El Centro City Council
January 20, 2026

Appendix A
Near Term Development Projects

Appendix A
Near Term Developments
Project Name Street Address / General Location Proposed Land Use Project Description Site Area (Ac) Site Area (SqFt) Proposed
Dwelling
Units (DU)
Building
Area (SF)
Res.

Density
(DU/Ac) Status
Projected Water
Demands (gpd)
Point Load Model
Junction ID
4:13 Fitness Center 1531 W. Main St. Commercial An 18,522 sq. ft. fitness center with training classrooms and a juice bar. 0.43 18,731 N/A Under construction 774.00 4497 Bark Park Northeast Corner of Park Avenue and 7th St. Park Dog park 1.65 71,827 N/A Completed 1,154.24 5180 Big J Fencing new warehouse with offices 336 Main St Commercial An 8,400 sq. ft. warehouse with office spaces. 0.19 8,276 N/A Planning Review Complete 342.00 4833 Buena Vista Park SWC of 8th St and Manuel A Ortize Ave Park Construction of new park 11.33 493,588 N/A Under construction 7,931.85 0193 California Highway Patrol Station 2802 S. 4th St. Institution 44,473 SF California Highway Patrol Station 1.02 44,431 N/A Under construction 1,224.00 0047 Courtyard Villas Glenwood Rd; W. Orange Ave. Low Density Residential 53 lot single-family subdivision 19.43 846,371 53 N/A 2.73 Pre-Application 13,250.00 0888 CR&R Transfer Station S. Ross Rd.; 140 ft. E. Montenegro Way/ E. Dogwood Rd. Industrial Solid waste transfer station 8.75 381,150 N/A Planning Review 4,375.00 0855 Dairy Queen 3065 N. Imperial Ave. Commercial restaurant with drive-thru 1.05 45,661 N/A Completed 1,886.82 5897 Dogwood and Villa Annexation SEC Dogwood Ave and Villa Ave Industrial Annexation and Pre-Zone of 320 Acres 320 13,939,200 N/A Planning Review 80,000.00 5311 Dogwood Bar 411 E. Aurora Dr. Commercial 4,500 SF building 0.103 4,487 N/A Planning Review Complete 185.40 0623 Dunkin Donuts 3063 N. Imperial Ave. Commercial restaurant with drive-thru 0.70 30,575 N/A Under construction 1,263.43 5897 Dutch Bros Coffee 740 N. Imperial Ave. Commercial 2,405 square foot Dutch Bros Coffee with a double drive-through 0.055 2,396 N/A Planning Review 99.00 4987 El Centro Shopping Center SE corner of S. Imperial Ave and Wake Ave. Commercial A new retail and fast-food shopping center with approximate 154,913 sq. ft. of proposed building area. 3.56 155,074 N/A Planning Review 6,408.00 2417 El Dorado Family Apartments 1805 N. 8th St. High-Medium Density 136 unit apartment complex 5.99 260,924 136 N/A 22.70 Under construction 27,200.00 1728 Food 4 Less Gas Station 2420 Cottonwood Dr. Commercial 14 pump gas station 1.92 83,635 N/A Planning Review Complete 3,456.00 1821 Gas Station with Carwash 3003 SW. 4th St. Commercial 16 pump gas station with a 3,800 square foot convenience store and 2,800 square foot car wash 0.138 6,011 N/A Planning Review 248.40 2206 Gomez Park Hope St between E. Hamilton Ave and Ross Ave Park Renovation of existing park 7.15 311,331 N/A In design 5,003.02 4228 Home 2 Suites 3105 S. Dogwood Ave. Commercial 79 room hotel 2.90 126,361 N/A Under construction 5,221.53 0270 Humane Society 664ft. north from corner of E. Ross Ave. and S. Hope St. Commercial new 7,724 sq. ft. building equipped with dog kennels for the animal shelter. 0.18 7,841 N/A Planning Review 324.00 0829 Hyundai Dealership 2202 Merrill Center Dr. Commercial 18,500 square foot dealership building 0.42 18,295 N/A Building/Grading Review 756.00 0395 Innercare Medical Facility 850 E. Danenberg Drive Commercial New 21,493 sq. ft. medical office. 0.493 21,475 N/A Planning Review Complete 887.40 0879 Jacaranda Gardens I Apartments 1625 N. Waterman Ave High Density Residential 96 unit apartment complex 4.36 190,016 96 22.01 Completed 19,200.00 1673 Jamba Juice and Wing Stop 1497 Adams Ave. Commercial
a tentative improvements for fast-food
restaurants Jamba Juice and Wing Stop 0.69 30,170 N/A Completed 1,246.69 5024 Jersey Mike's/ UPS Store 1002 N. Imperial Commercial restaurant/ package and mail site 1.17 50,862 N/A Completed 2,101.74 5403 La Brucherie and Main Apartments 303 S. La Brucherie Ave High-Medium Density
Residential 177 unit apartment complex 11.90 518,258 177 N/A 14.88 Planning Review Complete 35,400.00 1201 Lotus Place Residential Subdivision SEC Austin Rd. and Ross Ave. Low Density Residential 561-lot Single Family residential
subdivision
Development map states 574 lots - which
is the latest? 160 6,969,600 561 N/A 3.51 Pre-Application 140,250.00 0628 Lotus Ranch West of La Brucherie Ave.; South of I-8
Medium Density
Residential 609 Lot single-family subdivision 100.76 4,389,106 609 N/A 6.04 Under construction 127,890.00 0332 Maresca Apartments 718 Adams Ave.

High-Medium Density
Residential A new six-unit apartment complex with two additional acessory dwelling units. 0.42 18,215 8 N/A 19.13 Planning Review 1,600.00 5178 Maverik Gas Station 1402 N. Dogwood Ave. Commercial
21 pump gas station and 5,951 SF
convenience store 6.74 293,780 5,951 N/A Completed 12,139.67 0861 One Stop Meats La Carniceria 2033 S. 4th St. Commercial 1,400 square foot Food Market 0.032 1,394 N/A Planning Review Complete 57.60 0573 Parkview Residential Subdivision E. of 8th St.; 625 ft south of Horne Rd. Low Density Residential 114 lot single-family subdivision 26.05 1,134,738 114 N/A 4.38 Planning Review 28,500.00 0185 Penske 502 E. Main St. Commercial Truck rental business 3.41 148,607 N/A Completed 6,140.79 4894 Police Station 150 N. 11 St. Institution 46,500 SF station 1.067 46,479 N/A Under construction 1,280.40 1280 Raising Canes 2299 N. Imperial Ave. Commercial Fast food restaurant with drive-thru 1.31 57,042 N/A Planning Review 2,357.11 1769 Residence Inn Hotel 3409 S. Dogwood Ave. Commercial 104 room hotel 3.99 173,881 N/A Building/Grading Permit Review7,185.17 0305 Restaurant 751 E. Danenberg Dr. Commercial 4,575 SF restaurant building 0.105 4,574 N/A Planning Review Complete 189.00 0256 Ross and Dogwood -- Industrial
Development Ross Ave and Dogwood Industrial Industrial Development 483.65 21,067,681 N/A Planning Review 225,123.63 0624 Spear & 6th Street Apartments NEC 6th St. and Spear Ave.

High-Medium Density
Residential 288 unit apartment complex 14.11 614,632 288 N/A 20.41 Planning Review 57,600.00 10012 Surya Hotel NWC Wake Ave. and Weakley Ave. Commercial 99 room hotel 1.3 56,628 N/A Planning Review Complete 2,340.00 0622 Town Center Industrial Condominiums SWC Cruickshank Dr. and 8th St. Industrial 34,200 SF of Industrial Warehouse 0.785 34,195 N/A Planning Review Complete 392.50 5893 Town Center Industrial Park - Residential NWC N. 8th St. and Cruickshank Dr.

Medium Density
Residential 102 lot single-family subdivision 11.71 510,000 102 8.71 Planning Review 21,420.00 5893 Town Center Industrial Park - Industrial NWC N. 8th St. and Cruickshank Dr. Industrial 11 industrial lots 33 1,437,480 N/A Planning Review 16,500.00 5893 Town Center Self Storage SW Cruickshank Dr. and 8th St. Commercial 2 self-storage buildings in 4.31 acres 7.74 337,154 N/A Building/Grading Permit Review13,932.00 5893 Town Center single-family NWC N. 8th St. and Cruickshank Dr.

Medium Density
Residential 102 lot single-family subdivision 13.1 570,636 102 N/A 7.79 Planning Review 21,420.00 5882 Town Center Village IV NWC N. 8th and Bradshaw Ave.

High-Medium Density
Residential 180 unit apartment complex 11.59 504,860 180 N/A 15.53 Under construction 36,000.00 5880 U-Haul expansion 1745 4th St. Commercial 85,224 SF three-story storage warehouse 6.94 302,307 85,224 N/A Completed 12,492.02 3486 Valley Pediatric 1446 W. Pico Ave. Commercial medical offices 1.77 77,122 N/A Completed 3,186.86 1670 Villa Ocotillo Apartments 1080 Adams Ave. High Density Residential a hotel conversion into 38 studios 0.749 32,626 38 N/A 50.73 Planning Review Completed 7,600.00 VLV_10514 Vo Medical Center 1699 N. Imperial Ave. Commercial medical offices 4.87 212,037 N/A Completed 8,761.86 5614 Wal-Mart Fuel Station 2150 N. Waterman Ave. Commercial Walmart fuel station with 12 fuel dispensers with an overhead canopy and a convenience store. 2.99 130,121 N/A Planning Review 5,376.90 1809 Willowbend Residential Subdivision W. of 4th St.; 630 ft S. of Horne Road Low Density Residential 134 lots single-family subdivision 37.04 1,613,462 134 N/A 3.62 Planning Review 33,500.00 2221 Zadeh Self Storage NEC of Dorian Ct. and N. 8th St. Commercial 2 buidlings; 104 and 375 square ft, 1500 sq. ft., 24 parking,a nd 296 covered RV parking. 0.046 2,004 N/A Planning Review 82.80 5893 Total (GPD) 1,013,256.84
Total (GPM) 703.65
Total (MGD) 1.01

Appendix B
Detailed Project Costs

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS City of El Centro
2025 Water Master Plan Update
Recommended Pipeline Improvement Projects Cost Summary
Redun-1
S Imperial Ave Connection Build 1,350 LF of new 18-in pipeline to close the loop between Danenber Dr and Manuel A Ortiz Ave.

Improve Redundancy in Existing
System
$ 1,763,000
Redun-2
Farnsworth Ln Connection Build 2,000 LF of new 20-in pipeline to close the loop between Dannenberg Dr and Quail Run Dr.

Improve Redundancy in Existing
System
$ 2,434,000
FF-1 S 2nd St Upsizing Upsize approximately 2,600 LF of existing 6-inch to 12-inch pipeline on S 2nd St from W Orange Ave to Ross Ave. Improve Existing Capacity Issues $ 1,844,000 FF-2 Euclid Ave Upsizing Upsize approximately 1,300 LF of existing 8-inch to 12-inch pipeline on Euclid Ave from 4yh St to 3rd St. Improve Existing Capacity Issues $ 1,136,000 FF-3 El Centro Ave Upsizing Upsize approximately 1,300 LF of existing 6-inch to 8-inch pipeline on El Centro Ave from 6st St to Railroad. Improve Existing Capacity Issues $ 778,000 FF-4
Adams Ave Upsizing
Upsize approximately 1,400 LF of existing 6-inch to 8-inch pipeline on Adams Ave from N 6th St / the alley between El Centro Ave and Adams Ave/ to Railroad.

Improve Existing Capacity Issues $ 835,000
FF-5 E Main St Upsizing Upsize and add approximately 1,900 LF of existing 6-inch to 8-inch pipeline on Main St from Dogwood Rd to Fairfield Dr. Improve Existing Capacity Issues $ 998,000 FF-6
S 4th St Upsizing
Upsize existing 4" from Wensley to Ross Ave to 8"; build new 8" between Ross and Desert Gardens Dr; upsize existing 6" from Desert Gardens to Autora Dr to 8".

Improve Existing Capacity Issues $ 1,042,000
FF-7 Yucca Dr Connection Build 100 LF of new 8-in pipeline to close the loop across 4th St. Improve Existing Capacity Issues $ 106,000 FF-8 Brighton Ave Connection Build 400 LF of new 8-in pipeline to connect the McGee Park hydrant to nearby 18" line. Improve Existing Capacity Issues $ 356,000 FF-9 Heil Ave Upsizing Upsize approximately 600 LF of existing 6" to 12" pipeline from 3rd St to the Railroad. Improve Existing Capacity Issues $ 706,000 FF-10 Hamilton Ave Upsizing Upsize approximately 700 LF existing 6" to 12" pipeline from 3rd St to the Railroad. Improve Existing Capacity Issues $ 782,000 FF-11 Maple Ave Upsizing Upsize approximately 800 LF existing 6" to 12" pipeline from 3rd St to the Railroad. Improve Existing Capacity Issues $ 849,000 FF-12 Cedar Ave Upsizing Upsize approximately 700 LF existing 6" to 12" pipeline from 3rd St to the Railroad. Improve Existing Capacity Issues $ 782,000 FF-13 New St Upsizing Upsize approximately 600 LF of existing 6" to 10" pipeline from Orange Ave to New St. Improve Existing Capacity Issues $ 599,000 FF-14 W Brighton Ave Upsizing Upsize approximately 2,000 LF of existing 6" to 12" pipeline from 8th St to 5th St. Improve Existing Capacity Issues $ 1,526,000 FF-15 W Holt Ave Upsizing Upsize approximately 2,700 LF of existing 6" to 12" pipeline from 10th St to 5th St. Improve Existing Capacity Issues $ 1,851,000 FF-16 W Heil Ave Upsizing Upsize approximately 2,000 LF of existing 6" to 12" pipeline from 7th St to 4th St. Improve Existing Capacity Issues $ 1,526,000 FF-17 W Main St Connection Build 1,300 LF of new 12-in pipeline to close the loop on Main St. Improve Existing Capacity Issues $ 1,162,000 Age-1 8th St Replacement Replace 24" Steel transmission main built in the 1970's to PVC pipes of the same size. Improve Existing Condition Issues $ 3,833,000 Age-2 Imperial Ave Replacement Replace 18" Steel transmission main built in the 1950's to PVC pipes of the same size. Improve Existing Condition Issues $ 2,484,000 TOTAL: $ 27,392,000
Project ID Project Name Description Justification Total Project Cost ($) El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Build new 18-in line LF 1,350 $684 $ 923,400
Subtotal $ 923,400
General Requirements (10%) $ 93,000
Contingency (30%) $ 278,000
Construction Total: $ 1,295,000
Soft Costs:

Engineering (15%) $ 195,000
Construction Management (15%) $ 195,000
Engineering Services During Construction (2%) $ 26,000
Environmental (2%) $ 26,000
Administration (2%) $ 26,000
Project Total $ 1,763,000
Redun-1: S Imperial Ave Connection
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Build new 20-in line LF 2,000 $660 $ 1,320,000
Subtotal $ 1,320,000
General Requirements (10%) $ 132,000
Contingency (30%) $ 396,000
Construction Total: $ 1,848,000
Soft Costs:

Engineering (13%) $ 234,000
Construction Management (13%) $ 241,000
Engineering Services During Construction (2%) $ 37,000
Environmental (2%) $ 37,000
Administration (2%) $ 37,000
Project Total $ 2,434,000
Redun-2: Farnsworth Ln Connection
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 2,600 $372 $ 967,200
Subtotal $ 967,200
General Requirements (10%) $ 97,000
Contingency (30%) $ 291,000
Construction Total: $ 1,356,000
Soft Costs:

Engineering (15%) $ 200,000
Construction Management (15%) $ 204,000
Engineering Services During Construction (2%) $ 28,000
Environmental (2%) $ 28,000
Administration (2%) $ 28,000
Project Total $ 1,844,000
FF-1: S 2nd St Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 8" to 12" LF 1,300 $444 $ 577,200
Subtotal $ 577,200
General Requirements (10%) $ 58,000
Contingency (30%) $ 174,000
Construction Total: $ 810,000
Soft Costs:

Engineering (19%) $ 153,000
Construction Management (15%) $ 122,000
Engineering Services During Construction (2%) $ 17,000
Environmental (2%) $ 17,000
Administration (2%) $ 17,000
Project Total $ 1,136,000
FF-2: Euclid Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 8" LF 1,300 $296 $ 384,800
Subtotal $ 384,800
General Requirements (10%) $ 39,000
Contingency (30%) $ 116,000
Construction Total: $ 540,000
Soft Costs:

Engineering (23%) $ 124,000
Construction Management (15%) $ 81,000
Engineering Services During Construction (2%) $ 11,000
Environmental (2%) $ 11,000
Administration (2%) $ 11,000
Project Total $ 778,000
FF-3: El Centro Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 8" LF 1,400 $296 $ 414,400
Subtotal $ 414,400
General Requirements (10%) $ 42,000
Contingency (30%) $ 125,000
Construction Total: $ 582,000
Soft Costs:

Engineering (22%) $ 129,000
Construction Management (15%) $ 88,000
Engineering Services During Construction (2%) $ 12,000
Environmental (2%) $ 12,000
Administration (2%) $ 12,000
Project Total $ 835,000
FF-4: Adams Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 8", and close loop by extending 8" to Dogwood Rd
LF 1,900 $264 $ 501,600
Subtotal $ 501,600
General Requirements (10%) $ 51,000
Contingency (30%) $ 151,000
Construction Total: $ 704,000
Soft Costs:

Engineering (20%) $ 143,000
Construction Management (15%) $ 106,000
Engineering Services During Construction (2%) $ 15,000
Environmental (2%) $ 15,000
Administration (2%) $ 15,000
Project Total $ 998,000
FF-5: E Main St Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 4" from Wensley to Ross Ave to 8"; build new 8" between Ross and Desert Gardens Dr; upsize existing 6" from Desert Gardens to Autora Dr to 8".

LF 2,000 $264 $ 528,000
Subtotal $ 528,000
General Requirements (10%) $ 53,000
Contingency (30%) $ 159,000
Construction Total: $ 740,000
Soft Costs:

Engineering (20%) $ 146,000
Construction Management (15%) $ 111,000
Engineering Services During Construction (2%) $ 15,000
Environmental (2%) $ 15,000
Administration (2%) $ 15,000
Project Total $ 1,042,000
FF-6: S 4th St Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Build new 8-in pipeline LF 100 $480 $ 48,000
Subtotal $ 48,000
General Requirements (10%) $ 5,000
Contingency (30%) $ 15,000
Construction Total: $ 68,000
Soft Costs:

Engineering (30%) $ 21,000
Construction Management (15%) $ 11,000
Engineering Services During Construction (2%) $ 2,000
Environmental (2%) $ 2,000
Administration (2%) $ 2,000
Project Total $ 106,000
FF-7: Yucca Dr Connection
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Build new 8-in pipeline LF 400 $416 $ 166,400
Subtotal $ 166,400
General Requirements (10%) $ 17,000
Contingency (30%) $ 50,000
Construction Total: $ 234,000
Soft Costs:

Engineering (30%) $ 71,000
Construction Management (15%) $ 36,000
Engineering Services During Construction (2%) $ 5,000
Environmental (2%) $ 5,000
Administration (2%) $ 5,000
Project Total $ 356,000
FF-8: Brighton Ave Connection
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 600 $576 $ 345,600
Subtotal $ 345,600
General Requirements (10%) $ 35,000
Contingency (30%) $ 104,000
Construction Total: $ 485,000
Soft Costs:

Engineering (24%) $ 118,000
Construction Management (15%) $ 73,000
Engineering Services During Construction (2%) $ 10,000
Environmental (2%) $ 10,000
Administration (2%) $ 10,000
Project Total $ 706,000
FF-9: Heil Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 700 $552 $ 386,400
Subtotal $ 386,400
General Requirements (10%) $ 39,000
Contingency (30%) $ 116,000
Construction Total: $ 542,000
Soft Costs:

Engineering (23%) $ 125,000
Construction Management (15%) $ 82,000
Engineering Services During Construction (2%) $ 11,000
Environmental (2%) $ 11,000
Administration (2%) $ 11,000
Project Total $ 782,000
FF-10: Hamilton Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 800 $528 $ 422,400
Subtotal $ 422,400
General Requirements (10%) $ 43,000
Contingency (30%) $ 127,000
Construction Total: $ 593,000
Soft Costs:

Engineering (22%) $ 131,000
Construction Management (15%) $ 89,000
Engineering Services During Construction (2%) $ 12,000
Environmental (2%) $ 12,000
Administration (2%) $ 12,000
Project Total $ 849,000
FF-11: Maple Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 700 $552 $ 386,400
Subtotal $ 386,400
General Requirements (10%) $ 39,000
Contingency (30%) $ 116,000
Construction Total: $ 542,000
Soft Costs:

Engineering (23%) $ 125,000
Construction Management (15%) $ 82,000
Engineering Services During Construction (2%) $ 11,000
Environmental (2%) $ 11,000
Administration (2%) $ 11,000
Project Total $ 782,000
FF-12: Cedar Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 10" LF 600 $480 $ 288,000
Subtotal $ 288,000
General Requirements (10%) $ 29,000
Contingency (30%) $ 87,000
Construction Total: $ 404,000
Soft Costs:

Engineering (26%) $ 107,000
Construction Management (15%) $ 61,000
Engineering Services During Construction (2%) $ 9,000
Environmental (2%) $ 9,000
Administration (2%) $ 9,000
Project Total $ 599,000
FF-13: New St Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 2,000 $396 $ 792,000
Subtotal $ 792,000
General Requirements (10%) $ 80,000
Contingency (30%) $ 238,000
Construction Total: $ 1,110,000
Soft Costs:

Engineering (16%) $ 180,000
Construction Management (15%) $ 167,000
Engineering Services During Construction (2%) $ 23,000
Environmental (2%) $ 23,000
Administration (2%) $ 23,000
Project Total $ 1,526,000
FF-14: W Brighton Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 2,700 $360 $ 972,000
Subtotal $ 972,000
General Requirements (10%) $ 98,000
Contingency (30%) $ 292,000
Construction Total: $ 1,362,000
Soft Costs:

Engineering (15%) $ 200,000
Construction Management (15%) $ 205,000
Engineering Services During Construction (2%) $ 28,000
Environmental (2%) $ 28,000
Administration (2%) $ 28,000
Project Total $ 1,851,000
FF-15: W Holt Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Upsize existing 6" to 12" LF 2,000 $396 $ 792,000
Subtotal $ 792,000
General Requirements (10%) $ 80,000
Contingency (30%) $ 238,000
Construction Total: $ 1,110,000
Soft Costs:

Engineering (16%) $ 180,000
Construction Management (15%) $ 167,000
Engineering Services During Construction (2%) $ 23,000
Environmental (2%) $ 23,000
Administration (2%) $ 23,000
Project Total $ 1,526,000
FF-16: W Heil Ave Upsizing
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Build new 12-in line LF 1,300 $456 $ 592,800
Subtotal $ 592,800
General Requirements (10%) $ 60,000
Contingency (30%) $ 178,000
Construction Total: $ 831,000
Soft Costs:

Engineering (19%) $ 155,000
Construction Management (15%) $ 125,000
Engineering Services During Construction (2%) $ 17,000
Environmental (2%) $ 17,000
Administration (2%) $ 17,000
Project Total $ 1,162,000
FF-17: W Main St Connection
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Replace 24" Steel transmission main built in the 1970's to PVC pipes of the same size
LF 2,900 $720 $ 2,088,000
Subtotal $ 2,088,000
General Requirements (10%) $ 209,000
Contingency (30%) $ 627,000
Construction Total: $ 2,924,000
Soft Costs:

Engineering (10%) $ 293,000
Construction Management (15%) $ 439,000
Engineering Services During Construction (2%) $ 59,000
Environmental (2%) $ 59,000
Administration (2%) $ 59,000
Project Total $ 3,833,000
Age-1: 8th St Replacement
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Replace 18" Steel transmission main built in the 1955 to PVC pipes of the same size
LF 2,300 $576 $ 1,324,800
Subtotal $ 1,324,800
General Requirements (10%) $ 133,000
Contingency (30%) $ 398,000
Construction Total: $ 1,856,000
Soft Costs:

Engineering (13%) $ 235,000
Construction Management (15%) $ 279,000
Engineering Services During Construction (2%) $ 38,000
Environmental (2%) $ 38,000
Administration (2%) $ 38,000
Project Total $ 2,484,000
Age-2: Imperial Ave Replacement
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS City of El Centro2025 Water Master Plan Update
Total
Project Cost ($)
VLV-1 Valve Replacement Replacing 24 malfunctioning valves identified by City's operator
End of useful life. 624,000$
$ 624,000
Recommended Valve Improvement Projects Cost Summary
TOTAL:

Project ID Project Name Description Justification
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity Unit Price Item Total
1 Installment of New Valves EA 24 $ 20,000 $ 480,000
$ 480,000
Contingency (30%) $ 144,000
Construction Total: $ 624,000
Project Total $624,000
VLV 1: Valve Replacement
Subtotal
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS NWTP-1 Operations Building Replace PLCs throughout plant. Electrical hand hole cover water intrusion recommendations. Power System Study. Includes Electrucal Equipment Removal costs.
$1,013,000
NWTP-2 Clearwell Pumps Replace 4 VFDs at Clearwell Pump Station with active front end VFDs.

