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HomeMy WebLinkAboutWWP273615 (5)Print Form Reset Form CITY OF RENTON TRANSPORTATION SYSTEMS —TRAFFIC OPERATIONS TRAFFIC CONTROL PLAN PROJECT NAME: Earlington Sewer Replacement Phase II PERMIT# CONSTRUCTION COMPANY: Shoreline Construction Co. PHONE#: 425-483-0600 CONTACT NAME: Doug Suzuki PHONE#: 425-483-0600 ADDRESS: PO Box 358, Woodinville, WA 98072 CELL#: 206-571-3571 E-MAIL ADDRESS: dsuzuki@sccwa.net FAX#: 360-668-5133 PROJECT LOCATIOWSW Langston Rd and Hardie Ave SW WORK TIME: 8:00 AM to 5:00 PM WORK DATE: Oct. 2, 2012 N/E/S/W OF: APPROVED BY: (i'� , F'AUTAOLLS APPROVAL DATE: (C) /I` /12. Permit Holder agrees to all the following: • Comply with all traffic regulations of the City of Renton and the State of Washington. • 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. • Notify emergency services (253-852-2121) twenty-four (24) hours before any street or lane closures. • Any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result in receiving a citation for violation of R.C.W. 47.36.200 through 47.36.220, 9A.36.050 Reckless Endangerment, and other applicable State and City codes. • Indemnify and hold harmless the City of Renton from any and all claims, actions, and judgments, including all costs of defense and attorney's fees incurred in defending against same, arising from and related to implementation of the approved traffic control plans including claims arising from towing of private vehicles and the acts of the Permit Holder's agents and employees. • The City of Renton shall be entitled, in its reasonable discretion, to settle claims prior to suit or judgment, and in such event shall indemnify and hold harmless the City for any such claims paid, including the City's reasonable attorney's fees and litigation costs incurred resulting from such claim. • In the event any claim or suit is brought against City within the scope of this Agreement, Permit Holder will pay for legal counsel chosen by the City to defend against same. • By my signature herein, I acknowledge all the above requirements. PRINT NAME: SIGNATURE DATE: /t /, / I OFFICE COPY T- d CONTRACTOR DEV. SERVICE, INSPECTION K. KITTRICK/ DEV. SERVICE, PLAN REVIEW A. HENNINGER/1. ILLIAN POLICE CLARK WILCOX FIRE DAVID PARGARS/STA. #13 I NOTES: • Work Zone Traffic Control shall be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and shown by sketch or reference to WSDOT. • The plan must be submitted to the City's PW/Transportation Division for review and/or approval at least three working days prior to work. • Approved Temporary Traffic Control Plan must be at the work site during work hours. • Contractor or entity must call Renton School District (425-204-4455) or any public/private agency to be affected by a temporary lane or road closure. • Complete assistance and accommodation shall be provided to all kinds of pedestrian traffic when sidewalk or walkway is impeded. • Total road closure lasting more than 24 hours is subject to the approval by the City Council. • Any vehicle, equipment, barricade, or portable tow -away sign used within the work area must display a company logo or any legally acceptable sign showing the company name, address, and telephone number at a conspicuous place on the vehicle or equipment. In the case of Temporary No Parking Zones, all the following apply in addition to previous: • Contractor must complete form to show limits of Temporary No Parking Zone identifying barricade locations for vacate parking or curb lane usage. • Contractor must post notice of dates and time of Temporary No Parking Zone with at least two signs per block 72 hours in advance of effective date and time. • The cover sheet of this Traffic Control Plan form must be attached to each Temporary No Parking Sign on the project site. • Temporary traffic control devices must be removed immediately when work is done or no construction activities are going on. If deemed abandoned, City crews will remove and store them at the City's maintenance shop (3555 NE 2nd Street). SKETCH Aj iHC_ F1 ►''lam► 1 -- NORTH -- IF ARM t Aim e lit TFIF 00 I„ '4 I „(41 .. k A �L) AA City of Renton Print map Template 4or law% .�' A.�Jt 190 145 0 73 145 Feet NAD_1983_HAR N_StateP la ne_Wash i ngton_North_F I PS_4601 Information Technology - GIS RentonMapSupport@Rentonwa.gov 10/01 /2012 Legend L-4NE GLos-IQE 2>471E -TES. Ocr 2, Z012- Tih rc - 8 4M rv, -5 or'j /V mT-e A 8e- �ieoM l�lESTBcuND �oR,TNr3o.s�p �IA2DtQ' Notes None 0 1: 872 This map is a user generated static output from an Internet mapping site and _ is for reference only. Data layers that appear on this map may or may not be Clty Of R-�e•1t�11 accurate. current or otherwise reliable THIS MAP IS NOT TO BE USED FOR NAVIGATION Finance & IT Division Z w Z D of m Z w J W r m 0 LONGITUDINAL BUFFER SPACE = B POSTED SPEED (MPH) 25 30 35 40 45 50 55 60 LENGTH B (FEET) 155 200 250 305 360 425 495 570 BUFFER DATA TYPICAL PROTECTIVE VEHICLE WITH TMA (SEE NOTE 1) VEHICLE TYPE LOADED WEIGHT 4 YARD DUMP TRUCK, MINIMUM WEIGHT 15,000 LBS. SERVICE TRUCK. (MAXIMUM WEIGHT SHALL BE IN ACCORDANCE WITH MANU- FLAT BED, ETC. FACTURER RECOMMENDATION) ROLL AHEAD STOPPING DISTANCE = 30 FEET MIN. J (DRY PAVEMENT ASSUMED) MINIMUM TAPER LENGTH = L (FEET) LANE WIDTH (FEET) 25 30 POSTED SPEED (MPH) 1 35 1 40 45 50 1 55 60 10 105 150 205 270 450 500 550 - 11 115 165 225 294 495 550 605 660 12 125 180 245 320 540 600 660 720 CHANNELIZING DEVICE SPACING POSTED SPEED (MPH) IN TAPER (FEET) IN TANGENT (FEET) 50 / 70 40 80 60 35145 30 25130 20 40 Q�Q G20-2A OR DOWNSTREAM TAPER TO SHOW END OF WORK AREA - SEE NOTE 7 100, O B SEE NOTE 5 ® WORK AREA ® A 0 0 0 0 __0 51 z / fV SEE STANDARD PLAN K-24 20 FOR ALTERNATE ENCROACHMENT LEGEND SIGN LOCATION 0 0 o CHANNELIZING DEVICES PROTECTIVE VEHICLE - RECOMMENDED PCMS PORTABLE CHANGEABLE MESSAGE SIGN CI> ARROW PANEL SIGN SPACING = X (1) RURAL HIGHWAYS 60 / 65 MPH 800' t RURAL ROADS 45 / 55 MPH 500' t RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350' t RURAL ROADS, URBAN ARTERIALS. RESIDENTIAL & BUSINESS DISTRICTS 25 / 30 MPH 200' t (2) URBAN STREETS 25 MPH OR LESS 100' t (2) ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE (1) ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS, AT -GRADE INTERSECTIONS, AND DRIVEWAYS. (2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS. W20-5R / RIGHT LANE w4-2L CLOSED -- COMPLIANCE DATE 12/23/13 AHEAD ROAD WORK AHEAD L __Iv + X ) X X V I® PCMS SAMPLE MESSAGE 1 2 LANE ONE CLOSED MILE AHEAD 1.5 SEC 1.5 SEC FIELD LOCATE 1 MILE i, IN ADVANCE OF LANE CLOSURE W20-1 NOTES 1. A Protective Vehicle is recommended regardless if a Truck 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. Devices shall not encroach into adjacent lanes. 3. Extend device taper (U3) across shoulder — recommended. 4. Portable Changeable Message Sign (PCMS) recommended. 5. Use Transverse Devices in closed lane every 1000' t recommended. 6. Traffic Safety Drums for all tapers on high speed roadway — recommended. 7. Channelizing Device spacing for the downstream taper option shall be 20' C.C. 8. For signs size refer to Manual on Uniform Traffic Control Devices (MUTCD) and WSDOT Sign Fabrication Manual M55-05. N IN IN (0 ® FOR LOCAL AGENCY USE ONLY NOT FOR USE ON STATE ROUTES z Z>� aoazti OF u'AS87 % o u w o o ti 3 V oWWo w DI G a � �% cv 5� a&a< O /� 25335 ^z'o 2 i le �'ONAL i=tit. =o W � EXPIRES AUGUST 9. 2007 Z m i 8 SINGLE LANE CLOSURE ON MULTILANE ROADWAY STANDARD PLAN K-24.60-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Ken L. Smith 02-15-07 STATF DFSIGN FNGINFFR DATF Adw Washington State Department of Transportation P,rmt Form Reset.Form `:;, CITY OF RENTON TRANSPORTATION SYSTEMS — TRAFFIC OPERATIONS TRAFFIC CONTROL PLAN PROJECT NAME: Earlington Sewer Phase II PERMIT#. CONSTRUCTION COMPANY: Shoreline Construction Co. CONTACT NAME: Doug Suzuki ADDRESS: PO Box 358, Woodinville, WA 98072 E-MAIL ADDRESS: dsuzuki@sccwa.net PHONE#: PHONE#: CELL#: FAX#: PROJECT LOCATIOWSW Langston Road and Hardie Ave SW N/E/S/W OF: WORK TIME: 7:00 am to 5:00 p,m WORK DATE: To be determined Permit Holder agrees to all the following: APPROVED BY: APPROVAL DATE: 425-483-0600 425-483-0600 206-571-3571 360-668-5133 • Comply.with all traffic regulations of the City of Renton and the State of Washington. • 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. • Notify emergency services (253-852-2121) twenty-four (24) hours before any street or lane closures. • Any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result in receiving a citation for violation of R.C.W. 47.36.200 through 47.36.220, 9A.36.050 Reckless Endangerment, and other applicable State and City codes. • Indemnify and hold harmless the City of Renton from any and all claims, actions, and judgments, including all costs of defense and attorney's fees incurred in defending against same, arising from and related to implementation of the approved traffic control plans including claims arising from towing of private vehicles and the acts of the Permit Holder's agents and employees. • The City of Renton shall be entitled, in its reasonable discretion, to settle claims prior to suit or judgment, and in such event shall indemnify and hold harmless the City for any such claims paid, including the City's reasonable attorney's fees and litigation costs incurred resulting from such claim. • In the event any claim or suit is brought against City within the scope of this Agreement, Permit Holder will pay for legal counsel chosen by the City to defend against same. • By my signature herein, I acknowledge all the above requirements.. r PRINT NAME: DATE: ZG SIGNATURE: OFFICE COPY T- CONTRACTOR DEV. SERVICE, INSPECTION K. KITTRICK/ DEV. SERVICE, PLAN REVIEW A. HENNINGER/J. ILLIAN POLICE CLARK WILCOX FIRE DAVID PARGARS/STA. #13 NOTES: • Work Zone Traffic Control shall be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and shown by sketch or reference to WSDOT. • The plan must be submitted to the City's PW/Transportation Division for review and/or approval at least three working days prior to work. • Approved Temporary Traffic Control Plan must be at the work site during work hours. • Contractor or entity must call Renton School District (425-204-4455) or any public/private agency to be affected by a temporary lane or road closure. • Complete assistance and accommodation shall be provided to all kinds of pedestrian traffic when sidewalk or walkway is impeded. • Total road closure lasting more than 24 hours is subject to the approval by the City Council. • Any vehicle, equipment, barricade, or portable tow -away sign used within the work area must display a company logo or any legally acceptable sign showing the company name, address, and telephone number at a conspicuous place on the vehicle or equipment. In the case of Temporary No Parking Zones, all the following apply in addition to previous: • Contractor must complete form to show limits of Temporary No Parking Zone identifying barricade locations for vacate parking or curb lane usage. • Contractor must post notice of dates and time of Temporary No Parking Zone with at least two signs per block 72 hours in advance of effective date and time. • The cover sheet of this Traffic Control Plan form must be attached to each Temporary No Parking Sign on the project site. • Temporary traffic control devices must be removed immediately when work is done or no construction activities are going on. If deemed abandoned, City crews will remove and store them at the City's maintenance shop (3555 NE 2"d Street). SKETCH I -- NORTH -- See attached Sketches. I K20.40 will be used with.the exception of the intersection work at Langston & Sunset. The work at the intersection of Langston & Sunset will occur on 3 different occasion for a period of 1 day. CO K SITE M S 14 W CgNGSToN z 13 N 5v` 1 1. Road Const. Ahead, Detour Ahead, Detour Arrow Right (On sidewalk eastside of Hardie Ave SW). Detour Arrow Left (on Ped. Island west of S. bound lane of Hardie) 2. Detour Arrow Left (center traffic island of Sunset). 13. Road Const. Ahead, Flagger (S. side of Langston). 14. Road Closed Type III barricade (across Hardie) 15. Road Const. Ahead, Left Lane Closed, Flagger (S. side sidewalk of Sunset west of Hardie). SW SUNSET BLVD 5. Detour Arrow Right (On sidewalk N. side of Sunset before Stevens) 6. Detour Arrow Left (E. side of Stevens at Langston). 7. Detour Arrow Straight (N. side of Langston) N AIRPORT WAY L L 4 s m PJS r Nxs�oN 11 cn L 16 3. Detour Arrow Straight (On sidewalk eastside of Rainier) 4. Detour Arrow Left (planter strip east side of Rainier). 11. Road Closed to Thru Traffic, Detour Ahead, Detour Arrow Left (edge of road west side Hardie). 12. Road Closed Closed to Thru Traffic Type III barricade with Detour Arrow Left (across Hardie, south of Victoria). 16. Detour Arrow Right (S. side Victoria west of Rainier). 9 8. Detour Arrow Right (E. side of Langston at S 132nd St) 9. Detour Arrow Right (S. side of S 132nd at Renton Ave). 10. (shown on full detour map) Detour Arrow Straight (S. side of Renton Ave S) EARLINGTON SEWER REPLACEMENT Phase II VICINITY MAP .. W r z m a z W J W r m Project: Earlington Sewer Replacement Phase II Contractor: Shoreline Construction Co. END G20-2A ROAD WDRK OR DOWNSTREAM TAPER TO SHOW END OF WORK \ � AREA -SEE NOTE 5 ® oo, �l G20-2A / 99QEND � ROAD WDRK 0 + W20-7A a -} BE ,p PREPARED TO STOP W20-713 - OPTIONAL IF POSTED + SPEED 40 MPH OR LESS ONE LANE p ROAD AHEAD W20-4 ROAD WORK AHEAD W20-1 J 00 LONGITUDINAL BUFFER SPACE = B POSTED SPEED (MPH) 25 30 35 40 45 50 55 60 1 65 LENGTH B (FEET) 155 200 250 305 360 425 495 570 1 645 BUFFER DATA TYPICAL PROTECTIVE VEHICLE WITH TMA (SEE NOTE 1) VEHICLE TYPE LOADED WEIGHT 4 YARD DUMP TRUCK, MINIMUM WEIGHT 15,000 LBS. SERVICE TRUCK, (MAXIMUM WEIGHT SHALL BE FLAT BED, ETC. IN ACCORDANCE WITH MANU- FACTURER RECOMMENDATION) OROLL AHEAD STOPPING DISTANCE = 30 FEET MIN. (DRY PAVEMENT ASSUMED) W20-7A W20-7B - OPTIONAL IF POSTED BE SPEED 40 MPH OR LESS g PREPARED + TO STOP w20-4 ONE LANE 4 ROAD + AHEAD w2o-1 ROAD \ S` + WORK AHEAD LEGEND FLAGGING STATION a SIGN LOCATION ® ® ® CHANNELIZING DEVICES PROTECTIVE VEHICLE - RECOMMENDED NOTES 2/2 1. A Protective Vehicle is recommended regardless if a Truck 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 flagging stations. See WSDOT Standard Specifications for additional details. 3. Extend Channelizing Device taper across shoulder — recommended. 4. Sign sequence is the same for both directions 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 Manual on Uniform Traffic Control Devices (MUTCD) and WSDOT Sign Fabrication Manual M55-05. SIGN SPACING = X (1) RURAL HIGHWAYS 60 / 65 MPH 800' ± RURAL ROADS 45 / 55 MPH 500' ± RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350' ± RURAL ROADS, URBAN ARTERIALS, RESIDENTIAL & BUSINESS DISTRICTS 25 / 30 MPH 200' ± (2) URBAN STREETS 25 MPH OR LESS 100' ± (2) ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE (1) ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS, AT -GRADE INTERSECTIONS, AND DRIVEWAYS. (2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS. FOR LOCAL AGENCY USE ONLY NOT FOR USE ON STATE ROUTES 0 oWzpCAI Z o�� O 25335 O 2 2 o eC I S T ERA 1� ssIONAL ��GW EXPIRES AUGUST 9, 2007 -2 LANE5 LL g LANE CLOSURE WITH FLAGGER CONTROL STANDARD PLAN K-20.40-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Ken L. Smith 02-15-07 STATE DESIGN ENGINEER DATE Washington State Department of Transportation ST SW SUNSET BLVD (10 ;oe Z�l zir FRED MEYER N AIRPORT WAY C m 4 m � G r McCIENDONS NpRDWpRE DETOUR ROUTE FOR CLOSURE OF INTERSECTION OF SW LANGSTON RD AND HARDIE AVE SW ; 1%�*I P-W on't A. U-AW, AR, IM j1,F,8w Mg Ir brF�:,. A -.1. 17, V Wl . io. 4' T�l �­P '2 .,jR I u Mn� 0 0 Print Form . I Reset Form CITY OF RENTON CiU•nf TRANSPORTATION SYSTEMS — TRAFFIC OPERATIONS_. -ONO% TRAFFIC CONTROL PLAN PROJECT NAME: Earlinqton Sewer Phase II CONSTRUCTION COMPANY: Shoreline Construction Co. CONTACT NAME: Doug Suzuki ADDRESS: PO Box 358, Woodinville, WA 98072 E-MAIL ADDRESS: dsuzuki@sccwa.net PROJECT LOCATIOWSW Langston Road and Hardie Ave SW PERMIT# PHONE#: PHONE#: CELL#: FAX#: N/E/S/W OF: 425-483-0600 425-483-0600 206-571-3571 360-668-5133 WORK TIME: 7:00 am to 5:00 p,m APPROVED BY: VQ11zlES WORK DATE: d APPROVAL DATE: 2- Permit Holder agrees to all the following: • Comply with all traffic regulations of the City of Renton and the State of Washington. • 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. • Notify emergency services (253-852-2121) twenty-four (24) hours before any street or lane closures. • Any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result in receiving a citation for violation of R.C.W. 47.36.200 through 47.36.220, 9A.36.050 Reckless Endangerment, and other applicable State and City codes. • Indemnify and hold harmless the City of Renton from any and all claims, actions, and judgments, including all costs of defense and attorney's fees incurred in defending against same, arising from and related to implementation of the approved traffic control plans including claims arising from towing of private vehicles and the acts of the Permit Holder's agents and employees. • The City of Renton shall be entitled, in its reasonable discretion, to settle claims prior to suit or judgment, and in such event shall indemnify and hold harmless the City for any such claims paid, including the City's reasonable attorney's fees and litigation costs incurred resulting from such claim. • In the event any claim or suit is brought against City within the scope of this Agreement, Permit Holder will pay for legal counsel chosen by the City to defend against same. • By my signature herein, I acknowledge all the above requirements. PRINT NAMI SIGNATURE: OFFICE COPY T- y/ o 7 CONTRACTOR DEV. SERVICE, INSPECTION K. KITTRICK/ DEV. SERVICE, PLAN REVIEW A. HENNINGER/J. ILLJAN POLICE CLARK WILCOX FIRE DAVID PARGARS/STA. #13 NOTES: • Work Zone Traffic Control shall be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and shown by sketch or reference to WSDOT. • The plan must be submitted to the City's PW/Transportation Division for review and/or approval at least three working days prior to work. • Approved Temporary Traffic Control Plan must be at the work site during work hours. • Contractor or entity must call Renton School District (425-204-4455) or any public/private agency to be affected by a temporary lane or road closure. • Complete assistance and accommodation shall be provided to all kinds.of pedestrian traffic when sidewalk or walkway is impeded. • Total road closure lasting more than 24 hours is subject to the approval by the City Council. • Any vehicle, equipment, barricade, or portable tow -away sign used within the work area must display a company logo or any legally acceptable sign showing the company name, address, and telephone number at a conspicuous place on the vehicle or equipment. In the case of Temporary No Parking Zones, all the following apply in addition to previous: • Contractor must complete form to show limits of Temporary No Parking Zone identifying barricade locations for vacate parking or curb lane usage. • Contractor must post notice of dates and time of Temporary No Parking Zone with at. least two signs per block 72 hours in advance of effective date and time. • The cover sheet of this Traffic Control Plan form must be attached to each Temporary No Parking Sign on the project site. • Temporary traffic control devices must be removed immediately when work is done or no construction activities are going on. If deemed abandoned, City crews will remove and store them at the City's maintenance shop (3555 NE 2"d Street). SKETCH -- NORTH -- See attached traffic plans C to F v Y• EARLINGTON SEWER REPLACEMENT PHASE II ienrsun s. drz /Pw� "' 5-361 Traffic Control Plan C Project: Earlington Sewer Replacement Contractor: Shoreline Construction Co. Road Closure of Lind Ave SW ROAD CLOSED 't TO THRU TRAFFIC STREET CLOSED (1) aType III Barricade TO P"PAW o ; TO �STOP� Sian SDacina = X Rural Roads 45 / 55 MPH 500' +/- _ Rural Roads & Urban Arterials 35 / 40 MPH 350' +/- Rural Roads, Urban Arterials, Residential & Business 25130 MPH 200' +/- Districts All Signs are Black on Oran a Unless Designated Otherwise Minimum Taper Length = L R Lane Width Posted Speed MPH (Feet) 25 30 35 40 1 45 50 10 105 150 205 270 450 500 11 115 65 225 294 495 550 12 125 180 245 1 320 1 540 600 Minimum Taper Length = L ft Posted Speed MPH In Taper Feet In Tangent Feet 50 40 80 35/45 30 60 25 /30 20 40 1/4 Mr Washington State Department of Transportation Request for Approval of Material Contract FA Number SR Date Earlington Sewer Replacement Phase 2 7/17/2012 Section County Contractor Subcontractor Shoreline Construction Co. For assistance in completing, see Instructions and Example For WSDOT Use Only RAM # 6 Bid Material or Item No. Manufacturer's Product/Type Name and Location of Fabricator, Manufacturer or Pit Number Specification Reference PE Hdqt. Appr I Apprrl Code Code File No 10 Manhole Ring & Cover East Jordan Iron Works 7-05 i i Project EngerDate State Materials Engineer ( -2 /8 20� Date Approval Action Codes for use by Project Engineer and State Materials Laboratory 1. Conditionally Approved: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project 2. Conditionally Approved: Submit Mfg. Cert of Compliance for 'Approval' prior to use of material. 3. Conditionally Approved: Submit Catalog Cuts for 'Approval' prior to use of material. 4. Conditionally Approved: Submit Shop Drawings for 'Approval' prior to fabrication of material. 5. Conditionally Approved: Only'Approved for Shipment' or'WSDOT Inspected' materialsha/1 be used. 6. Conditionally Approved: Submit Materials Certificate of Origin to Project Engineer. 7. Approval Pending: Request Transmitted to State Materials Laboratory for Approval Action. 8. Source Approved: 9. Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld. 11. Remarks: Project Engineer Distribution D Contractor ❑ Region Materials p Region Operations Engineer p State Materials Lab DOT Form 350-071 EF Revised 8/04 State Materials Engineer Distribution C7 General File p Signing Inspection O Fabrication Inspection ❑ Other 3715 3717 Assembly (3) BLT SOC. (ALLEN HEAD) BOLTHOLES — 3 PLCS 5/8"-11 X 1.5 SS W/ SS &—I EQUALLY SPACED 120' RUBBER WASHER �°',sM°"v, APART ON 23 1/16" DIA B.C. (SEE DETAIL) O � RENTON AHEAD OF THE CURVE SEWER 25" DIA. 1" 3/4„ F------i— 8 3/4" 2 1/2" TYP SECTION VIEW 26 1/2" DIA 25 1/4" DIA-7 /16" 1/4" DIA 1 1 NEOPRENE GASKET 1 rL J�t 5/8"'J 23 3/8" DIA CL OPE 27 5/16" DIA 34 1/8" DIA BOTTOM VIEW EON BOLTING DETAIL 1/4' r 1 1/16" 1 GASKET GROOVE DETAIL 1 /8 2" STACKJ STACKING DETAIL liii �►ie e j rr®I�r .moo, Product Number 00371572 Design Features -Materials Frame Gray Iron (CL35) Cover Gray Iron (CL35) -Design Load Heavy Duty -Open Area n/a -Coating Dipped Designates Machined Surface Certification - ASTM A48 -Country of Origin: USA Major Components 00371514 00371780 Drawing Revision 5/1512007 Designer: SMH 5/25/2012 Revised By: DJH Disclaimer Weights (IMAg) dimensions (inches7mm) end dmvnngs provided for your gguidance. We reserve the right to modify spea icahons without prior notice. CONFIDENTLAL: This drawing Is the property of EJ GROUP, Inc., and embodies confidenfial information, registered marks, patents, trade secret infomnation, and/or Imow how that Is the property of EJ GROUP, Inc. Copyright 02011 EJ GROUP, Inc. All rights reserved. Contact 800 626 4653 e)co.com Adw � Washington State A Department of Transportation Request for Approval of Material Contract FA Number SR Date Earlington Sewer Replacement Phase 2 6/22/2012 Section County Contractor Shoreline Construction Co. Subcontractor CPC, Inc. For assistance in completing, see Instructions and Example For WSDOT Use Only RAM # 5 Bid Material or Item No. Manufacturer's Product/Type Name and Location of Fabricator, Specification Manufacturer or Pit Number Reference PE Hdt. Appr'I Apprrl File Code Code No. 14 & 15 Cured In Place Pupe Masterliner 7-21 Project gi Date XI 2(c Zol State Materials Engineer Date Approval Action Codes for use by Project Engineer and State Materials Laboratory 1. indtionally Approved: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project. 2. Conditionally Approved: Submit Mfg. Cert. of Compliance for'Approval' prior to use of material. 3. Conditionally Approved: Submit Catalog Cuts for'Approval' prior to use of material. 4. Conditionally Approved: Submit Shop Drawings for'Approval' prior to fabrication of material. 5. Conditionally Approved: Only'Approved for Shipment' or'WSDOT Inspected' material shall be used. 6. Conditionally Approved: Submit Materials Certificate of Origin to Project Engineer. 7. Approval Pending: Request Transmitted to State Materials Laboratory for Approval Action. 8. Source Approved: 9. Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld: 11. Remarks: Project Engineer Distribution ❑ Contractor ❑ Region Operations Engineer State Materials Engineer Distribution ❑ Region Materials ❑ General File ❑ Signing Inspection ❑ State Materials Lab ❑ Fabrication Inspection ❑ Other DOT Form 350-071 EF Revised 8/04 A h arp ated} Masterliner Incorporated Pipe Renewal Products ISO 9001: 2000 Certified March 15, 2011 CERTIFICATION To Whom It May Concern: 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 (Office) 985-386-0250 (Fax) 1-888-DIG-FREE E-MAIL: linerAmasterliner.com WEB: htto:/Iwww.masterliner.com Please allow this letter to stand as certification that Columbia Pumping & Construction, Inc. of Pasco, Washington is an approved installer of the Masterliner Cured -in -Place Pipe Mainline Rehabilitation products and Masterliner Sectional Repair Liners. If you require further information, please contact me at your convenience. Very truly yo s, MASTERL ER INCORPORATED By: ; Jonathon Rovira, Vice -President :al'�SttiiUn C�ii1oSir,rill;E'I".[:t'Tn'i (985) 386-3006 ext. 105 (0) (985) 969-3635 (c) ;,+, �,nt. rn astarli nee r. a}n; C031511 COLUMBIA PUMPING uvic�/[tJ07 1[:L4 ytiSSybt1L�N •� hIH51tK�1Ntlt 1'H�ac 'Ol Mas:terliner Incorporated Pipe Renewal Products ISO 9001: 2000 Certified CERTIFICATION April 25, 2006 42305 S. Airport Road Hammond, LA 70403. USA 985-386-3006 (Orrice) 985-38654250 (Fox) 1.888-DIG-FR EE E-MAIL: liner mastediner.com WEB: fn'l/w m.mastediner.com Please allow this letter to stand as certification that Columbia Pimping and Construction, Inc. is an approved licensee of the Masterliner Cured -In Place Pipe Rehabilitation methods. Columbia Pumping and Construction, Inc. has had extensive training with Masterhner Incoiporated Cured -In Place Pipe and they meet and pass all of the requirements and certification required to install Masterliner Incorporated pipe liners. IN WITNESS THEREOF, THE UNDERSIGNED has caused this certification to be executed and sealed this 250' day of April 2006. Very truly yours, MiASTERLINER INCORPORTED, By: Ru�jqpWMM.- .Bu sitresslviacr D6441 rtcolumWaC'ERTIFICATIUN G 0041 L 9-((ifi (41Ti O n s AM GUID41W f011 In941LL41TIOn Of T414 MASTERLINER CURED -IN PLACE PIPE SYSTEMS TABLE OF CONTENTS 1.00 INTRODUCTION 2.00 SITE WORK PREPARATIONS 3.00 THE PRODUCT AND COMPONENT MATERIALS 4.00 TECHNICAL SPECIFICATIONS 5.00 MASTERLINER DESIGN AND SELECTION 6.00 INSTALLATION; PULL IN PLACE WATER INVERSION AIR INVERSION 7.00 PAYMENT 8.00 GENERAL INFORMATION AND WARRANTY GUIDELINES AND GENERAL SPECIFICATIONS FOR INSTALLATION OF MASTERLINER CURED IN PLACE PIPE LINING SYSTEMS. 1.0 INTRODUCTION: The MASTERLINER CIPP systems are the only available complete encapsulating pipeline rehabilitation process. NIASTERLINER has been formed for the sole purpose of developing, manufacturing, distributing and training installers on the use of its proprietary MASTERLINER cured in place pipeline rehabilitation system. The MASTERLINER process has been involved in an extensive 24 month Research and Development program to design a user-friendly first class NO -DIG pipe lining system. 1.01 INSTALLATION INTRODUCTION: The MASTERLINER CIPP tube combines proprietary equipment and engineering design technology with unique installation techniques to solve the numerous problems encountered when installing a no -dig pipeline rehabilitation process. Utilizing the latest state of the art tools and techniques, sound engineering, and experienced field installation personnel what you end up with is a quality assured finished product. The liner will be impregnated with a thermal setting resin that will completely wet out the soft flexible absorbent tube. The impregnated liner can now easily be transported to the job site. Curing is accomplished by circulating air and steam to cross-link the customized resin into a hard impermeable pipe. When cured the hardened liner x�-ill extend from manhole to manhole in a continuous tight fitting watertight pipe -within a pipe, chemically resistant to sewage gases and materials. Where specified, this system can be used in sanitary severs, storm drains, house connections and manholes. With the assistance of a lo��, po«vered t,.vo-ton standard winch, large diameter liners can easily be installed. ONLY MANUFACTURER CERTIFIED CONTRACTORS WILL BE ALLOWED TO INSTALL MASTERLINER CURED IN PLACE LINER PIPE. 1.02 INTENTION: The intent of this CIPP lining process is to line pipes which are subject to partial structural deterioration, partial distortion, interior corrosion, settling, misalignment, cracking, ex - filtration and infiltration. The liner will withstand long-term external hydrostatic loading. 2.00 SITE WORK AND PREPARATIONS 2.01 TELEVISION INSPECTION PRIOR TO INSTALLATION: The contractor is advised that a video tape inspection was made of the pipeline to be reconstructed and that this tape is available for review prior to bid opening. All prospective bidders are urged to .view the tapes. The contractor will also be required to perform another television. inspection and video tape recording of the pipeline a maximum of seven (7) days prior to the setting up of the liner insertion equipment at the job site. This inspection will be performed utilizing a radial eye camera, to determine the latest condition of the pipeline and to accurately identify the location of the active service connections. Should the result of this television inspection show a condition different than previously noted, the contractor shall immediately notify the Engineer. 2.02 CLEANING: The contractor shall furnish all labor, materials and equipment and shall do all necessary work to remove and dispose of all debris, silt, protruding service connections and roots in the existing pipeline and manholes. 2.03 FLOW BYPASSING: The contractor shall provide for the diversion of flow at an existing upstream manhole (if available) and pump the flow into an existing downstream manhole. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The proposed bypassing system shall be submitted to the engineer for approval and no work shall commence until such approval is granted. 2.04 OBSTRUCTION REMOVAL: A high speed rotation hydraulic cutter will be used to cut protruding service laterals, offset joints, roots, barnacles, concrete or other obstructions in V.C.P. (vitrified clay pipe), concrete pipe and C.I.P. (cast iron pipe). The cut will be made flush with the wail of the pipe to be restored, and the debris will be pushed down the pipe to the downstream manhole. If an obstruction cannot be removed by conventional methods or by remotely controlled mechanical equipment, then the contractor shall remove or repair the obstructions by excavation. Such excavation shall be considered as a separate pay time and must be approved prior to start up. 2.05 PRIOR TO COMMENCING WORK: The contractor will provide submittals on all lining materials and resins and shall furnish manufacturer certification that the liner material complies with the requirements of the customer. The contractor will provide pre -sizing calculations that demonstrate that the liner has been properly downsized to avoid the creation of wrinkles or folds. 2.06 SAFETY: The Contractor shall conform to all work safety requirements of pertinent regulatory agencies, and shall secure the site for the working condition in compliance with the same. The contractor shall erect such signs and other devices as are necessary for the safety of the work site. The contractor shall also perform all of the work in accordance with applicable OSHA standards. Emphasis is placed upon the requirements for entering confined spaces and working with steam 2.07 EXTENSION OF TIME: If the contractor is delayed in the course of the work by act or neglect of the client, municipality, or by unexpected problem beyond his control, or by any cause which the engineer shall decide justifies the delay, then the time of completion shall be extended for such a reasonable time as the engineer and the contractor agree upon. 3.00 LINER AND COMPONENT MATERIALS: 3.01 TUBING: The liner tube will consist of one or more layers of flexible needled felt or an equivalent woven or non -woven material. 3.02 GEO MEMBRANE: The needled felt will have a Geo membrane coated on either one or both sides comprised of a minimum thickness of 12 mils. 3.03 RESIN: A prenuum corrosion resistant isophthalic, thixotropic unsaturated polyester resin. The resin will be specifically formulated for the use in the manufacture of needled felt liners for insertion into sewer and drain lined needing repair. 3.04 CATALYST: Compatible with the resin and the other materials used in the manufacturing of the CIPP. The non -promotes resin shall be catalyzed by the addition of a sufficient catalyst to produce the required physical properties of the cured in place pipe. 4.00 TECHNICAL SPECIFICATIONS 4.01 FINISHED AND CURED LINER PROPERTIES: The material will be capable of caring resin, be able to withstand installation pressure and curing temperatures, and compatible with the resin system used. The resin system used will be compatible with the application and pipeline environment and shall be able to cure in the presence or absence of water. The fully cured in -place liner will meet or exceed the minimum structural standards in the industry. Industry Specifications The CIPP shall conform to the minimal standards as follows. ASTM 1216-93 Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin -Impregnated Tube. ASTM F1743-96 Rehabilitation of Existing Pipelines and Conduits by Pulled -in -Place Installation .of Cured -in -Place Thermosetting Resin Pipe(CIPP) F-1216 Standard practice for rehabilitation of Existing Pipelines and Conduits by the Inversion and curing of a Resin Impregnated Tube D-5813 Standard Specifications for Cured -In -Place Thermosetting Resin Sever Pipe C-581 Standard Practice for Determining Chemical Resistance of Thermosetting Resins D-2990 Standard Test Methods for Tensile, Compressive, Flexural Creep, and Creep Rupture of Plastics D-638 Test Method for Tensile Properties of Plastic D-790 Test Method for Tensile Properties for Unreinforced and Reinforced Plastics and Electrical Insulating Materials D-256 Impact Test D-638 Barcol Hardness Test heat medium supply. The water, steam or air temperature during the cure period shall meet the resin manufacturer's requirements as measured at the heat source inflow and outflow return lines. At the engineer's direction, the contractor shall provide standby equipment to maintain the heat source supply throughout the curing process, the contractor shall maintain static head (internal pressure) in the liner greater than the maximum design external water pressure. The initial cure shall be deemed complete when inspection shows that the exposed liner portions appear hard and sound and the remote temperature sensors indicate that an exothermic has occurred. The cure period shall be of duration recommended by the resin manufacturer as modified to account for length, thickness and diameter of the liner. The hardened liner has to be cooled to a temperature below 100 degrees F. After reaching the appropriate temperature, the static head in the lined pipe is relieved. This cool -down period shall be used prior to opening the downstream stopper, reconnecting of services and returning normal flow back into the system. If the cured pipe does not fit tightly against the host pipe at its termination point(s), the voids shall be sealed, by filling them with a resin mixture compatible with the CIPP. All internal (dry or. non -bonded) inflation tubes that are not bonded to the resin impregnated tube prior to installation of the liner.tube shall.be completely removed from the finished cured -in place liner pipe. Wrinkles in the finished liner pipe that cause a backwater, reduce the pipe's hydraulic capacity or structural stability or that create voids between the liner and pipe wall will be unacceptable. All unacceptable sections shall be removed or repaired by a method approved by the engineer at the contractor's expense. Repair methods shall be proposed by the contractor and submitted to the engineer for approval. 6.04 WATER INVERSION: The wet -out tube shall be inserted through an existing manhole or other approved access by means of an inversion process using water with an application of a hydrostatic head sufficient to fiilly extend it to the next designated manhole or termination point. The tube shall be inserted in the vertical inversion standpipe so that a leak proof seal is created. The inversion head shall be adjusted to sufficient height to cause the impregnated tube to invert from point of ternination and hold the tube tight to the pipe «wall,. producing dimples at side connections. Care shall be taken during the inversion so as not to over -stress the felt fiber. 6.05 HEATED WATER CURING: MASTERLINER exceeds the minimum strength requirements demonstrated in the following ASTM standards: Tensile Strength @ Yield: 3,000 psi D-638 Modulus of Elasticity: 300,000 psi D-790 Flexural Strength: 4,500 psi D-790 Flex Modulus of Elasticity: 250,000 psi D-790 5.00 LINER DESIGN AND SELECTION The contractor shall famish, prior to the use of the lining materials, satisfactory written guarantee of his compliance with MASTERLINER standards for all materials and techniques being used in the lining process. CP After the liner has been cured, the contractor will trim any excess her in the manholes. He will then proceed to reconnect the existing active service connections. This is done without excavation by the use of an internal, remote controlled cutting devise through the newly installed liner. 5.01 RESIN AND TUBE ACCEPTANCE At the time of resin impregnation, the entire MASTERLINER tube shall be inspected for the defects. The resin shall not contain fillers, except those required for viscosity control, fire retardant, or extension of pot life. Thixotropic agents that do not interfere with visual inspection may be added for viscosity control. Resins may contain pigments, dyes, or colors, which do not interfere with visual inspection of the CIPP or its required properties. Additives may be incorporated that enhance the physical and/or chemical resistance, The impregnated liner bag shall be transported to and stored at the site in such a manner that it will not be damaged, exposed to direct sunlight, or result in any public safety. 5.02 INSPECTION: The contractor shall arrange a freely accessible place and means so. that the MASTERLINER pipe and all equipment to be used during the installation, including injection manifolds, gauge stations, steam equipment, winches.. etc.. can be inspected by the client. The contractor shall prepare and inspect all necessary equipment for the installation prior to going to the job site. The contractor shall also provide all necessary tools and spare parts as may be required for the most frequently damaged equipment, and he shall make sure that said tools and spare parts are available at the site. The supporting equipment such as pumps and generators must be provided at the site in the event there is a fluid surge and pumping is required on an emergency basis. The contractor shall also prepare and make operable all necessary communication equipment for his field crew. 5.03 INSPECTION OF LINER: The contractor shall designate a location where the un-cured resin in the original containers and the un-impregnated liner will be impregnated prior to installation. The contractor shall allow the engineer and/or his representative to inspect the materials and chemical impregnation procedure. The quantities of the liquid thermal -setting materials shall be as per manufacturer's standards to provide the lining thickness specified. The impregnated liner material shall be inserted through the existing manhole by means of a winch assembly. If the surface is sufficiently rough to cause damage to the impregnated her material a protector shield maybe used to cover the manhole opening and the invert throughout the section to be lined. Next, the impregnated MASTERLINER shall be inserted into the existing sewer by a cable attached to the liner and then pulled by a winch. 