KENrPli fish r,
Boston 199Q
(Labeled haimfter as MaM)
N ser. AP., Buried Mwp��d M�iCmvHU, NY. I95o.
UADded haeafler as BP.D)
Lhi-Bell PWPipv Association HmJbock of PYUE W, 1982
(La)eledhattfter as HP.P.)
e: Lk of Uuafim' PW ADoy Pjpekxxr ney irnohe er gttc cxing Jud€} nrrts Which cnrot ben kv ithaut inmate
loxxvle,# of all cordbas pem-mingto a Slvcific injan.'x io71 Smcc Unlyff, fix, das not id f a calailtmi ut this regard
iesF ibli ly for uke of infcmi>bon oradvice h-.mh to det =-c Siutabl ity of tFe prodtct for at aWhcat im rs solely Hith the
user.) ....... ..
LV II IL. JO rAA I LOU OJI 0010 ui L,rdlltler-t.i.3Iax LO 0020/0046
Regae,md Dy Limb---S A—i-- Ultraliner, Inc. Prepued II
General Design Assumptions
Long-term creep reduction factor
Design life
Structural support from pavement
Condition of host tunnel
Structural support from host pipe
Factor of safety
Geometric stiffness enhancement factor (K)
Ovality of host pipe
Depth of water
Type of soil
Soil density
Modulus of soil reaction
Deflection lag factor
Bedding factor
Traffic loading
Type of host pipe
Manning coefficient of host pipe
Slope of pipe
as specified
= 0.5
(YRS)
= Sp
none
fully deteriorated
none
= 2
(for use only with partially deteriorated design)
= 7
(%)
= 2
as specified
by engineer (see calculations)
= Silly Sand
(PCF)
= I10
(PSI)
= 1250
= 1.50
= 0.11
H2O 1 X 16,000
(LBS)
or 16,000
Traffic Loading at depths shalower than:
2
ft = 0
= Clay
= 0.013
(17o)
= 0.0035
vt �y-al llrCl--VJl cl.l
VJ 0021/0046
Req..,d by Li bn gu R Asa..--
Ultraliner, Inc.
P,,p—don ?I -Nov -II
Proverb s of MatPri.91c
The Ultraliner PVC AIloy Pipeliner to be provided for this project has the following physical characteristics:
Base Resin
poly(viny1 chloride) homopolymer
ASTM D 256 Izod impact _
(FT-LB/IN) —
>15
ASTM D 638 Tensile strength (PSI) =
3600
ASTM D 638 Tensile modulus (PSI) =
155,000
AST14 D 790 Flexural strength (PSI)
4,100
ASTNI D 790 Flexural modulus (PSI) =
145,000
Long-term flexural modulus (reduced when so specified) (PSI) =
72,500
Mbcttting li3s shown that Ultraliner PVC Alloy Pipeliner is resistant to stress -induced
degradation. When installed in a supported environment such as a pipe liner, the service life
should be comparable to that of typical. P VC pipe.❑
Stephen Hookanson, Chief Chemical Engineer, Vista Chemical).
ASTM D 648 Heat deflection temperature (F) =
115
Chemical resistance suitable for use under general salutary sewer conditions
5
r.— t_c,i — 11 1L. Jv I.a_1 1 GJV 001 JJ!J U 1 Lf'it111[ei—V.S tax
U 0022/0046
Rw�:.,<en. ue:dxreaSAsr�ic.ae., _..__..._.Ulfrpliner Inc ....._..._ z�I I
._ _ ..._..... _. _ ,__...._ ..__-_.___ ..... N��-........... ......
I1�N�11W
Total loading on pipe = dead load + surcharge loading from traffic (Wtot = We + Ws)
Determine the dead load (We) using the following fornlula:
We = Cd*w*Bc*Bd (Eq 14, pJ35, l'LP.P.)
(LB/FT)
Where:
Cd = loading coefficient = (I -CA (-2*ku'*HMd))/(2*ku')
=
2.81
Where:
H = height of soil above pipe
(FT) =
6
Bd = trench width
(FT) =
1.17
ku' _
=
0.13
w = soil density
(PCF)
110
Be =tunnel width
(FT) =
1.17
Therefore, dead load (Wc)
(LB/FT) =
421.24
Determine surcharge loading from traffic (Ws) using Hal l4Rintegration of Bousinesg4Rformula
(modified to consider a point load equivalent to 2X H20)
Ws = Cs*P*F/L (Eq 2.13, p.29, B.P.D.)
(LB/FT)
Where:
Cs = load coefficient
=
6.0097
P = concentrated load
(LBS) =
16,000
F = impact factor
=
1
L = unit length
(FT) =
1
Therefore, surcharge loading from traffic (Ws)
(LB/FT) =
155.56
Therefore, total loading on pipe (Wtot)
(LB/FT) =
576.79
(LB/IN) =
48.07
Submittal Calculations
% r<qo< d by Limber jer S A wicam
for Pcm WA
SOIL type = Silty Sand
PCF = 110 H's = 1250
6
145000 psi material
% Ovality = 2
.iI G — — 1 1 1G.— V—. 1 Guu uol JJIJ Ul LIEU 1-Lite t*-%,arrlx
10 0 0 2 3 / 0 0 4 6
:,Knar �:r}rra sL�. Ultraliner.....
. .......... . ... ......... .. .. .._......._ ,Inc.
Fernal Pr��� it �n PInP
ally QPtl'tinrntt'd GM ity Pine Conrlitiau,
Where the host pipe is incapable of supporting the soil and surcharge loads, the pipeliner must
support hydraulic, soil, and live loads.
Determine the total external pressure on the pipe using the formula:
qt= Yw*Hw+Rw*WC/D+Ws/D (Eq A.20, p.39, F.P.P.)
Where:
We = vertical soil load (LBS/FT) = Ys*H*D/144
(Eq A.10, p.31, F.P.P.)
Thus, qt= Yw*Hw*121N/FT+Rw*Ys*H/144+Ws/(D*l2IN/FT)
Where:
Yw
= specific weight of water
Hw
= height of water above pipe
Hydraulic Pressure
= Yw*Hw*121N/Fr
H
= height of soil
Rw
= water buoyancy factor (1 - 0.33*Hw/H)
Ys
= soil density
Soil Pressure
= Rw*Ys*H/144
Ws
= surcharge loading from traffic
D
= mean host pipe diameter
Traffic load
=Ws/D
Therefore, total external pressure on the pipe (qt)
(LB/IN^3) _
(Fr) _
(PSI) _
(Fr) _
(PCF) _
(PSI)
(LB/FT) _
(1N) _
(PSI) _
(PSI) _
0.0361
0
0.00
6
1.00
110
4.58
155.56
t4
0.93
5.51
7
Submittal Calculations 145000 psi material
11/Z4/Zu1i IZ:30 VAA I Zob 661 00to Ultraliner-G3tax U 0024/0046
P«�e.�ea ny _.r„n,;ra;r & Assol. aru
Ultraliner, Inc.
P'e Pa do 21.N-11
ThickneSS RenulrPrl for Rticklina Pressure
Partially DefeEin-att-d nPsign Cnnditinn: (as defined in the industry)
The existing pipe can support the soil and surcharge loads throughout the design life of
the rehabilitated pipe and the soil adjacent to the existing pipe must provide adequate side
support. The conduit may have longitudinal cracks and some distortion of the diameter.
Note: Ultraliner, Inc. typically includes surcharge loads in Its partially deteriorated
design. If the host tunnel is truly capable of handling the surcharge loads, please request
calculations for infiltration sealing only.
Determ ine the thickness required for buckling pressure using the formula:
P = (2*K*E1)/(1-v^2)*1/(DR-I)^3*C/N (Eq Y1.1 ASTM F 1216-93)
Where:
DR = standard dimension ratio (D/t) _
D = outside diameter of pipeliner (IN) _
t = pipeliner thickness (IN) _
Structural support from host pipe
Thus, tb = D/((2*K*EI*C/(P*N*(1-v^2)))^(1/3)+1))
Where:
D = mean inside diameter of host pipe (IN) _
C = ovality reduction factor ((1-q/100)/(1+q/100)^2)^3 =
q = % ovality of host pipe =
K = geometric stiffness enhancement factor of the tunnel =
El = long-term flexural modulus of elasticity =
N = factor of safety =
P = hydraulic and surcharge pressure on the pipe =
v = Poisson's ratio =
Therefore, the minimum liner thickness for consideration of buckling pressure =
CONCLUSION: The thickness is greater than the recommended minimum.
(IN)
DR for partially deteriorated design =
Refer to fully deteriorated design for the maximum recommended SDR.
35.00
14
0.4000
none
14
0.8358
2
7
72,500
2
0.93
0.38
(IN)
0.1703
0.1703
82.20
lli LLi Lvll 1L.JV F'_%1 1 Lou ool 0010 U1 urai ifier—VSrax
U 0025/0046
K,q,es�rd by l."fl—pr&As—c—s Ultraliner, Inc, Prepuad on 2I.Nov.II
Thickness Required far Rnekling Prncc„re
FnllY r) n tPrinratrd Design Condition: (as defined in the industry)
The existing pipe is not structurally sound and cannot support soil and live loads or is
expected to reach this condition over the design life of the rounded PVC pipe. This condition is
evident when sections of the existing pipe are missing, the existing pipe has lost its original
shape, or the existing pipe has corroded due to the effects of the fluid, atmosphere, or soil.
Determ ine the thickness required for buckling pressure using the formula:
qt= C/tN*(32*Rw*B? E49*(EI*I/D^3))11(1/2) (EgX1.3ASTM F 1216-93)
Where:
I = moment of inertia of pipe]iner wall = (t^3)/12
Where:
t = wall thickness of liner pipe
Taws, tb = 0.721*D*((N*gt/C)^2/(El*Rw*B'*Es))A(1/3
Where:
D
= mean inside diameter of host pipe
(IN)
N
= factor of safety
qt
= total external pressure on the pipe
(PSI)
q
= % ovality of host pipe
M)
C
= ovality reduction factor ((1-q/100)/(1+q/100)^2)^3
Hw
= height of water above top of pipe
(FT)
H
= height of soil above top of pipe
(FT)
Rw
= water buoyancy factor=1-0.33*Hw/H
B'
= coefficient of elastic support
(IN*LB)
= 1/(1+4e^(-0.065*H))
E's
= modulus of soil reaction
(PSI)
El
= long-term flexural modulus of elasticity
(PSI)
Therefore, the minimum liner thickness for consideration of buckling pressure
CONCLUSION: The thickness is greater than the recommended nunimum.