Install an additional 4 new Pumps and concrete pad north of the existing pumps.
$1,960,000
NWTP-3 Primary Clarifiers and Vaults Add a flood float switch alarm to each flow meter and valve vault downstream of the clarifiers per Staff request. Alarm to report to Plant PLC and SCADA. Cost estimate assumes we can run signals back to filter building PLC through existing conduits but need to re-pull all cables in conduit.
$116,000
NWTP-4 Waste Washwater Basin Replace check valve(s) to eliminate leaking. $93,000 NWTP-5 Filters Transition single filter bay into two bays. Reroute existing mechanical piping. Filter drainage bypassing. Filter bay actuator replacements $3,441,000
NWTP-6 Drying Ponds Install new concreate drying ponds. $1,641,000 NWTP-7 Pond Discharge Piping Install new discharge pipeline to raw water ponds. $2,417,000 NWTP-8 Clarifier Pump Station Install a pump between raw water storage and clarifiers $349,000 NWTP-9 Raw Water Pump Station
Expansion
Replace 4 existing pumps and add one standby pump at raw water pump station to pump raw water from canal to raw water ponds $1,434,000
$ 12,464,000
Condition OWTP-1 Old WTP Building Replacing electrical equipment in Old WTP building. Power System Study $3,780,000 $3,780,000
PS-1 New Pump Station New PS Building. New pumps, piping, and valves. HVAC and Electical. $10,143,000 PS-2 La Brucherie Pump Station Demo existing pumps. Demo existing electrical equipment. Roof leak repair. New pumps, piping, valving. Power system study. Replace electrical equipment. Replace generator control panel and output breaker. Replace standby generator and diesel fuel tank. $5,406,000
PS-3 La Brucherie Reservoir -
Mechanical and Electrical
Replace altitude valve and related components. Replace flow meter and upsize piping.
$623,000
$16,172,000
RES-1 Old WTP Reservoir No. 1 Recoat interior and exterior of reservoir within 5 years. Replace appx. 10% of roof framing and hardware. Perform minor metallic surface repairs and patching. Replace interior ladder, roof hatches and center vent. Replace roof handrailing system.
$2,600,000
RES-2 Old WTP Reservoir No. 2 Recoat exterior of reservoir within 5 years. Recoat interior of reservoir as soon as possible. Replace all roof framing including columns, rafters, girders, connections and hardware. Perform minor metallic surface repairs and patching. Replace interior ladder, roof hatches and center vent. Replace roof handrailing system.
$3,000,000
RES-3 WTP Raw Water Ponds Repair cracking by means of epoxy injection Replace original sloping embankment concrete at Pond No. 3 and Pond. No 4. Continue to monitor Pond No. 1 and Pond No. 2.
$2,400,000
RES-4 Old WTP Reservoir No. 3 Recoat interior and exterior of reservoir within 10 years. Repair base plate bearing pad. Replace interior ladder. Repair roof hatch lifting mechanisms as soon as possible. Replace roof handrailing system. Continue to monitor structure.
$4,900,000
RES-5 La Brucherie Reservoir Recoat exterior of reservoir within 5-10 years. Recoat interior of reservoir as soon as possible. Perform minor metallic surface repairs and patching.

Repair base plate bearing pad. Replace interior ladder. $3,600,000
$16,500,000
Condition
TOTAL:

Condition
TOTAL:

RESERVOIR IMPROVEMENT PROJECTS
Improvement Type Project ID Project Name Description Total Project Cost (2025$)
TOTAL:

PS IMPROVEMENT PROJECTS
Improvement Type Project ID Project Name Description Total Project Cost (2025$)
Condition
TOTAL:

OLD WTP IMPROVEMENT PROJECTS
Improvement Type Project ID Project Name Description Total Project Cost (2025$)

NEW WTP IMPROVEMENT PROJECTS
Improvement Type Project ID Project Name Description Total Project Cost (2025$)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Demo $50,000
Electrical Equipment Removal LS 1 $50,000 $50,000
Electrical $425,000
Power System Study LS 1 $125,000 $125,000
Hand hole EA 10 $15,000 $150,000
Replace PLCs throughout plant (including
filter PLC/s) LS 1 $150,000 $150,000
$ 475,000
General Requirements (10%) $ 48,000
Contingency (40%) $ 190,000
Construction Total: $ 713,000
Soft Costs:
$ 148,000
$ 107,000
Engineering Services During Construction (2%) $ 15,000
$ 15,000
$ 15,000
$1,013,000
Major Capital Cost Element
NWTP-1: Operations Building
Project Total
Subtotal
Engineering (21%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Demo $25,000
VFD removal LS 1 $25,000 $25,000
Sitework/Civil $55,500
Concrete Pad SF 37 $1,500 $55,500
Mechanical $280,000
New Clearwell Pumps EA 4 $70,000 $280,000
Electrical $600,000
Replace VFDs EA 4 $150,000 $600,000
$ 960,500
General Requirements (10%) $ 97,000
Contingency (40%) $ 385,000
Construction Total: $ 1,443,000
Soft Costs:
$ 213,000
$ 217,000
Engineering Services During Construction (2%) $ 29,000
$ 29,000
$ 29,000
$1,960,000
NWTP-2: Clearwell Pumps
Major Capital Cost Element
Project Total
Subtotal
Engineering (15%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Electrical $50,000
Float Switch alarms LS 1 $50,000 $50,000
$ 50,000
General Requirements (10%) $ 5,000
Contingency (40%) $ 20,000
Construction Total: $ 75,000
Soft Costs:
$ 23,000
$ 12,000
Engineering Services During Construction (2%) $ 2,000
$ 2,000
$ 2,000
$116,000
NWTP-3: Primary Clarifiers and Vaults
Major Capital Cost Element
Project Total
Subtotal
Engineering (30%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Mechanical $40,000
36" Duckbill Check Valve LS 1 $40,000 $40,000
$ 40,000
General Requirements (10%) $ 4,000
Contingency (40%) $ 16,000
Construction Total: $ 60,000
Soft Costs:
$ 18,000
$ 9,000
Engineering Services During Construction (2%) $ 2,000
$ 2,000
$ 2,000
$93,000
NWTP-4: Waste Washwater Basin
Major Capital Cost Element
Project Total
Subtotal
Engineering (30%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Mechanical $1,750,000
Construction of two new filter bays LS 1 $1,500,000 $1,500,000 Filter drainage bypassing LS 1 $100,000 $100,000
Filter bay actuator replacements LS 1 $150,000 $150,000 $ 1,750,000
General Requirements (10%) $ 175,000
Contingency (40%) $ 700,000
Construction Total: $ 2,625,000
Soft Costs:
$ 263,000
$ 394,000
Engineering Services During Construction (2%) $ 53,000
$ 53,000
$ 53,000
$3,441,000
NWTP-5: Filters
Major Capital Cost Element
Project Total
Subtotal
Engineering (10%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Sitework/Civil $796,875
Concrete Drying Ponds LS 1 $796,875 $796,875
$ 796,875
General Requirements (10%) $ 80,000
Contingency (40%) $ 319,000
Construction Total: $ 1,196,000
Soft Costs:
$ 193,000
$ 180,000
Engineering Services During Construction (2%) $ 24,000
$ 24,000
$ 24,000
$1,641,000
NWTP-6: Drying Ponds
Major Capital Cost Element
Project Total
Subtotal
Engineering (16%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Sitework/Civil $1,200,000
New discharge pipeline to raw water ponds LS 1 $1,200,000 $1,200,000 $ 1,200,000
General Requirements (10%) $ 120,000
Contingency (40%) $ 480,000
Construction Total: $ 1,800,000
Soft Costs:
$ 239,000
$ 270,000
Engineering Services During Construction (2%) $ 36,000
$ 36,000
$ 36,000
$2,417,000
NWTP-7: Pond Discharge Piping
Major Capital Cost Element
Project Total
Subtotal
Engineering (13%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Structural $50,000
Shade structure LS 1 $50,000 $50,000
Mechanical $120,000
New pumps, piping, valving EA 2 $60,000 $120,000
$ 170,000
General Requirements (10%) $ 17,000
Contingency (30%) $ 51,000
Construction Total: $ 238,000
Soft Costs:
$ 72,000
$ 24,000
Engineering Services During Construction (2%) $ 5,000
$ 5,000
$ 5,000
$349,000
Environmental (2%)
Administration (2%)
Project Total
NWTP-8: Clarifier Pump Station
Major Capital Cost Element
Subtotal
Engineering (30%)
Construction Management (10%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Mechanical $240,000
Replace 4 existing pumps with additional capacity EA 4 $60,000 $240,000 Structural $400,000
Concrete repair, metal planking and framing repair LS 1 $400,000 $400,000 EI&C $50,000
Power via new pump station service LS 1 $50,000 $50,000 $ 690,000
General Requirements (10%) $ 69,000
Contingency (40%) $ 276,000
Construction Total: $ 1,035,000
Soft Costs:
$ 180,000
$ 156,000
Engineering Services During Construction (2%) $ 21,000
$ 21,000
$ 21,000
$1,434,000
NWTP-9: Raw Water Pump Station Expansion
Major Capital Cost Element
Project Total
Subtotal
Engineering (17%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
EI&C $2,000,000
Demolition of Old WTP Building LS 1 $2,000,000 $2,000,000 $ 2,000,000
General Requirements (10%) $ 200,000
Contingency (40%) $ 800,000
Construction Total: $ 3,000,000
Soft Costs:
$ 300,000
$ 300,000
Engineering Services During Construction (2%) $ 60,000
$ 60,000
$ 60,000
$3,780,000
Environmental (2%)
Administration (2%)
Project Total
OWTP-1: Old WTP Building
Major Capital Cost Element
Subtotal
Engineering (10%)
Construction Management (10%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Structural $1,500,000
New pump station building LS 1 $1,500,000 $1,500,000
Mechanical $2,250,000
New pumps, piping, valving LS 1 $2,250,000 $2,250,000
EI&C $2,000,000
New pump station building HAVC and
electrical LS 1 $2,000,000 $2,000,000
$ 5,750,000
General Requirements (10%) $ 575,000
Contingency (30%) $ 1,725,000
Construction Total: $ 8,050,000
Soft Costs:
$ 805,000
$ 805,000
Engineering Services During Construction (2%) $ 161,000 $ 161,000
$ 161,000
$10,143,000
PS-1: New Pump Station
Major Capital Cost Element
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Demo $35,000
Demo existing pumps LS 1 $25,000 $25,000
Demo existing electrical equipment LS 1 $10,000 $10,000 Structural $150,000
Roof leak repair LS 1 $150,000 $150,000
Mechanical $1,350,000
New pumps, piping, valving LS 1 $1,350,000 $1,350,000
EI&C $1,215,000
Power system study LS 1 $60,000 $60,000
Replace electrical equipment LS 1 $650,000 $650,000
Replace generator control panel and output breaker LS 1 $55,000 $55,000 Replace standby generator and diesel fuel tank LS 1 $450,000 $450,000 $ 2,750,000
General Requirements (10%) $ 275,000
Contingency (40%) $ 1,100,000
Construction Total: $ 4,125,000
Soft Costs:
$ 413,000
$ 619,000
Engineering Services During Construction (2%) $ 83,000
$ 83,000
$ 83,000
$5,406,000
PS-2: La Brucherie Pump Station
Major Capital Cost Element
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
Mechanical $280,000
Replace altitude valve LS 1 $90,000 $90,000
Replace flow meter LS 1 $90,000 $90,000
Upsize pump station effluent pipe LS 1 $100,000 $100,000 $ 280,000
General Requirements (10%) $ 28,000
Contingency (40%) $ 112,000
Construction Total: $ 420,000
Soft Costs:
$ 113,000
$ 63,000
Engineering Services During Construction (2%) $ 9,000
$ 9,000
$ 9,000
$623,000
PS-3: La Brucherie Reservoir - Mechanical and Electrical Major Capital Cost Element
Project Total
Subtotal
Engineering (27%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Water Master Plan

APPENDIX B: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Total Cost
$1,125,000
Replacing electrical equipment in Old WTP building LS 1 $1,000,000 $1,000,000Power system study LS 1 $125,000 $125,000 $ 1,125,000
General Requirements (10%) $ 113,000
Contingency (40%) $ 450,000
Construction Total: $ 1,688,000
Soft Costs:
$ 231,000 $ 169,000
Engineering Services During Construction (2%) $ 34,000
$ 34,000 $ 34,000
$2,190,000
OWTP-1: Old WTP Building
Major Capital Cost Element
Project Total
Subtotal
Engineering (14%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

Appendix C
Structural Assessment Technical Memorandum (Kelsey)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 1 of 129 City of El Centro Water and Sewer
Master Plan
Structural Assessment Technical Memorandum
Prepared for:

Greg Ripperger, PE
Senior Project Manager
Dudek
605 Third Street
Encinitas, CA 92024
Prepared by:

Matt Stone, SE
Senior Project Manager
Kelsey Structural
Reviewed by:

Dan Isaacs, SE
Senior Structural Engineer
Kelsey Structural
September 15, 2025

KELSEY STRUCTURAL
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone: 619.920.1262
www.kelseystructural.com

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 2 of 129 Table of Contents
1 Summary .......................................................................................................................................................................................3 2 Data Collection and Review..........................................................................................................................................................5 3 Assessment Approach..................................................................................................................................................................6 4 WTP Reservoir No. 1 .....................................................................................................................................................................9 5 WTP Reservoir No. 2 .................................................................................................................................................................. 14 6 WTP Reservoir No. 3 .................................................................................................................................................................. 20 7 La Brucherie Reservoir .............................................................................................................................................................. 25 8 Raw Water Ponds....................................................................................................................................................................... 30 9 Raw Water Pump Station........................................................................................................................................................... 34 10 Engineer’s Opinion of Probable Construction Cost.................................................................................................................. 37 11 Appendix A – Site Investigation Photographs........................................................................................................................... 44 12 Appendix B – Detailed Engineer’s Opinion of Probable Construction Cost..........................................................................123 List of Tables
Table 1.2 Structural Assessment Summary .......................................................................................................................................4 Table 3.1. Assessment Code and Standard Documents ...................................................................................................................6 Table 3.2. Structural Condition Rating System...................................................................................................................................7 Table 4.1 WTP Reservoir No. 1 Findings and Recommendation Summary.....................................................................................9 Table 5.1 WTP Reservoir No. 2 Findings and Recommendation Summary.................................................................................. 14 Table 6.1 WTP Reservoir No. 3 Findings and Recommendation Summary.................................................................................. 20 Table 7.1 La Brucherie Reservoir Findings and Recommendation Summary.............................................................................. 25 Table 8.1 Raw Water Ponds Findings and Recommendation Summary ...................................................................................... 31 Table 9.1 Raw Water Pump Station Findings and Recommendation Summary.......................................................................... 34 Table 10.1 WTP Reservoir No. 1 EOPCC......................................................................................................................................... 38 Table 10.2 WTP Reservoir No. 2 EOPCC......................................................................................................................................... 39 Table 10.3 WTP Reservoir No. 3 EOPCC......................................................................................................................................... 40 Table 10.4 La Brucherie Reservoir EOPCC..................................................................................................................................... 41 Table 10.5 Raw Water Ponds EOPCC.............................................................................................................................................. 42 Table 10.6 Raw Water Pump Station EOPCC ................................................................................................................................. 43 List of Figures
Figure 3.2: Typical Welded Steel Reservoir Structural Terminology (NTS)........................................................................................8 Figure 8.1: Raw Water Ponds Nomenclature and Identification .................................................................................................... 30

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 3 of 129 1 Summary

1.1 Project Background
The City of El Centro (City) has retained the professional engineering services of Dudek to prepare updates to the City’s Water and Sewer Master Plans. This project will update the existing 2008 Water and Sewer Master Plans and develop a prioritized Capital Improvement Program (CIP) for the City. As part of the Water and Sewer Master Plan updates, a Water Storage Condition Assessment was defined in the project scope of work and includes the condition assessment of the following structures located at the City’s Water Treatment Plant (WTP) and La Brucherie Pump Station (PS) sites.

1. WTP Steel Raw Water Reservoir No. 1

2. WTP Steel Raw Water Reservoir No. 2

3. WTP Steel Raw Water Reservoir No. 3

4. La Brucherie Steel Raw Water Reservoir

5. WTP Raw Water Ponds
Additionally, the condition assessment of the WTP Raw Water Pump Station (RWPS) was requested by the City during the assessment kickoff meeting held at the WTP on April 2nd, 2025. Kelsey Structural has been contracted as an engineering subconsultant to Dudek to perform the requested structural engineering services for this project, which included the following scope of work:
• Project Management and Coordination
• Data Collection and Review
• Perform Site Investigations
• Prepare Technical Memorandum
Kelsey Structural has performed the structural condition assessment of the structures identified above and has prepared this Structural Assessment Technical Memorandum (TM) to document the findings of our condition assessment and provide improvement recommendations to address observed damage and deterioration of the structures. Structural assessment findings and recommendations are provided in Sections 4 through 9 of this report for the respective structures. A planninglevel engineer’s opinion of probable construction cost (EOPCC) has also been developed for each structure and is provided in Section 10 of this TM. Accompanying photographs referenced throughout the TM are provided in Appendix A.

1.2 Structural Assessment Summary
Table 1.2 below provides a summary of the overall condition ratings of each structure assessed as part of this project, with corresponding main improvement recommendations and associated EOPCC provided. Discussions of the condition rating methodology as well as detailed condition assessment findings, improvement recommendations and EOPCC for each structure are provided in the subsequent sections of this TM. The dollar amounts provided in the summary EOPCC are the estimated present value totals before contingencies or escalation are applied. Refer to Section 10 of this TM for a detailed breakdown and discussion of the included costs and estimate assumptions.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 4 of 129 Table 1.2 Structural Assessment Summary
Structure
Name
Overall
Condition
Condition
Rating
Main Recommendations (1)
Engineer’s Opinion
of Probable
Construction Cost
WTP Reservoir
No. 1 Fair 5.9
• Recoat interior and exterior of reservoir within 5 years. • Replace appx. 10% of roof framing and hardware.
• Perform minor metallic surface repairs and patching.
• Replace interior ladder, roof hatches and center vent. • Replace roof handrailing system.
$2,581,790
WTP Reservoir
No. 2 Fair 4.8
• Recoat exterior of reservoir within 5 years.
• Recoat interior of reservoir as soon as possible.
• Replace all roof framing including columns, rafters, girders, connections and hardware.
• Perform minor metallic surface repairs and patching.
• Replace interior ladder, roof hatches and center vent. • Replace roof handrailing system.
$2,965,490
WTP Reservoir
No. 3 Good 7.3
• Recoat interior and exterior of reservoir within 10 years. • Repair base plate bearing pad.
• Replace interior ladder.
• Repair roof hatch lifting mechanisms as soon as possible. • Replace roof handrailing system.
• Continue to monitor structure.
$4,830,460
La Brucherie
Reservoir Good 7.2
• Recoat exterior of reservoir within 5-10 years.
• Recoat interior of reservoir as soon as possible.
• Perform minor metallic surface repairs and patching.
• Repair base plate bearing pad.
• Replace interior ladder.
$3,554,820 (2)
Raw Water
Ponds Fair 5.8
• Repair cracking by means of epoxy injection
• Replace original sloping embankment concrete at Pond No. 3 and Pond. No 4.
• Continue to monitor Pond No. 1 and Pond No. 2.
$2,386,820
Raw Water
Pump Station Fair 5.4
• Repair top slab cracking and localized spalling.
• Repair pump support beams and strengthen with fiberreinforced polymer as soon as possible. • Replace pump anchor bolts.
• Repair pump base plates.
• Replace wood platform planking.
$305,095
1) Unless otherwise noted, recommended reservoir improvements are to be completed during the next coating cycle. 2) EOPCC for La Brucherie Reservoir does not include exterior recoating costs.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 5 of 129 2 Data Collection and Review

2.1 Data Collection and Review
In development of this TM, Kelsey Structural has reviewed the following relevant record documents provided by Dudek and the City of El Centro:

1. “City of El Centro, Calif. Water Treatment Plant Treated Water Reservoirs” record drawings prepared by Golden & Bryant Consulting Engineers, dated April 26, 1955.

2. “City of El Centro, Imperial County, California, 5 Million Gallon Potable Water Storage Tank” as-built drawings prepared by Engineering-Science, Inc., dated September 1977.

3. “Cathodic Protection System for 5,000,000 Gallon Reservoir, City of El Centro, California” as-built drawings prepared by Wallace & Tiernan, dated March 3, 1983.

4. “City of El Centro, Water System Improvements” as-built drawings prepared by Engineering-Science, dated October 1994.

5. “S Brucherie Rd Welded Tank Inspection Report” prepared by MIT Diving and Coating, dated November 18, 2024.

6. “5MG Welded Tank Inspection Report” prepared by MIT Diving and Coating, dated November 20, 2024.

7. “North 2.5MG Welded Tank Inspection Report” prepared by MIT Diving and Coating, dated November 20, 2024.

8. “South 2.5MG Welded Tank Inspection Report” prepared by MIT Diving and Coating, dated November 21, 2024.

A desktop review of these documents was performed to obtain a general understanding of the structures assessed and to determine age, construction methodology, structural member sizing, material properties and seismic design parameters of the structures prior to field investigations. Where information was not provided or available, reasonable assumptions were made based on industry standard values.

2.2 Kickoff Meeting
Kelsey Structural participated in a Water System Condition Assessment kickoff meeting held at the City’s WTP on April 2, 2025.

Attendees include City, Dudek and Kelsey Structural staff. The meeting lasted approximately two (2) hours and included various discussions about WTP and La Brucherie PS facilities, processes, maintenance and operational issues. Brief discussions of the six (6) aforementioned structures were conducted, with Kelsey Structural staff inquiring into the age, maintenance history and known structural issues of the structures. During the meeting, the City requested the condition assessment of the Raw Water Pump Station located next to the existing Raw Water Ponds due to concerns of concrete damage and deterioration observed by City staff.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 6 of 129 3 Assessment Approach
Kelsey Structural has developed the following assessment approach to help summarize the general approach, terminology, definitions and methods used to perform the structural assessments. Kelsey Structural follows a similar approach for all assessment projects to provide consistent condition ratings and improvement recommendations, facilitating system-wide comparisons, asset ranking and similar life cycle approaches towards structure maintenance and rehabilitation.

3.1 Site Investigation Approach
The following site investigations were performed by Matt Stone, SE of Kelsey Structural in completion of the structure condition assessments.

1. WTP site investigation and assessment of Reservoir No. 1, Reservoir No. 2, Reservoir No. 3, Raw Water Ponds and the Raw Water Pump Station occurring at 9:00am on Wednesday April 2nd, 2025, lasting approximately six (6) hours.

2. La Brucherie PS site investigation and assessment of La Brucherie Reservoir occurring at 8:00am on Thursday April 3rd, 2025, lasting approximately two (2) hours.

All investigations were performed following the requirements and procedures of the building code and standards documents listed in Table 3.1 below.