6.00 INSTALLATION, PULL IN PLACE, WATER INVERSION AND AIR INVERSION 6.01 PULL IN PLACE: The liner may be drain into the existing sewer by means of winch cable. With the ends of the liner sealed, the liner will be expanded by compressed air or water. However, the pulling tension shall not exceed more than half of the tensile strength of the liner. 6.02 AIR INFLATION: Initially. compressed air is introduced, inflating and forming the liner material against the inner walls of the pipe to be lined. 6.03 STEAM AND AIR CURING: After the inflation steps are completed, the contractor shall begin the curing process of utilizing the MASTERLINER approved heat source. The equipment will be capable of delivering steam to the far end of the liner to uniformly raise the temperature required to effectively cure the resin. The temperature maintained during the curing period shall be that recommended by the resin manufacturer and approved by the engineer. During the curing process the heat source shall be fitted with pressure gauges and thermocouples to continuously monitoring the temperature of the incoming and outgoing heat medium supply. The water, steam or air temperature during the cure period shall meet the resin manufacturer's requirements as measured at the heat source inflow and outflow return lines. At the engineer's direction, the contractor shall provide standby equipment to maintain the heat source supply throughout the curing process, the contractor shall maintain static head (internal pressure) in the liner greater than the maximum design external water pressure. The initial cure shall be deemed complete when inspection shows that the exposed liner portions appear hard and sound and the remote temperature sensors indicate that an exothermic has occurred. The cure period shall be of duration recommended by the resin manufacturer as modified to account for length, thickness and diameter of the liner. The hardened liner has to be cooled to a temperature below 100 degrees F. After reaching the appropriate temperature, the static head in the lined pipe is relieved. This cool -down period shall be used prior to opening the downstream stopper, reconnecting of services and returning normal flow back into the system. If the cured pipe does not fit tightly against the host pipe at its termination point(s), the voids shall. be sealed, by filling them with a resin mixture compatible with the CIPP. All internal (dry or non -bonded) inflation tubes that are not bonded to the resin impregnated tube prior to installation of the liner tube shall be completely removed from the finished cured -in place liner pipe. Wrinkles in the finished liner pipe that cause a backwater, reduce the pipe's hydraulic capacity or structural stability or that create voids between the liner and pipe wall will be unacceptable. All unacceptable sections shall be removed or repaired by a method approved by the engineer at the contractor's expense. Repair methods shall be proposed by the contractor and submitted to the engineer for approval. 6.04 WATER INVERSION: The Wet-OLIt tube shall be inserted through an existing manhole or other approved access by means of an inversion process using water with an application of a hydrostatic head sufficient to fully extend it to the next designated manhole or termination point. The tube shall be� inserted in the vertical inversion standpipe so that a leak proof seal is created. The inversion head shall be adjusted to sufficient height to cause the impregnated tube to invert from point of termination and hold the tube tight to the pipe wall; producing dimples at side connections. Care shall be taken during the inversion so as not to over -stress the felt fiber. 6.05 HEATED WATER CURING: If heated water is used to cure liner, provide a suitable head source, and water recirculation, equipment capable of delivering hot water to the far end of the liner. To quickly and uniformly raise the water temperature in the entire inverted liner to the temperature to commence the exothermic reaction of the resin as determined by the catalyst system employed. The heat source shall be fitted with suitable monitors to gauge the temperatures of the incoming and outgoing water supply to determine when uniform temperature is achieved throughout the length of the liner. Water in the liner shall be raised to a temperature as recommended by the resin manufacturer. Initial cure is deemed to be completed when a uniform temperature as recommended by the resin manufacturer as determined by the water temperature monitors on the heat source, is achieved throughout the length of the liner. The post cured period shall then commence with the heat source shut down but recirculation of the water continued to maintain uniform. temperature in the liner. Hot water may be bled out of the system an replaced by clean water at ambient water main temperature to control post cure water complete cure. Time required to cure is a function of the pipeline section diameter and length, an shall be determined by the lining manufacturer's instructions. The curing process should be sufficient to hold the liner tight to the pipe wall and produce dimples at side connections. After curing, open and drain the line in a manner so a vacuum will not be developed which may damage the installed liner. 6.06 AIR INVERSION: Insert the wet -out tube through an existing manhole or other approved access by means of an inversion process using the application of air pressure sufficient to fully extend it to the next designated manhole or termination point. The tube shall be connected by an attachment at the upper end of the guide chute so that a leakproof seal is created and with the impermeable plastic membranes side out. As the tube enters the guide chute, the tube shall be turned inside out. The inversion air pressure shall be adjusted so that sufficient pressure is provided to cause the impregnated tube to invert from point of termination and hold the tube tight to the pipe wall, producing dimples at side connections. Care shall be taken during the inversion so as not to over stress the woven and non -woven materials. 6.07 HOT AIR: If hot air is used to cure the liner, provide a suitable heat source and recirculation equipment to uniformly distribute the heat. The temperature and pressure in the line during the cure period shall be as recommended by the resin manufacturer. Hot air generating equipment shall be equipment with a suitable monitor to gauge the temperature of the outgoing steam. The temperature of the resin being cured shall be monitored by placing gauges between the impregnated tube and the existing pipe at both ends during cure. Initial cure will occur during temperature heat -up and deemed complete when exposed portions of the new liner appear to be hard and sound and the remote temperature sensor indicate that the temperature is of a magnitude to realize an exotherm or cure in the resin. After initial cure is reached, the temperature shall be raised to the post cure temperature recommended by the resin manufacturer. Post cure temperature shall be held for a period as recommended by the resin manufacturer. During the post cure time the distribution and control of hot air shall be continued to maintain required temperature. The curing process should be sufficient to hold the liner tight to the wall and produce dimples at side connections. Curing of the liner pipe shall take into account the existing pipe material and size, the resin system and ground conditions, which includes temperature, moisture level and thermal conductivity of soil. 6.08 SERVICE CONNECTIONS: After the curing is complete and the pipe system is placed into service, all active house connection sewers shall be reinstated without delay. This is to be done without excavation by use of an internal, remote -controlled cutting device through either the lateral pipe or through the newly installed liner. 6.09 TELEVISION INSPECTION AFTER INSTALLATION: A television inspection and video tape recording of the newly lined pipe including the restored service connections shall. be performed immediately after work is completed. Should the results of this inspection reveal any defects as defined above, the contractor will be required to repair or replace these defects as ordered by the engineer at the sole cost of the contractor. The contractor shall furnish and maintain in good condition, all equipment necessary for the proper execution and inspection of the work. 7.00 PAYMENT: Payment of rehabilitation work will be based on the unit price listed in the bid schedule. This payment shall include full compensation for all Iabor, material, tools, and incidentals for lining of the existing pipeline Payment for house connection reinstatement shall be in accordance with bid item. Payment for obstruction removal by a point repair shall be in accordance with bid item. 7.01 MEASUREMENTS FOR PAYMENT: All measurements shall be as specified or made by conventional means with accuracy consistent with field conditions and common practice. Should a discrepancy in measurement exist which is greater than 10%, the item in question shall be re -measured by both the contractor and the owner's representative for verification. 7.02 MEASUREMENT FOR PAYMENT SHALL BE BASED ON THE FOLLOWING SCHEDULE: PIPELINE CLEANING shall be paid for at the unit price bid per linear foot of each size pipe. Measurement of the actual number of feet cleaned shall be made from the center of the manholes. TELEVISION INSPECTION of the sewer lines shall be paid for at the unit price bid per linear foot of each size pipe. Measurements of the actual number of feet inspected shall be made from the center of the manholes. PUMPING AND BYPASSING of sewer flows shall be paid for at the unit price bid per setup. REMOVAL OF INTRUDING PIPES shall be paid for at the unit price bid per removal. INSTALLATION OF LINER shall be paid for at the unit price bid per foot of liner installed for each size pipe. REINSTATEMENT OF SERVICE CONNECTIONS shall be paid for at the unit price bid per reinstatement. FINAL TV.INSPECTION shall be paid for at the unit price bid per linear foot of each size pipe. Measurement of the actual number of feet inspected shall be made from the center of the manholes. 7.03 CLEANUP: After the liner installation has been completed and accepted, the contractor shall clean up the entire project area. The contractor, in accordance with local laws and regulations shall dispose of all excess materials and debris, not incorporated into the permanent installation. 8.00 GENERAL INFORMATION AND WARRANTY. 8.01 THIRD PARTY TEST DATA: Performance quality is assured through stringent in house and third party testing. Tulane University's ASTM lab, established in 1909, has conducted a series of tests on the MASTERLINER PRODUCT. All of the test results prove that the MASTERLINER product is at least equal or superior to the competition. These industry standard tests were conducted to insure quality control: 1. Tensile Strength TEST per ASTM D-638 2. Flexural Strength Test per ASTM D-790 3. Impact Test per ASTM D 256 4. Barcol Hardness Test per ASTM D 2583 The random picked samples were subjected to a tensile and flexural load using Instron Universal Testing equipment. 1.02 ADVANTAGES TO THE MASTERLINER CURED IN PLACE PIPE -SYSTEM: Chere are manv advantages to MASTERLINER'S total encapsulating program: NO EXCAVATION. FAST AND SIMPLE INSTALLATION HIGH STRENGTH AND CORROSION RESISTANT VINYL OR POLYESTER RESINS SUBSTANTIAL COST SAVINGS JOINT LESS RENOVATION CUSTOM PIPE DIAMETERS AND WALL THICKNESSES IMPROVED FLOW CHARACTERISTICS VIRTUALLY ELIMINATED INFILTRATION & EXFILTRATION CONTINUOUS RESEARCH AND DEVELOPMENT QUALITY ASSURANCE -he MASTERLINER product can also line service connections & structurally reinforce ianholes. 4ASTERLINER CAN TURN A LEAKING PIPE INTO NEW, STRONG, LEAK ROOF SYSTEM IN JUST HOURS. MASTERLINER IS THE SUPERIOR CURED IN LACE PIPELINE REHABILITATION SYSTEM. 03 WARRANTY: he contractor shall warrant the liner installation for a period of one year. DLuing the :arranty period, any defects that affect the integrity or strength of the pipe shall be :paired at the contractor's expense in a manner mutually agreed upon by the owner and ie contractor. OUR MISSION WE WILL CONTRIBUTE TO OUR CUSTOMERS' SUCCESS BY PROVIDING EXCEPTIONAL QUALITY PIPE LINING PRODUCTS. WE WILL ACHIEVE AN UNSURPASSED LEVEL OF CUSTOMER SATISFACTION BY PROVIDING FLEXIBLE AND EFFICIENT SERVICE. FOR FURTHER INFORMATION OR THE NAME OF THE QUALIFIED MASTERLINER LICENSED CONTRACTOR IN YOUR AREA CONTACT: DML MH-MH GEN SPECS 12.98 incorporated f'.. Masterliner Incorporated Pipe Renewal Products ISO 9001: 2000 Certified 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 (Office) 985-386-0250 (Fax) 1-888-DIG-FREE E-MAIL: Iinera-masterliner. com WEB: httg://www.masterliner.com The fully cured -in -place liner will meet or exceed the minimum structural standards of the industry. Industry Specifications The CIPP shall conform to the minimal standards as follows: ASTM 1216-09 Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin -Impregnated Tube. ASTM F1743-08 Rehabilitation of Existing Pipelines and Conduits by Pulled -in -Place Installation of Cured -in -Place Thermosetting Resin Pipe (CIPP). D-5813-04 Standard Specifications for Cured -in -Place Thermosetting Resin Sewer Pipe C-581 Standard Practice for Determining Chemical Resistance of Thermosetting Resins D-2990-09 Standard Test Methods for Tensile, Comprehensive, Flexural Creep, and Creep Rupture. of Plastics. D-638 Test Method for Tensile Properties of -Plastic. D-790 Test Method for Tensile Properties for Unreinforced and Reinforced Plastics and Electrical Insulating Materials. D-256 Impact Test. D-638 Barcol Hardness Test Each roll of Masterliner felt is tested in the lab to meet Standard test ASTM D461.9 ASTM D461.8 ASTM D3776 ASTM D737 ASTM D5729 Masterliner Coated Rolls are tested for Gauge Thickness Adhesion Au Substrate Styrene Test ASTM D751-06 BIA1< HAU S E R Test Report Jun162003 LABORATORIES Page 3 of 8 TABLE 1 FLEXURAL CREEP DATA SAMPLE Polylite 33420 TEMPERATURE/ HUMIDITY: 23°C/ 50% RH STRESS: 400 si Elapsed Time FLEXURAL MODULUS- si Hours 1 2 3 4 5 Average 0.00 0.02 527200 462400 507000 493900 511200 500300 0.10 502900 422000 1 463900 .472400 499500 472100 0.20 486200 413900 463900 467300 499500 466100 0.50 486200 413900 463900 457500 488200 461000 1.00 480800 410000 449500 457500 477500 455100 2.00 470500 402400 449500 452700 467200 448500 5.00 465500 398700 440400 443500 452600 440200 20.1 451100 388000 423300 434600 443400 428100 50.1 437600 374700 411400 417900 434500 415200 99.3 424800 362200 396400 406200 417800 401500 195.8 416700 356200 1 385900 395100 409900 3.92800 502.7 394200 336900 366400 371500 381200 370000 719.4 383800 3j9300 351600 362200 365200 358400 1008.6 374000 319600 346100 356200 356200 350400 1707.1 355700 306100 330300 339500 339500 334200 2190.3 350100 301800 325400 331800 331700 328100 2688.8 336600 295700 313700 324300 319500 318000 3885.8 324100 2SF900 298700 312700 308200 305900 4614.1 317100 2F;'' 'n 294 00 308200 303900 301200 5397.8 1 308100 27t',9"10 238100 301800 293600 293800 5974.3 303900 273300 236900 299700 291600 291100 6742.3 301800 271.:100' 285000 297700 289700 289200 7415.8 299700 20300 233100 295600 287800 286900 8063.8 299700 2 "'0 231300 295600 287800 286500 8808.2 299700 2t:"'?'' ' 2r- 279=00 271?00 293600 287800 285800 9622.2 299700 293600 287800 285400 10008.3 299700 2f=< '-' '17(,.' 00 1 291700 281800 284700 This report apples on:•y to the samples reported. Tl.ls report may he copied only in Its entirety. HAUSER LAL)ORATORIES www.h: i :^-',?bs.com 4750 Nautilus Court South, Boulder, CO 80301-31`' ;'hone: T 406 480^ Fax: 303 5810195 HAU ER LABORATORIES Test Report 60097 June 17, 2003 Page 7 of 8 FIGURE 1 PalylRe 33420 -- - -�--- -__ .. ---.-.ems._. .. _ _ .. .-----�_:.----- -•--�.__T��_.__..__� -0 00 { .. -055 p' -t spedmen #1 fp Spedmen /2 Spedmen 03 Spedmeno4 . 1 W : 9 -er spedmen 46 p� f -0-Avamps S � t - 'A Log Time (hours) FIGURE 2 Mac 560-20 {1 C .4 { i I -090 j-+spedmenrl XV v .X Spedmen#2 • r �• Spedmenl3 are5 _ x Spedmen04 ->+- Spedmen /S 1 X 1 -9. 10 Log Time (houre) This report appl`.es only to the sarnp!c:!s reported. This report may be copied only in Its entirety. HAUSER LAnORATORIES www.hau;erlabs.com 4750 Nautilus Coin! South, Boulder, CO 80301-3210 Phone: 720 406 4800 Fax: 303 5810195 BIPY) k RE/CHHOLD Bringing Solutions to the Surface PO Box 13582 Research Triangle Park, NC 27709 Fax: 919-767-8485 Phone: 1-800-448-3482 ext. 8153 Direct Phone: 919-990-8153 E-mail: jerrod.rose@reichhold.com Generic Guidelines for PolyliteO 33420 via Steam or Water Cure As you know, due to the many variables in the rehabilitation of pipeline process, monitoring is essential to provide information in order to adjust catalyst levels and cure times. The ultimate objective is to decrease labor, raw material and equipment costs while installing a quality liner. In general, Polylite° 33420 can be cured with a variety of process and/or catalyst systems and will produce satisfactory results. Our experience shows.that, under the proper conditions, Polylite° 33420 can be cured with standard water inversion techniques, steam processes, UV light photo initiation, BPO/DMA systems, and MEKP/Cobalt systems just to name a few. Each process and/or catalyst system must, of course, be designed specifically for the end application, process conditions, and specific set of environmental conditions. The following are some generic guidelines we can make for using Polylite® 33420. First, some recommendations for the aniount of Perkadox 16 and Triganox C (t-BPB) to add to the resin based on the thickness of the liner. We also recommend dissolving the Perkadox 16 in styrene using a 1:1 P- 16/styrene ratio. Bag Size/nun % P-16 & Styrene % Trig C 611un 1.0% 0.5% 7.5mm - 12mm 0.9% 0.3% 12mm - 18mni 0.6% 0.2% 18nun - 30mm 0.7% 0% These recommendations are for use with a water cure system. You will probably want to alter some of the levels for steam cure, depending on the specific conditions encountered and the temperature and moisture content of the steam you will be using. Next, a few wet -out considerations. Reichhold has never, to my knowledge, received any complaints over the ability of this resin to properly wet out the tube. To be certain the tube is properly wet out, you will want to obtain a proper vacuum on the tube prior to commencing wet out and you will want to maintain the vacuum during the course of the wet out. [f you are mixing the resin and catalyst in a drum or mix tank, be certain to mix the catalyst into the resin for a minimum of ten minutes. Proper catalyst mixing is essential to obtain optimum physical properties in the cured liner. If you are using an in -line mixing system, you must ensure that the catalyst has been properly dissolved into a solution, if you are using a solid catalyst like Perkadox 16. Since lower concentrations of catalyst will be used to steam cure the liner, it is important that all of the catalyst be mixed into the resin to prevent under- catalyzation and undercure of the liner or portions of the liner. The cure schedule we reconunend is based on achieving a certain temperature at the liner/host pipe downstream interface and maintaining that temperature for a specified amount of time. Adjustments to these recommendations will have to be made for instances where the proper interface temperature cannot be 919-990-7500 . 800-448-Ml2o P.O. Box 13582, Research Triangle Park, NC USA 27709 . 2400 Ellis Road, Durham, NC USA 27703 9 www.reichhold.com REICHHOLD Bringing Solutions to the Surface maintained. Also, the steam cure schedule about to be described is based on inflating and curing an 8" liner that was pulled in place. Steam Cure After the liner has been pulled into place and properly positioned, inflate the liner in the host pipe using 5 - 10 psi pressure and using air only - no steam. Once the liner is inflated, increase the air pressure to 12 - 14 psi and hold for at least 5 minutes. This is to allow the liner to dimple into the service laterals and to fully expand. Go to steam/air mix. Watch the inteifiace temperature. When the interface temperature has increased by 5°F or after 20 minutes, go to full steam. Use 180°F - 190°F steam at 12 - 14 psi pressure. This is the start of the cure cycle. Cure time should be one hour minimum. Monitor interface temperatures. You should be able to determine when the resin kicks and exotherms. Monitor the exotherm. When the exotherm reaches its maximum temperature and begins to decrease, increase the steam temperature to 215°F - 240°F and the pressure to 10 - 13 psi. You want to try for a minimum of 130°F at the interface for at least 30 minutes. Slowly remove steam and go to air. Cool to 130°F, then cool for an additional 20 minutes before removing pressure from line. NOTE: Do not allow anyone to enter the manhole once pressure has been placed on the liner. Also be very careful to not get close enough to the liner while steam is flowing that a sudden tear would spray someone with live steam. Water Cure Bag Size/mm % P-16 & Styrene % Trig C 6mm 1.0% 0.5% 7.5mm - 12mm 0.9% 0.3% 12mm - 18mm 0.6% 0.2% 18mm - 30mm 0.7% 0% (See table with lab study data on the last page) 1) — Heat up rates greater than 80°F per hour is not advised. (58°F — 180°F = 2 — 2.5 hours). • Temperature hold at 1407: Start at 58°F, ramp to 140°F in 1 hour, hold at 140°F for 1 hour, continue from 140°F to 180°F in 0.5 hours. Total ramp up to 180°F = 2.5 hours. • Without temperature hold at 140°F: Start at 58°F, go straight to 180°F at a rate of 50 — 60°F per hour. Total ramp up time to 180°F = 2 — 2.5 hours. 2) — Hold water at 180°F for a niinimurn of 3 hours • Add an additional hour at 180" F for every 10°F below monitored interface temperatures of 140°F. (Example: If reading of 130°F is observed, hold at 180°F for 4 hours. If a reading of 120°F is observed hold at 180°F for 5 hours. Also, ensure that the interface temperatures are stabilized.) Monitoring of the interface is essential. Thermocouple readings of the coolest interface temperatures are the decisive factor. The stability of the readings (+/- boiler di_ffcrential, 10°F) at the coolest monitoring point is generally held for a minimum of 2 - z hours. 919-990-75M . 800.448-3482• P.O. Box 13582, Research Triangle Park, NC USA 2709 . 2400 Ellis Road, Durham, NC USA 27703 • www.reichhold.com RE/CHHOLD Bringing Solutions to the Surface 3) — Cool down rates greater that 20°F per hour are not advised. • Cool from 180°F to 100°F in 5.5 hours while maintaining circulation through the boiler. Input and output readings should not exceed 16°F differentials. Lab Study Data Test Tube samples were cooled to 50°F and then immersed in a constant temperature bath at 160°F. Weight % P16 Weiglit % Tria C Gel Time Total Time Peak Exotherm °F 1.0 0.4 8:30 10:15 432 1.0 0.3 8:10 9:55 431 1.0 0.2 8:20 1.0:00 432 0.75 0.4 9:45 11:55 432 0.75 0.3 9:50 12:10 423 0.75 0.2 9:45 12:10 416 1.0 --- 10:45 15:15 407 0.9 --- 12: 55 18:55 374 0.7 --- 15:05 22:25 t 334 The information herein is eencral information designed to assist customers in determining whether our products are suitable for their applications. Our products are intended liar sale to industrial and conunercial customers. We require customers to inspect and test our products before use and to satisfy themselves as to contents and sm(ability. for their specific applications. We warrant that our products will meet our written specifications. Nothing herein shall consiiuue nny other warranty expics; or implied. including any warranty of merchantability or fitness for a particular purpose. nor is any protection from any law or patent inferred. All patent rights art_ reserved. The exclusive remedy for all proven claims is limited to vplacernent of nur material: and in no event shall we be liable for special. incidental or consequential damages. 919-990-7500 . 800-M-3482• P.O. Box 13582, Research Triangle Park, NC USA 27709 •2400 Ellis Road, Durham, NC USA 27703 • www.reichhold.com BIPr►k HTS Pipe Consultants, Inc. Phone 713-692-8373 420 Pickering Street, Houston. TX 77091 Fax 713-692-8502 www.htspipeconsultants.com Toll Free 1-800-692-TEST HT"S December 1, 2010 HTS Report #: CTF068.001.Doe Mr. Jean Philippe Giguere Customer Project Name: Mirabel Cohnatec Inc. Customer Project No.: 2425 Michelin Date Sample Received: 11/24/10 Laval, Quebec H7L5B9 Date Sample Tested: 12/01/10 Canada 1 Plate sample was delivered to FITS' laboratory for testing. The sample was tested in accordance with ASTM D638 Type H and ASTM D790 Method I Procedure A. A Support Span -to -Depth Ratio of 16 to 1 was used as specified in the test standard ASTM D790. Tensile Strength, thickness measurements, flexural stress and flexural modulus of elasticity tests were performed on the sample. Five (5) specimens were cut and tested from the sample. The results summarized and reported below are averages of the five (5) specimens. A test report for the sample is attached. MAXIMUM FLEXURAL STRENGTH @ ELONGATION SAMPLE MANHOLE FLEXURAL MODULUS OF BREAK @ BREAK ID TO FIBER STRESS ELASTICITY pi) (/o) MANHOLE (tisi) (psi) � 638 A5TMsl) t>38 ASTM D 790 ASTM D 790 Eglise S238-S235 1949.1 365,988 3631 3.811 The following table contains the thickness measurements for.cach individual specimen tested. MEASUREMENT OF THICKNESS FOR CURED IN PLACE PIPE LINER ASTM D 2122 Combined Total Aver e/S ecimen Sample Manhole to ID Manhole No. 1 No. 2 No. 3 No. d No. 5 No. 6 No. 7 No. 8 in mm Eglise S238-S235 .276 .298 .300 .306 .297 .286 .303 .286 0.294 7.5 Technician K. Phouangsavanh Time 1 hr Sincerely, Larry L McMichael Vice President This test report relates only to the items tested and shall not be reproduced except in full without approval of HTS, Inc. CTF068.001.Doc= Page 1 of 1 Serving the Pipe Rehabilitation Industry HTS Pipe Consultants, Inc. Phone 713-692-8373 420 Plckering Street, Houston, TX 77091 Fax 713-692-8502 www.htspipeeonsultants.com Toll Free 1-800-692=TEST FLEXURAL, PROPERTIES OF PLASTICS (ASTM D790) SUPPORT SPAN - 4.51'. Flexural 3 point bend Operator name: E. CARRILLO Sample Identification: F06BAl-1 Interface Type: 42/43/4400 Series Machine Parameters of test: Sample Rate (pts/sec): 10.000 Crosshead Speed (in/min ): .1200 Dimensions: HTS Instron Corporation . Series IX Automated Materials Testing System 6.05 Test Date: 01 Dec 2010 Sample Type: ASTM Humidity ( It ): 50 Temperature (deg, F): 71 Spec. 1 Spec. 2 Spec. 3 Spec. 4 Spec. 5 Width (in) .53300 .56000 .55000 .55100 .55800 Depth (in) .27500 .28200 .28900 .29000 .29000 Span (in) 4.5000 4.5000 4.5000 4.5000 4.5000 Out of 5 specimens, 0 excluded. Sample comments: EGLISE, MH: 5238 TO 5235 Displcment Strain Load Stress Modulus at at at at Of Specimen Yield Yield Yield Yield Elasticity Number (in) (in/in) (lbs) (psi) (psi) ------------------------- - ------------------------------------------- 1 .6246 .0509 49.6 8339.5 394540 2 .5957 .0498 52.9 8019.6 383956 3 .5957 .0510 50.9 7486.7 350352 4 .5904 .0507 56.6 8243.2 360511 5 .5424 .0466 53.2 7656.5 340579 Mean: .5898 .0498 52.7 7949.1 365988. Standard Deviation: .0297 .0019 2.6 368.6 22663. Minimum: .5424 .046649.8 7486.7 340579. Maximum: .6246 .0510 56.6 8339.5 394540. Serving the Pipe Rehabilitation Industry i HTS Pipe Consultants, Inc. Phone 713-692-8373 420 Plckering Street, Houston, TX 77091 Fax 713-692-8502 www.htspipeconsultants.com - Toll Free 1-800-692-TEST TENSILE PROPERTIES OF PLAST=CS (ASTM D 638) TYPE II Test type: Tensile Operator name: E. CARRILLO Sample Identification: F068-1T1 Interface Type: 42/43/4400 Series Machine Parameters of test: Sample Rate (pts/sec): 10.000 Crosshead Sneed (in/rain 1: .2000 Dimensions: HTS Instron Corporation Series IX Automated Materials Testing System 6.05 Test Date: 01 Dec 2010 Sample Type: ASTM Humidity ( ): 50 Temperature (dey. F): 71 Spec, 1 Soec. 2 Spec. 3 Spec. 4 Spec. 5 Width (in) .25900 .25500 .27500 .26800 .27000 Thickness (in) .26000 .26500 .26200 .27800 .27900 Spec gauge len (in) 5.3000 5.3000 5.3000 5.3000 5.3000 Grip distance: (in) 5.3000 5.3000 5.3000 5.3000 5.3000 Out of 5 specimens, 0 excluded. Sample comments: EGLISE, MH: 5238 TO S235 Strength Elongation at at Sper.imen ROLL DIR. Max Max Number (psi) (:) 1 3665. 2.623 2 3609. 2.453 3 3618. 4.774 4 3620. 3.226 5 3640. 5.991 Mean: 3631. 3.611 Standard Deviation: 22. 1.519 Minimum: 3609. 2.453 Maximum: 3665. 5.981 Serving the Pipe Rehabilitation Industry HTS Pipe Consultants, Inc. 420 Pickering Street, Houston, TX 77091 www. hts p ipeoonsultants.com February 8, 2011 Phone 713-692-8373 Fax 713.692-8502 Toll Free 1-800-692-TEST .HTS HTS Report #: CTF107.001A.Doc Mr. Jean Philippe Giguere Customer Project Name: City of Delson Carignan Colmatec Inc. Customer Project #: 43726 2425 Michelin Date Sample Received: 1/13/11. Laval, Quebec WL5139 Date Sample Tested: 1/18/11 Canada 2 Samples of cured -in -placed pipe were delivered to HTS's laboratory for testing. The samples were tested in accordance with ASTM D790, Method I, Procedure A. A Support Span -to -Depth Ratio of 16 to 1 was used as specified in the test standard. Thickness measurements, flexural stress and flexural modulus of elasticity tests were performed on each sample. Five (5) specimens were cut and tested from each sample. The results summarized and reported below are averages ofthe five (5) specimens. A test report for each sample is attached. MANHOLE MAXIMUM FLEXURAL FLEXURAL MODULUS SAMPLE ID TO FIBER STRESS, psi OF ELASTICITY, psi MANHOLE ASTM D 790 ASTM D 790 1 Rue Carignan 6990.1 387,958 2 Rue Carignan, 6316.3 379,236 The following table contains the thickness measurements for each individual specimen tested. MEASUREMENT OF THICKNESS FOR CURED IN PLACE PIPE LINER ASTM D 5813 Combined Total Avera e/S ecimen Sample ID Manhole to Manhole No. 1 No. 2 No. 3 No. 4 No. S No. 6 No. 7 No. 8 in mm 1 Rue Carignan .257 .273 .268 .263 .281 .285 .284 .284 0.274 7.0 2 Rue Carignan 1 .408 .355 .380 .383 1 .38 1 .392 1 .389 .406 1 0.387 9.8 Technician K. Phouan savanh Time 2 hrs Sincerely, I"It' Larry L. cMichael Vice Pre ident This test report relates only to the items tested and shall not be reproduced except in full without approval of HTS, Inc. CTF107.001A.doc—Page 1 of 1 Serving the Pipe Rehabilitation Industry HTS Pipe Consultants, Inc. Phone 713-692-8373 420 Pickering Street, Houston, TX 77091 Fax 713.692-6502 www.htspip000nsultants.com Toll Free 1-800-692-TEST .HTS February 8, 2011 HTS Report #: CTF107.001B.Doe Mr. Jean Philippe Giguere Customer Project Name: City of Delson Carignan Colmatec Inc. Customer Project #: 43726 2425 Michelin Date Sample Received: 1/13/11 Laval, Quebec H7L5B9 Date Sample Tested: 1/18/11 Canada 2 Samples of cured -in -placed pipe were delivered to HTS's laboratory for testing. The samples were tested in accordance with ASTM D790, Method I, Procedure A. A Support Span -to -Depth Ratio of 16 to 1 was used as specified in the test standard. Thickness measurements, flexural stress and flexural modulus of elasticity tests were performed on each sample. Five (5) specimens were cut and tested from each sample. The results summarized and reported below are averages of the five (5) specimens. A test report for each sample is attached. MANHOLE MAXIMUM FLEXURAL FLEXURAL MODULUS SAMPLE ID TO FIBER STRESS, psi OF ELASTICITY, psi MANHOLE ASTM D 790 ASTM D 790 3 Mtee Des Bouleaux 7877.2 418,050 4 Mtee Des Bouleaux 4814.7 275,155 The following table contains the thickness measurements for each individual specimen tested. MEASUREMENT OF THICKNESS FOR CURED IN PLACE PIPE LINER ASTM D 5813 Combined Total Average/Specimen Sample ID Manhole to Manhole No. 1 No. 2 No. 3 No. 4 No. S No. 6 No. 7 No. 8 in mm 3 Mtee Des Bouleaux .338 .340 .340 .324 .305 .324 .334 .331 0.330 9.4 4 Mtee Des Bouleaux 1 .277 1 .271 .312 1 .296 1 .338 .334 1 .336 .337 0.313 7.9 Technician K. Phouan savanh Time 2 lus Sincerely, Larry L. cMichael Vice President This test report relates only to the items tested and shall not be reproduced except in foil without approval of HTS, Inc. CTF107.001B,doc -Page 1 of 1 Serving the Pipe Rehabilitation Industry Dec, 16. 2 010 . HTS pipe Conzultants, Inc, 420 Pickering 8treeb Houston. TX 77091 www.hlspip soonsullanta.com Date; f U Phons 713-602-6373 Feoc713-692-SS02 'roll Free 1•E00-802 TEST FAX TRANSMTTAL No. 1091 P. 1 "Z� Total pages: k� TO: Company! 1 1 a �ytQ Phone#: �u S -6 Fr6-- � 6 Fax# ct �.SS 3 is 6 - a 2 ro �x 1 From: Khan -la Phouangsavanh HTS Pipe Consultants Report#: G T % U (,:) iS , d-6 2 DEC 16 r.tot rzt Confi dentiality Notice The documents accompanying this telecopy ttansmiss ion contain confidential information v4ilch is legally privileged, The information is intended only for the ure of the recipient named above. ifyou hsvo treived this talecopy in error, plcasenotity us inimcdiatelyby telephone to arrange for the return ofthe talecopled documents to us and you *to here by notitled drat any disclosures, copying, distribution, or the taking ofeny action in reliance on the contents ofthis telecopicd information is strictly prohibited. Serving tha Pipe RahaihIl[tatlon Industry Dec, 16, 2010 ; 1A 1 FITS pipe cenaulta"ta, Inv. 420 Picketing Street, Houston, TX 77091 www.htsplpeconsultanls.coni ' December 15, 2010 Phone 713.691.8373 Fax 713-692-8502 Toll Free 1-000.882-TF-SY No. 1091 P. 2 �� HTS Report #: CTF068.002 I Mr. Jean Philippe Criguere Customer Project Name: Mirabel Colmatee Inc. Customcr.Project k 2425 Michelin Date Sample Received: IN09/10 Laval, Quebec H7L5B9 Datc Sample Tested: 12/15/10 Canaria 4 Samples of cured-in-placbd pipe were delivered to HTS's laboratory for testing, The samples were tested in accordance with ASTM D790, Method 1, Procedure A. A Support Span -To -Depth Ratio of 16 to 1 was used as specified in the test standard. Thickness measurements, flexural stress and flexural modulus of elasticity tests were performed on each sample. Five (5) specimens were cut and tested from each, sample. The results sturtrnarized and reported below are averages of the five (5) specimens. A test report for each sample is attached. SAMPLE ID MANHOLE TO MANHOLE MAXIMUM FLEXURAL FIBER STRESS, psi ASTM D 790 FLEXURAL MODULUS OF IELASTC=, psi ASTM D 9'90 Des'ardins S 16-S 18 8390.0 370,843 Nicole S 173--5171 9063.0 390,153 Claude S64-S63 8021.1 1 352,661 Leveille S69=367 7902.4 344,216 The following table contains the thickness measurements for each individual specimen tested. MPASUREMENT OF THICKNESS FOR CURED IN PLACE PIPE LINER ASTM D 5813 Combined Total Avera S eelmen Sample ID Manhole to Manhole No. t No. 2 No. 3 No. 4 No. S No, 6 No. 7K.272 In mm Des'ardins S16-S18 .268 .271 274 .279 .273 .275 .278 0.274 1.0 Nicole S173-S171 .289 2$0 .278 .268 .283 .290 .277 0.282 7.2 Claude S64-S63 .282 .273 .275 .265 .280 .272 .272 0.274 7.0 Leveille S69-S67 .281 .287 .276 .279 .280 .280 275 0.292 1 7.2 Technician K. Phouan sav Time 4 hrs Sincerely, IArry L. cMichael Vice President This test report relates only to the items tested and shall not be reproduced except in full without approval ofIM, Inc. CTP068,002.doc—Page I of 1 S'ervirtg the Pipe Rehabliltatlon Industry Dec. 16. 2010 :nM No. 1091 P. 3 FITS Pipe Consultants, Inc. Phone 713-502.8373 420 Picketing Street, Housloh, TX 77091 Fax 713.892-OW2 Wi%W.hlaplpaconaullanls.00rnToll Free 1-800.692-TEST FLEXURAL PROPERTIES OF PLASTICS (ASTM D790) SUPPORT SPAN a 4" Plexural 3 point bend Inetron Corporation Series IX Automated Materials Tasting System 4.06 Operator namc: X. PROUnNOSAVANH Test Dace: 15 Dec 2010 Sample Identification: F060-2-1 Sample Type: ASTM Interface Type: 42/43/4400 Serie9 Machine Parameters of test: Sample Race (pce/sec): 10.000 Humidity I t ): 60 Crosshead Speed (in/min ): .1100 Temperature (deg. F): 71 Dimensions: Spec. 1 Spec. 2 Spec. 3 spec. 4 Spec. 5 Width (in) .55900 .55200 .SS300 .55900 .S5300 Depth (in) .26700 .26800 .27100 .27300 ,27400 Span (in) 4.0000 4.0000 4.0000 4.0000 4.0000 Out of 5 specimane, 0 excluded. Sample comments: DESJARDIRS, MH, S16 To S18 Diaplcmenc Strain Load Stress Modulus at at at at Of Spccimen Yield Yield Yield Yield 21&aeicity Number (in) fin/in) (lbs) (psi) (psi) 1 _5019 .0503 54.4 8196.6 362416 2 .4431 .0445 54.9 8303.8 363700 .4714 .0479 57.6 0506.7 355605 4 .4939 .0506 60.2 0668.4 369755 . S .4952 .0509 56.9 9224.6 361739 Mean: .4811 .0488 56.0 6380.0 310843- standard Dc�xation: .0242 .0021 2.3 201.7 14172. minimum: .4431 _0445 54.4 e196.6 361739. Naxirrum: .5013 .0509 60.2 e666.4 395605. Serving the Pipe Aehohilitation Influetty 'Dec, 16. 201 SAW; HTS P10o Consultants, Inc. 420 Pickering Stiaw. Houston, TX 77001 w,vw,Alsplpeconw)ton( S.com Phone 713-692.13373 Fox 713.692.eSO2 Toll Free 1-000-892-TEST FLEXURAL PROPERTIES OF PLASTICS (ASTM D790) SOPPORT SPAN - 4-, No, 1491 P. 4 �� Flexural 3 point bend Instron corporation Series IX Automated Materials Testing System 6.05 Operator name: K. PxOunNGSAVAINH Toot Dato: 15 Dec 2010 Sample Identification: F068-2-2 Sample Type: AS'trt Ynterface Type: 12/43/4400 Seriee Machine Pacametara of test: Sample race (pta/sec): 10.000 Humidity ( t ): 50 Crosehcad Spced tin/min ): .1100 Temperature (deg. F): 71 Dimensions: Spec. 1 Spec. 2 Spec. 3 Spec. 4 Spec. S Width (in) -55200 .S3000 .56100 .56200 .SS200 Depth (in) .26S00 .26800 .26800 .27800 .28D00 Span (in) 4,0000 4.0000 4.0000 d,0000 4.0000 Out of 5 specimens. 0 excluded. Sample comments: NICOLE, MH: S113 TO S171 Dieplcment Strain Load Stress Modulus at at at at Of Specimen. Yield Yield Yield Yield Elasticity number (in] (in/in) Ilbal (Pei) (pail ------------------- ------------------------ 1 _ .5067 .0504 59.3 9183.2 417606 2 .4808 .0483 69.5 9376.7 380614 3 .4934 .0096 6419 9665.6 421529 4 .4a52 .0506 63.1 8722.3 37744e 5 .468E 0492 60.3 8367.1 353365 Mean: .4910 .0496 61.4 9063.0 390153. Standard Deviation: .0141 .0009 2.5 518.8 28097. Minimum: .4688 .0483 55.3 8367.1 353365. rb7ximum; .5067 .0506 64.9 9665.6 421529. SorVln&l rho Pipe Rehabilltatlon Industry Dec, 16. 2010 1 AMI HTS Pipe COnsuitants, Ina- 420 Plcksdng Street, Houston. TX 77091 wi,�w.htsplpe consul tangs.con) f nona 713-092-6373 Fox 713.892.8502 Toll Free 1-800-692-TEST FLEXU3P.L PROPERTIES OF PLASTICS (ASTM D790) SUPPORT SPAN = 4^ No, 1091 P. 5 A� Plexural 3 point bend Inatron Corporation Series rX Automated Matorials Teating SynteA+ 4.05 Operator name: X. PHOUAN0SAVPdvr1 Teat Date: 15 D6a 2010 Sample identification: P068-2-3 Sample. Type: ASTM Interface Type: 42/43/4400 Series Machine Parameters of test: Sample Race (pce/sec): 10.000 Humidity ( 0 )- 50 Crosshead speed (in/min 1: .1100 Temperature Ideg, F): 71 Dimensions: Spec. 1 Spec. 2 Spec. 3 Spec. 4 Spec. 5 Width (in) .55900 .5S400 .SS600 .56000 .56300 Dopth (in) .27200 .27300 .27500 .20200 .28200 Span (in) 4.0000 4.0000 4.0000 4.0000 4.0000 . Out of 5 sPeeimene, 0 excluded. Sample commence: CLAUSE, MW: S64 TO S62 Displcment Strain Load Scrams Modulus at at at at Of Specimen Yield Yield Yield Yield slaaticity Number (in) (in/in) (lbs) (psi) (Pei) -------------------------------------------------------------- 1 .4906 .0500 56.6 8206.6 369858 2 .49E4 DGiO 57.1 0297-6 366134 3 .4030 .0498 55.5 7125-3 361632 4 .4620 .0483 5e.4 7870.9 336969 5' ,4602 .0497 58.3 7806-2 326712 Mean; .478E od97 57.2 0021.1 352661, Standard Deviation.. .0171 .0010 1.2 217.0 19832. Minimum: .1602 .0467 55.5 7806.2 326712. Mveimum: .498d .0510 58.4 8297.6 3698S8. Sarv:ng th4i Plpo Fiohabllltatlon Industry Dec. 16. 