(IN) 0.4000 >/_
The maximum recommended SDR
14
2
5.51
2
0.8358
0
6
1.00
0.2697
1250
72,500
0.1941
(IN)
0.1941
72.I2
ii ccicvll lc:oa r.�:� 1 Lib MS1 bol5 Ultraliner-Ufax U0026/0046
Faea bv. L.—"gcren.__....U1.trahne;
Dae mile if the line ftcknoss is xiequefcr the requiredi umllunMffnff using tle
famine Jb N14 AST"F 1216-St3)
pipeliner stiffness (ps) = E*Id/D^3 = E/(12*SDR^3) (IN*LB) >/= O.093
Where:
E = modulus of elasticity (PSI) = 145,000
Id = moment of inertia of pipeliner wt (t^3/12) (IN^3) = 0.0053
D = mean inside diameter of host pipe (IN) = 0.8358
SDR = standard dimension ratio of pipeliner = 35
Thus, the pipeliner stiffness (ps) (IN *LB) = 0.2818
CONCLUSION: The stiffness is greater than the recommended minimum.
(IN*LB) 0.2818 >/= 0.093
Recommended maximum SDR = 50.65
10
I li LLI LV 11 1L: 00 rn.), 1 LJO 001 D013 uiurallner-u3rax
Z 0027/0046
Regcnkd by u:�n�s�,a As:��.o�� LT1_trahner,Inc. ar<p ee o„ z,.No
Deflection As Calcillated by To al Fsrtarnal Prnec»rn
Determine deflection of pipeliner using the Iowa Formula:
%ey/D = (D1*K*qt*l00)/(0.149*F/cy+ 0.061 *E?
Where:
F/oy = 6.7*E1*I/rA3
Thus, %oy/D = (D1*K*qt*100)/(E*I/rA3+0.061*E?
(Eq 28, p.164, H.P.P.)
Where:
o YID = %deflection -
DI = deflection lag factor
K = bedding factor
_
qt = total external pressure on pipe
(PSI)
E = flexural modulus of elasticity
(PSI) _
r = radius
(IN) _
t = pipeliner thickness
(IN) _
I = moment of inertia of pipeliner wall
(IN A3) _
N = safety factor
_
E' = modulus of soil reaction
(PSI)
Therefore, percent deflection (%y/D)
M) _
(Note: For the sake of conservatism in
design this number should not exceed 7.5%)
Alaximum deflection (IN)
(IN) _
Note: Due to their more compliant nature, lower stiffness liner pipes develop less--ring--
bending stress upon deflection, and therefore can structurally handle an even greater percentage
of deflection. The recommended maximum allowable deflection for the higher stiffness D-3034
sewer pipes as pubished in the UniBell Handbook of PVC Pipe is 7.5%. In any case, in the real
world (whatever that may be) deflection should be immeasurable in an installed liner pipe.
CONCLUSION: The deformation is less than the recommended maximum.
1.5
0.11
5.51
145,000
7
0.4000
0.0053
2
1250
1.16
0.1621
(%o) 1.16 </ 10.31
Note: The deflection calculations do not take into consideration the enhancement of the
geometric stiffness provided by side wall support. Additionally, the soil modulus is determined
by back calculation with data collected from trenched instalations prior to soil consolidation.
Furthermore, handling and backfill pressures, which account for the majority of the predicted
deflection, are not a factor in a trenchless installation. In a trenchless installation, the actual
deflection should be immeasurable. The deflection calculations are, however, informative in
helping to determine the maximum potential ring -bending stress to which the pipe may be
subjected under the prescribed loading conditions.
11
Submittal Calculations 145000 psi material
A rrq.—,dFry LienherQer.CAssoics—
V11 1L. Uzi rAA I zoo 631 Oatb Ultraliner-(33fax
Ia0028/0046
";—IJ by L"z' Utraliner, Inc.
D . .. ........ .... efle.etion As Cniellinttd 14L.Hyd rn
static Pressure
Determine deflection of pipeliner using the Iowa Formula:
% ay/D = (Dl* K*qt* 100)/(0.149*F/Ay+ 0,061 *E?
Where:
Fl,n,Y = 6.7*El*ld/rA 3
Thus, %AyfD = (DI*K*q*100)/(El*ld/rA 3+0.06]*E?
(Eq 28, p.164, H. P. P.)
Where:
...... .... . ...
% y/D = % deflection
............ ..... ............
(%)
DI = deflection lag factor
K = bedding factor
1.5
q = hydraulic pressure on pipe
(PSI)
0.11
El = long-term flexural modulus of elasticity
(PSI) =
0.00
r = radius
72,500
t = pipeliner thickness
(IN)
(IN) =
Id = moment of inertia of pipeliner wall (03/12)
0.4000
(INA3) =
0.0053
E' = modulus of soil reaction (PSI) = 1250
Therefore, percent deflection (%y/D)
Recommended maximum percent deflection (% ya) M 0.00
M 10.31
(Note: For the. sake .9f,conservatism indesign this number should not exceed 7.5%)
Note: Due to their more compliant nature, lower stiffness . , .- liner- .. - pipes - , - , develop- - . . , less . . ring
, ng
bending stress upon deflection, and therefore can structurally handle an even greater percentage
of deflection. The recommended maximum allowable deflection for the higher stiffness D-3034
sewer pipes as pUbished in the UniBell Handbook of PVC Pipe is 7.5%. In any case, in the real
world (whatever that maybe) deflection should be immeasurable in an installed liner pipe,
..... .... ... ....
CONCLUSION: The deformation is less than the recommended maximum.
Note: The deflection calculations do n' _0.00 10.31
ot take into consideration the enhancement of the
geometric stiffness provided by side wall support. Additionally, the soil modulus is determined
by back calculation with data collected from trenched instalations prior to soil consolidation.
Furthermore, handling and backfill pressures, which account for the majority of the predicted
deflection, are not a factor in a trenchless installation. In a trenchless installation, the actual
deflection should be immeasurable. The deflection Calculations are, however, informative in
helping to determine the maximum potential ring -bending stress to which the pipe may be
subjected under the prescribed loading conditions.
I . 2
��' —�' ��++ i� .ice a.a.a 1 �,uu uul uuau U11, 1'f11111C1—�]J1F,ln
L910029/0046
' Rel, as d by Lienbergvr k Aasoi;a— Ullraliner, Inc.
Bing-R nrP ]�j]g .�trPc�
Determine if thickness is adequate to resist ring -bending stresses using the formula:
Ob = Df*E*ya*t/D^2 (Eq A.6, p.27, F.P.P.)
Where:
Ob = maximum ring -bending stress due to deflection
(PSI)
t = liner thickness
(IN) =
0.4000
Df = shape factor (Table A,1, p.28, F.P.P.)
=
8
E = modulus of elasticity
. .. --
(PS,I) =
145,000
Ring -betiding stress analysts requires the use of initial material strengths. Use of long-
term strength values is not only inappropriate, but also extremely unconservative.
ya = maximum allowable deflection
(IN)
0.1621
D = diameter of pipeliner
(IN) =
14
Thus, maximum ring bending stress due to deflection (Ob)
(PSI) =
383.77
Determine the ring -bending strength of the pipeliner using the formula.
Ob s Sb/N
Where:
Sb = ring -bending strength of pipeliner
(PSI) =
4100
N = factor of safety
2
Thus, the ring -bending strength of the pipeliner
(PSI)
2050
CONCLUSION: The ring -bending strength is greater than the recommended minimum.
(PSI) ..
Determine the minimum recommended SDR using theformula:
2050........
383.77
DR = D/(Ob*D^2/(Df*_E*ya))
13
11/ LL/ Lvli iL �o rn_s 1 Liu 001 0010 U1t,raiirrer—U3Tax
U 0030/0046
Rcu—ld Ny Lt,n ge, d: ^sseic arc. Ultralmer Inc
... ... ........ _._.-._-..-__.. _.-...... )....._....-._.... .-.._ _......_..-_. _... Prcpued- 21.N—It
Increase in Flow Cnacity
Flow Capacity = Mean Flow Velocity * Flow Area (Q = V*A) (Eq 93, p.240, H.P.P.)
Where:
Q = Flow Capacity
V = 1.486 * R^(2/3) * s^(1/2)/ n
Therefore, Q = 1.486*A*R^(2/3)*s^(1/2) /n
where:
ID. = inside diameter of pipe host line (FT) =
1.1667
lined line (FT) =
R
1.10
= hydraulic radius (ID/4) host line (FT) =
0.2917
lined line (FT) =
0.2750
s slope of pipeline (%) =
0.0035
n = Manning's coefficient host line: Clay =
0.013
lined line: =
0.009
A =Flow Area of the pipe (cu*ID^2*Pi /4)
where:
cu = capacity being utilized =
85%
host line (Fr^2) =
0.9087
lined line (FT^2) =
0.8078
(FT^3/sec) (GAL/nun)
Therefore, Q for
host line = 2.70 =
1185.33
lined line = 3.34 =
Change in Q
1463.51
—
Therefore, Increase in Flow Capacity (Q)
78 18
27818
(%) =
CONCLUSION:47
Despite the slight decrease in internal diameter, there is a substantial increase in flow.
.
Tote: Ultra llner PVC Alloy Pip el iner is manufactured with a M arm in OR co effici ent of 0.009. Due to Ultra liner PVC
Alloy Pipeliner's extremely tight fit, the pipeliner will conform to abnormalities in the host pipe which can affect flow
Tales. In order to provide a fair comparison between materials, the previous flow calculations follow the industry
standard practice of disregarding the effects of such abnormalities, which will vary from installation to installation,
and
serve only as evidence of flow rate increases due to the change in smoothness of the interior surface of the tine. This
provides the specifier with a more accurate and direct comparison between products.)
For a more precise calculation of expected flow rates, it is suggested that a Manning coefficient of 0.010 be used
to
account for the effects of the host pipe.fiabnormalities on the M anningcoefficient of the installed pipeliner.
where:
ID. = inside diameter of pipe host line =
1.1667
lined line =
1.10
R = hydraulic radius (ID/4) host line =
0.2917
lined line =
0.2750
s = slope of pipeline =
0.0035
n = Manning's coefficient host line: Clay =
0.013
lined line: =
0.01
A = Flow Area of the pipe ( eu*ID^2*Pi /4)
host line (FT^2) =
0.9087
lined line (FT^2) =
0.8078
(FT^3/sec) (GAL/min)
ThrrefnrN n fnr }lncf lint, c '). 70 =
1 I RS '11
ii aa. avil lc..�o r.y,� 1 Guv 001 auto L'Iuf,aiifier u3Iax 1O0031/0046
as requested by Lienberger & Assoicates
Summary
15
Ultralitter, Inc.