The site investigations allowed for visual observation and assessment of the aforementioned structures and process areas while the structures were in operation. The structures were primarily assessed from grade level and accessible top slabs, roof structures or similar accessible areas, with roof hatches opened as needed by City staff to assess the interior of the reservoir structures. No tanks, vaults, channels or similar process areas retaining fluids or requiring confined space entry were entered as part of the assessments.

All assessment methods used during the site investigations were nondestructive in nature and primarily consisted of visual observations and the use of tools such as a ball peen hammer, pit depth gauge, calipers, tape measure and similar hand tools.

Field notes, photographs and videos were taken to document the condition of each structure that was observed. A pole mounted camera was used to capture photographs and videos in the confined areas of covered structures. Site investigation photographs are provided in Appendix A of this TM and are referenced throughout the document.

Table 3.1. Assessment Code and Standard Documents
Code or Design Standard Name
CBC 2022 California Building Code
ACI 201.1R-08 Guide for Conducting a Visual Inspection of Concrete in Service ACI 228.4-23 Visual Condition Survey of Concrete - Guide ACI 364.1R-19 Guide for Assessment of Concrete Structures Before Rehabilitation ACI 562-21 Assessment, Repair, and Rehabilitation of Existing Concrete Structures AWWA D100-21 Welded Carbon Steel Tanks for Water Storage AWWA D101-24 Evaluation of Steel Water Tanks and Related Facilities AWWA M42 M42 Steel Water Storage Tanks

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 7 of 129

3.2 Structural Condition Rating System
In performing the structural condition assessments, a condition rating from 10 to 1 was assigned to each structural element that was observed, with corresponding conditions of “excellent”, “good”, “fair” and “poor” as defined in Table 2.2 below. Use of this rating system allows for multiple structures to be compared to each other and helps facilitate system-wide comparisons and ranking for the use in future capital improvement projects and operation and maintenance programs.

The ratings reflect the observed conditions at the time the assessment was performed and are assigned in line with the aforementioned Code and Standards documents, industry standards and engineering judgement based on the information that can be obtained from a visual observation. Damage and deterioration may progress further after the findings of this assessment are provided and additional recommendations and improvements may be warranted at the time of rehabilitation.

Table 3.2. Structural Condition Rating System
Condition
Condition
Rating
Description
Excellent 10
Overall: Elements with no damage or deterioration observed. Typically, new construction only.

Action: None.

Good 7 – 9
Overall: Elements with minimal damage or deterioration observed. Structural integrity is not compromised.

Metallic
Elements:

Minor surface corrosion and minimal metal loss (0 – 10%).

Concrete
Elements:

Hairline cracking (< 1/32”), isolated surficial spalling (< 1/4” deep), surface discoloration.

Action: No immediate action is required. Continue to monitor.

Fair 4 - 6
Overall: Elements with minor to moderate damage or deterioration observed.

Structural integrity may be compromised.

Metallic
Elements:

Moderate surface corrosion, blistering, flaking with measurable metal loss (10 - 25%).

Concrete
Elements:

Concrete cracking (< 1/8”). Spalling (<1” deep, mostly isolated), Efflorescence. Exposed aggregate. Rebar bleed through and minor surface corrosion. Signs of carbonation.

Action: Continue to monitor, perform isolated repairs, prepare for future capital improvement projects.

Poor 1 - 3
Overall: Elements with severe damage or deterioration observed. Structural integrity is compromised. Failures may occur.

Metallic
Elements:

Severe metallic corrosion and metal loss (>25%) which may compromise element strength.

Concrete
Elements:

Moderate to severe concrete cracking (>1/8”), large spalling (>1” deep, widespread), exposed and/or corroding reinforcement. Widespread exposed aggregate. Severe surface carbonation.

Action: Repairs and/or replacement should be performed as soon as possible.

Access restrictions may be required to areas where strength is compromised.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 8 of 129

3.3 Structure Terminology
In presenting the condition assessment findings of reservoir structures, it is typically beneficial to differentiate between the condition of elements on the exterior versus the interior of the structure as the coating systems and typical deterioration differ between the two locations. In general, the following structural elements of the reservoirs were observed as part of this condition assessment:

Exterior Assessment Interior Assessment
• Coatings • Coatings
• Shell Plate • Shell Plate
• Baseplate and Bearing Pad • Baseplate
• Concrete Foundation • Roof Plate
• Anchorage • Roof Framing (Rafters, Girders, Columns)
• Roof Plate • Connections and Hardware
• Appurtenances (Manways, Ladders, Stairs, Piping) • Appurtenances (Landings, Handrailing, Hatches, Vents) Figure 3.2 below illustrates the typical structural elements and terminology used throughout this assessment. The figure is provided for illustrative purposes only and does not necessarily represent the exact conditions of the reservoirs assessed.

Figure 3.2: Typical Welded Steel Reservoir Structural Terminology (NTS) Discussions on typical terminology of the Raw Water Ponds and Raw Water Pump Station are provided in their respective sections presented in the subsequent portions of this TM.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 9 of 129 4 WTP Reservoir No. 1

4.1 Structure Summary
The WTP Reservoir No. 1 is a 2.5 million-gallon (MG) AWWA D100 welded steel reservoir originally constructed in 1955 and is the northernmost reservoir at the WTP site (Photo 4.1). The reservoir measures 133’-6” in diameter with an overflow height of approximately 24’-0”. The reservoir shell consists of four (4) courses and transitions to a steel cone roof with a flat angle edge (no knuckle). The roof framing system consists of three (3) bays of steel rafters supported by a center column and dollar plate, two (2) rows of intermediate girders and steel columns, and the shell plate. The base plate is supported at-grade directly on the soil/subgrade below with no ringwall foundation or anchorage.

The overall condition of the reservoir is considered FAIR with varying levels of minor to moderate deterioration observed. Table

4.1 below summarizes the condition ratings and improvement recommendations for each structural element of the reservoir, with detailed assessment findings and recommendations provided for each element following the table.

Table 4.1 WTP Reservoir No. 1 Findings and Recommendation Summary Structural Element Condition
Condition
Rating
Recommendations EXTERIOR
Coatings Fair 5 Recoat within 5 years.

Shell Plate Good 8 Perform minor touchups during next coating cycle.

Baseplate and Bearing Pad Good 7 Perform minor touchups during next coating cycle.

Concrete Foundation - - -
Anchorage - - -
Roof Plate Fair 6 Perform minor touchups during next coating cycle.

Appurtenances Good 7
Perform minor touchups during next coating cycle.

Replace ladder, roof hatches, center vent and roof
handrailing.

INTERIOR
Coatings Fair 4 Recoat within 5 years.

Shell Plate Good 7 Perform minor repairs during next coating cycle.

Baseplate Good 7 Perform minor repairs during next coating cycle.

Roof Plate Fair 5 Remove surface corrosion during next coating cycle.

Roof Framing Fair 5
Perform minor repairs during next coating cycle. Expect replacement of 10% roof framing. Replace all columns.

Connections and Hardware Fair 5
Replace appx. 10% of bolts and all rafter connections to shell plate.

Appurtenances Fair 5
Perform surface repairs during next coating cycle.

Replace ladder.

OVERALL Fair 5.9

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 10 of 129

4.2 Assessment Findings

4.2.1 Exterior Findings
The following exterior assessment findings are based solely on the observations performed by Kelsey Structural.

Coatings
The exterior coatings varied from fair condition at the shell, baseplate and appurtenances to poor condition at the roof plate.

The exterior shell coating was mostly well adhered and moderately chalking, with isolated areas of localized delamination, but well adhered beyond these areas (Photo 4.2). The exterior roof coating has reached the end of its useful life, with large areas of coating delamination, flaking and general thinness observed, while the coating was easily scraped away even at areas where delamination was not yet observable (Photo 4.3). Multiple layers of coatings (2-3) were identified, with overcoats appearing to be the previous method of recoating application.

Shell Plate
The exterior surface of the shell plate appeared to be in good condition. Minor surface corrosion was observed in isolated locations, concentrated near appurtenances and welds. (Photos 4.4 and 4.5). The upper two courses are shorter in height than the lower two courses, possibly from a previous repair or retrofit to the upper portion of the reservoir.

Baseplate and Bearing Pad
The exterior surface of the baseplate appeared to be in good condition. Minor surface corrosion was observed in isolated locations, concentrated near appurtenances and welds. (Photo 4.6).

The reservoir does not have a bearing pad and bears directly on the subgrade (Photo 4.6).

Concrete Foundation
The reservoir does not have a concrete foundation and bears directly on the subgrade (Photo 4.6). No signs of differential settlement, scouring or other foundation issues were observed.

Anchorage
The reservoir is unanchored (Photo 4.6).

Roof Plate
The exterior surface of the roof plate appeared to be in fair condition. Minor surface corrosion was observed at areas of coating flaking and delamination, but no appreciable metal loss was observed (Photo 4.7). Isolated areas of previously repaired steel pitting were also observed, with material loss of approximately 1/32-inch. Approximately 100 patch plates of varying size were also observed (Photo 4.8). The roof slope appeared adequate to provide proper drainage; however, some areas appeared to be subject to warping and localized ponding, concentrated near roof plate seams (Photo 4.9).

Appurtenances
The exterior appurtenances varied from good to fair condition, with several accessibility components observed to be noncompliant with current Cal-OSHA standards. The reservoir manways, piping, overflow and pipe supports were observed to be in good condition, with minor localized corrosion concentrated at welds and at bolt hardware (Photo 4.10 – 4.12). Flexible (seismic) couplings were not observed at any of the exterior piping. The concrete encasement around the overflow pipe was observed with large cracks approximately 1/4-inch wide, however the concrete is mostly a nonstructural component, and the cracking is not a concern. The roof access ladder appeared to be in good condition; however, is not Cal-OSHA compliant with its safety cage configuration (Photo 4.13). The roof access hatches (two square and one circular) appeared to be in fair

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 11 of 129 condition with moderate corrosion of the interior lifting mechanism and hardware and are also not Cal-OSHA compliant, with no integral fall protection system (netting, railing or similar) provided (Photo 4.14). The center vent appeared to be in fair condition with minor to moderate surface corrosion and appeared to have been repaired with a retrofit screen, which is not covering the openings in the vent completely (Photo 4.15) The roof handrail system appeared to be in good condition; however, is not Cal-OSHA compliant in both extents and railing height, and is a potential fall hazard (4.16).

4.2.2 Interior Findings
The following interior assessment findings are based on the limited observations of the reservoir interior that could be performed by Kelsey Structural from the exterior of the reservoir roof plate through the roof hatches as well as from a review of the previous dive inspection report provided by the City and listed in the previous Data Review summary of Section 2.1. The reservoir was not entered by Kelsey Structural.

Coatings
The interior coatings appeared to be in overall fair condition, with the roof and roof framing coating systems being in poor condition and nearing the end of their useful life. The interior shell coating appeared mostly adhered, with isolated areas of blistering observed and uniform discoloration below the waterline (Photo 4.17). The baseplate coating was uniformly discolored and showed signs of warping and bubbling, indicating early signs of delamination and coating failure (per dive inspection report review). The roof framing columns showed similar signs of warping and bubbling (per dive inspection report). The roof framing coating on the rafter and girders appeared to be mostly adhered, with the exception of the top flange of the rafters at the interface between the roof plate, where moderate surface corrosion was observed (Photo 4.18). Similarly, the roof plate coating appeared mostly adhered, with the exception of the interface between the roof rafters.

Shell Plate
The interior surface of the shell plate appeared to be in good condition. Minor rust tubercles and pinhole rust bleeding through the coating were observed (per dive inspection report review). Previous pitting of the shell surface was observed through the coating, with metal loss estimated at a maximum of 1/8” (Photo 4.19).

Baseplate
The interior surface of the base plate appeared to be in good condition. Minor rust tubercles and pinhole rust bleeding through the coating were observed (per dive inspection report review). Previous pitting of the plate surface was observed through the coating, with metal loss estimated at a maximum of 1/16”.

Roof Plate
The interior surface of the roof plate appeared to be in fair condition. The majority of the roof plate surface exhibited minor pitting beneath the coating system in isolated locations, estimated to be a maximum depth of 1/16”. Rust bleed was observed at the majority of roof plate seams and plate corrosion was observed concentrated over the roof rafters, with moderate metal loss assumed (Photo 4.20).

Roof Framing
The roof framing appeared to be in fair condition, with roof rafters, columns and connections observed with more advanced deterioration. Previously repaired pitting along the roof rafters and moderate metal loss on the rafter flanges were observed, concentrated at the rafter ends near the shell (Photo 4.21). The top flanges of the majority of the rafters showed signs of moderate surface corrosion at the interface between the roof plate (Photo 4.22). Rust bleed, signs of corrosion tubercle development and signs of pitting were observed at the roof framing columns and their base (per dive inspection report review).

The roof girders appeared to be in better condition than the roof rafters, with minor rust bleeding observed at the connection points to the rafters (Photo 4.23).

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 12 of 129 Connections and Hardware
The connections and hardware at the interior of the reservoir appeared to be in fair condition. Rust bleeding and minor corrosion were observed at framing and appurtenance bolts, with minor metal loss at the bolt holes assumed. Minor to moderate corrosion was observed at the welded shear tab connections at the exterior bay of roof rafters to the upper shell course (Photo 4.24).

Appurtenances
The interior appurtenances appeared to be in fair condition. Minor rust bleed, concentrated around welds, was observed at pipe penetrations through the shell (per dive inspection report review). The interior access ladder rungs were observed with moderate corrosion and metal loss (Photo 4.25 and per dive inspection report review).

4.3 Recommendations

4.3.1 Exterior Recommendations
Coatings
Recoat the exterior of the reservoir including roof plate, shell, baseplate and appurtenances within five (5) years. Basis of recoating cost estimates assume an overcoat will be applied over the existing coatings after surface hydro/abrasive blasting and cleaning.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Baseplate and Bearing Pad
Perform minor corrosion touchup repairs during the next coating cycle.

Concrete Foundation
Not applicable.

Anchorage
Not applicable.

Roof Plate
Perform minor corrosion touchup repairs during the next coating cycle. Approximately 100 square feet (sqft.) of patch plate repairs are anticipated for areas of more advanced corrosion.

Appurtenances
Replace the reservoir exterior ladder, handrailing system, roof hatches and center vent. New access appurtenances are recommended to be Cal-OSHA compliant to improve personnel safety. Optionally, provide a new exterior stair system for improved access. Perform minor corrosion touchup repairs to piping and supports during the next coating cycle.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 13 of 129

4.3.2 Interior Recommendations
Coatings
Recoat the interior of the reservoir including shell plate, base plate, roof framing, roof plate and appurtenances within five (5) years. It is recommended that the new coating be applied to clean metal, with the previous layers of coating removed by means of abrasive blasting.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle. Provide patch/reinforcing plates to areas where steel pitting has exceeded 1/16” (assumed 500 sqft of plates).

Baseplate
Perform minor corrosion touchup repairs during the next coating cycle. Provide patch/reinforcing plates to areas where steel pitting has exceeded 1/16” (assumed 250 sqft of plates).

Roof Plate
Remove surface corrosion over roof rafters and provide top surface strengthening where needed (assume approximately 500 sqft. of strengthening plates).

Roof Framing
Repair roof rafters where metal loss is less than 10% (approximately 50% of roof rafters, 75 total). Replace roof rafters where metal loss has exceeded 10% (approximately 10% of roof rafters, 15 total). Replace all columns with tube steel/pipe columns and new baseplates (16 total).

Connections and Hardware
Replace the shear tab connections at the outer rafter bay to the upper shell course (80 total).

Appurtenances
Perform minor corrosion touchup repairs at all piping connections during the next coating cycle. Replace the interior ladder, preferably with new fiber-reinforced polymer (FRP) or stainless-steel ladder.

4.3.3 Additional Recommendations
Due to the high seismicity of the site, it is recommended that a structural and seismic analysis of the reservoir be performed to determine code deficiencies and risks associated with seismic events. Historical earthquakes in the area have resulted in failures of similar reservoirs such as shell yielding, buckling or partial roof collapse due to sloshing waves. Kelsey Structural practices in analysis of water storage reservoirs and can provide this service, if requested.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 14 of 129 5 WTP Reservoir No. 2

5.1 Structure Summary
The WTP Reservoir No. 2 is a 2.5 million-gallon (MG) AWWA D100 welded steel reservoir originally constructed in 1955 and is located between Reservoir No. 1 and Reservoir No. 3 at the WTP site (Photo 5.1). The reservoir measures 133’-6” in diameter with an overflow height of approximately 24’-0”. The reservoir shell consists of four (4) courses and transitions to a steel cone roof with a flat angle edge (no knuckle). The roof framing system consists of three (3) bays of steel rafters supported by a center column and dollar plate, two (2) rows of intermediate girders and steel columns, and the shell plate. The base plate is supported at-grade directly on the soil/subgrade below with no ringwall foundation or anchorage.

The overall condition of the reservoir is considered FAIR with varying levels of minor to moderate deterioration observed. Table

5.1 below summarizes the condition ratings and improvement recommendations for each structural element of the reservoir, with detailed assessment findings and recommendations provided for each element following the table.

Table 5.1 WTP Reservoir No. 2 Findings and Recommendation Summary Structural Element Condition
Condition
Rating
Recommendations EXTERIOR
Coatings Fair 4 Recoat within 5 years.

Shell Plate Good 8 Perform minor touchups during next coating cycle.

Baseplate and Bearing Pad Good 7 Perform minor touchups during next coating cycle.

Concrete Foundation - - -
Anchorage - - -
Roof Plate Fair 6 Perform minor touchups during next coating cycle.

Appurtenances Fair 5
Perform minor touchups during next coating cycle.

Replace ladder, roof hatches, center vent and roof
handrailing.

INTERIOR
Coatings Poor 3 Recoat as soon as possible.

Shell Plate Fair 6 Perform minor repairs during next coating cycle.

Baseplate Good 7 Perform minor repairs during next coating cycle.

Roof Plate Fair 4
Remove surface corrosion during next coating cycle.

Provide patch plates where corrosion is > 1/16”.

Roof Framing Poor 2
Replace all roof framing including rafters, girders and columns.

Connections and Hardware Poor 2 Replace all roof framing connections and hardware Appurtenances Fair 4
Perform surface repairs during next coating cycle.

Replace ladder.

OVERALL Fair 4.8

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 15 of 129

5.2 Assessment Findings

5.2.1 Exterior Findings
The following exterior assessment findings are based solely on the observations performed by Kelsey Structural.

Coatings
The exterior coatings varied from fair condition at the shell, baseplate and appurtenances to poor condition at the roof plate.

The exterior shell coating was partially adhered to most of the shell with isolated areas of localized delamination and moderately chalking throughout with poor adhesion (Photo 5.2). The coating at the baseplate was mostly flaked off or not adhered to the plate surface, with multiple coating layers observed (Photo 5.3). The shell coating is nearing the end of its useful life. The exterior roof coating has reached the end of its useful life, with large areas of coating delamination, flaking and general thinness observed, while the coating was easily scraped away even at areas where delamination was not yet observable (Photo 5.4).

Multiple layers of coatings (2-3) were identified at all surfaces, with overcoats appearing to be the previous method of recoating application.

Shell Plate
The exterior surface of the shell plate appeared to be in good condition. Minor surface corrosion was observed in isolated locations, with minimal metal loss observed. (Photos 5.5 and 5.6). The upper two courses are shorter in height than the lower two courses, possibly from a previous repair or retrofit to the upper portion of the reservoir.

Baseplate and Bearing Pad
The exterior surface of the baseplate appeared to be in good condition, though the coatings and surrounding soil/asphalt paving obscured the view of much of the base plate extension (Photo 5.7). Minor surface corrosion was observed in isolated locations, concentrated near appurtenances and welds.

The reservoir does not have a bearing pad and bears directly on the subgrade (Photo 5.7).

Concrete Foundation
The reservoir does not have a concrete foundation and bears directly on the subgrade (Photo 5.7). No signs of differential settlement, scouring or other foundation issues were observed.

Anchorage
The reservoir is unanchored (Photo 5.7).

Roof Plate
The exterior surface of the roof plate appeared to be in fair condition. Minor surface corrosion was observed at areas of coating flaking and delamination, but no appreciable metal loss was observed (Photo 5.8). Isolated areas of previously repaired steel pitting were also observed, with material loss estimated at approximately 1/32-inch. The roof slope appeared adequate to provide proper drainage; however, some areas appeared to be subject to warping and localized ponding, concentrated near roof plate seams (Photo 5.9).

Appurtenances
The exterior appurtenances appeared to be in fair condition, with several accessibility components observed to be noncompliant with current Cal-OSHA standards. The reservoir manways, piping, overflow and pipe supports were observed to be in fair condition, with minor localized corrosion concentrated at welds and more moderate corrosion and rust bleeding at bolt hardware (Photo 5.10 – 5.12). The concrete encasement around the overflow pipe was observed with large cracks

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 16 of 129 approximately 1/4-inch wide, however the concrete is mostly a nonstructural component, and the cracking is not a concern (Photo 5.13). The roof access ladder appeared to be in fair condition; however, is not Cal-OSHA compliant with its safety cage configuration (Photo 5.14). The roof access hatches (one square and one circular) appeared to be in poor condition with moderate to severe corrosion of the hatch plates and hardware and are also not Cal-OSHA compliant, with no integral fall protection system (netting, railing or similar) provided (Photo 5.15). The center vent appeared to be in fair condition with minor to moderate surface corrosion and appeared to have been repaired recently, including modifications to the roof plate (Photo

5.16). Based on a review of the dive inspection report, this roof plate repair has experienced moderate surface corrosion on the interior of the reservoir. The roof handrail system consists of minimal “V-bar” railing at the ladder and appeared to be in fair condition; however, is not Cal-OSHA compliant in both extents and railing height and is a potential fall hazard (5.17).

5.2.2 Interior Findings
The following interior assessment findings are based on the limited observations of the reservoir interior that could be performed by Kelsey Structural from the exterior of the reservoir roof plate through the roof hatches as well as from a review of the previous dive inspection report provided by the City and listed in the previous Data Review summary of Section 2.1. The reservoir was not entered by Kelsey Structural.

Coatings
The interior coatings appeared to be in overall poor condition, with the roof and roof framing coating systems having reached the end of their useful life. The interior shell coating appeared moderately adhered to the shell in most areas, with isolated areas of blistering observed and uniform discoloration below the waterline (Photo 5.18). The baseplate coating was uniformly discolored and showed signs of blistering throughout the reservoir (per dive inspection report review). The roof framing column coatings exhibited moderate coating blistering, rust nodules and early signs of coating failure, with the center column coating being in poorer condition, exhibiting large blisters and delamination (per dive inspection report). The roof framing coating on the rafter and girders appeared to be delaminating at most members, starting at the top flanges where coating failure was more severe. (Photo 5.19). Similarly, the roof plate coating was observed delaminating at the interface between the roof rafter top flanges and plate seams (Photo 5.20).

Shell Plate
The interior surface of the shell plate appeared to be in fair condition. Minor rust tubercles and pinhole rust bleeding through the coating were observed (per dive inspection report review). Widespread pitting of the shell surface was observed through the coating below the waterline, with metal loss estimated at a maximum of 1/8” (from review of dive inspection report). Based on the smoother surface observed at the upper (4th) shell course, it can be inferred that this course was likely replaced or retrofitted after original construction and is concurrent with the exterior observation provided above that the upper two shell courses are shorter in height than the lower two courses, similarly indicating a repair or retrofit.

Baseplate
The interior surface of the base plate appeared to be in good condition. Minor rust tubercles and pinhole rust bleeding through the coating were observed (per dive inspection report review).

Roof Plate
The interior surface of the roof plate appeared to be in fair condition. The majority of the roof plate surface exhibited minor pitting beneath the coating system in isolated locations, estimated to be a maximum depth of 1/16”. Rust bleed was observed at the majority of roof plate seams and plate corrosion was observed concentrated over the roof rafters, with moderate metal loss assumed (Photo 5.21).