201''� 1- : ":UM No. 1091 P. 6 HT5 Pipe Consultants, Inc. Phone 713,692.8373 420 P)ckertng Sliest, Houston. Tx 77091 Fax 113-602.6502 ' Www.hlap)psoottsultants.00m Too Free 1.600.692-TEST ... ff� ���.. PLeXURAL PROP£RTl£S OF PLASTICS (ASTM D790) SUPPORT SPAN = 4" Flexural 3 point bend instron Corporation Series IX Automated Mar-erial9 Testing SysteM 6.05 Ope=atC= name: K. ?H0UMGSnv1vH Test Data: 15 Dec 2020 Sample Identification: F068-2-4 Sample Type; AM Interface Type: 42/43/4400 Seriea Machine Paranetera of teat: Sample Rate (pts/see): 10.000 Humidity ( t )t SO Croeahead Speed (in/,.tin ): .1100 Temperature (deg. F)t 71 Dimensions: Spec. 1 Spec. 2 Spec- 3 Spec. 4 Spec. 5 Width (in) .55400 .S4900 .56400 .56600 .55400 Depth (in) ..27600 .27800 .27900 .2B000 .28100 Span (in) 4.0000 4.0000 4.0000 4.6000 4.0000 Out of S specimens, 0 excluded. Sample Comments: LEVEILLE, ,lH: S69 TO S67 Diaplcment Strain Load Stress Modulus a6 at at at Of Specimen Yield Yield Yield Yield Elasticity Number -------------- (in) ------------------------------------------------------- {in/in) (lbs) (psi) (psi) 1 .4764 .0495 68.7 6351.4 359906 2 .4011 .0502 59-4 9279.3 345756 - 3 .4577 .0479 54.9 7509.9 337196 4 .4834 .0508 56..1 7749.4 360063 5 .45Q4 .0475 55.6 7622.0 316159 Mean: .A102 .0192 56.8 7902.4 344216. Standard Deviation: .02.51 .0014 1.7 387.2 17521. Minimum: _4504 .0475 54.9 7503.9 318159. Maximum: .4834 .0506 S8.7 e351-4 360063. SorwIng the Pipe Rehabilltatlon industry 91Ar►k In orporated Masterliner Incorporated Pipe Renewal Products LETTER FROM THE PRESIDENT 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 (Office) 985-386-0250 (Fax) 1-888-DIG-FREE E-MAIL: lineramasterliner.com WEB: http://www.masterliner.com Masterliner Incorporated has been formed to offer a competitive alternative to the growing business of Cured in Place Pipe (CIPP) without excavation. Our goal is to provide the customer with a competitive solution utilizing superior and proven products which have a long and sucessful history in the Pipe Renewal Industry. It is our intention to combine these proven products along with the most respected and knowledgeable manufacturing personnel within our industry. Masterliner Incorporated is supplied by the industries leading manufactures such as BF Goodrich, Eastman Chemical, Shell Chemical, Tyco, AXKO Chemical, Alpha Owens Corning, Cippcon, Interplastic Corporation, and North American Composite. Due to history, dependability and on going research and development the products supplied by these manufactures are the most desired in the industry. Alpha Owens Corning, Eastman Chemical, and Interplastic Corporation supply resin systems that have been formulated specifically for the Cured in Place Pipe Industry. All systems used by Masterliner Incorporated have extensive research data relating to strength, corrosion and creep analysis. All products meet or exceed applicable ASTM standards. Masterliner Incorporated combines these proven products with experienced technical personnel to offer the most competitive and least problematic pipelining solution in the industry today. More information can be found through our web site,www.masterliner.com If we can provide any further information or possible solutions please contact Masterliner Incorporated at 1-888- DIG -FREE or 985-386-3006, Fax 985-386-0250, E-mail: liner a masterliner.com. Thank you for your interest. Yours very truly, MASTERLINER INCORPORATED By: G� Dwayne E. Rovira, President VIA incorporated Masterliner Incorporated Pipe Renewal Products February 19, 2002 Certification To Whom itMayConcern 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 ( Office) 985-386-0250 (Fax) 1-888-DIG -FREE E-MAIL: liner(a)masterlin er.com WEB: http://www.masterliner.com This is to certify that Masterliner Cured In Place Pipe Liner meets and/or exceeds the specifications outlined in the ASTM 1216-93. If you have any questions, or need additional information and/or submittals, please feel free to contact us. Very truly yours, By: TERLINER INCORPORATED 4�� lxa_cc� Russel Madere Business Manager Certification letter 2021901 MASTERLINER INCORPORATED '%fie coonAeete #*&W ' a QyQ&PW �" tOd" Q ur�iaQtuu;t�vre We are the manufacturer of both dry felt liners and resin impregnated tubes. Focusing on a full range of pipe sizes and custom pipe diameters. We offer four methods of installation; the Standard Inversion, Pull in, and Inflate, Lateral Lining and Sectional Repair. The ADVANTAGES of Masterliner: • Cost: The MASTERLINER tube is conservatively priced to qualified installers with no royalty applied. Therefore the value saved can easily be passed on whereby additional restoration can result. • Size: MASTERLINER can be manufactured to match a full range of pipe diameters. and wall thicknesses. • Ease of use: Advanced techniques and new product developments have provided this system with the ease of installation. • Durability: This complete system provides superior physical properties, high Barcol levels, excellent impact, tensile and flexural properties. • Marketability: MASTERLINER is priced competitively with any comparable tight fitting lining system. • "Quality assured: A special customized corrosion resistant resin has been specifically formulated and tailors to the high physical demands of MASTERLINER felt liners. BIAn k incorporated Masterliner Incorporated Pipe Renewal Products 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 (Office) 985-386-0250 (Fax) 1-888-DIG-FREE E-MAIL: Iiner(@masterliner.com WEB: http://www.masterlinercom REFERENCE LIST FOR MASTERLINER CURED IN PLACE PIPE SYSTEMS 1) Florida Department of Transportation Daytona Beach Construction Office 915 South Clude Morris Blvd. Daytona Beach, Florida 32114 Contact: Calvin Landers, Project Manager 1-904-254-3730 Office 1-904-238-3195 Fax 2) Pasco Counties Utilities 7536 State Street New Port Richie, Florida 33553 Contact: Stan Verdier, Project Manager 1-813-847-8144 Office 1-813-847-8064 Fax 3) Patrick Air Force Base U.S. Army Corps of Engineers P. O. Box 4872 Cape Canaveral, Florida 32925 Contact: Bill Batchlear 1-407-494-4145 Office 4) City of Orlando 5100 LB McLeod Orlando, Florida 32811 Contact: Ron Weeks, Supervisor Collection Systems 1-407-246-2670 5) Boswell McClave Engineering 330 Phillips Avenue South Hackensack, New Jersey. 07606 Contact: Pete Tenkate, City of Hawthorne Job, New Jersey 1-201-641-0770 Office 1-201-641-1831 Fax Page 2 6) Associated Design Group 225 Baronna Street New Orleans, LA 70112 Contact: William Martin, Project Engineer 1-504-561-6333 Office 1-504-561-6338 Fax 7) City of Dayton, Ohio Department of Urban Development Division of Engineering Third and Ludlow Dayton, Ohio 45401 Contact: Scott Holmes, Project Engineer 1-513-443-3844 Office 8) Tulane University Department of Civil and Environmental Engineering New Orleans, LA 70118 Contact: Dr. Reda M. Bakeer Dr. Mike E. Barber 1-504-865-5778 .Office. 1-504-862-8941 Fax 9) Lamar Dunn & Associates 3305 Moloney Road Knoxville, TN 37920 Contact: Steve Bostic 1-615-573-7672 Office 1-615-573-1352 Fax 10) The Atlantic City Sewerage Company P. O. Box 1830 Atlantic City, New Jersey 08404 Contact: Billing Bready, P.E. 1-609-345-0131 1-609-347-8745 Page 3 11) David Taylor Naval Research Center Surface Warfare Division Res Office ROYCC Bethesda, MA Contact: Jim Wyles 1-301-227-1994 Office 1-301-227-1430 Fax 12) Rhode Island DOT 2 Capitol Hill Providence, RI 02904 Contact: Gene Colantuono 1-401-467-5876 13) City of Allentown Waste Water Treatment Plant 112 Union Street Allentown, PA 18102 Contact: Don Lichty, City of Allentown Job 1-610-437-7681 Office 14) Department of Public Works P. O. Box 509 Goshen, New York 10924 Contact: Robert Meyer, Orange County, NY Job 1-914-291-2750 Office 15) Tinicum Township 629 N. Governor Printz Blvd. Essington, PA 19029-1119 Contact: Herb MacCombie, Tinicum Township, PA Job 1-610-521-9191 Office 16) US NAVY 9742 Maryland Avenue Norfolk, VA 23511-6098 Contact: Dave Reeves, Director of Utilities 1-757-444-8670 Office 1-757-445-9316 Fax Page 4 17) Cardi Corporation 400 Lincoln Avenue Warwick, RI. 02888 Contact: C. Ingle 1-401-739-8300 Office 1-401-736-2977 Fax 18) Inner View Inc. 1140 Kempsville Chesapeake, VA. 23320 Contact: R.C. O'Neal 1-757-547-9711 Office 1-757-547-7611 Fax 19) R.T. Winzinger Inc. 1704 Moren Highway Heinsport, NJ. 08036 Contact: B. Challender 1-609-267-8600 Office 1-609-267-4079 Fax 20) Suburban Grading 1190 Harmony Road Norfolk, VA. 23502 Contact: J. Cottrell 1-757-461-1800 Office 1-757-461-989 Fax 21) Lovett Silverman 416 Cortez Avenue Stewart, FL. 34994 Contact: V. Vorraso 1-561-221-9980 Office 1-561-221-290 Fax 22) City of Louisville Northfield/Newman Contact: David Givan 1-502-540-6561 Office Page 5 23) City of Florence St. Jude Circle Contact: Bill Viox 1-606-727-3293 Office 24) City of Fairfield CIPP Contact: Jay Wright 1-513-867-5360 Office 26) City of Altamonte Springs 225 Newburyport Avenue Altamonte Springs, FI. 323701 Contact: Alex Robinson 1-407-660-4427 Office 27) Hubbard Construction Company P. O. Box 54217 Orlando, FI. 32854-7217 ( Edgewater Drive) Contact: Rob Brown 1-407-265-7288 Office 28) Johnson Bros. Corporation P.O. Box 690245 Orlando, FI. 32869 Contact: Rick Gierok 1-407-363-1150 Office 29) City of Orlando Stormwater Division " Streets & Drainage" 1010 S. Woods Avenue Orlando, Fl. 32805 Contact: Roger Cox 1-407-246-2238 Office 30) J.B. Coxwell Contructin Co., Inc. 6741 Lloyd Road West Jacksonville, FI. 32254 Contact: Nan Perry, Proj. Admin. 1-904-786-1120 Office Page 6 31) Orange County P. O. Box 38 Orlando, FI. 32802 Contact: Charlie West 1-407-836-7876 Office 32) City of Winter Park 401 S. Park Avenue Winter Park, FI. 32789 Contact: Phil Daniels 1-407-599-3219 Office FORMS9071301 REFERNCE.LIST(BUSINESS) Incorporated Masterliner Incorporated Pipe Renewal Products 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 (Office) 985-386-0250 (Fax) 1-888-DIG-FREE E-MAIL: IinerO)masterliner.com WEB: http://www.masterliner.com REFERENCE LIST FOR MASTERLINER CURED IN PLACE PIPE SYSTEMS CONTACT: US NAVY 9742 Maryland Avenue Norfolk, VA 23511-6098 Contact: Dave Reeves, Director of Utilities 1-757-444-8670 Office New York City DEP 59-17 Junction Blvd. Corona, NY 11368 Contact: M.A. Abraham P.E., Chief of Engineering & Construction NYC 1-718-595-4200 Office Patrick Air Force Base U.S. Army Corps of Engineers P.O. Box 4872 Cape Canaveral, Florida 32925 Contact: Bill Batchlear 1-407-494-4145 Office City of Orlando 5100 LB McLeod Orlando, Florida 32811 Contact: Ron Weeks, Supervisor Collection Systems 1-407-246-2670 Office Boswell McClave Engineering 330 Phillips Avenue South Hackensack, New Jersey 07606 Contact: Pete Tenkate, City of Hawthorne Job, New Jersey 1-201-641-0770 Office 1-201-641-1831 Fax JOB DETAILS: $3.5 Million in lining work on the world's largest military bases. 6" to 30" 2.5 year contract going into its last year. $4.5 Million dollars in lining work in the five: Boroughs in New York City 12" to 36" 124 service laterals all 6" every lateral had to pass an air test where it connected to the main. 54" spot repairs 50' long 14" & 1.6" siphon lines under the Passaic River. Extremely high profile job. Video's available. Page 2, Ref, List ML CIPP Lamar Dunn & Associates 3305 Moloney Road Knoxville, TN 37920 Contact: Steve Bostic 1-423-573-7672 Office 1-423-573-1352 Fax Rhode Island DOT 2 Capitol Hill Providence, RI 02904 Contact: Carl Ingle in Cardi Corporation 1-401-739-8300 Office Tinicum Township 629 N. Governor Printz Blvd. Essington, PA 19029-1119 Contact: Herb MacCombie, Tinicum Township, PA Job Bob Bernauer, Superintendent of Waste Water Treatment Plant 1-610-521-9191 City of Westmount 4333.Sherbrooke, Westmount Quebec, Canada H3Z 1 E2 Contact:. Bert Porporino, Engineer 1-514-989-5257 Office 1-514-989-5488 Le Groupe Sequin 13200 Boul. Metropolitain Est. Montreal, Quebec H I A 5K8 Contact: Daniel Lessard, B. Ing. 1-514-642-8422 Office 1-514-642-4912 Fax Associated Design Group Inc. 2817 Harvard Avenue Suite 103 Metairie, LA 70006 Contact: William Martin, Project Engineer 1-504-889-0703 Office 1-504-889-0234 Fax 8" & 10" approximately 3500' 10" thru 30" Storm drains under Interstate I-95. Approximately 6000' 8" & 10" approximately 2800' 8". thru 18 approximately 4000'. The city of Westmount is the richest in Canada. Engineer for city of Westmount Consulting Engineer for Masterliner Page 3, Ref. List ML CIPP Tulane University Department of Civil and Environmental Engineering New Orleans, LA 70118 Contact: Dr. Reda M. Bakeer Dr. Mike E. Barber 1-504-865-5778 Office 1-504-862-8941 Fax P.H.D. in charge of third party test data. **********All jobs listed above were performed in active sanitary sewers********** BIPY►<< El" R Incorporated Pipe Lining Products PRODUCT INFORMATION COATED FELT INVERSION LINER DESCRIPTION 42305 S. Airport Road Hammond, La. 70403 (985) 386-3006 (Office) (985) 386-0250 (Fax) 1-888-DIG-FREE (TOLL FREE) E-MAIL liner@masterliner.com Masterliner Incorporated utilizes the highest -grade polyester staple fiber available in the marketplace. This polyester needle punch felt staple is specifically engineered for excellent bonding with chemical resistant resin systems for the cured in place pipeline rehabilitation systems. The manufactured polyester needle punch felt is coated with a clear geo- membrane. (The geo-membrane allowsfor the resin to be encapsulated within the felt layers to insure non -contamination of the resin) APPLICATION Installation Method: Inversion and Pull -In Impregnation Method: Needled vacuum impregnation utilizing state of the art hydraulically controlled wet -out conveyers combined with electronically monitored static mixers through bulk storage tanks. Melt Index 494°Fahrenheit Resin Types: Polyester, Vinyl Ester, Epoxy Curing Methods: Air, Steam, Water Diameter Range: Full range ofpipe sizes Thickness Range: 1.0 mm —100 min Available Manufactured Lengths: Custom lengths up to truckload lengths Doc1101301 coated felt inversion liner ' ' 7M_1Vftq9h Incorporated Pipe Lining Products PRODUCT INFORMATION 42305 S. Airport Road Hammond, LA. 70403 (985) 386-3006(Office) (985) 386-0250 (Fax) 1-888-DIG-FREE (TOLL FREE) E-MAIL liner@masterliner.com COATED FELT PULL -IN AND INFLATE SECTIONAL REPAIR LINER DESCRIPTION Masterliner Incorporated utilizes the highest -grade polyester staple fiber available in the marketplace. This polyester needle punch felt staple is specifically engineered for excellent bonding with chemical resistant epoxy resins for the cured in place sectional repair systems. The manufactured polyester needle punch felt is coated with a clear geo- membrane. (The geo-membrane allows for the resin to be encapsulated within the felt layers to insure non -contamination of the resin) APPLICATION Installation Method: Pull -In Impregnation Method: Needled or cup vacuum impregnation utilizing state of the art impregnation equipment. Melt Index 494°Fahrenheit Resin Types: High Strength Epoxy Resins Curing Methods: Air, Steam, Water Diameter Range: Thickness Range: 3 -144 inch I.0mm-100mm Available Manufactured Lengths: Custom lengths from ]foot to full manhole -to - manhole lengths. D1051701Sertinnal Renair Felt Ter Sheet MASTERFOIL As a result of a combination of unique properties found in the High -Temp Masterfoil these Nylon Films can be manufactured into sheets, bags and tubing to be used in a variety of food, medical and industrial applications. THERMAL For the continuous service, Masterfoil may be used under temperature conditions ranging from -100°F to +400°F. TENSILE STRENGTH Masterfoil exceeds 13,000 psi without orientation. TEAR STRENGTH Masterfoil holds to 50 gm.mil. TABORSTRENGTH When tested with a 500 gm load, Masterfoil sustains 977 cycles. CHEMCIAL RESISTANCE With the exception of mineral acids, phenols and concentrated formic acid, Masterfoil is unaffected by exposure to most chemicals. . BACTERIAL & MOLD RESISTANCE .Masterfoil is rotproof and resistance to molds. It is impermeable to micro-organisms before and after sterilization. ODOR BARRIER PROPERTIES Masterfoil is an excellent barrier to most odors. FDA AND MID APPROVAL Masterfoil is manufactured from a nylon compound that has been approved by the Food and Drug Administration as well as the Meat Inspection Department as acceptable for enclosing federally inspected meat and food products. OIL AND GREASE RESISTANCE No other film has equivalent oil -barrier properties. Masterfoil is unaffected by animal, vegetable, or mineral oils and fat. MOISTURE -VAPOR TRANSMISSION The unique feature of combined high -moisture -vapor transmission at raised temperatures makes Masterfoil the best thermoplastic film presently available for use in steam sterilization and gas autoclaving. GAS PERMEABILITY Masterfoil has excellent gas barrier properties, which make it exceptionally suited for packaging suited under nitrogen, carbon dioxide, or vacuum. It's resistance to oxygen permeation reduces fogging in frozen foods and help to extend shelf -life. B1f; V-) k Tulane University Department of Civil and Environmental Engineering - New Orleans, Louisiana 70118 Phone: (504) 865-5778 Fax: (504) 862-8941 CHEMICAL RESISTANCE -TESTS ON A. CIPP LINER MATERIAL by Reda M. Bakeer, Ph.D., P.E. Xin Maio Submitted to: Dwayne E. Rovira, President' Master Liner, Inc. 42305 S. Airport Road Hammond, Louisiana 70403 February 3, 2002 'TABLE OF CONTENTS TABLEOF CONTENTS................................................................................................::.................................. 2 EXECUTIVESUMMARY................................................................................................................................. 3 1.0 INTRODUCTION.......................................................................................................................................... 4 2.0 TESTING METHODS.................................................................................................................................. 5 2.1 Chemical Resistance Test (ASTM D 543)............................ ............. .......................................................... 5 2.2 Tension Test (ASTM D 638)....................................................................................................................... 6 2.3 Hardness Test (ASTM D 2240)................................................................................................................... 6 2.4 Flexure Test (ASTM D 790)........................................................................................................................ 7 3.0 CHEMICAL RESISTANCE TEST.......................................................:....:................................................ 7 3.1 Procedure.....................................................................................................................................................7 3.2 Test Results.................................................................................................................................................. 8 4.0 TENSION TEST..........................................................................................................................................11 4.1 Procedure.................................................................................................................................................... 11 4.2 Test Results................................................................................................................................................ 11 5.0 HARDNESS TEST......................................................................................................................................12 5.1 Procedure......................................................... ....................:..................................................................... 12 5.2 Test Results......................................................................................................................::........................ 12 6.0 FLEXURE TEST.........................:..............................................................................................................13 6.1 Procedure................................................................................................................................................... 13 6.2 Test Results.................................................................................:.............................................................. 13 APPENDIX A - DELTA TESTING & INSPECTION, INC. REPORT.......................................................14 APPENDIX B - LABORATORY EQUIPMENT............................................................................................15 APPENDIX C -. CHEMICAL.RESISTANCE TEST DATA.........................................................................16 APPENDIX D - TENSION TEST RESULTS.................................................................................................17 APPENDIX E - HARDNESS TEST RESULTS..............................................................................................18 APPENDIX F FLEXURE TEST RESULTS ............................................................................................ 19 EXECUTIVE SUMMARY The Department of Civil and Environmental Engineering at Tulane University has = performed laboratory tests on specimens of a cured -in -place pipe (CIPP) liner material. Delta Testing and Inspection, Inc. was the third -party inspector for the study. The study was made for Master Liner, Inc. Chemical Resistance, Hardness, Flexure and Tension tests were performed on one hundred fifty rectangular coupons and fifty-one dog -bone shaped samples of the CIPP material. The specimens were prepared and supplied by Master Liner, Inc. The tests were performed in accordance with .ASTM and the Los Angeles Green Book standards and specifications. Siz control rectangular coupons and five control dog -bone specimens were tested as supplied without soaking. The remaining specimens were soaked in nine different chemical solutions typically encountered in wastewater for periods ranging from twenty- eight to one hundred twelve days. This report documents conditions of the specimens, testing procedures and results of the laboratory tests. The physical and mechanical properties of the specimens before and after soaking were compared. The average change in the dimensions of the coupons after soaking in the various chemical solutions was -0.28 percent and the average change in the dimensions of the . dog -bones samples :was —0.48 percent. . The .maximum changes in the weight of the coupons ranged between —0.93 and +1.06 percent with an average of about 0.35 percent. For the dog -bones, the maximum change in weight varied between +1.30 to —1.62 percent with an average of 0.35 percent.. The average hardness of the coupons before and after soaking was essentially the same or about 87. The average Flexural and Tensile properties of the specimens before and after soaking are given in the table below. Flexure Test Results Tension Test Results Property Control Soaked Change Property Control Soaked Change Strain (%) 2.10 2.39 +13.8% Elongation (%) 2.71 3.00 +10.7% Strength (psi) 8,524 8,997 -5.55% Strength (psi) - 6,289 6,289 0 Eb Modulus (psi) 378,490 354,213 -6.41% Modulus (psi) 232,616 211,100 -9.25% Reda M. Bakeer, Ph.D., P.E. 3 1.0 INTRODUCTION This report contains results of laboratory tests performed on specimens of a cured in - place pipe liner (CIPP) material developed by Master Liner, Inc. The CIPP material consists of a synthetic felt fabric impregnated with a polymeric resin material (Interplastic Corp. COVE 8190). The tests were performed at the McDermott Materials Testing Laboratory of the Department of Civil and Environmental Engineering (CEE), Tulane University. Delta Testing and Inspection, Inc. observed the laboratory tests as a third party inspector and a copy of their report (No. 2 - DNO 14193) dated January 9, 2000 is included herein in Appendix A. Laboratory tests were performed to determine if any changes would occur in the physical or mechanical properties of the liner material due to exposure to various chemicals typically encountered in wastewater. The tests were performed on specimens of the CIPP material according to the standards and specifications of the American Society of Testing and Materials (ASTM) and the California Standard Specification for Public Works Construction "Green Book, Section 210-2.3.3." Appendix B shows the laboratory equipment used in the investigation to perform the following tests: • ASTM D 543 (Resistance to Plastics to Chemical Reagents) • ASTM D 638 (Tensile Properties of Plastics) . • ASTM D 790 (Flexural Properties of Plastics) • ASTM D 2240 (Rubber Property — Durometer Hardness) All together, two hundred specimens were prepared and delivered by Master Liner, Inc. These included one hundred fifty rectangular coupons for the Hardness and Flexure tests (Pic. 09) and fifty dog -bone samples for the Tension tests (Pic. 08). Weight and volume of each specimen were recorded prior to testing. Measurements were also made of the initial length, width and thickness of the specimens. Dimensions of the specimen were measured with an electronic digital caliper (Pic. 04) with an accuracy of 0.0005 inch (O.Of mm) and its weight was determined using an electronic balance (Pic. 06) with an accuracy of 0.1 mg (2.24 x 10-4 lb.). Volume of the specimen was determined by measuring the amount of water being displaced when the specimen is immersed in a 250 ml (15 in;) graduated cylinder filled with water (Pic. 05). In addition, the foregoing ASTM tests were performed on the specimens to determine the hardness, tensile and flexural properties of the CIPP material. The average initial properties of the specimens along with the standard deviation (S.D.) are given in the Table 1. Appendix C contains the measurements taken of all of the specimens. 4 Table 1. Average initial physical properties of the specimens before soaking. Specimen Le. n th Width Thickness Weight Volume (in.) S.D. (in.) S.D. (in.) S.D. (m) S.D. (in-) S.D. Soaked: Coupons 2.9869 0.0484 1.0021 0.0119 0.2652 0.0090 15.512 0.644 0.807 0.051 Dog -bones 6.3902 0.0629 0.4997 0.0028 0.2645 0.0097 19.767 0.753 1.028 0.045 Control: Coupons 2.9730 0.0596 1.0020 0.0100 0.2674 0.0110 15.663 0.607 0.814 0.032 Do -bones 6.3299 0.0816 0.4975 0.0016 0.2606 0.0017 18.988 0.246 0.989 0.027 Standard Deviation. The specimens had a light brownish white color and relatively firm, shiny and smooth top and bottom surfaces. The periphery of the specimen was relatively dull and lighter in color than the top'and bottom surfaces. The specimens were stored and tested at an average ambient laboratory temperature of 74' F (23' C) and 50 ±5 percent relative humidity. 2.0 TESTING METHODS 2.1 Chemical Resistance Test (ASTM D 543) This test method describes a procedure for determining the resistance of a plastic material following an extended period of chemical exposure. ASTM provides a representative list of standard reagents of the main categories of pure chemical compounds, solutions .and common industrial byproducts typically :encountered in wastewater. In this study, biochemical Oxygen Demand and Ferric Chloride were added to the list, as per the Los Angeles Standard Specifications for Public Works Construction (Green Book). The chemical solutions given in Table 2 were used in the tests described in this report (Pic. 10). Table 2. Specimens and solutions used in the chemical resistance tests. Chemical Solutions Example of Specimen Labels Code Name Symbol Concentration A Sulfuric Acid H2SO4 20.0 % 1 HF-A1 B Sodium Hydroxide NaOH 5.0 % 2 HF-B2 C Ammonium Hydroxide NH40H 5.0 % 3 HF-C3 D Nitric Acid HNO., 1.0 % -4 HF-134 E Ferric Chloride' FeCI, 1.0 % TEI F Sodium Hypochloride NaOCI 1.0 % 2 HF-F1 G Soap -- 0.1 % TG2 H Detergent LAS 0.1 % 4 HF-HI I j Biochemical Oxygen Demand' BOD .1000ppm TI3 'As per the Los Angeles Green Book. 5 Six control coupons and five dog -bone shaped control samples were tested as supplied without soaking. The remaining specimens were placed in glass "pickle" jars filled with the foregoing chemical solutions (Pic. 07). After 28, 56, 84 or 112 days, one rectangular coupon was pulled from each jar, rinsed, wiped dry and measured. The new measurements were compared with the initial values to determine if any changes had occurred in the physical properties of the specimen during the soaking period. All of the dog -bone samples, except for the control, were only measured and tested after 112 days of soaking. Table 2 also shows examples of the labeling system of the specimens. The first number in .a specimen label is its number in a given lot (1 through 4). The second letter, or letters, indicates the type. -of specimen (HF for a Hardness/Flexure coupon or T for a Tension dog - bone shaped sample). The letter following the dash is the soaking solution code (A through I). The last number in the specimen label represents.its soaking period (1 for 28 days, 2 for 56 days, 3 for 84 days and 4 for 112 days). Since all tension samples were soaked for 112 days, only the sample number (1 through 5) is included on the right hand'side of a dog -bone label. The letters (cs) are used for control specimens. For example, the label (1 HF-Al) refers to rectangular. coupon (HF) number 1 (1) soaked in sulfuric acid solution (A) for a period of 28 days (1). The label TE1 indicates dog -bone shaped sample (T) number 1 (1) . soaked in ferric chloride solution (E). The labels Tcs3 and HFcs4 represent dog -bone shaped control sample (Tcs) number 3 (3) and rectangular control coupon (HFcs) number 4 (4), respectively. 2.2 Tension Test (ASTM.D 638) This test method describes a procedure for determining the tensile properties of a plastic specimen prepared in the form of a dog -bone shaped sample (Pic. 08). The test method is designed to determine the tensile properties of a material or for quality control. The ASTM testing procedure defines the standard conditions for pretreatment, temperature, humidity and strain rate used in the test. An Instron Universal Testing Machine (Pic. 01) with a constant rate of crosshead movement was used to perform the Tension tests. 2.3 Hardness Test (ASTM D 2240) This test method is used to determine the hardness of a plastic material based on either initial indentation or indentation after a specified period of time, or both. The test is based on 6 the indentation made by a device {durometer) when applied on a rectangular plate specimen (coupon). The device used in this study is the Barcol Impresser Durometer (Pic. 03). 2.4 Flexure Test (ASTM D 790) This test method covers the determination of the flexural properties of a plastic specimen prepared in the form of a rectangular plate (coupon). This report is based on ASTM D 790 Test Method 1 that stipulates a beam resting on two supports and loaded by means of a loading nose located midway between the supports. The loading nose and supports have cylindrical surfaces and the radius of the nose depends on the thickness of the beam. The coupon (Pic. 09) is loaded until rupture occurs in the extreme fibers or until a given strain is reached. A small testing machine (Pic. 02) was used to perform the Flexure tests. 3.0 CHEMICAL RESISTANCE TEST 3.1 Procedure Before soaking the specimen in the chemical .solution, its dimensions, weight and volume were measured and recorded. The length, width and thickness of the specimen were measured with an electronic caliper (Pic. 04.). Volume of the specimen was determined by immersing it in a graduated cylinder filled with water (Pic. 05) and its weight was measured with an electronic balance (Pic. 06). Accuracy of the equipment is given in Section 1.0. The nine chemical solutions were prepared at the target concentrations. Thirty-six 875 ml (53 in3) glass "pickle" jars (Pic. 07) were used to soak the rectangular plates (coupons). Three 1,875 ml (113 in3) pickle jars and six 3,850 ml (231 in3) pickle jars were used to soak the dog -bone shaped samples. Four rectangular coupons were placed in each of the 875 ml (53 in3) jars, whereas five dog -bones were placed in the larger jars. The jars were tightly sealed with metal caps and stored inside a cabinet, away from direct sunlight. To maintain the concentration of the chemical solutions, the jars were agitated and shaken daily. After fifty-six and eighty-four days, the solutions were replaced with new solutions to maintain the target concentration,throughout the testing period. Samples of the solutions were taken by Delta for chemical analyses to be performed by others. One rectangular coupon was removed from each jar after 28, 56, 84 or 112 days and its condition was examined and recorded. The coupon was first rinsed and wiped dry then measurements were repeated in the same manner as before. The new measurements were 7 compared with -the initial values. All of the tension specimens were only removed and measured after one hundred twelve days. The reported test results include the average percentage increase or decrease in length, width, thickness, weight and volume of the specimen calculated to the nearest 0.01 percent as well as the extreme values recorded for each of these variables. 3.2 Test Results The specimens soaked in ferric chloride and ammonium hydroxide solutions exhibited some color change. The specimens soaked in ferric chloride and in ammonium hydroxide developed a yellowish color along the perimeter. The dog -bone samples soaked in sodium hydroxide also developed stained surfaces as well as some white spots along their perimeter. No visible changes were observed in the color, condition, shape or integrity of the remaining specimens. Minor changes occurred in the dimensions and weight of the specimens after soaking in the different chemicals. No consistent patterns could be established as each lot of specimens soaked in 'a given chemical solution exhibited both increases and decreases in dimensions. Detailed measurements of the initial and final measurements of all of the specimens are given in Appendix C. The average and extreme changes in the physical properties of the coupons after 28, 56, 84 and 112 days of soaking are given in Tables 3 through 6. The average and extreme changes in the physical properties of the dog -bone shaped samples after 1 ] 2 days of soaking are given in Table 7. Table 3. Final average and extreme physical changes in the coupons after 28 days. Property Average Change (%) Maximum Increase Maximum Decrease Specimen Change (%) Specimen Change % Length +0.08 1 HF-F 1 2.63 4 HF-F 1 1.96 Width +0.22 4 HF-F1 3.90 4 HF-I1 1.87 Thickness -0.13 4 HF-I1 2.63 2 HF-F1 7.20 Weight +0.26 4 HF-C1 0.46 4 HF-B 1 0.07 Volume -1.49 2 HF-E1 3 HF-G 1 4 HF-G 1 8.33 1 HF-A1 2HF-D 1 1 HF-E 1 14.29 8 Table 4. Final average and extreme physical changes in the coupons after 56 days. Property Average Change (%) Maximum Increase Maximum Decrease Specimen Chan a (%) Specimen' Change (%) Length +0.08 3 HF-F2 0.84 1 HF-F2 0.76 Width -0.07 3 HF-A2 0.56 1 HF-F2 3.15 Thickness -0.12 4 HF-F2 10.27 1 HF-F2 4.40 -Weight +0.31 4 HF-C2 0.67 4 HF-B2 0.28 Volume +0.68 1 HF-C2 2 HF-F2 16.67 1 HF-G2 12.50 Table 5. Final average and extreme physical changes in the coupons after 84 days. Property Average Change (%) Maximum Increase . Maximum Decrease Specimen Change (%) Specimen Change (%) Length -0.02. 2 HF-B3 0.97 1 HF-F3 2.98 Width -0.07 2 HF-F3 1.05 1 HF-F3 2.02 Thickness -0.37 4 HF-H3 7.42 4 HF-F3 8.40 Weight +0.32 .3 HF-C3 0.91 1 HF-B3 0.74 Volume +0.82 2 HF-F3 15.38 2 HF-B3 7.69 Table 6. Final average and extreme physical changes in the coupons after 1.12 days. Property Average Change (%) Maximum Increase Maximum Decrease Specimen Change (%) Specimen Change (%) Length +0.15 4 HF-F4 2.12 3 HF-F4 0.72 Width -0.07 1 HF-F4 1.22 4 HF-F4 1.91 Thickness -0.49 3 HF44 1.27 4 HF-F4 4.57 Weight +0.35 3 HF-C4 1 1.06 1 HF-B4 0.93 Volume +1.31 3 HF-C4 1 16.67 2 HF-B4 7.69 Table 7. Final average and extreme physical changes in the dog -bones after 112 days. Property Average Maximum Increase Maximum Decrease. Specimen Change M Specimen Change M Change (%) Length +0.08 TO 0.28 None -- Width -0.48 TI4 0.40 TF1 1.97 Thickness 0 TF5 8.22 TF3 8.47 Weight +0.35 TO 1.30 TB 1 1.62 Volume -0.18 TA5 6.25 TA1 6.25 TD4 TE3 TF5 TG4 TG5 TI I TI3 9 The solutions with the most impact on the CIPP material were sodium hydroxide and ammonium hydroxide. In general, ammonium hydroxide caused an increase in the specimen weight whereas sodium hydroxide caused a decrease in its weight. The average final physical properties of the specimens, the standard deviation and the percent changes from the initial are given in Table 8. The individual specimens in the different lots that exhibited extreme or inconsistent changes are shown in Table 9. Table 8. Final average physical properties of all of the specimens after soaking. Specimen Len th Width Thickness Weight Volume (inch S.D. (inch) S.D. (inch) S.D. m) S.D. (in- S.D. Coupons Dog -bones 9Q :6.:3955: 0.0479 0.0649 1.0021 0.4973 0.0122 0.0029 0.2644 0.2645 0.0090 0.0104 15.56b 19.837 0.648 0.799 0.808 1.025 0.046 0.048 Specimen Change % Length Width Thickness Weight Volume . Coupons Dog -bones +0.07 +0.08 0 -0.48 -0.28 0 +0.31 +0.35 +0.33 -0.18 ' Standard Deviation. Table 9. Extreme.changes in physical properties of all of the specimens after soaking. Measurement Specimen Solution Period Increase Decrease (days) M M Length I HF-F1 Sodium Hypochloride .28 2.63 1 HF-F3 Sodium Hypochloride 84 2.98 Width 4 HF-F1 Sodium Hypochloride 28 3.90 1 HF-F2 Sodium Hypochloride 56 3.15 Thickness 4 HF-F2 Sodium Hypochloride 56 10.27. TF3 Sodium Hypochloride 84 8.47 Weight TO Ammonium Hydroxide 84 1.30 TB I Sodium Hydroxide 28 1.62 Volume I HF-C2 Sulfuric Acid 56 16.67 2 HF-F2 Ammonium Hydroxide 56 3 HF-C4 Sodium Hypochloride 112 1 HF-A 1 Ammonium Hydroxide 28 14.29 1 HF-E1 Ferric Chloride 28 2 HF-DI Nitric Acid 28 It should be noted that some of the extreme differences could be attributed to possible measurement errors. In particular, the volume of the specimen was detected using a 250 ml (15 in3.) graduated cylinder filled with water (Pic. 05), as previously discussed. Better accuracy was not achievable since the cylinder is graduated to the nearest I ml (0.061 in;) which corresponds to about 4 percent of the specimen's volume. Furthermore, it is 10 practically impossible to repeat a given dimension measurement at the same exact location of a previous measurement for the same specimen: In view of this and considering the small size of the specimen, performing the subsequent measurement at a close, but different, location could result in significant error in the next length, width or thickness measurement. 4.0 TENSION TEST 4.1 Procedure In all, fifty dog -bone shaped samples were tested in tension in accordance with ASTM D 638. A typical configuration of the dog -bone shaped sample is given in Pic. 08. All of the dog -bone -shaped samples, except for the control samples, were soaked in the chemical solutions for a period of one hundred twelve days. The samples were tested after 119 and 120 days using the Instron Universal Testing Machine housed in the Department of Civil and Environmental .Engineering at Tulane University (Pic. 01). The grips of the machine were tightened over a length of 1 inch on each end of the sample. The appropriate calibration was made for the machine and a constant strain rate of 0.1 inch/minute was used to perform the test. A stylus pen moving at a constant rate on a strip chart was used to record the variation of the load with time. Following the test, the final gage length of the specimen was measured to determine the tensile elongation. Detailed results of the tension tests for all of the specimens are given in Appendix D. 4.2 Test Results The tensile properties of all of the tested samples were relatively consistent except for those soaked in solution F (sodium hypochloride). Some samples did not break within the middle area of the narrow section (Pic. 11). One control sample (Tcs I) and three soaked samples (TA5, TB5, TE 1) broke prematurely and, therefore, their results were disregarded in the statistical average. The calculated average modulus of elongation for all of the soaked samples was 211,100 psi (S.D. = 24,131 psi), which is about 9.25 percent lower than the average of 232,616 psi (S.D. = 11,529 psi) measured for the control samples. The average tensile strength of all of the soaked samples was 6,289 psi (S.D. = 570 psi), which is essentially the same as the average tensile strength of 6,289 psi (S.D. = 120 psi) measured for the control samples. The average failure strain for all of the soaked samples was 3.0 percent (S.D. _ 0.4%) and the average failure strain of the control samples was 2.71 percent (S.D. = 0.17%). The lowest tensile strengths of 6,192 and 4,452 psi were measured for control sample Tcs5 and soaked sample TF2. The minimum and maximum values of the modulus of elongation of 153,650 and 260,726 psi were measured for samples TF3 and TC3, respectively. Samples TD4 and TI4 had the minimum and maximum elongation of 2.3 and 3.7 percent, respectively. 