Liner characteristics: November 21, 2011
Location:
1-2
14 Inch Pipe
2-3 3-4 4-5
Cell Classification
16111
ASTM F 1871
5-6
Final wall thickness
(1N)
0.4000
0.4000
0.4000
0.4000
0.4000
Final Liner SDR
35.00
35.00
35.00
35.00
35.00
Fully deteriorated condition SDR must not exceed:
72.12
64.62
58.83
54.37
50.85
SDR preferably will not be less
than:
3.93
4.86
5.85
6.87
7.91
as specified Long-term flexural modulus
(PSI)
72,500
72,500
72,500
72,500
72,500
Conditions: Flexural strength
(PSI
4100
4100
4100
4100
4100
Size of host pipe
(IN)
14.00
14.00
14.00
14.00
14.00
Depth of pipe
(FT)
6.00
8.00
10.00
12.00
14.00
Depth of water
(FT)
0.00
0.00
0.00
0.00
0.00
Ovality,
M
2.00
2.00
2.00
2.00
2.00
Soil density
(PCF)
110
110
110
110
110
Soil modulus
(PSI)
1250
1250
1250
12.50
1250
Live loading
(LBS)
16,000
16,000
16,000
16,000
16,000
Pipe Loading. Safety factor
2.00
2.00
2.00
2.00
2.00
Dead load
(LB/FT)
421.24
474.34
508.12
529.60
543.26
Surcharge load
(LB/Fr)
155.56
116.67
93.33
77.78
66.67
Total loading on pipe
(LB/FT)
576.79
591.01
601.45
607.38
609.93
External Pressure.
Hydrostatic pressure
(PSI)
0.00
0.00
0.00
0.00
0.00
Total external pressure
(PSI)
5.51
6.81
8.19
9.63
11 09
Tlucluiess Required for Buckling Pressure:
Partially Deteriorated Condition:
The thickness is greater than the recommended
minimum.
Liner thickness
(IN)
0.4000
0.4000
0.4000
0.4000
0.4000
Recommended minimum
(IN)
0.1703
0.1549
0.1439
0.1355
0.1288
USE Fully Deteriorated Condition:
The thickness
is greater than die reconunended
minimum.
Liner thickness
(IN)
0.4000
0.4000
0.4000
0.4000
0.4000
Recommended minimum
(IN)
0.1941
0.2166
0.2380
0.2575
0.2753
Thickness Required for Stiffness:
The stiffness is greater than the recommended minimum.
Pipeliner stiffness
(IN*LB)
0.2818
0.2818
0.2818
0.2818
0.2818
Recommended minimum
(IN*LB)
0.0930
0.0930
0.0930
0.0930
0.0930
Total Load Deflection:
The deformation is less than the recommended
maxinuun.
Pipeliner deformation
(%)
1.16
1.43
1.72
2.02
2.33
Recommended maximum
M
10.31
10.31
10.31
10.31
10.31
11}droslatic Load Deflection:
The deformation is less than the recommended maximum.
Pipeliner deformation
(%)
0.00
0.00
0.00
0.00
0.00
Recommended maximum
M
10.31
10.31
10.31
10.31
10.31
Ring -Bending Stress:
The ring
-bending strength is greater than the recommended minimum.
Pipeliner Strength
(PSI)
4100
4100
4100
4100
4100
as specified Recommended minimum
(PSI)
384
474
571
671
773
Deflection used to calculate
M
1.16
1.43
1.72
2.02
2.33
Flow Capacity: Despite
the slight decrease in internal diameter, there is a substantial increase in flow.
Predicted increase
M
23.47
23.47
23.47
23.47
23.47
Expected increase
(%)
11.12
11.12
11.12
11.12
11.12
L1/LLI LVI1 14. Od rAA 1 Lao 001 DDID uiur'allner-h3Iax 1O 0032/0046
' _ t
RcS�c>:cd by �ienCergrr � .luoico�u
U traliner, Inc.
ULTRALINER
P V C ALLOY PIPEL ER
............_.
Design Considerations for
Liner Thickness
and
Flow Characteristics
Ultraliner, Inc.
Oxford, Alabama
PreP—J — 21 Yo. l l
L 1�L..LV11 1 4 . 0Z) rAA 1 LJU 001 JJ/J U1 t.I'all[ler—uorax 1O 0033/0046
Reu---by Li �� gera Utraliner, Inc. Prepared 21-Nnv-1l
1e of Corrtern�
Title Page I
Table of Contents 2
Design References 3
General Design Assumptions 4
Properties of Materials 5
Pipe Loading 6
External Pressure
7
Thickness Required for Buckling Pressure
Partially Deteriorated Condition 8
Fully Deteriorated Condition 9
Thickness Required for Stiffness 10
Deflection
As calculated by Total Pressure
As calculated by Hydrostatic Pressure 12
Ring -Bending Stress Analysis 13
Increase in Flow Capacity M
Summary 18 Inch Pipe 15
0 Inch Pipe 16
11/ZZ/ZU11 1Z: oy t'AA 1 Zoo 601 00/o uiLrallner-G3Tax
10 0 0 3 4 / 0 0 4 6
Rzq,,-J eY a h, n ,oLLa Ultraliner, Inc. o 21-N .0
IkSgUMUMICes
/vTrmmn Swcty far Testing and mlia-ials, 199S Arn d ayk of AS11v11,rxATrk Plxrirc
AS IMF-1216-91
(Id-eled haeaflcr as ASIIvIF 1216-91)
AVYWA Sivxiad for Fitz lass Presan P4v, Atreriau1 Niticxnl ,%-7 UiL ANS1/AWVA
19S9.
(1 'i�eled hamfta• x F.P.P.)
Char, Janes M &Stgln P. Tinrdjyja), Ngclnrrics of Nitta lc PV &ELNrPdDlis14,
Bogm 199Q
(Labeled heafler as MaM)
Nb AP., Bald Pfoe DY 91� 1v1(h ,f i11, NY. 1990.
(Ld)led hmafter m B.P.D)
Uii-Bell PVC Mpe Associarior> Iitr 1:of PV , 19,32
(Laixled heeafter as HP.P)
(V1e:UcrofUtra P%CABoyPipebiernnyrrrvohea�LKig�nrZISs�hrchcrrrotbenude\*nthwintirm.e
kroAledm of all cmd Liens p tl. r k;to a spcific iIE Oation Sine Utrulnrx, fir— dccs rotaa rs a cmailmir i dris regain
rcspos ibihry for rse of infomvion or ad ,ix h nin to dleanire suit�y of ft prodret for ar aFplicatiar rest solely with die:
user.) _ ..........
ll%"LGiLU11 13:UU 1"AA 1 LSti 631 55/5
Ultrallner-G3fax U 0035/0046
R: —Wd by LieaAerger & A—.1e1s
Long-terni creep reduction factor
Design life
Structural support from pavement
Condition of host tunnel
Structural support from host pipe
Factor of safety
Geometric stiffness enhancement factor (K)
Ovality of host pipe
Depth of water
T%pe of soil
Soil density
`Iodulus of soil reaction
Deflection lag factor
Bedding factor
Traffic loading
I'ype of host pipe
Manning coefficient of host pipe
Slope of pipe
Ultrallner, Inc. rrepww- 21-M,.-11
General Design Assumntions
as specified = 0 5
(YRS) - ;0
none
fully deteriorated
none
= 2
(for use only with partially deteriorated design) = 7
2
as specified by engineer (see calculations)
Silty Sand
(PCF) = Ito
(PSI) = 12-50
1.50
0.11
H2O I X 16,000 (LBS) or 16,000
Traffic Loading at depths shalower than: 2 ft 0
Clay
0.013
(`io) = 0.003-5
I1/2Z/ZUI1 13:UU M1 Zb6 831 5575 Ultraliner-Qfax Z0036/0046
.._..............
Rcq.—d b. Li-l-,, a As.. i— Ultraliner, Inc. Rmpnred ai-N. -J,
Propi-r- ies of Materials
The Ultraliner PVC Alloy Pipeliner to be provided for this project has the following physical characteristics:
Base Resin poly(vinyl chloride) homopolynter
ASTM D 256 Izod impact (Fr_LB/IN) _
>I5
ASTM D 638 Tensile strength (PSI)
3600
ASTM D 638 Tensile modulus (PSI) =
155,000
ASTM D 790 Flexural strength (PSI) =
4,100
AST:YI D 790 Flexural modulus (PSI)
145,000
Long-term flexural modulus (reduced when so specified) (PSI) =
72,500
(Note: Testing has shown that Ultraliner PVC Alloy Pipeliner is Dresistant to stress -induced
degradation. When installed in a supported environment such as a pipe liner, the service life
should be comparable to that of typical PVC pipe.Q
Stephen Hookanson, Chief Chemical Engineer, Vista Chem ical).
ASTM D 648 Heat deflection temperature (F) =
115
Chemical resistance suitable for use under general sanitary sewer conditions
1%GG'Gull 13:0U IAA 1 Goti 631 0010 ultraliner-UTax 40037/0046
Rc�cc.ed or. L',<nPcrcc'h As.o-:.m` Ultraliner, Inc,
Pine T )nd* �
Total loading on pipe = dead load + surcharge loading from traffic (Wtot = We + Ws)
Detemi ne the dead load ( WC) LISing the following formula:
WC = Cd*w*BC"Bd (Eq 14, p.135, HP.P.)
(-B/F-T)
Whele:
Cd = loading coefficient = (I-e1(-2*ku *FUBd))/(2*ku')
=
2.47
Where:
H = height of soil above pipe
(FT) =
6
Bd = trench width
(FT) =
1.50
ku' _
=
0.13
w = soil density
(PCP) =
110
Be =tunnel width
(FT) =
1.50
Therefore, dead load (Wc)
(LB/FT) =
61.1.40
..
Determine surcharge loading from traffic (Ws) using Hal149integration of Bousinesg4Rforniula
(modified to consider a point load equivalent to 2X H20)
Ws = Cs*P*F/L (Eq 2.13, p.29, B.P.D.)
(LB/FT)
Where:
Cs = load coefficient
_
0.0125
P = concentrated load
(LBS) =
16,000
F = impact factor
=
I
L = unit length
(FT) =
I
Therefore, surcharge loading from traffic (Ws)
(LB/FT) =
200.00
Therefore, total loading at pipe (Wtot)
(LB/FT) =
811.40
(LBAN) =
67.62
Submittal Calculations
Bf icyucylcd by L—bt ,ger A, Asmk.—
6.1 R-1.,WA
Soil type = Silty Sand
PCF = 110 E's = 1250
6
145000 psi material
% Ovality = 2
IL �c i�uiL io:uu VAA 1 zoo 601 ooio ultraliner-Urax U 0038/0046
Rc.�- �::d by . Lic li LYr/,<,,6 pswica:cs .. .. ....__... ................... ..Ctltrahner,.,Inc.... .--.-. FrePazW on 21-N.�v-II
External Pressure on Pi
Fully DaterioratEd Gravity Ripc Condition
ition
Where the host pipe is incapable of supporting the soil and surcharge loads, the pipehner must
support hydraulic, soil, and live Ioads.
