Appendix A. Pittsburgh Tank Survey Reports

Transcription

1 Appendix A Pittsburgh Tank Survey Reports

2 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS Since 1919 P.O. Box 1849 Henderson, KY TEL (270) FAX (270) http// City of Crescent City th Street Crescent City, CA RE: 200 Amador Street 1,500,000 Gallon G.S.T. April 12, 2013 Tom Romesberg, Utilities Manager (661) Job No A If you would like to speak with Patrick Heltsley concerning this report, call (270) , Ext.253 For additional copies of this report call (270) Ext. 253

3 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photos show the condition of the tank base. We recommend clearing any dirt, debris and other loose gravel away from the tank base, down to the bottom of the floor chime and installing a steel retaining ring to maintain gravel base compaction and allow drainage. Work to be completed by local contractor. We also recommend electrically grounding the tank for lightning protection as related in OSH Act 29 CFR 1926, Subpart K, and NFPA ; 5.4. We further recommend inserting sacrificial cathodic protection rods, radially every 15', beneath the floor of the tank, to prevent corrosion. 2 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

4 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the shell drain valve, which appears to be adequate and in good condition. 3 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

5 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the condition of the existing 24'' shell manway. Notice the manway is partially buried in gravel. AWWA D100-11; 7.4.4, Shell manholes, states: "Two shell manholes shall be provided in the first ring of the tank shell. ~if any access cover weighs more than 50 lb. (22.7 kg), a hinge or davit shall be provided. At least one manhole shall be circular with a minimum diameter of 30 in. (760 mm)." The following items are required to bring tank in compliance AWWA D100-11, and OSHA Confined spaces. We recommend: Install a 30'' second shell manway 180º from primary manway Post Confined Space Entry signs on shell manways Install galvanized bolts on existing shell manway 4 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

6 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the tank is not equipped with a shell access ladder. AWWA D100-11; , states: "An outside tank ladder shall be provided for access from a point 8 ft. (2.4 m), or as specified, above the tank bottom to the roof or roof!adder." The location of the ladder shall be specified. We recommend installing an approved shell access ladder complete with standoffs every 10' on center, a cable type ladder safety device, a lockable ladder guard to prevent unauthorized access and posting a Fall Protection Required sign at base of ladder. 5 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

7 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the condition of the overflow pipe system. AWWA D100-11; 7.3 states; "~ it shall terminate near grade and the discharge shall be directed away from the foundation and over a drainage inlet structure or splash block ~ The consequences of an overflow failure, which can empty the tank contents, shall be considered when an internal overflow is provided." We recommend replacing the internal overflow system with a properly sized exterior overflow system. The system will be complete with a weir box, standoffs every 10' on centers, an elbow at the base fitted with a flapper valve, a screen to prevent the ingress of contaminants into the water supply and a splash pad to direct the water away from the tank foundation. 6 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

8 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the tank roof is not equipped with a required fall protection system. OSHA (c)(1); states: "Every open-sided floor or platform 4 feet or more above adjacent floor or ground level shall be guarded by a standard railing ~ on all open sides." We recommend installing a 42" high handrail system around the circumference of the tank roof, complete with a toeboard, an intermediate rail and a stainless steel gate chain at the junction of the shell-to-roof access ladder and tank roof. 7 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

9 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the roof manway is compliant with AWWA D100-11; 7.4.3: Roof openings. Roof openings on this tank require the following to be in compliance with OSHA 29 CFR (a)(1). We recommend: Post a Confined Space Entry sign on roof manway Install new lock on existing roof manway 8 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

10 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photos show the condition of the existing roof vent and screen. We recommend replacing the existing roof vent with a vacuum-pressure vent and screen. 9 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

11 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows water is ponding on the roof, causing deterioration of the paint and metal. We recommend hand tool cleaning of all ponding areas, then applying a commercial epoxy adhesive filler, as needed, to prevent ponding of water. 10 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

12 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows a hole in the roof. We recommend welding a steel plate over the hole to prevent contaminants from entering the tank. 11 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

13 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photos show the tank exterior coating system. We recommend pressure washing the tank exterior with biodegradable detergent injection (minimum 3,500 psi at 3.0 gpm) then remove all loose rust and scale with wire brushes and hand scrapers in accordance with SSPC#2 (hand tool cleaning), spot prime and apply one (1) finish coat of alkyd enamel. 12 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

14 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the condition of the interior roof. Notice the rust forming at the roof lap seams. We recommend, seam sealing all un-welded interior roof lap seams with Sikaflex 1a to prevent failure of a new interior liner. 13 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

15 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the condition of the interior roof-to-rim angle connection. Notice the rust forming in the crevice between the roof and rim angle. We recommend seam sealing the roof to rim angle with Sikaflex 1a to prevent failure of a new interior liner. 14 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

16 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the condition of the rafter-to-support column and rafter-to-shell connections. We recommend rewelding the rafter-to-support column and rafter-to-shell connections to reinforce. 15 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

17 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows the support column base plate to floor connection. Notice the size of the base plate. We recommend installing an 18'' plate on the column, 1/2'' gussets equally spaced to reinforce the connection and new guides on the sides of the plate to ensure it stays in place. 16 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

18 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photos show sediment and debris in the tank. We recommend that cleaning be performed to avoid the problems associated with excessive sediment buildup. We also recommend installing a passive cathodic protection system. 17 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

19 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photo shows that the floor is starting to buckle. We recommend stabilizing the floor by cutting holes, as required, installing couplings in the tank floor and pumping grout to the underneath side of the floor, at 15 # p.s.i. by hand pump where the buckling is occurring, to fill the voided areas where buckling is occurring. Then, as a preventive measure, inserting sacrificial cathodic rods, radially beneath the floor of the tank to prevent corrosion. The weld seams will then be vacuum tested to detect defective welds, and any floor seams with cracked welds will be rewelded to prevent any further buckling. 18 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

20 Since 1919 City of Crescent City RE: 200 Amador St. 1,500,000 Gallon G.S.T. Photos show the condition of the interior liner. We recommend sandblasting all rusted and abraded areas of the tank interior to an SSPC #10 (near white blast) condition, brushblast all remaining areas, stripe coating all seams and welds, then applying an epoxy liner to achieve 8-10 mils of dry film thickness. 19 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

21 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS GROUND STORAGE INSPECTION REPORT JOB NO: A INSPECTOR: Shawn Potoka (JF) TANK OWNER: ADDRESS: City of Crescent City OWNER'S REPRESENTATIVE: Tom Romesberg TITLE: Utilities Manager MAILING ADDRESS: PHYSICAL ADDRESS: CITY, STATE: Crescent City, CA ZIP: COUNTY TANK IS LOCATED IN: th Street th Street tromesberg@crescentcity.org Del Norte TELEPHONE: (661) CELL: (661) Since 1919 P.O. Box 1849 Henderson, KY TEL (270) FAX (270) http// sales@watertank.com LOCATION OF TANK: 200 Amador Street City of Crescent City th Street Crescent City, CA April 12, 2013 Tom Romesberg, Utilities Manager (661) ORIGINAL CONTRACT NO: unknown YEAR BUILT: unknown ORIGINAL MANUFACTURER: unknown CAPACITY: 1,500,000 Gallon DATE OF LAST INSPECTION: unknown TYPE: Potable water DIAMETER: 82'-0'' HEIGHT: 40'-0'' OVERFLOW: 8'' est INLET: TYPE CONSTRUCTION: WELDED: X _ RIVETED: BOLTED: ACCOUNT EXECUTIVE: Patrick Heltsley/M. Hoffman

22 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) GROUND STORAGE TANK CODE UPDATES Item Deficiency Not-Applicable Codes as Applicable Lightning Protection X OSH Act 29 CFR 1926, Subpart K NFPA ; 4.5 Shell Manways X AWWA D100-11; Shell manholes Manway Davit(s) X AWWA D ; Shell manholes TSS-2013 Sec Safety Confined Space Entry Signs X OSHA Confined spaces Shell Ladder X OSHA (a) AWWA D100-11; Ladders General Safety Climb Devices X AWWA D100-11; Ladders General Standoffs on 10' Centers X AWWA D100-11; Ladders General AWWA D100-11; Roof Handrails X OSHA 29 CFR (a)(1) Safety Chain in AWWA D100-11; Handrail Opening X OSHA 29 CFR (a)(1) Screen on Overflow X AWWA D100-11; Overflow Vent X AWWA D100-11; Roof Manway X AWWA D100-11; 7.4.3: Roof openings TSS-2013; Interior Shell Ladders X OSHA (a) AWWA D100-11; City of Crescent City, CA Tank A 21 1,500,000 Gallon GST

23 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) RECOMMENDATIONS NUMBERS REFER TO REPORT PAGES 2. Clearing any dirt, debris and other loose gravel away from the tank base, down to the bottom of the floor chime and installing a steel retaining ring. Work to be completed by local contractor Electrically ground the tank for lightning protection Insert sacrificial cathodic protection rods, radially every 15', beneath the floor of the tank 4. Install a 30'' second shell manway 180º from primary manway Post Confined Space Entry signs on shell manways Install galvanized bolts on existing shell manway 5. Install an approved, anti-skid rung equipped, shell access ladder complete with standoffs every 10' on center Install a cable type ladder safety climb device Install an aluminum lockable ladder guard Post a Fall Protection Required sign 6. Replace the interior overflow system with a properly sized exterior overflow, complete with a weir box, standoffs every 10' on center, an elbow at the bottom fitted with a flapper valve, a screen and a splash pad 7. Install an approved 42" high handrail system around the circumference of the tank roof, complete with a toeboard, an intermediate rail and a stainless steel gate chain at the junction of the shell-to-roof access ladder and tank roof 8. Post a Confined Space Entry sign on roof manway Install new lock on existing roof manway 9. Replace the existing roof vent with a vacuum/pressure, frost proof vent and screen 10. Hand tool clean all ponding areas, then apply a commercial epoxy adhesive filler, as needed, to prevent ponding of water City of Crescent City, CA Tank A 22 1,500,000 Gallon GST

24 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) RECOMMENDATIONS NUMBERS REFER TO REPORT PAGES 11. Weld a steel plate over the hole in the roof 13. Seam seal all un-welded interior roof lap seams with Sikaflex 1a 14. Seam seal the roof-to-rim angle connection with Sikaflex 1a 15. Reweld the rafter-to-support column and rafter-to-shell connections 16. Install an 18'' plate on the support column, 1/2'' gussets equally spaced to reinforce the connection and new guides on the sides of the base plate 17. Clean tank out Install a passive cathodic protection system 18. Stabilize the floor by cutting holes, as required, installing couplings in the tank floor and pumping grout to the underneath side of the floor, at 15# p.s.i. by hand pump where the buckling is occurring, to fill the voided areas where buckling is occurring. Then, as a preventive measure, inserting sacrificial cathodic rods, radially beneath the floor of the tank to prevent corrosion. The weld seams will then be vacuum tested to detect defective welds, and any floor seams with cracked welds will be rewelded to prevent any further buckling 12. EXTERIOR COATING SYSTEM: Pressure wash the tank exterior with biodegradable detergent injection (minimum 3,500 psi at 3.0 gpm) then remove all loose rust and scale with wire brushes and hand scrapers in accordance with SSPC#2 (hand tool cleaning), spot prime and apply one (1) finish coat of alkyd enamel City of Crescent City, CA Tank A 23 1,500,000 Gallon GST