5.0 HARDNESS TEST 5.1 Procedure The apparatus used to evaluate the hardness of the CIPP material is the Barcol Impresser (Durometer). The Durometer consists of a hardened steel truncated cone, having an angle of 26' and a flat tip of 0.175 mm (0.0062 in.) in diameter. It is fitted into a hollow spindle and is held down by a spring -loaded plunger with an indicator dial divided -into 100 divisions. Each division on the dial represents a penetration depth into the specimen of 0.0076 mm (0.0003 in.). Accordingly, a higher dial reading would indicate a harder material and low reading would indicate a softer material. In all, a total of one hundred forty-four and six control coupons were tested. The tested coupons conformed to the dimensions and requirements specified in ASTM D 2240. The first Hardness Test was performed on the rectangular coupons soaked for twenty-eight days. The test was then repeated on the same coupons following the next soaking periods of 56, 84 and 112 days. The rectangular coupons were placed on a rigid flat surface and the Durometer was applied at three different locations along the coupon surface, to obtain the average hardness of the CIPP material. 5.2 Test Results Hardness of the specimens was relatively consistent throughout the entire surface area of the coupons. The lowest measurement was 85 (2 HF-B2, 56 days) and the highest was 89 for a difference of 4.49 percent. The average hardness of all of the coupons tested was essentially the same. The average hardness of all of the soaked specimens was 87.6 (S.D. = 0.94), which is essentially the same value measured for the control specimens (87, S.D. = 0.64). Detailed results of the Hardness test are given in Appendix E. 12 6.0 FLEXURE TEST 6.1 Procedure A small testing machine (Pic. 02) was used to perform the Flexure test according to ASTM D 790. The machine employs a three point loading system (Method 1), one central load and a simply supported beam (coupon) with two overhanging ends. A point load was applied at the center of the top surface of the coupon using a uniform circular rod to distribute the load evenly along the width of the coupon. Rigidity of the rod was selected to be much higher than that of the tested CIPP material to ensure that the deformation would only occur in the coupon. 6.2 Test Results The Flexure test was performed on a total of one hundred fifty rectangular plates (coupons) that included six control specimens. The coupons broke in three,different patterns - (Pic. 12), but no correlation could be established with the variations of .the measurements, soaking solution or soaking period. Control coupon HFcs3 and soaked coupon 4 HF-DI (28 days) had the lowest ultimate flexural strengths of 6,806 and 6,097 psi, respectively. The highest values for the modulus of elasticity at failure of 434,612 and 449,573 psi were calculated for control coupon HFcs2 and soaked coupon 2 HF-DI. (28 days), respectively. A maximum strain of 2.55 percent was measured in coupon HFcs4 and a maximum strain of 4.32 percent was measured in coupons 2HF-C3 (84 days). Table 9 shows the average flexural properties for soaked and control coupons. The complete Flexure test results are enclosed in Appendix F. Table 9. Results of the Flexure test. Soaking Period Ultimate Flexural Strength Modulus of Elasticity at Failure (Eb)* Value (psi)(psi) S.D. Change % Value (psi). S.D. (psi) Change % 0 Days (Control) 8,524 1212 NA 378,490 36,200 NA 28 Days 9,127 1,602 +7.07 375,661 34,364 -0.75 56 Days 8,881 1,251 +4.19 367,974 15,904 -2.78 84 Days 8,853 1,562 +3.86 321,049 33,865 -15.18 112 Days 9,126 964 +7.06 352,166 32,304 -6.96 All Soaked 8,997 1361 +5.55 354,213 36,448 -6.41 *ASTM D 790 Standard Deviation : Percent difference from control specimens 13 BIP�k incorporated Masterliner Incorporated Pipe Renewal Products ISO 9001: 2000 Certified 42305 S. Airport Road Hammond, LA 70403, USA 985-386-3006 (Office) 985-386-0250 (Fax) 1-888-DIG- FREE E-MAIL: liner-5—masterliner.com WEB: http://www.masterliner.com The fully cured -in -place liner will meet or exceed the minimum structural standards of the industry. Industry Specifications The CIPP shall conform to the minimal standards as follows: ASTM 1216-09 Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin -Impregnated Tube. ASTM F1743-08 Rehabilitation of Existing Pipelines and Conduits by Pulled -in -Place Installation of Cured -in -Place Thermosetting Resin Pipe (CIPP). D-5813-04 Standard Specifications for Cured -in -Place Thermosetting Resin Sewer Pipe C-581 Standard Practice for Determining Chemical Resistance of Thermosetting Resins D-2990-09 Standard Test Methods for Tensile, Comprehensive, Flexural Creep, and Creep Rupture of Plastics. D-638 Test Method for Tensile .Properties of Plastic. D-790 Test Method for Tensile Properties for Unreinforced and Reinforced Plastics and Electrical Insulating Materials. D-256 Impact Test. D-638 Barcol Hardness Test Each roll of Masterliner felt is tested in the lab to meet Standard test ASTM D461.9 ASTM D461.8 ASTM D3776 ASTM D737 ASTM D5729 Masterliner Coated Rolls are tested for Gauge Thickness Adhesion Au Substrate Styrene Test ASTM D751-06 BIPr►k RESIN WEIGHT POUNDS PER FOOT POLYESTER @ 100% PIPE PIPE WALL THICKNESS IN mm's DIAMETER IN INCHES 3 4.5 6 7.5 9 10.5 12 13.5 15 16.5 18 19.5 21 22.6 24 25.5 27 28.5 30 31.5 33 34.5 4 0.63 0.94 6 0.94 1.41 1.88 8 1.26 1.88 2.51 3.14 10 1.57 2.35 3.14 3.92 4.71 5.49 12 1.88 2.82 3.77 4.71 5.65 6.59 7.53 15 2.35 3.53 4.71 5.88 7.06 8.24 9.41 10.59 11.77 18 2.82 4.24 5.65 7.06 8.47 9.88 11.30 12.71 14.12 15.53 16.95 20 3.141 4.71 6.281 7.851 9.41 10.981 12.55 14.12 15.69 17.26 18.83 21 3.29 4.94 6.59 8.24 9.88 11.53 13.18 14.83 16.47 .18.12 19.77 21.42 23.06 24 3.77 5.65 7.53 9.41 11.30 13.18 15.06 16.95 18.83 20.71 22.59 24.48 26.36 28.241 30.12 27 4.24 6.35 8.47 10.59 12.71 14.83 16.95 19.06 21.18 23.30 25.42 27.541 29.65 31.77 33.89 36.01 38.13 30 4.71 7.06 9.41 11.77 14.12 16.47 18.83 21.181 23.54 25.891 28.24 30.60 32.95 35.30 37.66 40.01 42.36 44.72 47.07 36 5.651 8.47 11.301 14.121 16.95 19.77 2Z59 25.42 28.24 31.07 33.89 36.71 39.54 42.36 45.19 48.01 50.84 53.66 56.48 59.31 62.13 64.96 42 6.59 9.88 13.18 16.47 19.77 23.06 26.36 29.65 32.95 36.24 39.54 42.83 .46.13 49.42 52.72 56.01 59.31 62.60 65.90 69.19 72.49 75.78 48 7.53 11.30 15.06 18.83 22.59 26.36 30.12 33.89 37.66 41.42 45.19 48.95 52.72 56.48 60.25 64.02 67.78 71.55 75.31 79.08 82.84 86.61 54 8.47 12.71 16.95 21.18 25.42 29.65 33.89 38.13 42.36 46.60 50.84 55.071 59.31 63.54 67.78 72.021 76.25 80.491 84.73 88.961 93.20 97.43 60 9.41 14.12 18.83 23.54 28.24 32.95 37.66 42.36 47.07 51.78 56.48 61.19 65.90 70.61 75.31 80.02 84.73 89.43 94.14 98.85 103.55 108.26 66 31.07 36.24 41.42 46.60 51.78 56.95 62.13 67.31 72.49 77.67 82.84 88.02 93.20 98.38 103.55 108.73 113.91 119.09 72 33.89 39.54 45.19 50.84 56.48 62.13 67.78 73.43 79.08 84.73 90.37 96.02 101.67 107.32 112.97 118.62 124.26 129.91 84 39.54 46.13 52.72 59.31 65.90 72.49 79.08 85.67 92.26 98.851 105.44 112.03 118.62 125.21 131.80 138.39 144.98 151.57 96 45.19 52.72 60.25 67.78 75.31 82.84 90.37 97.911 105.44 112.97 120.50 128.03 135.561 143.09 150.62 158.16 165.69 173.22 108 50.84 59.31 67.78 76.25 84.73 93.20 101.67 110.14 118.62 127.09 135.56 144.031 152.51 160.981169.45 177.921 186401 194.87 BIPNq k e a y TABLE OF CONTENTS: Foreword...........................................................................................................................4 Introduction.......................................................................................................................4 A Pipeline Rehabilitation Method.....................................................................................4 Process,Installation, and Materials..................................................................................5 Applications......................................................................................................................6 17�Y[eI�7K���cYl�� 7y�liJ�flCy General Principles of HydraulicDesign..............................................................................7 Gravity Pipe Flow With Manning Equation .................................. Pressure Pipe Flow With Hazen Williams Equation.............................................8 STRUCTURAL DESIGN GeneralInformation................................................................................................8 CIPP Design Considerations...............................................................................9 GRAVITYPIPE DESIGN Critical Buckling Pressure.....................................................................................10 PipeStiffness.........................................................................................................I I Ovalized Pipe Strength Reduction Factor .............................. Buried Flexible Pipe Deflection............................................................................12 CIPP DESIGN-PART24LLYDETERIORATED GRAVITY CONDITION.................12 CIPP DESIGN -FULLY DETERIORATED GRAVITY CONDITION ..........................14 PRESSURE PIPE DESIGN Internal Pressure Hoop Stress..............................................................................16 Bending Stress at Holes.........................................................................................16 External Pressure on Empty Pipe...........................................................................17 CIPP DESIGN-FULLYDETERIORATED PRESSURE PIPE.....................................17 CIPP DESIGN-PART1ALL Y DETERIORATED PRESSURE PIPE ...........................18 DESIGN OVERVIEW Partially Deteriorated Gravity Pipe.......................................................................19 Fully Deteriorated Gravity Pipe............................................................................19 Fully Deteriorated Pressure Pipe...........................................................................20 AllPipes......................................................................................................20 INS TALLA TION-CONSTR UCTION CONSIDERATIONS Safety................................................................................................................20 Transport and Handling of the Resin Impregnated Tube......................................21 Installation Practice...............................................................................................21 TABLES AND FIGURES Table 1 -Standard Trench Width...........................................................................22 Table 2 - Typical ku' Values.................................................................................23 Table 3 - Modulus of Soil Reaction Values E....................................................... 23 2 Table 4 - HS-20 and Cooper E-80 Live Loads.....................................................24 Table 5 - Ovality Reduction Factor C....................................................................24 Table 6 - Water Bouyancy Factor Rw...................................................................25 Table 7 - Coefficient of Elastic Support, B........................................................... 26 Figure 1 - Trench Coefficient, Cd..........................................................................22 Figure 2 - Ovality Reduction Factor, C.................................................................25 Figure 3 - Water Bouyancy Factor, Rw.................................................................26 Figure 4 - Coefficient of Elastic Support, B........................................................... 27 NOTA TIONS..................................................................................................................... 27 REFERENCE LIST ............................................. PRELIMINARY DESIGN INFORMATION............, Definitions........................................................ GENERAL SPECIFICATIONS AND GUIDELINES FOR INSTALLATION OF CURED IN PLACE PIPE..... ............................................29 ...........................................32 ...........................................33 .............................................34 GENERAL SPECIFICATIONS AND GUIDELINES FOR INSTALLATION OF SECTIONAL PIPELING SYSTEMS. ............46 3 MASTERLINER INCORPORATED ENGINEERING DESIGN GUIDE Foreword The MASTERLINER INCORPORATED Engineering Design Guide contains information to assist the engineer in understanding and designing a custom rehabilitation system for pipe using the Cured in Place Pipe (CIPP) system. The information was developed exclusively for Masterliner's CIPP systems. Using this design guide municipal and industrial engineers can rehabilitate underground pipes without digging or disrupting service. Following the precepts in this design guide can result in the normally expected 50-year design life of a pipeline. The formulas and values provided in this design guide have been laboratory and field- tested under a variety of pipeline applications. MASTERLINER INCORPORATED believes that all information and data are reliable guidelines when applied to sound engineering principles for specific design situations. However, since it is impossible to anticipate every use or application of products in these guidelines, MASTERLINER INCORPORATED makes no warranty, either expressed or implied, as to its use thereof. Questions pertaining to the MASTERLINER INCORPORATED process or design guide should be directed toward MASTERLINER INCORPORATED or its licensees. Introduction An Engineering Guide This engineering design guide includes information for designers, installers, and all others interested in the MASTERLINER INCORPORATED CIPP system for rehabilitating conduit. General information is included that may apply to other CIPP systems. The guide contains comparisons with customary component materials, suggested design values, material specifications, and recommended installation practices. Emphasis is placed upon engineering design theory and applicable data. Background on theory or equation derivation and supplemental information are provided only as needed for comprehension and use. Tables and figures (sequentially numbered) are provided for typical designs appropriate for each condition. All CIPP design equations and their derivations, using both US (inch -pound) and SI (metric) units, are also sequentially numbered and the original ASTM F 1216 equation numbers are shown for reference. Equation symbol notations and their definitions as well as references are provided in the Appendix. A Pipeline Rehabilitation Method Buried pipeline maintenance has traditionally cost time and money because it consisted of repairs at the point of failure using spot excavation. Sometimes repair requires complete removal and replacement. Preventative maintenance is normally not practical and therefore lacking. Increased density of other utility equipment buried over pipelines and added surface improvements have expanded the challenges for efficient excavation and removal in some areas. rd Over the past 20. years, new trenchless technology methods have evolved to overcome these expenses and challenges. Among these are. CIPP, slip lining and inline replacement, cleaning, deformed pipe and PVC (polyvinyl chloride) lining as well as bursting existing pipe. Many -of these new methods have been made possible by the perfection of closed-circuit television (CCTV) pipeline inspection. Rapid refinement of these methods in recent years has resulted in many new products and installation procedures. MASTERLINER INCORPORATED offers the user a superior, long- lasting product, as well as competitive and economical installation and maintenance procedures. Process, Installation, and Materials Every MASTERLINER INCOPORATED cured -in -place pipe (CIPP) is custom-made to fit the size, problems, and types of fluids flowing through the existing pipe. The engineer designs the pipe by specifications. MASTERLINER INCORPORATED CIPP can be installed in existing systems with pipes ranging from small diameters such as 4" to large, such as 96". Continuous length installations depend upon the job conditions and product specifications. Custom composition protects the piping system. MASTERLINER INCORPORATED CIPP is composed of liquid thermoset resins that, when properly used, are chemically resistant to change after installation. Although the specific characteristics of a Masterlinei CIPP depend upon the resins and existing pipe configuration, all are cured on -site by a similar thermal process. During onsite curing, the resin cells in every CIPP become cross -linked three -dimensionally while the inner surface becomes solid, smooth, and an even thickness. After curing, neither temperature nor chemicals in wastewater can reverse this manufacturing process. For the majority of applications, MASTERLINER INCORPORATED uses one of three groups of resins, unsaturated polyester; vinyl ester; and epoxy, that have been used in the 5 reinforced plastics industry for almost 50 years to manufacture corrosion -resistant chemical tanks and fiberglass boat hulls. Most MASTERLINER INCORPORATED CIPPs are constructed of polyesters, highly resistant to the chemicals of normal domestic sewage and biosulfuric waste. Their flexible chemical bonds do not stretch, making them suitable for rehabilitating the labyrinths of gravity pipe systems. (MASTERLINER INCORPORATED has available modified unsaturated polyester resins used with a compound that has a high flexural modulus of elasticity that reduces the required wall thickness for gravity pipe rehabilitation.) Vinyl esters and epoxy liners are used in CIPPs for specialized waste management pipe systems carrying industrial sewage or production chemicals. Vinyl esters resist solvents and chemicals at normal temperature, and epoxy resists solvents and chemical applications at higher - than -normal temperatures. MASTERLINER INCORPORATED recommends use of a resin with high composite elongation to rehabilitate pressure lines. Always contact a MASTERLINER INCORPORATED representative for up-to-date information on applicable resins. Third party research and testing agencies have reviewed and evaluated all resin systems used by MASTERLINER INCORPORATED in order to assure quality products. Field and laboratory data are kept to ensure the typical physical properties of all Masterliner composites (See Table 1). The values for these properties are recommended for design and specification purposes, although actual product specification for a rehabilitation project will depend upon local field conditions and the properties of various resin systems. Always contact a MASTERLINER INCORPORATED representative for assistance. MASTERLINER INCORPORATEDTM TABLE 1: TYPICAL PROPERTIES OF MASTERLINERTM Property Polyester Resin ASTM Test Method Flexural Modulus of Elasticity (psi) 275,000 — 350,000 D-790 Flexural Strength (psi) 4,500 — 6,000 D-790 Tensile Strength (psi) 3,000 — 4,000 D-638 Notes: 1. Values shown are for MASTERLINER INCORPORATED TM. Specific physical properties should be obtained from a MASTERLINER INCORPORATEDTM representative when required for specialized field solutions. Applications MASTERLINER INCORPORATED CIPP was developed to provide efficient and cost- effective pipe rehabilitation without excavation or reduction inflow capacity. It is the best solution for many pipeline renewal challenges. To Eliminate Leaks 1. Of waste and sewage into ground water through joints, breaks, and cracks, or missing gravity pipeline sections 2. Of pollutants or chemical into ground water or surrounding soil through joints, pipeline breaks or cracks 3. Of infiltration of groundwater into the pipe conduit 4. Of pressurized gasses through pinholes, joints, and cracks To Control or Improve Pipeline Efficiency 1. By increasing flows capacity by smoothing interior surface and transitions at joints and protrusions 2. By protecting pipeline surface from corrosive chemicals, effluents, gases, or particles 3. By providing flexible reconstruction technology for circular and noncircular shapes, alignment, size variation, and geometry within a pipeline 4. By structurally reinforcing pipe systems with a tight -fitting pipe within the host pipe To Reduce Maintenance 1. By excluding soil and bedding material from soil migration through joints, breaks, and missing pipeline sections 2. By excluding roots that penetrate through joints to damage pipes and reduce pipeline performance 3. By infiltration of groundwater into the pipe conduit 4. By reducing grease and scum buildup encouraged by conventional wetting pipe surfaces Design Considerations Hydraulic Design General Principles Although many methods are accepted for calculating the hydraulic properties of CIPP, the most commonly used equations or methods used in the U.S are the Manning Equation (for open channel or gravity sewer flow) and the Hazen -Williams Equation (for pressure pipe flow). For reference, these are provided below. Manning Equation 2/3 I / 2 V _ 1.486R S (US units) = 1 (R2/3S1/2XSI units) n n (Equation 1) Hazen -Williams Equation V=1.318ChR0.61S,0.14(US units) = 0.85CnR0.61Sr0.11(S•I Units) (Equation 2) 7 Gravity Pipe Flow with the Manning Equation Because plastic pipe is used for many gravity pipe applications, flow studies have been conducted using it to develop a Manning flow coefficient. Generally, it is about 0.008 to 0.010, with new pipe and clean water under gravity flow. In domestic wastewater pipelines with bacterial slime and grease buildup and some sediment accumulation, the resulting surface roughness results in a Manning flow coefficient of about 0.0132,3 A CIPP liner can reduce the inside pipe diameter and may affect flow in small diameter pipes, but the reduction is usually more than offset by the improved flow characteristics. These compare favorably with an existing concrete pipe's high Manning flow coefficient of about 0.015 or corrugated pipe Manning flow coefficient of 0.024. Reduced flow is insignificant in oval sewer pipes. Area reduction is only 0.6% at 5% ovalization and 2.4% at 10% ovalization. Pressure Pipe Flow with the Hazen -Williams Equation Studies conducted on plastic pipes using clean or potable water under pressurized flow resultedin a Hazen -Williams flow coefficient of 140 to 155. The recommended clean water design value for this coefficient in CIPP is 140. Under domestic wastewater conditions in which slime and grease form on pipe walls, the recommended design value for this coefficient is conservatively 130. Use a design range of 120-150 for calculating the maximum and minimum pumping heads or pressures5. Note that the cross -sectional flow area reduction may occur with CIPP in small diameter pipes is usually more than offset by improved flow characteristics. Engineers may want to consider transient pressures, surges, and water hammering in the design. A conservative approach is to anticipate a predictable water hammer pressure surge or fluctuation of about 50 psi (0.34 MPa) for each 1 fps (0.3m/s) of instantaneous velocity change in rigid and semi -rigid pressure pipe systems without surge control devices. Such systems are usually constructed of asbestos cement, concrete, cast iron, and ductile iron pipes. Structural Design General Principles The design procedure suggested in this engineering design guide is based on the industry's accepted equations for CIPP (See Appendix "Design Considerations for ASTM F1216). ASTM design equations are generally derived from theoretical bases in order to rehabilitate existing sewers or pressure pipes which have been classified as partially or completely deteriorated. [Classical direct burial formulas and related formulas are under re. - evaluation in 2001 because they are considered overly conservative.] Pipe rehabilitated with CIPP for both gravity or pressure applications should be able to withstand buckling from external pressures or internal vacuum under static and dynamic loading conditions. Pressure pipe applications should also to be able to withstand internal pressures. To meet this need, design equations have been adjusted in relation to the CIPP thickness so that the . resulting pipe system can be properly designed to accommodate external buckling pressure, internal pressure, bending stress, and meet maximum dimension ratios or maximum hole sizes. Pressure pipe equation adjustments are intended to result inaccurate and conservative design and specification. Design success requires that the engineer select design options and input design values from suggested ranges. (See summary design questionnaire) MASTERLINER INCORPORATED accepts no responsibility for the design equations or their application.by professional engineers since every system and design challenge is different, and sometimes conditions, such as conduit geometry, may exist for which the equations in this guide are not applicable. CIPP Design Considerations Use ASTM F 1216 and this guide to select a design for rehabilitating partially or fully deteriorated gravity flow or pressure pipe. In a partially deteriorated condition, the existing gravity pipe is cracked or corroded, is missing minor pipe sections, and the soil pipe system can support all soil and surface loads. A fully deteriorated condition of gravity flow pipe has insufficient structural integrity to support soil and surface loads, is missing significant gravity pipe sections, has lost original pipe shape, is severely corroded, or is expected to reach these conditions during the design life of the rehabilitated pipe. Sometimes system deterioration is mixed. When determining the level of deterioration, it is important to remember that adequate existing support for soil and surface loads is necessary for any CIPP rehabilitation project. In locations where closed circuit television (CCTV) inspection reveals small segments lacking such support adjacent to severely deteriorated pipe, rehabilitation design may require two steps. It may be more economical to first restore the structural integrity of those segments and then design the CIPP rehabilitation plan for partially deteriorated pipe. Another alternative is to pressure grout the deteriorated spots prior to rehabilitating with CIPP engineered for partially deteriorated condition. Grouting pressures must be set within the designed capacity of the CIPP. Consult a MASTERLINER INCORPORATED representative for more information on such procedures. Fully deteriorated pressure pipe cannot withstand hoop stresses from internal pressures because of loss of pipe wall integrity. Pipe walls may have longitudinal cracks exceeding the pipe diameter, reduced wall thickness due to corrosion, holes or missing pipe segments equal to 20-50% of the pipe diameter, or the walls may be expected to reach one of more of these conditions during the design life of the rehabilitated pipe. After rehabilitation, such a buried pressure pipe must be able to withstand long-term internal pressures in use as well as long-term external pressures from ground water, soil, or S` LIVE LOAD` SOIL CONSOLIDATED NOT FACTORED �-F � r IFF%CM EpR OF11N FcE DESIGN LO y HYDROSTA_HC PRESSURE WHMCAW NE SML FE 5 ETEMUTE0 superimposed loads in an empty state. A rehabilitated pressure pipe above ground must be able to withstand long-term internal pressures. External support should be provided; it should not be expected to provide beam strength. 0 LIVE LOAD yi t' .1- 10 1 . . , HYDROSTATIC LOAD��� Partially deteriorated pressure pipe will have sufficient strength to serve during the design life of the rehabilitated pipe, although it may be leaking at joints, have small cracks and minor corrosion. It should be free of large holes or longitudinal cracks equal to the pipe diameter. After rehabilitation, such a buried pressure pipe must be able to withstand long-term internal pressures in use as well as long-term external pressures from ground water, soil, or superimposed loads in an empty state. A rehabilitated pressure pipe above ground must be able to withstand long-term internal pressures. External support should be provided; it should not be expected to provide beam strength. Gravity Pipe Design Background Theory Critical Buckling Pressure In the early 1900s, Timoshenko and others developed an equation for the critical buckling pressure of unsupported circular rings when subjected to uniform pressures. _ 3EI qCR - 3 r (Equation 3) That equation was modified for long thin tubes 8: 3 F.1 9cR = (1—vz)r3 (Equation 4) r3 I=t3 Substituting for the moment of inertia ( 12) , and diameter for radius (D = 2r): CR _ 2Et3 9 (1— v2 )D3 (Equation 4a) 10 Pipe Stiffness In 1941, research by Spangler resulted in an equation for pipe stiffness in flexible pipe by defining the relationship between vertical pipe deflection, vertical load, and stiffness of unsupported type for diametric deflections of less than 10 percent: 3 3 �=0.149Fr =0=0.136Fr y EI X EI (Equation 5) To simplify calculations, the vertical deflection ( Ay) is usually assumed to equal the horizontal deflection (As), but for elliptical pipe deflections of 0 to 10%, OX = 0.9130y A parallel flat -plate loading test was developed from that relationship to determine the pipe stiffness (P.S.) and stiffness factor (S.F.) of flexible pipes at normal standardized datum of 5 percent vertical deflection. It is in ASTM D 2412 as the Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel -Plate Loadinglo: P.S. = F A (Equation 6) and 0.149Fr3 S.F. = EI = = 0.149r3P.S. AY (Equation 7) The pipe stiffness equation (Equation 6) is accepted in several forms, where EI is stiffness factor and EI/D3 is specific stiffness. P.S. = F — EI = 6.71E I = 53.7E I = 0.559E( t )3 = 4.47 E Dy 0.149r3 r3 D3 .r (DR —1)3 (Equation 8) Ovalized Pipe Strength Reduction Because assumption is generally made that pipe deflects elliptically, it is assumed that the stiffness of deflected pipes should be reduced by an ovality reduction factor. Among the theories and empirical equations that have been developed for such a factor is one published in 193016: C —r (1-8) 13 —r D,,min. 13 —` r �3 (1—S)2 (D max.)' r s (Equation 9) 8=Ay In this equation, deflection (5) is actually D . Equation 9 yields identical results to the unnumbered ovality reduction factor equation in ASTM F 1216 and included with Equation 12 below. All CIPP designers should note several important points about ovality reduction factors. The ovality reduction factor only applies to uniformly deflected tubes. It does not apply to two - point flat plate loading for pipe stiffness tests. The measured or estimated average maximum diameter and average minimum diameter of the existing sewer should be used when calculating the ovality reduction factors. Factors for various ovalities or existing pipe deflections can be found in Table 5 and Figure 2. . 11 Buried Flexible Pipe Deflection Spangler's equation for buried pipe deflection: K.,W,r3 Os _ Ld E,I + 0.061er4 (Equation 10) was modified for practical use in 1958 by Watkins 14, 15 using E' = er : As = Ld K.Wcr' Es + 0.061 E'r s (Equation 11) Although buried flexible pipe deflection equations are important to understanding theory, they are not appropriate for rehabilitation of an old and stabilized pipe/soil system with little or no pipe deflection. Application of Theory CIPP Design for Gravity Pipe in Partially Deteriorated Condition To account for external pressure in CIPP rehabilitating gravity pipe in partially deteriorated condition, one must rearrange the ASTM Equation X1.1 (Equation 12 below). It was developed by modifying Equation 4a (Timoshenko's classical critical buckling pressure equation) for unsupported long thin tubes under uniform external pressure$. Modification included incorporating factors for safety, ovality reduction, plus an enhancement factor. Plastic "creep", due to load, was accommodated by substituting the long-term for short-term modulus of elasticity. The resulting equation requires that the CIPP be able to support only the external hydrostatic ground water pressure: 2KE, 1 C _ gw (1— v2) (DR —1)3 N (Equation 12) However, one of the most significant factors in any CIPP design is the liner thickness, which is to some extent determined by these factors. Therefore, the design equation must be rearranged to solve for thickness rather than pressure: t9 = D,, [ 2KELC 11/3 +1 q.N(1— v)2 (Equation 12a) Bending stress from ovalization is important to determining thickness. At locations with high ovality and deep ground water cover, the CIPP material may need long-term flexural strength. ASTM Equation X1.2 (Equation 13 below) for determining the required long-term flexural strength: 6BL = [l .55(1 + 8)DRz ] — [0.5(1 + 8)DR] q.Nb (Equation 13) 12 can be transformed with the quadratic equation to solve for thickness: 3(5D,, tb = — 7 0.5+F25+[6 0 '5L A 8(�.Nh (1+8) (Equation 14) Several design parameters must also be incorporated. The maximum historic or anticipated groundwater height (H,) should be used to Xr. calculate ground water pressure (q,), and the Z_ ? "_ E. 7 7��_ 7 M 7- 7 IKK V't"- C-) 77' 7 77' —777 77 —77­17- 1- I J1 ovality reduction factor, (C), should be calculated (Equation 9) using the measured or estimated average maximum and minimum diameters of the existing sewer. .'ASTM F 1216 suggests that the tensile and flexural or bending stress properties of the CIPP and the resin should be considered for pipe ovalities greater than 10 percent and pen -nits installation in pipes up to 40 percent. The safety factor (Nb) used in Equation 14 is recommended by AWWA M45 to be 1.516, and 1.5 can be used for the overall safety factor (N) because the value range of 1.25 to 1.5 has traditionally been used in sewer design. One must include an enhancement factor to account for an increase in buckling resistance of a CIPP liner from the existing soil and the partially deteriorated pipe. ASTM F 1216 recommends a minimum 7.0. This is a conservative value, considering that research into direct burial flexible pipes and pipes with CIPP liners shows values up to and over 50. Multiply the short-term flexural or GS �.'bending modulus, (E), by the creep factor, (CL), to determine the long-term flexural or bending yWL modulus (EL) of a CIPP resin system. (E), W determined by testing field -cured specimens, is ". M. AR available from the resin manufacturers. Tgg'­ Although the long-term flexural modulus of 50 percent of the short-term value has been .recommended for years on the basis of general stress -regression properties of most thermoset plastics, recent research indicates that this factor may be increased to 100 percent for buried NPk plastic sewer pipe in aged and stabilized soils. 13 CIPP Design for Gravity Pipe in Fully Deteriorated Condition It is important to determine the external loading pressures on the CIPP, which include soil and ground water loads, superimposed (man-made) loads, and other external pressures. Soil and ground water loads are related to earth loads, water buoyancy, ground water height to soil height, and static water pressure. Earth loads are determined by the Modified Marston Formula: W — Cd(5Bd e 144 (Equation 15) in which We is the earth load in psi, Bd is the trench width in feet (See Table 1), and gamma (6) is soil density in pounds per cubic foot (lb/ft). The coefficient C can be calculated using the following formula when e is 2.718, the base of natural logarithms, k is a ratio of horizontal to vertical pressures (See Table 2), u' is the coefficient of sliding friction between the backfill and trench walls (See Table 2), and H5 is the soil depth to the top of the pipe in feet. 1—e(-2ku'H,/Bd) Cd _2ku' (Equation 16) The width of the original trench when the existing pipe was installed (Bd) is usually unknown but, because they are conservative, the typical values in Table 1 may be used. Table 6 and Figure 3 present calculated water buoyancy factors (RW) for various ratios of ground water height to soil height (H,/H). Table 8 presents static water pressure (q,,,), and the load height of ground water (H,). It is important to multiply the soil load pressure, (We), by the buoyancy factor (RW) to correct for buoyancy when calculating the soil pressure (qs). Pressures from highways, bridges, and other man-made objects exert superimposed loads on pipe systems. To determine highway live loads on pipe, use the method and maximum loads derived from the AASHTO Standard Specifications for Highway Bridges 24; HS-20-44 highway loading; and the American Railway Engineers Association (AREA) Cooper E-80 loading as shown in Table 4 and provided in AWWA M45. These resources provide the most frequently occurring live load conditions and are usually considered as standard conditions for design. Other load conditions may be considered for custom designs but these require other calculations to be made using accepted design theory. The total external pressure on a CIPP for rehabilitating pipe in fully deteriorated condition is calculated quite simply using Table 4 (qL) and Table 8 (q,,,) and calculating soil loads (qs) 9, = 4w + 9s + 9c + qY (Equation 17) The ASTM Equation X1.3 (Equation 18 below) for the fully deteriorated condition was adapted from AWWA M45 by adding the ovality reduction factor and using a safety factor of 2.0 rather than the AWWA safety factor 14 (2.5). The AWWA equation, based upon testing and analysis of fiberglass pipe, was a modification of an equation developed by Luscher23: q,. = N [32R.B,E,(� 1)i�2 3 O (Equation 18) However, that equation assumes that the adjacent soils (E') provide only uniform support to the CIPP and that the existing pipe contributes none. Thickness, therefore, will be related to load pressure because the CIPP must have sufficient stiffness to resist all loads and pressures. Rearranging the equation to solve for thickness: t = 0.72ID [ (Nq,C) z 11/3 q ELR„,B'E,J (Equation 19) The value for B' is determined by the equation B' 1 + 4e+ °.o6sy (US units) =1 + 4e-� 213H (SI units) To assist designers, calculated values for B' are provided in Table 7 and Figure 4. The E' design values for older sewers buried in undisturbed and/or consolidated soils should be si nificantly higher than the design values provided for newly buried sewers in Table 319,16,2 . Values between 700-3000 psi (4.8 to 20.7 MPa) are suggested for aged and stable, undisturbed soils except under conditions with very weak and unstable native soils. In the latter case, 200 psi (1.4 MPa) may be more appropriate. For the most accurate results, make soil borings with blow counts. Several design parameters must also be incorporated. The maximum historic or anticipated ground water height (H,,) should be measured or estimated; the E' value should be selected on the basis of soil analysis and engineering judgment. Use the measured or estimated average maximum and minimum diameters of the existing sewer for the ovality reduction factor (See Equation 9). AWWA M45 recommends a safety factor (Nb) of 1.5, which is used in the bending stress equation. The parameter (RH,) has a minimum value of 0.67 when 0<=HH,<=H: Rµ.