Determine the total external pressure on the pipe using the formula:
qt= Yw"Hw+Rw*Wc/D+Ws/D (Eq A.20, p.39, F.P.P.)
Wh ere:
We = vertical soil load (LBS/Fl) =
Ys*H*D/144
(Eq A.10,
p.31, F.P.P.)
Thus, qt = Yw*Hw* 12LNI/FT+Rw*Ys *FYI 44+Ws/(D* 121N/FT)
Where:
Yw = specific weight of water
(LB/IN^3) =
0.0361
Hw = height of water above pipe
(Fr) =
0
Hydraulic Pressure = Yw*Hw-121N/F-F
(PSI) =
0.00
H = height of soil
(FT) _
6
Rw = water buoyancy factor (l - 0.33*Hw/H)
=
1.00
Ys = soil density
(PCF) =
110
Soil Pressure = Rw*Ys*W144
(PSI) =
4.58
WS = surcharge loading from traffic
(LB/FT) =
200.00
D = mean host pipe diameter
(IN) =
18
Traffic load =Ws/D
(PSI) =
0.93
Therefore, total external pressure on the pipe (qt)
(PSI) =
5.51
7
.Submittal Calculations 145000 psi material
�i z_:I_VII 1.5:vu rAA 1 LOb 631 00/0 Ultraliner-G3tax Ca0039/0046
Ultraliner, Inc. Plepm don 21 N.—II
Thickness R nuirPrl for Rnr+lrl,,,r,
Prescn rt-
Parka 11` DTteIjQE ared Decign C nnriitinn; (as defined in the industry)
The existing pipe can support the soil and surcharge loads throughout the design life of
the rehabilitated pipe and the soil adjacent to the existing pipe must provide adequate side
support. The conduit may have longitudinal cracks and some distortion of the diameter.
Note: Ultraliner, Inc. typically includes surcharge loads in its partially deteriorated
design. If the host tunnel is truly capable of handling the surcharge loads, please request
calculations for infiltration sealing only.
Determ ine the thickness required for buckling pressure using the formula:
P = (2*K*El)/(1-v^2)*]/(DR-])^3*C/N (Eq X1 1 ASTM F 1216-93)
Where:
DR = standard dimension ratio (D/t) =
50.00
D = outside diameter of pipeliner (IN) =
1 g
t = pipcliner thickness (IN) =
0.3600
Structural support from host pipe
Thus, ib = D/((2*K*EI*C/(P*N*(I-v^2)))A(1/3)+1))
none
Where:
D = mean inside diameter of host pipe (IN) =
Is
C = ovality reduction factor ((1-q/100)/(1+q/100)^2)^3 =
0.8358
q = % ovality of host pipe =
2
K = geometric stiffness enhancement factor of the tunnel =
7
El = long-term flexural modulus of elasticity =
72,500
N = factor of safety =
2
P = hydraulic and surcharge pressure on the pipe =
0.93
v = Poisson's ratio =
0.38
Therefore, die minimum liner thickness for consideration of buckling pressure =
(IN)
0.2190
CONCLUSION: The thickness is greater than the recommended minimum,
(IN) >/=
0.2190
DR for partially deteriorated design = 82.20
Refer to fully deteriorated design for the maximum recommended SDR.
It=L/-V11 15:VV i'AA 1 Zob 661 bOto Ultraliner-G3fax
U 0040/0046
a cy Li<eGag ;r& AUltraliner, Inc. Prrp, do„ 21.Nr IJ
Thickness R nuired for Bucklingpressure
Fully l)eterinratPd Decign Cnodition: (as defined in the industry)
The existing pipe is not structurally sound and cannot support soil and live loads or is
expected to reach this condition over the design life of the rounded PVC pipe. This condition is
evident when sections of the existing pipe are missing, the existing pipe has lost its original
shape, or the existing pipe has corroded due to the effects of tho fluid, atmosphere, or soil.
Determine the thickness required for buckling pressure using the formula:
qt = C/N*(32*Rw*B? E4a*(El*I/DA3))A(1/2) (Eq X1.3 ASTM F 1216-93)
Where: __ _ .. _ _
1 = moment of inertia of pipeliner wall = (t^3)/12
Where:
t = wall thickness of liner pipe
Thus, tb = 0.721*D*((N*qt/C)^2/(El*Rw*B'*Es))^(1/3)
Where:
D
= mean inside diameter of host pipe
(IN) =
1 g
N
= factor of safety
=
qt
= total external pressure on the pipe
(PSI) =
5.51
q
= % ovality of host pipe
M _
2
C
= ovality reduction factor ((1-q/100)/(I+q/100)^2)^3
—
0.8358
Hw
= height of water above top of pipe
(FT) =
0
H
= height of soil above top of pipe
(FF) =
6
Rw
= water buoyancy factor =1-0.33*Hw/H
=
1.00
B'
= coefficient of elastic support
JN*LB) =
0.2697
= 1/(1+4e^(-0.065*H))
E's
= modulus of soil reaction
(PSI) =
1250
El
= long-term flexural modulus of elasticity
(PSI) =
72,500
Therefore, the minimum liner thickness for consideration of buckling pressure = 0.2496
CONCLUSION: The thickness is greater than the recommended ntinimum. (IN)
(1N) 0.3600 >/= 0.2496
The maximum reconunended SDR = 72.12
I "2 U11 13:UU FAA 1 156 831 5575 Ultrallner-G3fax
Z 0041/0046
1
s t
Utc=-e if tl ie linff fhickrms is xbcpte fa- the rc#7cd nlni nmstiffi-,,-�ss using tl-e.
folmlla (Fq n4 AS E"F 146-qi)
pipaincr stiffness (ps) = E*IcUD^3=>✓/(12*SDR^3) (IN*LB) >/_
Where:
B = modulus of elasticity (PSI)
Id = moment of inertia of pipeliner w< (t^3/12) (IN^3) _
D = mean inside diameter of host pipe (IN) _
SDR = standard dimension ratio of pipeliner =
Thus, the pipelines stiffness (ps) (IN*LB) _
CONCLUSION: The stiffness is greater than the recommended minimum.
(INY`LB) 0.0967 >/=
Recommended maximum SDR =
0.093
145,000
0.0039
0.8358
50
0.0967
0.093
S0.65
10
i% Gull 1.5: VV rAA 1 LJb 631 3010 Ultrallner-G3fax
U 0042/0046
Rec O11Od by L' imr6er &°O"°�� Ullraliner Inc
Deflection - As C'alcnlatUl by Total Fxternnl PrPccnre
Determine deflection of pipeliner using the Iowa Formula:
c,y/D = (D1* K*qt* 100)/(0.149*F/oy+ 0.061 *E?
Where:
F/oy = 6.7*E1*I/r^3
Thus, %oy/D = (DI*K*qt*100)/(E*I/r^3+0.061*E? (Eq 28, p.164, M.P.P.)
Wherc:
% y/D = %deflection
DI = deflection lag factor =
K = bedding factor =
qt = total external pressure on pipe (PSI) _
E = flexural modulus of elasticity (PSI)
r = radius (IN) _
t = pipeliner thickness (IN) _
I = moment of inertia of pipeliner wall (1N^3) _
N = safety factor =
E' = modulus of soil reaction (PSI) _
Therefore, percent deflection (%ay/D) (coo) _
(Note: For the sake of conservatism in design this number should not exceed 7.517o)
Maximum deflection (IN) (IN) _
Note: Due to their more compliant nature, lower stiffness liner pipes develop less ring
bending stress upon deflection, and therefore can structurally handle an even greater percentage
of deflection. The recommended maximum allowable deflection for the higher stiffness D-3034
sewer pipes as pubished in the UniBell Handbook of PVC Pipe is 7,5%. In any case, in the real
world (whatever that may be) deflection should be immeasurable in an installed liner pipe.
CONCLUSION: The deformation is less than the recotmnended maximum,
__. .. _ ._.. __... .0/0) 1..18._. v-
Note: The deflection calculations do not take into consideration the enhancement of the
geometric stiffness provided by side wall support. Additionally, the soil modulus is determined
by back calculation with data collected from trenched instalations prior to soil consolidation.
Furthermore, handling and backfill pressures, which account for the majority of the predicted
deflection, are not a factor in a trenchless installation. In a trenchless installation, the actual
deflection should be immeasurable. The deflection calculations are, however, informative in
helping to determine the maximum potential ring -bending stress to which the pipe may be
subjccted under the prescribed loading conditions.
1.5
0.11
5.51
145,000
4
0,3600
0.0039
2
1250
1.18
0.2124
14.73
I
Subrilittal Calculations 145000 psi material
.a b,q,.,-
d by Lienbe'Ru A As-:-,
1%ZZ/ZU11 13:U1 I -AA 1 256 831 5575
Llltralfner-G3fax Z 0043/0046
R[G--. by -ilnh Ige: & All.x—
Ultraliner, Inc.
Determine deflection of pipeliner using the Iowa Formula:
% �y/D = (DI* K*qt* 100)/(0.149*F/oy+ 0.061 *E?
Where:
F/oy = 6.7*E1*Id/rA3
Thus, %oy/D =(D1*K*q*100)/(El*Id/r^3+0.061*E?
Where:
y/D = % deflection
DI = deflection lag factor
K = bedding factor
q = hydraulic pressure on pipe
El = long -tern flexural modulus of elasticity
r = radius
t = pipeliner thickness
Id = moment of inertia of pipeliner wall (03/12)
P,,p.,d on 21 N—II
(Eq 28, p.164, H.P.P.)
M
=
1.5
=
0.11
(PSI) =
0.00
(PSI) =
72,500
(IN) =
9
(IN) =
0.3600
(INA3) =
0.0039
R = modulus of soil reaction (PSI) = 1250
Therefore, percent deflection (%y/D) (%) = 0.00
Recommended maximum percent deflection (% ya) M = 14.73
(Note: For the sake of conser� atism in design this number should not exceed 7,50/0)
Note: Due to their more compliant nature, lower stiffness liner pipes develop less ring
bending stress upon deflection, and therefore can structurally handle an even greater percentage
of deflection. The recommended maximum allowable deflection for the higher stiffness D-3034
sewer pipes as pubished in the UniBell Handbook of PVC Pipe is 7.5%. In any case, in the real
world (whatever that may be) deflection should be immeasurable in an installed liner pipe.
CONCLUSION: The deformation is less than the reconunended maximum.
0.00 14.73
Note: The deflection calculations do not take into consideration the enhancement of the
geometric stiffness provided by side wall support. Additionally, the soil modulus is determined
by back calculation with data collected from trenched instalations prior to soil consolidation.
Furthermore, handling and backfill pressures, which account for the majority of the predicted
deflection, are not a factor in a trenchless installation. In a trenchless installation, the actual
deflection should be immeasurable. The deflection calculations are, however, informative in
helping to determine the maximum potential ring -bending stress to which the pipe may be
subjected under the prescribed loading conditions.