25 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) RECOMMENDATIONS NUMBERS REFER TO REPORT PAGES 19. INTERIOR COATING SYSTEM: Sandblast all rusted and abraded areas of the tank interior to SSPC #10 (near white blast) condition, brush-blast all remaining areas, stripe coat all seams and welds, then apply an epoxy liner to achieve 8-10 mils dry film thickness Pittsburg Tank & Tower can perform all work recommended in this report. BASED ON THE NUMBER OF ITEMS ACCEPTED, PRICES MAY VARY. All prices are in USD If union labor or prevailing wage is required please advise For additional copies of this inspection report call (270) Ext The inspection report and comments reflect the general condition of the tank. However, we can not guarantee that additional deficiencies may not become apparent during the cleaning, repair or paint process of the tank. This tank may not be consistent with seismic zone requirements for this type of structure in this zone. Consideration should be given to performing a structural analysis to determine if any changes are needed to meet design requirements. The handling, removal and/or disposal of hazardous or contaminated materials such as asbestos, lead, chemical or any like substance that requires special handling is not included in the price submitted for work herein. Paint prices do not include logo, lead abatement or containment. City of Crescent City, CA Tank A 24 1,500,000 Gallon GST

26 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) Adhesion Test Exterior 24.3 Mils Interior 8.1 Mils Lead Test Interior Exterior Negative Negative Mil-T Paint Thickness Test Roof Shell Ring Ring Ring Ring Ring Ultrasonic Metal Thickness Test Roof Shell Ring Ring Ring Ring Ring City of Crescent City, CA Tank A 25 1,500,000 Gallon GST

27 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS Since 1919 P.O. Box 1849 Henderson, KY TEL (270) FAX (270) http// City of Crescent City th Street Crescent City, CA RE: 775 East Washington Street 4,150,000 Gallon G.S.T. April 12, 2013 Tom Romesberg, Utilities Manager (661) Job No B If you would like to speak with Patrick Heltsley concerning this report, call (270) , Ext.253 For additional copies of this report call (270) Ext. 253

28 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the condition of the tank foundation. We recommend caulking around the base of the tank to foundation connection to prevent water from entering under the tank and sealing the foundation with a sealant. We also recommend electrically grounding the tank for lightning protection as related in OSH Act 29 CFR 1926, Subpart K, and NFPA ; 5.4. We further recommend inserting sacrificial cathodic protection rods, radially every 15', beneath the floor of the tank, to prevent corrosion. 2 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

29 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows the shell drain valve, which appears to be adequate and in good condition. 3 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

30 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the condition of the existing 30'' primary and secondary shell manways. The following items are required to bring tank in compliance AWWA D100-11, and OSHA Confined spaces. We recommend: Post Confined Space Entry signs on primary and secondary shell manways 4 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

31 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the condition of the liquid level indicator. Due to the condition of the indicator, we recommend repairing the existing liquid level indicator, replacing damaged parts, the cable, the target board, as needed, then adjusting and calibrating the unit. 5 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

32 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the shell access ladder is not equipped with anti-skid rungs. OSHA 29 CFR states: "Rungs~must be corrugated, knurled, dimpled, coated with skid-resistant material or treated to minimize slipping." We recommend installing an approved shell access ladder complete with standoffs every 10' on center, a cable type ladder safety device, reinstalling the lockable ladder guard to prevent unauthorized access and posting a Fall Protection Required sign. 6 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

33 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the condition of the overflow pipe. AWWA D100-11; states; "The consequences of an overflow failure, which can empty the tank contents, shall be considered when an internal overflow is provided." We recommend disconnecting the pipe from the underground drain, replacing the internal overflow system with a properly sized exterior overflow system. The system will be complete with a weir box, standoffs every 10' on centers, and fitted with a flapper valve, and a screen to prevent the ingress of contaminants into the water supply. 7 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

34 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows the tank roof is not equipped with a required fall protection system. OSHA (c)(1); states: "Every open-sided floor or platform 4 feet or more above adjacent floor or ground level shall be guarded by a standard railing ~ on all open sides." The tank has a railing to the right of the ladder. We recommend extending handrail system around the circumference of the tank roof, complete with a toeboard, an intermediate rail and a swing gate at the junction of the shell-to-roof access ladder and tank roof. 8 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

35 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows the roof manway is compliant with AWWA D100-11; 7.4.3: Roof openings. Roof openings on this tank require the following to be in compliance with OSHA 29 CFR (a)(1). We recommend: Post a Confined Space Entry sign on roof manway Install new lock on existing roof manway 9 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

36 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the condition of the existing roof vents. We recommend replacing the existing center roof vent with a vacuum-pressure vent and screen. 10 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

37 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the tank exterior coating system. We recommend pressure washing the tank exterior with biodegradable detergent injection (minimum 3,500 psi at 3.0 gpm) then remove all loose rust and scale with wire brushes and hand scrapers in accordance with SSPC#2 (hand tool cleaning), spot prime and apply one (1) finish coat of alkyd enamel. 11 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

38 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. The photos show the interior access ladder is not equipped with anti-skid rungs. OSHA 29 CFR states: "Rungs~must be corrugated, knurled, dimpled, coated with skid-resistant material or treated to minimize slipping." We recommend installing an approved interior access ladder complete with standoffs every 10' on center and a cable type ladder safety device. 12 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

39 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows the condition of the interior roof. Notice the rust forming at the roof lap seams. We recommend, seam sealing all un-welded interior roof lap seams with Sikaflex 1a to prevent failure of a new interior liner. 13 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

40 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows the condition of the interior roof-to-knuckle connection. Notice the rust forming in the crevice between the roof and knuckle. We recommend seam sealing the roof to knuckle with Sikaflex 1a to prevent failure of a new interior liner. 14 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

41 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows the condition of the rafter-to-support column and rafter-to-knuckle support connections. We recommend rewelding the rafter-to-support column and rafter-to-knuckle support connections to reinforce. 15 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

42 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows Cathodic Protection System. We recommend removal of the Cathodic Protection System and welding steel plates over the holes. 16 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

43 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photo shows sediment and debris in the tank. We recommend that cleaning be performed to avoid the problems associated with excessive sediment buildup. We also recommend installing a passive cathodic protection system. 17 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

44 Since 1919 City of Crescent City RE: 775 East Washington Street 4,150,000 Gallon G.S.T. Photos show the condition of the interior liner. We recommend sandblasting all rusted and abraded areas of the tank interior to an SSPC #10 (near white blast) condition, brushblast all remaining areas, stripe coating all seams and welds, then applying an epoxy liner to achieve 8-10 mils of dry film thickness. 18 Pittsburg Tank & Tower Maintenance Co., Inc. April 12, 2013

45 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS GROUND STORAGE INSPECTION REPORT JOB NO: Tank B INSPECTOR: Shawn Potoka (JF) TANK OWNER: ADDRESS: City of Crescent City OWNER'S REPRESENTATIVE: Tom Romesberg TITLE: Utilities Manager MAILING ADDRESS: PHYSICAL ADDRESS: CITY, STATE: Crescent City, CA ZIP: COUNTY TANK IS LOCATED IN: th Street th Street tromesberg@crescentcity.org Del Norte TELEPHONE: (661) CELL: (661) Since 1919 P.O. Box 1849 Henderson, KY TEL (270) FAX (270) http// sales@watertank.com LOCATION OF TANK: 775 East Washington Street City of Crescent City th Street Crescent City, CA April 12, 2013 Tom Romesberg, Utilities Manager (661) ORIGINAL CONTRACT NO: YEAR BUILT: 2001 ORIGINAL MANUFACTURER: CB & I Trusco CAPACITY: 4,150,000 Gallon nom. DATE OF LAST INSPECTION: unknown TYPE: Potable water DIAMETER: 132'-0'' HEIGHT: 43'-1'' OVERFLOW: 8'' est INLET: TYPE CONSTRUCTION: WELDED: X _ RIVETED: BOLTED: ACCOUNT EXECUTIVE: Patrick Heltsley/M. Hoffman

46 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) GROUND STORAGE TANK CODE UPDATES Item Deficiency Not-Applicable Codes as Applicable Lightning Protection X OSH Act 29 CFR 1926, Subpart K Shell Manways X AWWA D100-11; Shell manholes Manway Davit(s) X AWWA D100-11; Shell manholes TSS-2013 Sec Safety Confined Space Entry Signs X OSHA Confined spaces Shell Ladder X OSHA (a) AWWA D100-11; Ladders General Safety Climb Devices X AWWA D100-11; Ladders General Standoffs on 10' Centers X AWWA D100-11; Ladders General AWWA D100-11; Roof Handrails X OSHA 29 CFR (a)(1) Safety Chain in Handrail Opening X AWWA D100-11; OSHA 29 CFR (a)(1) Screen on Overflow X AWWA D100-11; Overflow Vent X AWWA D100-11; Roof Manway X AWWA D100-11; 7.4.3: Roof openings TSS Interior Shell Ladders X X OSHA (a) AWWA D100-11; City of Crescent City, CA Tank B 20 4,150,000 Gallon GST

47 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) RECOMMENDATIONS NUMBERS REFER TO REPORT PAGES 2. Caulk around the base of the tank to foundation connection to prevent water from entering under the tank and sealing the foundation with a sealant Electrically ground the tank for lightning protection Insert sacrificial cathodic protection rods, radially every 15', beneath the floor of the tank 4. Post Confined Space Entry signs on primary and secondary shell manways 5. Repair the existing liquid level indicator, replacing damaged parts, the cable, and the target board, as needed, then adjust and calibrate the unit 6. Install an approved, anti-skid rung equipped, shell access ladder complete with standoffs every 10' on center Install a cable type ladder safety climb device Reinstall the lockable ladder guard Post a Fall Protection Required sign 7. Disconnect the pipe from the underground drain, replace the internal overflow system with a properly sized exterior overflow system, complete with a weir box, standoffs every 10' on centers, and fitted with a flapper valve and screen 8. Extend the high handrail system around the circumference of the tank roof, complete with a toeboard, an intermediate rail and a swing gate at the junction of the shell-to-roof access ladder and tank roof 9. Post a Confined Space Entry sign on roof manway Install new lock on existing roof manway 10. Replace the existing center roof vent with a vacuum/pressure, frost proof vent and screen City of Crescent City, CA Tank B 21 4,150,000 Gallon GST

48 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) RECOMMENDATIONS NUMBERS REFER TO REPORT PAGES 12. Install an approved, anti-skid rung equipped, interior access ladder complete with standoffs every 10' on center Install a cable type ladder safety climb device 13. Seam seal all un-welded interior roof lap seams with Sikaflex 1a 14. Seam seal the roof-to-knuckle connection with Sikaflex 1a 15. Reweld the rafter-to-support column and rafter-to-knuckle support connections to reinforce 16. Remove the Cathodic Protection System and weld steel plates over the holes 17. Clean tank out Install a passive cathodic protection system 11. EXTERIOR COATING SYSTEM: Pressure wash the tank exterior with biodegradable detergent injection (minimum 3,500 psi at 3.0 gpm) then remove all loose rust and scale with wire brushes and hand scrapers in accordance with SSPC#2 (hand tool cleaning), spot prime and apply one (1) finish coat of alkyd enamel City of Crescent City, CA Tank B 22 4,150,000 Gallon GST

49 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) RECOMMENDATIONS NUMBERS REFER TO REPORT PAGES 18. INTERIOR COATING SYSTEM: Sandblast all rusted and abraded areas of the tank interior to SSPC #10 (near white blast) condition, brush-blast all remaining areas, stripe coat all seams and welds, then apply an epoxy liner to achieve 8-10 mils dry film thickness Pittsburg Tank & Tower can perform all work recommended in this report. BASED ON THE NUMBER OF ITEMS ACCEPTED, PRICES MAY VARY. All prices are in USD If union labor or prevailing wage is required please advise For additional copies of this inspection report call (270) Ext The inspection report and comments reflect the general condition of the tank. However, we can not guarantee that additional deficiencies may not become apparent during the cleaning, repair or paint process of the tank. This tank may not be consistent with seismic zone requirements for this type of structure in this zone. Consideration should be given to performing a structural analysis to determine if any changes are needed to meet design requirements. The handling, removal and/or disposal of hazardous or contaminated materials such as asbestos, lead, chemical or any like substance that requires special handling is not included in the price submitted for work herein. Paint prices do not include logo, lead abatement or containment. City of Crescent City, CA Tank B 23 4,150,000 Gallon GST

50 Since 1919 Pittsburg Tank & Tower Maintenance Co., Inc. PAINT REPAIR DISMANTLE INSPECT TANKS RAISED, LOWERED AND MOVED NEW AND PREOWNED TANKS P.O. Box 1849 Henderson, KY TEL (270) FAX (270) Adhesion Test Exterior 8.4 Mils Interior 12.2 mils Lead Test Interior Exterior Negative Negative Mil-T Paint Thickness Test Roof Ring Ring Ring Shell Ring Ultrasonic Metal Thickness Test Roof Ring Ring Ring Shell Ring City of Crescent City, CA Tank B 24 4,150,000 Gallon GST

51 Appendix B CSI Tank Survey Reports

52 P. O. Box , Santa Clarita, CA Final Report Maintenance Inspection Amador Reservoir City of Crescent City Prepared for: Chad Coleman Coleman Engineering 1358 Blue Oaks Blvd., Suite 200 Roseville, CA Prepared by: Pat Sweeney Project Manager CSI Services, Inc. August 10, 2016 CSI Services, Inc. Allegiant Technical Services, Inc. Hawaiian Office: P.O. Box 671, Aiea, HI Northern California Office: P.O. Box 370, Sonoma, CA 95476

53 P. O. Box Santa Clarita, CA Phone: Fax: Providing Quality Technical Services to the Coating Industry Table of Contents Introduction... Page 1 Summary.... Page 1 Background Page 2 Field Evaluation Page 2 Laboratory Analysis... Page 5 Discussion.... Page 6 Recommendations..... Page 9 Attachments - Field Notes - Exterior Photos - Interior Photos - CSI Chart 1 General Description of Conditions - CSI Chart 2 Rust Grade Criteria - CSI Chart 3 Corrosion Grade Criteria - CSI Chart 4 Coating Chalking Criteria - CSI Chart 5 Coating Adhesion Criteria - CSI Chart 6 Coating Blistering Criteria - DVD Hawaiian Office: P.O. Box 671, Aiea, HI Northern California Office: P.O. Box 371, Sonoma, CA Coating Specialists and Inspection Services, Inc. Consulting Evaluations Tank Diving Inspection

54 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 1 Introduction Coleman Engineering authorized CSI Services, Inc. (CSI) to conduct a maintenance inspection on the Amador Reservoir owned and operated by the City of Crescent City, CA. The tank site sits adjacent to Amador Street, Crescent City. This report documents the findings of the inspection and offers recommendations for maintenance activities. Maintenance recommendations have been made in accordance with the requirements of American Water Works Association s Standard D102 Coating Steel Water Storage Tanks, Standard M42 Steel Water Storage Tanks, and CSI experience with evaluating hundreds of water storage facilities. A photo summary and narrated DVD is also included to document the condition of the tank. The field-work was completed on Tuesday, July 27, 2016 by a three man team comprised of Mr. Mel Smith, Mr. Steven Metcalf, and Mr. Mark Watson. The exterior shell observations were made mostly from grade level, while the exterior of the roof was examined close-up. The interior inspection was carried out with the tank water level at approximately thirty-three feet using special underwater diving equipment and techniques. Access to the roof was made by a manlift. Mr. Mel Smith was the site supervisor and Mr. Steve Metcalf was the lead diver. Mr. Pat Sweeney, Project Manager, reviewed the results of the field data and prepared recommendations for maintenance work. Mr. Sweeney is a certified Level 3 SSPC and NACE inspector, an SSPC Certified Protective Coating Specialist, and has evaluated hundreds of water storage tanks. Summary Overall, the coating systems on the Amador Reservoir are in poor condition with widespread defects. The exterior paint is mostly failed with widespread corrosion up to including some isolated spot metal loss. It is recommended that the paint on the tank be removed and replaced within the next 3 to 5 years. Other exterior related work have also been presented for consideration. The interior lining system above the highest water level (HWL) is in poor condition with widespread corrosion and localized metal loss, while the area below the HWL has fields of broken blisters and rust. It is recommended that the tank be relined within the next 2 to 3 years, and this work should anticipate the need for some localized weld repair work. A few non-coatings related items were also noted for potential seismic considerations and safety concerns. Background The Amador Reservoir is a welded steel water storage tank. The tank is approximately 80 feet in diameter by approximately 40 feet in height, providing a nominal capacity of 1.5 million gallons. It is the only tank on the site, which is adjacent to Amador Street. August 10, 2016

55 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 2 The tank shell has five plate courses that are connected to a slightly-pitched cone roof. The roof plates are supported internally by a structure consisting of rafters and a center column. Rafters are connected to the shell by welded steel clips. The tank has one center roof vent and two manways. There is one roof access hatch that has a stainless steel hatch cover. The northwestern manway is not readily accessible, due to the inlet piping entering the tank through its cover. The overflow pipe has an upper funnel that exits through the floor. The exterior overflow pipe has a flapper gate installed at its discharge point. The drain is located within a floor sump. The reservoir does not have an exterior or interior ladder, and there is no railing or fall prevention tie-offs present on the roof. The foundation sits below grade and was not visible, and no anchoring is believed to be present. There are no cathodic protection (CP) systems associated with the tank. All of the interior steel surfaces, including the roof, shell, tank bottom, and appurtenances are coated with a thin film epoxy lining. The exterior of the structure is painted with what appears to be an alkyd paint system that includes an aluminum flake finish coat on the roof. The lowest areas of the shell, notably the lower chime may also have a different coating system, perhaps including a bitumastic with fiber inlay. Field Evaluation The purpose of this survey was to assess the conditions of the existing coatings and recommend remedial work, where applicable. The evaluation mainly involved visual observations. Photographs and video were taken to document the field inspections. A photo summary and narrated DVD is included with this narrative report. For survey purposes, the tank has been segmented into the exterior roof, exterior shell, interior roof, interior shell, and interior floor. The various appurtenances within each of these areas have also been evaluated. The condition of the coating systems was rated as being poor, fair, good, or excellent (Chart 1). The extent of any rust defects identified within each of the areas was generally determined using guidelines set forth in ASTM D610 Standard Test Method for Evaluating the Degree of Rusting of Painted Steel Surfaces (Chart 2). Where applicable, the characteristic or stage of corrosion was determined in accordance with CSI Corrosion Grade criteria (Chart 3). The degree of chalking was determined in accordance with ASTM D4214 Standard Test Method for Evaluating the Degree of Chalking of Exterior Paint Films, Test Method D659, Method C (Chart 4). Coating adhesion was assessed in accordance with ASTM D3359 Standard Test Method for Evaluating Adhesion by Tape Test, modified Method A or a modified version of ASTM D6677 Standard Test Method for Evaluating Adhesion by Knife (Chart 5). The modified version of ASTM D6677 was used in areas where destructive testing was not found to be practical. Any blistering that may have been present was rated in accordance with ASTM D714 Standard Test Method for Evaluating the Degree of Blistering in Paints (Chart 6). The paint dry film thickness was measured with a Positector 6000FN3 in general accordance with SSPC PA2. Close-up visual observation of the coating was limited to the floor, first (lowest) shell course, and exterior roof. The visual observations and data obtained from the structure follows: August 10, 2016

56 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 3 Exterior The exterior paint on the roof was in poor condition with minor chalking (ASTM D4214, No. 8) and excessive weathering. Adhesion on the roof was rated to be poor in regards to the topcoat (ASTM D3359,0A) and satisfactory in regards to the undercoat (ASTM D6677, 8). There are locations where the finish coat has weathered away to reveal an undercoat. Cracked coating and dark rust (CSI Corrosion Grade 2) was present throughout the roof, but the most concentrated amount of corrosion was within the eastern half of the roof area. The total amount of corrosion on the roof was rated to be approximately 16 percent of the total surface (ASTM D610, 3). Some of the rust had developed into localized metal loss, including exfoliation and pit development (CSI Corrosion Grade, 3-4). Some pit depths were found to measure 1/16 deep and deeper pits are suspected of being present. Probing of the deepest pits nodules was not completed due to concerns about developing thru-holes. Exfoliation was present on scattered areas of the upper chime. Many rusting through-holes were found on the center vent hood and dark rust with exfoliation is present on the center vent throat edge and hood brackets (CSI Corrosion Grades, 4-5). Some of the most advanced corrosion was located at minor depressions in the roof plate, and a stainless steel hatch assembly has some more advanced corrosion on its adjacent steel areas. The exterior coating on the shell was in overall poor condition with moderate chalking (ASTM D4214, No. 6) and extensive rust spots. Pinhole rust spots with undercutting corrosion was present throughout the shell. The total amount of corrosion on the shell was rated to be between 16 percent to 33 percent,depending on the quadrant (ASTM D610, 3 & 2). Rusting on the shell was dark (CSI Corrosion Grade 2), but no significant metal loss was identified. Dark rust and peeling paint was present on the visible locations of the tank piping. Adhesion of the paint on the shell was found to be marginal (ASTM D3359, 3A; ASTM D6677, 4). In addition to standard paint system on the shell, the lower course appeared to have a laminate layer of fiberglass and black bituminous coating that extended up from the below grade areas. This layer extended above the grade approximately 1-2 feet. It was also noted that the lower shell had some graffiti in the form of vandal paint and gouges. Some of these locations have since been overcoated. Interior Close-up visual observations were made to all areas below the waterline and all other areas were assessed from the water level. Overall, the lining on the interior roof was in poor condition. Fields of dark rust (CSI Corrosion Grade 2) were present throughout the roof plate and support structure components. The total amount of corrosion on the roof was rated to be half of the total surface (ASTM D610, 1) with the most corrosion located within the southern quadrant, and the most advanced corrosion up to an including some minor pitting and scaling was located within 10 feet of the upper chime (CSI Corrosion Grades 3-4). A bolt was observed to be installed in the roof plate to seal a through-hole that had developed in the northern quadrant. Dark rust, shallow pitting, with complete coating failure is present on the back side of the overflow funnel/weir, pipe, and standoff brackets (CSI Corrosion Grades 2-3). The specific notable observations of the different quadrants of the roof with the video time stamp noted in parentheses follow: August 10, 2016

57 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 4 North: (0:30) (01:16) A spot rusting is present in the north 10 feet from the center column (1'x1'). (07:10) A bolt has been used to plug a through-hole in the roof plate. West: (10:07) No notable comment. South: (12:52) The most advanced rusting on roof plates is within this quadrant. (13:50) Heavy rusting and coating failure is present on the back side of the overflow funnel and brackets. East: (08:06) No notable comment. The lining on the shell was found to be in overall fair condition. Fields of dark rust (CSI Corrosion Grade 2) and dense, cracked blisters were present throughout the shell and on appurtenances (ASTM D714; No.'s 4-6, dense). Many of the blister caps have cracked and have underlying dark rust. Patches of dense rust nodules have developed in some locations of the shell and on appurtenances. The only location with significant pitting (CSI Corrosion Grade 3) was on the overflow pipe. The total amount of corrosion on the shell was rated to be approximately one-third of the total surface (ASTM D610, 2) with corrosion being worst on the upper courses. The specific notable observations of the different quadrants of the shell with the video time stamp noted in parentheses follow: North: (24:49) Heavy rusting is present around the inlet pipe/manway assembly. Cracked rusting blisters are present around the inlet/manway (4-6, dense). West: (21:29) (23:26) A patch of large rusting nodules is present on the second course 30 feet west of the northwest manway. South: (16:07) (19:00) Dense cracked and rusting blistering with some light nodules are present on the overflow. The overflow clips have heavy rusting. Heavy rusting is present on the backside of the overflow pipe. East: (29:00) (34:00) Heavy rusting is present on the edges of the manway assembly. Cracked rusting blisters are present on the manway (4-6, dense). The lining on the interior floor was found to be in fair condition. Dense fields of blisters are present throughout the floor and on appurtenances (ASTM D714; No 2-6, dense). Some patches of blisters had cracked and developed nodules, but no significant pitting was observed (CSI Corrosion Grade; 2-3). The total amount of corrosion on the shell was rated to be approximately 3 percent of the total surface (ASTM D610, 5). No buckling or floor distortions were observed during the inspection. Sediment was removed to complete a more thorough inspection. Tightly-adhering sediment remained after cleaning. Any attempt to agitate the surface or scrape off the sediment resulted in the destruction of the fragile, blistered lining system. Efforts to remove this underlying layer were suspended in the interest of preserving the remaining barrier lining system. The specific notable observations August 10, 2016

58 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 5 of the different floor quadrants with the video time stamp noted in parentheses follow: North: (38:40) No notable comment. West: (36:40) Larger blisters are present in the west (2-6, dense). South: (34:40) No notable comment. East: (40:15) No notable comment. The coating on the center column was in poor condition. Cracked, rusting blisters with nodules are present on the column and base (ASTM D714, No 2-6, dense). The nodules were not found to have developed any measurable metal loss (CSI Corrosion Grade; 2-3). Dense rusting coating cracks was found to be present near the top of the center column (ASTM D610, 1). The specific notable observations of the center column with the video time stamp noted in parentheses follow: Center Column: (46:24) Rusting in the crevices with bleeding is present around the column base. Cracked, rusting blisters are present on the column base and center column (2-6, dense). (48:46) Rusting areas are present near the top of the center column. (49:21) Rusting is present on the dollar plate. Laboratory Analysis Four (4) coating samples were collected from the tank. One sample was collected from the roof and shell from both the exterior and interior surfaces. The samples were collected to determine the presence of heavy metals (i.e. lead, cadmium, and chromium) in the film. The samples were sent to Schneider Laboratories, Richmond, VA for heavy metals analysis in accordance with EPA Method 3050B/6010B. The laboratory report is attached, and a summary of the analysis follows: Sample Description Element (ppm) Lead (Pb) Cadmium, (Cd) Chromium (Cr) CSI-1 Exterior Roof < CSI-2 Exterior Shell 17.2 <6.60 <16.5 CSI-3 Interior Roof <11.3 <11.3 <28.1 CSI-4 Interior Shell <15.5 <15.5 <38.8 August 10, 2016

59 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 6 Discussion Overall, the coating systems on the Amador Reservoir are in poor condition with widespread defects and low levels of heavy metals. The exterior paint on the roof is mostly failed with widespread corrosion up to including some isolated metal loss in spot locations, while the exterior shell has extensive spot rust with no notable metal loss. The roof paint system has an aluminum flake finish coat that has provided some added protection to this zone that experiences the most weathering and chalking. Some of the rusting is a result of excessive chalking and weathering. Chalking is the term for the powdery characteristic of an aged coating that may also have a faded finish. Chalking is a result of the natural breakdown of a paint system's binder when it is exposed to sunlight. The binder (or resin) degrades in ultraviolet light, which leaves behind the unbound pigment or chalk. A side from a faded appearance, chalking can result in corrosion as the film weathers (thins) away through cycles of wind and rain. As the paint endures years of direct sunlight, it begins to weather away, which results in the paint no longer providing enough barrier protection from corrosion. The most significant corrosion is around the center roof vent. The roof also has some plate depressions and a stainless steel hatch that have affected the level of corrosion development. Atmospheric water has a tendency to collect and develop ponds at plate depressions, and the paint applied to the roof was not designed for immersion service. As a result, the paint at many of these areas has degraded to form flaking and allow corrosion. The stainless steel hatch is directly welded to the carbon steel roof plate. The more advanced corrosion around the hatch is attributed to the difference in galvanic potentials of dissimilar "directly connected" metals (i.e. stainless steel components and carbon steel tank). Generally speaking, there are four possible approaches to maintenance coating work. The coatings can be either completely removed and replaced (repainted), spot repaired, spot repaired and overcoated, or simply overcoated. In evaluating the condition of a coating to determine the best approach there are a number of different factors to consider. The first set of factors includes the determination of the coating's ability to withstand the added stress of an additional coat(s). Attributes impacting this decision include film thickness and adhesion. If a film is too thick or has poor adhesion, the tension from the curing stresses and/or the weight of the additional paint can cause the existing system to disbond. The second set of factors to consider when determining what maintenance coating approach to take is the amount of surface area requiring repair, the overall difficulty in providing access to the structure, and whether the coating system contains heavy metals. The final factor is the condition of the substrate. When considering whether a spot repair approach is a viable option, a good rule of thumb is that up to 10 percent of the surface area requiring repair is the point at which making spot repairs with overcoat becomes a diminishing return. With 10 percent rusting, overcoating may be an option if the adhesion is better than fair. If there is more than 10 August 10, 2016

60 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 7 percent rusting and the substrate is free of mill scale, overcoating may be considered an option if the adhesion is satisfactory. Once the amount of surface area exceeds this range, the cost of cleaning and coating the individual rust spots approaches (or exceeds) the total cost of removal and replacement. On this basis, it is recommended that the exterior paint on the tank be removed and replaced within the next 3 to 5 years. This new paint system should include an epoxy and urethane system and anticipate the need for some localized welding repairs. Extensive welding repairs may be required at the center vent. Should the interior be relined before that 3 to 5 years time frame, it would be cost-effective to include this exterior work with this interior work to better amortize the costs of construction. The estimated cost of removing and replacing the exterior paint system in today's coating market is $95,000, including coating inspection. This work should consider removing the dirt from the lower chime of the tank to at least complete a more extensive inspection of the area. Some healthy vegetation is also present adjacent to the tank chime. This indicates that the area likely traps atmospheric moisture, which can ultimately shorten the life of the exterior paint. The lower chine of a tank is one of the most critical stress points in the cylindrical tank design. Severe stresses are put onto the lower chime weld by the liquid load of the tank. As a result, any advanced corrosion that might be present in the area must be dealt with in a timely manner. There is a more advanced coating system applied at this lower chine area, which indicates that some past engineering considerations must have been made with this condition. However, the fact that dirt extends up over the bottom of a shell manway indicates that the design may not have been thoroughly thought-out. In the short term, it is strongly recommended that dirt around the lower chime be excavated so that the area can be better inspected. In the long term, the coating on the lower chine should be replaced with the remainder of the tank. The interior lining system above the highest water level (HWL) is in poor condition with widespread corrosion and localized metal loss, while the area below the HWL has fields of broken blisters and rust. The location of the most advanced rust indicates that the lining defects are a result of the lining not being properly installed years ago. These areas where the lining does not have proper barrier protection that reflects poor installation. Since all of the blisters were below the common water level, it is presumed that they are a result of osmotic forces. Osmotic blistering is typically caused when coatings that are to be placed into immersion service are applied too thick, overcoated too soon, under colder weather conditions, and/or over contaminated surfaces. One form of osmotic blistering is solvent entrapment. Solvents are added to coatings to act as a vehicle during application. When coatings are applied too thick the coating solvents that were designed to be released during application are locked in-place when the catalyzed coating reaches a full chemical cure. Additionally, if coatings are applied under cold or cooler conditions, the solvents have a difficult time escaping from the film before it gets hard. Blisters that result from solvent entrapment tend to be localized to the coolest and lowest areas of a tank. Solvent vapors are typically heavier than air, and the lowest portion of a tank tends to become saturated with these gases without proper ventilation at the time of application. Coated over August 10, 2016

61 Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 8 contamination creates a source for osmotic forces. This contamination attracts fluid that creates pressures that exceed the film's ability to bond, creating blisters. Based on the above, it is recommended that the tank be relined within the next 2 to 3 years, and this work should anticipate the need for some localized weld repair work. The estimated cost of removing and replacing the interior lining system in today's coating market is $200,000, including coating inspection. A few non-coatings related items were noted for potential retrofitting, and each of these involved seismic considerations and safety concerns. The floor drain and overflow piping exit the tank through the tank bottom. This was a common tank design that was used in the past to prevent piping from obstructing outside areas of the tank. However, this design has since been found to be problematic during a seismic event. During an earthquake, there is the potential for the tank bottom to move at a different rate than the below grade piping. Past events resulted in pipe connections being sheared or cracked, which resulted in a loss of water capacity during times when it was most needed during the emergency. Moving this tank piping to exist the shell should be considered. It was noted that the existing tank shell piping is rigidly connected to the tank. They do not include flexible connections. Again, this condition can result in problems during a seismic event. Installing flexible couplings to the shell should be considered as part of any future large-scale tank retrofitting project. The tank does not have any interior or exterior ladders. Consideration to installing these access appurtenances should be made before any coating work is completed on the tank. If it is determined that ladders should be installed, the roof will also require the addition of a fall prevention system. There are many designs that can be implemented to prevent a fall from a roof. The most cost-effective means would be to install a life-line at the center of the tank that could be used in conjunction with a climbing harness system to prevent any workers from advancing too close to the tank roof edge. August 10, 2016

62 Recommendations The following maintenance work is recommended: Exterior Maintenance Inspection Amador Reservoir, City of Crescent City Coleman Engineering Page 9 1) Within the next 3 to 5 years, remove and replace the exterior paint system. This work should include abrasive blast cleaning in accordance with SSPC SP6 Commercial Blast Cleaning. The newly applied paint system should include an epoxy primer and urethane finish coat. The painted surfaces should include the stainless steel roof hatch. Consider completing this work with interior relining work to better amortize some of the costs of construction. 2) Remove the dirt around the exterior lower chime of the tank as part of this painting work. If the area requires replacement of the dirt, consider replacing the lower chime coating with a new bitumastic film. 3) Anticipate minor welding repairs to locations with the most advanced metals loss (i.e. around the center vent). 4) Consider completing structural retrofitting work such an installing an exterior ladder, fall prevention systems, and flexible pipe couplings. Interior 1) Within the next 2 to 3 years, remove and replace the interior lining system. This work should include abrasive blast cleaning in accordance with SSPC SP10 Near- White Metal Blast Cleaning. The newly applied paint system should include three 4-6 mils coats of an NSF Certified immersion grade epoxy to a total minimum thickness of 15 mils. The relining should include the caulking of all roof plate lap seams and other small crevices that preclude proper liquid epoxy application. 2) Anticipate minor welding repairs to spot locations with the most advanced corrosion. 3) Consider relocating the drain and overflow pipe from the tank bottom to the shell. 4) Consider installing an internal ladder. NOTICE: This report represents the opinion of CSI Services, Inc. This report is issued in conformance with generally acceptable industry practices. While customary precautions were taken to insure that the information gathered and presented is accurate, complete and technically correct, it is based on the information, data, time, and materials obtained and does not guarantee a leak proof tank. August 10, 2016

63 P. O. Box , Santa Clarita, CA Page 1 of 1 Phone: (toll free) Date Fax: CSI Job No.: Completed by: Smith Water Tank Dive Inspection Report Tank Owner/Client: Crescent City/Coleman Engineering Client Contact: Chad Coleman Tank Name: Amador Date of Last Inspection: 2013 Dive Supervisor: Mel Smith Lead Diver: Steven Metcalf Dive Tender: Mark Watson Scope Maintenance Warranty Cleaning Patch Repairs UT Readings ROV Operation Sampling Site Interior Structural Characteristics Item Yes No Notes Roof Structure rafters GPS Coordinates , Column Design pipe Cross Street Amador Street Upper Center Column dollar plate Tank Location only tank on site Column Base Design free plate with stabilizing c Perimeter Fencing satisfactory Connections bolted Site secured on arrival Overflow Design funnel and pipe floor exit Nearest Structures Pump Station Inlet Interior Design pipe lower-course Overhead Power Lines Yes Outlet Design floor Antenna on Tank No Interior Ladder None Surrounding Site gravel CP System none Impact potential pole Water Depth 33 Water Agitator none Barrier Walls none Exterior Structural Characteristics Item Data Item Data Capacity 1,500,000 Center Roof Vent Size 30" Diameter 80 Roof vent sealed No - poor screening Height 40 Roof Rail System none Erection Year Roof Rail Satisfactory No Contract No. Rail Location Tank Substrate welded steel Ext Roof Access none present Tank Profile on grade Exterior Vandal Deterrent not present Tank Geometry cylindrical Ext Ladder Sat Number of Courses four Ext Ladder Fall Prevent Height of Each Course 10 feet Roof Tie-Off Present no Roof Design Pitched roof with drip ring Tank Piping shell inlet No. Shell Manways two Inlet Diameter 12" Type of Manways round Outlet Diameter 12" Manway Cover Design bolt circle no hinge Flexible Pipe Coupling unknown Diameter of Manways 24" Overflow Pipe Diameter 10" No. Roof Hatches one- center Overflow Exterior Design screened air-gap Hatch Design steel hinged Drain location floor Size of Roof Hatch 31"x31" Tank Foundation foundation below grade Number of Roof Vents one center Water Level Indicator pressure sensor Roof Vent Design round hooded Miscellaneous notes: The information reported was obtained using visual observations and testing believed to be accurate. The information reported represents the data obtained from the specific representative areas inspected, tested, and/or verified. Copyright CSI Services 2007

64 Amador Exterior Photo (3) Amador Exterior Photo (4) Amador Exterior Photo (1) Amador Exterior Photo (2)

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106 Chart 1 - Condition Rating The table below gives a basic description of the four different categories that CSI Services, Inc. uses to provide a general depiction of the condition of each defined area of a structure. The categories are Poor, Fair, Good, or Excellent. The development of these categories is based on historical knowledge and experience of various paint and lining systems over given periods of time in certain service environments. Basically, the rating is determined based on what should be expected of the paint or lining system at that point in its life cycle. As a result, different determinations are made for maintenance inspection versus warranty inspections. A detailed description of each rating with relative consideration addressed follows: Rating Poor Fair Good Excellent General Description of Conditions Maintenance Inspection Warranty Inspection This condition is usually prioritized for rework in the short-term. Typically, these surfaces have considerably more coating defects and/or corrosion than what is expected for the age of the system. Typically, these surfaces have a level of coating defects and/or corrosion that is slightly worse than what should be expected for the age of the system. This condition is placed on a short-term monitoring schedule. This condition is rated for areas without any considerable coating defects or corrosion. These surfaces are in a condition that is typical for the age of the coating system. This condition is for areas without any considerable coating defects or corrosion. Typically, these surfaces are in a condition that is better than expected for the age of the system. This condition identifies an area with wholesale coating defects or corrosion concerns that will typically require significant removal and replacement of the coatings in the area. This condition identifies an area with partial coating defects or corrosion concerns that will require significant rework. This condition identifies areas with coating defects or corrosion that is typically seen in one-year warranty inspections. Typically, only minor spot repairs are required. This condition identified areas that typically are in perfect condition and require no repair work. Copyright CSI Services, Inc. 2004

107 Chart 2 -Rust Grade The black and white figures below depict the standards referenced in ASTM D610 Standard Test Method for Evaluating Degree of Rusting on Painted Surfaces. Below each standard is a photographic depiction of each level of corrosion, as used by CSI Services, Inc. The standards depict the percentage of rust on a scale from 0 to 10, with 10 having no rust and 0 having complete rust. Rust Grade 10 Rust Grade 9 Rust Grade 8 Rust Grade 7 Rust Grade 6 Rust Grade 5 Rust Grade 4 Rust Grade 3 Rust Grade 2 Rust Grade 1 Rust Grade 0 Rust Grade Description 10 No rusting or less than 0.01% of surface rusted 9 Minute rusting, less than 0.03% of surface rusted 8 Few isolated rust spots, less than 0.1% of surface rusted 7 Less than 0.3% of surface rusted 6 Excessive rust spots, but less than1% of surface rusted 5 Rusting to the extent of 3% of surface rusted 4 Rusting to the extent of 10% of surface rusted 3 Approximately one-sixth of the surface rusted 2 Approximately one-third of the surface rusted 1 Approximately one-half of the surface rusted 0 Approximately 100% of the surface rusted Copyright CSI Services, Inc. 2004

108 Chart 3 - Corrosion Grade The figure below depicts the photographic standards referenced by CSI Services, Inc. in the determination of the characteristics and stages of corrosion progression. This standard is used to better quantify the level of corrosion once it has progressed to Rust Grades 3, 2, 1, or 0 (see Chart 2). When applicable, CSI classifies an area as one or more of the five different Corrosion Grades. Corrosion Grades 1 through 5 are described below: Grade Description Photo Examples 1 Light Rust - This condition involves relatively light colored rust that does not have any significant metal loss. 2 3 Dark Rust -This condition involves relatively dark colored, thicker rust that is progressing towards the next phase, significant metal loss. Pitting - This condition involves isolated or widespread deep spot corrosion (pitting). 4 5 Scale - Also known as lamellar or exfoliation corrosion. The edges of the affected area are leaf like and resemble the separated pages of a wetted book. Structural Loss - This condition involves metal loss or failure where components will require structural consideration The photos depicted are examples and were not taken on this project. Copyright CSI Services, Inc. 2004

109 Chart 4 - Chalking The figure below depicts the photographic standards referenced in ASTM D4214 Standard Test Method for Evaluating the Degree of Chalking of Exterior Paint Films, Method D659, Method C. Generally speaking, chalking is the degradation of a paint s binder leaving behind loose pigments as the binder reacts with the environment, primarily ultraviolet light and oxygen. Evaluating chalking is a means to measure the performance of a coating system and its life cycle projection. It is also important to quantify for consideration of future overcoating options. This test uses these pictorial standards to quantify the amount of chalking present on paint films. The depictions below represent the mount of colored chalk removed onto a cloth during the test. The scale ranges from 2 to 8 with the rating 2 having the most chalk. Light Colored Paints No.8 No. 6 No.4 No. 2 Dark Colored Paints No.8 No. 6 No.4 No. 2 Copyright CSI Services, Inc. 2004

110 Chart 5 - Adhesion Rating The figures below depict the photographic standards and criteria referenced in ASTM D3359 Standard Test Method for Evaluating Adhesion by Tape Test and ASTM D6677 Standard Test Method for Evaluating Adhesion by Knife. Both Standards are used to assess the condition of a paint system for life-cycle projections. It is also used to evaluate an existing paint system s ability to withstand the added stress that any overcoating strategies can create. Depending upon the thickness of the paint system, ASTM D3359 has two different test methods. The rating criteria for both standards follow: Rating 5A Observation No peeling or removal Method A Surface of X-cut from which flaking/peeling has occurred ASTM D3359 Rating Percent Area Removed None 5B 0% none Method B Surface of cross-cut area from which flaking has occurred for six parallel cuts and adhesion range by percent 4A 3A 2A 1A Trace peeling or removal along incisions or their intersection Jagged Removal along incisions up to 1/16 on either side Jagged removal along most of incisions up to 1/8 on either side Removal from most of the area of the X under the tape 4B Less than 5% 3B 5 15% 2B 15 35% 1B 35-65% 0A Removal beyond the area of the X 0B Greater than 65% ASTM D6677 Rating Description 10 Fragments no larger than x can be removed with difficulty 8 Chips up to x can be removed with difficulty 6 Chips up to x can be removed with slight difficulty 4 Chips larger than x can be removed with slight pressure 2 Once coating removal is initiated by knife, it can be peeled at least 0 Coating can be peeled easily to length greater than Copyright CSI Services 2004

111 Chart 6 Blistering Rating The figure below depicts the photographic standards referenced in ASTM D714 Standard Test Method for Evaluating Degree of Blistering of Paints. This test uses these pictorial standards to quantify both the size and density of blisters that may develop in linings. Although the standard uses a blister size scale of 0 to 10 this chart uses the most common sizes of blisters found in the field. The standard does not use a reference for the size of each of the blisters depicted. CSI used this scale as a means for further quantification by qualifying the largest blister depicted as being 1 inch in width (Blister Size No. 2) and the smallest blister being 1/32 of an inch in width (Blister Size No. 8). Few Medium Medium Dense Dense Blister Size No. 2 Blister Size No. 4 Blister Size No. 6 Blister Size No. 8 Copyright CSI Services, Inc. 2004

112 P. O. Box , Santa Clarita, CA Final Report Maintenance Inspection Washington Reservoir City of Crescent City Prepared for: Chad Coleman Coleman Engineering 1358 Blue Oaks Blvd., Suite 200 Roseville, CA Prepared by: Pat Sweeney Project Manager CSI Services, Inc. August 10, 2016 CSI Services, Inc. Allegiant Technical Services, Inc. Hawaiian Office: P.O. Box 671, Aiea, HI Northern California Office: P.O. Box 370, Sonoma, CA 95476

113 P. O. Box Santa Clarita, CA Phone: Fax: Providing Quality Technical Services to the Coating Industry Table of Contents Introduction... Page 1 Summary.... Page 1 Background Page 2 Field Evaluation Page 2 Laboratory Analysis... Page 5 Discussion.... Page 6 Recommendations..... Page 7 Attachments - Field Notes - Exterior Photos - Interior Photos - CSI Chart 1 General Description of Conditions - CSI Chart 2 Rust Grade Criteria - CSI Chart 3 Corrosion Grade Criteria - CSI Chart 4 Coating Chalking Criteria - CSI Chart 5 Coating Adhesion Criteria - CSI Chart 6 Coating Blistering Criteria - DVD Hawaiian Office: P.O. Box 671, Aiea, HI Northern California Office: PO Box 371, Sonoma, CA Coating Specialists and Inspection Services, Inc. Consulting Evaluations Tank Diving Inspection

114 Maintenance Inspection Washington Reservoir Crescent City, CA Page 1 Introduction Coleman Engineering authorized CSI Services, Inc. (CSI) to conduct a maintenance inspection on the Washington Reservoir owned and operated by the City of Crescent City, CA. The tank site is adjacent to Washington Boulevard, Crescent City, CA. This report documents the findings of the inspection and offers recommendations for maintenance activities. Maintenance recommendations have been made in accordance with the requirements of American Water Works Association s Standard D102 Coating Steel Water Storage Tanks, Standard M42 Steel Water Storage Tanks, and CSI experience with evaluating hundreds of water storage facilities. A photo summary and narrated DVD is also included to document the condition of the tank. The field-work was completed on Tuesday, July 27, 2016 by a three man team comprised of Mr. Mel Smith, Mr. Steven Metcalf, and Mr. Mark Watson. The exterior shell observations were made mostly from grade level, while the exterior of the roof was examined close-up. The interior inspection was carried out with the tank water level at approximately thirty-six feet using special underwater diving equipment and techniques. Mr. Mel Smith was the site supervisor and Mr. Steve Metcalf was the lead diver. Mr. Pat Sweeney, Project Manager, reviewed the results of the field data and prepared recommendations for maintenance work. Mr. Sweeney is a certified Level 3 SSPC and NACE inspector, an SSPC Certified Protective Coating Specialist, and has evaluated hundreds of water storage tanks. Summary With a few exceptions, the exterior paint on the tank is in satisfactory condition. The exceptions involve a finish coat on the roof that is flaking from an intact undercoat and a shell paint finish with a blotchy appearance. There is no immediate need for paint work, and the only purpose for paint work at this time would be based on aesthetics. However, the roof will require paint work within the next 4 to 6 years to extend the life of the existing system. The tank interior linings are in good condition in the area above the highest water level (HWL), and in excellent condition below the HWL. Epoxy lining systems are typically designed for 20 to 25 years of service, and the lining is in a condition that should be expected of system is approximately 15 years old. It is recommended that the tank be placed on a normal 3 to 5 year maintenance inspection cycle, as recommended by AWWA. Background The Washington Reservoir is a welded steel, above ground tank built by CB&I/Trusco Tank Company in 2001 under Contract No The tank is approximately 132 feet in diameter by approximately 40 feet, providing a nominal capacity of 4.15 million gallons. It is the only tank on the site and is adjacent to Washington Boulevard. August 10, 2016

115 Maintenance Inspection Washington Reservoir Crescent City, CA Page 2 The tank shell has four plate courses that are connected to a pitched cone roof with a knuckle radius. The roof plates are supported internally by a structure consisting of rafters, ring girder, and columns. The tank has one center roof vent, one peripheral vent and two shell manways. The overflow pipe has an upper funnel that exits through the lower course. The discharge point of the overflow is not readily visible, but a flexible coupler was present. An inlet pipe enters the lower shell and the drain has a sump that exits the tank through the floor. The reservoir has an exterior ladder equipped with a safety climb, fall prevention cage, and vandal deterrent. The bottom of the exterior ladder is approximately 20 feet up the tanks shell. There is one interior ladder. Both ladders lead to a roof hatch area the has a roof rail system. The roof was equipped with tie-off rings, but no cables were installed on the reservoir. The reservoir is not anchored to its concrete ring wall foundation. All of the interior steel surfaces, including the roof, shell, tank bottom, and appurtenances are coated with a thin film epoxy lining. The roof lap seams are caulked, but the joint between the shell and knuckle plate is not sealed. The interior has an impressed current cathodic protection system installed. The exterior of the structure is painted with what appears to be an acrylic paint system, and the upper exterior shell has a city mural. Field Evaluation The purpose of this survey was to assess the conditions of the existing coatings and recommend remedial work, where applicable. The evaluation mainly involved visual observations. Photographs and video were taken to document the field inspections. A photo summary and narrated DVD is included with this narrative report. For survey purposes, the tank has been segmented into the exterior roof, exterior shell, interior roof, interior shell, and interior floor. The various appurtenances within each of these areas have also been evaluated. The condition of the coating systems was rated as being poor, fair, good, or excellent (Chart 1). The extent of any rust defects identified within each of the areas was generally determined using guidelines set forth in ASTM D610 Standard Test Method for Evaluating the Degree of Rusting of Painted Steel Surfaces (Chart 2). Where applicable, the characteristic or stage of corrosion was determined in accordance with CSI Corrosion Grade criteria (Chart 3). The degree of chalking was determined in accordance with ASTM D4214 Standard Test Method for Evaluating the Degree of Chalking of Exterior Paint Films, Test Method D659, Method C (Chart 4). Coating adhesion was assessed in accordance with ASTM D3359 Standard Test Method for Evaluating Adhesion by Tape Test, modified Method A or a modified version of ASTM D6677 Standard Test Method for Evaluating Adhesion by Knife (Chart 5). The modified version of ASTM D6677 was used in areas where destructive testing was not found to be practical. Any blistering that may have been present was rated in accordance with ASTM D714 Standard Test Method for Evaluating the Degree of Blistering in Paints (Chart 6). The paint dry film thickness was measured with a Positector 6000FN3 in general accordance with SSPC PA2. Close-up visual observation of the coating was limited to the August 10, 2016

116 Maintenance Inspection Washington Reservoir Crescent City, CA Page 3 floor, first (lowest) shell course, and exterior roof. The visual observations and data obtained from the structure follows: Exterior The exterior paint on the roof was in fair condition with heavy chalking (ASTM D4214, No. 6) and weathering. The finish coat was also found to have flaked off in many areas from an intact undercoat, suspected of being an epoxy. The finish coat flaking is over more than 80 percent of the roof. The adhesion of the roof coating system was rated to be satisfactory at the intermediate coat (ASTM D3359, 5A), but poor at the finish coat (ASTM D6677, 0). With respect to corrosion, the roof was found to have some dark rust (CSI Corrosion Grade 2) along some of the weld seams and in areas that may have been mechanically damaged (i.e. scrapped). The total amount of corrosion on the roof area was rated to be 0.1 percent of the total surface area (ASTM D610, 8). Rust was also common at all cathodic protection hand-hole covers, and biological growth was present on most of the roof, notably at the knuckle. Relatively more rust was also located on the various appurtenances. The specific notable observations of the roof quadrants follow: North: Several cracked, rusting impact chips are present. Rusting scrapes are present around the hatch area. Water is pooled around the hatch combing and rusting with lifting is present. Rusting with lifting is present on the handrails and railing uprights. Rusting scrapes are present on the handrail. Rusting is present on the appurtnances. West: No notable comment. South: No notable comment. East: No notable comment. From a corrosion perspective, the exterior paint on the shell was found to be in overall good condition with negligible chalking (ASTM D4214, No. 8) and satisfactory adhesion (ASTM D3359, 4A). Only isolated dark rust spots were present on the shell (CSI Corrosion Grade 2), while some more concentrated rust up to and including some isolated, minor exfoliation (CSI Corrosion Grade 4) on the exterior, leading edge of the tank bottom is present. The total amount of corrosion on the shell area was rated to be less than 0.03 percent of the total surface area (ASTM D610; 9). It was noted that the finish of the paint has a blotchy appearance that appears to extend from water running down the shell from the roof. Further, there is a run-off location from the roof that may have included some tank operation chemicals, which attacked the paint. Some rusting is associated with this condition. Cracked paint with some rust is present on some of the exposed piping. The specific notable observations of the different quadrants of the shell follow: North: Vandalism scrapes are present on the shell. West: Rusting cracks with peels are present on piping. South: A tree branch is rubbing against the upper shell area. August 10, 2016

117 Maintenance Inspection Washington Reservoir Crescent City, CA Page 4 East: No notable comment. Interior Close-up visual observations were made to all areas below the waterline and all other areas were assessed from the water level. The lining system within the roof area was in good condition. The roof laps are caulked, but the seam between the knuckle and roof plate is not sealed. Rusting with rust staining is present at the upper chime, and above rafters. Dark rust spots (CSI Corrosion Grade 2) with some undercutting corrosion was present on girder flanges and miscellaneous connections. Some locations had less than a square foot of disbonded lining from bare steel, and many of these dark rust isolated defects were located adjacent to the rafter tail. The total amount of corrosion on the roof area was rated to be less than 0.3 percent of the total roof area (ASTM D610; 7). Numerous seismic reinforcement ties throughout the reservoir were found to be bent. The tank level indicator float wire had frayed and separated. As a result, during the dive, the diver connected a new wire and fed it through the roof-port. The specific notable observations of the different quadrants of the roof with the video time stamp noted in parentheses follow: North: (18:26) (20:24) The tank level indicator float has broken free of the slider wire, but remains on the guide wires. (22:00) A rusting nodule is present on the upper left ladder clip. West: (12:16) (13:45) A cracked delaminating area is present near a rafter tail in the vicinity of the ring girder. South: (0:30) (03:30) Four cracked delaminations are present in the southwest in the vicinity of the ring girder. (05:54) A cracked delaminating area is present near a rafter tail in the vicinity of the ring girder. East: (08:00) No notable comment. The lining on the shell was found to be in excellent condition with only minor rust staining present. One dark rust (CSI Corrosion Grade 2) area with lifting lining was found on the upper left ladder clip. The total amount of corrosion on the shell was rated to less than 0.03 percent of the total surface (ASTM D610, 9). The specific notable observations of the different quadrants of the shell with the video time stamp noted in parentheses follow: North: (23:45) No notable comment. West: (29:16) No notable comment. South: (33:57) No notable comment. East: (35:40) No notable comment. The lining on the floor was found to be in overall excellent condition with no significant August 10, 2016

118 Maintenance Inspection Washington Reservoir Crescent City, CA Page 5 corrosion or coating issues. The total amount of corrosion on the floor was rated to less than 0.03% the total surface (ASTM D610, 9). The specific notable observations of the different quadrants of the floor with the video time stamp noted in parentheses follow: North: (39:46) No notable comment. West: (49:06) (51:10) A floor drain is present in the west. South: (42:50) No notable comment. East: (45:38) No notable comment. The coating on the center column was in excellent condition with only minor dark corrosion at the rafter-to-cone connections (CSI Corrosion Grade 2). The total amount of corrosion on the center column was rated to less than 0.03% the total surface (ASTM D610; 9). The specific notable observations of the center column with the video time stamp noted in parentheses follow: Center Column: (53:35) (55:15) Slight rusting in the crevices is present at rafter connections to the cone. Laboratory Analysis Two (2) coating samples were collected from the tank exterior. One sample was collected from each the roof and shell. Samples were not collected from the lining due to its satisfactory condition. The samples were collected to determine the presence of heavy metals (i.e. lead, cadmium, and chromium) in the film. The samples were sent to Schneider Laboratories, Richmond, VA for heavy metals analysis in accordance with EPA Method 3050B/6010B. The laboratory report is attached, and a summary of the analysis follows: Sample Description Element (ppm) Lead (Pb) Cadmium, (Cd) Chromium (Cr) CSI-5 Exterior Roof <9.81 <9.81 <24.5 CSI-6 Exterior Shell 102 <11.2 <27.8 August 10, 2016

119 Maintenance Inspection Washington Reservoir Crescent City, CA Page 6 Discussion With a few exceptions, the exterior paint on the tank is in satisfactory condition. The exceptions involve a finish coat on the roof that is flaking off of an undercoat, and a shell finish with a blotchy appearance. The flaky roof finish coat does not have any significant corrosion associated with this condition due to the intact undercoat, which is suspected of being an epoxy. Although there is a large concern that at some point in the future the epoxy that is being exposed will begin to rapidly chalk. Chalking is the term for the powdery characteristic of an aged coating that may also have a faded finish. Chalking is a result of the natural breakdown of a paint system's binder when it is exposed to sunlight. The binder (or resin) degrades in ultraviolet light, which leaves behind the unbound pigment or chalk. A side from a faded appearance, chalking can result in corrosion as the film weathers (thins) away through cycles of wind and rain. As the paint endures years of direct sunlight, it begins to weather away, which results in the paint no longer providing enough barrier protection from corrosion. Unlike standard finish coats (e.g. urethanes, acrylics), epoxies rapidly chalk in sunlight. If left unrepaired, this will ultimately result in the roof significantly developing rust as the level of barrier protection diminishes. The blotchy appearance on the shell is likely associated with a separating pigment in the darker colored paint. Generally speaking, there are four possible approaches to maintenance coating work. The coatings can be either completely removed and replaced (repainted), spot repaired, spot repaired and overcoated, or simply overcoated. In evaluating the condition of a coating to determine the best approach there are a number of different factors to consider. The first set of factors includes the determination of the coating's ability to withstand the added stress of an additional coat(s). Attributes impacting this decision include film thickness and adhesion. If a film is too thick or has poor adhesion, the tension from the curing stresses and/or the weight of the additional paint can cause the existing system to disbond. The second set of factors to consider when determining what maintenance coating approach to take is the amount of surface area requiring repair, the overall difficulty in providing access to the structure, and whether the coating system contains heavy metals. The final factor is the condition of the substrate. When considering whether a spot repair approach is a viable option, a good rule of thumb is that up to 10 percent of the surface area requiring repair is the point at which making spot repairs with overcoat becomes a diminishing return. With 10 percent rusting, overcoating may be an option if the adhesion is better than fair. If there is more than 10 percent rusting and the substrate is free of mill scale, overcoating may be considered an option if the adhesion is satisfactory. Once the amount of surface area exceeds this range, the cost of cleaning and coating the individual rust spots approaches (or exceeds) the total cost of removal and replacement. The coatings on the tank were found to have relatively low levels of heavy metals, which will not affect the cost of any future paint work. August 10, 2016

120 Maintenance Inspection Washington Reservoir Crescent City, CA Page 7 On this basis, there is no immediate need for paint work at this time and the only need for paint work would be based on aesthetics. It will take years for the roof to develop widespread failures. However, it would be prudent spot repair small rust spots on the tank and overcoat the tank roof within 4 to 6 years to extend the life of the existing system. Repainting the shell, including the mural can also be competed at that time to improve aesthetics, if they are important the City. It was also noted that a tree is scraping the shell and should be pruned to avoid continued mechanical damage to the paint. Overall, the tank interior coatings are in good condition in the area above the highest water level (HWL), and in excellent condition below the HWL. The vapor area has the some localized corrosion, but this condition is considered negligible at this time. The driving force for any future lining repair work is clearly the condition of the roof that does not benefit from the added protection of the cathodic protection system. Epoxy lining systems are typically designed for 20 to 25 years of service, and the interior lining is in a condition that should be expected of a tank lining that is approximately 15 years old. Since the areas below the HWL are in mostly satisfactory condition, it is recommended that the tank be placed on a normal 3 to 5 year maintenance inspection cycle, as recommended by AWWA. The following work is recommended: Recommendations Exterior Place the tank on a 3 to 5 year maintenance inspection cycle as recommended by the American Water Works Association (AWWA). Consider spot repairing the tank and overcoating the exterior roof within the next 4 to 6 years. The tree that is scraping the shell should be pruned to avoid further damage to the paint system. Interior No work is needed at this time. It is recommended that the tank be placed on the 3 to 5 year maintenance inspection cycle. A more frequent verification that the cathodic protection system should also be completed. ` NOTICE: This report represents the opinion of CSI Services, Inc. This report is issued in conformance with generally acceptable industry practices. While customary precautions were taken to insure that the information gathered and presented is accurate, complete and technically correct, it is based on the information, data, time, and materials obtained and does not guarantee a leak proof tank. August 10, 2016

121 P. O. Box , Santa Clarita, CA Page 1 of 1 Phone: (toll free) Date Fax: CSI Job No.: Completed by: Smith Water Tank Dive Inspection Report Tank Owner/Client: Crescent City/Coleman Engineering Client Contact: Chad Coleman Tank Name: Washington Reservoir Date of Last Inspection: 2013 Dive Supervisor: Mel Smith Lead Diver: Steve Metcalf Dive Tender: Mark Watson Scope Maintenance Warranty Cleaning Patch Repairs UT Readings ROV Operation Sampling Site Interior Structural Characteristics Item Yes No Notes Roof Structure one girder with rafters GPS Coordinates , Column Design pipe Cross Street Washington Blvd. Upper Center Column cone Tank Location only tank on site Column Base Design welded plate Perimeter Fencing satisfactory Connections welded and bolted Site secured on arrival Overflow Design funnel pipe lower course e Nearest Structures Pump House Inlet Interior Design pipe lower-course Overhead Power Lines Yes Outlet Design pipe-lower course Antenna on Tank Yes Interior Ladder Ladder Surrounding Site dirt CP System interior impressed current Impact potential tree Water Depth 36 Water Agitator none Barrier Walls none Exterior Structural Characteristics Item Data Item Data Capacity 4,150,000 Center Roof Vent Size 36"/24" Diameter 132' Roof vent sealed Yes - screened Height 43' Roof Rail System yes Erection Year 2001 Roof Rail Satisfactory Yes, 42" high, 2 midrails, 4 inch kic Contract No Rail Location immediate top ladder Tank Substrate welded steel Ext Roof Access ladder Tank Profile on grade Exterior Vandal Deterrent present Tank Geometry cylindrical Ext Ladder Sat yes, 16" wide, 3/4" rung, toe cleara Number of Courses four Ext Ladder Fall Prevent safety-climb and cage Height of Each Course 10 feet Roof Tie-Off Present no Roof Design pitched roof with knuckle Tank Piping shell inlet No. Shell Manways two Inlet Diameter 10" Type of Manways round Outlet Diameter 10" Manway Cover Design unibolt with hinge Flexible Pipe Coupling present Diameter of Manways 24" Overflow Pipe Diameter 10" No. Roof Hatches one- center Overflow Exterior Design unknown Hatch Design steel hinged Drain location floor Size of Roof Hatch 40"x40" Tank Foundation concrete ringwall with no anchor bo Number of Roof Vents two Water Level Indicator water float Roof Vent Design round hooded Miscellaneous notes: The information reported was obtained using visual observations and testing believed to be accurate. The information reported represents the data obtained from the specific representative areas inspected, tested, and/or verified. Copyright CSI Services 2007

122 Washington Reservoir Exterior Photo (3) Washington Reservoir Exterior Photo (4) Washington Reservoir Exterior Photo (1) Washington Reservoir Exterior Photo (2)

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162 Chart 1 - Condition Rating The table below gives a basic description of the four different categories that CSI Services, Inc. uses to provide a general depiction of the condition of each defined area of a structure. The categories are Poor, Fair, Good, or Excellent. The development of these categories is based on historical knowledge and experience of various paint and lining systems over given periods of time in certain service environments. Basically, the rating is determined based on what should be expected of the paint or lining system at that point in its life cycle. As a result, different determinations are made for maintenance inspection versus warranty inspections. A detailed description of each rating with relative consideration addressed follows: Rating Poor Fair Good Excellent General Description of Conditions Maintenance Inspection Warranty Inspection This condition is usually prioritized for rework in the short-term. Typically, these surfaces have considerably more coating defects and/or corrosion than what is expected for the age of the system. Typically, these surfaces have a level of coating defects and/or corrosion that is slightly worse than what should be expected for the age of the system. This condition is placed on a short-term monitoring schedule. This condition is rated for areas without any considerable coating defects or corrosion. These surfaces are in a condition that is typical for the age of the coating system. This condition is for areas without any considerable coating defects or corrosion. Typically, these surfaces are in a condition that is better than expected for the age of the system. This condition identifies an area with wholesale coating defects or corrosion concerns that will typically require significant removal and replacement of the coatings in the area. This condition identifies an area with partial coating defects or corrosion concerns that will require significant rework. This condition identifies areas with coating defects or corrosion that is typically seen in one-year warranty inspections. Typically, only minor spot repairs are required. This condition identified areas that typically are in perfect condition and require no repair work. Copyright CSI Services, Inc. 2004

163 Chart 2 -Rust Grade The black and white figures below depict the standards referenced in ASTM D610 Standard Test Method for Evaluating Degree of Rusting on Painted Surfaces. Below each standard is a photographic depiction of each level of corrosion, as used by CSI Services, Inc. The standards depict the percentage of rust on a scale from 0 to 10, with 10 having no rust and 0 having complete rust. Rust Grade 10 Rust Grade 9 Rust Grade 8 Rust Grade 7 Rust Grade 6 Rust Grade 5 Rust Grade 4 Rust Grade 3 Rust Grade 2 Rust Grade 1 Rust Grade 0 Rust Grade Description 10 No rusting or less than 0.01% of surface rusted 9 Minute rusting, less than 0.03% of surface rusted 8 Few isolated rust spots, less than 0.1% of surface rusted 7 Less than 0.3% of surface rusted 6 Excessive rust spots, but less than1% of surface rusted 5 Rusting to the extent of 3% of surface rusted 4 Rusting to the extent of 10% of surface rusted 3 Approximately one-sixth of the surface rusted 2 Approximately one-third of the surface rusted 1 Approximately one-half of the surface rusted 0 Approximately 100% of the surface rusted Copyright CSI Services, Inc. 2004

164 Chart 3 - Corrosion Grade The figure below depicts the photographic standards referenced by CSI Services, Inc. in the determination of the characteristics and stages of corrosion progression. This standard is used to better quantify the level of corrosion once it has progressed to Rust Grades 3, 2, 1, or 0 (see Chart 2). When applicable, CSI classifies an area as one or more of the five different Corrosion Grades. Corrosion Grades 1 through 5 are described below: Grade Description Photo Examples 1 Light Rust - This condition involves relatively light colored rust that does not have any significant metal loss. 2 3 Dark Rust -This condition involves relatively dark colored, thicker rust that is progressing towards the next phase, significant metal loss. Pitting - This condition involves isolated or widespread deep spot corrosion (pitting). 4 5 Scale - Also known as lamellar or exfoliation corrosion. The edges of the affected area are leaf like and resemble the separated pages of a wetted book. Structural Loss - This condition involves metal loss or failure where components will require structural consideration The photos depicted are examples and were not taken on this project. Copyright CSI Services, Inc. 2004

165 Chart 4 - Chalking The figure below depicts the photographic standards referenced in ASTM D4214 Standard Test Method for Evaluating the Degree of Chalking of Exterior Paint Films, Method D659, Method C. Generally speaking, chalking is the degradation of a paint s binder leaving behind loose pigments as the binder reacts with the environment, primarily ultraviolet light and oxygen. Evaluating chalking is a means to measure the performance of a coating system and its life cycle projection. It is also important to quantify for consideration of future overcoating options. This test uses these pictorial standards to quantify the amount of chalking present on paint films. The depictions below represent the mount of colored chalk removed onto a cloth during the test. The scale ranges from 2 to 8 with the rating 2 having the most chalk. Light Colored Paints No.8 No. 6 No.4 No. 2 Dark Colored Paints No.8 No. 6 No.4 No. 2 Copyright CSI Services, Inc. 2004

166 Chart 5 - Adhesion Rating The figures below depict the photographic standards and criteria referenced in ASTM D3359 Standard Test Method for Evaluating Adhesion by Tape Test and ASTM D6677 Standard Test Method for Evaluating Adhesion by Knife. Both Standards are used to assess the condition of a paint system for life-cycle projections. It is also used to evaluate an existing paint system s ability to withstand the added stress that any overcoating strategies can create. Depending upon the thickness of the paint system, ASTM D3359 has two different test methods. The rating criteria for both standards follow: Rating 5A Observation No peeling or removal Method A Surface of X-cut from which flaking/peeling has occurred ASTM D3359 Rating Percent Area Removed None 5B 0% none Method B Surface of cross-cut area from which flaking has occurred for six parallel cuts and adhesion range by percent 4A 3A 2A 1A Trace peeling or removal along incisions or their intersection Jagged Removal along incisions up to 1/16 on either side Jagged removal along most of incisions up to 1/8 on either side Removal from most of the area of the X under the tape 4B Less than 5% 3B 5 15% 2B 15 35% 1B 35-65% 0A Removal beyond the area of the X 0B Greater than 65% ASTM D6677 Rating Description 10 Fragments no larger than x can be removed with difficulty 8 Chips up to x can be removed with difficulty 6 Chips up to x can be removed with slight difficulty 4 Chips larger than x can be removed with slight pressure 2 Once coating removal is initiated by knife, it can be peeled at least 0 Coating can be peeled easily to length greater than Copyright CSI Services 2004

167 Chart 6 Blistering Rating The figure below depicts the photographic standards referenced in ASTM D714 Standard Test Method for Evaluating Degree of Blistering of Paints. This test uses these pictorial standards to quantify both the size and density of blisters that may develop in linings. Although the standard uses a blister size scale of 0 to 10 this chart uses the most common sizes of blisters found in the field. The standard does not use a reference for the size of each of the blisters depicted. CSI used this scale as a means for further quantification by qualifying the largest blister depicted as being 1 inch in width (Blister Size No. 2) and the smallest blister being 1/32 of an inch in width (Blister Size No. 8). Few Medium Medium Dense Dense Blister Size No. 2 Blister Size No. 4 Blister Size No. 6 Blister Size No. 8 Copyright CSI Services, Inc. 2004

168 Appendix C VE Solutions Tank Analysis

169 Where Value and Engineering Come Together September 29, 2016 Mr. Keven Shreeve Coleman Engineering 1358 Blue Oaks Blvd, Suite 200 Roseville, CA Subject: Crescent City USDA Water Improvement Project VES No Dear Keven, I have reviewed the following documents in preparation of this report: 775 East Washington St, 4,150,000 gallon tank by Pittsburg Tank & Tower Maintenance Co., Inc. dated April 12, 2013 Washington Reservoir, by CSI Services, Inc. dated August 10, Amador St, 1,500,000 gallon tank by Pittsburg Tank & Tower Maintenance Co., Inc. dated April 12, 2013 Amador Reservoir, by CSI Services, Inc. dated August 10, 2016 Washington Reservoir Structural Issues This summary is based on physical dimensions of the tank. Structural information on shell and plate thicknesses was not available for this evaluation. 1. The tank does not appear to be in a tsunami inundation zone. 2. The tank is unanchored. It was designed and constructed in Using current AWWA D100 criteria it appears that the tank doesn t meet the self-anchored tank criteria. I recommend that the concrete footing be widened all around the tank. Weld steel chairs to the side of the tank and attach the chair to the concrete with anchor bolts all around the perimeter. This repair will also mitigate concerns about differential movement between the piping and the tank. Order of magnitude for this repair is $100, Using current code criteria it appears that the height of the sloshing wave during a seismic event is 8 ft. Since the operating height is 36 ft and the tank height is 40 ft this doesn t leave enough space to allow for the wave to slosh across the tank without imposing significant loads on the knuckle and the roof. In order to mitigate this problem, the roof or the knuckle can be strengthened. Alternatively, the operating water level can be lowered approx. 4 ft. Order of magnitude for roof/knuckle repairs is $50, The lateral bracing of the overflow should be checked to make sure that it meets the current code requirements. Add it if it not present. Cost: $5, The guardrail at the roof hatch is only on two sides. The railing should be extended around all four sides of the hatch. $5, University Avenue, Suite 110 Sacramento, CA (916) Fax (916) bradf@vesolutions.net

170 6. The ladders should have knurled surface or be treated with a skid-resistant material. $1, The underside of the tank roof needs to prepped and painted to prevent further corrosion. $???? Amador Reservoir Structural Issues: This summary is based on physical dimensions of the tank. Structural information on plate thicknesses was not available for this evaluation. 1. The tank does not appear to be in a tsunami inundation zone. 2. It appears from the photographs that there is no concrete foundation under the tank. A concrete foundation is required around the perimeter of the tank in order to resist seismic uplift and lateral forces. It is possible but it may not be economical to retrofit a concrete ring foundation under and around the perimeter of the tank. This would also mitigate the need to install flexible couplings and/or moving the pipe overflow to the tank exterior. Order of magnitude cost: $150, Using current code criteria it appears that the height of the sloshing wave during a seismic event is 7 ft. Since the operating height is 38 ft and the tank height is 40 ft this doesn t leave enough space to allow the wave to slosh across the tank. The momentum of the water can damage the roof or the knuckle. In order to mitigate this problem, the roof or the knuckle can be strengthened. Alternatively, the operating water level can be lowered approx. 5 ft. A combination of lowering the operating level and strengthening the roof may be the most economical option. Order of magnitude if roof/knuckle repairs are done is $50, The center column base plate is significantly corroded. This should be prepped and painted. It doesn t appear that the plate corrosion has reduced the structural capacity. 5. The lateral bracing of the overflow should be checked and added if not present to make sure that it meets the current code requirements. Cost: $5, There is no guardrail around the roof hatch. Add guard railing around all four sides of the hatch. $10, The underside of the tank roof is corroded in many places. In some cases, structural members will need to removed and replaced. In most cases, the roof plate and structural members need to prepped and painted to prevent further corrosion. $10,000 for structural repairs; painting cost unknown 8. The interior and exterior of the tanks should be prepped and painted to prevent further corrosion. Cost:???? 9. It is proposed to install a new manway in the side of the tank. This will involve strengthening of the area around the opening with additional plates. Cost: $5,000 Sincerely yours, Bradley A. Friederichs S2780

171 Appendix D Surveyor Proposed Alignment

172

173

174

175 Appendix E Meter Cost Estimates

176 Smart Meter AMI Plan - Crescent City, Ca. Prepared by the Ferguson Meter & Automation Group The results of your recent Sensus propagation study have provided us with infrastructure needed for a full or partial AMI system. As discussed in our Crescent City meeting, Eric would like to see options of a full AMI system, as well as how a mix of AMI and AMR would work. I have revised my earlier proposal to provide you with the many options that are available with this project. From install, to AMI and AMR, there are truly several options that you can choose. Option 1 (4) AMI Antenna and 6501 HHD Infrastructure requirements: 4 Antenna and Base Stations, 6501 Hand Held for additional reads The propagation study revealed that four antennas can read all but 86 of your current services. Your AMI system would provide maximum efficiency to the city, with exceptional customer service options to the residents of Crescent City. This would also include a Sensus 6501 HHD to pick up the handful of reads that are out of coverage. Cost per antenna and M-400 base station installed - $50,000 Install price assumes that power is available with full access to the site and that the antenna can be installed on existing structure Total cost - (4) Antennas and base stations installed - $200,000 1 st year of Sensus hosted solution - $38,700

177 Year 2-5 Average $23,000 per year Assumes meter base of 5,000 services Training - $5, HHD system - $12,000 Option 2 (2) AMI Antenna and 6501 HHD Infrastructure requirements: 1 Antenna and Base Station, 6501 Hand Held for additional reads The propagation study revealed that a single antenna can read nearly half of your services. This opens the door to a blend of AMI providing coverage the majority of your services, while using the speed and ease of the Sensus 6501 HHD to pick up reads that are out of coverage. Cost per antenna and M-400 base station - $50,000 Total cost (2) Antennas and base stations installed - $100,000 Install assumes that power is available with full access to the site, and that the antenna can be installed on existing structure 1 st year of Sensus hosted solution - $38,700 Year 2-5 Average $23,000 per year Training - $5, HHD system - $12,000 Option 3 Full VGB Drive-By System This system is the most popular drive-by system that Sensus offers. Utility billing downloads the route file onto a thumb drive and hands it off to the Utility Reader who plugs it into their lap top and drives their route to pick up the reads. Infrastructure required: VGB Reading System VGB Reading System - $30, HHD/Cradle (Data pulls and any new radio install) - $12,000 Annual Support - $2,700 Training - $1,500

178 Install Options When I performed my site visit with Jason, I noticed that there are a variety of install options that we need to consider as well as get a firm large meter count. My guess is that the number of large meters listed will drop with a more detailed count of their current system. I know that the city has already replaced several large meters over the past couple of years with our Sensus OMNI s. 1 Small meters iperl s a. Meter replacement/ Radio hole drilled into existing lid - Basic - $87 b. Meter Replacement/ Radio, with full meter box change out - $225 d. Retrofit New register change/radio installed into existing lid - $45 2 Large Meters OMNI s 1 ½ 8 a. Existing vault ( Basic Install) Meter replacement/ Radio with hole drilled into lid 1 ½ $245 2 $245 3 $370 4 $670 6 $1, $1,745

179 Pricing by Option Option 1 (4) Antenna AMI + HHD - $255,700 (year 2-5 annual average hosting cost $23,000 not included) Sensus hosted solution included for data storage 4,621 Smart point Radios -$702,392 Meters 4,279 ¾ IPERLS $577, IPERLS $25, ½ $56, $171, $53, $73, $23, $27, Install Range - (Large Meter - Basic Install for meter and radio in existing pit with hole drilled for radio - additional site survey for true number --- $225 for ¾ and 1 meters new boxes) Total with range A. $1, ( basic install of larger meters and $225 for ¾ and 1 - $1,065,190) $3,032,342.10

180 Option 2 2 Antenna AMI + HHD - $155,700 (year 2-5 annual average hosting cost $23,000 not included) Sensus hosted solution included for data storage 4,621 Smart point Radios -$702,392 Meters 4,279 ¾ IPERLS $577, IPERLS $25, ½ $56, $171, $53, $73, $23, $27, Install Range - (Large Meter - Basic Install for meter and radio in existing pit with hole drilled for radio - additional site survey for true number --- $225 for ¾ and 1 meters new boxes) Total with range A. $1,867, ( basic install of larger meters and $225 for ¾ and 1 - $1,065,190) $2,932,342.10

181 Option 3 AMR - $46,200 VGB Reading System and HHD for data pulls, radio install, etc. 4,621 Smart point Radios -$702,392 Meters 4,279 ¾ IPERLS $577, IPERLS $25, ½ $56, $171, $53, $73, $23, $27, Install Range - (Large Meter - Basic Install for meter and radio in existing pit with hole drilled for radio - additional site survey for true number --- $225 for ¾ and 1 meters new boxes) Total with range A. $1,757, ( basic install of larger meters and $225 for ¾ and 1 - $1,065,190) $2,822,842.10

182 Additional: New Large meter vaults Cost of vault and install will require site visit and bid If meters are in concrete, will require site visit and bid If we Vac each pit there will be an additional charge ($18 per pit) California - Local, State and Federal taxes not included Install numbers are based off of current California Labor Class II rate which is valid through March of Price will be subject to change after Thank you for the opportunity to offer you additional information on the Crescent City metering project. Please feel free to contact me anytime with additional questions. Pat Hart Ferguson Meter & Automation Group Pat.Hart@Ferguson.com