=1-0.33(�)>_0.67 (Equation 20) Calculated values for R,,) are given in Table 6 and Figure 3. As noted in the description for designing CIPPs for gravity pipe in the partly deteriorated condition, designers can obtain the long-term flexural modulus by multiplying the short-term flexural modulus (E) by the creep factor (CL) of the resin system. GS x-i c t The ASTM equation X1.4 (Equation 21 below) provides the maximum permissible dimension ratio (DR). It can be determined by calculating a minimum thickness using the NATIVE Aft CLAYEY SOIL' short-term flexural modulus: �4Y z is 4 SOIL. IlVTRUSION' i 15 EI = E > 0.093 (US Units); E > 0.00064 (SI Units) (Equation 21) D3 12(DR)3 12(DR Solving with these equations results in a maximum dimension ratio of 61 for materials with a minimum permissible E of 250,000 psi (1,734MPa). If the designer simplifies these equations by establishing a minimum pipe stiffness requirement of 5 psi (340a), the equations can be solved for thickness: tpR = 1.04 D (US Units) ; tDR = 0.197 Do (SI Units) (Equation 22) EI/3 Eva As noted in the description for designing CIPPs for gravity pipe in the partly deteriorated condition, the long-term flexural strength and the bending stress of the resin affect the design thickness of an ovalized CIPP at points in the pipe system of high ovality and total external pressure. ASTM Equation X1.2 determines the required long-term flexural strength for rehabilitating pipe in the partially deteriorated condition after it is modified for the total pressure (qT) 6BL = [1.5 S (1+8 ) DR2] — [0.5(1+8 ) DR] (Equation 23) gtNb Solving this equation for thickness using the quadratic equation: tb = 3 S Do (Equation 24) 0.5+ 0.25+[68( 6BL ) gTNb (I + S ) Equation 14, which uses only ground water pressure (qw) and Equation 24, which uses total pressure of ground water, soil, and surface loads (qT) are similar. AWWA M 45 recommends a bending stress safety factor (Nb) of 1.5 for use in Equation 24. Pressure Pipe Design Background Theory Internal Pressure Hoop Stress Think of pressure pipes as thin -walled cylinders with uniform pipe wall stresses exerted by internal fluid pressure. The design internal pressure can be described numerically as the total of the maximum normal operating pressure plus the maximum potential surge pressure or test pressure, whichever is greater. Most designs use the Barlow or International Standards Organization (ISO) hoop stress equation R161-1960: pi — 2 aTL I — 2 aTL — 2 6TL — 2 6TL (Equation 25) Do - t I (Do) - 'I (Do) — 1 DR - I t t t I 1 I 16 Bending Stress at Holes In pressure pipes, specific stress will be exerted on the CIPP when it covers a hole in existin pipe and that must be considered in the design. Roark's Formulas for Stress and Strain2 provide an equation to calculate the bending stress in a uniformly pressurized, smooth, round flat plate: CRBL =0. 7 5 pt rH 5 = 0. 18 7 5 pi dH 5 (Equation 26) t5 t5 When designing to rehabilitate a partially deteriorated pressure pipe using this equation, the assumption that a uniformly pressurized, smooth, round flat plate with fixed edges spans the hole is conservative. Using the hole diameter (dH) in Equation 26 results in a figure that suggests higher stresses than for a square or a rectangular plate with a maximum dimension of dH. External Pressure on Empty Pipe In design calculations, the external pressure is considered to be zero for above ground installations. When buried, the external pressure is calculated in the same way as for gravity pipe with one exception, internal vacuum considerations. Under this condition, increase the external pressure by a factor equal to the negative internal pressure. The internal operating pressure exerts a force on the pipe that is many times the total external pressure, dominating and eliminating deflections that would be common in gravity pipe. Therefore, pipe ovality and the ovality reduction factor (C), does not have to be considered when designing pressure pipe. Application of Theory CIPP Design for Pressure Pipe in Fully Deteriorated Condition Under the fully deteriorated condition, the damaged pipe must have a CIPP with sufficient strength to support both internal pressures and external load pressures because the existing pipe has no structural integrity. The ASTM F 1216 Equation X1.7 for internal pressure design: pi = 2 GaTL (Equation 27) (DR-2) N A comparison of Equation 27 with Equation 25 shows that Equation 27 assumes the CIPP to be thick-walled rather than thin -walled. The plastic pipe industry has standardized Equation 25 for thin -walled cylinders, as explained in Buried Pipe Design26. Thus, solving Equation 25 for thickness and adding an overall safety factor (N): t t— Do [(2 MTL) +1] (Equation 28) PIN 17 Based upon typical materials and tensile strength, thickness calculations for various pipe diameters and internal pressures are found in Table 17 and Figure 17. For above ground installations, use only Equation 28 for designing CIPP to rehabilitate a fully deteriorated pressure pipe. ASTM F 1216 requires that a CIPP for buried pipe installations have the ability to withstand full interior pressure plus all external loads under the empty condition. Thus, calculations related to thickness of the CIPP for the latter installation should use the greater result from Equations 19 and 22 used for gravity pipe and use Equation 28 for internal pressure. Because of pipe rounding from internal pressures are normally 7-15 times higher; the design parameter for ovality reduction factor (C) included in Equation 19 is not necessary. However design parameters for long-term hoop stress and a safety factor should be considered. Until data analysis is completed, it is recommended that one use 0.5 of 6TS or 0.5 X 4,500 = 2,250 psi (See Table 1) for long-term hoop stress with epoxy vinyl resin CIPPs. AWWA uses a variety of safety factors, ranging from 1.2 to 2.5 and correlated to material type, for designing CIPP in pressure pipes. As referred to in AWWA M45, it is recommended that a safety factor of 1.8 be used when designing CIPP for a fully deteriorated pressure pipe. CIPP Design for Pressure Pipe in Partially Deteriorated Condition Maximum hole size is a significant consideration when designing a CIPP to rehabilitate a partially deteriorated pressure pipe. The calculation uses the maximum allowable dimension of a hole within the existing pipe wall or joint, and the strength of the existing pipe at a point where it can withstand both internal and external pressures. ASTM 1216 provides Equation X1.5, which limits the hole size by a ratio of the hole size to the mean inside diameter of the existing pipe or the outside diameter of the CIPP: dH <= 1.83 (t )'/2 = 1.83 (Equation 29) Do Do (D DR However, that equation does not consider the specific material used to construct the CIPP and its flexural or tensile strengths. A conservative approximation of the allowable ratio of hole size to pipe diameter (dH/Do,) can be made by assuming that the differences are insignificant between tensile and flexural strength and between DR, (DR-1), and (DR-2) in the ASTM Equations X1.5, X1.7 (Equations 29, 27 above) and X1.6 (Equation 30 below), and that the minimum strength of materials permitted by ASTM 1216 are used. That approximation is equal to 0.18 for DR of 100 and 0.41 for a DR of 20. If the ratio of hole size to pipe diameter works in Equation 29, the CIPP can be designed to rehabilitate a partially deteriorated pressure pipe. If the hole size is more than the required ratio, then the CIPP should be designed to rehabilitate a fully deteriorated pressure pipe. ASTM Equation X1.6 (Equation 30 below) also applies to designing CIPPs to rehabilitate partially deteriorated pressure pipe: p, = 5.33 ( Do )2 MBL (DR-1)2 dH Nb (Equation 30) This equation was derived from Equation 26, discussed in the background theory on bending stress for holes when rehabilitating partially deteriorated pressure pipe. When it is solved for thickness of the CIPP over the holes, it becomes: 18 tH=0.866 rH® p1/c�aBL = 0.433 dH© pj/CQBL (Equation 31) When the same equation is solved for internal pressure, it becomes: pl= MBLt2 0.75 rH2 = c-aBLt2 = 5.33 CQBLt2 0.1875 dH2 d2 H In order to compare these two, they must be in the same form. Thus, dividing Equation 32 by (Do)2 and introducing a safety factor (Nb), to achieve this goal: pi=5.33 ( Do )2 CABL DR2 dH Nb (Equation 33) Comparison of Equation 33 with Equation 27 raises a question about the validity of Equation 27 in this application because it uses the denominator (DR-1) instead of DR. It appears to be more correct to use Equation 33 to determine design thickness for CIPP rehabilitation of a partially deteriorated pressure pipe, but add a flexural or bending stress safety factor. The resulting equation would be: (Equation 32) tH=0.866 rHO+ pjj Nb/caaBL = 0.433 dHO+ p1I Nb /CaaBL (Equation 34) For above ground pipe rehabilitation, thickness should be calculated for a CIPP rehabilitation of partially deteriorated pipe using Equation 34 without adding the flexural or bending stress safety factor. However, for buried pipe rehabilitation, ASTM F 1216 requires that the designer incorporate the long-term external pressure from ground water, similar to conditions affecting design to rehabilitate gravity pipe. Thus, the final minimum thickness (t) should be the greater of the values after calculating for tq in Equation 12a and tH in Equation 30 with two exceptions, both related to Equation 12a. First, the ovality reduction factor (C) is not applicable for the reasons are described above in the background theory about external pressure on empty pipe. Second, the overall safety factor (N) is not applicable because it is provided by the existing deteriorated pipe. As noted in theory above, the design for the CIPP over the hole incorporates a bending stress safety factor (Nb) of 1.5. Specific design parameters should be considered for CIPP to rehabilitate a partially deteriorated pressure pipe. Use. CCTV to accurately measure or estimate the maximum hole dimension (AWWA M45) and use a flexural or bending stress safety factor (Nb) of 1.5. An overall safety factor of 1.0 should be used for an empty pipe. Remember that the pressure on the hole will occur over the long term, so the creep factor (CL) should be used to determine the long- term flexural or bending stress (6BL). Design Overview Using all of the theories discussed above to assemble the necessary data, calculate the following for accurate design specifications for CIPP to rehabilitate pipe: Partially Deteriorated Gravity Pipe The final CIPP external ground water pressure design thickness (t), values for ovality (8), ovality reduction factor (C), mean diameter (D), long-term elastic modulus (EL), bending stress (6BL), thicknesses (tq), (tDR), and (tb ), as well as ground water pressure qW. 19 Fully Deteriorated Gravity Pipe The final CIPP external total load pressures and design thickness (t), values for ovality (8), ovality reduction factor (C), mean diameter (D), long-te rm elastic modulus (EL), bending stress (GBL), thicknesses (tq) and (tb ), as well as ground water pressure qW. Fully Deteriorated Pressure Pipe The final internal pressure design thickness (tI), as well as modifications for pressure pipe of all derived external pressures, design parameters, and thickness calculations for a fully deteriorated gravity pipe. All Pipes Certain calculations and specifications must be completed to rehabilitate any of these types of pipe. The resin seal factor is a percentage of the minimum final CIPP thickness necessary to seal pipe cracks and joints. The manufacturer should provide information on available flexible liner thickness increments necessary to achieve the final thickness (t), and its method of calculating resin seal thickness (tz). In addition; the design requires calculation of additional resin to fill the thin felt layers on the finished CIPP exterior as well as on the interior of the calibration hose, which is not removed. Installation and Construction Considerations Safety 20 There are many environmental, occupational, and consumer notices, laws, and regulations that should be considered in order to safely rehabilitate pipe with CIPPs. Among these are: • Material Safety Data Sheets (MSDS) accompanying resins contain information about the resins and the chemical additives in the resin tubes. These usually describe safe methods for handling, assembling, and manufacturing products using the resins. (See Appendix #1) • Epoxy vinyl ester resin contains styrene, which is a clear, colorless liquid that is a component of materials used to make thousands of everyday products for home, school, work, and play. Styrene is used in everything from food containers and packaging materials to cars, boats, computers, and video games. Derived from petroleum and natural gas by-products, styrene helps create thousands of remarkably strong, flexible, and lightweight products, representing a vital part of our economy and quality of life. There has been speculation that styrene should be classified as a "possible carcinogen for humans." An excerpt from the Styrene Information and Research Center states the following, "From a regulatory viewpoint, in 1989, OSHA and its research arm, the National Institute for Occupational Safety and Health (NIOSH), reviewed the health data on styrene and concluded that styrene does not pose any cancer risk. An international panel of experts from the 12-nation Europian Community reached the same conclusion in 1988. A draft 1996 risk assessment of styrene by the Health & Safety Executive of the United Kingdom also concluded that styrene does not pose a carcinogenic threat." Both styrene vapors and liquid resin are flammable and can be explosive. Styrene vapors are heavier than air. • Use and handling of resins containing epoxy vinyl ester must comply with the US Food, Drug, and Cosmetic Act as amended and applicable FDA regulations (21 CFR 177.2420). • The Occupational Safety and Health Act (OSHA) has.specific requirements for handling styrene based resins because, as just noted, they are flammable. Fire extinguishers- should be available at all times. Be sure to review regulations related to working in hazardous and confined spaces, in elevated locations, or near water heating devices when these resins are used in a pipe rehabilitation project. • Transporting styrene -based resins, because they are flammable, is governed by local as well as federal Department of Transportation guidelines. (See Appendix #2) • There are formulas of epoxy vinyl ester and epoxy resins that are approved by the US Department of Agriculture for contact with food under certain limitations. Consult a Masterliner licensee or agent with questions about selecting resins for specific applications. Transporting and Handling Resin -Impregnated Tubes The resin -impregnated tubes used to construct CIPP may be assembled on site or at a manufacturing site, depending upon the circumstances and design plan. Designers should note the manufacturer's resin formulation shelf life to guarantee product. During the interval between impregnation and installation, tubes should be stored in a refrigerated facility free of ultraviolet rays. Care should be taken to prevent any penetration or cuts in the outer resin -containing membrane. Installation Practices 21 Installation for Masterliner Inca CIPPs should follow the latest edition of the American Society for Testing and Materials (ASTM) F 1216, Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin -Impregnated Tube, and according to ASTM F 1743, Standard Practices for Rehabilitation of Existing Pipelines and Conduits by Pulled -in -Place Thermosetting Resin Pipe. GENERAL DESIGN TABLES AND FIGURES: 30 25 20 15 4 3 2.0 1.5 Figure 1. TRENCH COEFFICIENTS I 3•i'8J Isom Dfcgrom for Soil Lcods on Trench-6orried Pipe Method, ASCE Mon..! Nc.60, 1982: Cloy Pip. Monool, 1990 TABLE 1. STANDARD TRENCH WIDTHS Host Pipe Size [inches]: Trench Width, Bd [feet]: 4 1.75 6 2.00 8 2.25 10 2.50 12 2.50 15 3.50 18 3.75 21 4.00 24 4.50 30 5.00 36 5.50 42 6.00 48 6.50 .54 7.00 60 7.50 72 8.50 84 9.50 0 0 0 0 0 0 0 ] 00 4 3 2 15 22 M Table 2. TYPICAL ku' VALUES 10.50 Soil Type: w ku' [lb/c.ft.] [dimensionless] Sand & Gravel 110 0.165 Saturated Top Soil 115 0.150 Ordinary Clay 120 0.130 Saturated Clay 130 0.110 Table 3. MODULUS OF SOIL REACTION VAT PIPE ZONE ELEVATON Native in Situ Soils* Granular I Cohesive E'n [psi] Blows/ft** Description qu 1Tons/sfl Description >0-1 very, very loose >0-0.125 very, very soft 50 1-2 very loose 0.125-0.25 very soft 200 2-4 0.25-0.50 soft 700 4-8 loose 0.50-1.0 medium 1,500 8-15 slightly compact 1.0-2.0 stiff 3,000 15-30 compact 2.0-4.0 very stiff 5,000 30-50 dense 4.0-6.0 hard 10,000 >50 very dense >6.0 very hard 20.000 *The Modulus of Soil Reaction E'n for rock is >50,000psi **Standard Penetration Test as per ASTM D 15 86 For embankment installation E'b=E'n=E' 23 Table 4. US-20 AND COOPER'S E-80 LIVE LOADS [psi] HS-30 Live Loads [psil Cooper's E-80 Live Loads [psi] Depth [ft. (m)] W [psi(kPa)] Depth [ft (m)] W [psi(kPa)] L L 2 (0.6) 6 (41.4) 4 (1.2) 14.1 (97.3) 2.5 (0.8) 3.9 (26.9) 5 (1.5) 12.2 (84.2) 3 (0.9) 3.3'(22.8) 6 (1.8) 10.5 (72.5) 3.5 (l.l) 2.6 (17.9) 8 (2.4) 7.7 (53.1) 4 (1.2) 2.2 (15.2) 10 (3.0) 5.7 (39.3) 6 (1.8) 1.5 (10.3) 12 (3.7) 4.6 (31.7) 9 (2.7) 1.0 (6.9) 14 (4.3) 3.7 (25.5) 10 (3.0) 0.8 (5.5) 16 (4.9) 3.0 (20.7) 12 (3.7) 0.6 (4.1) 18 (5.5) 2.6 (17.9) 16 (4.9) 0.5 (3.4) 20 (6.1) 2.2 (15.2) 20 (6.1) 0.4 (2.8) 25 (7.6) 1.5 (10.3) 27 (8.2) 0.2 (1.4) 30 (9.2) 1.1 (7.6) 40 (12.2) 0.1 (0.7) 35 (10.7) 0.8 (5.5) 40 (12.2) 0.6 (4.1) Cooper E-80 design loads consist of four 80,000 lb axles spaced 5ft c.c. Locomotive load assumed uniformly distributed over an area 8ft x 20ft, Weight of track structure assumed to be 2001b/lin. Ft, including impact. Height of fill measured from top of pipe to bottom of ties. Table 5. OVALITY REDUCTION FACTOR C = [(Do min/Do..)2]3 Ovality, % Factor, C 0 1.0 2 0.84 4 0.70 5 0.64 6 0.59 8 0.49 10 0.41 12 0.35 14 2.90 15 2.70 16 2.40 18 0.20 20 0.1 24 1.0 0.9 0.8 0 a 0.7 a L- 0.6 0 u 0.5 0.4 0.3 0.2 0.1 Figure 2. Ovality Reduction Factor 0 2 4 6 8 10 12 14 16 18 20 Ovality % Table 6. WATER BUOYANCY FACTOR, Rw For Typ. Soils Rw=1-0.33(Hw/H)=>0.67 ; & 0=<Hw=<H Ratio, Factor, Hw/H Rw 0 1.00 0.05 0.98 0.1 0.97 0.15 0.95 0.2 0.93 0.25 0.92 0.3 0.90 0.35 0.88 0.4 0.87 0.45 0.85 0.5 0.84 0.55 0.82 0.6 0.80 0.65 0.79 0.7 0.77 0.75 0.75 0.8 0.74 0.85 0.72 0.9 0.70 0.95 0.69 1.0 0.67 25 1.0 0.5 0.6 x 3 S 0 0.4 0.2 0.0 FIGURE 3 WATER BUOYANCY FACTOR. R. FULLY DETERIORATED SEWERAGE 0.6 0.7 0.8 0.9 1.0 WATER BUOYANCY FACTOR R. Table 7. COEFFICIENT OF ELASTIC SUPPORT Fully Deteriorated Sewerage B'=1/(1+(4*(e^-0.065*H))) [US Units] B'=1/(1+(4*(e^-0.213*H))) [SI Units] Covering ht, H B' Ft. (m) 0 (0) 0.20 2 (0.6) 0.22 4 (1.2) 0.24 6 (1.8) 0.27 8 (2.4) 0.30 10 (3.0) 0.32 12 (3.7) 0.35 14 (4.3) 0.38 16 (4.9) 0.41 18 (5.5) 0.45 20 (6.1) 0.48 22 (6.7) 0.51 24 (7.3) 0.54 26 (7.9) 0.58 28 (8.5) 0.61 30 (9.1) 0.64 32 (9.8) 0.67 34 (10.4) 0.70 36 (11.0) 0.72 38 (11.6) 0.75 4002.2) 0.77 26 Figure 4. COEFFICIENT OF ELASTIC SUPPORT B Fully Deteriorated Sewerage 40 a� 30 .c a� i 20 0 U 10 O 1 1 1 1 1 1 1 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 B', Coefficient of Elastic Support NOTATIONS 12.2 y 0 3.05 0 0.8 The following symbols are used in this text: A = area of wetted cross-section of hydraulic flow, ft2 (m) B' = empirical coefficient of elastic support, dimensionless C = ovality reduction factor, dimensionless Ch — Hazen -Williams flow friction coefficient, dimensionless CL = long-term CIPP creep factor [(Es-EL)/Es or (US-GL)/6g], dimensionless C'L = long-term hydrostatic hoop stress regression factor [(GTs-GTL)/GTs], dimensionless Ax = horizontal pipe deflection or diameter change, in. (mm) AY = vertical pipe deflection or diameter change, in. (mm) 8 = existing pipe or CIPP ovality or deflection ( Ay/D), expressed as a fraction, dimensionless %8 = existing pipe or CIPP ovality or deflection, expressed as a percent, (100 x 8), dimensionless dH = diameter of circular hole (or maximum dimension of opening) in pressure pipe, in.(mm) D = mean diameter (Do t), in. (mm) Do = average CIPP outside diameter or existing pipe inside diameter, in. (mm) Dmax = average maximum existing sewer inside or CIPP outside diameter, in. (mm) Dmin average minimum existing sewer inside or CIPP outside diameter, In. (mm) DR = dimension ratio, (Ddt), dimensionless e = modulus of passive resistance of side soil, lb/in.2/in. (Note: units are dimensionally incorrect. See E'.) (kg/mm,/mm) E' = modulus of elasticity of adjacent soils or soil reaction (eer), psi (MPa) 27 EL = long-term modulus of flexural elasticity (E•c), psi (MPa) E = short-term modulus of flexural elasticity (beam bending per ASTM D 790 or ring flexure per ASTM D 2412), psi (MPa) EI = (see stiffness factor, S.F.) F = load on pipe per unit length, lbf/lin.in. (N/mm) 7s = unit weight of soil, lb/ft' (kg/m') 7s' = unit weight of soil, lb/in.3 (kg/mm') I W = unit weight of water, lb/in? (kg/mm') H = height of ground cover above top of pipe, ft (m) h = height of ground cover above top of pipe, in.(mm) HW — height of water surface above top of pipe, ft (m) hW = height of water surface above top of pipe, in.(mm) I = moment of inertia of pipe wall cross section per unit length of pipe, in. 4/lin.in. = in.3 (mm4/mm = mm) = t3/12 If = percentage impact factor (see Table 13), dimensionless, % K = enhancement factor, dimensionless KX = pipe bedding width constant, dimensionless L = load, lbf (N) Ld = deflection lag factor, dimensionless n = Manning's flow coefficient, dimensionless N = overall safety factor, dimensionless Nb = ring bending stress safety factor, dimensionless PI = internal pipe pressure, psi (MPa) Ps = soil prism pressure (see Table 12), psi (MPa) P = wetted flow perimeter, ft (m) P.S. = pipe stiffness (EI) (short-term), lbf/(in.•in.) = psi (N/(m•mm) = kPa) S.F. = pipe wall stiffness factor (short-term), in.3 •lbf/in.2=1bf/in. (mm3okPa = µNam) qcR = critical uniform buckling pressure, psi (MPa) qL = live load or surcharge pressure (see Table 14), psi (MPa) qs = buoyancy corrected vertical soil load pressure (see Table 10 & 12), psi (MPa) = RW • ((y•H) / 144), psi (MPa) qr = total external pressure on pipe, psi (MPa) qw + (ps Rqw) + qL + qv = qw + qs + qL + q,, qv = internal vacuum pressure, psi (MPa) atmospheric pressure less absolute pressure inside pipe qW = groundwater pressure (see Table 12), psi (MPa) = (0.433•HW) or (yw•hW) r = mean radius of curvature of circular pipe, in. (mm) rE = long radius of curvature of elliptical pipe, in. (mm) rh = radius of circular hole in existing pressure pipe, in. (mm) R = hydraulic radius, ft (m) flow area / wetted perimeter = A / P = inside diameter / 4 for full flow RW = water buoyancy factor for typical soils, dimensionless 6BL = long-term bending stress, psi (MPa) GB3 = short-term bending stress, psi (MPa) 6TL = long-term tensile hoop stress, psi (MPa) 6Ts = short-term tensile hoop stress, psi (MPa) S = Energy gradient slope or energy loss per unit of length, ft/ft (m/m) 28 t = final minimum thickness of CIPP, in. (mm) the greater of tq, tDR, and tb for sewer pipe design the greater of the respective sewer pipe design or ti for fully deteriorated pressure pipe design or tH for partially deteriorated pressure pipe design tb = CIPP calculated thickness for ovalized bending stress, in. (mm) tDR = CIPP calculated thickness for maximum required DR, in. (mm) tH = CIPP calculated thickness for bending stress of round, flat plate over hole, psi (MPa) tq = CIPP calculated thickness for external pressure, in. (mm) tI = CIPP calculated thickness for internal pressure, in. (mm) tZ = manufactured CIPP thickness to provide for sealing resin, t [1 + (Z/100)] or as determined for manufacturing process, in.(mm) V = Average flow velocity, fps (m/s) v = Poisson's ratio, dimensionless W, = dead load on pipe per unit length ((ys.H•D)/12 in US units or (ys•H•D) in SI units)), lbf/lin.ft (kg/m) WC = dead load per unit length of pipe ((ys•H•D)/144 in US units or (ys•H*D) in SI units, lbf/lin.in. (kg/mm) Z = resin seal factor (excess resin to seal cracks and joints), % REFERENCE LIST 1. Neale, L.C., and R.E. Price, "Flow Characteristics of PVC Sewer Pipe," Journal Sanitary Engineering Division, American Society of Civil Engineers, Vol. 90, No SA3, Proceedings Paper 3955, June 1964. 2. Pomeroy, R.D., "Flow Velocities In Small Sewers," Journal Water Pollution Control Federation, Alexandria, VA, September 1967. 3. Bland, C.E.G., R.W. Bayley, and E.V. Thomas, "Accumulation of Slime in Drainage Pipes and Their Effect on Flow Resistance," Journal Water Pollution Control Federation, Alexandria, VA, January 1978. 4. Lamont, P.A., "Common Pipe Flow Formulas Compared With The Theory of Roughness," Journal American Water Works Association, Denver, CO, May 1981. 5. Design of Wastewater and Stormwater Pumping Stations, Manual No. FD-4, Water Pollution Control Federation, Alexandria, VA 1980. 6. Gravity Sanitary Sewer Design And Construction, Manual No. 60, American Society of Civil Engineers, New York, NY, and Manual No. FD-5, Water Pollution Control Federation, Alexandria, VA 1982. 7. Pressure Pipeline Design for Water and Wastewater, Pipeline Division, American Society of Civil Engineers, New York, NY 1992. 8. Timoshenko, S.P. and J.M. Gere, Theory Of Elastic Stability, Second Ed., McGraw-Hill Publishing Co., New York, NY 1998. 29 9. Spangler, M.G., "The Structural Design of Flexible Pipe Culverts," Bulletin 153, Iowa State College Engineering Experiment Station, Ames, IA 1941. 10. "Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel -Plate Loading." ASTM D 2412, American Society for Testing and Materials, Philadelphia, PA 1992. 11. Baumeister, E.T. and E.A. Pivallone, Marks' Standard Handbook for Mechanical Engineers, Ninth Ed., American Society of Mechanical Engineers, York, NY 1978. 12. Cole, Bill W. and L.O. Timblin, "Strain Calculations for FRP Pressure Pipe," ("Proceedings of the International Conference On Underground Plastic Pipe"), American Society of Civil Engineers, New York, NY, March 1981. 13. Schrock, B. Jay, "Plastic Pipe Overview-1983," ASCE, St. Louis, MO, Conference 14. Watkins, R.K., and M.G. Spangler, "Some Characteristics of the Modulus of Passive Resistance of a Soil: A Study in Similitude," Highway Research Board Proceedings, Vol. 37, 1958 15. Spangler, M.G. and R.L. Handy, Soil Engineering, Intext Educational Publ., New York, NY 1973 16. "AWWA Manual, Fiberglass Pipe Design, American Water Works Association M45, Denver, CO, First Edition, 1996 17. Internal Communications, Insituform of North America, Inc., Memphis, TN, June 11, 1984 18. Luscher, U., `Buckling of Soil Surrounded Tubes, "Journal of Soil Mechanics and Foundations, ASCE, 92:6:213, November 1966. 19. Howard, Amster K., "Modulus of Soil Reaction (E') Values for Buried Flexible Pipe, "Journal Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 103, No GTI, Proceedings Paper 12700, January 1977 20. Janson, Lars -Eric, "Short Term Versus Long Term Pipe Ring Stiffness In The Design of Buried Plastic Sewer Pipes," Pipeline Design And Installation ("Proceedings of the International Conference Pipeline Design and Installation"), American Society of Civil Engineers, New York, NY 1990 2L. Pearson, Lee E. "Fiberglass Pipe Product Standards -An Update On Performance," Buried Plastic Pipe Technology, ASTM STP 1093, American Society for Testing and Materials, Philadelphia, PA 1990. 22. Bishop, R.R., "Retention of Pipe Stiffness for PVC Pipe Samples Exposed To Environments and Constant Strain, "Buried Plastic Pipe Technology, ASTM STP 1093, American Society for Testing and Materials, Philadelphia, PA 1990. New 30 23. Moser, A.P., O.K. Shupe and R.R. Bishop, "Is PVC Pipe Strain Limited After All TheseYears?" Buried Plastic Pipe Technology, ASTM STP 109, American Society for Testing and Materials, Philadelphia, PA 1990. 24. Standard Specifications for Highway Bridges, 10 Edition, American Association of State Highway and Transportation Officials, Washington, DC 1989. 25. "Standard Practice for Underground Installation of Fiberglass' (Glass -Fiber Reinforced Thermosetting Resin Pipe," ASTM D 3839-98, American Society for Testing and Materials, Philadelphia, PA (1989). 26. Moser, A.P., Buried Pipe Design, McGraw-Hill, Inc., New York, NY 1990. 27. Young, W.C., Roark's Formulas for Stress & Strain, Sixth Ed., McGraw-Hill Book Company, New York, NY 1989. 31 Masterlinina Customers: STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 Lineal Footage / Point Address Phone Contact Project Name Re airs _ — _Name — 2000 _ — — PO Box 1307 Issaquah, WA City of Issaquah A2000 98027-1307 425-837-3437 Tony Sewer Rehab 6341' 2001 ----- - — --- PO Box 293 Pasco, --- --- ------- — City of Pasco A2101 99301 509-545-3444 Jess Sun Willows Sewer 16' of 8" _ _WA_ _ 11919 N. Jantzen Ave #290 Sanitary Sewer Rehab. Mocon Corporation Portland, OR 97217 503-735-2120 Robert In Dallas, OR 3090' 2221 Pacific Street 2001 Sewer Replacements City of Bellingham A2104 Bellingham, WA 98226-5898 360-676-6850 Cape Phase 1 9628' PO Box 6108 Kennewick, WA City of Kennewick 99336 509-585-4283 Jim 18" Intercepter Relining 240' _A2103 2002 PO Box 190 Richland, City Richland_A2201 WA 99352_ 509-942-7331 Jay Lining Project_ 835' _of PO Box 4772 Pasco, — — POW A2203 WA 99302 509-542-8509 Ray Welch's 370' of 30" 2251 E. Lanark Meridian, _ Ridgeway Ind. A2205 ID 83642 208-8_87-8600 Dan Boise, ID 4' _ 645 Lockheed Street Pasco, _ US Filter A2202 WA 99301 509-547-2410 Mark Point Repair 37 of 3' x 8" point repairs _ 5321 West 10th Ave Watts Construction A2204 Kennewick, WA 99336 509-735-7969 Loren Spot Repair 13' of 24" 2003 5305 East 12th Street Central Contra Costa Andes Construction_A2_308 Oakland, CA -94601 510-536-7832 Dan SS 600' of 36" 1,800' of 30" 9611 SE 36th St. Mercer Sanitary Sewer Repair, City of Mercer Island A2303 Island, WA 98040-3732 206-236-3612 Doug Forest Ave 837' of 8" 9350 Rickreall Road — _ C-More Pipe A2301 Rickreall, OR 97371 503-623-1319 Rick Port Orchard 789' of 8" 9350 Rickreall Road Karcher Creek, Port C-More Pipe A2307 Rickreall, OR 97371 503-623-1319 Rick Orchard 21' of 8"-18" 9350 Rickreall Road _ C-More Pipe A2309 Rickreall, OR 97371 503-623-1319 Rick Winchester 6' of 12" 9350 Rickreall Road C-More Pipe A2310 Rickreall, OR 97371 503-623-1319 Rick Port Orchard 6' of 24", 5' of 18" 9350 Rickreall Road Inversion Lining, Salem, _ C-More Pipe A2311 Rickreall, OR 97371_ 503-623-1319_ Rick OR 11' of 18" & 24" _ #2 - 2170 Carpenter Street _ Inl ne A2313 Abbotsford, BC V2T6B3 604-504-0014 Ken Canada 2,500' of 8" 600' of 6" Masterlinina Customers- STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 Lineal Footage / Point Name_ Address Phone Contact Name _ Repairs _ — _ 7915 Savary Drive Pasco, _Project Paragon A2304 WA 99301 509-545-8455 Gary Port of Pasco 14' of 14" _ _ 2251 E. Lanark Meridian, — Ridgeway Ind. A2305 ID 83642 208-887-8600 Dan Spot Repairs 6' of 6" — 2181 Chico Way NW Triton Marine A2306 Bremerton, WA 98312 360-373-2863 Dominic Yakima Training Center 68' of 30" PO Box 329 Universal Land Woodinville, WA 98072 425-483-6200 Jim Mill Creek, Everett, WA 15 of 3' x 8" point repairs _A2_312 2004 4717 Bickford Avenue Aero Construction Co. - A2403 Snohomish, WA 98290 425-334-0082_ Gary Davis Lynnwood, WA 5 Point Repairs _ 4717 Bickford Avenue _ Aero Construction Co. - A2404 Snohomish, WA 98290 425-334-0082 Gary Davis Lynnwood, WA 3' of 8" 2005 Broadway Vancouver, Clean & Line, Brant Construction_A2402 WA 98663 360-737-1844 Mike Oceanside, OR 80' of 36" _ _ _ _ 207 West Second Street City of Grandview - A2409 Grandview, WA 98930 509-882-9211 Gus Artega Grandview, WA — 500' of 21mm, 20" —_ 9350 Rickreall Rd C-More Pipe Services - A2406 Rickreall, OR 97371 503-623-1319 Rick Stroud Port Orchard_ 11 Point Repairs 9350 Rickreall Rd. C-More Pipe Services - A2407 Rickreall, OR 97371 503-623-1319 Rick Stroud Gresham, OR 2 Point Repairs 9350 Rickreall Rd. C-More Pipe Services - A2408 Rickreall, OR 97371 503-623-1319 Rick Stroud Eugene, O_R 1,100' of 8" 9350 Rickreall Rd. C-More Pipe Services - A2410 Rickreall, OR 97371 503-623-1319 Rick Stroud Reedsport, OR 400' of 7.5mm 411 Fortuyn Road Grand Structural Repair, Coulee Comm Hospital A2401 Coulee, WA 99133 509-633-6383 Ryan Coulee, WA 3' of 6" point repairs -- 172 E. Orangethorpe Av. Gary — — — - Kana Pipeline, Inc. Placentia, CA 92870 714-986-1400 Lineberger_ CA 2,700' of 18"__ 38063 Kelly Road _ _ Nelson Excavation - A2405 Scio, OR 97374 503-394-4127 Bob Nelson Sweet Home, OR 10' of 8" _ 1203 Basin Dr. 509-349-2210 _ Ochoa Foods, - A2412 Warden, WA 98857 ex259 Bill Engels Warden, WA 195' of 12" plus 1 Point Repair Tri State Construction, Inc.- PO Box 3686 _ Jack A2411 Bellevue, WA 98009-3686 425-455-2570 Corbett Bothell, WA 2 Point Repairs 2006 Thompson Brothers Excavating 18211 N.E. Fourth Plain Rd ]3E60-2544-7056 Steve �Ambuehl �50 A-2501 Vancouver, WA 98682 Mt Hood at Kelso Road meters AAncfcrlininn rj iclnmcrc' STATEMENT OF QUALIFICATIONS Mactprlininn Cnntractnr Information 6/18/2012 -------- -- Lineal Footage / Point Name Address Phone Contact Project Name Repairs 89 point repairs 823' of 10" , Christina 62' of 12", 473' of 18", 940' of Tetra -Tech Ec., Inc. - A2502 1050 N.E. Hostmark St Suite 202 Ramply / 24", 44' of 4", 303' of 6", 220' Bremerton Naval Shipyards Poulsbo, WA 98370 360-958-8111 Lee Boreen Storm Drain Repairs of 8", T of 15" 9350 Rickreall Rd. C-More Pipe Services - A2503 Rickreall, OR 97371 503-623-1319 Rick Stroud Salem, OR 968' of 8", 4.5mm 9611 SE 36th St. Mercer Clean and Line Storm City of Mercer Island - A2504 Island, WA 98040-3732_ 206-236-5300 Jerry Judd Drain 132' of 12" 21880 S.W. Farmington Rd Terry Spot repair of 30" CIPP Baker Rock Resources - A2505 Beaverton, OR 97007-5470 503-642-2531 Guisinger Liner for ODOT 135' of 30" ___ _ Spot repair and internal PO Box 228 Randy reinstatement of side Nelson & Sons - A2506 Woodinville, WA 98072 425-766-9132 Pfiefer service 3' of 8" _ 9350 Rickreall Rd _ Install CIPP Liner plus 3 3 point repairs one 4' of 10" C-More Pipe - A2507 Rickreall, OR 97371 503-623-1319 Rick Stroud point repairs two T of 12" PO Box 580 Sanitary Sewer Realm, Inc - A2508 DuPont, WA 98327 360-456-7627 Dave Follett Improvements 265' CIPP 9350 Rickreall Rd C-More Pipe - A2509 Rickreall, OR 97371 503-623-1319 Rick Stroud Gresham, OR 82' of 12" CIPP Swinerton Builders NW, Inc.. - _ 3180 139th Ave SE Derek A2511 Bellevue, WA 99301 425-283-5178 Jaschke Bellevue, WA point repair _ 3' of 8" _ _ 9350 Rickreall Rd 1 point repair at C-More Pipe - A2513 Rickreall, OR 97371 503-623-1319 Rick Stroud Hillsboro, OR point repair _ T of 12" 9350 Rickreall Rd C-More Pipe - A2514 Rickreall, OR 97371 503-623-1319 Rick Stroud 20051&1 Spot Repairs_ 23 point repairs_ _ _ _ 7211-A NE 43rd Ave. Bill Nutter Corporation - A2515 Vancouver, WA 98661 360-573-2000 Gunderson Longview, WA 8 spot repairs of 8" CIPP _ _ _2006__ 9611 SE 36th St Relining 300' of 8" Mercer Island, WA 98040- Concrete Sanitary City of Mercer Island - A2619 3732 206-236-5300 Jerry Judd Sewer Main 300' of 7.5mm of 8" CIPP liner 9350 Rickreall Rd Point Repairs in Canby, One 10' by 5", 3mm Point C-More - A2620 (Canby, OR) Rickreall, OR 97371 503-623-1319 Rick Stroud OR Repair 9350 Rickreall Rd _ Point Repairs in C-More - A2621 (Stayton, OR) Rickreall, OR 97371 503-62333-1319 Rick Stroud Stayton, OR _ _ One 8" 6mm Point Repair 9350 Rickreall Rd 336' of 8", 6mm CIPP with 7 IC -More Pipe - A2601 Rickreall, OR 97371 503-623-1319 1 Rick Stroud lindependence, OR I laterals Masterlinino Customers: STATEMENT OF QUALIFICATIONS Masterlinin4 Contractor Information 6/ 18/2012 Lineal Footage / Point Address Phone Contact Project Name Repairs _Name 9350 Rickreall Rd C-More Pipe - A2603 Rickreall, OR 97371 503-623-1319 Rick Stroud Milwaukee, OR 1 point repair 3' of 8" CIPP_ 9350 Rickreall Rd 2 point repairs with Tx 8" C-More Pipe - A2604 Rickreall, OR 97371 503-623-1319 Rick Stroud Gresham, OR CIPP 9350 Rickreall Rd 4' x 8" point repair; Tx 8" point C-More Pipe - A2607 Rickreall, OR 97371 503-623-1319 Rick Stroud Independence, OR repair; Nine 4" point repairs 9350 Rickreall Rd _ C-More Pipe - A2608 Rickreall, OR 97371 503-623-1319 Rick Stroud Reedsport, OR 1570' of CIPP; 14 laterals_ 9350 Rickreall Rd C-More Pipe - A2611 Rickreall, OR 97371 503-623-1319 Rick Stroud Long Beach, OR 13 point repairs 9350 Rickreall Rd _ One 8"x 3' point repair C-More Pipe - A2612 Rickreall, OR 97371 503-623-1319 Rick Stroud Corvallis, OR One 8" x 5' point repair___ 9350 Rickreall Rd C-More Pipe - A2613 _ Rickreall, OR 97371 _ 503-623-1319 Rick Stroud Veneta, OR One 12" by 3' point repair_ _ 9350 Rickreall Rd _ Tacoma -Kraft, Tacoma, One 12" point repair, one 10" C-More Pipe - A2615 Rickreall, OR 97371 503-623-1319 Rick Stroud WA point repair 14831 223rd St SE Old Mukilteo Pipeline 600' of 8mm CIPP with 7 Gary Harper - A2618 -- Snohomish, WA 98296-3938 360-863-1955 Gary Repair Laterals PO Box 154 Pe -- - - --- -- Liberty Dirt Works `A2605 Ell, WA 98572 360-262-9838 Steve Napavine, WA 1 8" spot repair over joint 2006 Wastewater _ 2482' CIPP mainline, fifteen 4' PO Box 1159 La Collection spot repairs, two 12' spot Mike Becker - A2622 (Athena) Grande, OR 97850 541-963-7096 Kevin Improvements repairs 82204 Highway 111 Suite 201 Mocon - A2616 Indio, CA 92201 503-580-4420 Rob Morrow by Eugene, OR 417'_of 18" CIPP lining_ _ PO Box 2009 Keith Moore Underground - A2617 Fairview, OR 97024 503-618-9779 Johnson CIPP Lining Outfall Pipe 142' of 7.5mm 15" CIPP lining 525 West Grand Ronde Ray Poland & Sons - A2609 Kennewick, WA 99336 509-947-7845 Brian KID Pipe Repair 150' of 12" CIPP 2007 2005 Broadway Vancouver, ODOT Culvert Repair at Brant Construction A2713 WA 98663 360-7_72-3121 Mike MP_30.06 190' of 24" CIPP 9350 Rickreall Rd _ _ Point Repairs in _ One 4', 6mm Point Repair with C-More - A2701 (Stayton, OR) Rickreall, OR 97371 503-623-1319 Rick Stroud Stayton, Or lateral reinstatement C-More - A2704 (Reedsport, 9350 Rickreall Rd _ 550' of 8", 6mm CIPP; 11 OR) Rickreall, OR 97371 503-623-1319 Rick Stroud Reedsport, OR laterals One 15' x 6", point repair; One C-More - A2705 (Port Orchard, 9350 Rickreall Rd 5' x 12" point repair; One 3' by WA) Rickreall, OR 97371 503-623-1319 Rick Stroud Port Orchard, OR 8" point repair Masterlinina Customers: STATEMENT OF QUALIFICATIONS Masterlinino Contractor Information 6/18/2012 Lineal Footage / Point Name Address Phone Contact Project Name Reaairs C-More - A2706 (Independence, 9350 Rickreall Rd OR) Rickreall, OR 97371 503-623-1319 Rick Stroud Independence, OR 65' of 24" CIPP C-More - A2708 (Port Orchard, 9350 Rickreall Rd Two 3' by 8" point repairs, One OR) Rickreall, OR 97371 503-623-1319 Rick Stroud Port Orchard, OR 7' by 8" point repair C-More - A2710 (Independence, 9350 Rickreall Rd Independence, OR - OR) Rickreall, OR 97371 503-623-1319 Rick Stroud City & School Dist 645' of 8", 6mm, 2 laterals; C-More - A2711 (Springfield, 9350 Rickreall Rd OR) Rickreall, OR 97371 503-623-1319 Rick Stroud Springfield, OR 1800' of 6" CIPP plus 1 lateral 9350 Rickreall Rd 12", 6mm, 3' point repair; 10" C-More - A2712 (Salem, OR) Rickreall, OR 97371 503-623-1319 Rick Stroud Salem, OR CIPP, 6mm T point repair; C-More - A2714 (Wilsonville 9350 Rickreall Rd Wilsonville Rest Area 245' of 8'; 440' of 8'; one 8" 3' Area, OR) Rickreall, OR 97371 503-623-1319 Rick Stroud for ODOT long point repair _Rest _ 9350 Rickreall Rd _ Three 8", 6mm, 3' long Point C-More - A2717 (Stayton) Rickreall, OR 97371 503-623-1319 Rick Stroud Stayton, OR Repairs 2550 SW Hillsboro Highway North Plains Discharge 320' of 12.5mm CIPP and 320' Clean Water Services - A2716 Hillsboro, OR 97123 503-681-3630 Bill Carley CIPP Project No. 6228 of pre -liner Frank Colussio Construction - 9600 Martin Luther King Way south One 8' x 12" point repair; One A2702 Seattle, WA 98118 206-722-5306 Job #26016 8' x 10" point repair - PO Box 89 - - — Johnny Cat - A2715 Jacksonville, OR 97530 541-840-9795 Keith Phoenix, OR One 5' long 6" point repair Shoemaker Construction - 34004 S cerards Road A2703 Kennewick, WA 99337 582-4769 City of Othello. 128LF of CIPP West Coast Construction - PO Box 419 Martin Luther King Blvd A2707 Woodinville, WA 98072 425-483-1900 in Yakima, WA 653 L_F of 8" Yakama Nation Engineering - 211 S. Toppenish Ave A2709 Toppenish, WA 98948 509-865-1409 Chane Cle Elum Fish Hatchery 4' x 30" point repair; 9350 Rickreall Rd Point Repairs in Salem, 3' long 12" 6mm point repair; 3' C-More - A2712 (Salem, OR) Rickreall, OR 97371 503-623-1319 Rick Stroud OR long 10" 6mm point repair 2008 _ 7855 S 206th Street Wade Archer Construction - A2807 Kent, WA 98032 206-396-1646 Archer Structural Spot Repairs Three 8" x 4' point repairs - PO Box 785 - Chris' Excavation - A2804 lEphrata, WA 98823 509-754-5118 lChris 1 Point Repairs IThree Tx 8" point repairs Masterlinina Customers: STATEMENT OF QUALIFICATIONS Masterlininp Contractor Information 6/18/2012 Lineal Footage / Point Name Address Phone Contact Project Name Re airs Six 3' x 8" point repairs; 270' of 8" CIPP; 289.3' of 8" CIPP; 401.6' of 8" CIPP; 75' of 8" CIPP; one 3' x 12" point 9611 SE 36th Street repair; 28 internal Mercer Island, WA 98040- Sanitary Sewer Main reinstatement of side services; City of Mercer Island - A2824 3732 206-236-3612 Terry Smith Repair Project One protruding lateral _ _ PO Box 1579 Shawn Cut one lateral in existing CIPP City of Moses Lake - A2805 Moses Lake, WA 98837 O'Brien Cut one Lateral liner 3801 W Van Giesen west 2008 Sewer Spot 10' x 6" point repair; 8' x 6" City of West Richland-_A_2825 Richland, WA 99353_ 509-967-7128 Heath Repair Project point repair____ _ 8", 6mm, 3' long Point Repair, 9350 Rickreall Rd Point Repairs in 8" and 6mm, 10' long Point C-More - A2719 (Stayton) Rickreall, OR 97371_ 503-623-1319 Rick Stroud Stayton, OR Repair__ _ _ 202' of 12" CIPP; 80' of 12" 9350 Rickreall Rd lining for Oregon Dept CIPP; 65' of 12" CIPP; 50' of C-More - A2821 (ODOT) Rickreall, OR 97371 503-623-1319 Rick Stroud of Transportation 12" CIPP___ 9350 Rickreall Rd _ Point repairs in Eugene, Three 3'6" long by 14" point C-More - A2810 (Eugene) Rickreall, OR 97371 503-623-1319 Rick Stroud OR repairs 225 Fifth St _ _ 8" Sewer Line CIPP _ City of Springfield - A2803 Springfield, OR 97477 541-726-3761 Rehabilitation 93' of 8" CIPP, 3 laterals _ Contract #R000009A00 313' of 6" CIPP; 512 LF 8" 1820 Terminal or Seth in 300 Area at Hanford, CIPP; 5 laterals; inspection Fowler General Constr. - A2811 Richland, WA 99354 943-2643 McGary WA and cleaning Point repairs - 3 8"x 3'; 1 10"xS; 3 12"x6'; 1 15"x3'; 2 18"x3;3 18"x6'; 2 24"x3; 3 14831 223rd St SE City of Bellevue - Point 24"x6', 1 21" x 3; heavy Gary Harper - A2820 Snohomish, WA 98296-3938 360-863-1955 Gary Harper Repairs cleaning 1213 S Clodfelter Rd Dustin City of Pasco Point _ Mahaffey Enterprises - A2812 Kennewick, WA 99338 509-627-4539 Mahaffey_ Repairs Three 8" x 3' long point repairs 319118th Drive NE Kenmore Jr. High, 333' 8" 6mm CIPP q; 1 side NW Dirtworks - A2818 Lake Stevens, WA 98258 425-512-8457 Bill Lewis Phase 2 service PO Box 72 Point Repairs at Clark's PLE LLC - A2815 Stanwood, WA 98292 360-629-0461 Jeff Pond in Snohomish Ten 8" x 3' long point repairs _ Pacific Concrete Services - 26220 79th Ave So _ Brightwater Treatment _ A2813 Kent, WA 98032 253-856-2572 Kris Willard Plant in Woodinville One 12" x 3' long point repair Masterlinina Customers: STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 Lineal Footage / Point Address Phone Contact Project Name _ Reaairs _ _Name _ PO Box 1117 _ 255' of 6" CIPP; 110' of 10" Paul Construction - A2822 Meredian, ID 83680 208466-2953 James Paul City of Shoshone Idaho CIPP PO Box 158 Gary Point Repairs at Mesa Point repair on underground Puterbaugh Constr - A2808 Grandview, WA 98930-0158 509-882-2419 Puterbaugh Dairy flush valve Madison Ave Sewer Trestle Slope PO Box 850 Stabilization Project in Realm, Inc - A2718 DuPont, WA 98387 360456-7627 Dave Follett Olympia, WA FEMA-07 134' of 10.5mm CIPP Lilly Road, Percival Street and Upper Grass Lake Sanitary Sewer 2653' of televideo inspection; PO Box 850 Rehabilitation/ Olympia, 1360' of 15" CIPP; 922' of 8" Realm, Inc - A2806 DuPont, WA 98387 360456-7627 Dave Follett WA CIPP; 371' of 12" CIPP PO Box 850 Union Street in Olympia, 309' of 10": 866' of 8"; 25 Realm, Inc - A2814 DuPont, WA 98387 360456-7627 Dave Follett WA laterals PO Box 3130 Terry _ _ Point repairs in Central Rogue Valley - A2801 Central Point, OR 97502 541-7794186 Sackett Point, OR One 8' by 17" point repair Shoreline Constr. (City of PO Box 358 2008 Sanitary Sewer Renton) - A2809 Woodinville, WA 98072-0358 425483-0600 Jon Rickey Repairs - City of Renton 143' of 24" CIPP _ 3621' of 8", 1310' of 10", 604' of 12", seven 4' long 8" pointrepairs, one 16' long 8" point repair,one 16' long 12" point repair, one 4' long 14" 3790 S Suntree Place Roger City of Enterprise, point repair, 6835' of bypass Titan Technologies - A2802 Boise, ID 83706 208-573-2777_ Thompson Oregon pumping _ _ 140' 12" CIPP; 1 side service, WF Construction & Sales - PO Box 575 1 chip -out and removal of A2823 Middleton, ID a3680 208-895-0600 Kevin Wade Middleton, Idaho manhole channel Rainier Wastewater 701 W Marine Ave System Improvements, 380' of 10" CIPP; heavy Wilkins - A2816 JAstoria, OR 97103 503-325-3368 1 ISchedule B Icleaning Masferlinina Cusfnmers- STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 Lineal Footage / Point Name Address Phone Contact Project Name Repairs 2009 Oregon Ave Sewer Replacement -Rebid 210 LF 8" CIPP; 1 internal Bandon Concrete & 55356 Rosa Road Bruce Project - Project No. lateral; cleaning and video of Development - A2920 Bandon, OR 97411 547-347-4615 Kapps 101.52 256.4 LF _ CIPP - 856' of 6'; 3747' of 8' 2147' of 10"; 1729' of 12'; 1280' of 15"; 28 laterals; 1 Beckley Excavation & Utility, Inc PO Box 999 Marc Infiltration/Inflow protruding tap; 1 3' x 12" point (City of Drain, OR) - A2817 Winchester, OR 97495 541-672-4050 Karrick Improvements repair 15506 SE 4th Place Trenchless Storm Drain Bonner Brothers Construction - 16811 NE 122nd Pipe Rehabilitation - 80' of 18"cm CIPP; grout 25 A2906 Redmond, WA 98062 425-885-0608 Dan Bonner Olympia voids 63365 Boat Basin Road Two 21' x 3' structural point Charleston Sanitary District - PO Box 5522 John repairs; one 8" x 3' structural A2923 Charleston, OR 97420 5_41-888-3911 Chirrick point repair _ _ 8" x 5' point repair; saw cut PO Box 90012 Emergency Piling piling and remove; 6 hours of City of Bellevue - A2902 Bellevue, WA 98009-9012 425-452-6999 Steve Costa Removal cleaning lines PO Box 90012 City of Bellevue - A2914 Bellevue, WA 98009-9012 425-452-6999_ Steve Costa Open Ditch Stub 50' of 8" CIPP _ PO Box 90012 Storm Drain Internal City of Bellevue - A2915 JBellevue, WA 98009-9012 425-452-6999 1 Steve Costa I Repair 55' of 7.5mm 12" CIPP M!3,Azrlininn (,i icfnmarc- STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 Lineal Footalae / Point Name Address Phone Contact Project Name Repairs One 10' 8" spot repair; one 8' 8" spot repair; one 10' 8" spot repair; one 65' 8" spot repair; one 9' 8": spot repair;one 6' 8" spot repair; one 8' 8" spot repair; one 10' 8" spot repair; one 6' and one 5' 8" spot repairs; 98' 8" liner; 165 LF 8" liner; 330' of 8" liner; 6' 8" spot repair; 8' 8" spot repair; 10' 8" spot repair; 399 LF 6" liner; 7' 9611 SE 36th Street 8" spot repair; 6' 10" spot Mercer Island, WA 98040- 2009 Cured -In -Place repair; 6' 10" spot repair; 8' 8" City of Mercer Island - A2919 3732 206-275-77812 Terry Smith and Spot Repairs _ spot repair' 8' 8" spot repair CIPP - 400' of 6'; 2100' of 8"; 1150' of 12"; 31 service connections; 1 71.7'of 8';128.5' of 8'; 10 internal line reinstatements; one Miner; four 2009 Sanitary Sewer 3' CIPP; three 8"x3' spot Po Box 809 Restoration Project, repairs; one lateral City of Mount Vernon - A2911 Mount Vernon, WA 98273 360-336-6204 Al Steele Project No. 09-2 reinstatement__ 3801 W Van Giesen One 10' x 6" point repair; one West Richland, WA 2008 Sewer Spot 6' x 8" point repair; 1 internal City of West Richland - A2825 99353 __ 509-967-7128 Heath Repair Project service reinstatement _ PO Box 69 Cut 2 laterials in point repairs C-More Pipe - A2901 Rickreall, OR 97371 503-623-1319 Rick Vernita, OR done by C-More Pipe PO Box 69 Cut 6 laterials in point repairs C-More Pipe - A2903 Rickreall, OR 97371 503-623-1319 Rick Stayton, OR done by C-More Pipe _ PO Box 69 _ _ C-More Pipe - A2904 Rickreall, OR 97371 503-623-1319 Rick McMinnville, OR 367' of 8" CIPP; 4 laterals 271' of 8" CIPP; 4 laterals; 1 PO Box 69 lateral in point repair done by C C-More Pipe - A2905 Rickreall, OR 97371 503-623-1319 Rick Yoncalla, OR More _ PO Box 69 _ 30" by 3' point repair; by-pass C-More Pipe - A2912 Rickreall, OR 97371 503-623-1319 Rick Pendleton, OR pumping PO Box 69 IC -More Pipe - A2913 Rickreall, OR 97371 503-623-1319 IRick JAIbany, OR one 21" by 3' point repair Masterlinina Customers: STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 10 Lineal Footage / Point Name Address Phone Contact Project Name Repairs PO Box 69 C-More Pipe - A2916 Rickreall, OR 97371 503-623-1319 Rick McMinnville, OR Reinstate 3 laterals PO Box 69 C-More Pipe - A2917 Rickreall, OR 97371 503-623-1319 Rick Woodburn, OR Reinstate three 4" laterals City of��ing�eld—_ 0 8�C1PP-,-_y-1 6-CF-8-- Sanitary Sewer CIPP; 50 internal lateral PO Box 2432 Rehabilitation Basins 80 reinstatements; 1335 8" CIPP; H&J Construction - A2921 Eugene, OR 97402 541-689-5863 18 and 20 16 side service reinstatements 993 Prospect Ave Walla Keith Olson - A2910 Walla, WA_99362 509-522-0339 Keith Two Tx 8" point repairs_ 6324 121st St SE Wire removal and One 16" x 5' structural spot LT Fore -. A2908 Puyallup, WA 98373 253-445-8259 Shane structural spot repair repair State of WA GA Pleasant Lane/Obrian PO Box 580 Bldg Sewer Repair 90' of CIPP; 3-1/2' point repair, Realm - A2918 Dupont, WA 98327 360456-7627 Dave Follett Project --,Olympia, WA lateral reinstatment Repair Sewer Lines at PO Box 580 Building 04290 at Fort Realm - A2924 Dupont, WA 98327 360456-7627 Dave Follett Lewis, WA 792' of 8" Shoemaker Construction - 33004 S Gerards Road Port of Pasco T-131 A2909 Kennewick, WA 999337 509-582-4769 Sewer Line Point Repair One 6' by 8" point repair 489 E Sunset Dr Welch, Leroy - A2907 Burbank, Wa 99323 509-545-6164 Leroy 265' of CIPP _ 2010 _ 4330 Birch Rd Hermiston Irrigation 150' of 30", 13.5mm; One side Big D's - A3017 Pasco, WA 99301 509-542-8322 1 Dwayne I District service, cutout and grout Masterlinina Customers- STATEMENT OF QUALIFICATIONS Masterlinina Contractor Information 6/18/2012 11 Lineal Footage / Point Name Address Phone Contact Project Name Reaairs _ Kennewick Keewaydin Park Restroom Sewer PO Box 6108 Kathy Line Repair Contract 162' of 4" CIPP liner; two City of Kennewick, WA - A3003 Kennewick, WA 99336 585-4283 Turping No. P1002 structural point repairs Public Works Dept _ 150 E Main St Stephen P City of Hillsboro, OR - A3015 Hillsboro, OR 97123-4028 503-681-5227 Lampet City of Hillsboro, OR _ Cutter Van _ 155.7' 6" CIPP; 1716.2' of 8" CIPP; 92.8' of 10" CIPP; 422' PO Box 809 2010 Sanitary Sewer of 12" CIPP; 60 laterals; 3 - 18" City of Mount Vernon - A3010 Mount Vernon, WA 98273 360-336-6204 Al Steele Lining - Proj #10-3 point repairs 8" x 4 LF structural point 505 Swift Blvd Point Repair on Satus repair; reinstate sewer side City of Richland - A3018 Richland, WA 99352 509-943-7390 Jay Marlow_ St _ services 505 Swift Blvd _ Reinstate side sewer City of Richland - A3019 Richland, WA 99352 509-943-7390 Jay Marlow services on Wright St Reinstate side sewer services 3801 W Van Giesen 2010 Sewer Relining Remove 6 protruding taps; 210 City of West Richland - A3024_ West Richland, WA 99353 509-967-7128 Heath Project LF of 10" CIPP; 2 spot repairs 2550 SW Hilsboro Highway Randy _ Clean Water Services - A3025 Hillsboro, OR 97123 503-681-3.630 Plummer PO #8373 One 4' x 15", 4mm point repair _ _ _ 210' of 8" CIPP; 3 CIPP sewer Colacurcio Brothers 3287 H Street cuts; 1 Protruding lateral; By - Construction - A3011 Blaine, WA 98230 360-322-4044 Hugh Davis Blaine, WA CIPP Lining pass pumping 7 point repairs in Stayton, OR; PO Box 69 Video w/push cam in Eugene C-More Pipe - A3002 Rickreall, OR 97371 503-623-1319 Rick at University PO Box 69 _ 2010 Inflow Reduction - C-More Pipe - A3008 (Albany) Rickreall, OR 97371 503-623-1319 Mike Albany, OR 35' point repair PO Box 69 — — —— ----- ----- C-More Pipe - A3013 (Veneta, O Rickreall, OR 97371. 503-623-1319 Mike City of Veneta, OR 4 laterals PO Box 69 C-More Pipe - A3014 (Albany) Rickreall, OR 97371 503-623-1319 Mike City of Albany, OR One 4" point repair PO Box 69 -- C-More Pipe - A3016 (Stayton, C Rickreall, OR 97371 503-623-1319 Mike City of Stayton, OR One lateral 18687 West Stackpole Road Brian 295.7 LF 10.5mm CIPP Liner Drainage District #17 - A3023 Mount Vernon, WA 98273 360-424-4325 Waitner with pressure seals 635 SE 3rd Ave Haa & Shaw - A3007 lCarnas, WA 98607 360-772-4479 John Ratliffe 3 point repairs Masterlinina Customers, STATEMENT OF QUALIFICATIONS Masterlinino Contractor Information 6/18/2012 12 Lineal Footacie / Point Name Address-- Phone Contact Name _ Repairs _ _ _ --Project City of Yakima 2009 1098' of 8" CIPP; 11 Lateral Ken Leingang Excavation - 1117 N 27th Ave Sanitary Sewer Repair Service Reconnections; 374' of A3001 Yakima, WA 98902 509-575-5507 Gary #2293 10" CIPP_ _ US Department of the Interior 1008 Crest Drive Wayne National Park Service - A3005 Coulee Dam, WA 98116 509-633-9441 Owens Lake Roosevelt NRA One 4' x 6" point repair 28655 SW Boones Ferry Rd John 18" Stormdrain Lining - Pro Pipe - A3009 Wilsonville, OR 97070 503-682-97.74 Graham Letica in St Helens, OR 51.3 LF of 9mm CIPP 4224 Waller Rd 12" Storm Drains in Tucci & Sons - A3020 Tacoma, WA 98443 253-922-6676 Mike Hall Burien 670 LF of 12" CIPP liner 2011 Advanced Excavation Specialists, LLC - City of La PO Box 53 John City of LaCenter 2011 1315' of CIPP; 11 lateral Center - A3110 Kalama, WA 98625 360-673-2700 LaF_avre Sewer Repair Project reinstatements B&B Utilities & Excavating, LLC - PO Box 293 24" Culvert CIPP Lining _ A3107 Bothell, WA 98041-0293 425-398-5906 Jeff Brown Bellevue 151' of 24" CIPP 7.5mm CIPP Nyssa Wastewater 1580' of 8" CIPP; Reinstate 33 Becker, Michael General PO Box 1159 La System Improvements service connections; remove 2 Contractor - A3027 Grande, OR 97850 541-963-7096 Kevin Sched B protruding taps; Televideoing 100' of 21" CIPP with breakback; 200' of 24" CIPP with breakback; 114' of 10" PO Box 69 CIPP Lining for City of CIPP; 191' of 10" ; 160' of 12" C-More Pipe Lining - A3101 Rickreall, OR 97371 503-623-1319 Michael Stayton, OR CIPP 2210' of 8" CIPP; 33 restore sewer line connections; 7 service connection seals; 16 connect to existing manholes; 333 Broadalbin Street SW Chris Project SS-11-04 2011 320' of CIPP; Reconnect 11 City of Albany - A3106 Albany, OR 97321 541-917-7646 Cerklowski Inflow Reduction Project service laterals _ PO Box 809 City of Mount Vernon - A3100 Mount Vernon, WA 98273 360-336-6204 Al Steele Emergency Point Repair One Tx 15" point repair One 8" x 3 LF structural point 155 W Coe Avenue repair; One hour of heavy root City of Stanfield - A3115 Stanfield, OR 97875 541-449-3831 Scott Point Repairs Icleaning Masterlinina Customers: STATEMENT OF QUALIFICATIONS Masterlinino Contractor Information 6/18/2012 13 Lineal Footage / Point Name Contact Project Name Repairs _Address _ _Phone _ Tree Hill and _ 2055 NE 238th Drive Cottonwood 701' of 8" CIPP; 20 internal City of Wood Village - A3102 Wood Village, OR 97060 503-489-6862 Scott Sloan Condominiums reinstatements______ _ _ Hall Blvd Utility Emery & Sons Construction - PO Box 4109 Vince Improvements - City of 2834' of 8" CIPP; 155' of 10" A3104 Salem, OR 97302 503-588-7576 Makinson Beaverton CIPP Go GP Financial Mgt 210 LF 24" x 9mm CIPP; 2 PO Box 981952 Rick internal reinstatements of side Georgia-Pacific - A3021 _ El Paso, TX 79998-1952 360-834-8436. Williams Camas Mill services; by-pass pumping_ Project #P21048 Sanitary Sewer 2334' of 8" CIPP; 528' of 12" H & J Construction - Springfield - PO Box 2432 Rehabilitation 2011- CIPP; Rehab 9 laterals with A3116_ Eugene, OR 97402 541-689-5863 Michael Basin 22A approved chemical grout Work Order W12302 - Ardmore Substation - Hos Brothers Construction - PO Box 1788 Barbara Bell -Red Rd in Bellevue, One 8" by 6 LF structural point Bellevue - A3114 Woodinville, WA 98072-1788 425-481-5569 Rodgers WA repair PO Box 50 Landis & Landis - A3123 Maryhurst, OR 97036 503-466-9043 Mike Landis Aloha, OR 2018' of 8" x 4.5mm CIPP Whitesell Street NE PO Box 580 Deeded Lane SW 660' of 8" CIPP liner; 335' of Realm - Orting - A3119 Dupont, WA 98327 360-456-7627 Dave Follett Sanitary Sewer Project 10" CIPP liner Olympic Sunset Vista Conveyance System Rehabilitation, Limited PO Box 580 Public Works RFQ No. 12" x 10 LF structural point Realm - Pierce County - A3026 Dupont, WA 98327_ 360-456-7627 Dave Follett 468 repair _ Woodinville Redmond Rd/160th Street PO Box 580 Sanitary Sewer Realm - Woodinville - A3118 Dupont, WA 98327 360-456-7627 Dave Follett Upgrade 200' of 12" 6mm CIPP liner Masfarlininn riictnmarc- STATEMENT OF QUALIFICATIONS Mastprlinina Contractor Information 6/18/2012 14 Lineal Footaae / Point Name Address Phone Contact Project Name Reaaim PO Box 358 Doug Sanitary Sewer Repairs Shoreline Construction - A3105 Woodinville, WA 98072-0358 425-483-0600 Suzuki Phase II - Bellevue, WA One 10" x 8' point repair Shoreline Construction - Cedar PO Box 358 Doug 157th PL SE Sewer Sag 185' of 8" CIPP; Reinstate 3 River - A3117 Woodinville, WA 98072-0358 425-483-0600 Suzuki — Rehabilitation -- laterals — — — -- --- -- ---- — Hill Street SRV Construction - Monroe, WA PO Box 481 Reconstruction #M2002- 723' of 8" CIPP; 7 side sewer - A3112 Oak Harbor, WA 98277 360-675-7100 John Snyder 0195 reconnections 4828 Southridge Blvd Watts Construction - A3111 Kennewick, WA 99338 509-735-7969_ Loren LID 143 Warranty Work Three 2'x8" point repairs 31833 Kent Black Diamond Rd 12" Storm Drain Westwater Construction - A3108 Auburn, WA 98092 253-631-2420 Don Neel Rehabilitation 135' of 12" 6mm CIPP liner_ Total LF = 106,810 2012 6" Watermain B&B Utilities and Excavation - PO Box 293 Rehabilitation in A3202 Bothell, WA 98041-0293 425-398-5906 Jeff Brown Kenmore, WA 350' of 6" x 4.5mm CIPP liner 1091' of 8" CIPP; 879' of 12" 2012 Inflow Reduction CIPP; 138' of 15" CIPP; 27 333 Broadalbin Street SW Chris Program SS-12-01 lateral reconnections; 5 City of Albany - A3204 Albany, OR 97321 541-917-7646 Cerklowski PO 0085282 — protruding tap laterals — _ Wastewater Utility 1055 S Grady Way Michael One 8" x 2 LF Structural Point City of Renton =A3205 Renton, WA 98057 425-430-7206 Benoit _ _ Repair — —_ _ 1410 20th SE Bldg 2 City of Salem - A3203 Salem, OR 97302-1200 Project no. 131.10 _ Cut one lateral in existing line _ Columbia Irrigation District - 10 East Kennewick Ave _ _ _ Under Railroad Syphon 60 LF of 36" x 12mm CIPP pull A3201 Kennewick, WA 99336 509-586-6118 Russ Rehabilitation_ and inflate Liner _ Pacific Avenue and John D Rapraeger Inc - City of 99262 Winchuck River Rd Mendy Street Sewer Brookings, OR - A3206 Brookings, OR 97415 541-469-6640 John Line Rehabilitation _ 1400' of 8" CIPP —_ Echo Glen Children's PO Box 580 Center Sewer Main 503' of 8" 4.5mm CIPP; 3 Realm - Echo Glen - A3113 Dupont, WA 98327 360-456-7627 1 Dave Follett Updates internal reinstatements BIIAY)k C'ectificate of Jllembecship &tds is to Certify that 'Dwayne. Rovi l'a, WOWS , in th.e veal _ �2 , cdutp enrolled an -Associate ) C,ember of t1w -American -Public �Tr ���nrt�riur� and' i s . Putty e.ntitted to att the rights an& prLviteges grwacd by its COn5titUti011.® Pt�sidcr� ,jce CEM Dirvcroc- MEMBER %ONAL ft O SP, C0 S Vic co National Association of Sewer Service Comp: amees PROMOTING AN UNDERSTANDING OF THE, NATURE AND IMPORTANCE OF THE SEWER REHABILITATION INDUSTRY MEMBER 1998 Masterliner Inc, PRESIDENT EXECUTIVE DIRECTOR All on ':::I:V "X-vV, ;g Iva 1l11. All PRC PPPE REHABOLOTATRDN CXDUNCN'L . IND US TR Y LEADERSHIP Dwayne E. Rovira Demonstrating leadership to the rehabilitation industry. through involvement with the Pipe Rehabilitation Council Inc. 1998 '"'r charter member AU �zi X" .X A......... & . .:7 , *. .... ..... :1M � mMW A: k ... LN", h M1f4o-fl YI . ...A—1UM ... — 'k .......... "MAT •���`�'M�- ��J/�� � . 1999 Certificate ofRecognition al;rn 4F 11IA S�'�.�LINER, INC. r Bronze Member Sponsor of NORiH RMERICRN SOCIP FOR TRENCHN TECHNO1OGV NASTT 1655 Nbrth Fort Myer Drive Suite 700 � Ralston Arlington, Virginia 22209 Trent li biro" I lia' ill . . . . . . . . . . . . . 'YA 41(owl(ton j. NA API THIS IS TO CERTIFY THAT Masterliner Incorporated IS A MEMBER IN GOOD STANDINGFOR TFIE CALENDAR YEAR 1999 W- MEN! V11A A OF CA, 414 �t ' tuber of Gommercp • Z : � 1 We. 5;;� �:,' Ss� ��� • • � .:�\i�il�/i: •��\�Ii/t/c �'•'�\i�T 1%li: � ��\%i�i/i :i :�\ r Pouiliana <r-)?urLaf CWa[£*L ogiioeL'aRon, Aic. (;ea f cate Of Wem.belshi') THIS ISS 7'0 C RTIF Y THAT r� Maesterliner, Inc. 1,K4S U(JI. )' ENR0LLED AN i ASSOCIATE MEMBER OF T7IG Goursialta Xura(Water l ssocration AA'n J.S l'LZI,) l:.\ 17l7.1 !) 7'O -41-1. 77J1: RIGHT-5 r:Vn(;Il,rNTla.a13Y1'I:Sc'OwrS17TU7'l0N Ir . I'rrsidcnl r '� . r r .� 5crrrl.u•� , �11� .. ill � ill` ilk. ... r/1� i•. �l�r •�• rl �� •• �I �� •�• rl{� ii• r11� i�• �I�1 ii• �ll� i• �ll� il�� •�: r11� -. �ll� �••'��j:: , =�= •,r nrn• �=i �n �� ��� ur.��= nu....�==`,-nrr� 4��•r urr.�=�..rurr��� •�rnrn �- ��,nnu� -'+-r�r�r�' � hn uP ����� Irll�r �� Ig11'i'�y�.�Irl�� ���ri �.�.���,��� �iri'• /,• 4 �F ..}. i� i.yl't'• ADZE. lNyllyy 1,10 R G rases � r 'A4 1 7 •_ 1. % its _L..�.... l r rJ This is -to. -certify that Masterliner Incorpor�Zted Is an Associate Member !of the Water ent Prwndng &E�ng the Global waterEM ro- ment I t I T `erebYaffirming su total ort for and ..,., pp Tong t,&. ,:dedication to th objectives and' goals of the Federatlo as a manufacturer and/or distributor of equipment, supplies and/or{ services in the water quality field. ' Executive Din C] Deviation Request File No. Owner Citv of Renton No. 1 Contractor Shoreline Construction Co. Project Earlington Sewer Replacement Phase 2 Project No. B-175 Pipe Bursting/Slip Lining Machine Maximum Pulling Force Pipe Size Range ( Pipe Bursting) Maximum Size Increase Maximum Pull Length Small Pipe Range Largest Pipe Range Average Pulling Speed Host Pipe Replacement Pipe Machine Pit Minimum 175,000 LBS 6" Through 12" One Size (2") 600 LF 400 LF 15 FT Per Minute Concrete, C1ay,Cast Iron, AC & PVC HDPE (High Density Polyethylene) 6' X 6' X 1' Below Invert Insertion Pit Minimum 4' X 20' x 1' Below Invert 20219 - 99th Avenue S.E. Snohomish, WA 98296 Phone (425) 486-1280 Fax (425) 489-1533 TRS Hi�drahaul 225 Pike Bursting/ Slip Lining Machine Maximum Pulling(Pushing Force Pipe Size Range ( Pipe Bursting) Maximum Size Increase Maximum Pull Length Small Pipe Range Largest Pipe Range Average Pulling Speed Host Pipe Replacement Pipe Machine Pit Minimum 450,000 LBS 6" Through 30" Two Sizes (4") 1200 LF 500 LF 7 FT Per Minute Concrete, Clay,Cast Iron, AC & PVC HDPE, Fusable PVC, DI 8' X 16' X 1' Below Invert Insertion Pit Minimum 4' X 20' x I'Below Invert 20219 - 99th Avenue S.E. Snohomish, WA 98296 Phone (425) 486-1280 Fax (425) 489-1533 t f � i J f � p R• 4 0 A (I( - �� -O (f t . to h b q \ F +^ to C1 AN LA 7 P r ri z J Q la v, f' fr u a y ' s } n = rt 1/'• jj H O u. -o v1 S h s p J+ O L 0 L. ri v �r 0 G� 1 0 9 1 C 7 rt LI c � p I t1 t El I I I ; I ` I � z 1 I Uy; O 6 E �i rr 11 ri F �(O I I i Yi BRANCH SADDLES a SADDLE FUSION FITTINGS ROUND BASE (SADDLE) IPS FOR REFERENCE ONLY Central Plastics Company Phone: 800-654-3872 CEN T 1901 W.Independence St. 405-273-6302 DDO Shawnee, OK USA 74801 Fax: 800-733-5993 www.centralplastics.com 405-273-5993 E ROUND BASE BRANCH SADDLES NOMINAL OUTLET SIZE A DIAMETER B DIAMETER C MINIMUM WALL D DIMENSION E DIMENSION 2"IPS BUTT 2.375 ±.010 2.63 .216 +.043 2.50 .50 60.33 mm 66.8 mm 5.49 mm 63.5 mm 12.7 mm YIPS BUTT 3.500 ±.012 3.88 .318 +.064 3.13 .38 88.90 mm 98.6 mm 8.08 mm 79.5 mm 9.7 mm 41PS BUTT 4.500 ±.015 4.80 .409 +.082 3.13 .38 114.30 mm 121.9 mm 10.39 mm 79.5 mm 9.7 mm 6"IPS BUTT 6.625 ±.018 6.81 .602 +.120 4.38 .75 168-28 mm 173.0 mm 15.29 mm 1.11.3 mm 19.1 mm 8"IPS BUTT 8.625 ±.018 9.00 .785 +.132 6.00 1.97 219.08 mm 228.6 mm 19.94 mm 152.4 mm 50.0 mm 12"IPS BUTT 12.750 ±.036 13.35 1.160 +.232 7.50 1.97 323.85 mm 339.1 mm 29.46 mm 190.5 mm 50.0 mm (1) FITTINGS ARE STANDARD SIZES. OTHER SIZES CAN BE FURNISHED UPON REQUEST. (2) FOR RADIUS INFORMATION SEE RADIUS CHART. BRSAD.xls 5/512003 4" - 24" GASKETE® HEAVY WALL SEWER FITTINGS SDR 26 fittings are manufactured to ASTM F1336 specifications. PART LB/ SIZE NUMBER 100 1 (SD) I (L) 4 906-0004 130 1 4.251 8.50 6 906-0006 300 5.00 9.00 8 906-0008 640 5.50 11.00 10 906-0010 1110 6.50 13.00 I� L I 12 906-0012 1650 7.00 14.00 15 906-0015 2760 5.00 10.00 REPAIRCOUPLING 18 906-0018 3800 7.25 14.50 GxG 21 906-0021 5700 8.00 16.00 24 906-0024 7300 8.50 17.00 (P) (L) (• \ 4x4' 907-0044 203 1.05 5.35 6 L 6x4 907-0064 590 9.37 9.00 9 6x6 907-0066 618 3.50 10.50 13 4` 907-0084 946 .80 8.48 10 8x6` 907-0086 1050 .80 9.68 10 P I' J III 8x8 07-0088 1890 4.25 13.23 17 10x4 90 104 1850 .75 11.85 12 10x6 907-01 2180 1.87 13.35 14 10x8 907-0108 780 3.87 14.73 18 1000 907-1010 35KO, 5.50 17.10 21 12x4 907-0124 2565 .25 17.10 12 12x6 907-0126 3070 1.)7, 14.76 15 12x8 907-0128 3540 2.87XOO 12x10 907-1210 4520 4.50 12xl2 907-1212 5450 2.63 15x4 907-0154 4150 -.50 15.00 14 15x6 907-0156 4730 .87 16.50 17 15x8 907-0158 1 5460 2.251 17.88 20 1500 907-1510 6540 4.12 20.13 23 1502 907-1512 1 7500 5.00 22.6 5.50 FULL & REDUCING WY G XG 1505 907-1515 95001 7.50 .00 30 18x4 907-0184 7000 -2.0 17.50 14 18x6 907-0186 7600 - .00 19.00 16 18x8 907-0188 8800 1.00 20.25 20 18x10 907-1810 X 2.50 22.75 23 18x12 907-1812 4.00 25.25 26 18xl5 907-181 13400 6.00 27.50 30 18xl8 907- 18 18100 11.00 28.25 40 21 x4 9 -0214 1130 -1.50 19.75 19 21 x6 07-0216 1200 -.50 21.25 21 21 x 907-0218 1340 1.50 22.62 25 x10 907-2110 15200 3.50 25.00 29 21x12 907-2112 16500 4.50 27.50 31 21x15 907-2115 17800 7.00 29.75 36 21x18 907-2118 23600 10.50 30.50 43 21 x21 907-2121 27700 14.50 37.00 49 PART LB/ SIZE NUMBER 100 (P) (L) I (J) 24x4 907-0244 16800 .00 21.75 25.0 24x6 907-0246 17700 1.00 23.25 27.0 FULL 24x8 907-0248 19500 3.001 24.62 31.0 & 24x10 907-2410 21500 5.00 27.00 35.0 REDUCING 2402 907-2412 23000 6.00 29.50 37.0 WYE 24x15 907-2415 26000 9.50 31.75 42.0 GxGxG 24x18 907-2418 30300 11.00 32.50 47.0 24x21 907-2421 36700 15.00 39.00 55.0 2424 907-2424 45000 14.00 45.00 53.0 (P) (L) / LL 8x4 967-0084 1075 .80 11.50 10.0 \ 8x6 967-0086 1350 .80 13,7d 10.0 ` 10x4 967-0104 1925 .75 1.37 12.2 10x6 967-0106 2300 1. 13.87 14.5 P 12x4 967-0124r26 -.25 17.60 12.2 12x6 967-01261.37 15.25 15.5 15x4 967-0154 -.50 15.50 14.5 15x6 967 01 .87 17.00 17.2 18x4 967 84 .00 18.00 18.5 18x6 -0186 .87 19.50 20.5 21x4 967-0214 -1.50 20.25 19.0 SDR26HWS xSCH40 21 967-0216 12100 -.50 21.75 21.0 WYE GxG 44 967-0244 16900 .00 22.25 25.0 246 967-0246 17800 1.00 23.75 27.0 (P) (L) (J) \, L 8x4' 977-0084 925 .80 8.49 10.0 t k. 8x6' 977-0086 1023 .80 9.72 10.0 10x4 977-0104 1875 .75 11.87 12.2 10x6 977-0106 2200 1.87 14.12 14.5 i P 12x4 977-0124 2575 -.25 18.12 12.2 x6 977-0126 3100 1.37 15.50 15.5 15x 977-0154 4175 -.50 16.00 14.5 15x6 77-0156 4700 .87 17.25 17.2 18x4 9 184 7750 -2.00 18.50 14.7 18x6 977-0 8400 -1.00 19.75 16.7 SDR26HWS 21 x4 977 0214 11350 -1.50 20.75 19.0 xSCH40 21x6 977-0216 N16800 -.50 22.00 21.0 WYE GxH 24x4 977-0244 .00 22.75 25.0 24x6 977-0246 17900 .00 24.00 27.0 OTES MOLDED FITTING. ALL OTHERSARE FABRICATED. 904 17 0 � Washington State �I/ Department of Transportation Request for Approval of Material Contract FA Number SR Date Earlington Sewer Replacement Phase 2 6/22/2012 Section County Contractor I Subcontractor Shoreline Construction Co. Buno Constrction For assistance in completing, see Instructions and Example For WSDOT Use Only RAM # 4 Bid Item No. Material or Manufacturer's Product/Type i HDPE Pipe SDR 17 8" & 12" Name and Location of Fabricator, Manufacturer or Pit Number Drisco Specification Reference PE Appr'I Code I Hdqtr. Appel Code File No. 7 & 8 i ProjeE a Date I State Materials Engineer Date Approval Action Codes for use by Project Engineer and State Materials Laboratory 1. onditionally Approved: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project. 2. Conditionally Approved Submit Mfg. Cert. of Compliance for'Approval' prior to use of material. 3. Conditionally Approved. Submit Catalog Cuts for'Approval' prior to use of material. 4. Conditionally ApprovedSubmit Shop Drawings for'Approval' prior to fabrication of material. 5. Conditionally Approved: Only'Approved for Shipment' or'WSDOT Inspected' materialshall be used 6. Conditionally Approved: Submit Materials Certificate of Origin to Project Engineer. 7. Approval Pending: Request Transmitted to State Materials Laboratory for Approval Action. 8, Source Approved: 9. Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld: 11. Remarks: Project Engineer Distribution State Materials Engineer Distribution ❑ Contractor ❑ Region Materials ❑ General File ❑ Signing Inspection ❑ Region Operations Engineer ❑ State Materials Lab ❑ Fabrication Inspection ❑ Other DOT Form 350-071 EF Revised 8104 s PERJURMANCEPIPE .f drizojr ca frtrron Ca.r.rar, fP DriscoPlex® 4600/4700 Pipe meets: DriscoPlee 4600/4700 Pipe for: ASTM F714 Sanitary, Treated, Storm Water Sewage AWWA C906 Pipelines requiring video inspection capability ASTM D3350 cell classification PE445574E 4600 Series Iron Pipe Size OD (IPS) 4" to 54" PE 3408/4710 4700 Series Ductile Iron Pipe Size OD (DIPS) 4" to 42" Solid Gray/Green Striping Available Outdoor Storage up to two (2) years Density gms / cm ASTM D1505 0.950 (Gray) Melt Index (MI), Condition 190°C / 2.16kg gms / 10 minutes ASTM D1238 0.08 Hydrostatic Design Basis 73°F (23°C) psi ASTM D2837 1600 psi Hydrostatic Design Basis 140°F (60°C) psi ASTM D2837 1000 psi Color: UV Stabilizer -- ASTM D3350 [E] Gray, UV Stabilized Flexural Modulus psi ASTM D790 >120,000 2% Secant — 16:1 span: depth. 0.5 in / min. Tensile Strength at Yield psi ASTM D638 Type IV >3500 Elongation at Break % ASTM D638 >800 2 in / min., Type IV Bar Elastic Modulus psi ASTM D638 >175,000 Hardness Shore D ASTM D2240 62 PENT hrs ASTM F1473 >500 Vicat Softening Temperature OF ASTM D1525 256 Brittleness Temperature OF ASTM D746 < -103 Thermal Expansion in / in / OF ASTM D696 1.0 x 10-4 1. These are typical values and do not represent specific manufacturing requirements. Values are Whep Performance Matters Rely on obtained from tests of specimens taken from compression molded plaques or piping products. �CJ���u >r The actual results may vary from these typical values. v Bulletin: PP102 / March 2012 © 2012 Chevron Phillips Chemical Company LP Performance Pipe, a division of Chevron Phillips Chemical Company LP 1 5085 W. Park Blvd I Suite 500 1 Plano, TX 75093 1 Phone: 800-527-0662 1 Fax: 972-599-7348 This data sheet provides typical properties for Performance Pipe piping products. Before using this product, the user is advised and cautioned to make their own determination and assessment of the safety and suitability of the product for the specific use in question and is further advised against relying on the information contained herein as it may relate to any specific use or application. It is the ultimate responsibility of the user to ensure that the product is suited and the information is application to the user's specific application. Chevron Phillips Chemical Company LP does not make, and expressly disclaims, all warranties, including warranties of merchantability or fitness for a particular purpose, regardless of whether oral or written, express or implied, allegedly arising from any usage of any trade or from any course of dealing in connection with the use of information contained herein or the product itself. The user expressly assumes all risk and liability, whether based in contract, tort or otherwise, in connection with the use of the information contained herein or the product itself. Further, information contained herein is given without reference to any intellectual property issues, as well as federal, state or local laws which may be encountered in the use thereof. Such questions should be investigated by the user. The data sheet may change periodically. Visit www.Performance Pipe.com for the most current data sheet Page 1 of 1 } PE 3403 Industrial Piping Systems, Plexco/Spirofite"' Pape Data and Pressure Ratings a r.... co/ o:.., ...vinl,*, n- -Irnlntafl in nrrnreinnre with PPI TR-71 R .. m 200: psi ,_,. . ...,. ._,.-t 160. psi ..: ( 1.30 psi '110 psr ; I�100'p. t 1 f'-- p OR 7 3r > .: .i � . ' DR 9 ;'. ", DR 11 }: ' r, '. DRk13 5 b.. �'.;:DR1155. ... F , ;< R'1 : . D 7 " ; pR:21 'DR 26 _ b,DR,325' - IPS` 0.0. SIZE MIN'WL (in) WEIGHT MIN. WL tin 1 WEIGHT MIN WL (in.l WEIGHT MIN WL lin.1 WEIGHT MIN 1NL (in,l WEIGHT MIN W n AVG. ID WEIGHT LB/FT MIN WLlin.l AVG:10 (in.) WEIGHT LB/FT MIN W AVG. ID (in) WEIGHT LB/FT MIN WL fina AVG. ID (In:) WEIGHT LB/FT IPS' PIPE SIZE PIPE SIZE (in.) AVG. ID, (in.) LB/FT AVG. ID (In.) L8/FT AVG. ID (in.) LB/FT AVG. ID (in.) LB/FT AVG.10 (in.) LBJFT (In.) 1 /4" 1.660 - 1. .31 - - - - - - - - - - - I 1 /4" . 1.900 - _1,533 .41 1 2" 2.375 1s 6 .91 1a .76 1.917 .64 3" 3.500 i. es 1.98 z 1.65 z,8 s 1.39 '25 1.15 3�021, 1.02 306 .93 - - - - - - 3" 3.27 2.74 2.30 3 79 1.90 3.885 1.67 3 99338 1.54 4.046 1.26 - - 4 4" 4.500 3.1�194 3.40 3.633 t5" 5.563 3.948 5.00 4.253 4.18 4.490 3.50 41 4,690 2.91 .� 4.802 2.57 �7 4.870 2.35 .ESA 5.001 1.93 .21A 5.109 1.58 - - t5" 00 o s 5.93 5¢a s 4.97 e s34 4.13 silo 3.64 ass 3.34 5 5 2.74 6.o 4 2.23 6i� 1.80 6" 6" 6.625 4� 7.09 s 7" 7.125 - - - _ - _ - a� 3.87 6. os 3.17 6.S 2.58 6.66 2.09 7" _ ""12 12.01 10.05 8.43 - 72 0 7.00 . 44 s 6.16 7.50 5.66 -454 4.64 7.9 i 3.79 8.06 3.05 8" 8" 8.625 6.10" sss s.ss isv 15.62 8 13.10 s.os 10.89 9 72 s 9.59 9.a o 8.80 asss 7.21 9.8745.87 10.048 4.75 10" 10.750 18.66 e.i1s 8` 11,747 26.25 sia6 21.97 3 18.43 bias 15.31 1i oos 13.47 1 so 12.36 11�463 10.14 90 114711 8.26 111�9119 6.67 12" 12" 12.750 11012 lssa 26.49 p 22.20 o2 18.44 1s 16.24 1�3 14.91 12�5786 12.22 1�9 9.96 1 86 8.05 14" 14" 14.000 31.64 18 1' 3, 1i 2.1s2 1 778 34.61 � 29.00 11 24.09 18z 21.21 1a Qs 19.46 15 15.97 1�6 13.02 1�7 10.51 16" 16" 16.000 11.353 41.34 12.231 12.915 13.488 52.31 43.79 36.69 30.48 1189 26.85 059 11s75s 24.65 1�3 20.19 16533 16.48 i 826 13.29 18" 18" 18.000 1z°5672 1U0 11 18a 191 289 54.05 45.30 37.64 1 33.13 117so7 30.42 17 sez 24.92 1 0 769 20.34 1 Sys 16.41 20" 20" 20.000 14 64.57 15 1"81' 16.8601 z aaa 65.41 2.000 54.82 as 45.56 118.es2 40.09 119.z57 36.81 11-04' 30.19 2�6 24.62 zo 5 19.87 22" 22" 22.000 - 16.819 17.760 1s _ 77.85 � 65.24 1> 54.22 2o.i18 47.72 141 21.007,. 43.82 21..5S77 35.92 22,oa3, 29.29 2�5 23.62 24" 24" 24.000 - 18.34s 19.374 20.231 t26" 26.000 _ - 2.889 19,875 91.35 2.364 20.988 76.58 1,926 21.917 63..63 ' 22.445 56.02 ?"'1 51.40 "238Z- 42.13 2 34.39 2" 27.74 t26" t28" 28.000 _ - _ - 22.60s 88.79 2� 73.76 z 64.94 2 054 8 59.62 z�5 48.86 z 39.89 2617173 32.20 t28" t30" 30.000 _ - _ - 24.21s 101.94 25'-"' 84.68 z 74.56 26� 68.45 26971 56.13 2� 45.78 2�3 36.92 t30" t32" 32.000 _ - _ - 2 115.99 2 96.35 2 84.88 2'82 77.86 2 63.83 2� 52.10 2 2 42.04 t32" t34" 34.000 _ _ - _ - 27.450 130.92 2 108.8519 0 .2� 95.83 2� 87.91 3os68 72.06 31 58.79 378 47.44 t34" t36" 36.000 - - - - 31�5 107.40 31510 98.56 32366 80.79 33 64 65.93 33,651 53.18 t36" Pressure Ratings are for water at 73"F. For other fluids and service temperatures ratings may affTer, ...... refer to Application Note NO. 6 Chemical and Environmental Considerations. f SUBJECT TO MINIMUM ORDER QUANTITIES, AND AVAILABILITY OF TOOLING. ® 1988 Chevron - Chemical Co. Rev. 10/91 Ate. � Washington State A Department of Transportation Request for Approval of Material Contract FA Number SR Date Earlington Sewer Replacement Phase 2 6/14/2012 Section - - - - — - - - - - - - ', County - - - - - Contractor Subcontractor Shoreline Construction Co. For WSDOT Use Only For assistance in completing, see Instructions and Example RAM # Bid Material or Itern No. Manufacturer's ProductrType Name and Location of Fabricator. Specification Manufacturer or Pit Number Reference PE Hdqtr. A r'I A r'I File Code Code No, 10 Precast MH 54" Granite 7-05 10 Coating Wasser 7-05.3 p Q !�J 10 Pre -Channel Granite 10 MH Gasket Trelleborg 7-05 i 10 Poly Step Lane 7-05 UQ 10 Poly Ladder Lane 7-05 p, l0 hor-N-Seal Boot NPC 7-05.3 Q Project n n r Date State Materials Engineer Date 10 /g f Approval Action Codes fo use by Project Engineer and State Materials Laboratory /,ditionally 1. Approved: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project. Z Conditionally Approved: Submit Mfg. Cert. of Compliance for 'Approval' prior to use of material. 3. Conditionally Approved: Submit Catalog Cuts for 'Approval' prior to use of material. 4. Conditionally Approved: Submit Shop Drawings for 'Approval' prior to fabrication of material 5 Conditionally Approved: Only 'Approved for Shipment' or ' WSDOT Inspected' materiaMall be used. 6. Conditionally Approved: Submit Materials Certificate of Origin to Project Engineer. 7. Approval Pending: Request Transmitted to State Materials Laboratory for Approval Action. 8 Source Approved: 9. Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld: 11. Remarks: Project Engineer Distribution ❑ Contractor ❑ Region Operations Engineer State Materials Engineer Distribution ❑ Region Materials ❑ General File ❑ Signing Inspection ❑ State Materials Lab ❑ Fabrication Inspection ❑ Other DOT Form 350-071 EF Revised 8/04 �r_nonnrr UDMIET-AOUOHM a TOPAMMUIE OPAT. i1h1v At Standard Manhole, CO-tr-h-.,.4 aim U loand* Trenr-h Eartift As a NPCA certified plant, we certifymanufactured by Granite that manu Precasting & Concrete, Inc. comply with-1 following anO-,are of dd stic origin:' mp me. 1) Manholes and catch -basins , ,.are constructed l.i,ii,-'atco'rd;4hce witl`WSTM C-478. /" ` 2' 2) Vaults are constructed ni accordance withASTM C-858 and ASTM C-913. 3) Precast trenchel­&,are constructed in accordance with ASTM C-858., 4) Structural,dps'ign loading adin' per ASTM Qt,951 and ASTM C-890. " g 5) All concreidminim"'ib"4000 P.S.I. 6) AAggregateand sand- supplied from Washington State Pit F-197 or;"F,.475., 7) All rebarconforms to ASTM A-6151: 8) WeYd'e"d wire fabric conforms,WASTM A-497. 9) Rdbb er gaskets meet ASTMIC.443. All materials ,manufactured by'-G ranite Precasting & Concrete, Inc. conform,to W8DOT specifications. Additio'nally,--Granite Precasting & Concrete, Inc. is,ari approved WSDNITsupplier of man-h 6168, catch basins, short span bridges, trafficfic b a-r"ri eir and t r afflicE" c'urbs. Sincerely, Mark Salisbury President A t— Meets or Exceeds WSDOT Std Plan B-15.20-00 54" Manhole Manholes Constructed in Accordance with ASTM C 478 Rubber Gasket Conforms to ASTM C-443 Polypropylene MH Steps Conform to ASTM C-478 A Rubber Gasket TOP SLAB 8„ 64" PLAN VIEW I '� 1 221, BASE SLAB �--34„�I Grade d 6", 12" Grade Ring 2' Eccentric Cone 1'to 6' 2% 3', 4', 5' © 2011 Granite Precasting & Concrete, Inc. JOINT DETAIL WEIGHTS: CONE: 2' - 1,840 Ibs TOP SLAB: 8" - 1,940 Ibs RISER: 1' - 960 Ibs 2' - 1,900 Ibs 3' - 2,900 Ibs 4'- 3,800 Ibs 5' - 4,700 Ibs 6' - 5,800 Ibs BASE: 2' - 4,060 Ibs 3' - 4,960 Ibs 4' - 5,860 Ibs 5' - 6,760 Ibs BASE SLAB: 8" - 2,560 Ibs CONCRETE: Fc= 4,000 psi @ 28 Days REINFORCING STEEL: Welded Wire Fabric: ASTM A497 Rebar: ASTM A615 Grade 60 Top Slab: 0.40 Sq in./ft e.w. min. Riser: 0.19 Sq in./lin It min. Base Slab: 0.19 Sq in./ft e.w. min. PIPE PENETRATIONS: Maximum Hole Size: 42" Minimum Distance Hole to Hole: 8" Holes Cored to Plan Specifications Kor-N-Seal Connectors Available Standard Knockouts Available GRANITE PRECASTING TM 4116 BAKERVIEW SPUR • BEWNGHAM, WA 98226 • (360) 671-2251 1-800-808-2251 FAX: (360) 671-0780 r rv4hl"eld -a 14, - c Product Description Revision Date043004 MC-Aroshield is an aromatic, gloss -finish, moisture -cure urethane topcoat. The aromatic urethane properties of this coating offer excellent resistance to abrasion and demonstrate outstanding barrier performance in harsh exposures. This topcoat is ideal for application to various substrate types in non -UV, interior environments. Area of Use Substrates Possible Uses Over properly prepared: Structural Steel Food Processing Ferrous Metal Concrete Floors Work Boats Galvanized Metal Concrete Block Material Handling Equipment Refineries Aluminum/Non-Ferrous Metal Pulp and Paper Mills Marine/Port Facilities Previously Existing Coatings Chemical Processing Facilities Offshore Platforms Pipes Hydropower Facilities Water and Wastewater Treatment Facilities Ready Reference Information Resin Type: Pigment Type Sheen: Colors: 'rolume Solids Aromatic Urethane Coloring Gloss White 62.0% t 2.0 . OC: <2.8 lb/gal (340 g/1) (Volatile Organic Content) Drying Times and Temperatures Theoretical Coverage: @1 mil DFT: 994 ft2/gal (@ 25 pm DFT: 24.4 m2/1) Recommended Film Thickness Wet: 2.4 - 3.2 mils (61 - 81 microns) Dry: 1.5 - 2.0 mils (38 - 51 microns) Recommended Coverage per coat: 497 ft2lg�al at 2.0 mils DFT - 663 ft2/gal at 1.5 mils DFT (12.2 m /1 at 51 microns DFT - 16.2 m2/1 at 38 microns DFT) Thinning: MC -Thinner, MC -Thinner 100, MC -Thinner XMT Clean up: MC -Thinner, MC -Thinner 100, MC -Thinner XMT 'At 50°. Humidity 500 F/10° C 750 F/24° C without PURQuie with PURQuikf' without PURQuiko with PURQuie Tack Free 1 hr 30 min -- Recoat Minimum' 10 hrs 1 hr 8 hrs 30 min Full Cure 10 days 7 days 7 days 5 days Refer to Wasser's PURQuie Accelerator Product Data for additional information 'Humidity, temperature and coating thickness will affect recoal and curing times I. Abrade after 72 hours and apply to a clean surface Product Features Single Component Moisiure Cure Urethane Low VOC No Mixing Errors, Aromatic Urethane Performance No Pot Life Versatile gloss topcoat for various substrates 950 F/35° C without PURQuik° with PURQ.1k' 20 min 6 hrs 20 min 5 days 4 days No Dew Point Resiriciions (Substrate must be visibly dry) Can be applied in below freezing temperatures (no ice or frost) Easy to apply by brush, roller or spray methods Can be applied at 99% humidity Compatible with PURQuiko Accelerator for faster recoat and cure times. tlifasser High -Tech Coatings, Inc. a www.wasserceatings,caofn • 800-627-2968 Recommended Systems Interior Surfaces Ferrous Metals: 151 Coat: MC -Zinc 3.0-5.0 mils DFT Or MC-Miozinc 2nd Coat: MC-Ferrox B 3.0-5.0 mils DFT 3td Coat: MC-Aroshield 1.5-2.0 mils DFT Optional Clear Coat 4'" Coat: MC-Aroclear 1.5-2.0 mils DFT Total System DFT: 9.0-14.0 mils DFT 15' Coat: MC -Zinc 3.0-5.0 mils DFT Or MC-Miozinc 2nd Coat: MC-CR 3.0-4.0 mils DFT 3'd Coat: MC-Aroshield 1.5-2.0 mils DFT Optional Clear Coat 4d' Coat: MC-Aroclear 1.5-2.0 mils DFT Total System DFT: 9.0-13.0 mils DFT Aluminum/Non-Ferrous Metals/ Galvanized Metal: 161 Coat: MC-Aroshield 1.5.2.0 mils DFT 2nd Coat: MC-Aroshield 1.5-2.0 mils DFT Total System DFT: 3.0-4.0 mils DFT 151 Coat: MC-Ferrox B 3.0-5.0 mils DFT 2nd Coat: MC-Aroshield 1.5-2.0 mils DFT Total System DFT: 4.5-7.0 mils DFT Concrete: 151 Coat: MC-CR 3.0-4.0 mils DFT 2nd Coat: MC-Aroshield 1.5-2.0 mils DFT 3`d Coat: MC-Aroclear 1.5-2.0 mils DFT Total System DFT: 6.0-8.0 mils DFT 151 Coal: MC-Aroshield 1.5-2.0 mils DFT 2nd Coat: MC-Aroshield 1.5-2.0 mils DFT Total System DFT: 3.0-4.0 mils DFT 151 Coat: MC-Aroshield 1.5-2.0 mils DFT 2nd Coat MC-Aroshield 1.5-2.0 mils DFT 3`d Coat: MC-Aroclear 1.5-2.0 mils DFT Total System DFT: 4.5-6.0 mils DFT 1. Prime coat for concrete may be reduced up to 25% to facilitate coating penetration. Subsequent coating applications may be reduced as necessary up to 10%. Thin in accordance with local and federal regulations. Note: Use over recommended primers or intermediates for ferrous metal. Not recommended for direct to ferrous metal applications. Not recommended for UV exposure 'Other Systems are available and appropriate. Contact your Wasser Representative for any questions. Performance Testing Data Dry Heat Resistance: Continuous: 250°F (125°C) "Contact Wasser High -Tech Coatings for detailed testing of this product Compatible Coatings Primer: MC-Prepbond MC-Prepbond 200 MC -Zinc MC -Zinc 200 MC-Miozinc MC-Miozinc 200 Intermediates: MC-Ferrox B MC-Ferrox B 200 MC-Miomastic MC-Miomastic 200 MC-CR MC-CR 200 Clear Finish Topcoats: MC-Aroclear (Interior) Coating Accelerator: PURQuiko Coating Accelerator • M O I S T U R E- C U R E U R E T H A N E e Revision Date 043004 Surface Preparation Application Information Ferrous Metal Apply to clean, dry, Wasser recommended primers. Refer to the primer Product Data for additional information. Aluminum/Galvanized/Non-Ferrous Metals Prepare surfaces using SSPC-SP1 Solvent Cleaning and SSPC-SP12/NACE No. 5 Low Pressure Water Cleaning methods to remove surface contamination. Supplement weathered galvanized surface preparation with SSPC-SP2 and 3 Hand and Power Tool Cleaning to remove excessive corrosion and impart surface profile on bare metal. Supplement.new galvanized surface cleaning with mechanical abrasion to impart surface profile and support mechanical adhesion. Concrete/Concrete Block The surface must be dry, free of surface contaminants, and in sound condition. Grease, and oil should be removed by ASTM D4258-83 (Reapproved 1999) and release agents should be removed by ASTM D4259 - 88 (Reapproved 1999). Refer to SSPC-SP13/NACE No 6 mechanical or chemical surface preparation methods for preparing concrete to suitable cleanliness for intended service. Surface preparation methods should impart sufficient surface profile for mechanical adhesion to occur. Ensure surface is thoroughly rinsed and dry prior to coating application. Allow a minimum 7 - 14 days cure time for new concrete prior to preparation and application. Previously Existing Coatings Prepare surfaces using SSPC-SP12/NACE No. 5 Low Pressure Water Cleaning methods to remove surface contamination. Supplement SSPC-SP 12 LPWC with SSPC- SP1 Solvent Cleaning and SSPC-SP2 and 3 Hand and Power Tool clean areas of corrosion and loose or flaking paint (feather edges of sound, existing paint back to a firm edge). Spot prime clean, bare metal with Wasser recommended primer. Sand glossy surfaces to provide profile. Apply a test sample to a small area to determine coating compatibility. Good Practices MC-Aroshield is designed for application to a variety of substrates and tightly adhering, previously existing coatings. Apply a test sample to a small area to determine coating adhesion and/or compatibility. Spot prime any areas cleaned to bare metal with a Wasser recommended primer. The surface to be coated must be dry, clean, dull, and free from dirt, grease, oil, rust, mill scale, salts or any other surface contaminants that interfere with adhesion. Ensure welds, repair areas, joints, and surface defects exposed by surface preparation are properly cleaned and treated prior to coating application. Consult the referenced standards, SSPC-PA1 and your Wasser Representative for additional information or recommendations. �1 ER MC-Aroshield can be applied by brush, roll, airless spray and conventional spray methods. Follow proper mixing instructions before applying. Mixing: Material temperature must be 5' F above the dew point before opening and agitating. Power mix thoroughly prior to application. Do not keep under constant agitation. Apply a 3-6 oz solvent float over material to prevent moisture intrusion and cover pail. Brush/Roller: Brush: Natural Fiber Roller: Natural or synthetic fiber cover Nap: %" to %" Core: Phenolic Reduction: Typically not required. If necessary, reduce with MC -Thinner 100. Airless Spray: Pump Ratio: 28-40:1 Pressure: 2100-2800 psi Hose: %" to %" Tip Size: .007-.013 Filter Size: 60 mesh (250 µm) Reduction: Typically not required. If necessary, reduce with MC -Thinner or MC -Thinner 100. Conventional Spray: (DeVilbis MBC, JGA or equivalent) Fluid Nozzle: E Fluid Tip Air Cap: 704 or 765 Atomizing Air. 45-75 lbs. Fluid Pressure: 15-20 lbs. Hose: '/2" ID; 50' Max Reduction: Typically not required. If necessary, reduce with MC -Thinner or MC -Thinner 100. Reducer: MC -Thinner, MC -Thinner 100, (if VOC regulations restrict thinning, use MC -Thinner XMT). Reduction is typically not required. If necessary, thin up to 10% with recommended thinner. Thin in accordance with local and federal regulatory standards. Clean up: MC -Thinner, MC -Thinner 100. If Wasser thinners are not available, use MEK, MIBK, Xylene, a 50:50 blend of Xylene and MEK or MIBK, or acetone for clean up only. Do not add unauthorized solvents to a Wasser coating. Application Conditions: Temperature: 20'-100- F (-8'-38-C) This temperature range should be achieved for ambient, surface and material temperature. Substrate must be visibly dry. MC -Thinner 100 is recommended for spray application in temperatures above 90'F. Relative Humidity: 6%-99% Coating Accelerator: PURQuik'a Accelerator. See Wasser's PURQuikv Accelerator Product Data for information. Storage: Store off the ground in a dry, protected area in temperature between 40-100'F (4-38'C). MCU containers must be kept sealed when not in use. Use a solvent float to reseal partial containers. Revision Dale 04304 ENGINEERING ' 'PERFORMANCE WY P�➢ i _ Certifications and Qualifications Revision Date 043004 VOC Compliant (National Standards - Industrial Maintenance Coating, and Concrete Protective Coaling) Qualified for use in USDA and FDA inspected facilities Ordering Information Product Numbers: Package Size: W25.7 White 1 gallon and 5 gallon pails Shelf Life: 12 months from date of shipment when stored unopened at 75'F (24°C) Safety Precautions Shipping Information Flash Point: Weight/gallon DOT HAZARD CLASS DOT PACKAGING GROUP DOT LABEL DOT SHIPPING NAME DOT PLACARD UN/NA NUMBER 80°F(26.6°C) 11.0 ± 1.0 tbs (1.32 ± .12 kg/1) 3 FLAMMABLE LIQUID PAINT FLAMMABLE LIQUID 1263 DANGER! VAPOR AND SPRAY MIST HARMFUL. OVEREXPOSURE MAY CAUSE LUNG DAMAGE. MAY CAUSE ALLERGIC SKIN AND RESPIRATORY REACTION, EFFECTS MAY BE PERMANENT, MAY AFFECT THE BRAIN OR NERVOUS SYSTEM CAUSING DIZZINESS HEADACHE OR NAUSEA. CAUSES EYE, SKIN, NOSE AND THROAT IRRITATION. FLAMMABLE LIQUID AND VAPOR. CONTAINS: Toluene, Xylene, Ethylbenzene, Methyl-n-Amyl Ketone, Modified MDI NOTICE: Reports have associated repeated and prolonged occupational over -exposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling contents may be harmful or fatal. INDIVIDUALS WITH LUNG OR BREATHING PROBLEMS OR PRIOR REACTION TO ISOCYANATES MUST NOT BE EXPOSED TO VAPOR OR SPRAY MIST. Use Only With Adequate Ventilation. Do not breathe dust, vapors or spray mist. Ensure fresh air entry during application and drying. If you experience eye watering, headache or dizziness or if air monitoring demonstrates vapor/mist levels are above applicable limits, wear an appropriate, properly fitted respirator (NIOSH approved) during and after application. Follow respirator manufacturer's directions for respirator use. Do not get in eyes, on skin or on clothing. Wash thoroughly after handling Keep away from heat, sparks and flame. Vapor may cause flash fire. KEEP OUT OF REACH OF CHILDREN FIRST AID: If affected by inhalation of vapor or spray mist, remove to fresh air. If breathing difficulty persists or occurs later, consult a physician and have label information available. In case of eye contact, flush immediately with plenty of water for at least 15 minutes and get medical attention; for skin, wash thoroughly with soap and water. If swallowed, get medical attention immediately. II swallowed, do not induce vomiting. Get medical attention immediately. Wash clothing before reuse. Thoroughly clean or destroy contaminated shoes. Keep container closed when not in use. If spilled, contain spilled material and remove with inert absorbent. Dispose of contaminated absorbent, container and unused contents in accordance with local, state and federal regulations. WARNING: This product contains a chemical known to the state of California to cause cancer and birth defects, or other reproductive harm. - Obtain and Read the Material Safety Data Sheet Before Using. INTENDED FOR PROFESSIONAL USE ONLY. W25.7 Note: Ingredients and VOUVOS may vary for products with catalysts, tint bases, and other colors Wasser High -Tech Coatings' liability on any claim of any kind, including claims based upon Wasser High -Tech Coatings' negligence or strict liability, for any loss or damage arising out of, connected with or resulting from the use of the products, shall in no case exceed the purchase price allowable for the products or part thereof that give rise to the claim. In no event shall Wasser High -Tech Coatings be liable for consequential or incidental damages. Published Product Data Sheets are subject to change without notice. Contact your Wasser Representative for current Product Data Sheets. Wasser High -Tech Coatings, Inc. a www.wassercaatings.corre a 800427-2968 Material Safety Data Sheet Date Originated: 7/28/2004 Page: 1 pA HCS Risk Phrases Protective Clolhin HCS CLASS: Very toxic. ' ti HCS CLASS: Irritating substance. HCS CLASS: Sensitizing substance. ~ HCS CLASS: Target organ effects. HCS CLASS: Flammable liquid having a flash point lower than 37.8°C (100°17). Section 1. Chemical Product and Company Identification Product Name Synonym Aroshield 2.8 White W25.7 Manufacturer Chemical Family WASSER CORPORATION Not applicable. (Pain[) 1004, West James St., Suite 100 Kent, WA USA 98032 Tel: 1-800-627-2968 In case of Emergency EMERGENCY PHONE NUMBERS: USA and Canada: 1-800 424-9300 International: 1-703 527-3887 Section 2. Composition and Information on Ingredients �I Name CAS i# % by TLV/PEL Lc"135o Weight TDI Prepolymer Proprietary 10-30 Not available. Not available. Xylenes 1330-20-7 10-30 TWA: 100 STEL: 150 (ppm) DERMAL (LD50): Acute: from OSHA (PEL) 2000 mg/kg [Rabbit]. VAPOR (LC50): Acute: 6700 ppm 4 hour(s) [Rat]. Modified MDI Not disclosed 5-10 Not available. Not available. Isocyanic acid, polymethylene 9016.87-9 1-5 TWA: 6.005 CEIL: 0.02 DERMAL (LD50): Acute: polyphenylene ester (ppm) from ACGIH (TLV) 6000 mg/kg [Rabbit]. VAPOR (LC50): Acute: 103 ppm 4 hour(s) [Rat]. Methyl n-amyl ketone 110-43-0 1-5 TWA: 50 (ppm) from DERMAL (LD50): Acute: ACGIH (TLV) 12600 mg/kg (Rabbit). TWA: 100 (ppm) from VAPOR (LC50): Acute: 3000 OSHA (PEL) ppm 4 hour(s) [Rat]. Toluene diisocyanate - mixture (TDI) 26471-62-5 0.2 TWA: 0.005 CEIL: 0.02 DERMAL (LD50): Acute: (ppm) from OSHA (PEL) 10000 mg/kg [Rabbit]. and VAPOR (LC50): Acute: 1.5 ACGIH (TLV) ppm 4 hour(s) [Rat]. Material Safety Data Sheet Product Name; Aroshield 2.8 White Page: 2 !I Section 3. Hazards Identification II Routes of Entry: Inhalation. Skin contact (absorption). Eye contact. Ingestion. Potential Acute Health Effects Eyes: Liquid or spray mist may irritate eyes. Over -exposure may cause severe irritation. Inflammation of the eye is characterized by redness, watering, and itching. Skin: This product may irritate skin upon contact. Harmful if absorbed through the skin. May cause skin sensitization. Skin Inflammation is characterized by itching, scaling, reddening, or, occasionally, blistering. Ingestion: Dangerous in case of ingestion. Irritation or chemical bums of the mouth, pharynx, esophagus and stomach can develop following ingestion of this product. May cause headaches, weakness, nausea, vomiting and diarrhea. Even small amounts of liquid aspirated into lungs during ingestion or from vomiting may cause mild to severe pulmonary injury and possibly death. Inhalation: Harmful if inhaled (irritant, sensitizer). Over -exposure by inhalation of the vapors/spray mist may produce severe irritation of respiratory tract, characterized by coughing, choking, or shortness of breath. May cause nausea, headaches and dizziness. May cause lung sensitization by inhalation. Massive exposure can cause unconciousness or death. Potential Chronic Health Effects Eyes: Repeated or prolonged contact with spray mist may produce chronic eye irritation. Skin: Repeated skin exposure can produce local skin destruction, or dermatitis, possibly sensitization. Ingestion: May be fatal if swallowed. Inhalation: Repeated or prolonged inhalation of vapors/spray mist may lead to chronic respiratory irritation. May cause sensitization by inhalation. Other chronic effects on Sensitive individuals may develop eczema and/or asthma on inhalation of this material. However, in light of Humans good industrial hygiene, exposure to any chemical should be kept to a minimum. I� Section 4. First Aid Measures Eye Contact Check for and remove any contact lenses. IMMEDIATELY flush eyes with running water for at least 15 minutes, keeping eyelids open. DO NOT use an eye ointment. Seek medical attention. Sldn Contact Wash gently and thoroughly the contaminated skin with running water and non-abrasive soap. Rinse with plenty of running water (15-30 minutes). If irritation persists, seek medical attention. Hazardous Skin Contact If the product gets onto the clothed portion of the body, remove the contaminated clothes as quickly as possible, protecting your own hands and body. Place the person under shower. Wash gently and thoroughly the contaminated skin with running water and non-abrasive soap. Be particularly careful to clean folds. crevices, creases and groin. Rinse with plenty of running water (15-30 minutes). Seek medical attention. Wash contaminated clothing before reusing. Inhalation Allow the person to rest in a well ventilated area. Loosen tight clothing around the person's neck and waist. If symptoms persist, seek medical advice immediately (show the label when possible). Hazardous Inhalation Evacuate the person to a safe area as soon as possible. Loosen tight clothing around the person's neck and waist. If the person is not breathing, administer mouth-to-mouth resuscitation. Warning: It may be dangerous to the person providing aid to. give mouth-to-mouth resuscitation if the inhaled material is toxic; infectious or corrosive. Oxygen may be administered if breathing is difficult. Seek medical attention. Ingestion DO NOT induce vomiting. Have conscious person drink several glasses of water or milk. Seek immediate medical attention. Hazardous Ingestion DO NOT induce vomiting. Have conscious person drink several glasses of water or milk. Never give an unconscious person anything to ingest. Even small amounts of liquid aspirated into lungs during ingestion or from vomiting may cause mild to severe pulmonary injury and possibly death. If breathing is difficult, administer oxygen. If the person is not breathing, administer mouth-to-mouth resuscitation. WARNING: It may be dangerous to the person providing aid to give mouth-to-mouth resuscitation when the material is toxic, infectious or corrosive. Avoid mouth-to-mouth contact by using mouth guards or shields. Seek immediate medical attention. Material Safety Data Sheet Product Name: Aroshield 2.8 White Page: 3 Section 5. Fire and Explosion Data Flammability of the Product Flammable. Auto -Ignition Temperature The lowest known value is 393°C (739.4'F) (Methyl n-amyl ketone). Flash Points The lowest known value is CLOSED CUP: 24"C (75.2°F). (Tagliabue.). OPEN CUP: 37.8°C (100°F). (Cleveland). (Xylenes) Flammable Limits The greatest known range is LOWER: 1.1% UPPER: 7.9% (Methyl n-amyl ketone) Products of Combustion Carbon oxides (CO, CO2), and other toxic compounds (nitrogen oxides, isocyanate vapors and traces of hydrogen cyanide). Fire Hazards in Presence or Flammable in presence of open flames and sparks. Various Substances Explosion Hazards in Risks of explosion of the product in presence of mechanical impact: Not available. Presence of Various Risks of explosion of the product in presence of static discharge: Yes. Substances Fire Fighting Media Flammable liquid, insoluble in water. and Instructions SMALL FIRE: Use DRY chemicals, CO2, soda ash or lime. LARGE FIRE: Use water spray or fog. Never direct a water jet in the container in order to prevent any splashing of the product which could cause spreading of the fire. Cool the containers with water spray or fog in order to prevent pressure build-up, auloignilion or explosion. Firefighters should be equipped with self- contained breathing apparatus to protect against toxic and irritating fumes. During a fire, isocyanate vapors and other irritating, highly toxic gases may be generated by thermal decomposition or combustion. Special Remarks on Vapor may travel considerable distance to source of ignition and (lash back. When heated to decomposition it Fire Hazards emits highly toxic fumes. :ecial Remarks on Container explosion may occur under fire conditions or when heated (due to pressure build-up). Vapor forms t.xplosion Hazards explosive mixture with air between upper and lower flammable limits. Health Flammability Reactivity Special Hazard Section 6. Accidental Release Measures Small Spill Absorb with an inert material and place in an appropriate waste disposal container. Treat with a neutralizing solution (5% ammonia water, or 5-10 % sodium carbonate in water). Wear suitable protective clothing and respirator. Large Spilt Poisonous flammable liquid, insoluble or very slightly soluble in water. Ventilate. Eliminate all sources of Ignition. Wear suitable protective clothing, gloves and eye/face protection. A self-contained breathing apparatus should be used to avoid inhalation of the product. Warn personnel to move away. Stop leak if without risk. DO NOT touch spilled material. Prevent entry into sewers, basements or confined areas; dike if needed. Cover with WET earth, sand or other non-combustible material, or with DRY absorbent wetted with a neutralizing solution (5% ammonia water, or 5-100% sodium carbonate in water). After 15 minutes transfer it to waste container, or put in open drums - fill the drums half way. Do not seat - evolution of CO2 can cause pressure build-up. Keep drums (not sealed) outside, or in safe ventilated area for a few days. After clean-up monitor the vapors concentration. Use the neutralizing solution to decontaminate the surface and the tools. The spilled material, clean-up residues, and spent decontamination solution are hazardous wastes. Call for assistance on disposal. Material Safety Data Sheet Product Name: Aroshield 2.8 White Page: 4 11 Section 7. Handling and Storage Precautions Keep locked up and out of reach of children. Manipulate in a well ventilated area. In case of insufficient ventilation, wear suitable respiratory equipment. Do not breathe gasitumeslvaportspray. Avoid contact with skin and eyes. Contact tenses should not be worn. Keep away from foodstuff, drinks and tobacco. Eating, drinking and smoking should be prohibited in area where this material is handled, stored and processed. Workers should wash hands and (ace before easing, drinking and smoking. Ensure that eyewash station and safety shower are proximal to the work-slalion location. In case of accident or it you feel unwell, seek medical advice immediately (show the label when possible). Individuals with respiratory problems (asthma, chronic b(onchifis), or allergic to Isocyanates or solvents, should avoid any contact with this product. ATTENTION: Isocyanale vapors cannot be smelled until concentrations are well above the safe exposure limill Ground all equipment containing material (during handling, mining and spraying). Storage Keep away from heat. Keep away from sources of ignition. Keep container tightly closed and in a well - ventilated place. Contains moisture sensitive material; store in a dry place. Keep away from incompatibles. Section 8. Exposure Controls/Personal Protection Engineering Controls Provide exhaust ventilation or other engineering controls to keep the airborne concentrations of vapors below their respective threshold limit value. Ensure that eyewash station and safety shower are proximal to the work•slation location. Do air monitoring if possible. Personal Protection During mixing, handling and application: Splash goggles. Full protective clothing. Gloves (impervious). Suitable respiratory equipment. When air concentrations are not known (or above the TLV), an air -supplied respirator or SCBA (self-contained breathing apparatus) is required. Refer to OSHA Respiratory Protection Standard (29 CFR 1910.134). When welding, refer to OSHA Standard (29 CFR 1926.354): Welding. Cutting and Healing In Way of Preservative Coatings. ATTN: Air -purifying (cartridge type) respirators are not approved for protection against isocyanates due to their low warning properties. Personal Protection in Case of Splash goggles. Full suit. Boots. Gloves (impervious). Self-contained breathing apparatus (for above TLV, or a Large Spilt unknown vapor concentrations), must be used to avoid inhalation of the product. :tysical state and Liquid. Section 9. and Chemical Properties I Odor Aromatic. Molecular Weight Not applicable. 1 Taste Not available. pH (I % solnhvater) Not applicable. Color White. Boiling Point The lowest known value is 138.5'C Odor Threshold ATTENTION: ISOCYANATE VAPORS CANNOT (281.3'F) (Xylenes). Weighted average: BE SMELLED UNTIL CONCENTRATIONS ARE 155 43°C (311 8°F) WELL ABOVE THE SAFE EXPOSURE LIMITI Melting Point May slarttosolidity at-10'C(14'F)based ondata Evaporation rate 0.72 (Xylenes).compared to Butyl for: Isocyanic acid, polymethylene polyphenylene acetate. ester. Weighted average: •19.59'C (-3.3'F) Critical Temperature Not available. Viscosity Not available. Specific Gravity 1.31 (Water = 1) Water/Oil Dist. Coeff. 0 Vapor Pressure The highest known value is 6.72 mm of Hg.(Q tonicity (in Water) Not available. 20'C) (Xylenes). Weighted average: 6.25 mm of Hg (Q 20-C) Vapor Density The highest knmvn value Is 3.94 (Air = 1) (Methyl Dispersion Properties is not dispersed in water. n-amyl ketone). Weighted average: 3.72 (Air = 1) Volatility 1_ Stability instability Temperature •nditions of Instability 38% (v/v). 26% (w/W). Solubility Insoluble in water. Section 10. Stability and Reactivity Data The product Is stable. Not available. Not available. Incompatibility Aitb various Incompatible with water, strong oxidizing agents, amines, strong bases, strong acids, alcohols. Absorbs substances moisture from the air. Reacts slowly with water to liberate CO2 gas. Corrosivity Not considered to be corrosive for glass and metals according to our data base. S:xcin! Rectarks on t*,Ic additional remarks, Material Safety Data Sheet Product Name: Aroshield 2.8 White Page: 5 ilSection 11. Toxicological Information Routes of Entry Inhalation. Skin contact (absorption). Eye contact. Ingestion. Toxicity to Animals See: Section 2 Chronic Effects on Humans Sensitive individuals may develop eczema and/or asthma on inhalation of this material. However, in light of good industrial hygiene, exposure to any chemical should be kept to a minimum. Other Toxic Effects on See: Section 3 Humans Special Remarks on Embryofelotoxic in animal studies. (Xylene) IARC Cancer Review: Group 2B - Animal Sufficient Evidence. Toxicity to Animals Human Inadequate Evidence. (Toluene diisocyanate - mixture (TDI)) Special Remarks on isocyanates are not known to cause cancer in humans, but may cause skin and respiratory sensitization in Chronic Effects on Humans humans. Sensitive individuals may develop eczema and/or asthma on inhalation of this material. Exposure may cause asthma, dermatitis and pulmonary oedema; effects may be delayed. Reports have associated repeated and prolonged occupational exposure to solvents with permanent brain and nervous system damage, and other systemic effects. Intentional misuse by deliberately concentrating and inhaling vapors may be harmful or fatal. Special Remarks on other Exposure can cause nausea, headache and vomiting. Over -exposure can cause lung irritation, chest pain and Toxic Effects on Humans oedema which may be fatal. Sensitizer - skin and inhalation. Section 12. Ecological Information Ecotoxicity Not available. •►D5 and COD Not available. Products of Biodegradation Not available. Toxicity of the Products Not available. of Biodegradation Special Remarks on the No additional remarks. Products of Biodegradation 11 Section 13. Disposal Considerations 11 Waste Disposal In accordance with municipal, state, and federal regulations. Consult your local or regional authorities. Empty containers must be handled with care due to product residue. Do not heat or cut empty containers with electric or gas torch. Section 14. Transport Information DOT Classification DOT CLASS 3: Flammable liquid with a flash point lower than 37.8"C (100"F). PG: III DOT Identification PIN: UN1263 - Paint. number Special Provisions for Transport DOT (Pictograms) No specific remarks. Material Safety Data Sheet Product Name: Aroshield 2.8 White Page: 6 Section 15. Other Regulatory information and Pictograms Other Regulations OSHA: Hazardous by definition of Hazard Communication Standard (29 CFR 1910.1200). TSCA (Toxic Substance Control Act): All components of this product are listed on the TSCA Inventory. Other Classifications NVHMiS (Canada) DSCL (EEC) Hazardous Material Health Hazard 3, National Fire Protection Fire Hazard Information System i Fire Hazard i 3 •, Association (U.S.A.) , (U.S.A.) Reactivity Health ^ Reactivity Personal Protection j i Specific hazard WHMIS (Canada) (Pictograms) DSCL (Europe) (Pictograms) TDG (Canada) (Pictograms) ..i)R (Europe) (Pictograms) Protective Clothing (Pictograms) J Section 16. Other Information References Manufacturer's MSDS, RTESC, NIOSH, CCOHS. Hazardous Chemicals Desk Reference, R.J. Lewis, Sr. 2nd ed. 1991 Van Nostrand Reinhold. Hawley, G.G.. The Condensed Chemical Dictionary, 12th ed., New York N.Y., Van Nostrand Reinhold 1987 Other Special Medical supervision of all employees who come in contact with this product is recommended (pre -employment and Considerations periodic medical examination). Individuals with respiratory problems (asthma, chronic bronchitis), or allergic to isocyanates or solvents should avoid any contact with this product Validated by Heidi Brown on 7/1/2004. Verified by Heidi Brown. Printed 7/28/2004. EMERGENCY PHONE NUMBERS: USA and Canada: 1-800 424-9300 International: 1-703 527-3887 Notice to Reader To the best of our knowledge, the informmtiou contained herein is accurate. However, neither the above warned supplier nor anh of ils subsidiaries •:nes any liability whatsoever for the accuracy or completeness of the information contained herein. Final determination of suitability of any ,rial is the sole responsibility of the user. All materials may present unknorvrr ha;urds and should be used with caution. Although certain hazards are described herein, we cannot guarantee that these are the only hazards that exist. r S aa f 1,p�`i: a,�.. __}i jam. 1" RADIUS SHELF AT PIPE CROWN 6-12" DIA. CHANNEL AS REQ. 1/2" PER I'SLOPE 2' 3' °' , Base v V. a� v• , ;•;v v v • v v a Ov a •v v a v' v 6'. 48" OR 54" SECTION VIEW (6"-12" DIAMETER PIPE) SHELF AT 3/4 1" RADIUS PIPE CROWN CHANNELS OVER 12" AS REQ. '-1/2" PER I'SLOPE _ v v- 2' 3' ° Base �0 48" OR 54" SECTION VIEW (OVER 12" DIAMETER PIPE) NOTE: Recess for Pick Holes to be Field Grouted By Others CONCRETE FOR CHANNEL: Fc= 4,000 psi @ 28 Days o PRECASTING & GRANITE CONCRETE INC.: 5 4116 BAKEWEW SPUR • BELLINGHAM, WA 98226 • (360) 671-2251 " 1-800-808-2251 • FAX: (360) 671-0780 NPC self -Lubricating Gaskets for Concrete Pipe & Manholes The NPC Self -tube Gasket is made from high quality materials and manufactured to the highest standards of the rubber gasket industry. The unique design and installation -friendly features translates to less installation time and lower costs. Call your Trelleborg Pipe Seals representative for more details. Advantages: • Contractor -friendly installation • Installs on pipe spigot easily • No external lube required • Less chance of joint contamination • Tube positioning helps center pipe • Less insertion force required • Faster installation equals labor savings • Meets the requirements of ASTM C1619 and ASTM C443 • Made with EPDM rubber for high durability and UV Resistance • Manufactured in Milford, NH USA TRELLEQORG ENGINEERED SYSTEMS Trelleborg Pipe Seals 'NWford, Inc. P.O. Box 301, 250 Elm Street, Milford, Ne%v Hampshire 03055 U.S.A. Tel: 800-626-2180 603-673-8680 Fax:603-673-7271 w\vNv.trelleborg.com/npc ovio W TRELLEQORG ENGINEERED SYSTEMS NPC Self -Lubricating Gaskets 3 r NIS _. No lubrication_requiredl 1. Inspect spigot surface for defects to ensure that the joint is suitable for a good gasket installation. Inspect Bell section, remove any lose material that might interfere with installation. 2. Stretch gasket onto the pipe spigot surface taking care to place the back (hinged) part of the gasket against the concrete offset as shown, with the tube facing forward. 3. Align pipe spigot with bell section so that the gasket is evenly in contact with the bell section, ready to push home. 4. To complete the installation, push pipe home to fully compress the gasket as shown. Trelleborg Pipe Seals \Belford, Inc. ' 250 Elm Street, P.O. Box 301, L lWford, New Hampshire 03055 U.S .A. ��npe Tel:800-626-2180 603-673-8680 Fax:603-673-7271 -,vww.rrelleborg.com/npc TRELLEQORG Re: NPC Self Lube Gaskets for Concrete Pipe To: Granite Precast Attention: Mark 4116 Bakerview Spur Bellingham, WA 98226 Please see the attached Lab Test Report as evidence to support our certification to meeting the requirements of ASTM C 443 and 1619 Class C and/or E. Please feel free to contact me if you have any questions. Sincerely, Weldon Mitchell Cell: (443) 340-0311 Direct Tel: (410) 635-3360 Trelleborg Pipe Seals Milford, Inc. P.O. Box 301, 250 Elm Street Milford, New Hampshire, U.S.A. Phone: 603-673-8680 800-626-2I80 Pax: 603-673-7271 -vvtivw.trelleborg.com/npc TRELLEQORG Re: NPC Self Lube Gaskets for Concrete Pipe To: Granite Precast Attention: Mark 4116 Bakerview Spur Bellingham, WA 9k26 Please see the attached Lab Test Report as evidence to support our certification to meeting the requirements of ASTM C 1619 Class C and E. Please feel free to contact me if you have any questions. Sincerely, Weldon Mitchell Cell: (443) 340-0311 Direct Tel: (410) 635-3360 Trelleborg Pipe Seals Milford, Inc. P.O. Box 301, 250 Elm Street Milford, New Hampshire, U.S.A. Phone: 603-673-8680 800-626-2180 Fax: 603-673-7271 www.trelleborg.com/npc March 9, 2010 CUSTOMER: Trelleborg Pipe Seals Milford, Inc. 2638 Leslie Road Mount Airy, MD 21771 ATTENTION: Weldon Mitchell Ph: 410-635-3360 P.O.# Fx:866-591-8211 Smithers Job # 102-19814 weldon.mitchell@trelleborg.com SUBJECT: TEST REPORT The above -mentioned firm submitted (1) sample for testing identified as C Trelleborg 21023093 48inchsi 175 astm c443 cl c 19mm c/I 146.5 TESTING: Shore A Hardness per ASTM D2240 Properties in Tension for Vulcanized Rubber and Thermoplastic Elastomers per ASTM D412 Heat Resistance per ASTM D573 Compression Set per ASTM D395 Effects of Fluids per ASTM D471 Resistance to Ozone per ASTM D1149 Splice Strength per ASTM D2527 APPRPVED BYF Jeffrey J. Wible Test Engineer Smithers Scientific Services Akron Laboratories JWteec I EVIEWED BY: Bruce D. Lambillotte General Manager Smithers Scientific Services Akron Laboratories The information herein is privileged and intended only for the use of addressee. If you have received this communication in error, please notify us Immediately and you are hereby notified that copying or distribution of this communication is prohibited. The results reported herein relate solely to.the materials tested and the methods described herein. This test report shall not be reproduced, except in full, without approval of Smithers Scientific Services, Inc. It there are to be any corrections to this report, they will be made in a supplemental report indicated by a revision date. Uncertainty budgets are available upon request, where applicable. Phone: 330-762-7441 425 West Market Street, Akron, OH 44303-2099 Fax: 330-762-7447 www. SmithersScientific, com Every precaution Lvas taken to ensure the accuracy of this report. However, the information is provided subject to the condition that Smithers Scientific Services, Inc., will not be liable for any loss or damage resulting from the use of these data, 102-19814 Page 2 of 3 Summary of Results ASTM-C1619 Class C Sample ID: Trelleborg 21023093 48inchsi 175 astm c443 cl c 19mm c/l 146.5 Spec. Ref. Test Units Result Requirement Comment ASTM D2240 Shore Hardness points 52A 40-60 Pass ASTM D412 Tensile St psi 2070 1200 min. Pass Elongation % 580 350 min. Pass ASTM D573 Heat Resistance 96h/70'C Change in Tensile St % -3 -15 max. Pass Change in Elongation % -12 -20 max. Pass ASTM D395B Compression Set 22h/70°C % 15 25 max. Pass ASTM D471 Fluid Resistance 48h/70°C/distilled H2O Change in Weight % 2 10 max. Pass ASTM D1149 Ozone Resistance 72h/50pphm/40°C/20%,strain no cracks no cracks Pass ASTM D2527 Splice Test destructive test % 290 100 min. Pass non-destructive gasket stretched to 100% strain and rotated 180°+ in each direction no visual evidence no visual evidence Pass of damage to splice of damage to splice on gasket on gasket 102-19814 SUMMARY OF TEST CONDITIONS PHYSICAL TESTING: Shore A Hardness ASTM D2240-05 Date of testing: 3/3110 Laboratory conditions: 23' ± 2°C, 50% ± 5% RH Durometer manufacturer, Type, and Serial Number: Shore Instruments, SIN 79851 Date of Last calibration. 9/09 Calibration due date: 9/10 Means of testing: Type 2 Description of test specimen: plied/0.250" nom. Indention hardness time interval: 1 sec Properties in Tension for Vulcanized Rubber and Thermoplastic Elastomers ASTM D412-06a Test method: A Test specimen: Die C Date of testing: 313/10 Rate of extension: 20"/min Laboratory conditions: 23° ± 2°C, 50% ± 5% RH Sample preparation per ASTM D3183 Heat Resistance ASTM D573-04 Date of testing: 314110 - 318/10 Laboratory conditions: 23' ± 2° C, 50 ± 5% RH Aging conditions: 96 hours @ 70°C Compression Set ASTM D395-03 Test method: B Specimen type: Plied Test period: 22 hours Test temperature: 70*C Surface lubrication: Dry PTFE Start date: 313/10 Finish date: 3/4/10 Effects of Fluids ASTM D471-06 Test description:' Change in weight Exposure temperature: 70°C Date samples in: 3/3110 Date samples out: 3/5/10 Resistance to Ozone ASTM D1149-07 72 hrs @ 40'C @ 50 pphm Preconditioned 24 hrs @ 40°C Type of specimen used: 20% Strain Exposure Time and Rating under 7x Magnification Date in: 3/4/10 Date out: 3/7/10 Splice Strength per ASTM D2527 Date of Testing: 3/3110 Page 3 of 3 Polypropylene Manhole Steps Snggeled haldad ands 101 graa- holding a.r61 deal �inga SPECIFICATIONS: r All Lane Poly Steps meet the requirements of ASTM C-478,`\ „,,,° �' o AASHTO M-199, WISHA and all OSHA specifications. The ,?.. M°'a.Lm.`h.el,. Polypropylene conforms to ASTM D-4101. The 1/2" Grade 60 reinforcing bar meets ASTM-A-615. �`�•''`� g.—I.—d i...d d.tlgn LONGEVITY: Copolymer polypropylene is known for its high impact strength and superior resistance to the corrosive environments found in sewers. SAFETY: Lane poly steps have sure footed self-cleaning tread design. Poly steps will not spark so there is no danger of igniting sewer gasses. INSTALLATION: 1) The step can be cast in place 2) Driven into preformed holes with the concrete cured to 3,000 PSI minimum 3) Drill two 1" to 1-1/8" holes, 3-3/4" deep 10" on center for the Lane step number P-10938 and 13" on center for the P-14850 and P-14938. Apply any non -shrink grout around the barbed portion of the step. Then drive the step into it's full insertion point. Any of the above methods will resist a pullout force of over 1,500 lbs. . I AV Associate Member Of 11`loll , P.1N PCA _Pacific Northwest Precast Concrete Association M r camornia Precast Concrete Association P-14938 13' 330 mm 00 O °o Bright Red Reflectors °0 I-n 0° 00 0 0 n° O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D- 4101. The ''/z" Grade 60 reinforcing bar meets ASTM A-615. RUNG P.O. Box 925 • 10758 S.W. Manhasset Dr. • Tualatin, OR 97062 • 503-692-9860 • 800-666-0076 Fax 503-692-9863 • www.laneintemational.com I�i�ia.i idi I AND OLD 13" 33o Bright Red Reflectors 00 o° IIIr-o°o 0 0 0 0 000 000 0 0 000 0 000 0 0 0 0 0 0 0 of] 15'/4' 387.4 mM SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D-4101. The ''/z" Grade 60 reinforcing bar meets ASTM A-61- TENN.4T/ON.4L Afff11'1' ORPORAT/ON _I' is aaia:, Hand Hold Step RUNG 112" Grade 60 Rebar P.O. Box 925 • 10758 S.W. Manhasset Dr. • Tualatin, OR 97062 • 503-692-9860 • 800-666-0076 Fax 503-692-9863 • www.laneintemational.com Weight Each: 46 lbs. WALL FASTENING U F, O O O O oeoo RADIUS WALL APPLICATION W-0-000d FLAT WALL APPLICATION Ladders to be fastened to wall with '/i x 21/4' stud anchors Polypropylene conforms to ASTM D-4101. Ladders meet all ASTM C-497 load requirements. 12 STEP POLY LADDER INTEfjN.4T/ON.4L CORPORATION Phone 503+684-0077 P.Q. Box 925 Fax 503r684-0078 18057 SW Lower Boonos Ferry Rd. 1-800-666-0076 Tualatin. Oregon 97062 V, a 0 O O O O O o t n1l ~ L,'µ" RADIUS WALL APPLICATION 1 2' 37°11 121 'o �s):�slry kYLp�!L{� s:r:7 '..7Z544- 00000 ' tt ", 51/2 FLAT WALL APPLICATION Wea-ah.l Each: 10 lbs. Ladders to be fastened to wall with'/z" x 21/4" stud anchors Polypropylene conforms to ASTM D-4101. Ladders meet all ASTM C-497 load WALL FASTENING requirements. 2 STEP POLY LADDER V L A��ECD PDi9�4T/DN Phone 5031684-0077 P.O. Box 925 Fax 5031684-0078 18067 SW Lower Boones Ferry Rd- 1-800-666-0076 Tualatin, Oregon 97062 W TRELLEQORG ENGINEERED SYSTEMS Kor-N-Seal@ Product Line Technical Specifications PERFORMANCE Performed on all standard sizes of Kor-N-Seal Connectors Test ASTM Method Test Requirements Kor-N-Seal Products Head Pressure C923 - 7.1 0' - 13 psi (30 ft) for 10 min. +13 psi for 10 min. 7' - 10 psi (23 ft) for 10 min. +10 psi for 10 min. Deflection Test C923 - 7.2.2 7 ° in any direction . Over 7 ° in any direction Load Test C923 - 7.2.3 150 Ibs/in. pipe dia. Over 150 Ibs/in. pipe dia. RESILIENT RUBBER MATERIAL Conforms to ASTM C923 Test ASTM Method Test Requirements Kor-NSeal Products Chemical Resistance D543, at 22 °C for 48 h 1 N Sulfuric Acid 1 N Hydrochloric Acid Tensile Strength D412 Elongation at Break Hardness D2240 (shore A durometer) Accelerated Oven -Aging D573 70 t VC C for 7 days Compression Set D395, method B, at 70°C for 22h D471, immerse 0.75 by 2-in. Water Absorption specimen in distilled water at 70°C for 48 h Ozone Resistance D1171 Low -temperature Brittle Point D746 Tear Resistance D624, method B 300 SERIES STAINLESS STEEL Conforms to ASTM C923, ASTM A666, and A240 Test Kor-NSeal Products Tensile Strength 75,000 psi Yield Strength (min.) 30,000 psi Elongation in 2" (min. %) 40% Hardness Rockwell "B" 95 No weight loss No weight loss No weight loss No weight loss 1200 psi 1580 psi 350% min. 500% t 5 from the manufacturer's specified hardness 48 t 5 Decrease of 15%, max. of original tensile strength, 10.1% tensile decrease decrease of 20% max. of elongation 14% elongation decrease Decrease of 25%, max. of original deflection 13%decrease Increase of 10%, max. of original by weight .8% increase Rating 0 Rating 0 No fracture at -40 ° C No fracture at -40 ° C 200 Ibf/in. No tear at 210 Ibf/in. Trelleborg Pipe Seals bfilford, Inc. 250 Elm Street, P.O. Box 301, Milford, New Hampshire 03055 U.S.A. %�p�' Tel:800-626-2180 603-673-8680 Fax:603-673-7271 «www.trelleborg.com/npc Kor-N-Seal 106/406 series Pipe -to -Manhole Connector Wedge Style Connectors EX Series Plastic or Stainless Steel Installation requires a , 1/2" socket wrench &._ preset torque limiter. i,. 77` PIPE O.D. RANGE MODEL NUMBER NOMINAL HOLE SIZE 4.80 S106-7MW 7" _1.50_- 3.50 - 4.80 S106-7W 7" 4.20 - 6.40_ S106-8SRW 8"__ 1.50 - 4.80 S106-8MW___ 8" 6.00 - 6.75 S406-10AW _ 10" 7.50 ------ 6.00 8.20 -------- - 6.75 S406-10W -- S406-10.5AW 10" --- 10Y2" 7.50 - 8.70 S406-10.5W 10'/2" 6.00_- 7.00 S406-11BW 11" 7.50 - 9.00 - 6.90 S406-11AW S106-12M 11" 12" __3.50 6.00- 7.00 S406-12CW 12_ 6.25 - 7.50 S406-12BW 12" 7.50 - 9.00 S406-12AW 12" 9.00 - 10.20 S406-12W 12"___ 5.75 - 7.00 S106-12BW _ 12" 7.00 - 8.50 S106-12AW 12" 8.25 - 9.75 S106-12W 12" 9.50 - 11.25 S106-14AW 14" 9.50 11.25 - 11.25 - 13.00 S106-168W S106-16AW 16" 16' 13.00 - 14.20 S106-16W 16" . 14.00 - 15.50 S106-20BWS 20" 15.50 - 17.00 S106-20AWS 20" 17.00 - 18.15 S106-20WS 20" Refer to Recommended Installation Instructions. Toggle Style Connectors (Jack -in Style) -r Installation requires c a hydraulic jack assembly PIPE O.D. RANGE MODEL NUMBER NOMINAL HOLE SIZE 1.50 - 4.80 S106-7MT 7" 3.50 - 4.50 S106-7T 7" - 6.40 S106-8SRT 8" _4.20 1.50 - 4.80 S106-8MT 8" 6.00 - 6.75 S406-10AT 10" . 7.50 - 8.40 S406-10T 10" 6.00 - 6.75 S406-10.5AT 1OV2" 7.50 - 8.90 S406-10.5T 10y2" - 7.00 S406-11BT 11 _6.00 7.50 9.00 S406-11AT 11" 3.50 - 6.90 12" 6.00 - _S106-12MT 7.00 S406-12CT 12' - 7.50 S406-12BT 12" _6.25 7.50 - 9.00 S406-12AT 12" - 10.50 S406-12T 12" _9.00 5.75 - 7.00 - 7.00 8.50 S10_6-12BT __12" S106-12AT _ 12" 8.25 - 9.75 S106-12T 12" 9.50 - 11.25 S106-14AT 14" 9.50-_11.25 S106-16BT 16" 11.25 - 13.00 S106-16AT 16" 13.00 - 14.50 S106-16T 16" Refer to Recommended Installation Instructions. To Install 7" & 8" Toggle Style Connectors: Expander Assembly (p/n 90225) 8' Extension (p/n 13808) \W TRELLEQORG ENGINEERED SYSTEMS Ordering Information Kor-N-Seal l: 106/406 Series Pipe -to -Manhole Connector E The 106 Series connector is 8 inches long, the 406 Series connector is 6 inches long. The number following the hyphen in our model numbers is the required hole size. The S106-20 Series is available in Stainless Steel Wedge only. Recommended Torque Values: Connectors with 8" hole size and smaller: Plastic Wedge - 3/16" Hex Head Torque Wrench - 5 ft. lbs. Steel Wedge -112" Socket Wrench - 8 ft. lbs. Connectors with 10 - 20" hole sizes: EX Series -1/2' Socket Wrench -12 - 20 ft. lbs. Steel Wedge -1/2" Socket Wrench -12 ft. lbs. Preset torque limiters are available. Contact Customer Service at 1-800-626-2180 for more information. For larger pipe sizes refer to Kor-N-Seal II Series Connectors 206 Series - For pipe sizes 15" - 51" in diameter. 306 Series - To fit larger pipe into smaller diameter manholes. 506 Series - Designed specifically for stormwater applications. Using Corrugated Pipe Adapters are required when using Corrugated Pipe. Refer to the Corrugated Pipe Adapter Data Sheet for details. Covered under U.S. Patent No. 5,738,359 Trelleborg Pipe Seals Milford, Inc. P.O. Box 301, 250 Elm Street, Milford, New Hampshire 03055 U.S.A. Tel: 800-626-2180 603-673-8680 Fax:603-673-7271 www.treHeborg.com/npc 6/11 Kor-N-SealO II 206 Series Connector Installation Instructions Korband Installation (If not already installed) 1. Install Korband into Connector by first fitting Wedge Expander into center of cutout provided, then installing remainder of Korband. Make sure that the Wedge Expander bolt head is located to the outside of Connector/inside of manhole. 2. Using pipe lubricant, lightly lube at least three to four sections of Korband by bending back rubber one section at a time. Do not lube wedge area. 3. Check to be sure Korband is properly located in Connector groove. Connector Installation 1. Inspect the inside surface of the cored hole. If there is porosity or wire -to -concrete separation, use patching or hydraulic cement to smooth the surface. 2. Insert Connector Assembly into the hole properly positioning 1, 2, 3, or 4 Wedge Expander(s). Do not place wedge at bottom of hole. 3. Position Connector so it is flush with the inner wall of the manhole at top and bottom of hole and/or assuring full contact of the Korband. Be sure the connector is square in the hole. 4. Tighten Wedge Expander equally using a torque wrench with a 1/2" drive and a 3/8" hex bit socket (p/n 80718). 5. Place plastic cap over end of bolt. 6. Retorquing prior to shipping is recommended but not required. TRELLEQORG ENGINEERED SYSTEMS Recommended Torque Values: Single Wedge: 75 ft. lbs. Multiple Wedges: 45 - 75 ft. lbs. Note: Multiple Wedges should be tightened incrementally to at least 45 foot pounds. Higher torque can be applied to one or more wedges since the wedges apply force linearly. Torque values can be different on each wedge. Pipe Installation 1. Be sure sealing area of pipe is smooth and free of defects. Repair if needed. 2. Center pipe in Connector opening. (Pipe must not rest on Connector Korband) 3. Position the Pipe Clamp(s) in the Connector's Pipe Clamp groove. 4. Tighten the Pipe Clamp screw to 60 inch pounds with a T-handle Torque Wrench, P/N 80090. Note: On minimum pipe O.D. installations, lift the rubber up underneath the Pipe Clamp screw so that the Connector contacts the bottom surface of the pipe while the Pipe Clamp screw is being tightened. Application of pipe lubrication on the underside of the clamp will also help ensure that an even contraction of rubber is maintained throughout the clamping area. Caution: Do not use impact wrench for installation. All pipe stubs must be restrained. 11/10 Kor-N-SealO II 206 Series Connector Sizing Chart Suggested Pipe O.D. Hole Size Range Connector Dimension Pipe Clamps P/N A B C D Qty P/N Range S206-18L 15.000 15.625 17.98 18.13 15.875 16 I 10.50 2 1-282 S206-20 15.625 17.000 19.98 20.13 17.875 17 10.50 2 1-282 1-306 S206 20L 17.000 17.625 18 2 S206-22 17.625 19.000 21.98 22.13 19.875 - 19 10.50 2 1-318 I-348 5206-22L 19.000 19.625 20 2 * S206-24A 18.000 19.500 23.98 24.13 21.875 18.75 10.00 4 1-180 S206-24 19.625 21.000 23.98 24.13 21.875 21 10.50 4 1-180 S206-24L 21.000 21.625 22 4 S206-26 21.625 23.000 26.00 26.20 23.875 23 10.50 4 1-190 1-218 S206-26L 23.000 23.625 24 4 S206-28 23.625 25.000 28_00 28.20 25.875 25 10.50 4 1-218 S206-28L 25.000 25.625 26 4 S206-30 25.625 27.000 30.00 30.20 27.875 27 10.50 4 1-218 1-242 S206-30L 27.000 27.625 28 4 S20632 27.625 29.000 32.00 32.20 29.875 29 10.50 4 1-242 S206-32L 29.000 29.625 30 4 S20634 29.625 31.000 34.00 34.20 31.875 31 10.50 4 1-258 S206-34L 31.000 31.625 32 4 S206-36 31.625 33.000 36.00 36.20 33.875 33 10.50 4 1-282 S206-36L 33.000 33.625 34 4 S206-38 33.625 35.000 38.00 38.20 35.875 35 10.50 4 1-282 1-306 5206-38L 35.000 35.625 36 4 S206-40 35.625 37.000 40.00 40.20 37.875 37 10.50 4 1-306 S206-40L 37.000 37.625 38 4 S206-42 37.625 39.000 42.20 39.875 39 10.50 4 142.00 1-348 520642L 39.000 39.625 40 4 S206-44 39.625 41.000 44.00 44.20 41.875 41 10.50 4 1-348 5206-44L 41.000 41.625 42 4 S206-46 41.625 43.000 46.00 46.20 43.875 43 10.50 4 1-348 1-242 3206-46L 43.000 43.625 44 4 S206-48 43.625 45.000 48.00 48.20 45.875 45 10.50 6 1-242 1-258 5206-48L 45.000 45.625 46 6 S206-50 45.000 45.625 50.00 50.25 47.250 46 10.50 6 80667 S206-50L 45.625 47.000 47 6 S206-52 47.000 47.625 52.00 52.25 49.250 48 10.50 6 80667 S206-52L 47.625 49.000 49 6 S206-54 49.000 49.625 54.00 54.25 51.250 50 10.50 6 80667 S206-54L 49.625 51.000 51 6 \W TRELLEQORG ENGINEERED SYSTEMS Double Wedge is available for 22 to 48 inch sizes, but .500 inches must be subtracted from the "B" dimension thus limiting your pipe O.D. range by .500 inches. The Double Wedge is only available on the "L" connectors. • Special sizes quoted upon request. • 50 inch (or larger) Connectors have 2 Wedges or more. • Using Corrugated Pipe: Adapters are required when using Corrugated Pipe. Refer to the Corrugated Pipe Adapter Data Sheet for details. Trelleborg Pipe Seals Milford, Inc. 250 Elm Street, P.O. Box 301, Milford, New Hampshire 03055 U.S.A. ��npc Tel: 800-626-2180 603-673-8680 Fax: 603-673-7271 w,.v-w.trel1eborg.com/npc W TRELLEQORG ENGINEERED SYSTEMS Kor-N-SealO II 306 Series Connector Installation Instructions Korband Installation (If not already installed) 8. Retorquing prior to shipping is recommended but not required. 1. Install Korband into Connector by first fitting Wedge Expander into center of cutout provided, then installing remainder of Korband. Make sure that head of bolt on Wedge Expander is located to the outside of Connector/inside of manhole. 2. Using pipe lubricant, lightly lube at least three to four sections of Korband by bending back rubber one section at a time. Do not tube wedge area. 3. Check to be sure Korband is properly located in Connector groove. Connector Installation 1. Inspect the inside surface of the cored hole. If there is porosity or wire -to -concrete separation, use patching or hydraulic cement to smooth the surface. 2. Refer to the Overhang Dimension Chart to determine the inside "overhang" dimension for the connector at the top and bottom of the hole. This dimension corresponds to the manhole size and the connector size. 3. Position the connector in the hole so that the top and the bottom of the connector are inside the manhole at the correct "overhang" dimension for your manhole and the connector hole size. Make sure that the sides of the boot (at 9:00 and 3:00) are also equally aligned in the hole and the Wedge is located at 10:30 or 1:30. The position of the Wedge is critical for proper installation of this connector. 6. Tighten Wedge Expander equally using a torque wrench with a 3/8" hex bit socket (p/n 80718). 7. Place plastic cap over end of bolt. Recommended Torque Values: Single Wedge: 75 ft. lbs. Multiple Wedges: 45 - 75 ft. lbs. Note: Multiple Wedges should be tightened incrementally to at least 45 foot pounds. Higher torque can be applied to one or more wedges since the wedges apply force linearly. Torque values can be different on each wedge. Pipe Installation 1. Be sure sealing area of pipe is smooth and free of defects. Repair if needed. 2. Center pipe in Connector opening. (Pipe must not rest on Connector Korband) 3. Position the Pipe Clamp(s) in the Connector's Pipe Clamp groove. 4. Tighten the Pipe Clamp screw to 60 inch pounds with a T-handle Torque Wrench, P/N 80090. Note: On minimum pipe O.D. installations, lift the rubber up underneath the Pipe Clamp screw so that the Connector contacts the bottom surface of the pipe while the Pipe Clamp screw is being tightened. Application of pipe lubrication on the underside of the clamp will also help ensure that an even contraction of rubber is maintained throughout the clamping area. Caution: Do not use impact wrench for installation. All pipe stubs must be restrained. 08/09 Kor-N-Seal° II 306 Series Connector Sizing Chart P/N Suggested Pipe O.D. Range Hole Size Range Connector Dimensions Pipe Clamp Minimum Manhole Size A B C D City P/N S306-22 S306-22L 17.625 - 18.500 21.98 - 22.13 19.875 19 10.5 2 1-318 36/4 18.500-19.625 20 2 1-348 S306-24 S306-24L 19.625 - 20.500 23.98 - 24.13 21.875 21 10.5 4 1-180 36/4 20.500 - 21.625 22 4 S306-26 5306-26L 21.625 - 22.500 26.00 - 26.20 23.875 23 10.5 4 1-190 36/4 22.500 - 23.625 24 4 1-218 S306-28 S306-28L 23.625 - 24.500 28.00 - 28.20 25.875 25 10.5 4 1-218 48/5 24.500 - 25.625 26 4 S306-30 S306-30L 25.625 - 26.500 30.00 - 30.20 27.875 27 10.5 4 1-218 48/5 26.500 - 27.625 28 4 1-242 S306-32 S306-32L 27.625 - 28.500 32.00 - 32.20 29.875 29 10.5 4 1-242 48/5 28.500 - 29.625 30 4 S306-34 S306-34L 29.625 - 30.500 34.00 - 34.20 31.875 31 10.5 4 1-258 48/5 30.500 - 31.625 32 4 S306-36 S306-36L 31.625-32.500 36.00 - 36.20 33.875 33 10.5 4 80667 Power Gear 60/6 32.500 - 33.000 34 4 S306-36-STORM S306-36L-STORM 31.625 - 32.500 36.00 - 36.20 33.875 33 10.5 4 1-282 60/6 32.500 - 33.625 34 4 5306-38 S306-38L 33.625 - 34.500 38.00 - 38.20 35.875 35 10.5 4 80667 Power Gear 60/6 34.500-35.000 36 4 S306-38-STORM S306-38L-STORM 33.625 - 34.500 38.00 - 38.20 35.875 35 10.5 4 1-282 60/6 34.500 - 35.625 36 4 1-306 5306-40 S306-40L 35.625 - 36.500 40.00 - 40.20 37.875 37 10.5 4 80667 Power Gear 60/6 36.500 - 37.000 38 4 S306-40-STORM S306-40L-STORM 35.625 - 36.500 40.00 - 40.20 37.875 37 10.5 4 1-306 60/6 36.500 - 37.625 38 4 S306-42 S306-42L 37.625 - 38.500 42.00-42.20 39.875 39 10.5 4 80667 Power Gear 72/7 38.500 - 39.000 40 - 6 S306-42-STORM S306-42L-STORM 37.625-38.500 42.00 - 42.20 39.875 39 10.5 4 1-318 72/7 38.500 - 39.625 40 4 1-348 S306-44 S306-44L 39.625 - 40.500 44.00 - 44.20 41.875 41 10.5 6 80667 Power Gear 72/7 40.500 - 41.000 42 6 S306-44-STORM - S306-44L-STORM 39.625 - 40.500 44.00 - 44.20 41.875 41 10.5 4 1-348 72/7 40.500 - 41.625 42 4 S306-46 S306-46L 41.625 - 42.500 46.00- 46.20 43.875 43 10.5 6 80667 Power Gear 72/7 ' 42.500 - 43.000 44 6 S306-46-STORM S306-46L-STORM 41.625 - 42.500 46.00 - 46.20 43.875 43 10.5 4 1-348 72/7 42.500 - 43.625 44 4 S306-48 5306-48L 43.625 - 44.500 48.00 - 48.20 45.875 45 10.5 6 80667 Power Gear 72/7 44.500 - 45.000 46 6 S306-48-STORM S306-48L-STORM 43.625 - 44.500 48.00 - 48.20 45.875 45 10.5 6 1-242 72/7 44.500 - 45.625 46 6 1-258 W TRELLEBORG ENGINEERED SYSTEMS 'Adapters are required when using corrugated pipe. Refer to the Corrugated Pipe Adapter Data Sheet for details. Covered under U.S. Patent No. 6,641,176 Trelleborg Pipe Seals Milford, Inc. 250 Elm Street, P.O. Box 301, Milford, New Hampshire 03055 U.S.A. �!�� Tel: 800-626-2180 603-673-8680 Fax: 603-673-7271 www.trelleborg.com/npc 5/11 7"- 8"-12" Multi -Connector Installation Instructions Connector Installation for Wedge Korband 1. Check to be sure the Korband is properly located in Connector groove. 2. Inspect the inside surface of the cored hole. If there is porosity or wire -to -concrete separation, use patching or hydraulic cement to smooth the surface. 3. Insert Connector Assembly into hole with Wedge Expander at top of hole. 4. Position Connector so it is square to manhole both vertically and horizontally. 5. Wedge Expander for 7" & 8" holes should be tightened as follows: Plastic Wedge — 5 ft. lbs. Stainless Steel Wedge — 8 ft. lbs. 12" holes should be tightened as follows: Stainless Steel Wedge - 12 ft. lbs. Retorquing is not required prior to shipment. Connector Installation for Toggle Korband 7" & 8": 1. Insert the Korband Expander Assembly (P/N 90225) under the Korband Toggle and rotate the hex rod by hand to ensure that the Expander is properly engaged. (The 8" Toggle requires a foot extension (P/N 13808) 2. Insert the Connector and Expander into the cored or formed opening from inside the manhole. 3. Using a wrench, rotate the hex rod until the Korband Toggle is expanded well past center and is firmly seated against the Connector. *12" Toggle requires Hydraulic Jack (P/N 91910) W TRELLEQORG ENGINEERED SYSTEMS Pipe Installation 1. Be sure sealing area of pipe is smooth and free of defects. Repair if needed. 2. Center pipe in Connector opening. (Pipe must not rest on Connector Korband) 3. Position the Pipe Clamp in the Connector's Pipe Clamp groove with the screw at the top. 4. Tighten the Pipe Clamp screw to 60 inch pounds with a T-handle Torque Wrench, P/N 80090. Note: On minimum pipe O.D. installations, lift the rubber up underneath the Pipe Clamp screw so that the Connector contacts the bottom surface of the pipe while the Pipe Clamp screw is being tightened. Application of pipe lubrication on the underside of the clamp will also help ensure that an even contraction of rubber is maintained throughout the clamping area. Caution: Do not use impact wrench for installation. All pipe stubs must be restrained. 717 - 877 - 12" Sizing Chart D �--1 r B �� C A �C ,CC J S106-7M r � . IB A c c I! S106-8SR rD ff LL A S 106-7 106-8M Installation Tools Multi -Connector Hole Size Pipe Pipe O.D. Connector Dimensions P/N Range Clamp Range A B C D P/N 1.6 S106-7MWP 2.3 S106-7MWS 1.5 — 4.8 6.995 — 7.055 6.125 7.8 1-80 3.6 S106-7MT 4.8 S106-7W P S106-7WS 3.5 — 4.8 6.995 - 7.055 6.125 4.5 6 1-80 S 106-7T S 106-8SR W P 4.2 - 4.8 4.3 S106-8SRWS 7.995 — 8.055 7.125 7.5 1-128 6.2 - 6.4 6.4 S106-8SRT S106-8M W P 2.3 S106-81VIWS 1.8 — 4.8 7.995 — 8.055 6.83 3.6 6.37 1-80 S106-81VIT 4.8 S106-12MWP 3.5 - 4.8 4.5 S106-12MWS 10.995 — 11.055 10.125 8 1-128 6.2 - 6.9 6.5 S106-12MT Plastic Wedge Korband P/N 91819 T-Handle � Torque Wrench with `hLJx, 3/16" hex head (Torqued to 5 ft. lbs.) Stainless Steel Wedge Korband j P/N 91440-8 Torque Limiter I� & V2" Socket Wrench (Torqued to 8 ft. lbs.) Toggle Korband P/N 90225 Expander Assembly ;A For 8" Toggle Korband P/N 13808 - 8" Foot Extension (use with P/N 90225) Pipe Clamps / P/N 80090 T-Handle L Torque Wrench 1W TRELLEQORG ENGINEERED SYSTEMS Trelleborg Pipe Seals Milford, Inc. 250 Elm Street, P.O. Box 301, Milford, New Hampshire 03055 U.S.A. `��Ap� Tel: 800-626-2180 603-673-8680 Fax: 603-673-7271 www.trefeborg.com/npc 5 � Washington State w// Department of Transportation Request for Approval of Material Contract FA Number SR Date Earlington Sewer Replacement Phase 2 6/13/2012 Section County Contractor Subcontractor Shoreline Constriction Co. For assistance in completing, see Instructions and Example For WSDOT Use Only RAM # Bid Material or Item No. Manufacturer's Product/Type Name and Location of Fabricator, Manufacturer or Pit Number Specification Reference PE Hdqtr. Appr'I Appr'I File Code Code No. I 1 Gravel Borrow Cadman A511 Cadman A511 Cadman A511 g 21 Crushed Surfacing Top Course 7,8 & 10 'Gravel Backfill for Pipe Zone _ Bedding- 7,8 & 10 IPea Gravel Cadman A511 Projec En nee Date State Materials Engineer Date /c l 4-1?o Approval Action Codes for use by Project Engineer and State Materials Laboratory 1. inditionally Approved: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project. 2.itionally Approved: Submit Mfg Cert. of Compliance for 'Approval' prior to use of material. 3. Conditionally Approved: Submit Catalog Cuts for 'Approval' prior to use of material. 4. Conditionally Approved: Submit Shop Drawings for 'Approval' prior to fabrication of material. 5. Conditionally Approved: Only 'Approved for Shipment' or' WSDOT Inspected' materiathall be used. 6. Conditionally Approved: Submit Materials Certificate of Origin to Project Engineer. 7. Approval Pending: Request Transmitted to State Materials Laboratory for Approval Action. 8, Source Approved: 9, Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld: 11. Remarks: Project Engineer Distribution ❑ Contractor ❑ Region Materials ❑ Region Operations Engineer ❑ State Materials Lab DOT Form 350-071 EF Revised 8/04 State Materials Engineer Distribution ❑ General File ❑ Signing Inspection ❑ Fabrication Inspection ❑ Other June 13, 2012 Shoreline Construction 8315 216`h St. SE. Woodinville, WA 98072 Project: Earlington Sewer Phase 2 Subject: Aggregate Submittal Package Dear Doug, CADNM RODELBERCCEMPIFCmp- Cadman, Inc. suite 100 7554 185th Avenue NE PO Box 97038 Redmond, WA 98073-9738 425.867.1234 w 425.861.4046 www.cadman.com This letter certifies that the materials listed in the table below meet the specifications you have provided, for the above referenced project. You will also find multiple sources for many of the products to accommodate flexible transportation options. PRODUCT Pit #1 Redmond A-510/460 Pit #2 High Rock D-309/336 Pit #3 Sky River D-191/351 Pit #4 B. Diamond A-511/455 Pit #5 Issaquah A-189 Pit #6 Seattle X-125 Pit #9 North Bend A-460 Pit #11 Gold Bar D-351 Gravel Borrow X Pipe Zone Bedding X CSBC X CSTC X Foundation Gravel X Please also find attached: 13 WSDOT Aggregate Source Approval Report for each source • Sieve Analysis reports for each product from each source except Spalls & Rip Rap • Permit Information for disposal sites In the case that you find the need for additional products, or should any of the products listed above become available at additional locations, we will be happy to submit further data to meet your needs. Please feel free to contact me directly with any questions. I can be reached through my office at (425) 961-7386, or my cell at (425) 864-0050. All of us at Cadman thank you for your continued patronage. Sincerely, 11y11,4'4z;7; Mitch San Sebastian Sales Representative Aggregate Source Approval Report Page 1 of 2 a Washington State WSDOT MATERIALS LAB 06/13/2012 '� r/o- Department of Transportation Aggregate Source Approval Report Owner: Cadman, Inc. Aggregate Source: PS-A.-511 Lessee: Cadman Inc. Known as: Black Diamond Pit Located in: S1/2 Section 24 T21N R5E County: King Remarks: Concrete Degradation Value=60... 05/15/2012 BH Pit Run Materials: At the discretion of the Project Engineer, preliminary samples for Gradation and Sand Equivalent tests may be performed to determine if the material does in fact meet the specification for the intended use: Backfill for Rock Wall Backfill for Sand Drains Bedding Material for Rigid Pipe Bedding Material for Thermoplastic Pipe Blending Sand Foundation Material for Classes A, B or C Gravel Backtill for Drains and Drywells Gravel Backfill for Foundation Class B Gravel Backfill for Pipe Zone Bedding Gravel Backfill for Walls Gravel Borrow Sand Drainage Blanket Select or Common Borrow No Preliminary Tests are required to be performed by the State Materials Lab Gravel Base: Test Date: 02/20/2009 Expiration Date: 02/20/2014 Drainage: Free R Value: 65 Swell Pressure: 0 Contact the Regional Materials Office to request PRELIMINARY SAMPLES be acquired. Evaluation and approval of this site as a source of GRAVEL BASE is required prior to use. Mineral Agg. and Surfacing: Test Date: 04/30/2012 Expiration Date: 04/30/2017 Absorption: Apparent Sp. G.: Bulk Sp. G. (SSD): 2.72 Bulk Sp. G.: Deg: 72 LA: 13 Currently approved as a source of aggregate for: ATB Ballast BST Crushed Cover Stone BST Crushed Screenings Crushed Surfacing Base Course Crushed Surfacing Key Stone Crushed Surfacing Top Course Gravel Backtill for Foundation Class A HMA Other Courses HMA Wearing Course Maintenance Rock Permeable Ballast Acceptance tests need to be performed as necessary Portland Cement Concrete Aggregates: Test Date:.05/10/2012 Expiration Date: 05/10/2017 ASR - 14 Day: 0.294 ASR - One Year. CCA Absorption: 1.34 CCA Sp.G: 2.698 FCA Absorption: 1.98 FCA Organics: 2 FCA Sp. G: 2 LA: 12 Mortar Strength: Petrographic Analysis: Currently approved for: Coarse Concrete Aggregates Fine Concrete Aggregates ASR MITIGATION MEASURES ARE REQUIRED PER WSDOT STD. SPEC. 9-03,1(1), WHEN USING AGGREGATE FROM THIS SOURCE FOR PORTLAND CEMENT CONCRETE. Acceptance tests need to be performed as necessary Riprap and Quarry Spalls: Test Date: 04/30/2012 Expiration Date: Absorption: Apparent Sp. G.: Bulk Sp. G. (SSD): 2.72 Bulk Sp. G.: Deg: 72 LA: 13 http://www.wsdot.Wa,govibiz/mats/asa/ASAReport.cfm?prefix=A&pit_no=511 6/13/2012 100.0 90.0 80.0 70.0 . z e0.0 a 50.0 W a. 30.0 - 30.0 20'0 10.0 00 H0[0) "I/I 2] ero ins zro^ yin^ HAO 4200 100.0 10.0 1.0 0.1 GRALY SIZE (mm) SIEVE SI7.F. MEMIC SIEVE SIZE mm ACCUAI. \VT. RETAINED ACCUM. ! RETAINED ACCUAI. % PASSING G. BORROW 9.03.131 DATE SAMPLED: 5/31/12 4" 100.0 0.00 0.0 100.0 SOURCE: A511 3" 75.0 0.00 0.0 100.0 TESTED BY: Mark) 2 1/2" 62.5 0.00 0.0 100.0 SAMPLED BY: Mark J 2" 50.0 0.00 0.0 100.0 75-100 11/4" 31.3 0.00 0.0 100.0 1 " 25.0 499.40 2.8 97.2 3/4" 19.0 2020.30 11.4 88.6 3/8" 9.5 5425.30 30.5 69.5 1 /4" 6.3 7105.10 40.0 60.0 #4 4.75 8081.20 45.5 54.5 50-80 #1.6 1.18 390.9 78.6 21.4 #40 0.425 533.6 90.6 9.4 0-30 #100 0.150 611.9 97.3 2.7 WET#200 0.075 632.4 99.0 1.0 0-7 SPLIT PAN WT.= 644.1 SAMPLE WT 17774.10 1 1 00 1 ov IVJLIn 0.0 Fa i Ior1.o ! 90.o s0 0 70.0 u 60.0 a 50.0 -.0 6. 30.0 20.0 10.0 on 11/4" 1' SB" V2•' 3/8" 11.1 #10 #40 0200 ! HXMI 10.0 1.0 0.1 GRAIN SIZE (mm) SIEVE SIZ{i NIFiIRIC SIEVE SIZE (inm) ACCUM. WT. RETAINED ACCUM. % RETAINED ACCUM. m .PASSING CSBC WSDOT 9-03.9(3) DATE SAMPLED: 4/25/12 1 1/2" 37.5 0.00 0.0 100.0 SOURCE: A511 11/4" 31.5 0.00 0.0 100.0 99-100 TESTED BY: Mark J 1 " 25.0 317.80 1.8 98.2 80-100 SAMPLED BY: Mark J 3/4" 19.0 324.10 1.8 98.2 5/8" 16.0 5493.40 30.4 69.6 50-80 1 /2" 12.5 7468.30 41.3 58.7 3/8" 9.5 8966.50 49.6 50.4 1/4" 6.3 10487.40 58.0 42.0 #4 5.0 11554.30 63.9 36.1 25-45 #10 2.0 281.9 83.3 16.7 #40 0.425 448.0 94.7 5.3 3-18. WET#200 0.075 497.0 98.1 1.9 0-7.5 SPLIT PAN WT.= 524.9 SAMPLE WT 18069.20 J.IG.= I 0.7 1 '*v ivilu. {_�l'1IR>f�.��'1i1 -I I [ -, NI " CADMM i("riDLL'dFRGCf::ijl.'C•;,li: Cadman, Inc. June 13, 2012 Suite 100 7554 185th Avenue NE PO Box 97038 Redmond. WA 98073.9738 Shoreline Construction 425.867.1234 a. 425.861.4046 www.cadman.com Project: Earlington Sewer Ph. 2 Subject: Permit to accept surplus clean soil at Cadman Black Diamond Gravel Operation Dear Doug, Cadman, Inc. will accept clean surplus soils from the above referenced project in accordance with our Black Diamond Back -fill Quality Control Plan. A condition of that plan requires that an owner or officer of your firm does agree to, and sign a "Clean Soil Acceptance Agreement." Any soils failing to fully meet these quality requirements will be rejected, and must be immediately removed from our site by your firm. Acceptable soils will be utilized in the reclamation of our Black Diamond mining site in accordance with our DNR Surface Mining and Reclamation Permit. It is not Cadman's policy to distribute copies of our numerous pen -nits issued by various agencies. However, those permits most directly related to your request are public record, and are listed below for easy reference: AGENCY PERMIT TYPE ISSUE DATE PERMIT NUMBER Washington State DNR Surface Mining and Reclamation October 19, 2010 70-011543 King County Grading / Clearing Permit October 10, 1997 L93GO121 King County Grading / Clearing Permit Revision June 9, 2009 1.93Go121- Revision L09R1=002 I hope this information is sufficient to satisfy the requesting agency. Please feel free to contact me directly with any questions. I can be reached through my office at (425) 961-7386, or my cell at (425) 864-0050. All of us at Cadman thank you for your continued patronage. Respectfully, Mitch San Sebastian Sales Representative, Cadman, Inc. CADMAN 3/4" COARSE AGGREGATE Black Diamond r � Washington State VI/ Department of Transportation Request for Approval of Material Contract FA Number SR Earlington Sewer Replacement Phase 2 _ Section Contractor Subcontractor Shoreline Construction Co. County Date 6/ 12/2012 For WSDOT Use Only For assistance in completing, see Instructions and Example RAM # j Bid Material or Item No. Manufacturer's Product/Type Name and Location of Fabricator, Specification Manufacturer or Pit Number Reference JM Eagle 7-17.2 APEr'I Adgr9 File Code Code No. g 7 & 8 PVC Pipe 6", 8" & 12 7, 8 & 11 Misc PVC Fittings GPK 7-17 Proje t i Date 'State Materials Engineer Date Approval Action Codes for use by Project Engineer and State Materials Laboratory 1. Conditionally Approved: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be incorporated into project. 2. Conditionally Approved: Submit Mfg Cert of Compliance for 'Approval' prior to use of material. 1 Conditionally Approved: Submit Catalog Cuts for 'Approval' prior to use of material. 4. Conditionally Approved: Submit Shop Drawings for 'Approval' prior to fabrication of material. 5. Conditionally Approved: Only'Approved for Shipment' or' WSDOT Inspected' materiafhal/ be used. 6. Conditionally Approved: Submit Materials Certificate of Origin to Project Engineer. 7. Approval Pending: Request Transmitted to State Materials Laboratory for Approval Action. 8. Source Approved: 9. Approval Withheld: Submit samples for preliminary evaluation. 10. Approval Withheld: 11. Remarks: �iTTt�yCy SHAD L $E GASicjeT ;>L SK -,V,,i . 1JV Project Engineer Distribution ❑ Contractor ❑ Region Operations Engineer State Materials Engineer Distribution ❑ Region Materials ❑ General File ❑ Signing Inspection ❑ State Materials Lab ❑ Fabrication Inspection ❑ Other DOT Form 350-071 EF Revised 8/04 'Bid Item 3 Building essentialsJM�agleor a better tomorrow- SUBMITTAL AND DATA SHEET PIPE SIZE (IN) AVERAGE O.D. (IN) NOM. I.D. (IN) MIN. T. (IN) MIN. E (IN) APPROX. D (IN) APPROX. WEIGHT (LBS/FT) SDR 35 (PS46) ASTM D3034 4 4.215 3.975 0.120 3.50 4.695 1.05 6 6.275 5.915 0.180 4.25 6.995 2.36 8 8.400 7.920 0.240 4.75 9.360 4.24 10 10.500 9.900 0.300 6.00 11.700 6.64 12 12.500 11.780 0.360 6.25 13.940 9.50 15 15.300 14.426 0.437 7.25 17.048 14.19 SDR 26 (PS115) ASTM D3034 4 4.215 3.891 0.162 3.50 4.863 1.40 6 6.275 5.793 0.241 4.25 7.239 3.11 8 8.400 7.754 0.323 4.75 9.692 5.63 10 10.500 9.692 0.404 6.00 12.116 8.84 12 12.500 11.538 0.481 6.25 14.424 12.56 15 15.300 14.124 0.588 7.25 17.652 18.90 PS46, ASTM F679 18 18.701 17.629 0.499 8.00 20.845 21.43 21 22.047 20.783 0.588 9.50 24.575 29.88 24 24.803 23.381 0.661 9.60 27.647 38.96 27 27.953 26.351 0.745 10.10 31.157 49.47 30 CIOD 32.000 30.194 0.853 16.75 35.612 64.18 36 CIOD 38.300 36.042 1.021 19.02 42.816 93.00 42 CIOD 44.500 41.948 1.187 22.43 49.604 - 48 CIOD 50.800 47.888 1.355 24.78 56.624 - PS115, ASTM F679 18 18.701 17.261 0.671 8.00 21.581 28.49 21 22.047 20.349 0.791 9.50 25.443 - 24 24.803 22.891 0.889 9.60 28.627 - 27 27.953 25.799 1.002 10.10 32.261 - 30 CIOD 32.000 29.070 1.148 16.75 36.348 - 36 CIOD 38.300 35.464 1.373 19.02 45.438 - 42 CIOD 44.500 41.072 1.596 22.43 51.356 - 48 CIOD 50.800 46.886 1.822 24.78 58.628 - D9 Assembly Mark Product Standard: ASTM 3034 (4"-15") ASTM F679 (18"-48") Pipe Compound: ASTM D1784 Cells Class 12454 or 12364 Gasket: ASTM F477 Integral Bell Joint: ASTM D3212 Pipe Stiffness: ASTM D2412 F/AY = 46 PSI or 115 PSI Pipe Length: 14 or 20 feet laying length Installation: ASTM D 2321 JM Eagle" Installation Guide N_ Building essentialsJMagleor a better tomorrow I.D.: Inside Dameter O.D.: Outside Diameter T.: Wall Thickness D9 : Bell Outside Diameter E : Distance between Assembly Mark to the end of spigot. Bid Item E SDR35/PS46FITTING SPECIFICATIONS 1.0 GPK PVC Sewer Fittings shall be manufactured in accordance with either ASTM D 3034, F 1336 or F 679. The PVC material shall have a minimum cell classification of 12454, 13343 or 12364 as defined in ASTM D 1784. 2.0 The purpose of GPK in -line fittings is to convey municipal sanitary and industrial wastes, storm water runoff and many other related applications. They are designed to be used in gravity flow and low pressure applications not to exceed 10.8 psi. 3.0 Injection Molded Fittings are produced in sizes 4" through 12" diameter. Fabricated Fittings are produced in sizes 4" through 27" diameter. A fabricated fitting is considered any fitting made from pipe or a combination of pipe and molded components. 4.0 Chemical Resistance. GPK fittings resist attack from certain alcohols, alkalies, salt solutions, acids and other types of chemicals. Refer to chemical resistance chart for suitability. 5.0 Marking. GPK fittings shall be marked with applicable size, "PVC", company name or logo, PSM and the ASTM specification number (D 3034, F 1336 or F 679). The fittings and/or packaging shall include the manufacturer's date and shift code. 6.0 Testing. A test after installation of either low pressure air (Uni-B-6) or a water infiltration-exfiltration test is recommended. 7.0 Deflection Test. The maximum allowable pipe fitting deflection should be 7 1/2% of base ID as shown in Table XI.I of D 3034, and X2.1 of F 679. 8.0 Backfilling and Tamping. Backfilling should follow closely after assembly of pipe and fittings. 8.1 Backfilling with proper material is important to achieve desired density in haunching area which enables pipe, fitting and soil to work together to meet designed load requirements. This eliminates excess deflection and shear breaks due to heavy loads. Approved material shall be used properly, compacted continuously above and around the pipe and fittings as well as between the fitting and trench wall. A cushion of approved material up to a minimum of 12" over the fittings and between the trench walls shall be applied in accordance with the engineers' specifications. 8.2 Tamping. This shall be done by hand tamping of the embedment material between the trench wall of the service line fitting and riser connection. Tamping can also be done by mechanical tampers or by using water to consolidate the embedment material. Extreme unstable ground conditions may require wider trenches to enable you to compact a larger area around the pipe and fittings to the density consistent of the original ground surface conditions. 9.0 Service Lines. Normally, service lines from the property line to the collection sewer should be a minimum depth of 3 feet at the property line and should be laid in straight alignment and uniform slope of not less than 1/4" per foot for 4" nominal pipe and 1/8" per foot for 6" pipe. Where collection sewers are deeper than 7 feet a vertical standpipe of stack is permitted but not recommended, consult the project engineer for proper installation details. Deep sewer chimney and risers necessitate extreme care during backfilling. Where surface loading is anticipated the final backfill must be compacted to a density compatible with those surface loads to be encountered. 9.1 Backfilling around pipe service laterals on slope. Extra attention should be given on slopes to prevent the newly backfilled trench from becoming a "French Drain." Before backfilling completely there is a tendency for ground and surface water to follow the direction of the looser soil. This flow may wash out soil from under or around pipe and branch line fittings, reducing or eliminating the support needed. To avoid this problem the backfilling should be of greater compaction. Tamping should be done in 4" layers and continued in this manner all the way up to ground or surface line of the trench. Concrete collars or other concrete poured around the fitting to stabilize unwanted movement is recommended to prevent water from undercutting the underside of the pipe and fittings. SUMMARY: Due to various ground conditions and different situations, installation techniques vary widely. We warranty our products to be free of manufacturer's defects. We will not replace the products that are installed or used incorrectly. The design of the systems that our product is used in is a factor that cannot be overlooked. 899 1 GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4" through 12" diameter. Fabricated fittings are produced in sizes 4" through 27" diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or12364 as defined in ASTM D 1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded components are tested in accordance with ASTM D 2444 using a 20 lb. Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4" - 5" 150 Ft-Lbs 6" - 8" 210 Ft-Lbs 10" - 27" 220 Ft-Lbs Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb. Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4" 50 Ft-Lbs 6" - 8" 75 Ft-Lbs 10"-12" 90 FT-Lbs Pipe Stiffness: Extruded components are tested in accordance with ASTM D 2421. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679 of 46 psi. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi + 10 minutes deflected @ 10.8 psi. Vacuum: 10 minutes @ 22" Hg + 10 minutes deflected @ 22" Hg. Branch Bending: The chemically fused areas around the fabricated branches of tee, Wye and tee -Wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches surface area which can be. bonded to pipe. GPK does not recommend gasket skirts where air tests are required. 2 899 % . I .�4 i THE COMPLETE P I P E L I N I N G F0Rt T 0 D A Y ' S INFRASTRUCTURE lulddlys puo 2404a0d 40; APOW si aqn; 4lonb jauilia;sow ino ;uawdmba 8uijwo;nuow po aq;;o a;o;s mo 8ul:ili4n adays,oingn; o;w pawio; hauiliapDw jaiawDip a2ml a . s;pj japaAjod wmwamd ssawla!y; IlDm puo ja;awaip wo;sna youipa;sow r -1 11 w Wm the building side and/or main Structural sectional repair, pulled in place, inflated and cured Standard insitu-inve &74 Pullin, inflate and cure M MosterlinerM +process 0 i �j M tinuous sample testing for all applicable ASTM standards Standard insitu -inversion process Inversion Lateral Lining from the building side and/or main Pull in, inflate and cure Structural sectional repair, pulled in place, Bomb IN MSS C1111MM Ip Plate KNOW RehabNkaft Ushm ► No excavation ► Fast and simple installation ► High strength and corrosion resistant resins ► Very economical ► )ointless renovation ► Full range of pipe sizes ► Custom pipe diameters and wall thicknesses ► Complete encapsulation system ► Longterm structural solutions ► Improves flow characteristics ► Virtually eliminates infiltration and exfiltration ► Continuous research and development ► Quality assurance ► Inversion tubes, pull -in, lateral lining and spot repair ► Total pipe renewal systems d Masterliner can transform a problem pipe into a new, strong, leak proof system in a matter of hours. 30 Pipe Renewal Products 42305 South Airport Rd - Hammond, LA 70403 985-386-3006•FX 985-386-0250.888-DIG-FREE hftp://www.musterliner.com liner@mastetliner.com Masterliner's physicals exceed all applicable ASTM standards including AM F-121&98 Flexural Modules of Elasticity (psi) 275,000-350,000 D-790 Flexural Strength (psi) 4,500 - 6,000 D-790 Tensile Strength (psi) 3,000 - 4,000 D-638 ISO 9001:2000 Certified Membership and Association include: MAR ,' water eorl 41)ST wT C