12
tiizz zull 13:u1 I -AN 1 256 831 5575 Liltraliner-G3fax
kj y Li-t rg,, & As jca Ultraliner, Inc. a«pu a 11 Nnv-n
Ring-Ren_ dhj2 S r .SS
De term in if thickness is adequate to resist ring -bending stresses using the form la:
Ob = Df*F*ya*t/DA2 (Eq A.6, p.27, F.P.P.)
Where:
Ob = maximum ring -bending stress due to deflection
(PS11 I)
t = liner thickness
(IN) _
Df = shape factor (Table A.1, p.28, F.P.P.)
_
b =modulus of elasticity
(PSI) —
_..
R ing-bending stress analysis requires the use of initial material strengths. Use
of long-
term strength values is not only inappropriate, but also extremely unconservative.
ya = maximum allowable deflection
(IN) _
D = diameter of pipeliner
(IN) _
Thus, maximum ring bending stress_ due to deflection (Ob)
Determine the ring -bending strength of the pipe liner using the formula:
PSI —
Obs Sb/N
Where:
Sb = ring -bending strength of pipeliner
(PSI) _
N = factor of safety
_
Thus, the ring -bending strength of the pipeliner
(PSI)
CONCLUSION: The ring -bending strength is greater than the
recommended minimum.
__.._.._ (PSI)
Determine the minimum recommended SD using the formula:
2050 >/=
DR = D/(Ob*D^2/(Df*E*ya))
0 0044/0046
0.3600
8
145,000
0.2124
is
273.81
4100
2050
273.81
13
1 221/2U11 13:01 1A-� 1 256 831 5575 Ultraliner—G3fax Ca0045/0046
R--4 :; =r u. •, : ,:<« Ultraliner, Inc.
Increase in Flow Cava city -
Flow Capacity = Mean Flow Velocity * Flow Area (Q = V*A) (Eq 93, p.240, H.P.P.)
Where:
Q = Flow Capacity
V = 1.486 ^ R^(2/3) * s^(1/2)/ n
Therefore, Q = 1.486*A*R^(2/3)*s^(1/2) /n
where:
ID. = inside diameter of pipe host line (FT) =
1.5000
lined line (FT) =
1.44
R = hydraulic radius (ID/4) host line (FT) =
0.3750
lined line (FT) =
0.3600
s = slope of pipeline (%) =
0,0035
n = Manning's coefficient host line: Clay =
0.013
lined line: =
0.009
A = Flow Area of the pipe (cu*ID^2*Pi /4)
where:
cu = capacity being utilized =
85%
host line (FT^2) =
1.5021
lined Iine (FI'^2) =
1.3843
(FT ^3/sec) (GAL/rrn)
Therefore, Q for host line = 5.28 =
2316.81
lined line = 6.84 =
3001.33
Change in Q _
—
684
84.5
Therefore, Increase in Flow Capacity (Q) (%) =
.53
CONCLUSION: Despite the slight decrease in internal diameter, there is a substantial increase in flow.
'(Note: Ultraliner PVC Alloy Pipeliner is manufactured with a M anti in g4R coefficient of 0.009. Due to Ultraliner PVC
Alloy Pipeliner's extremely tight fit, the pip eliner will conform to abnormalities in the host pipe which can affect
flow
rates. In order to provide a fair comparison between materials, the previous flow calculations follow the industry
standard practice of disregarding the effects of such abnormalities, which will vary from installation to installation,
and
serve only as evidence of flow rate increases due to the change in smoothness of the interior surface of the line. This
provides the specifier with a more accurate and direct comparison between products.)
For a more precise calculation of expected flow rates, it is suggested that a Manning4 coefficient of 0.010 be used to
account for the effects of the host pipcMabnormalities on the Manti tng4@coefficient of the installed pipellner.
where:
ID. = inside diameter of pipe host line =
1.5000
lined line =
I."
R = hydraulic radius (ID/4) host line =
0.3750
lined line =
0.3600
s = slope of pipeline =
0.0035
tt = Manning's coefficient host line: Clay =
0.013
lined line: =
0.01
A = Flow Area of the pipe ( cu*ID^2*Pi /4)
host line (FT-2) =
1.5021
lined line (FT^2) =
1,3843
(FI'^3/sec) (GAL/min)
Thornfnre n fnr hnct line = 'i 2R =
YAIC, RI
11%s�_; zu II lo: vi r.AA 1 zoo Oji ooro uizraiiner-C3Tax U 0046/0046
as requested by Lienberger & Assoicates
Summary
15
lJltraliner, Inc.
18
Inch Pipe
Liner characteristics: November 21, 2011
Location:
1-2
2-3
3-4 4-5
5-6
Cell Classification
16111
ASTM F 1871
Final wall thickness
(LN)
0.3600
0.3600
0.3600
0.3600
0.3600
Final Liner SDR
50.00
50.00
50.00
50.00
50.00
Fully deteriorated condition SDR must not exceed:
72.12
64.62
58.83
54.37
50.85
SDR preferably will not be less than:
4.01
4.95
5.96
7.00
8.07
as specified Long-term flexural modulus
(PSI)
72,500
72,500
72,500
72,500
72,500
Flexural strength
(PSI)
4100
4100
4100
4100
4100
Conditions.
Size of host pipe
(IN)
18.00
18.00
18.00
18.00
18,00
Depth of pipe
(FT)
6.00
8.00
10.00
12.00
14.00
Depth of water
(F1')
0.00
0.00
0.00
0.00
0.00
Ovality
M
2.00
2.00
2.00
2.00
2.00
Soil density
(PCF)
110
110
110
110
110
Soil modulus
(PSI)
1250
1250
1250
1250
1250
Live loading
(LBS)
16,000
16,000
16,000
16,000
16,000
Safety factor
2 00
2.010
2.00
2.00
2.00
Tip, Loadrng:
Dead load
(LB/FT)
611.40
708.16
776.21
824.07
857.72
Surcharge load
(Ll3/Fl-)
200.00
150.00
120.00
100.00
85.71
Total loading on pipe
(LB/FT)
811.40
858.16
896.21
924.07
943.44
Externs[ Pressure:
Hydrostatic pressure
(PSI)
0.00
0.00
0.00
0.00
0.00
Total external pressure
(PSI)
5.51
6 81
8.19
9.63
11.09
Thickness Required for Buckling Pressure:
Partially Deteriorated Condition:
The thickness
is greater than the recommended minimum.
Liner thickness
(IN)
0.3600
0,3600
0.3600
0.3600
0.3600
Recommended minimum
(IN)
0.2190
0.1992
0.1850
0.1742
0.1656
USE Fully Deteriorated Condition:
The thickness
is greater than the recommended minimum.
Liner thickness
(IN)
0.3600
0.3600
0.3600
0.3600
0.3600
Recommended minimum
(IN)
0.2496
0.2785
0.3060
0.3311
0.3540
Thickness Required for Stiffness:
The stiffness is greater than the recommended minimum.
Pipeliner stiffness
(IN*LB)
0.0967
0.0967
0.0967
0.0967
0.0967
Recommended minimum
(IN*LB)
0.0930
0.0930
0.0930
0.0930
0.0930
Total Load Deflection:
The deformation is less than the recommended maximum.
Pipeliner deformation
M
1.18
1.46
1.76
2.06
2.38
Recommended maximum
(%)
14.73
14.73
14.73
14.73
14.73
Iydrostatic Load Deflection:
The deformation is less than the recorrunended maximum.
Pipeliner deformation
(%)
0.00
0.00
0.00
0.00
0.00
Recommended maximum
(%n)
14.73
14.73
14.73
14.73
14.73
Ring -Bending Stress:
The ring -bending strength is greater than the recommended minimum.
Pipeliner Strength
(PSI)
4100
4100
4100
4100
4100
as specified Recommended minimum
(PSI)
274
338
407
479
551
Deflection used to calculate
(%)
1.18
1.46
1.76
2.06
2.38
Flow Capacity: Despite the slight decrease in internal diameter,
there is a substantial increase in flow.
Predicted increase
(%)
29.55
29.55
29.55
29.55
29.55
Expected increase
(%n)
16.59
1659
16.59
16.59
16.59
11/22/2011 12:55 FAX 1 256 831 5575 Ultraliner-U fax
r
Chi.] 0002/0046
R,q— dty u<nel,S.r&..,..i—W Ultraliner, Inc.
UI-ff IN S
PVC ALLOY PIPELINER
Design Considerations for
Liner 'Thickness
and
Flow Characteristics
Ultraliner, Inc.
Oxford, Alabama
9 ((
PrcOa.'n1 ��n 2: Vo.-i:
11/22/2011 12:55 FAX 1 256 831 5575 Ultraliner-G3fax tO0003/0046
2vquvama oy �.�K:,, a rswcaw - Ultraliner, Inc. Frcpa•r.! ca 21..Nov-u
Ttble of Content
Title Page
Table of Contents
Design References
3
General Design Assumptions
4
Properties of Materials
Pipe Loading
6
External Pressure
7
Thickness Required for Buckling Pressure
Partially Deteriorated Condition
8
Fully Deteriorated Condition
g
Thickness Required for Stiffness
10
Deflection
As calculated by Total Pressure
As calculated by Hydrostatic Pressure ! 2
Ring -Bending Stress Analysis 13
Increase in Flow Capacity 14
Summary S Inch Pipe 15
lt/22/2011 12:55 FAX 1 256 831 5575 Ultraliner-G3fax
110004/0046
Rnq... l Dy Lien b.rw A A—ic— Ultraliner, Inc. vr�vyr n 21. N— I I
Antxi=S06etyfiaTegingardWaa'ials 1995Anrikd Booknf A,4 SY [IiMK F1 stiL
ASTIMF-1216G91
(LA:eled 1-neF er as ASIMF 1216.91)
AWWA StMM for Hxiglass AesstnePipe, Amin N11c m] %imlyd AwAlAwA C950-,
195�.
(Lalxled b=—,filer as F.P.P.)
Cote Jan -es M &SwPt=P. TMD4rdg:q I lhMics of Ulf7iols MS-1¢NTPLblUfir&
Boston.199Q
(L&eledl>er-if eras MaM)
Maser, AP., Mie 1 Pim DeSi� Mtrav,,Hll, NY.19�0.
(L�beled liymfter as RED)
Lori -Fell PVCPifr Associ o(ri Hof PVC' Pn , 1982
(Latxledhau� as HP.P.)
(1,ae: Ll e of U tr-,lir,fr P%CAIloy lix-- er rnry invobe ergi-n x glud_WrrrsYs «tech carrot be trade �titlxzl< intntrr e
ktraale f� of aIl caxl Hors �taurirgto a sgcifie inA wort Saxe L ltralnrr, Inc. dues rDt act a car_aLil in fis regard,
-Tus l 2l ty for Lr-C of infoaration or advice h=M tod¢arrire ADW)Aity of th° prtdtrt for ar jrlirat iar rests solLly with the j
,user...._... _ _....