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 17 of 129 Roof Framing
The roof framing appeared to be in poor condition, with roof rafters, columns and connections observed with more advanced deterioration. Previously repaired pitting along the roof rafters and moderate metal loss on the rafter flanges was observed, concentrated at the rafter ends near the shell and other connection points. The top flanges of the majority of the rafters showed signs of moderate to severe surface corrosion at the interface between the roof plate (Photo 5.22). The roof girders were also observed with moderate corrosion, though it was difficult to determine the amount from the observations performed at the roof hatch (Photo 5.23). Rust bleed, signs of corrosion tubercle development and signs of pitting were observed at the roof framing columns and their base (per dive inspection report review), with the center column exhibiting more moderate to severe surface corrosion and metal loss. The tie-rods between roof rafters were observed with severe deterioration and corrosion, with significant metal loss observed (Photo 5.23)
Connections and Hardware
The connections and hardware at the interior of the reservoir appeared to be in poor condition. Rust bleeding and moderate to severe corrosion was observed at framing and appurtenance bolts, with moderate metal loss at the bolt holes assumed.

Moderate to severe corrosion was observed at the welded shear tab connections at the exterior bay of roof rafters to the upper shell course (Photo 5.24). Similarly, moderate corrosion at the rafter bearing seats, girder bearing plates and center dollar plate were also observed (per dive inspection report review).

Appurtenances
The interior appurtenances appeared to be in overall fair condition, with the interior ladder observed to be in poor condition.

Minor rust bleed, concentrated around welds, was observed at pipe penetrations through the shell (per dive inspection report review). The interior access ladder rungs were observed with severe corrosion, metal loss and rung failure (Photo 5.25 and per dive inspection report review). The ladder is considered unsafe for use.

5.3 Recommendations

5.3.1 Exterior Recommendations
Coatings
Recoat the exterior of the reservoir including roof plate, shell, baseplate and appurtenances within five (5) years (or sooner with interior recoating and rehabilitation). Basis of recoating cost estimates assume an overcoat will be applied over the existing coatings after surface hydro/abrasive blasting and cleaning.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Baseplate and Bearing Pad
Perform minor corrosion touchup repairs during the next coating cycle.

Concrete Foundation
Not applicable.

Anchorage
Not applicable.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 18 of 129 Roof Plate
Perform minor corrosion touchup repairs during the next coating cycle. Approximately 100 square feet (sqft.) of patch plate repairs are anticipated for areas of more advanced corrosion. Repair the center patch plate at the roof vent for surface corrosion.

Appurtenances
Replace the reservoir exterior ladder, handrailing system, roof hatches and center vent. New access appurtenances are recommended to be Cal-OSHA compliant to improve personnel safety. Optionally, provide a new exterior stair system for improved access. Perform minor corrosion touchup repairs to piping and supports and replace all piping bolts during the next coating cycle.

5.3.2 Interior Recommendations
Coatings
Recoat the interior of the reservoir including shell plate, base plate, roof framing, roof plate and appurtenances as soon as possible. It is recommended that the new coating be applied to clean metal, with the previous layers of coating removed by means of abrasive blasting.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle. Provide patch/reinforcing plates to areas where steel pitting has exceeded 1/16” (assumed 500 sqft of plates). Retain the services of a licensed California Professional or Structural engineer to perform engineering analysis for the shell plates to determine if the observed metal loss requires additional repair and/or strengthening. Kelsey Structural specializes in the analysis of welded steel reservoirs and can provide this service, if requested.

Baseplate
Perform minor corrosion touchup repairs during the next coating cycle. Provide patch/reinforcing plates to areas where steel pitting has exceeded 1/16” (assumed 250 sqft of plates).

Roof Plate
Remove surface corrosion over roof rafters and plate seams and provide top surface strengthening where needed (assume approximately 500 sqft. of strengthening plates).

Roof Framing
Based on the extent and severity of the observed corrosion of the roof framing system, it is recommended that the entire framing system be replaced, including the roof rafters, girders, columns and center dollar plate. It is possible the roof girders may be salvaged if deterioration is surficial only, but detailed assessment of these members is required to determine the feasibility of reuse.

Connections and Hardware
Replace all framing connections and hardware as part of the roof framing replacement recommended above. Perform surface repairs of appurtenance (nonstructural) bolts during the next coating cycle.

Appurtenances
Perform minor corrosion touchup repairs at all piping connections during the next coating cycle. Replace the interior ladder, preferably with new fiber-reinforced polymer (FRP) or stainless-steel ladder.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 19 of 129

5.3.3 Additional Recommendations
Due to the high seismicity of the site, it is recommended that a structural and seismic analysis of the reservoir be performed to determine code deficiencies and risks associated with seismic events. Historical earthquakes in the area have resulted in failures of similar reservoirs such as shell yielding, buckling or partial roof collapse due to sloshing waves. Kelsey Structural specializes in the analysis of welded steel reservoirs and can provide this service, if requested.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 20 of 129 6 WTP Reservoir No. 3

6.1 Structure Summary
The WTP Reservoir No. 3 is a 5.0 million-gallon (MG) AWWA D100 welded steel reservoir originally constructed in 1978 and is the southernmost reservoir at the WTP site (Photo 6.1). The reservoir measures 197’-6” in diameter with an overflow height of approximately 24’-6”. The reservoir shell consists of three (3) courses and transitions to a steel cone roof with a flat angle edge (no knuckle). The roof framing system consists of three (3) bays of steel rafters supported by a center column and dollar plate, two (2) rows of intermediate girders and steel columns, and the shell plate. The base plate is supported on a minimum 2’-0” wide concrete ringwall foundation and is unanchored.

The overall condition of the reservoir is considered GOOD with varying levels of minor to moderate deterioration observed.

Table 6.1 below summarizes the condition ratings and improvement recommendations for each structural element of the reservoir, with detailed assessment findings and recommendations provided for each element following the table.

Table 6.1 WTP Reservoir No. 3 Findings and Recommendation Summary Structural Element Condition
Condition
Rating
Recommendations EXTERIOR
Coatings Good 7 Continue to monitor. Recoat within 10 years.

Shell Plate Good 9 Perform minor touchups during next coating cycle.

Baseplate and Bearing Pad Fair 6
Perform minor touchups during next coating cycle.

Replace bearing pad with epoxy grout.

Concrete Foundation Good 9 Continue to monitor.

Anchorage - -
Roof Plate Good 8 Perform minor touchups during next coating cycle.

Appurtenances Good 8
Perform minor touchups during next coating cycle. Repair roof hatch corrosion and replace lifting mechanisms.

INTERIOR
Coatings Fair 6
Continue to monitor. Perform localized touchups during
next cleaning. Recoat within 10 years.

Shell Plate Good 7 Perform minor repairs during next coating cycle.

Baseplate Good 8 Perform minor repairs during next coating cycle.

Roof Plate Good 8 Perform minor repairs during next coating cycle.

Roof Framing Fair 6
Perform minor repairs during next coating cycle. Expect replacement of 5% of framing members.

Connections and Hardware Good 7
Perform minor repairs during next coating cycle. Expect replacement of 5% of bolt hardware.

Appurtenances Fair 6
Perform surface repairs during next coating cycle.

Replace ladder.

OVERALL Good 7.3

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 21 of 129

6.2 Assessment Findings

6.2.1 Exterior Findings
The following exterior assessment findings are based solely on the observations performed by Kelsey Structural.

Coatings
The exterior coatings appeared to be in good condition. The exterior shell coating was mostly well adhered with mild chalking, and isolated areas of localized coating flaking (Photo 6.2). Similarly, the exterior roof plate coating was mostly well adhered with mild chalking, and isolated areas of localized coating flaking (Photo 6.3). Multiple layers of coatings (2) were identified, with overcoats appearing to be the previous method of recoating application.

Shell Plate
The exterior surface of the shell plate appeared to be in good condition. Little to no corrosion was observed, with only minor pinhole rust spots in isolated locations (Photos 6.4 and 6.5).

Baseplate and Bearing Pad
The exterior surface of the baseplate appeared to be in fair condition. The coating has delaminated in various areas around the baseplate extension, allowing for corrosion to occur, with minor to moderate surface corrosion observed (Photo 6.6). The bearing pad has experienced severe degradation and is not providing sufficient clearance from the concrete ringwall foundation to prevent corrosion of the baseplate (Photo 6.7).

Concrete Foundation
The concrete ringwall foundation appeared to be in good condition. Minor hairline cracking approximately 12 to 18-inches on center was observed, but no signs of rebar corrosion were noted (Photo 6.8). The cracking may be due to a combination of concrete drying shrinkage that occurred during original construction and/or hoop stresses in the concrete ringwall, with minimal reinforcement. The cracking is not considered a structural issue at this time. No signs of differential settlement, scouring or other foundation issues were observed.

Anchorage
The reservoir is unanchored (Photo 6.8).

Roof Plate
The exterior surface of the roof plate appeared to be in good condition. Little to no surface corrosion was observed and the plates appear to be performing well (Photo 6.9). The roof slope appeared adequate to provide proper drainage; however, some areas appeared to be subject to localized ponding, concentrated near roof plate seams (Photo 6.10).

Appurtenances
The exterior appurtenances appeared to be in good condition. The reservoir manways, piping, overflow and pipe supports were observed to be in good condition, with minor localized corrosion concentrated at welds and at bolt hardware (Photo 6.11 –

6.13). Flexible (seismic) couplings were not observed at any of the exterior piping. The concrete encasement around the overflow pipe was observed with large cracks approximately 1/4-inch wide, however the concrete is mostly a nonstructural component, and the cracking is not a concern. The roof access stairs and supports appeared to be in good condition, with little to no corrosion observed (Photo 6.14). The roof access hatches (three square) appeared to be in fair condition with moderate corrosion to the interior lifting mechanisms, hardware and surrounding roof framing and are also not Cal-OSHA compliant, with no integral fall protection system (netting, railing or similar) provided (Photo 6.15 & 6.16). The center vent appeared to be in fair condition with minor to moderate surface corrosion with no screening or netting provided at the vent openings (Photo 6.17).

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 22 of 129 The four (4) perimeter roof vents were also observed to be in a similar condition, though less surface corrosion was observed.

The roof handrail system appeared to be in good condition; however, is not Cal-OSHA compliant in both extents and railing height and is a potential fall hazard (6.18).

6.2.2 Interior Findings
The following interior assessment findings are based on the limited observations of the reservoir interior that could be performed by Kelsey Structural from the exterior of the reservoir roof plate through the roof hatches as well as from a review of the previous dive inspection report provided by the City and listed in the previous Data Review summary of Section 2.1. The reservoir was not entered by Kelsey Structural.

Coatings
The interior coatings appeared to be in fair condition. The interior shell coating appeared mostly adhered, with isolated areas of uniform discoloration below the waterline and isolated quadrant of blistering and more advanced deterioration as indicated in the dive inspection report (Photo 6.19). The baseplate coating was uniformly chalking but well adhered (per dive inspection report review). The roof framing columns coating was uniformly chalking but well adhered, with the center column showing signs of more advanced deterioration, though still adhered (per dive inspection report). The roof framing coating on the rafter and girders appeared to be mostly adhered, with the exception of the top flange of the rafters at the interface between the roof plate and rafter tails near access hatches, where minor surface corrosion was observed (Photo 6.20). Similarly, the roof plate coating appeared mostly adhered, with the exception of the interface between the roof rafters.

Shell Plate
The interior surface of the shell plate appeared to be in good condition with Quadrant 1 exhibiting moderate coating blistering and rust bleed below the waterline as indicated in the dive inspection report (Photo 6.21).

Baseplate
The interior surface of the base plate appeared to be in good condition. No signs of significant deterioration were observed or noted in the dive inspection report.

Roof Plate
The interior surface of the roof plate appeared to be in good condition. Minor rust bleed was observed at the majority of roof plate seams and minor plate corrosion was observed concentrated over the roof rafters, with minor metal loss assumed (Photo

6.22).

Roof Framing
The roof framing appeared to be in fair condition, with roof rafters near the access hatches and roof plate openings exhibiting more advanced deterioration. The top flanges of the majority of the rafters showed signs of minor rust bleed and surface corrosion at the interface between the roof plate (Photo 6.23). Previous pitting and metal loss were also observed under the coatings at several rafters, concentrated near the access hatch and roof penetrations. The center and inner ring of columns were noted to have moderate coating blistering and rust staining, but significant metal loss was not noted (per dive inspection report review). The center dollar plate appeared to be in good to fair condition based on the limited visibility from the center roof hatch, with minimal surface rust bleeding observed (Photo 6.24). The roof girders appeared to be in good condition with only minor surface rust bleeding observed at connections to the roof rafters and column bearing plates (Photo 6.25).

Connections and Hardware
The connections and hardware at the interior of the reservoir appeared to be in good condition. Rust bleeding and minor surface staining were observed at framing and appurtenance bolts, with minor metal loss assumed (Photo 6.26). Minor to

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 23 of 129 moderate corrosion was observed at the welded shear tab connections at the exterior bay of roof rafters around the roof access hatch but was not observed away from the hatch at other connection plates (Photo 6.27).

Appurtenances
The interior appurtenances appeared to be in fair condition. Minor rust bleed, concentrated around welds, was observed at pipe penetrations through the shell (per dive inspection report review). The interior access ladder rungs were observed with moderate corrosion and metal loss (Photo 6.28 and per dive inspection report review).

6.3 Recommendations

6.3.1 Exterior Recommendations
Coatings
Continue to monitor the exterior coatings every 3 to 5 years. The existing coating system is estimated to have a remaining useful life of approximately 10 years, at which point the exterior of the reservoir is recommended to be recoated. An overcoat recoating will likely be possible given the condition of the existing coating system.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Baseplate and Bearing Pad
Perform corrosion repairs to the baseplate edge and replace the bearing pad with nonshrink epoxy grout during the next coating cycle.

Concrete Foundation
Continue to monitor the hairline cracking in the foundation.

Anchorage
Not applicable.

Roof Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Appurtenances
Install additional roof handrailing to meet Cal-OSHA requirements. Replace access hatch lifting mechanisms at center hatch.

Replace all roof vents (5 total) with current industry standard vents. Perform minor corrosion touchup repairs to piping, stairs and supports during the next coating cycle.

6.3.2 Interior Recommendations
Coatings
Continue to monitor the interior coatings every 3 to 5 years. The existing coating system is estimated to have a remaining useful life of approximately 10 years, at which point the interior of the reservoir is recommended to be recoated. During the next reservoir cleaning, the Quadrant 1 shell surface as indicated in the dive inspection report is recommended to be inspected to determine whether repairs and/or localized recoating are required.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 24 of 129 Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle. During the next reservoir cleaning, the Quadrant 1 shell surface as indicated in the dive inspection report is recommended to be inspected to determine whether repairs and/or localized recoating are required.

Baseplate
Perform minor corrosion touchup repairs during the next coating cycle.

Roof Plate
Remove surface corrosion over roof rafters and perform minor corrosion touchup repairs during the next coating cycle.

Roof Framing
Perform localized repairs and recoating of the rafters near the roof access hatches and roof plate penetrations during the next cleaning cycle. Remove surface corrosion over roof rafters and perform minor corrosion touchup repairs during the next coating cycle. Anticipate approximately 5% of framing replacement during the next coating cycle.

Connections and Hardware
Repair the shear tab connections at the outer rafter bay near the access hatch during the next cleaning cycle. Anticipate approximately 5% of bolt replacement during the next coating cycle.

Appurtenances
Perform minor corrosion touchup repairs at all piping connections during the next coating cycle. Replace the interior ladder, preferably with new fiber-reinforced polymer (FRP) or stainless-steel ladder during the next cleaning cycle or as soon as possible.

6.3.3 Additional Recommendations
Due to the high seismicity of the site, it is recommended that a structural and seismic analysis of the reservoir be performed to determine code deficiencies and risks associated with seismic events. Historical earthquakes in the area have resulted in failures of similar reservoirs such as shell yielding, buckling or partial roof collapse due to sloshing waves. Kelsey Structural practices in analysis of water storage reservoirs and can provide this service, if requested.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 25 of 129 7 La Brucherie Reservoir

7.1 Structure Summary
The La Brucherie Reservoir is a 5.0 million-gallon (MG) AWWA D100 welded steel reservoir originally constructed in 1994 and is located at the La Brucherie Pump Station site (Photo 7.1). The reservoir measures 150’-0” in diameter with an overflow height of 40’-0”. The reservoir shell consists of five (5) courses and transitions to a steel cone roof with a flat angle edge (no knuckle). The roof framing system consists of two (2) bays of steel rafters supported by a center column and dollar plate, one (1) row of intermediate girders and steel columns, and the shell plate. The base plate is supported on a minimum 2’-8” wide concrete ringwall foundation and is unanchored. The reservoir is known to have been repaired due to seismic damage occurring approximately in the early to mid-2010s.

The overall condition of the reservoir is considered GOOD with varying levels of minor to moderate deterioration observed.

Table 7.1 below summarizes the condition ratings and improvement recommendations for each structural element of the reservoir, with detailed assessment findings and recommendations provided for each element following the table.

Table 7.1 La Brucherie Reservoir Findings and Recommendation Summary Structural Element Condition
Condition
Rating
Recommendations EXTERIOR
Coatings Good 7 Continue to monitor. Recoat roof within 5-10 years.

Shell Plate Good 9 Perform minor touchups during next coating cycle.

Baseplate and Bearing Pad Fair 6
Repair baseplate extension and replace bearing pad with epoxy grout.

Concrete Foundation Good 7
Continue to monitor cracking for widening and rebar
corrosion.

Anchorage - -
Roof Plate Good 8 Perform minor touchups during next coating cycle.

Appurtenances Good 8 Perform minor touchups during next coating cycle.

INTERIOR
Coatings Fair (1) 4 Replace interior coatings as soon as possible.

Shell Plate Good 8 Perform minor repairs during next coating cycle.

Baseplate Good 8 Perform minor repairs during next coating cycle.

Roof Plate Good 7
Clean surface corrosion and perform minor repairs during next coating cycle.

Roof Framing Good 7
Clean surface corrosion and perform minor repairs during next coating cycle.

Connections and Hardware Good 7 Perform minor repairs during next coating cycle.

Appurtenances Good 7
Perform surface repairs during next coating cycle.

Replace ladder.

OVERALL Good 7.2
1) Roof coating is in poor condition.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 26 of 129

7.2 Assessment Findings

7.2.1 Exterior Findings
The following exterior assessment findings are based solely on the observations performed by Kelsey Structural.

Coatings
The exterior coatings appeared to be in good condition. The exterior shell coating was mostly well adhered with mild to no chalking and appeared to be performing well (Photo 7.2). The exterior roof plate coating exhibited moderate chalking and small areas of coating delamination and flaking throughout the surface, concentrated near appurtenances and roof plate seams (Photo 7.3). Multiple layers of coatings (2 minimum) were identified, with overcoats appearing to be the previous method of recoating application.

Shell Plate
The exterior surface of the shell plate appeared to be in good condition. Little to no corrosion was observed, with only very minor pinhole rust spots in isolated locations (Photos 7.4 and 7.5).

Baseplate and Bearing Pad
The exterior surface of the baseplate appeared to be in fair condition. The coating has delaminated uniformly around the baseplate extension, allowing for varying levels of corrosion to occur, with minor to moderate surface corrosion observed (Photo

7.6). The bearing pad has experienced severe degradation and is not providing sufficient clearance from the concrete ringwall foundation to prevent corrosion of the baseplate (Photo 7.7).

Concrete Foundation
The concrete ringwall foundation appeared to be in good condition. Hairline cracking was observed approximately 12 to 18- inches on center around the reservoir perimeter, with mild rust staining visible at many of the cracks (Photo 7.8). It was not apparent from visual observation whether the rust staining was due to corroding rebar within the foundation, but this is not likely based on the crack sizing, and the more likely reason is due to rust bleed from the adjacent corroding base plate extension staining the cracks. The cracking itself may be due to a combination of concrete drying shrinkage that occurred during original construction and/or hoop stresses in the concrete ringwall, with minimal reinforcement. The cracking is not considered a structural issue at this time. No signs of differential settlement, scouring or other foundation issues were observed.

Anchorage
The reservoir is unanchored (Photo 7.8).

Roof Plate
The exterior surface of the roof plate appeared to be in good condition. Little to no surface corrosion was observed and the plates appear to be performing well (Photo 7.9). The roof slope appeared adequate to provide proper drainage; however, some areas appeared to be subject to localized ponding, concentrated near roof plate seams and at the roof edge where the slope flattened out (Photo 7.10).

Appurtenances
The exterior appurtenances appeared to be in good condition. The reservoir manways, piping, overflow and pipe supports were observed to be in good condition, with minor localized corrosion concentrated at bolt hardware (Photo 7.11 – 7.13). Flexible (seismic) couplings were not observed at any of the exterior piping. The roof access stairs and supports appeared to be in good condition, with little to no corrosion observed (Photo 7.14); however, the upper rail height is not in compliance with current CalOSHA requirements and is a potential fall hazard. The roof access hatch (one square) appeared to be in good condition with

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 27 of 129 only minor corrosion of the roof plate connection and surrounding roof framing; however the hatch is not Cal-OSHA compliant, with no integral fall protection system (netting, railing or similar) provided (Photo 7.15). The roof vents (1 center and 2 perimeter) appeared to be in good condition with minor surface corrosion observed at the center vent beneath the vent hood (Photo 7.16 & 7.17). The roof handrail system appeared to be in good condition; however, is not Cal-OSHA compliant in both extents and railing height and is a potential fall hazard (7.18).

7.2.2 Interior Findings
The following interior assessment findings are based on the limited observations of the reservoir interior that could be performed by Kelsey Structural from the exterior of the reservoir roof plate through the roof hatches as well as from a review of the previous dive inspection report provided by the City and listed in the previous Data Review summary of Section 2.1. The reservoir was not entered by Kelsey Structural.

Coatings
The interior coatings appeared to be in overall fair condition with the roof framing and roof plate coatings being in poor condition.

The interior shell coating appeared mostly adhered, with isolated areas of uniform discoloration below the waterline and areas of moderate coating blistering observed below the waterline as indicated in the dive inspection report (Photo 7.19). The baseplate coating was in good condition with minor blistering observed (per dive inspection report review). The roof framing column coatings were observed with minor cracking and blistering (per dive inspection report). The roof framing coating on the rafter and girders appeared to be in poor condition with various areas of blistering and large delaminations located at random locations along the member lengths (Photo 7.20). Similarly, the roof plate coating was observed with various areas of blistering and large delaminations (Photo 7.21). The roof coatings overall exhibited poor coating adhesion, possibly due to poor surface preparation, humidity control or coating application during the last recoating.

Shell Plate
The interior surface of the shell plate appeared to be in good condition with no signs of significant corrosion observed (Photo

7.22).

Baseplate
The interior surface of the base plate appeared to be in good condition. No signs of significant deterioration were observed or noted in the dive inspection report.

Roof Plate
The interior surface of the roof plate appeared to be in good condition, though moderate surface corrosion was observed at the areas where the coating has delaminated (Photo 7.23). The corrosion appeared to be only surficial at the time of observation and significant metal loss is not anticipated at this time; however, corrosion will continue to progress if not addressed.

Roof Framing
The roof framing appeared to be in good condition, though moderate surface corrosion was observed at the roof rafters and girders where the coating has delaminated. The corrosion appeared to be only surficial at the time of observation and significant metal loss is not anticipated at this time; however, corrosion will continue to progress if not addressed. Surface corrosion of both the roof rafters and roof girders was observed at several locations along the member lengths and at an estimated 75% of all roof framing (Photos 7.24). Minor surface staining was also observed at the rafter top flanges, between the interface of the flange and the roof plate. The roof columns appeared to be in good condition with no corrosion observed above the waterline during the site investigation and only minor blistering of the columns below the waterline noted in the dive inspection report. The center cone was difficult to observe from the roof hatch but appeared to be in similar condition to the columns.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 28 of 129 Connections and Hardware
The connections and hardware at the interior of the reservoir appeared to be in good condition. The rafter shear tabs and bolts that could be observed near the roof hatch did not exhibit signs of corrosion (Photo 7.25). It is assumed based on the observed coating delamination at the rafters and girders that other connections near the center of the tank may have similar surface corrosion due to coating delamination, but this could not be observed from the roof hatch.

Appurtenances
The interior appurtenances appeared to be in good condition. Minor rust bleed, concentrated around welds, was observed at pipe penetrations through the shell (per dive inspection report review). The interior access ladder rungs were observed with minor corrosion and rust tubercles above the waterline but did not continue to exhibit corrosion below the waterline (Photo

7.26 and per dive inspection report review).

7.3 Recommendations

7.3.1 Exterior Recommendations
Coatings
Continue to monitor the exterior coatings every 3 to 5 years. The existing coating system is estimated to have a remaining useful life of approximately 10 years, possibly only 5 years at the roof, at which point the exterior of the reservoir is recommended to be recoated. An overcoat recoating will likely be possible given the condition of the existing coating system.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Baseplate and Bearing Pad
Perform corrosion repairs to the baseplate edge and replace the bearing pad with nonshrink epoxy grout during the next coating cycle.

Concrete Foundation
Continue to monitor the hairline cracking in the foundation for progression or signs of rebar corrosion.

Anchorage
Not applicable.

Roof Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Appurtenances
Perform minor corrosion touchup repairs to all appurtenances during the next coating cycle. Optionally, provide additional handrailing at roof perimeter to meet Cal-OSHA requirements and add upper handrail to stair railing system.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 29 of 129

7.3.2 Interior Recommendations
Coatings
Recoat the interior of the reservoir as soon as possible. The existing roof coating system has reached the end of its useful life, and the shell and baseplate coatings are recommended to be replaced during the same recoating effort.

Shell Plate
Perform minor corrosion touchup repairs during the next coating cycle.

Baseplate
Perform minor corrosion touchup repairs during the next coating cycle.

Roof Plate
Remove surface corrosion over roof rafters and at currently exposed surfaces where coating delamination has occurred and perform minor corrosion touchup repairs during the next coating cycle.

Roof Framing
Remove surface corrosion over roof rafters and at exposed web and flanges where coating delamination has occurred and perform minor corrosion touchup repairs during the next coating cycle.

Connections and Hardware
Assume minor surface corrosion repairs at the connection points near the center of the reservoir at the rafter-to-girder connections and center cone connections.

Appurtenances
Perform minor corrosion touchup repairs at all piping connections during the next coating cycle. Replace the interior ladder, preferably with new fiber-reinforced polymer (FRP) or stainless-steel ladder during the next coating cycle.

7.3.3 Additional Recommendations
Due to the high seismicity of the site, it is recommended that a structural and seismic analysis of the reservoir be performed to determine code deficiencies and risks associated with seismic events. Historical earthquakes in the area have resulted in failures of similar reservoirs such as shell yielding, buckling or partial roof collapse due to sloshing waves. Kelsey Structural practices in analysis of water storage reservoirs and can provide this service, if requested.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 30 of 129 8 Raw Water Ponds

8.1 Structure Summary
The WTP Raw Water Ponds consist of four (4) concrete-slope and lined ponds, each measuring approximately 315-feet wide by 520-feet long from the outer edges of the sloping concrete embankments. The ponds are divided by earthen berms with asphalt pavement along the top of the berm. Erosion control of the exterior berm surfaces around the ponds is not present.

Based on discussions with City staff, the ponds were originally constructed as two (2) ponds, one North pond and one South pond, and were subsequently divided into four (4) ponds by means of the construction of a central, North-South embankment with new sloping embankment concrete. The original date of construction and alteration date of construction are unknown, and no record drawings were available for review. Measurements of the original concrete thickness and reinforcement were taken at Pond No. 4 in an area of deterioration where the reinforcement was exposed, with the concrete measuring approximately 3-inches thick reinforced with a 6x6 welded wire mesh (WWM).

Figure 8.1 below provides identification of the ponds as named in this assessment, approximate delineation between original and new concrete and highlighted areas of significant concrete damage observed during the site investigation.

Figure 8.1: Raw Water Ponds Nomenclature and Identification The overall condition of the Raw Water Ponds is considered Fair with varying levels of minor to severe deterioration observed.

Table 8.1 below summarizes the condition ratings and improvement recommendations for each structural element of the structure, with detailed assessment findings and recommendations provided for each element following the table.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 31 of 129 Table 8.1 Raw Water Ponds Findings and Recommendation Summary Structural Element Condition
Condition
Rating
Recommendations
Pond No. 1 Good 7
Continue to monitor for signs of settlement and scour.

Replace all original sloping embankment concrete within next 10 years.

Pond No. 2 Good 7
Continue to monitor for signs of settlement and scour.

Replace all original sloping embankment concrete within next 10 years.

Pond No. 3 Fair 5
Replace all original sloping embankment concrete as
soon as possible, particularly at the southeast access
ramp where significant scour has occurred.

Pond No. 4 Fair 4
Replace all original sloping embankment concrete as
soon as possible, particularly at the northeast access
ramp where significant scour has occurred.

OVERALL Fair 5.8

8.2 Assessment Findings

8.2.1 Pond No. 1
Pond No. 1 appeared to be in good condition, with noticeable deterioration of the original sloping embankment concrete observed (Photo 8.1). The original concrete was observed with uniform moderate cracking up to 1/4-inch wide extending full lengths between concrete joints and from top to bottom of the sloping sections (Photo 8.2). The original concrete produced a low pitch ping when tested with a sounding hammer, indicating poor concrete quality and deterioration (Photo 8.3). The concrete near the slope edges was easily spalled away when impacted with the sounding hammer. The new sloping embankment concrete was in better condition, with only minor cracking observed near the northeast corner of the pond (Photo

8.4). The new concrete produced a high pitch ping when tested with a sounding hammer, indicating relatively good concrete quality (Photo 8.5).

Signs of slope creep and scour were observed at the original sloping embankment concrete, as evidenced by cracking asphalt paving near the top of the slope (Photo 8.6). The original concrete was likely not constructed with a lower keyway/stem wall that would provide sliding stability and help prevent scour of the subgrade. This creep/scour has not yet significantly impacted the concrete stability but will likely continue to propagate if not addressed.

The concrete gate structure located at the southwest corner of the pond appeared to be in good condition, with minimal signs of deterioration observed (Photo 8.7). No cracking, corrosion or signs of settlement/scour were observed.

8.2.2 Pond No. 2
Pond No. 2 appeared to be in good condition, with noticeable deterioration of the original sloping embankment concrete observed (Photo 8.8). The original concrete was observed with uniform moderate cracking up to 1/8-inch wide extending partial lengths between concrete joints and from top to bottom of the sloping sections (Photo 8.9). The original concrete produced a low pitch ping when tested with a sounding hammer, indicating poor concrete quality and deterioration. The new sloping embankment concrete was in better condition, with only minor cracking observed at isolated locations, with one larger crack located near the East pipe penetration connection to Pond No. 3 (Photo 8.10). The new concrete produced a high pitch ping when tested with a sounding hammer, indicating relatively good concrete quality (Photo 8.11).

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 32 of 129 Signs of slope creep and scour were observed at the original sloping embankment concrete, as evidenced by cracking asphalt paving near the top of the slope (Photo 8.12). The original concrete was likely not constructed with a lower keyway/stem wall that would provide sliding stability and help prevent scour of the subgrade. This creep/scour has not yet significantly impacted the concrete stability but will likely continue to propagate if not addressed.

8.2.3 Pond No. 3
Pond No. 3 appeared to be in fair condition, with noticeable deterioration of the original sloping embankment concrete and significant scour and concrete deterioration observed near the southeast ramp (Photo 8.13). The original concrete was observed with widespread, moderate to severe cracking up to 1/2-inch wide extending full lengths between concrete joints and from top to bottom of the sloping sections (Photo 8.14). The original concrete produced a low pitch ping when tested with a sounding hammer, indicating poor concrete quality and deterioration (Photo 8.15). The concrete near the slope edges was easily spalled away when impacted with the sounding hammer. Areas of previous concrete repairs and severe concrete deterioration were observed at the North end of the pond in the original sloping embankment concrete (Photo 8.16).

Additionally, significant scour, concrete undermining and severe concrete damage were observed at the access ramp at the southeast corner of the pond (Photo 8.17). During the site investigation, significant westerly winds were creating small waves and turbulence of the pond water, which continuously impacted the bottom of the concrete slope on the East side of the pond, likely contributing to and accelerating the scour in this area. The new sloping embankment concrete was in significantly better condition, with only minor, isolated hairline cracking observed (Photo 8.18). The new concrete produced a high pitch ping when tested with a sounding hammer, indicating relatively good concrete quality (Photo 8.19).

Signs of slope creep and scour were observed at the original sloping embankment concrete, as evidenced by cracking asphalt paving near the top of the slope (Photo 8.20). The original concrete was likely not constructed with a lower keyway/stem wall that would provide sliding stability and help prevent scour of the subgrade.

The concrete gate structure located at the southwest corner of the pond appeared to be in good condition, with minimal signs of deterioration observed (Photo 8.21). No cracking, corrosion or signs of settlement/scour were observed.

8.2.4 Pond No. 4
Pond No. 4 appeared to be in fair condition, with noticeable deterioration of the original sloping embankment concrete and significant scour and concrete deterioration observed near the northeast ramp (Photo 8.22). The original concrete was observed with widespread, moderate to severe cracking up to 1/2-inch wide extending full lengths between concrete joints and from top to bottom of the sloping sections (Photo 8.23). The original concrete produced a low pitch ping when tested with a sounding hammer, indicating poor concrete quality and deterioration (Photo 8.24). The concrete near the slope edges was easily spalled away when impacted with the sounding hammer. Areas of previous concrete repairs were observed at the South end of the pond in the original sloping embankment concrete (Photo 8.25). Additionally, significant scour, concrete undermining and severe concrete damage were observed at the access ramp at the northeast corner of the pond (Photo 8.26 and 8.27).

The ramp is considered unstable and at risk of collapse. During the site investigation, significant westerly winds were creating small waves and turbulence of the pond water, which continuously impacted the bottom of the concrete slope on the East side of the pond, likely contributing to and accelerating the scour in this area. The new sloping embankment concrete was in significantly better condition, with only minor, isolated hairline cracking observed (Photo 8.28). The new concrete produced a high pitch ping when tested with a sounding hammer, indicating relatively good concrete quality (Photo 8.29).

Signs of slope creep and scour were observed at the original sloping embankment concrete, as evidenced by cracking asphalt paving near the top of the slope (Photo 8.30). The original concrete was likely not constructed with a lower keyway/stem wall that would provide sliding stability and help prevent scour of the subgrade.

The concrete gate structure located at the northwest corner of the pond appeared to be in good condition, with minimal signs of deterioration observed (Photo 8.31). No cracking, corrosion or signs of settlement/scour were observed.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 33 of 129

8.3 Recommendations

8.3.1 Pond No. 1
Continue to monitor Pond No. 1 for progressing signs of scour, concrete creep and settlement, particularly at the areas of original sloping embankment concrete. Repair cracks greater than 1/16” wide by means of epoxy injection, estimated at approximately 500 linear feet total.

The original sloping embankment concrete has an estimated remaining useful life of approximately 10 years, at which point the original concrete is recommended to be replaced entirely with a new concrete slope constructed with top and bottom keyways/stem walls to prevent stability issues such as sliding, settlement and scour. The newer sloping embankment concrete is performing well and has an estimated remaining useful life of approximately 20 years.

8.3.2 Pond No. 2
Continue to monitor Pond No. 1 for progressing signs of scour, concrete creep and settlement, particularly at the areas of original sloping embankment concrete. Repair cracks greater than 1/16” wide by means of epoxy injection, estimated at approximately 250 linear feet total.

The original sloping embankment concrete has an estimated remaining useful life of approximately 10 years, at which point the original concrete is recommended to be replaced entirely with a new concrete slope constructed with top and bottom keyways/stem walls to prevent stability issues such as sliding, settlement and scour. The newer sloping embankment concrete is performing well and has an estimated remaining useful life of approximately 20 years.

8.3.3 Pond No. 3
The original sloping embankment concrete has reached the end of its useful life, with significant damage, deterioration and stability issues observed. Replace all original sloping embankment concrete with a new concrete slope constructed with top and bottom keyways/stem walls to prevent stability issues such as sliding, settlement and scour. Until replacement can occur, restrict access to the southeast access ramp from vehicular traffic to minimize the risk of structural collapse and personnel injury.

The newer sloping embankment concrete is performing well and has an estimated remaining useful life of approximately 20 years. Repair cracks in newer sloping embankment concrete greater than 1/16” wide by means of epoxy injection, estimated at approximately 100 linear feet total.

8.3.4 Pond No. 4
The original sloping embankment concrete has reached the end of its useful life, with significant damage, deterioration and stability issues observed. Replace all original sloping embankment concrete with a new concrete slope constructed with top and bottom keyways/stem walls to prevent stability issues such as sliding, settlement and scour. Until replacement can occur, restrict access to the northeast access ramp from vehicular traffic to minimize the risk of structural collapse and personnel injury.

The newer sloping embankment concrete is performing well and has an estimated remaining useful life of approximately 20 years. Repair cracks in newer sloping embankment concrete greater than 1/16” wide by means of epoxy injection, estimated at approximately 100 linear feet total.

8.3.5 Additional Recommendations
Additional geotechnical investigations into the general stability of the earthen berms/embankments are recommended. Scour prevention, erosion control and similar mitigation measures may be warranted based on the findings of this investigation.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 34 of 129 9 Raw Water Pump Station

9.1 Structure Summary
The Raw Water Pump Station (RWPS) consists of a multi-level concrete structure measuring approximately 36-feet wide by 40- feet long with elevated pumps and a small, wood-framed control building located on the top slab and a wood-framed deck overhang located at the southwest (Photo 9.1). The structure is located directly East of the Raw Water Ponds at the WTP. The pumps are supported by concrete beams elevated over a wet well with ships ladder access and elevated catwalk system. The structure is partially buried, with sloping backfill varying approximately 6-feet from the northwest corner to the southeast corner of the structure. The date of original construction is unknown, and no record drawings were available for review.

The wood-framed control building was not assessed as part of this project.

The overall condition of the Raw Water Ponds is considered Fair with varying levels of minor to severe deterioration observed.

Table 9.1 below summarizes the condition ratings and improvement recommendations for each structural element of the structure, with detailed assessment findings and recommendations provided for each element following the table.

Table 9.1 Raw Water Pump Station Findings and Recommendation Summary Structural Element Condition
Condition
Rating
Recommendations
Concrete Walls Good 7 Continue to monitor for signs of deterioration.

Concrete Top Slab Poor 3
Repair cracking greater than 1/16” by means of epoxy
injection.

Repair pump support beams and top slab over wet well
with repair mortar and FRP strengthening.

Platform Structure Fair 5
Replace wood planking on platform, preferably with
aluminum or noncorrosive material.

Nonstructural Components Fair 6 Replace grating supports at deteriorated pump beams.

Appurtenances Fair 6
Replace corroded equipment anchor bolts.

Repair corroded equipment base plates.

OVERALL Fair 5.4

9.2 Assessment Findings

9.2.1 Raw Water Pump Station
Concrete Walls
The exterior surface of the concrete walls appeared to be in good condition. General signs of concrete aging were observed in the form of surface staining and discoloration, but no signs of significant cracking, spalling or rebar corrosion were observed (Photos 9.2 and 9.3). The interior surface of the concrete walls within the wet well appeared to be in good condition. Similar

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 35 of 129 to the exterior surface, general signs of concrete aging were observed in the form of surface staining and discoloration, but no signs of significant cracking, spalling or rebar corrosion were observed (Photos 9.4 and 9.5).

Concrete Top Slab
In general, the top slab appeared to be in fair condition, with the pump support beams observed to be in poor condition. The exterior surface of the top slab was observed with several cracks up to 1/8-inch in width, with localized surface spalling and deterioration located in front of the control building underneath a mobile gantry crane (Photo 9.6). The spalling may be due to impacts from equipment lifted by the crane. The underside surface of the top slab in areas away from the pump support beams and openings was observed with only minor surface discoloration and staining from adjacent metallic corrosion of the pump support beam reinforcement and equipment supports (Photo 9.7). The pump support beams are in poor condition and were observed with severe concrete spalling, cracking, delamination and reinforcement corrosion (Photo 9.8 and 9.9). The pumps may be considered at risk of collapse due to structural support failure of these beams. Additionally, the top slab appears to have been sawcut to provide the ships ladder access, as evident by the sharp concrete edges and exposed rebar ends around the opening (Photo 9.10).

Platform Structure
The wooden platform structure located to the south end of the structure appeared to be in overall fair condition with the wood planking walking surface in poor condition. General deterioration and aging of the wooden plank members serving as the deck of the platform was observed, with concern of their overall structural integrity (Photo 9.11). The steel support column and ledger framing appeared to be in fair condition, with minor surface deterioration and signs of aging, but no significant metal loss observed.

Nonstructural Components
Nonstructural components that were observed during the site investigation included the handrailing system, grating systems, wet well access ladder and wet well catwalk system. The handrailing system appeared to be in good to fair condition, with general surface deterioration of the coating/paint systems and minor surface corrosion of bolted hardware observed (Photo

9.12). The grating at the pump penetrations was in good condition with general oxidation and surface staining observed; however, the ledger supports for the grating are compromised due to the deterioration of the concrete pump support beams below (Photos 9.13 and 9.14). The wet well ships ladder, catwalk system and their anchorage appeared to be in fair condition, with general surface oxidation and staining observed (Photo 9.15).

Appurtenances
The RWPS wet well pumps were the only appurtenant items observed as part of the site investigation. The base plates and anchorage of the pumps varied from fair to poor condition, with coating failures and minor to moderate surface corrosion observed (Photo 9.16). The pump base plates are undersized for the penetration width below and have very minimal edge distance available for anchorage into the pump support beams (Photo 9.17).

9.3 Recommendations

9.3.1 Raw Water Pump Station
Concrete Walls
Continue to monitor the concrete walls for signs of deterioration.

Concrete Top Slab
Repair the cracking in the top slab by means of epoxy injection. Repair the isolated top slab spalling by means of epoxy repair mortar. Repair the pump support beams by chipping to sound material and patching with an epoxy repair mortar. FiberPage 1608 of 1747 City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 36 of 129 reinforced polymer (FRP) strengthening shall be installed on beams where reinforcing steel corrosion exceeds 10% of the rebar area. This work may be performed sequentially to allow removal of one pump at a time for continued operation of the facility.

Platform Structure
Replace the wooden plank decking, preferably with an aluminum or similarly noncorrosive walking surface.

Nonstructural Components
Replace the top slab grating supports as part of the pump support beam repair identified above. Post-installed anchorage is anticipated for this repair. Continue to monitor the other nonstructural components for signs of deterioration and corrosion.

Appurtenances
Replace the corroded pump anchor bolts with new, stainless steel anchor bolts. Modify/replace the pump base plates with larger plates to extend the anchorage points further away from the top slab pump penetrations and repair the pump frames and bases for surface corrosion. Recoat the pumps and pump frames.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 37 of 129 10 Engineer’s Opinion of Probable Construction Cost
The tables on the following pages summarize the engineer’s opinion of probable construction cost (EOPCC) for the structural improvements as recommended in Sections 4 through 9 of this TM. Each EOPCC is based on current industry standard pricing for the market area and is a planning level estimate following the Association for the Advancement of Cost Engineering (AACE) Class 4 designation. The EOPCC makes use of rough unit costs, recent bid results, vendor/manufacturer quotations, subcontractor estimates and recent Engineering News-Record (ENR) cost-indices. A detailed breakdown of each EOPCC is provided in Appendix B. The EOPCC was developed with the following assumptions:
• Engineering Design is 10% of total construction cost. • Engineering Services During Construction (ESDC) is 2% of total construction cost. • Construction Management is not included.
• Insurance is 4% of total construction cost.
• Bonds are 1.5% of total construction cost.
• Contractor Overhead and Profit is 18% of total construction cost. • Escalation is not included to allow for present value comparison of cost estimates.

The costs are provided for the items explicitly detailed in the estimate schedules of Appendix B. Other discipline costs or additional project costs may be required as CIP projects are developed. The included items pertain primarily to structural improvements. Reservoir coating costs have been provided based on recent bid results reviewed by Kelsey Structural, with an average cost of interior recoating and exterior overcoating currently set at approximately $0.60 per gallon of nominal reservoir size. This value may vary slightly based on reservoir geometry, roof framing layout and member sizing, but provides an overall median estimate of current market reservoir coating values. Detailed information on reservoir framing sizes is not known at this time, which makes estimating the square footage of interior framing coating difficult, therefore this cost per gallon approach has been utilized.

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 38 of 129

10.1 WTP Reservoir No. 1
The WTP Reservoir No. 1 EOPCC is provided in Table 10.1 below and assumes interior recoating and exterior overcoating of the reservoir. This work has been recommended to occur within the next 5 years as indicated in Section 4.3.

Table 10.1 WTP Reservoir No. 1 EOPCC
Item Specification Division Total Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $125,610
2 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $652,500 3 DIVISION 3 - CONCRETE $0
4 DIVISION 4 - MASONRY $0
5 DIVISION 5 - METALS $157,000
6 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
7 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
8 DIVISION 8 - OPENINGS $39,000
9 DIVISION 9 - FINISHES $918,750
10 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
12 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
14 DIVISION 14 - CONVEYING SYSTEMS $0
15 DIVISION 15 - MECHANICAL $0
16 DIVISION 16 - ELECTRICAL $0
17 DIVISION 17 - PROCESS INSTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL $1,905,360
Engineering Design: 10.0% $190,540
Engineering Services During Construction (ESDC): 2.0% $38,110 Insurance: 4.0% $76,220
Bond: 1.5% $28,590
Contractor Overhead and Profit: 18.0% $342,970
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL: $2,581,790
AACE CLASS 4 ESTIMATE: Low: -30.0% $1,807,300
High: 50.0% $3,872,700

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 39 of 129

10.2 WTP Reservoir No. 2
The WTP Reservoir No. 2 EOPCC is provided in Table 10.2 below and assumes interior recoating and exterior overcoating of the reservoir. This work has been recommended to occur as soon as possible as indicated in Section 5.3.

Table 10.2 WTP Reservoir No. 2 EOPCC
Item Specification Division Total Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $131,280
2 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $652,500 3 DIVISION 3 - CONCRETE $0
4 DIVISION 4 - MASONRY $0
5 DIVISION 5 - METALS $434,500
6 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
7 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
8 DIVISION 8 - OPENINGS $39,000
9 DIVISION 9 - FINISHES $918,750
10 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
12 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
14 DIVISION 14 - CONVEYING SYSTEMS $0
15 DIVISION 15 - MECHANICAL $0
16 DIVISION 16 - ELECTRICAL $0
17 DIVISION 17 - PROCESS INSTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL $2,188,530
Engineering Design: 10.0% $218,860
Engineering Services During Construction (ESDC): 2.0% $43,780 Insurance: 4.0% $87,550
Bond: 1.5% $32,830
Contractor Overhead and Profit: 18.0% $393,940
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL: $2,965,490
AACE CLASS 4 ESTIMATE: Low: -30.0% $2,075,800
High: 50.0% $4,448,200

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 40 of 129

10.3 WTP Reservoir No. 3
The WTP Reservoir No. 3 EOPCC is provided in Table 10.3 below and assumes interior recoating and exterior overcoating of the reservoir. This work has been recommended to occur within the next 10 years as indicated in Section 6.3.

Table 10.3 WTP Reservoir No. 3 EOPCC
Item Specification Division Total Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $188,800
2 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $1,277,500 3 DIVISION 3 - CONCRETE $25,200
4 DIVISION 4 - MASONRY $0
5 DIVISION 5 - METALS $144,400
6 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
7 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
8 DIVISION 8 - OPENINGS $79,000
9 DIVISION 9 - FINISHES $1,837,500
10 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
12 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
14 DIVISION 14 - CONVEYING SYSTEMS $0
15 DIVISION 15 - MECHANICAL $0
16 DIVISION 16 - ELECTRICAL $0
17 DIVISION 17 - PROCESS INSTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL $3,564,900
Engineering Design: 10.0% $356,490
Engineering Services During Construction (ESDC): 2.0% $71,300 Insurance: 4.0% $142,600
Bond: 1.5% $53,480
Contractor Overhead and Profit: 18.0% $641,690
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL: $4,830,460
AACE CLASS 4 ESTIMATE: Low: -30.0% $3,381,300
High: 50.0% $7,245,700

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 41 of 129

10.4 La Brucherie Reservoir
The La Brucherie Reservoir EOPCC is provided in Table 10.4 below and assumes that only the interior of the reservoir is recoated at this time. This work has been recommended to occur as soon as possible as indicated in Section 7.3. The EOPCC does not account for exterior overcoating, which was not recommended for approximately 5 to 10 years.

Table 10.4 La Brucherie Reservoir EOPCC
Item Specification Division Total Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $169,970
2 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $1,020,000 3 DIVISION 3 - CONCRETE $19,200
4 DIVISION 4 - MASONRY $0
5 DIVISION 5 - METALS $89,300
6 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
7 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
8 DIVISION 8 - OPENINGS $0
9 DIVISION 9 - FINISHES $1,312,500
10 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
12 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
14 DIVISION 14 - CONVEYING SYSTEMS $0
15 DIVISION 15 - MECHANICAL $0
16 DIVISION 16 - ELECTRICAL $0
17 DIVISION 17 - PROCESS INSTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL $2,623,470
Engineering Design: 10.0% $262,350
Engineering Services During Construction (ESDC): 2.0% $52,470 Insurance: 4.0% $104,940
Bond: 1.5% $39,360
Contractor Overhead and Profit: 18.0% $472,230
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL: $3,554,820
AACE CLASS 4 ESTIMATE: Low: -30.0% $2,488,400
High: 50.0% $5,332,200

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 42 of 129

10.5 Raw Water Ponds
The Raw Water Ponds EOPCC is provided in Table 10.5 below and assumes replacement of the original sloping embankment concrete at Pond No. 2 and Pond No. 3. The EOPCC does not account for original sloping embankment concrete replacement at Pond No. 1 and Pond No.2, which were not recommended for replacement for approximately 10 years.

Table 10.5 Raw Water Ponds EOPCC
Item Specification Division Total Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $75,230
2 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $142,500 3 DIVISION 3 - CONCRETE $1,543,750
4 DIVISION 4 - MASONRY $0
5 DIVISION 5 - METALS $0
6 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $0
7 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
8 DIVISION 8 - OPENINGS $0
9 DIVISION 9 - FINISHES $0
10 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
12 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
14 DIVISION 14 - CONVEYING SYSTEMS $0
15 DIVISION 15 - MECHANICAL $0
16 DIVISION 16 - ELECTRICAL $0
17 DIVISION 17 - PROCESS INSTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL $1,761,480
Engineering Design: 10.0% $176,150
Engineering Services During Construction (ESDC): 2.0% $35,230 Insurance: 4.0% $70,460
Bond: 1.5% $26,430
Contractor Overhead and Profit: 18.0% $317,070
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL: $2,386,820
AACE CLASS 4 ESTIMATE: Low: -30.0% $1,670,800
High: 50.0% $3,580,200

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 43 of 129

10.6 Raw Water Pump Station
The Raw Water Pump Station EOPCC is provided in Table 10.6 below.

Table 10.6 Raw Water Pump Station EOPCC
Item Specification Division Total Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $42,520
2 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $13,250 3 DIVISION 3 - CONCRETE $140,000
4 DIVISION 4 - MASONRY $0
5 DIVISION 5 - METALS $29,375
6 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $0
7 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
8 DIVISION 8 - OPENINGS $0
9 DIVISION 9 - FINISHES $0
10 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
12 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
14 DIVISION 14 - CONVEYING SYSTEMS $0
15 DIVISION 15 - MECHANICAL $0
16 DIVISION 16 - ELECTRICAL $0
17 DIVISION 17 - PROCESS INSTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL $225,145
Engineering Design: 10.0% $22,520
Engineering Services During Construction (ESDC): 2.0% $4,510 Insurance: 4.0% $9,010
Bond: 1.5% $3,380
Contractor Overhead and Profit: 18.0% $40,530
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL: $305,095
AACE CLASS 4 ESTIMATE: Low: -30.0% $213,600
High: 50.0% $457,600

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 44 of 129 11 Appendix A – Site Investigation Photographs
(See following pages)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 45 of 129

11.1 WTP Reservoir No. 1
Photo 4.1: WTP Reservoir No. 1

Photo 4.2: Exterior coating on reservoir shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 46 of 129 Photo 4.3: Failing exterior coating on roof plate

Photo 4.4: Exterior surface of shell plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 47 of 129 Photo 4.5: Isolated minor surface corrosion at exterior shell welds

Photo 4.6: Exterior surface of base plate (no foundation or anchorage)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 48 of 129 Photo 4.7: Minor surface corrosion at exterior surface of roof plate

Photo 4.8: Patch plates on exterior surface of roof plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 49 of 129 Photo 4.9: Signs of minor ponding at exterior surface of roof plate (plate seams)

Photo 4.10: Reservoir access manway

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 50 of 129

Photo 4.11: Reservoir exterior piping

Photo 4.12: Reservoir exterior piping and supports (overflow)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 51 of 129

Photo 4.13: Roof access ladder and safety cage

Photo 4.14: Roof access hatch (from MIT dive inspection report)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 52 of 129 Photo 4.15: Center vent with surface corrosion and partial installed screening

Photo 4.16: Roof handrailing

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 53 of 129 Photo 4.17: Interior coating on reservoir shell

Photo 4.18: Coating failures at rafter top flanges

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 54 of 129 Photo 4.19: Interior surface of shell plate

Photo 4.20: Rust bleed and corrosion at roof plate over rafters and plate seams

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 55 of 129 Photo 4.21: Previous deterioration at rafter ends

Photo 4.22: Corrosion at rafter top flange

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 56 of 129 Photo 4.23: Roof girders and connections beyond

Photo 4.24: Corrosion at rafter shear tab to shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 57 of 129 Photo 4.25: Interior ladder (refer to MIT dive inspection report for additional photos)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 58 of 129

11.2 WTP Reservoir No. 2
Photo 5.1: WTP Reservoir No. 2

Photo 5.2: Exterior coating on reservoir shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 59 of 129 Photo 5.3: Coating on exterior of baseplate

Photo 5.4: Failing exterior coating on roof plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 60 of 129 Photo 5.5: Exterior surface of shell plate

Photo 5.6: Isolated minor surface corrosion at exterior surface of shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 61 of 129 Photo 5.7: Exterior surface of base plate (no foundation or anchorage)

Photo 5.8: Minor surface corrosion at exterior surface of roof plate (rust bleed)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 62 of 129 Photo 5.9: Signs of ponding and localized deterioration at roof plate seam

Photo 5.10: Reservoir access manway with bolt corrosion

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 63 of 129

Photo 5.11: Reservoir exterior piping

Photo 5.12: Reservoir exterior piping and supports (overflow)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 64 of 129

Photo 5.13: Cracking in overflow pipe concrete encasement

Photo 5.14: Roof access ladder and safety cage

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 65 of 129 Photo 5.15: Roof access hatch with severe corrosion

Photo 5.16: Center vent with surface corrosion and roof plate repair

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 66 of 129 Photo 5.17: Roof handrailing

Photo 5.18: Interior coating on reservoir shell (above waterline)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 67 of 129 Photo 5.19: Coating failures at rafter top flanges and ends

Photo 5.20: Coating failure at roof plate above rafters and plate seams

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 68 of 129 Photo 5.21: Rust bleed and corrosion at roof plate over rafters and plate seams

Photo 5.22: Moderate to severe corrosion of rafters

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 69 of 129 Photo 5.23: Moderate corrosion at roof girders and severe corrosion at rafter tie rods

Photo 5.24: Severe corrosion at rafter shear tab to shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 70 of 129 Photo 5.25: Severe deterioration at interior ladder with failed rung

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 71 of 129

11.3 WTP Reservoir No. 3
Photo 6.1: WTP Reservoir No. 3

Photo 6.2: Exterior coating on reservoir shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 72 of 129 Photo 6.3: Exterior coating on roof plate

Photo 6.4: Exterior surface of shell plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 73 of 129 Photo 6.5: Minor coating flaking at exterior shell

Photo 6.6: Moderate corrosion on baseplate extension and deteriorated bearing pad

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 74 of 129 Photo 6.7: Minor corrosion on baseplate extension and deteriorated bearing pad

Photo 6.8: Hairline cracking in concrete ringwall foundation

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 75 of 129 Photo 6.9: Exterior surface of roof plate

Photo 6.10: Signs of minor ponding at exterior surface of roof plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 76 of 129 Photo 6.11: Reservoir access manway

Photo 6.12: Reservoir exterior piping

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 77 of 129 Photo 6.13: Reservoir exterior piping and supports (overflow)

Photo 6.14: Roof access stair

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 78 of 129 Photo 6.15: Center roof access hatch

Photo 6.16: Perimeter roof access hatch with failed lifting mechanism

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 79 of 129 Photo 6.17: Center vent with moderate corrosion and no screening

Photo 6.18: Handrailing at roof (secondary perimeter roof access hatch)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 80 of 129 Photo 6.19: Interior coating on reservoir shell

Photo 6.20: Coating rust bleed at roof rafter to shell interface

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 81 of 129 Photo 6.21: Interior surface of shell plate

Photo 6.22: Interior surface of roof plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 82 of 129 Photo 6.23: Rust bleed and previous pitting at rafter top flange near access hatch

Photo 6.24: Center dollar plate as viewed from center roof access hatch

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 83 of 129 Photo 6.25: Roof girders and connections

Photo 6.26: Minor rust bleed and staining at roof framing hardware

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 84 of 129 *
Photo 6.27: Moderate corrosion at rafter shear tab to shell

Photo 6.28: Interior ladder rung corrosion

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 85 of 129

11.4 La Brucherie Reservoir
Photo 7.1: La Brucherie Reservoir

Photo 7.2: Exterior coating on reservoir shell

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 86 of 129 Photo 7.3: Exterior coating on roof plate

Photo 7.4: Exterior surface of shell plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 87 of 129 Photo 7.5: Exterior surface of shell plate

Photo 7.6: Moderate corrosion on baseplate extension and deteriorated bearing pad

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 88 of 129 Photo 7.7: Minor corrosion on baseplate extension and deteriorated bearing pad

Photo 7.8: Hairline cracking in concrete ringwall foundation

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 89 of 129 Photo 7.9: Exterior surface of roof plate

Photo 7.10: Coating delamination and minor surface corrosion near center vent

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 90 of 129 Photo 7.11: Reservoir access manway

Photo 7.12: Reservoir exterior piping

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 91 of 129 Photo 7.13: Reservoir exterior piping and supports (overflow)

Photo 7.14: Roof access stair and supports

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 92 of 129 Photo 7.15: Roof access hatch

Photo 7.16: Perimeter roof vent

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 93 of 129 Photo 7.17: Center roof vent with minor surface corrosion

Photo 7.18: Handrailing at roof

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 94 of 129 Photo 7.19: Interior coating on reservoir shell

Photo 7.20: Coating delamination at roof framing and roof plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 95 of 129 Photo 7.21: Coating delamination at roof framing and roof plate

Photo 7.22: Interior surface of shell plate

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 96 of 129 Photo 7.23: Interior surface of roof plate
Photo 7.24: Surface corrosion of roof rafters and girders

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 97 of 129 Photo 7.25: Rafter shear tab connection to shell

Photo 7.26: Interior ladder rung corrosion above waterline

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 98 of 129

11.5 WTP Raw Water Ponds
Photo 8.1: Raw Water Pond No. 1

Photo 8.2: Pond No. 1 cracking at original concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 99 of 129 Photo 8.3: Pond No. 1 original concrete

Photo 8.4: Pond No. 1 new concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 100 of 129 Photo 8.5: Pond No. 1 new concrete

Photo 8.6: Pond No. 1 signs of scour and creep of original concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 101 of 129 Photo 8.7: Pond No. 1 gate structure

Photo 8.8: Raw Water Pond No. 2

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 102 of 129 Photo 8.9: Pond No. 2 original concrete

Photo 8.10: Pond No. 2 new concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 103 of 129 Photo 8.11: Pond No. 2 new concrete

Photo 8.12: Pond No. 2 signs of creep at original concrete and asphalt paving

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 104 of 129 Photo 8.13: Raw Water Pond No. 3

Photo 8.14: Pond No. 3 cracking at original concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 105 of 129 Photo 8.15: Pond No. 3 original concrete

Photo 8.16: Pond No. 3 severe deterioration of original concrete at North end

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 106 of 129 Photo 8.17: Pond No. 3 scour and severe concrete damage at southeast access ramp

Photo 8.18: Pond No. 3 new concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 107 of 129 Photo 8.19: Pond No. 3 new concrete

Photo 8.20: Pond No. 3 signs of scour and creep at East side original concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 108 of 129 Photo 8.21: Pond No. 3 gate structure

Photo 8.22: Raw Water Pond No. 4

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 109 of 129 Photo 8.23: Pond No. 4 cracking and spalling at original concrete

Photo 8.24: Pond No. 4 original concrete

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 110 of 129 Photo 8.25: Pond No. 4 previously repaired are near South of pond

Photo 8.26: Pond No. 4 scour and severe concrete damage at northeast ramp

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 111 of 129 Photo 8.27: Pond No. 4 scour and severe concrete damage at northeast ramp

Photo 8.28: Pond No. 4 new concrete with hairline cracking

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 112 of 129 Photo 8.29: Pond No. 4 new concrete

Photo 8.30: Pond No. 4 signs of scour and creep at original concrete along East side

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 113 of 129 Photo 8.31: Pond No. 4 gate structure

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 114 of 129

11.6 WTP Raw Water Pump Station
Photo 9.1: Raw Water Pump Station (RWPS)

Photo 9.2: RWPS exterior wall surface

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 115 of 129 Photo 9.3: RWPS exterior wall surface and surface staining

Photo 9.4: RWPS interior wall surface

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 116 of 129 Photo 9.5: RWPS interior wall surface

Photo 9.6: Spalling and cracking at exterior surface of RWPS top slab

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 117 of 129 Photo 9.7: Bottom surface of RWPS top slab (away from pump support beams)

Photo 9.8: Severe deterioration of concrete pump support beams

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 118 of 129 Photo 9.9: Severe deterioration and exposed rebar at RWPS concrete pump support beams

Photo 9.10: Sawcut opening at RWPS top slab

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 119 of 129 Photo 9.11: Wood plank platform at South end of RWPS

Photo 9.12: RWPS handrail system

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 120 of 129 Photo 9.13: Grating system at RWPS

Photo 9.14: Grating system support at RWPS

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 121 of 129 Photo 9.15: Platform/walkway at RWPS wet well

Photo 9.16: RWPS pump base plates and surface corrosion (oversized plate)

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 122 of 129 Photo 9.17: RWPS pump base plates with minimal concrete edge distance

City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 123 of 129 12 Appendix B – Detailed Engineer’s Opinion of Probable Construction Cost
(See following pages)

Project No. Sheet No.

Description Prepared by Checked by
Structural Condition Assessment - WTP Reservoir No. 1 MS DI Bid Item Description Details QTY unit Cost/unit Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $125,610
2 General Conditions Lump Sum 1 LS $25,000.00 $25,000
3 Mobilization/Demobilization (2%. Site access, equipment, rigging, formwork, scaffolding, etc.) 1 LS $38,110.00 $38,110 4 Cleaning & Disinfection Clean & disinfect all interior tank surfaces upon completion of work 1 LS $7,500.00 $7,500 5 Construction Manway Access Manway for Construction (stiffened and reused shell plate) 1 LS $20,000.00 $20,000 6 Scaffolding/Shoring Temporary scaffolding and shoring 1 LS $15,000.00 $15,000 7 Dehumidification Control interior environment for coating 1 LS $20,000.00 $20,000 7 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $652,500 8 Exterior Metal Surface Prep Grind exterior welds, sharp edges smooth. Remove surface corrosion. 1 LS $7,500.00 $7,500 9 Interior Metal Surface Prep Grind interior welds, sharp edges smooth. Remove surface corrosion. 1 LS $15,000.00 $15,000 10 Miscellaneous Surface Prep Additional surface prep for nonstructural and appurtenant components 1 LS $5,000.00 $5,000 11 Exterior Coating Prep Hydroblast cleaning of exterior coatings and touchup prior to overcoat 2,500,000 Gal $0.05 $125,000 12 Interior Coating Removal Abrasive blasting of existing interior coatings, grit removal and disposal 2,500,000 Gal $0.20 $500,000 12 DIVISION 3 - CONCRETE $0
12 DIVISION 4 - MASONRY $0
12 DIVISION 5 - METALS $157,000
13 Minor Exterior Corrosion Repairs Removal of surface corrosion and minor patching of exterior surfaces 100 SF $20.00 $2,000 14 Minor Interior Corrosion Repairs Removal of surface corrosion and minor patching of interior surfaces 1,250 SF $20.00 $25,000 15 Roof Rafter Minor Repairs Removal of surface corrosion and minor patching at 50% roof framing 75 EA $500.00 $37,500 16 Replace Select Roof Rafters Replace approximately 10% of roof rafters (assumed W10x12) 5,000 LB $6.00 $30,000 17 Replace Shear Tabs at Outer Rafters Replace shear tab connections at outer roof rafters to shell 80 EA $250.00 $20,000 18 Replace Exterior Ladder Install new Cal-OSHA compliant exterior ladder 1 EA $12,500.00 $12,500 19 New Roof Handrailing Install Cal-OSHA compliant roof handrailing at roof hatches 150 LF $150.00 $22,500 20 5% Miscellaneous Steel Contingent 5% miscellaneous steel for various plates, bolts, appurt. Etc. 1 LS $7,500.00 $7,500 20 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
21 New FRP Ladder Replace interior ladder with new FRP Ladder 1 EA $12,500.00 $12,500 21 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
21 DIVISION 8 - OPENINGS $39,000
22 Replace roof hatches Install (2) new Cal-OSHA compliant roof hatches 2 EA $12,000.00 $24,000 23 New Center Vent Install new center vent 1 EA $15,000.00 $15,000 23 DIVISION 9 - FINISHES $918,750
24 Exterior Overcoat New exterior overcoating 2,500,000 Gal $0.10 $250,000 25 Interior Recoating New interior coatings 2,500,000 Gal $0.25 $625,000 26 5% Miscellaneous Coating Contingent 5% miscellaneous coating for various plates, bolts, appurt. Etc. 1 LS $43,750.00 $43,750 26 DIVISION 10 - SPECIALTIES $0
26 DIVISION 11 - EQUIPMENT $0
26 DIVISION 12 - FURNISHINGS $0
26 DIVISION 13 - SPECIAL CONSTRUCTION $0
26 DIVISION 14 - CONVEYING SYSTEMS $0
26 DIVISION 15 - MECHANICAL $0
26 DIVISION 16 - ELECTRICAL $0
26 DIVISION 17 - PROCESS INTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL: $1,905,360
Engineering Design: 10.0% $190,540
Engineering Services During Construction (ESDC): 2.0% $38,110 Insurance: 4.0% $76,220
Bond: 1.5% $28,590
Contractor Overhead and Profit: 18.0% $342,970
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL:

L: -15% to -30% AACE CLASS 4 ESTIMATE: Low: -30.0%
H: +20% to +50% High: 50.0%
NOTES: This cost estimate is intended to be used for budgeting purposes only and is not a guarantee of the final cost of the project. The costs included reflect the items explicitly identified above.

AACE
Class: 4
City of El Centro Water and Sewer Master Plan 6/13/2025 Subject Submittal
Engineer's Opinion of Probable Construction Cost -
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone #:
(619) 920-1262 110-65
Project Date
$3,872,700
$1,807,300
$2,581,790
12 Appendix B – Detailed Engineer’s Opinion of Probable City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 124 of 129 Page 1697 of 1747 Project No. Sheet No.

Description Prepared by Checked by
Structural Condition Assessment - WTP Reservoir No. 2 MS DI Bid Item Description Details QTY unit Cost/unit Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $131,280
2 General Conditions Lump Sum 1 LS $25,000.00 $25,000
3 Mobilization/Demobilization (2%. Site access, equipment, rigging, formwork, scaffolding, etc.) 1 LS $43,780.00 $43,780 4 Cleaning & Disinfection Clean & disinfect all interior tank surfaces upon completion of work 1 LS $7,500.00 $7,500 5 Construction Manway Access Manway for Construction (stiffened and reused shell plate) 1 LS $20,000.00 $20,000 6 Scaffolding/Shoring Temporary scaffolding and shoring 1 LS $15,000.00 $15,000 7 Dehumidification Control interior environment for coating 1 LS $20,000.00 $20,000 7 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $652,500 8 Exterior Metal Surface Prep Grind exterior welds, sharp edges smooth. Remove surface corrosion. 1 LS $7,500.00 $7,500 9 Interior Metal Surface Prep Grind interior welds, sharp edges smooth. Remove surface corrosion. 1 LS $15,000.00 $15,000 10 Miscellaneous Surface Prep Additional surface prep for nonstructural and appurtenant components 1 LS $5,000.00 $5,000 11 Exterior Coating Prep Hydroblast cleaning of exterior coatings and touchup prior to overcoat 2,500,000 Gal $0.05 $125,000 12 Interior Coating Removal Abrasive blasting of existing interior coatings, grit removal and disposal 2,500,000 Gal $0.20 $500,000 12 DIVISION 3 - CONCRETE $0
12 DIVISION 4 - MASONRY $0
12 DIVISION 5 - METALS $434,500
13 Minor Exterior Corrosion Repairs Removal of surface corrosion and minor patching of exterior surfaces 250 SF $20.00 $5,000 14 Minor Interior Corrosion Repairs Removal of surface corrosion and minor patching of interior surfaces 1,250 SF $20.00 $25,000 15 Replace all Roof Framing Install new roof rafters, girders, columns, center cone and connections 55,000 LB $6.00 $330,000 16 Replace Exterior Ladder Install new Cal-OSHA compliant exterior ladder 1 EA $12,500.00 $12,500 17 New Roof Handrailing Install Cal-OSHA compliant roof handrailing at roof hatches 150 LF $150.00 $22,500 18 10% Miscellaneous Steel Contingent 10% miscellaneous steel for various plates, bolts, appurt. Etc. 1 LS $39,500.00 $39,500 18 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
19 New FRP Ladder Replace interior ladder with new FRP Ladder 1 EA $12,500.00 $12,500 19 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
19 DIVISION 8 - OPENINGS $39,000
20 Replace roof hatches Install (2) new Cal-OSHA compliant roof hatches 2 EA $12,000.00 $24,000 21 New Center Vent Install new center vent 1 EA $15,000.00 $15,000 21 DIVISION 9 - FINISHES $918,750
22 Exterior Overcoat New exterior overcoating 2,500,000 Gal $0.10 $250,000 23 Interior Recoating New interior coatings 2,500,000 Gal $0.25 $625,000 24 5% Miscellaneous Coating Contingent 5% miscellaneous coating for various plates, bolts, appurt. Etc. 1 LS $43,750.00 $43,750 24 DIVISION 10 - SPECIALTIES $0
24 DIVISION 11 - EQUIPMENT $0
24 DIVISION 12 - FURNISHINGS $0
24 DIVISION 13 - SPECIAL CONSTRUCTION $0
24 DIVISION 14 - CONVEYING SYSTEMS $0
24 DIVISION 15 - MECHANICAL $0
24 DIVISION 16 - ELECTRICAL $0
24 DIVISION 17 - PROCESS INTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL: $2,188,530
Engineering Design: 10.0% $218,860
Engineering Services During Construction (ESDC): 2.0% $43,780 Insurance: 4.0% $87,550
Bond: 1.5% $32,830
Contractor Overhead and Profit: 18.0% $393,940
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL:

L: -15% to -30% AACE CLASS 4 ESTIMATE: Low: -30.0%
H: +20% to +50% High: 50.0%
NOTES: This cost estimate is intended to be used for budgeting purposes only and is not a guarantee of the final cost of the project. The costs included reflect the items explicitly identified above.

AACE
Class: 4
City of El Centro Water and Sewer Master Plan 6/13/2025 Subject Submittal
Engineer's Opinion of Probable Construction Cost -
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone #:
(619) 920-1262 110-65
Project Date
$4,448,200
$2,075,800
$2,965,490
12 Appendix B – Detailed Engineer’s Opinion of Probable City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 125 of 129 Page 1698 of 1747 Project No. Sheet No.

Description Prepared by Checked by
Structural Condition Assessment - WTP Reservoir No. 3 MS DI Bid Item Description Details QTY unit Cost/unit Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $188,800
2 General Conditions Lump Sum 1 LS $40,000.00 $40,000
3 Mobilization/Demobilization (2%. Site access, equipment, rigging, formwork, scaffolding, etc.) 1 LS $71,300.00 $71,300 4 Cleaning & Disinfection Clean & disinfect all interior tank surfaces upon completion of work 1 LS $7,500.00 $7,500 5 Construction Manway Access Manway for Construction (stiffened and reused shell plate) 1 LS $20,000.00 $20,000 6 Scaffolding/Shoring Temporary scaffolding and shoring 1 LS $20,000.00 $20,000 7 Dehumidification Control interior environment for coating 1 LS $30,000.00 $30,000 7 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $1,277,500 8 Exterior Metal Surface Prep Grind exterior welds, sharp edges smooth. Remove surface corrosion. 1 LS $7,500.00 $7,500 9 Interior Metal Surface Prep Grind interior welds, sharp edges smooth. Remove surface corrosion. 1 LS $15,000.00 $15,000 10 Miscellaneous Surface Prep Additional surface prep for nonstructural and appurtenant components 1 LS $5,000.00 $5,000 11 Exterior Coating Prep Hydroblast cleaning of exterior coatings and touchup prior to overcoat 5,000,000 Gal $0.05 $250,000 12 Interior Coating Removal Abrasive blasting of existing interior coatings, grit removal and disposal 5,000,000 Gal $0.20 $1,000,000 12 DIVISION 3 - CONCRETE $25,200
13 Replace Bearing Pad Replace bearing pad with nonshrink epoxy grout pad 630 LF $40.00 $25,200 13 DIVISION 4 - MASONRY $0
13 DIVISION 5 - METALS $144,400
14 Minor Exterior Corrosion Repairs Removal of surface corrosion and minor patching of exterior surfaces 250 SF $20.00 $5,000 15 Minor Interior Corrosion Repairs Removal of surface corrosion and minor patching of interior surfaces 1,500 SF $20.00 $30,000 16 Roof Rafter Minor Repairs Removal of surface corrosion and minor patching at 25% roof framing 50 EA $500.00 $25,000 17 Replace Select Roof Rafters Replace approximately 5% of roof rafters (assumed W12x14) 5,000 LB $6.00 $30,000 18 Replace Select Framing Hardware Replace approximately 5% of roof rframing hardware (bolts) 1 LS $10,000.00 $10,000 19 New Roof Handrailing Install Cal-OSHA compliant roof handrailing at roof hatches 250 LF $150.00 $37,500 20 5% Miscellaneous Steel Contingent 5% miscellaneous steel for various plates, bolts, appurt. Etc. 1 LS $6,900.00 $6,900 20 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
21 New FRP Ladder Replace interior ladder with new FRP Ladder 1 EA $12,500.00 $12,500 21 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
21 DIVISION 8 - OPENINGS $79,000
22 Repair Roof Hatches Repair roof hatch lifting mechanisms 2 EA $2,000.00 $4,000 23 New Vents Install (5) new roof vents 5 EA $15,000.00 $75,000 23 DIVISION 9 - FINISHES $1,837,500
24 Exterior Overcoat New exterior overcoating 5,000,000 Gal $0.10 $500,000 25 Interior Recoating New interior coatings 5,000,000 Gal $0.25 $1,250,000 26 5% Miscellaneous Coating Contingent 5% miscellaneous coating for various plates, bolts, appurt. Etc. 1 LS $87,500.00 $87,500 26 DIVISION 10 - SPECIALTIES $0
26 DIVISION 11 - EQUIPMENT $0
26 DIVISION 12 - FURNISHINGS $0
26 DIVISION 13 - SPECIAL CONSTRUCTION $0
26 DIVISION 14 - CONVEYING SYSTEMS $0
26 DIVISION 15 - MECHANICAL $0
26 DIVISION 16 - ELECTRICAL $0
26 DIVISION 17 - PROCESS INTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL: $3,564,900
Engineering Design: 10.0% $356,490
Engineering Services During Construction (ESDC): 2.0% $71,300 Insurance: 4.0% $142,600
Bond: 1.5% $53,480
Contractor Overhead and Profit: 18.0% $641,690
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL:

L: -15% to -30% AACE CLASS 4 ESTIMATE: Low: -30.0%
H: +20% to +50% High: 50.0%
Project Date
$7,245,700
$3,381,300
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone #:
(619) 920-1262 110-65
AACE
Class: 4
City of El Centro Water and Sewer Master Plan 6/13/2025 Subject Submittal
Engineer's Opinion of Probable Construction Cost -
$4,830,460
12 Appendix B – Detailed Engineer’s Opinion of Probable City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 126 of 129 NOTES: This cost estimate is intended to be used for budgeting purposes only and is not a guarantee of the final cost of the project. The costs included reflect the items explicitly identified above. Page 1699 of 1747 Project No. Sheet No.

Description Prepared by Checked by
Structural Condition Assessment - La Brucherie Reservoir MS DI Bid Item Description Details QTY unit Cost/unit Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $169,970
2 General Conditions Lump Sum 1 LS $40,000.00 $40,000
3 Mobilization/Demobilization (2%. Site access, equipment, rigging, formwork, scaffolding, etc.) 1 LS $52,470.00 $52,470 4 Cleaning & Disinfection Clean & disinfect all interior tank surfaces upon completion of work 1 LS $7,500.00 $7,500 5 Construction Manway Access Manway for Construction (stiffened and reused shell plate) 1 LS $20,000.00 $20,000 6 Scaffolding/Shoring Temporary scaffolding and shoring 1 LS $20,000.00 $20,000 7 Dehumidification Control interior environment for coating 1 LS $30,000.00 $30,000 7 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $1,020,000 8 Interior Metal Surface Prep Grind interior welds, sharp edges smooth. Remove surface corrosion. 1 LS $15,000.00 $15,000 9 Miscellaneous Surface Prep Additional surface prep for nonstructural and appurtenant components 1 LS $5,000.00 $5,000 10 Interior Coating Removal Abrasive blasting of existing interior coatings, grit removal and disposal 5,000,000 Gal $0.20 $1,000,000 10 DIVISION 3 - CONCRETE $19,200
11 Replace Bearing Pad Replace bearing pad with nonshrink epoxy grout pad 480 LF $40.00 $19,200 11 DIVISION 4 - MASONRY $0
11 DIVISION 5 - METALS $89,300
12 Minor Interior Corrosion Repairs Removal of surface corrosion and minor patching of interior surfaces 1,000 SF $20.00 $20,000 13 Roof Framing Minor Repairs Removal of surface corrosion and minor patching at roof framing 100 EA $500.00 $50,000 14 New Roof Handrailing Install Cal-OSHA compliant roof handrailing at roof hatches 100 LF $150.00 $15,000 15 5% Miscellaneous Steel Contingent 5% miscellaneous steel for various plates, bolts, appurt. Etc. 1 LS $4,300.00 $4,300 15 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $12,500
16 New FRP Ladder Replace interior ladder with new FRP Ladder 1 EA $12,500.00 $12,500 16 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
16 DIVISION 8 - OPENINGS $0
16 DIVISION 9 - FINISHES $1,312,500
17 Interior Recoating New interior coatings 5,000,000 Gal $0.25 $1,250,000 18 5% Miscellaneous Coating Contingent 5% miscellaneous coating for various plates, bolts, appurt. Etc. 1 LS $62,500.00 $62,500 18 DIVISION 10 - SPECIALTIES $0
18 DIVISION 11 - EQUIPMENT $0
18 DIVISION 12 - FURNISHINGS $0
18 DIVISION 13 - SPECIAL CONSTRUCTION $0
18 DIVISION 14 - CONVEYING SYSTEMS $0
18 DIVISION 15 - MECHANICAL $0
18 DIVISION 16 - ELECTRICAL $0
18 DIVISION 17 - PROCESS INTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL: $2,623,470
Engineering Design: 10.0% $262,350
Engineering Services During Construction (ESDC): 2.0% $52,470 Insurance: 4.0% $104,940
Bond: 1.5% $39,360
Contractor Overhead and Profit: 18.0% $472,230
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL:

L: -15% to -30% AACE CLASS 4 ESTIMATE: Low: -30.0%
H: +20% to +50% High: 50.0%
NOTES: This cost estimate is intended to be used for budgeting purposes only and is not a guarantee of the final cost of the project. The costs included reflect the items explicitly identified above.

AACE
Class: 4
City of El Centro Water and Sewer Master Plan 6/13/2025 Subject Submittal
Engineer's Opinion of Probable Construction Cost -
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone #:
(619) 920-1262 110-65
Project Date
$5,332,200
$2,488,400
$3,554,820
12 Appendix B – Detailed Engineer’s Opinion of Probable City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 127 of 129 Page 1700 of 1747 Project No. Sheet No.

Description Prepared by Checked by
Structural Condition Assessment - Raw Water Ponds MS DI Bid Item Description Details QTY unit Cost/unit Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $75,230
2 General Conditions Lump Sum 1 LS $40,000.00 $40,000
3 Mobilization/Demobilization (2%. Site access, equipment, rigging, formwork, scaffolding, etc.) 1 LS $35,230.00 $35,230 3 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $142,500 4 Pond No. 3 Concrete Demo Demo of original sloping emb. concrete at Pond No. 3 (15' wide assumed) 15,000 SF $5.00 $75,000 5 Pond No. 4 Concrete Demo Demo of original sloping emb. concrete at Pond No. 4 (15' wide assumed) 13,500 SF $5.00 $67,500 5 DIVISION 3 - CONCRETE $1,543,750
6 Epoxy Crack Injection at Pond No. 1 Epoxy crack injection for cracks greater than 1/16" at Pond No. 1 500 LF $125.00 $62,500 7 Epoxy Crack Injection at Pond No. 2 Epoxy crack injection for cracks greater than 1/16" at Pond No. 2 250 LF $125.00 $31,250 8 Epoxy Crack Injection at Pond No. 3 Epoxy crack injection for cracks greater than 1/16" at Pond No. 3 100 LF $125.00 $12,500 9 Epoxy Crack Injection at Pond No. 4 Epoxy crack injection for cracks greater than 1/16" at Pond No. 4 100 LF $125.00 $12,500 10 New Sloping Embankment at Pond No. 3 Construct new 9" sloping concrete emb. where original was demo'd at Pond No. 3 15,000 SF $50.00 $750,000 11 New Sloping Embankment at Pond No. 4 Construct new 9" sloping concrete emb. where original was demo'd at Pond No. 4 13,500 SF $50.00 $675,000 11 DIVISION 4 - MASONRY $0
11 DIVISION 5 - METALS $0
11 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $0
11 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
11 DIVISION 8 - OPENINGS $0
11 DIVISION 9 - FINISHES $0
11 DIVISION 10 - SPECIALTIES $0
11 DIVISION 11 - EQUIPMENT $0
11 DIVISION 12 - FURNISHINGS $0
11 DIVISION 13 - SPECIAL CONSTRUCTION $0
11 DIVISION 14 - CONVEYING SYSTEMS $0
11 DIVISION 15 - MECHANICAL $0
11 DIVISION 16 - ELECTRICAL $0
11 DIVISION 17 - PROCESS INTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL: $1,761,480
Engineering Design: 10.0% $176,150
Engineering Services During Construction (ESDC): 2.0% $35,230 Insurance: 4.0% $70,460
Bond: 1.5% $26,430
Contractor Overhead and Profit: 18.0% $317,070
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL:

L: -15% to -30% AACE CLASS 4 ESTIMATE: Low: -30.0%
H: +20% to +50% High: 50.0%
NOTES:

Project Date
$3,580,200
$1,670,800
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone #:
(619) 920-1262 110-65
AACE
Class: 4
City of El Centro Water and Sewer Master Plan 6/13/2025 Subject Submittal
Engineer's Opinion of Probable Construction Cost -
This cost estimate is intended to be used for budgeting purposes only and is not a guarantee of the final cost of the project. The costs included reflect the items explicitly identified above. $2,386,820
12 Appendix B – Detailed Engineer’s Opinion of Probable City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 128 of 129 Page 1701 of 1747 Project No. Sheet No.

Description Prepared by Checked by
Structural Condition Assessment - Raw Water Pump Station MS DI Bid Item Description Details QTY unit Cost/unit Cost
1 DIVISION 1 - GENERAL REQUIREMENTS $42,520
2 General Conditions Lump Sum 1 LS $20,000.00 $20,000
3 Mobilization/Demobilization (10%. Site access, equipment, rigging, formwork, scaffolding, etc.) 1 LS $22,520.00 $22,520 3 DIVISION 2 - SITEWORK AND EXISTING CONDITIONS $13,250 4 Concrete Demo and Surface Prep Demo of spalling and unsound concrete and surface cleaning/prep 250 SF $50.00 $12,500 5 Demo Wood Planking Demo of wood planking at platform extension 75 SF $10.00 $750 5 DIVISION 3 - CONCRETE $140,000
6 Top Slab Crack Repair Epoxy crack injection for cracks greater than 1/16" at top slab 30 LF $125.00 $3,750 7 Top Slab Spall Repair Concrete repair mortar at top slab spalling (less than 1" thick) 50 SF $125.00 $6,250 8 Pump Support Beam Spall Repair Concrete repair mortar at pump support beam spalling (2" to 4" depth) 200 SF $250.00 $50,000 9 Pump Support Beam Strengthening FRP strengthening at pump support beams 200 SF $400.00 $80,000 9 DIVISION 4 - MASONRY $0
9 DIVISION 5 - METALS $29,375
10 New Metal Planking Install new metal planking/walkway at paltform extension 75 SF $125.00 $9,375 11 Slab Grating Supports Replace the slab grating supports at pump support beams 120 LF $50.00 $6,000 12 Replace Pump Anchor Bolts Replace corrorded pump anchor bolts 16 EA $250.00 $4,000 13 Repair Pump Frames Repair pump pedestal/frames for surface corrosion and enlarge for anchorage 4 EA $2,500.00 $10,000 13 DIVISION 6 - WOOD, PLASTICS AND COMPOSITES $0
13 DIVISION 7 - THERMAL AND MOISTURE PROTECTION $0
13 DIVISION 8 - OPENINGS $0
13 DIVISION 9 - FINISHES $0
13 DIVISION 10 - SPECIALTIES $0
13 DIVISION 11 - EQUIPMENT $0
13 DIVISION 12 - FURNISHINGS $0
13 DIVISION 13 - SPECIAL CONSTRUCTION $0
13 DIVISION 14 - CONVEYING SYSTEMS $0
13 DIVISION 15 - MECHANICAL $0
13 DIVISION 16 - ELECTRICAL $0
13 DIVISION 17 - PROCESS INTRUMENTATION, CONTROLS AND MONITORING $0 SUBTOTAL: $225,145
Engineering Design: 10.0% $22,520
Engineering Services During Construction (ESDC): 2.0% $4,510 Insurance: 4.0% $9,010
Bond: 1.5% $3,380
Contractor Overhead and Profit: 18.0% $40,530
Escalation: 0 year @ 5.0% $0
PROJECT TOTAL:

L: -15% to -30% AACE CLASS 4 ESTIMATE: Low: -30.0%
H: +20% to +50% High: 50.0%
NOTES: This cost estimate is intended to be used for budgeting purposes only and is not a guarantee of the final cost of the project. The costs included reflect the items explicitly identified above.

AACE
Class: 4
City of El Centro Water and Sewer Master Plan 6/13/2025 Subject Submittal
Engineer's Opinion of Probable Construction Cost -
8064 Allison Ave. No. 1706
La Mesa, CA 91942
Phone #:
(619) 920-1262 110-65
Project Date
$457,600
$213,600
$305,095
12 Appendix B – Detailed Engineer’s Opinion of Probable City of El Centro Water and Sewer Master Plan
Structural Assessment Technical Memorandum Page 129 of 129 Page 1702 of 1747 Appendix D
Staffing Plan

TECHNICAL MEMORANDUM – STAFFING STUDY
To: Abraham Campos and Liz Zarate, City of El Centro
From: Dudek
Subject: Staffing Study for City of El Centro
Date: October 23, 2025
This Technical Memorandum (TM) provides high level investigations and analysis to date, along with recommended next steps to support the City of El Centro (City) in evaluating staffing needs for the water, sewer, and engineering divisions of the City’s Public Works Department.
1 Introduction
As part of the City of El Centro’s Water and Sewer Master Plans and Rate Study, this staffing analysis has been developed to estimate the additional personnel required to support the City’s objectives for effective management of its water and wastewater systems. The scope of work considered in this study includes routine maintenance activities such as pipeline cleaning, lift station and booster station inspections, closed-circuit television (CCTV) inspections, infrastructure rehabilitation and replacement, and operations and maintenance of the water amd wastewater treatment plants.

By expanding its workforce, the City aims to enhance system reliability and operational efficiency. This study also establishes a staffing framework for the divisions within the Public Works Department responsible for managing both water and sewer systems. Key staff groups include personnel at the Water Treatment Plant (WTP), Wastewater Treatment Plant (WWTP), Underground Utilities staff within the Streets and Utilities Division, and Engineering staff.

As a full-service municipality, the City of El Centro provides potable water and sanitary sewer services to approximately 43,000 residents within an 11-square-mile service area. The City oversees the treatment and distribution of drinking water at the El Centro Water Treatment Plant and the collection and treatment of wastewater at the El Centro Wastewater Treatment Plant. A summary of the City’s major infrastructure assets is presented in Table 1.

Table 1. City of El Centro’s Sewer System and Water System Assets Facilities Quantity
Sewer Collection System
Gravity Mainlines 123 miles
Pressure Force Mains 6.4 miles
Lift Stations 15
WWTP
Rated Capacity / Current Average Daily Flow 8 MGD / 3.5 MGD Potable Water System
Water Pipelines (transmission mains and distribution mains) 157 miles Booster Stations 2
Storage Reservoirs/ Tanks 8

TECHNICAL MEMORANDUM
SUBJECT: CITY OF EL CENTRO STAFFING STUDY
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Facilities Quantity
WTP
Rated Capacity / Current Average Daily Production 21 MGD / 7.2 MGD The following sections outline the methodology used to estimate staffing requirements to maintain the City’s WTP, WWTP, sewer collection system, and potable water system.

Sources of data used for this analysis include:
• publicpay.ca.gov, a website that lists government compensation in the state of California • Publicly listed agency NPDES permits
• Publicly listed agency organizational charts
2 Limitations of the Evaluation
Several limitations should be considered when interpreting the results of this staffing evaluation:
• A comprehensive staffing analysis is typically conducted by a financial consultant and includes detailed financial modeling and long-term budgeting, which were beyond the scope of this study. • Complete staffing plans or evaluations were obtained from only one agency. Most of the data used in this analysis was gathered through online research and publicly available documents. • The full scope of staffing roles and responsibilities across agencies was not assessed. For example, while staff in the City of El Centro’s Wastewater Treatment Plant (WWTP) Division also maintain lift stations, other agencies may assign lift station operations to dedicated collection system staff. • The extent to which neighboring agencies may be understaffed is unknown. • Information regarding the implementation of 24/7 staffing rotations at comparable facilities is not available.
• Staffing levels are influenced by each agency’s available funding, which varies based on numerous factors. • Sewer System Management Plans (SSMPs), which often include organizational charts for sewer system staffing, were more readily available online than those for water system staffing. As a result, more detailed information was obtained for sewer-related staffing.

Given these limitations, the analysis presented herein is based on the best available data and is intended to provide a general framework for evaluating staffing needs.
3 Current Staffing Structure
The current organizational structure of the City of El Centro’s Public Works Department is illustrated in Figure 1. The department is divided into six functional groups: Administration, Building and Facility Maintenance, Wastewater

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Treatment Plant (WWTP) staff (including lift station operations), Water Treatment Plant (WTP) staff, Streets and Utilities staff, and Engineering.

Table 2 outlines the number of full-time equivalents (FTEs) currently assigned to divisions responsible for maintaining the sewer collection and potable water distribution systems. Based on discussions with City staff, eight operators within the Streets and Utilities group are dedicated to the water system, while three operators are assigned to sewer system operations. Additionally, a single Instrumentation Electrical Technician supports both the WWTP and WTP teams.

Table 2. City of El Centro Public Works Department’s Number of Full Time Employees

Department

Number of
FTEs Currently
WWTP/Lift Station Staff 13
WTP Staff
WTP Operations Staff
Meter Staff (included in WTP Group)
Backflow Prevention

13.5 8
5 0.5
Instrumentation Electrical Technician (shared
between Water and Sewer)
1 Underground Utilities Staff – Water 8
Underground Utilities Staff – Sewer 3
Engineering 5
Administration (excluding Fleet Staff) 6

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Figure 1. City of El Centro Public Works Department Organizational Structure

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4 Staffing Studies
A review of El Centro’s job description data was performed. The primary services of staff that maintain the sewer collection system are outlined in Table 3. The services related to the maintenance of the potable water system are outlined in Table 4.

Table 3. City of El Centro Main Services for Maintenance of Sewer Collection System Department

Services
WWTP Staff
• Inspects, operates, and maintains sewer lift stations, stormwater lift stations, and wastewater treatment plant facilities.
• Ensures compliance with all local, state, and federal rules and regulations • Works to improve efficiency and effectiveness of operations. • Oversees and coordinates lift station operations and maintenance. • Confers with contractors, consultants, and the public on engineering and construction matters.
• Prepares reports on public works projects.
• Performs routine cleaning duties of City buildings and facilities. • Performs basic maintenance and repair of facilities and grounds by performing semi-skilled work involving plumbing, painting, electrical, mechanical and carpentry repairs.
• Performs water quality and other laboratory testing for regulatory compliance, industrial waste source control, and plant process control; perform related responsibilities as required.
• Performs specialized and skilled work in the design, construction, installation, calibration, and maintenance of electrical and instrumentation equipment at City’s wastewater facilities.

Underground Utilities Staff
– Sewer Operator
• Cleans, unplugs, maintains and services sewer lines
• Operates backhoe, dump truck, skip loader, forklift, and other equipment • Install, taps, repairs, and relocates sewer lines
Instrumentation Electrical
Technician
• Installs, maintains, troubleshoots, and repairs electronic components and instrumentation pertinent to the wastewater treatment process • Inspects and maintains medium voltage electrical power distribution equipment (i.e. switchgear, transformers, circuit breakers, selector switches, feeder cables, etc.)
Engineering
• Monitor and assess the condition of the sewer collection system, including pipelines, manholes, lift stations, and related infrastructure. • Coordinate routine inspections, cleaning, and emergency repairs. • Maintain GIS and asset management databases for sewer infrastructure. • Ensure compliance with local, state, and federal regulations (e.g., NPDES, SWRCB).
• Collaborate with Operations and Maintenance teams to prioritize work orders and system upgrades.
• Develop and manage the City’s CIP for sewer and related infrastructure. • Prepare engineering designs, specifications, and cost estimates. • Oversee bidding, contracting, and construction management. • Track project budgets, schedules, and performance metrics. • Coordinate with consultants, contractors, and other departments.

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Table 4. City of El Centro Main Services for Maintenance of Water Distribution System Department

Services
WTP Staff
• Inspects, operates, and maintains water pump stations and water treatment plant facilities.
• Ensures compliance with all local, state, and federal rules and regulations. • Works to improve efficiency and effectiveness of operations. • Oversees and coordinates pump station operations and maintenance. • Confers with contractors, consultants, and the public on engineering and construction matters.
• Prepares reports on public works projects.
• Performs routine cleaning duties of City buildings and facilities. • Performs basic maintenance and repair of facilities and grounds by performing semi-skilled work involving plumbing, painting, electrical, mechanical and carpentry repairs.
• Performs water quality and other laboratory testing for regulatory compliance, and plant process control; perform related responsibilities as required. • Performs specialized and skilled work in the design, construction, installation, calibration, and maintenance of electrical and instrumentation equipment at City’s water facilities.

Underground Utilities Staff
– Water Operator
• Installs, taps, maintains, repairs, and relocates water lines • Monitors water pressure to ensure proper water flow to customers • Operates and maintains pump stations
Instrumentation Electrical
Technician
• Installs, maintains, troubleshoots, and repairs electronic components and instrumentation pertinent to the water treatment process • Inspects and maintains medium voltage electrical power distribution equipment (i.e. switchgear, transformers, circuit breakers, selector switches, feeder cables, etc.)
Engineering
• Monitor and evaluate the performance of the water distribution system, including pipelines, valves, hydrants, reservoirs, and pump stations. • Coordinate routine inspections, repairs, and replacements to ensure system integrity and water quality.
• Maintain and update GIS and asset management systems for water infrastructure.
• Ensure compliance with state and federal drinking water regulations (e.g., SWRCB, EPA).
• Collaborate with Operations staff to prioritize maintenance activities and emergency response.
• Develop and manage the City’s CIP for water infrastructure projects. • Prepare engineering designs, technical specifications, and cost estimates. • Oversee project bidding, contracting, and construction management. • Monitor project budgets, schedules, and performance metrics. • Coordinate with consultants, contractors, and other departments to ensure successful project delivery.

4.1 Methodology
To support the development of this staffing study, the following resources were reviewed:
• Organizational charts from various water and sewer service districts

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• Staffing plans from peer agencies
• The City of El Centro’s Sewer System Management Plan
• The City’s ongoing Water and Sewer Master Plan
• Notes from interviews with City staff
The methodology for estimating staffing needs began with a review of organizational structures and staffing plans from multiple agencies to identify common workforce models. Staffing ratios relative to service area size and service volume were used as benchmarks to inform the recommended structure for the City of El Centro.

Key operational metrics from the City’s Sewer System Management Plan and Water and Sewer Master Plans— including treatment capacity, production volumes, average flow rates, and total pipeline mileage—were incorporated into the analysis. These metrics served as scaling factors and were applied to peer agency staffing ratios to estimate the City’s FTE staffing requirements.

4.2 Sewer System Staffing Analysis

4.2.1 WWTP Staff
For the Wastewater Treatment Plant staffing analysis, similar agencies and municipalities were compared based on the capacity (MGD) of their WWTPs and their average daily flows. These comparisons are presented in Table 5.

Figures 2 and 3 compare FTEs for various agencies against WWTP average daily flows and wages, respectively.

Note that while the City of El Centro includes lift station maintenance in the WWTP staff, most agencies utilize collection system staff for lift station maintenance, resulting in El Centro’s WWTP staffing being proportionately higher.

Table 5. Number of Wastewater Operators in Various Districts Agency
Lift Station
Count

Average
Daily Dry
Weather
Flow (MGD)
Number of
FTEs in
WWTP
FTEs per
WWTP
Flow
(persons/
MGD) Wages ($)1
Population
Served
Novato Sanitary
District
2 7 10 1.4 1,166,664 60,000
City of Imperial 0 2.4 6 2.5 1,551,074 22,866
City of Coachella 1 4.5 8 1.7 788,269 345,056
City of Brawley 3 5.9 8 1.4 448,153 28,952
City of Calexico 0 4.3 7 1.6 551,502 40,073
City of Petaluma 9 6.7 28 4.2 3,490,673 59,094

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Agency
Lift Station
Count

Average
Daily Dry
Weather
Flow (MGD)
Number of
FTEs in
WWTP
FTEs per
WWTP
Flow
(persons/
MGD) Wages ($)1
Population
Served
City of El Centro 15 3.5 13 3.7 937,256 44,000
Note:
1 Wage values per publicpay.ca.gov.

Figure 2. Full Time Equivalent Staff Members Relative to Average Daily Dry Weather Flow

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Figure 3. Staff Wages Relative to Average Daily Dry Weather Flow

El Centro’s projected 2045 average dry weather flow of 4.7 MGD and peak wet weather flow of 9 MGD require a workforce capable of managing routine operations as well as high-flow events. Comparative analysis with other municipalities indicates that El Centro’s staffing levels are within the typical range of staffing observed in similar municipalities, but given El Centro’s larger quantity of lift stations, an additional operator with a mechanical technologist certificate as well as a dedicated instrumentation electrician technician is recommended, as shown in Table 6.

Table 6. Current and Recommended WWTP FTEs in El Centro Current Staffing and Productivity
Lift Station Count 8
Current Average Dry Weather Flow (MGD) 3.5
Current Peak Wet Weather Flow (MGD) 8.0
Current WWTP Operations and
Maintenance FTEs
13 Current Instrumentation Electrical
Technicians

0.5 (shared with
WTP)

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Recommended Future Staffing and Productivity
Projected Dry Weather Flow (MGD) 4.7
Projected Peak Wet Weather Flow (MGD) 9.0
Recommended WWTP Operations &
Maintenance FTEs
14 Recommended WWTP Instrumentation
Electrical Technicians
1 (dedicated to
WWTP)

4.2.2 Sewer Collection System Staff
To conduct a staffing analysis specifically for the maintenance of the sewer system, CCTV inspection and cleaning requirements will be reviewed to determine the staffing needs for each task. This analysis also considers the number of days staff are available throughout the year, as detailed in Table 7.

Table 7. Annual Crew Availability
Workday Availability Notes
Days Available/Year/Crew 260 5 days a week for 52 weeks Allowance for Benefits (15%) 39 12 holidays, 10 sick, 3 weeks (17 days) paid vacation
Allowance for Field Resolution (15%) 39 Equipment down time Allowance for Special Events (5%) 13 Trainings, meetings Net Annual Available Days/Crew 169
According to the City’s SSMP, the goal is to CCTV inspect 20% of the sewer system each year in order to meet their goal of inspecting the entire system, 157 miles or 828,960 linear feet (LF), every five years. Currently, inspections are done on an as-needed basis and are conducted manually by CCTV camera crews, with an assumed production rate of 1,000 linear feet (LF) per day. This rate is a standard estimate used to calculate staffing needs based on crew availability throughout the year. Table 8 outlines the assumptions used to determine the number of additional staff required.

The City also plans to purchase a CCTV inspection truck within the next five to ten years. Once implemented, this automated method is expected to significantly increase the inspection production rate.

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Table 8. Recommended CCTV Crew Staffing

System Overview
Total System Length (LF) 828,960
Annual CCTV Inspection Goal (%) 201
Annual CCTV Inspection Goal (LF) 165,792
Required CCTV Production Rate (LF/day) 9812

Staffing & Productivity
Assumed Production Rate (LF/day) 1000
Number of days needed in a year to
accomplish annual inspection goal at
1000 LF/day
166
Net Annual Available Days/Crew 1693
Required Crews 14
Notes:
1 Assuming the entire system is cleaned every five years. 2 Annual CCTV inspection goal (LF) divided by the net annual available days per crew from Table 7.
3 Calculated in Table 7.
4 One crew is assumed to be made up of two people for this analysis.

Using the same approach as outlined for CCTV inspections, the City plans to reach their goal of cleaning the entire system every 5 years by cleaning 20% of the system each year, along with cleaning 125,000 LF of enhanced maintenance areas annually. A standard, yet conservative, cleaning production rate of 1,500 linear feet per day was used in Table 9 to estimate the staffing requirements necessary to meet this goal.

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Table 9. Recommended Cleaning Crew Staffing

System Overview
Total System Length (LF) 828,960
Annual Cleaning Goal (%) 201
Annual Cleaning Goal (LF) 165,792
Annual Cleaning Goal of Enhanced
Maintenance Areas (Hot Spots) (LF)
125,000
Required Cleaning Production Rate
(LF/day)
1,7212

Staffing & Productivity
Assumed Production Rate (LF/day) 1,500
Number of days needed in a year to clean
the entire system at 1000 LF/day
194
Net Annual Available Days/Crew 1693
Required Crews 1.5 to 24
Notes:
1 Assuming the entire system is cleaned every five years. 2 Annual cleaning goal (LF) plus annual cleaning goal of enhanced maintenance areas (LF) divided by the net annual available days per crew from Table 7. 3 Calculated in Table 7.
4 Two crews is assumed to be made up of four people for this analysis.

Table 10 presents the final sewer collection system staffing recommendations, based on Tables 8 and 9.

Table 10. Summary of Staffing Requirements
Current Crews Staffed for both CCTV inspection
and Cleaning

1.5 Required Number of Crews Total for both CCTV
inspection and Cleaning

2.5 to 3
Additional 2-Person Crews Needed
1 to 1.5
(2-3 people)

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Based on the findings in Tables 7 through 10, the staffing requirement for CCTV inspections alone is one crew consisting of two people. Sewer system cleanings require two crews of two people. Currently, 1.5 crews, or three staff members, are dedicated to sewer system maintenance. To meet the City’s goals of inspecting and cleaning 20 percent of the entire system annually and clean all their enhanced maintenance areas annually, it is recommended that staffing be increased to 2.5 to three full crews, totaling five to six people. Therefore, it is recommended two to three new staff members are hired for the sewer collection system maintenance team.

In addition to reviewing the City’s cleaning and CCTV inspection requirements, Table 11 below outlines the number of sewer operators by comparable city agencies and districts, or their recommended staffing levels. These figures were scaled and compared to the size of City of El Centro’s sewer system to assess staffing adequacy.

Table 11. Number of Sewer Collection System Staff in Various Districts Agency

Population
Served
Size of Sewer
Distribution
System (miles)
Number of FTEs
in Sewer
Distribution
Division
Miles of
Collection
System per FTE
Novato Sanitary District 60,000 235 7 33.5
Coachella Sanitary District 345,056 107 6 17.8
City of Placentia 52,000 84 7 12
City of Laguna Beach 22,723 98 8 12.3
City of El Centro 44,000 123 3 41

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As shown in Table 11., Coachella Sanitary District’s staffing plan recommends employing six full-time staff, including sewer operators and crew supervisors, to maintain a 107-mile system. In contrast, the City of El Centro operates a larger system spanning 157 miles, with only three operators currently assigned to its maintenance.

Other cities, including Placentia and Laguna Beach, manage smaller systems of 84 and 98 miles respectively, yet employ seven and eight sewer distribution operators. The table also presents the ratio of system miles per fulltime employee (FTE), highlighting that El Centro has the highest ratio at 41 miles per FTE, indicating the greatest workload per staff member among the cities compared. Based on these comparisons, it is recommended that the City of El Centro hire two to three additional full-time employees, bringing the total to five or six, to adequately support the maintenance of its sewer collection system, which supports the findings in Table 10.

4.2.3 Sewer Staffing Summary
Table 12 summarizes the total number of full-time employees needed to maintain both the sewer collection system and the WWTP, based on the analysis in Section 4.2. Based on the analysis of the sewer collection system maintenance requirements and the organizational charts for the WWTP staff, it is recommended that the City staff a total of 13 employees for the WWTP, five to six operators for sewer collection system maintenance, and one dedicated WWTP Instrumentation Electrical Technician.

Table 12. Summary of Total Recommended Full Time Employees for City of El Centro’s Sewer System Department
Current Number of
FTTs
Recommended
Additional FTEs

Recommended Total
FTEs
WWTP Staff 13 1 14
Instrumentation Electrical Technician 0.5 0.5 1
Underground Utilities Staff (Sewer
Operators)
3 2 to 3 5 to 6

4.3 Water System Staffing Analysis

4.3.1 WTP Staff
El Centro currently staffs 13 FTEs to operate its 21 MGD capacity Water Treatment Plant. This includes 8 FTEs to staff the WTP and 5 FTEs for the meter shop. The WTP is currently operating with one 8-hour shift, though the City anticipates the State of California to require staffing 16-hours per day in the next five years. Maybe WTPs in California operate with 24-hour staffing. To assess the adequacy of this staffing level, a comparative analysis was conducted using the methodology outlined in Section 4.1. This approach involved benchmarking El Centro’s staffing against similar sized municipal water treatment facilities, as shown in Table 13. The staffing of the WTP is noted in the table, if known. The comparison reveals that municipalities with smaller treatment capacities often maintain similar or even higher staffing levels. The average FTEs per MGD of WTP Capacity for the comparison agencies is

1.06, with the City of El Centro operating at a ratio of 0.4. This value indicates that increased staffing at the plant

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at the current 8-hour staffing would be supportive. To accommodate the anticipated regulatory-required shift from a single 8-hour schedule to 16-hour or 24-hour operations, a WTP staffing increase from the current 8 FTEs to up to 11 FTEs for the current 8-hour staffing and up to 22 FTEs for 16- to 24-hour staffing is justifiable. Additionally, a dedicated Instrumentation Electrical Technician is also justified. This adjustment would bring El Centro’s staffing levels in line with regional norms and ensure sufficient personnel to maintain safe, efficient, and compliant operations.

Table 13. Number of Water Treatment Plant Staff in Various Districts Agency/WTP
(Staffed hours)
WTP Rated
Capacity (MGD)
Number of FTEs
in WTP
FTEs per MGD
Capacity Wages ($)1
Population
Served
City of Imperial
(8-hrs)
7 8 1.1 535,991 22,866
City of Corona 11.5 23 2 1,928,795 160,000
City of Calexico
(24-hrs)
14 11 0.8 1,040,035 40,073
City of Brawley
(18-hrs)
15 11 0.7 721,032 28,952
Baker Water
Treatment Plant

28.1 20 0.7 3,120,175 183,000
City of El Centro
(8-hrs)
21 8 0.4 957,559 44,000
Note:
1 Wage values per publicpay.ca.gov.

The City currently staffs five FTEs in the meter shop—three permanent and two temporary employees. Based on operational needs and input from City staff, it is recommended that the meter program transition to six permanent full-time positions. This change would eliminate reliance on temporary staffing and enhance consistency, reliability, and long-term operational support.

For the backflow prevention program, the City currently relies on one part-time employee. To effectively manage hazard assessments, inspections, and regulatory compliance, it is recommended that the program be staffed with two additional FTE positions. This level of staffing would ensure consistent oversight and reduce the need for contracted support in critical public health and safety functions.

If additional support is required for backflow prevention and hazard assessment activities, the City may supplement its workforce with outside contractors. While comparative staffing data from peer agencies was not available, the City’s stated operational needs support the recommendation for these additional FTEs. Should the two recommended backflow prevention FTEs not be approved, the City plans to allocate equivalent funding toward contracted services to maintain program continuity.

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4.3.2 Water Distribution System Staff
Using the methodology outlined in Section 4.1, organizational charts from various districts were analyzed and scaled to align with the City of El Centro’s system. This approach was used to help determine the appropriate number of water distribution system operators needed. Some comparisons were made with districts significantly larger than El Centro due to limited data from similarly sized agencies. Nevertheless, ratios were applied to adjust for El Centro’s scale and ensure a more accurate analysis. Table 14 below summarizes the number of operators employed by comparable city agencies and districts as compared to the City of El Centro.

Table 14. Number of Water Distribution Staff in Various Districts Department

Population
Served
Size of Water
Distribution
System (miles)
Number of FTEs in
Water Distribution
Division
Miles of
Distribution
Pipeline per FTE
Calexico 38,000 106 6 18
City of Lomita 20,175 46 4 11.5
Brawley 28,000 75 2 38
Coachella Valley Water
District
260,000 2,075 6 346
City of Corona 160,000 800 9 89
City of El Centro 44,000 157 8 20

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The City of El Centro currently employs eight water distribution system operators, organized into two crews of four, to maintain its 157-mile water distribution system. Based on comparative data presented in Table 14, other water systems with significantly greater pipeline mileage operate with either fewer personnel or only one additional staff member. El Centro’s ratio of system miles per FTE is on the low end at 20. This suggests that the City’s current staffing level for water distribution system maintenance is generally appropriate for the size of its system.

In addition to staffing for water distribution system maintenance, valve maintenance is an important operational responsibility of waterline distribution staff. The City’s goal is to perform maintenance on all valves within the system annually. However, Table 14 does not clarify whether the staff included in the counts for comparison agencies are specifically assigned to valve maintenance or if a separate division is responsible for this task. Given the substantial effort required for both water distribution and valve maintenance, it is reasonable to assume that the staffing figures reflect only water distribution personnel, although this cannot be confirmed.

For example, Coachella Sanitary District employs 6 people for a water distribution system consisting of 2,000 miles of pipeline. This would result in a considerable about of valves requiring maintenance. It is unknown whether or not the valve maintenance staff is included in this count or is part of a separate department or division.

Last year, only 40 percent of the valves received maintenance due to limited staffing. Although the City did not provide specific data on the total number of valves or a detailed maintenance schedule, staff have indicated through their operational knowledge and experience that two additional personnel would be necessary to meet the annual maintenance goal. Therefore, it is recommended that two full-time water operators be added, dedicated specifically to valve maintenance.

4.3.3 Water Staffing Summary
Table 15 summarizes the total number of full-time employees needed to maintain the WTP, the water distribution, the meter shop and the backflow prevention program, based on the analysis in Section 4.3. Based on the findings, it is recommended that the City staff an additional 3 to 14 employees for the WTP, three permanent FTE positions for the meter shop (eliminating the two temporary positions), two backflow prevention staff, and one dedicated WWTP Instrumentation Electrical Technician.

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Table 15. Summary of Total Recommended Full Time Employees for City of El Centro’s Water System Department
Current Number of
FTEs
Recommended
Additional FTEs
Recommended
Total FTEs
WTP Staff1
WTP Only (8-hr/16+hr shifts)
Meter Shop
Backflow Prevention Program

11.5 8
32 0.5
8 / 17
3 / 141
3 2

19.5 to 30.5
11 / 22
6 2.5
Underground Utilities Staff (including Water
Operators)
8 2 10
Dedicated Instrumentation Control
Electrician

0.5 0.5 1
Note:
1 WTP staffing recommendations offered for both 8-hour and 16+hr staffing options. 2 Currently the City has 5 total meter staff, including 3 permanent staff and 2 temporary staff. The City would like all meter staff to be permanent.

4.4 Engineering and Administration Staff
Following the methodology outlined in Section 4.1, organizational charts from various districts were reviewed and scaled to align with the City of El Centro’s organizational structure. The City’s Engineering Department oversees a water distribution system spanning 157 miles, including 2 booster stations and 7 storage reservoirs, as well as a sewer collection system of approximately 130 miles and 15 lift stations for approximately 44,000 residents. The City’s Engineering Department is not dedicated to utilities projects; it also oversees roads projects, development projects, grants and more. To ensure the City’s water and sewer systems are effectively maintained and that rehabilitation and replacement projects remain on schedule, it is essential that the Engineering Department is adequately staffed. Table 16 below summarizes the number of employees in the engineering department employed by comparable city agencies and districts.

The City of El Centro currently employs five staff members in its engineering division, with two being dedicated to water and sewer utilities projects and the remaining three concentrating primarily on roads projects. As shown in Table 16, this staffing level of two utilities engineers appears low when compared to other similar sized agencies.

For example, Novato Sanitary District and the Cities of Placentia and Laguna Beach manage approximately 15 to 21 miles of system per Engineering FTE while the City of El Centro is managing closer to 145. The average of the four comparative agencies included in Table 16 is 92 miles per Engineering FTE.

Many agencies also utilize outside consultants to augment engineering staff. The availability of outside consultants varies by location. Due to the more remote location of the City of El Centro, the City may seek to be generally more self-sufficient. To effectively manage both the water and sewer systems, and specifically to support water and sewer CIP projects, additional Engineering FTEs would support the City. Based on comparative analysis, it is recommended the City hire between 1 and 5 additional Engineering FTEs dedicated to water and sewer utilities work.

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Table 16. Number of Employees in Engineering Division in Various Districts Department

Population
Served
Size of Sewer
Collection
System (miles)
Size of Water
Distribution
System (miles)
Number of FTEs
in Engineering
Division
Total Miles
of Systems
per FTE
City of Corona
(Utilities Only)
160,000 444 800 4 311
Novato Sanitary
District
60,000 235 N/A 16 15
City of Placentia1 52,000 84 N/A 4 21
City of Laguna
Beach1
22,723 100 N/A 5 20
City of El Centro
(Utilities Only)2
44,000 130 157 2 143.5
Notes:
1 Water service for the Cities of Placentia and Laguna Beach is provided by other agencies. These cities manage their sewer collection systems only.
2 While the City of El Centro Engineering Department consists of five FTEs, only two are dedicated to the water and sewer systems, while the remaining three handle roads projects and other work.

The City currently has six non-fleet administrative FTEs that support the Engineering Department. While data on administrative staffing was not available for comparative agencies, to support the additional FTEs in the Engineering Department, an additional one to two administrative staff would be beneficial. 5 Conclusions and Recommendations
To continue delivering high-quality services to the City of El Centro and to further enhance public health and safety, the following recommendations are provided to help the City address both current and future challenges. Based on the staffing study conducted and considering the number of existing employees in each department, Table 17 identifies the additional personnel needed beyond the City’s current staffing levels. A total of up to 31 additional FTEs would support the City in improved water and sewer systems operation.

TECHNICAL MEMORANDUM
SUBJECT: CITY OF EL CENTRO STAFFING STUDY
16707 16
OCTOBER 2025
Table 17. Summary of Recommended Additional FTEs
Department

Number of
FTEs Currently
Recommended
Additional
FTEs
Recommended
Total FTEs
WWTP/LS Staff 13 1 14
WTP Staff
WTP Operations Staff (8-hr/16+hr)1
Meter Staff
Backflow Prevention

11.5 8
32 0.5
8 to 19
3 / 14
3 2

19.5 to 30.5
11 / 22
6 2.5
Instrumentation Electrical Technicians
(Total between Water and Sewer)
1 1 2
Underground Utilities Staff – Water 8 2 10
Underground Utilities Staff – Sewer 3 2 to 3 5 to 6
Engineering 5 1 to 5 6 to 10
Administration (excluding Fleet staff) 6 1 to 2 7 to 8
Note:
1 Recommendations for WTP Operations staff provided for current (8-hour) staffing as well as the anticipated increase to 16-hour or even 24-hour staffing in the future.
2 Currently the City has 5 total meter staff, including 3 permanent staff and 2 temporary staff. The City would like all meter staff to be permanent.

City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243

SUBMITTED
ACTION ITEM (ID # 2026-6)
Item: 16.

Meeting: 1/20/2026 3:30 PM
Department: City Clerk
Category: Informational Items
Prepared by: Norma Valenzuela,
Secretarial Assistant
Department Head: Norma Wyles
DOC ID: 2026-6
Received and referred to Community Development Department, Application for Alcoholic Beverage License — El Centro Fueling Inc., El Centro Fueling Inc. 3003 S 4th St. El Centro, Ca 92243
CITY MANAGER'S RECOMMENDATION:

FISCAL IMPACT:

STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:

DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE

DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKS, INSURANCE, ETC.:

BACKGROUND:

DISCUSSION:

CONCLUSION:

ATTACHMENTS:

1. Application for Alcoholic Beverage License El Centro Fueling Inc

City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243

SUBMITTED
ACTION ITEM (ID # 2026-11)
Item: 17.

Meeting: 1/20/2026 3:30 PM
Department: City Clerk
Category: Informational Items
Prepared by: Norma Valenzuela,
Secretarial Assistant
Department Head: Norma Wyles
DOC ID: 2026-11
Received and referred to Community Development Department, Application for Alcoholic Beverage License — Casino Azul LLC 1510 Chophouse 1510 Adams Ave El Centro, CA 92243-1902
CITY MANAGER'S RECOMMENDATION:

FISCAL IMPACT:

STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:

DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE

DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKS, INSURANCE, ETC.:

BACKGROUND:

DISCUSSION:

CONCLUSION:

ATTACHMENTS:

1. Application for Alcoholic Beverage License Casino Azul LLC

City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243

SUBMITTED
ACTION ITEM (ID # 2026-8)
Item: 18.

Meeting: 1/20/2026 3:30 PM
Department: City Clerk
Category: Informational Items
Prepared by: Norma Valenzuela,
Secretarial Assistant
Department Head: Norma Wyles
DOC ID: 2026-8
Certificate of Mailing Notice of Application to the City, County and Municipal Governmental Agencies. Southern California Gas Company.

CITY MANAGER'S RECOMMENDATION:

FISCAL IMPACT:

STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:

DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE

DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKS, INSURANCE, ETC.:

BACKGROUND:

DISCUSSION:

CONCLUSION:

ATTACHMENTS:

1. Certificate of Mailing Notice of Application to the CIty, County