11/22/2011 12:56 FAX 1 256 831 5575 tlltraliner-G3fax Z 0005/0046
a�y--dby Lienbi.cerBoAs:olr Ultraliner,Inc. PrtP—d- 21.n..0
General Design Assumptions
Long-term creep reduction factor
as specified
= 0.5
Design life
(Yi2S)
_ ;0
Structural support from pavement
none
Condition of host tunnel
fully deteriorated
Structural support from host pipe
none
Factor of safety
=
2
Geometric stiffness enhancement factor (K)
(for use only with partially deteriorated design)
=
7
Ovality of host pipe
M
2
Depth of water
as specified by engineer
(see calculations)
Type of soil
=
Silty Sand
Soil density
(PCF) =
110
Modulus of soil reaction
(PSI)
1250
Deflection lag factor
=
1.50
Bedding factor
=
0.11
Traffic loading
H2O 1 X 16,000
(LBS) or
16,000
Traffic Loading at depths shalower than:
2 ft =
0
Type of host pipe
=
Clae
Nlanniag coefficient of host pipe
=
0.013
Slope of pipe
(��) =
0.0035
11/22/2011 12:56 FAX 1 256 831 5575 Ultraliner-G317ax U 0006/0046
Requesed Cy LicnbergerR Assaicaws Ultrahner,Inc. P'epuMa 2I-11ov-I1
Properties of Materials
The Ultraliner PVC Alloy Pipeliner to be provided for this project has the following physical characteristics
Base Resin
poly(vinyl chloride) honiopolymer
ASTM D 256
Izod impact (FT-LB/IN) _
> I5
ASTM D 633
Tensile strength (PSI) =
3600
ASTM D 633
Tensile modulus (PSI) =
155,000
ASTM D 790
Flexural strength (PSI) =
4,100
ASTM D 790
Flexural modulus (PSI) =
145,000
Long-term flexural modulus (reduced when so specified) (PSI) =
72,500
(Note:
Testing has shown that Ultraliner PVC Alloy Pipeliner is resistant to stress -induced
degradation.
When installed in a supported environment such as a pipe liner, the service life
should
be comparable to that of typical PVC pipe.l_i
Stephen Hookanson Chief Chemical Engineer Vista Chemical).
ASTM D 648
Heat deflection temperature (F) =
115
Chemical resistance suitable for use under general saniGiry sewer conditions
5
I1/22/2011 12:56 FAX 1 256 831 5575 Ultraliner-Urax L00007/0046
Rwucricd by Li;nl,erxcr 3. Assoicfi;s_.....__......... _...
f
.I.i.� foe
Total loading on pipe = dead load + surcharge loading from traffic (Wtot = We + Ws)
Determine the dead load (We) using the following formula:
We = Cd*W*Bc*Bd (Eq 14, p.135, I-IP.P.)
'(LBTT)
Where:
Cd = loading coefficient = (1-eA(-2*ku'*H/Bd))/(2*ku')
—
3.41
Where:
H = height of soil above pipe
(FT) =
6
Bd = trench width
(FT) =
0.67
ku' _
=
0.13
w = soil density
(PCF) =
1 10
Be =tunnel width
(FT) =
0.67
Therefore, dead load (We)
(LB/FT) =
167.98
Determine surcharge loading from traffic (Ws) using Hallo integration of Bousinesq4tiformu[a
(modified to consider a point load equivalent to 2X H20) :
Ws = Cs*P*F/L (Eq 2.13, p.29, B.P.D.)
(LB/FT)
Where:
Cs = load coefficient
=
0.0056
P = concentrated load
(LBS) =
16,000
F = impact factor
=
1
L = unit length
(FT) =
I
Therefore, surcharge loading from traffic (TVs)
(LB/FT) =
88.89
Therefore, total loading on pipe (Wtot)
(LB/FT) =
256.87
(LB/IN) =
21.41
Submittal Calculations
of ��q��.ka ny ucnn<rgcr & Afwka¢s
(..r R;m„n, WA
Soil type = Silty Sand
PCF = 110 E's = 1250
6
145000 psi material
% Ovality = 2
11/22/2011 12:56 FAX 1 256 831 5575 Ultraliner-Ufax
U 0 0 0 8 / 0 0 4 6
R,q.—d by. u<�xrcer �.nswioe��..... ... .. ... _._ ....... ___. _...._... ........U. It ra l inter,. Inc._. _.___..... _. ....... ... ._.. ... .Nrp—don zi: Noy, ii...,.
External Pressure on Pine
Fully Deteriorated Gravity Dim Condition
.Where the host pipe is incapable of supporting the soil and surcharge loads,.the pipeliner must
support hydraulic, soil, and live loads.
Determine the total external pressure on the pipe using the formula:
qt= Yw*Hw+Rw*Wc/D+Ws/D (Eq A.20, p.39, F.P.P.)
Where:
We = vertical soil load (LBS/FT)
= Ys*H*D/144
(Eq A.10, p.31, F.P.P.)
Thus, qt = Yw*Hw* 121N/FT+Rw* Ys*H/144+Ws/(D* 12IN/Fr)
Where:
Yw = specific weight of water
(LB/IN^3) _
Hw = height of water above pipe
(FT) _
Hydraulic Pressure = Yw*Hw* 12IN/FT
(PSI) _
H = height of soil
(FT) _
Rw = water buoyancy factor (1 -
0.33*Hw/H) _
Ys = soil density
(PCF) _
Soil Pressure = Rw*Ys*H/144
(PSI) _
Ws = surcharge loading from traffic (LB/FT) _
D = mean host pipe diameter
(IN) _
Traffic load =TVs/D
(PSI) _
Therefore, total external pressure on the pipe (qt)
(PSI) _
0.0361
0
0.00
6
1.00
110
458
SS.S9
S
0.93
5.51
7
Submittal Calculations 145000 psi material
11/22/2011 12:56 FAX 1 256 831 5575 Ultraliner-G3fax U 0009/0046
Itcyuce�al Ey Litnbag<r b Aa[oica,a�
Ultrallner, Inc. P"P.r —
Pnrtia11y. D e, re T- larn to d DPcign Condition: (as defined in the industry)
The existing pipe can support the soil and surcharge loads throughout the design life of
the rehabilitated pipe and the soil adjacent to the existing pipe roust provide adequate side
support. The conduit may have longitudinal cracks and some distortion of the diameter.
Note: Ultraliner, Inc. typically includes surcharge loads in its partially deteriorated
design. If the host tunnel is truly capable of handling the surcharge loads, please request
calculations for infiltration sealing only.
Determine the thickness required for buckling pressure using the formula:
P=(2*K*E1)/(1-v^.2)*1./(DR-_1)^3*C/N (Eq X1 1 AS TM F 1216-_93).____
Where:
DR = standard dimension ratio (D/t) _
D = outside diameter of pipeliner (IN) _
t = pipeliner thickness (IN) _
Structural support from host pipe
Thus, tb = D/((2*K*E1*C/(P*N*(1-v^2)))^(1/3)+1))
Where:
D = mean inside diameter of host pipe (IN) _
C = ovality reduction factor ((1-q/100)/(1+q/100)^2)^3 =
q = % ovality of host pipe =
K = geometric stiffness enhancement factor of the tunnel =
El = long-term flexural modulus of elasticity =
N = factor of safety =
P = hydraulic and surcharge pressure on the pipe =
v = Poisson's ratio =
Therefore, the minimum liner thickness for consideration of buckling pressure
CONCLUSION: The thickness is greater than the recommended minimum.
(IN)
DR for partially deteriorated design =
Refer to fully deteriorated design for the maximum recommended SDR.
35.00
8
0.2286
none
8
0.8358
7
72,500
0.93
0.38
(IN)
0.0973
0.0973
82.20
11/22/2011 12:56 FAX 1 256 831 5575 Llltraliner-G3fax Z 0010/0046
R<Qucr,,d by LicnlxrKcr & A—iralc6
Ultraliner, Inc. PMPWr on 21 Nov-:!
(as defined in the industry)
The existing pipe is not structurally sound and cannot support soil and live loads or is
expected to reach this condition over the design life of the rounded PVC pipe. This condition is
evident when sections of the existing pipe are missing, the existing pipe has lost its original
shape, or the existing pipe has corroded due to the effects of the fluid, atmosphere, or soil.
Detenn ine the thickness required for buckling pressure using the formula:
qt= C/N*(32*Rw*B? E42*(El*I/DA3))^(1/2) (Eq.X1,3 ASTiV1 F 1216-93)
Where:
I = moment of inertia of pipeliner wall = (t^3)/12
Where:
t = wall thickness of liner pipe
Thus, tb = 0.721*D*((N*qr/C)^2/(El*Rw*B'*Es))^(1/3)
Where:
D = mean inside diameter of host pipe (IN) =
8
N = factor of safety =
2
qt = total external pressure on the pipe (PSI) _
5.51
q = % ovality of host pipe (%n) _
C = ovality reduction factor ((1-q/100)/(1+q/100)^2)^3 =
0.8358
Hw = height of water above top of pipe (FT) =
0
H = height of soil above top of pipe (FP) =
6
Rw = water buoyancy factor=1-0.33*HW/H =
I M
B' = coefficient of elastic support (IN*LB) =
0.2697
= 1/(1+4e^(-0.065*H))
E's = modulus of soil reaction (PSI) =
1250
El = long-term flexural modulus of elasticity (PSI) =
72.500
Therefore, the minimum liner thickness for consideration of buckling pressure =
0.1109
CONCLUSION: The thickness is greater than the recommended minimum.
(l.V)
(IN) 0.2286 >/=
0.1109
The maximum recommended SDK
72.12
11/22/2011 12:56 FAX 1 256 831 5575 Ultraliner-G3fax
LO0011/0016
ffimms ►%1 kud fir%ffirvsis
one if the liner thidm ss is aloqtIte fcr th-- roqLm-ed n iniinu AffDL,s using ft
fc�rvla (KIXL4ASTAF12W
pipelines stiffness (ps) = E*Id/DA3 = E/(I2*SDRA3) (IN*LB) >/_
Where:
E = modulus of elasticity (PSI) _
Id = moment of inertia of pipeliner W, (t^3/12) (INA3) _
D = mean inside diameter of host pipe (IN) _
SDR = standard dimension ratio of pipeliner =
Thus, the pipeliner stiffness (ps) (IN*LB) _
CONCLUSION: The stiffness is greater than the recommended minimum.
(IN*LB) 0.2818 >/_
Recommended maximum SDR =
0.093
145,000
0.0010
0.8358
35
0.2818
0.093
50.fi:
10
11/22/2011 12:56 FAX 1 256 831 5575 Ultraliner-G31'ax
10 0012/0046
Ultraliner, Inc. r.�Py.da� a xo,.ii
Deflection - As Calculated by Total External Pr SS1Ir
Determine deflection of pipeliner using the Iowa Formula:
%oy/D = (DI*K*qt*100)/(0.149*F/oy+ 0.061 *E?
Where:
F/^y = 6.7*EI*I/r^3
Thus, %Ay/D = (D1*K*qt*100)/(E*I/r^3+0.061*E?
(Eq 28, p.164, H.P.P.)
Where:
% y/D = % deflection
( lo)
DI = deflection lag factor
=
K = bedding factor
=
qt = total external pressure on pipe
(PSI) _
E = flexural modulus of elasticity
(PSI) _
r = radius
(IN) _
t = pipeliner thickness
(IN) _
I = moment of inertia of pipet ner wall
(IN A3) _
N = safety factor
=
E' = modulus of soil reaction
(PSI) _
Therefore, percent deflection (%oy/D)
M _
(Note: For the sake of conservatism
in design this number should not exceed 7.5%)
Maximum deflection (1N)
(I,,) _
Note: Due to their more compliant nature, lower stiffness liner pipes develop less ring
bending stress upon deflection, and therefore can structurally handle an even greater percentage
of deflection. The recommended maximum allowable deflection for the higher stiffness D-3034
sewer pipes as pubished in the UniBell Handbook of PVC Pipe is 7.5%. In any case, in the real
world (whatever that may be) deflection should be immeasurable in an installed liner pipe.
CONCLUSION: The deformation is less than the recommended maximum.
1.5
0.11
5.51
145,000
0.2286
0.0010
2
1250
1.16
0.0926
%). 1.16..... _ ...._ d 10.31
Note: The deflection calculations do not take into consideration the enhancement of the
geometric stiffness provided by side wall support. Additionally, the soil modulus is determined
by back calculation with data collected from trenched instalations prior to soil consolidation.
Furthermore, handling and backfill pressures, which account for the majority of the predicted
deflection, are not a factor in a trenchless installation. In a trenchless installation, the actual
deflection should be immeasurable. The deflection calculations are, however, informative in
helping to determine the maximum potential ring -bending stress to which the pipe may be
subjected under the prescribed loading conditions.
I
Submittal Calculations 145000 psi material
.. qd ny Li-t ,,, a nesoic 11
11/22/2011 12:57 FAX 1 256 831 5575 Ultraliner-G31ax 100013/0046
R...... d by & Afso,eetes
Ultraliner, Inc. a,�p—d- n.N—u
Determine deflection of pipeliner using the Iowa Formula
%oy/D = (D1*K*qt*100)/(0.149*F/oy+ 0.061 *E?
Where:
F/oy = 6.7*EI*Id/r^3
Thus, %oy/D =(D1*K*q*100)/(El*ld/rA3+0.061*E?
(Eq 28, p.164, H.P.P.)
Where:
y/D = % deflection
M
DI = deflection lag factor
=
1.5
K = bedding factor
=
0.11
q = hydraulic pressure on pipe
(PSI) =
0.00
El = long-term flexural modulus of elasticity
(PSI) =
72.500
r = radius
(IN) =
4
t = pipeliner thickness
(IN) =
0.2256
Id = moment of inertia of pipeliner wall (t^3/12)
(IN^3) =
0.0010
E, = modulus of soil reaction (PSI) 1250
Therefore, percent deflection (%y/D) M) = 0.00
Recommended maximum percent deflection (% ya) (%) = 10.31
(Note For the sake of conservatism in design this number should not exceed 7.517(,)
Note: Due to their more compliant nature, lower stiffness liner pipes develop less ring
bending stress upon deflection, and therefore can structurafly handle an even greater percentage
of deflection. The recommended maximum allowable deflection for the higher stiffness D-3034
sewer pipes as pubished in the UniBell Handbook of PVC Pipe is 7.5%. In any case, in the real
world (whatever that may be) deflection should be immeasurable in an Installed liner pipe.
CONCLUSION: The deformation is less than the recommended maximum.
Note: The deflection calculations do not take into consideration the enhancement of the
geometric stiffness provided by side wall support. Additionally, the soil modulus is determined
by back calculation with data collected from trenched instalations prior to soil consolidation.
Furthermore, handling and backfill pressures, which account for the majority of the predicted
deflection, are not a factor in a trenchless installation. In a trenchless installation, the actual
deflection should be immeasurable. The deflection calculations are, however, informative in
helping to determine the maximum potential ring -bending stress to which the pipe may be
subjected under the prescribed loading conditions.
12
11/22/2011 12:57 FAX 1 256 831 5575 Ultrallner-G3Tax
n<G:,,ma Y u<�K.e<,s A.:oi:cros Ultraliner, Inc.
RW2-Rendinor ,Stress
Determine if thickness is adequate to resist ring -bending stresses using the formula:
P,<P. d: 21-No.-11
Ob = Df*E*ya*t/DA2 (Eq A.6, p.27, h.P.P.)
Where:
Ob = maximum nno bending stress due to deflection
(PSI)
t = liner thickness
(1N) _
Df = shape factor (Table A.1, p.28, F.P.P.)
_
E = modulus of elasticity
(PSI) _
Ring -bending stress analysis requires the use of initial material strengths.
Use of long-
term strength values is not only inappropriate, but also extremety unconservative.
ya = maximum allowable deflection
(IN)
D = diameter of pipeliner
(IN) _
Thus, maximum ring bending stress due to deflection (Ob)
(PSI) _
Determine the ring -bending strength of the pipeliner using the formula
Ob s Sb/N
Where:
Sb = ring -bending strength of pipeliner
(PSI) _
N = factor of safety
=
Thus, the ring -bending strength of the pipeliner
(PS1) _
CONCLUSION: The ring -bending strength is greater than the recommended minimum.
(PSI) 2050 >/_
Determine the minimum recommended SDR using the formula.
DR = D/(Ob*Dl. ^2/(Df*E*.ya))
LO0014/0046
0.2286
s
145,000
0.0926
8
383.77
4100
2050
383.77
13
11/22/2011 12:57 FAX 1 256 831 5575 Ultraliner-G3fax Z0015/0046
R qu ." by L b 'a«a Ao� Ultraliner, Inc. Pfcpv on 21.Nb, 11
Increase in Flow Cannei v
Flow Capacity = Mean Flow Velocity * Flow Area (Q = V*A) (Eq 93, p.240, H.P.P.)
Where:
Q = Flow Capacity
V = 1.486 * RA(2/3) * sA(1/2)/ n
Therefore, Q = 1.486*A*RA(2/3)*sA(1/2) /n
where:
ID. = inside diameter of pipe host line (FT) =
0.6667
lined line (FT) =
0.63
R = hydraulic radius (ID/4) host line (FT) =
0.1667
lined line (Fr) =
0.1571
s = slope of pipeline (%) =
0.0035
n = Manning's coefficient host line: Clay =
0.013
lined line: =
0.009
A = Flow Area of the pipe (cu*IDA2*Pi /4)
where:
cu = capacity being utilized =
85%
host line (FTA2) =
0.2967
lined line (FTA2) =
0.2638
(FI"3/sec) (GAL/thin)
Therefore, Q for host line = 0.61 =
266.52
lined line = 0.75 =
329.07
Change in Q =
62.55
Therefore, Increase in Flow Capacity (Q) (%) =
23.47
CONCLUSION: Despite the slight decrease in internal diameter, there is a substantial increase in flow.
_. ............ .._.............. . _ . ......,_-.. _.......... _. ... ...
!(Note: Ultraliner PVC Alloy Pipeliner is manufactured with a Manning411coefficient of 0.009. Due to Ultraliner PVC
Alloy Pipeliner's extremely tight fit, the pipeliner will conform to abnormalities in the host pipe which can affect flow
rates. In order to provide a fair comparison between materials, the previous flow calculations follow the industry
standard practice of disregarding the effects of such abnormalities, which will vary from installation to installation,
and
serve only as evidence of flow rate increases due to the change in smoothness of the interior surface of the line. This
.provides the specifier with a more accurate and direct comparison between products.)
IFor a more precise calculation of expected flow rates, it is suggested that a M anning#llcoefficient of 0.010 be used
to
account for the effects of the host pipe4flabnormalities on the Manning�coefficlent of the installed pipeliner.
where:
ID. = inside diameter of pipe host line =
0.6667
lined line =
0.63
R = hydraulic radius (ID/4) host line =
0.1667
lined line =
0.1571
s = slope of pipeline =
0.0035
u = Manning's coefficient host line: Clay =
0.013
lined line: =
0.01
A = Flow Area of the pipe ( cu*IDA2*Pi /4)
host line (FTA2) =
0.2967
lined line (FTA2) =
0.2638
(FTA3/sec) (GAL/min)
Thpr�fnre.. fl fnr hnct hnP. = n (1
11/22/2011 12:57 FAX 1 256 831 5575 Ultraliner-(33fax
Z 0016/0046
as requested by Lienberger & Assoicates
Summary
15
Ultralhter, Inc.
8
Inch Pipe
Liner characteristics:
November 21, 2011
Location:
1-2
2-3
3-4 4-5
5-6
Cell Classification
16111
ASTM F 1871
Final wall thickness
(IN)
0.2286
0.2286
0.2286
0.2286
0.2286
Final Liner SDR
35.00
35.00
35.00
35.00
35.00
Fully deteriorated condition
SDR must not exceed:
72.12
64.62
58.83
54.37
50.55
SDR preferably will not be less than:
3.93
4.86
5.85
6.87
7.91
as specified
Long-term flexural modulus
(PSI)
72,500
72,500
72,500
72,500
72,500
Flexural strength
(PSI)
4100
4100
4100
4100
4100
Conditions:
Size of host pipe
(1N)
8.00
8.00
8.00
8.00
8.00
Depth of pipe
(Ff)
6.00
8.00
10.00
12.00
14.00
Depth of water
(FT)
0.00
0.00
0.00
0.00
0.00
Ovality
M
2.00
2.00
2.00
2.00
2.00
Soil density
(PCF)
110
110
110
110
110
Soil modulus
(PSI)
1250
1250
1250
1250
1250
Live loading
(LBS)
16,000
16,000
16,000
16,000
16,000
Safety factor
2.00
2.00
2.00
2.00
2.00
Pipe Loading:
Dead load
(LB/-7)
167.98
177.39
181.65
183.59
184. 6
Surcharge load
(LB/FI')
88.89
66.67
53.33
44.44
38.10
Total loading on pipe
(LB/FT)
256.87
244.06
234.99
228.03
222.56
External Pressure:
Hydrostatic pressure
(PSI)
0.00
0.00
0.00
0.00
0.00
Total external pressure
(PSI)
5.51
6.81
8.19
9.63
11.09
Thickness Required for Buckling
Pressure:
Partially Deteriorated Condition:
The thickness is greater than the recommended nunimum
Liner thickness
(IN)
0.2286
0.2286
0.2286
0.2286
0.2286
Recommended minimum
(IN)
0.0973
0.0885
0.0822
0.0774
0.0736
USE
Fully Deteriorated Condition:
The thickness is greater than the recommended minitnum.
Liner thickness
(IN)
0.2286
0,2286
0.2286
0.2286
0.2286
Recommended minimum
(IN)
0,1109
0.1238
0.1360
0 1472
0.1573
Thickness Required for Stiffness:
The stiffness is greater than the recommended minimum.
Iipeliner stiffness
(IN*LB)
0.2818
0.2818
0.2818
0.2818
0.2818
Recommended minimum
(IN*LB)
0.0930
0 0930
0.0930
0.0930
0.0930
Total Load Deflection:
The deformation is less than the recommended maximum.
Pipeliner deformation
(%)
1.16
1.43
1.72
2.02
2.33
Recommended maximum
M
10.31
10.31
1031
10.31
10.31
Hydrostatic Load Deflection:
The deformation is less than the recommended maximum.
Pipeliner deformation
(%)
0.00
0.00
0.00
0.00
0.00
Recommended maximum
(%)
10.31
10.31
10.31
10.31
10.31
Ring -Bending Stress:
The ring -bending strength is greater than the recommended minimmn.
Pipeliner Strength
(PSI)
4100
4100
4100
4100
4100
as specified
Recommended minimum
(PSI)
384
474
571
671
773
Deflection used to calculate
(%)
1.16
1.43
172
2.02
2.33
Flow Capacity:
Despite
the slight decrease in internal diameter, there is a substantial increase
in flow.
Predicted increase
M
23.47
23.47
23.47
23.47
23.47
Expected increase
(%)
11.12
11.12
11.12
11.12
11.12
Columbia Pumping & Construction, Inc.
Environmental Services Division
1005 S. Maitland Avenue — Pasco, WA 99301
(509) 547-4841 (800) 510-1103 Fax (509) 547-7381
SP C and C Plan
Project No. WWP-27-3588
2011 Folded PVC Sanitary Sewer Lining Project
Cascade Interceptor Rehabilitation
November 8, 2011
1. Responsible personnel
Primary Contact — Terry Vojta 509-366-2121 509-547-4841
Secondary Contact — Dustin Vojta 509-947-5213 509-547-4841
2. All spills or encounters of hazardous material are to be reported to Terry Vojta with Columbia Pumping &
Construction, Inc.
3. All reporting of encounters or spills to be done to external regulatory requirements flow chart (see
attachment #1).
4. There are no sensitive or nearby waterways adjacent to this project.
5. Materials that will be brought are gasoline and diesel fuel, all of which will be contained in vehicles
onboard tanks. There will be no bulk storage, either portable or fixed, with the exception of small pump
engine fuel, which will be contained in approved storage vessels. In the event of a fuel spill, it will be
contained within an approved spill kit or absorbent pads (see attachment #2). All contaminated kits or pads
will be disposed of at an approved dumpsite. The cured -in -place resins that will be brought to this jobsite
will be fully contained within the liner tubes, but in the event of a spill, will be contained and disposed of as
above. All spill kits and pads will be located in our A -Station steam generating truck.
6. All equipment will be inspected for leaks at the beginning and end of each shift. Weekly inspections will
also be performed by the person in charge.
7. See site vicinity map for various work areas (see attachment #3).
8. To our knowledge, the work will be performed below the ordinary high water line
9. Sample spill or incident report form (see attachment #4).
- -11 _• -- JUDJ41 roof PAGE 02/03
Environmental Services Div of
Columbia Pumping & Construction. Inc.
1005 South Majtland
Pasco, Washington 99301
1-509-547-4841-Oce 1-800-510-1103 1-509-547-1381• Fax
-Off,
PLEASE HELP US HELP YOUN
Dear City Resident:
The Environmental Servi.ces Division of Columbia Pumping and Construction, Incorporated of Pasco,
is in the process of upgrading your City sewer
Washington along wid1 the
system. This process known as " trenchless pipe rehabilitation " involves the use of state of the art:
equipment to clean, televideo inspect and install a new PVC internal pipe lining in the math sewer line
accessed by your residence. After cleaning and inspecting your sewer line with underground video
equipment, the "Uhraliner" pipe lining material is heated to a workable temperature and pulled into
the cleaned line. Once inside the sewer line, the lining material is pressurized with low pressure steam
until it conforms to the inside diameter of the sewer line. After the specified time is achieved, the line
is de -pressurized and a motorized "tap cutter" is sent into the line to restore side service or "lateral"
access. (This process opens up the line from your residence to the main sewer line, allowing your
wastewater to flow freely to the waste treatment p)ant).
It is imperative that during the lining process you refrain from discharging any type of wastewater
(e.g.. dishwater. toilet water or waste, laundry water, etc.) from your residence. Water allowed to flow
from your residence during this critical pipelining phase, drastically effects the process of the lining
material and makes it very difficult to locate your service access inside of the main line. This in effect
could result in a lengthy delay in restoring your residence's sewer services.
Your assistance in NOT discharging water during this period will greatly limit the amount of time we
will need to keep your residence "out of service" and will provide an outstanding sewer mainline for
many years to come:
Your failure to comply with this request may potentially result in your
residential waste material filling your sewer access and resulting in a sewer
backup into your residence
THAVK YOU TOR YOUR UNDERSTANDTNG AND ASSISTANCE DURING THIS PROCESS.
ENVIRONMENTAL SERvTCES DMISION OF COLUMBIA PUMPING &CONSTRUCTION INC.
11 / by/ Lbl 1 bti: 11
5U'Jb4 / (Jbl
FAbL U:3/ ed
1u1y 2, 199S
ULTRRLINEA
To %`'horn It May C.onccrn:
Lice,,,,,ee Ccrnlic-It icin
This letter IS to eer`�iE�- that Coluntb;a Pumpin& Construction, Inc. is a licensed installer of
Ultralincr PVC Alloy'` Pip_liner. Each o`Uttrzliner, Inc.'s licensed installers receives
trainine from an auzho; ized repres:tttacive of UlcTaliner, Inc. to promote cornpetcncy and mutual
conFtdeoce in the insteller's ahilizzy to mare proper installation decisions.
Sincerely,
L. Grant �%Iiittle
Vicc President
STATE O: ALABAMA
CALHOLNZ COUNTY
The uad:rsizned notary public in and for said Coutsn• aLd 5tate hereby cet,fics chat
L. Grant Whittle, VT -hose name a; Vine Pr;-sid:nc oL'Ulz—,a'iner, a corporation, signed the
fo;cooinb documcm, and v:ho is k7iov.T1 to mc, acrmokvled'c-ed be For: on Lai; day that. being
inForT;ted o,`the eon:zn;s o,`th; 6�zumen% he, as a;l offizf, and u•itlt fall authorit♦, executed
same VoltLnCari!y for and as tnc 2ct of said corporation,
Gi�c;t undzr My hand this 2` da o`July 1993.
5EAL. Li_nd2 E. O�;rno!tzer, \ro:ar} P 1,' Iic
-�;CC1i: L:"n1�ii�J i Ex�t�:>: :-3�•GJ
PO. Drower 3630, Ox!ord, 35203 Pi -on_, 20j.83 1,35 15 fax 205.831,5575
Columbia Pumping & Construction, Inc.
Environmental Services Division
1005 S. Maitland Avenue — Pasco, WA 99301
(509) 547-4841 (800) 510-1103 Fax (509) 547-7381
November 8, 2011
To: City of Renton
Re: Temporary Traffic Control Plan
Traffic control for the 2011 Folded PVC Sanitary Sewer Lining Project No. WWP-27-3588 will be
accomplished using signs, cones and flaggers, if needed, to WSDOT Standards. It is our intention to
maintain two-way traffic in all set-up locations and we anticipate little to no disruption and/or inconvenience
to your city's residents.
Columbia Pumping & Construction, Inc.
Environmental Services Division
Frank Long
Project Coordinator
Sewer Pipe
Relining
The City Public Works Department has scheduled
to reline the existing sanitary sewers in your area.
Every effort will be made to minimize your
inconvenience. Crews will be working:
Street or Backyard Easement
Date
Here's how you may be affected (mark conditions
apply to this project):
❑ The Contractor will contact you to gain entry
to a drainage access point in your residence (a
sink for example). This is necessary to locate
where active house services enter the
wastewater main.
❑ Please stop/reduce your wastewater usage,
(i.e. toilet, sink, washer) for the day. During
the sewer relining project your sewer service
will be totally blocked for the day on the date
noted above to prevent sewer backup into
the home.
❑ You may not be able to use your driveway for
periods on the date(s) listed above. Please
utilize on -street parking.
❑ Other
Thank you for your patience and cooperation.
If you have any questions, please contact the
contractor, or if not successful, the Public Works
Engineering Division at the telephone numbers
listed on the reverse side.
PLEASE NOTIFY CONTRACTOR WITH
ANY PROBLEMS/CONCERNS.
General Contractor:
ENVIRONMENTAL SERVICES
DIVISION OF COLUMBIA PUMPING
& CONSTRUCTION, INC.
Terry Vojta
Project Superintendent
Mobile Telephone No.
For other project information, please contact:
Public Works Engineering Division Office
Construction Inspector:
Project Engineer:
Sewer Pipe
Relining
The City Public Works Department has scheduled
to reline the existing sanitary sewers in your area.
Every effort will be made to minimize your
inconvenience. Crews will be working:
Street or Backyard Easement
Date
Here's how you may be affected (mark conditions
apply to this project):
❑ The Contractor will contact you to gain entry
to a drainage access point in your residence (a
sink for example). This is necessary to locate
where active house services enter the
wastewater main.
❑ Please stop/reduce your wastewater usage,
(i.e. toilet, sink, washer) for the day. During
the sewer relining project your sewer service
will be totally blocked for the day on the date
noted above to prevent sewer backup into
the home.
❑ You may not be able to use your driveway for
periods on the date(s) listed above. Please
utilize on -street parking.
❑ Other
Thank you for your patience and cooperation.
If you have any questions, please contact the
contractor, or if not successful, the Public Works
Engineering Division at the telephone numbers
listed on the reverse side.
PLEASE NOTIFY CONTRACTOR WITH
ANY PROBLEMS/CONCERNS.
General Contractor:
ENVIRONMENTAL SERVICES
DIVISION OF COLUMBIA PUMPING
& CONSTRUCTION, INC.
Terry Vojta
Project Superintendent
Mobile Telephone No.
For other project information, please contact:
Public Works Engineering Division Office
Construction Inspector:
Project Engineer: