Cypress City Council
July 14, 2025

City of Cypress, CA
§ 13-103 § 13-106
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 (Ord. No. 1065, § 1, 12-13-04)
§ 13-107. Compliance schedule agreement (CSA).
(a) The owner and operator of an FSE or permittee shall be in violation of this chapter if such owner or operator or permittee:
(1) Fails to install an approved grease control device as required by this chapter; or (2) Makes any false statement, representation, record, report, plan or other document that is filed with the city; or
(3) Tampers with or knowingly renders inoperable any grease control device required under this chapter; or
(4) Fails to clean, properly operate, maintain or remove FOG from a grease control device within the required time for such cleaning, maintenance or grease removal; or (5) Fails to keep up-to-date and accurate records of all cleaning, maintenance, and FOG removal and up-on request to make those records available to any city code enforcement representative, or his or her designee, any representative of a local sanitation agency that has jurisdiction over the sanitary sewer system that services the FSE, or any authorized inspector that has jurisdiction under the water quality chapter; or (6) Refuses a city code enforcement representative, or his or her designee, a representative of a local sanitary sewer agency that has jurisdiction over the sanitary sewer system that services the FSE, or any authorized inspector, reasonable access to the FSE for the purposes of inspecting, monitoring, or reviewing the grease control device manifests, receipts and invoices of all cleaning, maintenance, grease removal of/from the grease control device, and/or to inspect the grease control device; or (7) Disposes of, or knowingly allows or directs FOG to be disposed of, in an unlawful manner; or
(8) Fails to remove all food grinders located in the food facility by the date specified by this chapter; or
(9) Introduces additives into a wastewater system for the purposes of emulsifying FOG without the writ-ten, specific authorization from city and the sanitary sewer agency that has jurisdiction of the sanitary sewer system that services the FSE; or (10) Fails to pay the Grease disposal mitigation fee as specified in this chapter when due; or (11) Fails to comply with the provisions of the FOG manual; or (12) Otherwise fails to comply with the provisions of this chapter or any permit issued by the city under this chapter.
(b) Violations under this Section shall be subject to the procedures, penalties and remedies set out in this chapter and chapter 1.15. All costs for the investigations, enforcement actions, and ultimate corrections of violations under this section, incurred by the city shall be reimbursed by the owner/operator of the FSE.

City of Cypress, CA
§ 13-106 § 13-107
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 (Ord. No. 1065, § 1, 12-13-04)
§ 13-108. FOG wastewater discharge permit suspension.
(a) Upon determination by the director that a permittee or other owner or operator of an FSE or owner of a property is in noncompliance with the terms and conditions specified in its FOG wastewater discharge permit or any provision of this chapter, or needs to construct and/or acquire and install a grease control device or grease interceptor, the director may require the permittee, owner or operator to enter into a CSA.
(b) The issuance of a CSA may contain terms and conditions as determined appropriate by the director, including but not limited to requirements for installation of a grease control device, grease interceptor and facilities, submittal of drawings or reports, audit of waste hauling records, best management and waste minimization practices, payment of fees, or other provisions to ensure compliance with this chapter.
(c) The director shall not enter into an CSA until such time as all amounts owed to the city, including user fees, noncompliance sampling fees, or, or other amounts due are paid in full, or an agreement for deferred payment secured by collateral or a third party, is approved by the director.
(d) If compliance is not achieved in accordance with the terms and conditions of a CSA during its term, the Director may issue an order suspending or revoking the discharge permit pursuant to this Chapter.
(a) [Parameters for suspension.] The director may suspend any permit when it is determined that a permittee:
(1) Fails to comply with the terms and conditions of a CSA order. (2) Knowingly provides a false statement, representation, record, report, or other document to the city.
(3) Refuses to provide records, reports, plans, or other documents required by the city to determine permit terms or conditions, discharge compliance, or compliance with this chapter.
(4) Falsifies, tampers with, or knowingly renders inaccurate any monitoring device or sample collection method.
(5) Refuses reasonable access to the permittee's premises for the purpose of inspection and monitoring.
(6) Does not make timely payment of all amounts owed to the city for user charges, permit fees, or any other fees imposed pursuant to this chapter. (7) Causes interference, sewer blockages, or SSOs with the city's collection, treatment, or disposal system.
(8) Violates grease interceptor or grease control device maintenance requirements, or any condition or limit of its FOG wastewater discharge permit or any provision of this chapter.

City of Cypress, CA
§ 13-107 § 13-108
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 (Ord. No. 1065, § 1, 12-13-04)
§ 13-109. Permit revocation.
(Ord. No. 1065, § 1, 12-13-04)
§ 13-110. Damages to facilities or interruption of normal operations. (b) [Written notice required.] When the director has reason to believe that grounds exist for permit suspension, he/she shall give written notice thereof by certified mail to the permittee setting forth a statement of the facts and grounds deemed to exist. (c) Effect.
(1) Upon an order of suspension by the director, the permittee shall immediately cease and desist its discharge and shall have no right to discharge any wastewater containing FOG directly or indirectly to the city's system for the duration of the suspension. All costs for physically terminating and reinstating service shall be paid by the permittee. (2) Any owner or responsible management employee of the permittee shall be bound by the order of suspension.
(a) Revocation. The director may revoke any FOG wastewater discharge permit when it is determined that a permittee has failed to comply with this chapter. (b) Notice of revocation. When the director has reason to believe that grounds exist for the revocation of a FOG wastewater discharge permit, he/she shall give written notice by certified mail thereof to the permittee setting forth a statement of the facts and grounds. (c) Effect of revocation.
(1) Upon an order of revocation by the director becoming final, the permittee shall permanently lose all rights to discharge any wastewater containing FOG directly or indirectly to the city's system. All costs for physical termination shall be paid by the permittee.
(2) Any owner or responsible management employee of the permittee shall be bound by the order of revocation.
(3) Any future application for a discharge permit at any location within the city by any person associated with an order of revocation will be considered by the city after fully reviewing the records of the revoked FOG wastewater discharge permit, which records may be the basis for denial of a new permit.
(4) An order of FOG wastewater discharge permit revocation issued by the director shall be final in all respects on the sixteenth day after it is mailed to the permittee. (a) Any person who discharges any waste, including, but not limited to, those listed under 40 C.F.R. § 403.5, which causes or contributes to any sewer blockage, SSOs, obstruction, interference, damage, or any other impairment to the city's sewer system or sewer facilities or to the operation of the sewer system or those facilities shall be liable for all costs required to clean or repair the system or facilities, together with expenses incurred by the city to City of Cypress, CA
§ 13-108 § 13-110
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 (Ord. No. 1065, § 1, 12-13-04)
§ 13-111. Public nuisance.

Discharge of wastewater in any manner in violation of this chapter or of any order issued by the director, as authorized by this chapter, or any provisions of a FOG wastewater discharge permit is hereby declared a public nuisance and shall be corrected or abated as directed by the director.

Any person creating a public nuisance is guilty of a misdemeanor. (Ord. No. 1065, § 1, 12-13-04)
§ 13-112. Termination of service.
(Ord. No. 1065, § 1, 12-13-04)
§ 13-113. Emergency suspension order.

The city may, by order of the director, suspend sewer service and/ or water service when the director determines that such suspension is necessary in order to stop an actual or impending discharge which presents or may present an imminent or substantial endangerment to the health and welfare of persons, or to the environment, or may cause SSOs, sewer blockages, interference to the city's sewer facilities, or may cause the city to violate any state or federal law or regulation or the sewer WDRs. Any discharger notified of and subject to an emergency suspension order shall immediately cease and desist the discharge of all wastewater containing FOG to the sewer system.
(Ord. No. 1065, § 1, 12-13-04)
resume normal operations. A service charge of 25% of city's costs shall be added to the costs and charges to reimburse the city for miscellaneous overhead, including administrative personnel and record keeping. The total amount shall be payable within 45 days of invoicing by the city.
(b) Any person who discharges a waste which causes or contributes to the city violating its sewer WDRs or any other discharge requirements or permits established by any regulatory agency or the city incurring additional expenses or suffering losses or damage to the sewer system or sewer facilities, shall be liable for any costs or expenses incurred by the city, including regulatory fines, penalties, and assessments made by other agencies or a court, and including any attorney's fees incurred by the city.
(a) The city, by order of the director, may physically terminate sewer service and water service to any FSE, as follows:
(1) On a term of any order of suspension or revocation of a FOG wastewater discharge permit; or
(2) Upon the failure of a person not holding a valid discharge permit to immediately cease the discharge, whether direct or indirect, to the city's sewer facilities after the notice and process as provided herein.
(b) All costs for physical termination shall be paid by the owner or operator of the FSE or permittee as well as all costs for reinstating service.

City of Cypress, CA
§ 13-110 § 13-114
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 § 13-114. Civil penalties.
(Ord. No. 1065, § 1, 12-13-04)
§ 13-115. Criminal penalties; misdemeanor.

Any person who violates any provision of this chapter or of a FOG wastewater discharge permit or CSA is guilty of a misdemeanor, which upon conviction is punishable by a fine not to exceed $1,000, or imprisonment for not more than six months, or both. Each violation and each day in (a) In addition to criminal penalties and administrative penalties authorized by this Chapter, all users of the City's system and facilities are subject to enforcement actions administratively or judicially by the City, U.S. EPA, Santa Ana RWQCB, or the County of Orange and other Regulatory Agencies. Said actions may be taken pursuant to the authority and provisions of several laws, including but not limited to: (1) Federal Water Pollution Control Act, commonly known as the Clean Water Act (33 U.S.C. §§ 1251 et seq..); (2) California PorterCologne Water Quality Control Act (CaliforniaWater Code §§ 13000 et seq..); (3) California Hazardous Waste Control Law (California Health & Safety Code §§ 25100 to 25250); (4) Resource Conservation and Recovery Act of 1976 (42 U.S.C. §§ 6901 et seq..); and (5) California Government Code, §§ 54739-54740.
(b) In the event the City is subject to the payment of fines or penalties pursuant to the legal authority and actions of other regulatory or enforcement agencies based on a violation of law or regulation or its permits or the sewer WDRs, and said violation can be established by the City, as caused by the discharge of any user of the City's system which is in violation of any provision of the City's Chapter or the user's FOG Wastewater Discharge Permit, the City shall be entitled to recover from the user all costs and expenses, including, but not limited to, the full amount of said fines or penalties to which it has been subjected. (c) Pursuant to the authority of California Government Code §§ 54739 - 54740, any person who violates any provision of this Chapter; any permit condition, prohibition or effluent limit; or any suspension or revocation order shall be liable civilly for a sum not to exceed $25,000.00 per violation for each day in which such violation occurs. Pursuant to the authority of the Clean Water Act, 33 U.S.C. §§ 1251 et seq.., any person who violates any provision of this Chapter, or any permit condition, prohibition, or effluent limit shall be liable civilly for a sum not to exceed $25,000.00 per violation for each day in which such violation occurs. The City Attorney, upon request of the Director, shall petition the Superior Court to impose, assess, and recover such penalties, or such other penalties as the City may impose, assess, and recover pursuant to Federal and/or State legislative authorization. (d) Administrative civil penalties. Pursuant to the authority of California Government Code §§ 54740.5 and 54740.6, the city may issue an administrative complaint to any person who violates:
(1) Any provision of this chapter;
(2) Any condition, prohibition, or effluent limit of a FOG wastewater discharge permit or CSA; or
(3) Any suspension or revocation order.

City of Cypress, CA
§ 13-114 § 13-115
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 which a violation occurs may constitute a new and separate violation of this chapter and shall be subject to the penalties contained herein.
(Ord. No. 1065, § 1, 12-13-04)
§ 13-116. Appeals to the city manager.

Any FSE, permit applicant, or permittee adversely affected by a decision made by the director may appeal the decision by filing, within 10 days, a written request for hearing before the city manager accompanied by an appeal fee in an amount established by resolution. The request for hearing shall set forth in detail all the issues in dispute all facts supporting appellant's request. A hearing shall be held by the city manager within 65 days. If the matter is not heard within the required time, the order of director shall be deemed final. The appeal fee shall be refunded if the city manager reverses or modifies, in favor of the appellant, the order of the director. After the hearing, the city manager shall uphold, modify, or reverse the decision. The written decision shall be sent by certified mail to the appellant or its legal counsel/representative at the appellant's business address. The city manager's decision shall be final. (Ord. No. 1065, § 1, 12-13-04)
§ 13-117. Payment of charges.
(Ord. No. 1065, § 1, 12-13-04)
§ 13-118. Judicial review.
(a) Except as otherwise provided, all fees, charges and penalties established by this chapter are due and payable upon receipt of notice thereof. All such amounts are delinquent if unpaid 45 days after date of invoice.
(b) Any charge that becomes delinquent shall have added to it a penalty in accordance with the following:
(1) Forty-six days after date of invoice, a basic penalty of 10% of the base invoice amount, not to exceed a maximum of $1,000; and
(2) A penalty of one and one half (1.5) percent per month of the base invoice amount and basic penalty shall accrue from and after the forty-sixth day after date of invoice. (c) Any invoice outstanding and unpaid after 90 days shall be cause for immediate initiation of permit revocation proceedings or immediate suspension of the FOG wastewater discharge permit.
(d) Penalties charged under this section shall not accrue to those invoices successfully appealed, provided the city receives written notification of said appeal prior to the payment due date. (e) Payment of disputed charges is still required by the due date during the city review of any appeal submitted by permittees.
(f) Collection of delinquent accounts shall be in accordance with the city's policy resolution establishing procedures for collection of delinquent obligations owed to the city, as amended from time to time by the city council. Any such action for collection may include an application for an injunction to prevent repeated and recurring violations of this chapter.

City of Cypress, CA
§ 13-115 § 13-118
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 (Ord. No. 1065, § 1, 12-13-04)
(a) Pursuant to section 1094.6 of the California Code of Civil Procedure, the city hereby enacts this part to limit to 90 days following final decisions in adjudicatory administrative hearings the time within which an action can be brought to review such decisions by means of administrative mandamus.
(b) Notwithstanding the foregoing, and pursuant to Government Code Section 54740.6, judicial review of a final order of the city manager or the director imposing administrative civil penalties pursuant to this chapter may be made only if the petition for writ of mandate is filed not later than the thirtieth day following the day on which such order becomes final.

City of Cypress, CA
§ 13-118 § 13-118
Downloaded from https://ecode360.com/CY4920 on 2025-05-15 Appendix D-1
Sewer and Storm Drain Map
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#*
#* #*
#*
#*
#*
City of
Buena Park
City of
La Palma
City of Cerritos
City of
Lakewood
City of
Los Alamitos
City of
Anaheim
City of Garden Grove
City of Stanton
City of Hawaiian Gardens
802214025
13076
13031
19046
13098
15041
20200
19027
20071
25063
26016
26027
41069
42005 42012
16076
9008
#* Orangewood
Sewage
Pump
Station
Lincoln Ave
Crescent Ave
Walker St
Katella Ave
Walker St
Valley View St
Myra Ave
Walker St
Aspen St
Orange Ave
Karen Ave
Valley View St
Lincoln Ave
Orange Ave
Cerritos Ave
Knott Ave
Valley View St
Lincoln Ave
Bloomfield Ave
Cerritos Ave
Cerritos Ave
Orangewood Ave
Ball Rd
Ball Rd
Ball Rd Ball Rd
Ball Rd
Cerritos Ave
Katella Ave
Denni St
Denni St
Denni St Denni St
Lincoln Ave
Orange Ave Orange Ave
Orange Ave
Moody St
Moody St
Moody St
Moody St
Bolsa Chica Channel
Carbon Creek
Carbon Creek Carbon Creek
Carbon Creek
Carbon Creek
Moody Creek
Coyote Creek
8025A
35013A 35013B
35012A
OCSD Los Alamitos
Sub-Trunk
OCSD Westside
Relief Interceptor
OCSD Miller-Holder
Trunk
OCSD Orange-Western
Sub-Trunk
Proposed Forcemain
Cypress Retarding
Basin (B01B01) Surface Water
& OCPW Pump Station
(B01PS1)
Cypress
SWPS #6
Cypress
SWPS #3
Cypress
SWPS #2 Cypress
SWPS #1
Carbon Creek Channel (B01)
Cypress Storm
Channel (B01S01)
OCPW P.S.
(B01PS1)
Jonation Storm Channel (C02S03)
Stanton Storm Channel (C02S01)
Bolsa Chica Channel (C02)
Moody Creek Channel (B02)
Dairyland Storm Channel (B02S02)
9074 9077 9076 9075 9082 9081 9080 9079 9083
42133
14126 14127 14125
32016
32017
32018
32019
32020
32024
32025 32026 32027
32023
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32031
32032
32033
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32028
32035
32036
32037
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7003
7002
7001
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2023
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2028
2021
2020
2019
2018
2017 2016
2015
2014
2013
2012
2011
2010
2009
2008
2007
2006
2005
2004
2002 2003
2001
1052
1051
1050
1049
1048
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1046
1045
1044
1043
1039 1040 1041 1042
1038
1037 1036
1035 1034
1033
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1021 1022 1023 1024
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1005 1006
1004 1003
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42119 42118
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42116 42113 42112
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42075 42074
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42054 42053
42052
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42031
42030
42029 42028
42027
42026
42025
42024
42023
42022
42021
42020
42019
42018
42017 4201642015
42014
42013
42011
42010
42009
42008
42007
42006
42004
42003
42002
42001
41075
41074 41073 41072
41071
41070
41068
41067
41066
41065
41064
41063
41060 41059 41061 41062
41058 41057 41056
41055
41054
41053
41052
41050 41051 41049
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41043 41042 41041 41040
41039
41038
41037 41036 41035
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41033
41032
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41028
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41024 41025
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41018 41017
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41014 41013 41012 41011 41010
41009
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41004 41005 41002 41003
41001
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40004 40003
40002
40001
36072 36073 36071
36070
36069
36067 36068
36066
36065
36064
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36060 36061 36059
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36037 36038
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36033 36032
36031
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36028 36027 36026
36025
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36020 36021
36019
36018
36016 36017
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36012 36013
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36007
36006
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36004
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35077
35076
35075
35074
35073
35072 35071 35070
35069
35068
35067
35066
35065
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35063
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35056
35055
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35052 35053 35051
35050
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35041 35042 35040
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35036 35035
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35033
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35031 35030
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35026 35027
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35021 35020
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28047
34045
34044
34043
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3403734036
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15012 15013 15014
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14117 14118
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1400614123 14009 1400714008
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32015
170071
170031
09001E 09001D
09001C
09001B
09001A
Ball Rd
Walker St
Orange Ave
Lincoln Ave
Moody St
Myra Ave
Valley View St
Denni St
Katella Ave
Cerritos Ave
Knott Ave
Grindlay St
Orangewood Ave
Larwin Ave
Holder St
Gay St
Juanita St
Marion Ave
Lime Ave
Karen Ave
Holder St
Sorrento Dr
Camp St
Bishop St
Apia Dr
Gateway Dr
Cathy Ave
Carob St
Plaza Dr
Nelson St
Hope St
Ferne Ave
La Salle St
Via Largo
Warland Dr
Newman St
Reefton Ave
Lakia Dr
Pitcairn St
Lee Dr
Angela Ave
Grand
Manan
Dr
Via Irana
Ariano Dr
Jill St
Shirl St
Acacia Dr
Olga Ave
Canterbury Dr
Fred Dr
Watson St
Onyx St
Park Ave
Lemon Ave
Delong St
Ritter St
Lorraine Ln
Corsica Dr
Chip Ave
Tiki Dr
Acacia St
Southampton Dr
Rosemary Dr
Phyllis Dr
Aurelia Ave
Pauline Dr
Belle Ave
Trevi St
Grace Ave
Linaro Dr
Bataan St
Aspen St
Luzon St
Saint Alban St
Vonnie Ln
Sumner Pl
Palau St
Leilani Ln
Java St
Camden Dr
Elm Ave
Hanover Dr
Surrey Dr
Bloomfield Ave
Merten Ave Belmont St
Ravari Dr
Ethel St
Tahiti Dr
Oxford Dr
Saint Ann Ave
Danny Ave
Maple St
Citation Ave
Mount Ripley Dr
Marcella Ave
Alaska Ave
Saipan St
Kathleen Dr
Corporate Ave
Doreen Dr
Sprague Ave
Walnut St
Jonathan Ave
Graham St
La Homa St
Cheshire Dr
Manila Dr
Saltair Dr
Paseo de Oro
Cambridge St
Firenza Dr
Nauru St
Via Verde
Alderbury St
New York Ave
Cumberland Dr
Anegada St
Sande St
Delano Dr
Trinidad Ave
Cedar Ct
Molokai Dr
Via Majorca
Ponder St
Chestnut St
Brunswick Dr
Melbourne Dr Longden St
Sequoia Ave
Pimlico Dr
Grenada Ave
Mardel Dr
Tokelau St
Gregory St
Opal Ave
Tammy St
Jade Ave
Panay St
Hialeah Dr
Anguilla Ave
Newman Ave
Tortuga St
Progress Way
Pamela St
Madeira St
Lanett St
Barbados Ave
Dorset Dr
Malden St
Cantiles Ave
Montserrat St
Culebra St
New Zealand St
Patterson Dr
Laurel Ave
Fontainbleau Way Danbury St
Samoa St
Teakwood St
Citrus Ct
Biak St
Cypress Ave
Fleetwood St
Fernbury St
Tuscani Dr
Dominica Ave
Esther St
Providencia St
Julie Beth St
Barry Dr
Teresa Ave
San Andres Ave
Tanforan Dr
Breton Way
Birch St
Vista Sierra
Savaii St
Garnet Ave
Cardiff Dr
Belday St
Mindanao St
Dana Way
Noel St
Aqueduct Dr
Via Linda
Whirlaway St
Leyte St
Evergreen Ave
Spruce Ct
Matinicus Ct
Salisbury
Ln
Gene St
Global Dr
Jaluit St
Business Center Dr
Janice Lynn St
Midway Dr
Rome St
Montefino Dr
Hickory Cir
Rabaul Dr
Cara Way
Lynn Cir
Nancy St
Glenbrook St
Blanca Dr
Whitney
Way
Sherington Ct
Ulithi St
Ambruzzi Dr
Victoria Ct
Suva St
St Bernard St
Monique Way
Yamaha Way
Chantry Ct
Rome Ave
Barbara Anne St
Jeffrey Mark St
Willow Dr
Wake Cir
Via Media
Rainier Dr
Ethel Cir
Marilyn Dr
Livermore Pl
Electric St
Knott Ave
Cypress St
Del Amo Blvd
Pine Ct
Halifax Dr
Charles Cir
Darin Way
Vista Mesa
Lindsey Ln
St Joan St
Christopher St
Stratmore Ave
Capers Way
Via Ingresso
Yap St
Manchester Pl
Via Brenda
Douglas Dr
Thomas Cir
Laguna Way
Shasta Cir
Vista Hermosa
Lolina Ln
Holmby Ct
Joel Cir
Augusta Ct
Santorini Dr
Corso Cir
Hoffman St
Wellson Dr
Orrs Ct
Sonwell Pl
Doris Cir
Santa Clara St
Vinalhaven Ct
Truk
St
Cathy Ln
Santa Elise St
Commerce Dr
Jeanine Ln
Lee St
Elinora Ln
Vista Real
Rexford Dr
Pearl Cir
Everest Cir
Silvretta Dr
Carrara Cir
Yorkshire Dr
Marion Cir
Timaru Cir
Roxbury Ct
Fiji St
Meridian Dr
Margaret
St
Basilica Ct
Elizabeth Ct
Emerald Cir
Vista Bonita
Bikini St
Los Altos Dr
Paseo de Plata
Peach St
McDonnell Dr
Executive Dr
Marcella Cir
Comstock Ct
Cary Cir
Market Pl
Casa
Verde Dr
Mildred Ln
Amalfi St
Cathy Cir
Scott Cir
Vista Serena
Cynthia Ln
Sarco St
Pearl Ct
Corporate Dr
Barcelona Ln
Capri Cir
Pecan St
Lincoln Plaza Way
Luau Ln
Lido Way
Gregory Cir
Hester St
Talaud St
Abraham St
Beaver Cir
Lime Cir
Alice Cir
Santa Rita St
Virgil Cir
Julie Beth Cir
Forest St
Halifax Cir
Lemon Cir
Evergreen Dr
Ward Cir
Portofino Cir
Ronald Cir
Napoli Pl
Manzanita Cir
Greta Cir
Maybury Cir
Cynthia Cir
Linda Ln
Scandia St
William Ave
Bernice Cir
Athenia Cir
Alcamo Ln
New Mexico Ln
Palawan St
Hanover Cir
Mulberry St
Selkirk Ct
Diane Cir
Eucalyptus Cir
Rose Ann Cir
Vista del Sol
Newport Way
Sowma Way
Yosemite Dr
Janice Lynn Cir
Saint John
Cir
Seabrook
Way
Berwick Ct
Jekyll
Way
Saint Charles
Ave
Mount Whitney Dr
Tobago
St
Leone Way
Middlebury Cir
Vista Fortuna
Brighton Cir
Saratoga
St
Marian Ave
Dana Cir
Saint George
Cir
Acacia Cir
Saint Sophia
Cir
Saint Michael
Cir
Esther Cir
Saint Stephen
Cir
Almond St
Via Arroyo Dr
Mono
Kai St
Miranda St
Mohawk
Ct
Necatina Way
Christopher St
Peach St
Evergreen Ave
Sumner Pl
Marcella Ave
Esther St
Belmont St
Denni St
New
Mexico Ln
Crescent Ave
Holder St
Saint John
Cir
Gregory St
Denni St
Lime Ave
Watson St
Christopher St
Marcella Ave
Marion Ave
Alaska Ave
Ferne
Ave
Barbara Anne St
Ethel St
New York Ave
Marion Ave
Bishop St
Lemon Ave
Holder St
Cumberland Dr
Graham St
Belle Ave
Gregory St
Elm Ave
Oxford Dr
Julie Beth St
Cary Cir
Cathy Ave
Montecito Way
Somerset Ln
Halawa Ln
Via Norte
Cozumel Ave
Lawrence St
Avenida Sevilla
Dina Ct
James Alan St
Seville Way
Saratoga
Ave
Nestle Ave
Sombrero Ave
Normandy
Way
Rexford Ave
Chelsea Ct
Avenida Monterey
Noumea St
Tremezzo Dr
Kiwi Cir
Naples Dr
International Ave
Avenida Granada
Florence
St
Rome Ave
Fairfield Way
Cabrillo WayPlaya Way
Edgemont Cir
Petite Ln
Tonga Cir
Via Encinas
Brewster Ct
Via Sonoma
Ossabaw
Ct
Maxson Dr
Via Entrada
Peartree Ln
La Jolla
Way
Wellington Ct
Philo St
Beatrice St
Miscou
Way
Fonte Rd
Ronald Dr
Fontainbleau Ave
Simone Way
Ashbury Ave Ashbury Ave
Jamaica St
Trentino Dr
Lexington St
Sambar Cir
Avenida Madrid
Mildred Ave
Grosse
Ct
Gem Ave
Avenida Carmel
Sonora Way
Bylot
Way
Dover Cir
Del Rio Way
Patricia Dr
Milton Cir
Chamois Cir
Lawrence Dr
Novara Ln
Weybridge Ct
Tulagi St
Devon Cir
Monaco Dr
Amberwick Cir
Agate Cir
Newcastle Ln
Delano Ln
Westbourne Ct
Pacifico Way
Lowell Ct
Pepper
Tree Ln
Anticost Way
Kristen St
Windsor
Cir
Claudia Cir
Adore Cir
Sussex Cir
Dresden Cir
Mildred Cir
Nayshon Ct
Lipari Cir
Sunny Cir
Orchila St
Tangier Way
Crystal Cir
Casa Grande Cir
Tivoli Cir
Amherst Way
Madrid Cir
Rosario
Ave
Hart Way
Cynthia Cir
Cuttyhunk Ct
Avenida Mateo
Santa Marta St
Harkers Ct
Andrew Way
Gardiners Ct
Tarawa St
Adagio Ln
Ravenna Way
Outer Way
Roanoke Ct
Ellesmere
Way
Fichot Way
McNutt
Way
Balboa
Way
Blackmer St
Amelia
Way
Messina Cir
Lahave
Way
St Agnes
Cir
Rodeo Ct
Nashawena Ct
Vista del Mar
Oakmount St
Andros
St
Patricia Cir
Nantucket
Ct
Dalca Ct
Cape Way
Aruba Ct
Wadham
Tilghman Way
Way
Laurel St
Beach Cir
Pritchard Way
Kanel Cir
Bedford Ct
Fripps Way
Gull Way
Guam Cir
Ortano Ln
Palermo Way
Rexford Ct
Eudora Cir
Maraca
St
Hampshire Ct
Grindstone
Way
Saint George
Cir
Saint Pierre
Way
Paradise
Cir
Fogo
Way
Condee St
Quirpon Way
Deborah St
Kent Way
Graham
Cir
Cottel Way
Saint Vincent
Cir
Redwood St
Fleetwood Ave
Anzio Ct
Morgen Way
St Elizabeth
Cir
St Francis Cir
Walker St
Shippigan Way
Piazza Ct
Vernon Ct
Merasheen
Way
Mamota
Way
Springdale St
Pinckney Way
Pompano
Ct
Pepper
Tree Way
Pitcairn St
Newman Ave
Julie Beth St
Cypress Ave
Lime Cir
Grindlay St
Cathy Cir
Beaver Cir
Graham St
Ethel St
Ferne Ave
Yorkshire Dr
Lemon Ave
Christopher St
Rosemary Dr
Camp St
Birch St
PROJECT NO.: 1191910.00
DATE: JUNE 2025
Sewers, Drainage Conveyance Systems
and Surface Waters
Appendix D-1

CITY OF CYPRESS SSMP
Legend
³
0 500 1,000 2,000
Feet
Sewer Manhole
Sewer Pump Station
OCSD Trunk Sewers
City of Anaheim Sewers
City of La Palma Sewers
City of Cypress Sewers
#*
Storm Water Pump Station
City of Cypress Drainage Conveyance System
OCFCD Drainage Conveyance System
OCFCD Surface Waters (Open Channels)
OCFCD Cypress Retarding Basin (B01B01) Surface Water
#*
City Boundary
Surface Drainage Flow
Sewer Facilities
Stormwater Facilities
!(
Appendix D-2
Sewer Cleaning and Maintenance Inspection Form

Appendix D-3
Sewer Lift Station Log

Appendix E-1
Design Standards for Sewer Facilities

CITY OF CYPRESS
Design Standards
for
Sewer Facilities
Prepared for

CITY OF CYPRESS
5275 Orange Avenue
Cypress, California 90630
May 2024
2 | Page

TABLE OF CONTENTS
1 GENERAL PROVISIONS ......................................................................................................................... 1

1.1 GENERAL REQUIREMENTS .......................................................................................................................................... 1

1.1.1 Scope .......................................................................................................................................................... 1

1.1.2 Interpretation ............................................................................................................................................. 1

1.1.3 Uniform Plumbing Code.............................................................................................................................. 1

1.2 ENFORCEMENT ........................................................................................................................................................ 1

1.3 DEFINITIONS ........................................................................................................................................................... 2

1.4 ABBREVIATIONS ....................................................................................................................................................... 3

1.5 PLAN PREPARATION GUIDELINES................................................................................................................................. 5 2 DESIGN CRITERIA ................................................................................................................................. 6

2.1 STANDARD REQUIREMENTS........................................................................................................................................ 6

2.1.1 Calculations Required................................................................................................................................. 6

2.2 SEWER CAPACITIES AND SIZES..................................................................................................................................... 6

2.2.1 Hydraulic Design......................................................................................................................................... 6

2.2.2 Minimum Main Gravity Sewer Size............................................................................................................. 8

2.2.3 Minimum Building Sewer Size for Residential Area.................................................................................... 8

2.2.4 Minimum Building Sewer Size for Commercial and Industrial Buildings .................................................... 8

2.2.5 Oversizing and Extra Depth ........................................................................................................................ 9

2.2.6 Force Mains................................................................................................................................................ 9

2.2.7 Minimum and Maximum Sewer Main Slopes............................................................................................. 9

2.3 SEWER LOCATION ..................................................................................................................................................10

2.3.1 Standard Location and Alignment............................................................................................................10

2.3.2 Easements ................................................................................................................................................12

2.3.3 Future Extensions .....................................................................................................................................13

2.3.4 Alignment.................................................................................................................................................13

2.3.5 Separation of Water and Sewer Pipes......................................................................................................14

2.4 DEPTH OF SEWERS .................................................................................................................................................14

2.4.1 Basic Requirement....................................................................................................................................14

2.4.2 Standard Depths.......................................................................................................................................14

2.4.3 Exceptions.................................................................................................................................................14

2.5 SEWER PIPE MATERIAL............................................................................................................................................14

2.6 STRUCTURES .........................................................................................................................................................16

2.6.1 Concrete ...................................................................................................................................................16

2.6.2 Manholes..................................................................................................................................................17

2.6.3 Cleanouts..................................................................................................................................................21

2.6.4 Grease, Sand, and Oil Interceptors and Sampling/Monitoring Manholes................................................21

2.7 EXISTING SEWER ....................................................................................................................................................21

2.7.1 Connections..............................................................................................................................................21

2.7.2 Cesspools, Seepage Pits or Septic Tanks...................................................................................................22

2.8 BACKFLOW DEVICES ...............................................................................................................................................22

2.9 PRIVATE SEWER SYSTEMS ........................................................................................................................................22 3 INSTALLATION ...................................................................................................................................24

3.1 INSTALLATION REQUIREMENTS..................................................................................................................................24

3.1.1 Pipe Bedding, Trench Backfill and Roadway Repair .................................................................................24

3.1.2 Trench Subgrade.......................................................................................................................................24

3.1.3 Pipe Bedding.............................................................................................................................................24

3.1.4 Pipe Slope .................................................................................................................................................24

3.1.5 Pipe Zone ..................................................................................................................................................24 3 | Page

3.1.6 Tracer Wire for Non-Metallic Pressure Pipelines......................................................................................24

3.1.7 Over-excavation .......................................................................................................................................25

3.1.8 Groundwater ............................................................................................................................................25

3.1.9 Compaction Testing..................................................................................................................................25

3.1.10 Abandonment of Pipes and Appurtenances.............................................................................................26

3.1.11 Trenchless Rehabilitation of Building Sewers...........................................................................................26

3.1.12 Jacking and Boring Steel Casing and Installation of Carrier Pipe .............................................................30 4 INSPECTION AND TESTING.................................................................................................................35

4.1 SEWERS................................................................................................................................................................35

4.1.1 General .....................................................................................................................................................35

4.1.2 Testing and Final Acceptability of Material..............................................................................................35

4.1.3 CCTV Inspection ........................................................................................................................................35

4.1.4 Gravity Pipe Leakage Tests.......................................................................................................................36

4.1.5 Deflection Test for Plastic Pipe and Fittings .............................................................................................36

4.1.6 Force Main Pipe Leakage Tests.................................................................................................................36

4.1.7 Manhole Leakage Tests............................................................................................................................36 5 STANDARD NOTES .............................................................................................................................38

5.1 STANDARD SEWER NOTES........................................................................................................................................38 6 SANITARY PUMP STATIONS ...............................................................................................................40

6.1 GENERAL REQUIREMENTS ........................................................................................................................................40

6.1.1 Standards and Codes................................................................................................................................40

6.1.2 Design Flows and Heads...........................................................................................................................41

6.1.3 Drivers ......................................................................................................................................................42

6.1.4 Wet Wells .................................................................................................................................................42

6.1.5 Wet Well Ventilation ................................................................................................................................43

6.1.6 Dry Wells ..................................................................................................................................................44

6.1.7 Emergency Storage...................................................................................................................................45

6.1.8 Valve Vault ...............................................................................................................................................45

6.1.9 Standby Equipment ..................................................................................................................................46

6.1.10 Pump Requirements ................................................................................................................................. 46

6.1.11 Valves and Gates......................................................................................................................................49

6.1.12 Potable Water Backflow Prevention/Cross Connection Control...............................................................52

6.1.13 Magnetic Flow Meters..............................................................................................................................52

6.1.14 Piping and Support System.......................................................................................................................53

6.1.15 Ancillary Equipment..................................................................................................................................55

6.1.16 Ventilation, Air Conditioning, and Odor Control Systems.........................................................................55

6.1.17 Electrical Equipment................................................................................................................................. 59

6.1.18 Instrumentation and Controls ..................................................................................................................60

6.1.19 SCADA Software .......................................................................................................................................66

6.1.20 SCADA Modifications................................................................................................................................67

6.1.21 Pressure Gauges.......................................................................................................................................67

6.1.22 Pump Station Facility................................................................................................................................68

6.1.23 Force Mains..............................................................................................................................................69

6.1.24 Access Roads ............................................................................................................................................69

6.1.25 Flood Control ............................................................................................................................................70

6.1.26 Grading and Area Drainage......................................................................................................................70

6.1.27 Soils Report...............................................................................................................................................70

6.1.28 Surveying ..................................................................................................................................................70

6.1.29 Security .....................................................................................................................................................70 4 | Page

6.1.30 Water Supply System................................................................................................................................71

6.1.31 Landscaping and Irrigation System ..........................................................................................................71

6.1.32 Construction .............................................................................................................................................71

6.1.33 Shop Drawing Submittal and Shop Drawing Review ................................................................................71

6.1.34 Equipment Installation and Testing..........................................................................................................71

6.1.35 Operation and Maintenance Manual.......................................................................................................71

6.1.36 Operator Training.....................................................................................................................................72 7 STANDARD DRAWINGS......................................................................................................................73 1 | Page
1 GENERAL PROVISIONS
The intent of the Design Standards for Sewer Facilities herein referred as “Sewer Standards” is to describe a complete work of improvement which applicant, hereon referred to as “Contractor”, shall perform or cause to be performed in a manner acceptable to the City of Cypress (City) City Engineer and in full compliance with all codes and the terms of the Sewer Standards. Contractor shall complete a functional or operable improvement or facility, even though the Sewer Standards may not specifically call out all items of work required for the Contractor to complete the tasks, incidental appurtenances, materials, and the like. If any omissions are made of information necessary to carry out the full intent and meaning of the Sewer Standards, Contractor shall immediately seek approval of the City Engineer. In the event of any doubt or question regarding the true meaning of any of the Sewer Standards or any portion thereof, reference shall be made to the City Engineer whose decision thereon shall be final.

1.1 General Requirements

1.1.1 Scope
The design and construction of sanitary sewer facilities within the boundaries of the City of Cypress shall be in accordance with good engineering practice. The work shall comply with these standards, except where specific modifications have been approved in writing by the City Engineer.

1.1.2 Interpretation
The City Engineer shall decide all questions of interpretation of "good engineering practice" being guided by:
“Gravity Sanitary Sewer Design and Construction” (ASCE Manual of Engineering Practice 60/ WEF Manual of Practice FD-5)
“Existing Sewer Evaluation and Rehabilitation” (ASCE Manuals and Reports on Engineering Practice 62/WEF Manual of Practice FD-6)
“Design of Municipal Wastewater Treatment Plants" (WEF Manual of Practice. 8) “Standard Specifications for Public Works Construction” (The “Greenbook”, currently adopted version, written and promulgated by Public Works Standards, Inc.). This is referred to in this document as “SSPWC”.

1.1.3 Uniform Plumbing Code
All work on building sewers inside and outside of public rights of way or sewer easements are to be governed by the provisions of the Uniform Plumbing Code (UPC) and as amended by the requirements of the City.

1.2 Enforcement
Provisions of these Sewer Standards shall be enforced by the City Engineer or her/his designee.

Design Standards – Sewer Facilities
2 | Page

1.3 Definitions
Wherever any of the following words, expressions, or pronouns are used in these specifications, they shall be understood to have the meanings given below:

City or City Council: Is the governing body of the City of Cypress.

Building Sewer (service lateral): The building sewer is that part of the horizontal piping of a sanitary sewer drainage system which extends from the end of the building drain (2-feet outside the building wall) and which receives the discharge of the building drain and conveys it to a public sewer, private sewer, individual sewage disposal system, or other point of disposal. Roof runoff, air conditioning condensate, and storm runoff shall not be discharged to the sanitary sewer system.

Building sewers shall be considered private from the main sewer wye to the building.

County: The County of Orange, State of California.

City Engineer: The person appointed by the City Manager to enforce the rules, regulations, codes, specifications and standards as required by the ordinances, resolutions and policies of the City of Cypress.

Contractor: Person or company that has a valid Contractor License issued by the State of California - Department of Consumer Affairs, Contractors State License Board.

Food Service Establishment: A facility discharging kitchen or food preparation wastewaters such as restaurants, motels, hotels, cafeterias, delicatessens, meat cutting-preparation, bakeries, hospitals, schools, bars, or any other facility which, in the City’s discretion, would require a grease trap or grease interceptor installation by virtue of its operation.

Grease, Sand and Oil Interceptor/Grease Trap: A device utilized to effect the separation of fats, oils, and grease (FOG) in wastewater effluent from a Food Service Establishment. Such traps or interceptors may be of the "outdoor" or underground type 750 gallon capacity or more, or the "under-the-counter" package units which are typically less than 100 gallon capacity. For the purpose of this definition, the words "trap" and "interceptor" are used interchangeably.

Inspector: Means the Inspector authorized by the City Engineer to perform all inspection duties.

Interference: The inhibition or disruption of the wastewater treatment processes or operations, acts, or discharges which may cause damage to any portion of the sewer system or which contribute to a violation of any requirement of the City’s NPDES Permit or Statewide General Waste Discharge Requirements (Order 2006-0003). The term includes interference with sewage sludge use or disposal in accordance with State or Federal criteria, guidelines or regulations or any State or Federal sludge management plan applicable to the method of disposal or use employed by the Sewerage System.

Main Sewer: A sewer designated to accommodate more than one lateral sewer.

Owner's or Developer's Engineer: Civil Engineer registered in the State of California employed by owner or developer who is solely responsible for the complete and technically accurate application of these Sewer Standards to the project’s plans and specifications.

Reference to Standards and Publications: Any reference made in these City of Cypress Sewer Standards or on the drawings to any specifications, standard methods or publications or any scientific or technical society or other organization shall, in the absence of Design Standards – Sewer Facilities
3 | Page
a specific designation to the contrary, be understood to refer to the specification, standard method, or publication in effect on the date the work is approved.

Residence: Shall include the following types of dwelling units: Single Family Detached, Condominium, Townhouse, Apartment, Mobile Home, and each unit of a Multi-Family structure (i.e., Duplex, Triplex).

Sewer Standards: Refers to the current City of Cypress Standard Specifications and Standard Drawings.

Service Center: Facilities described as, but not limited to, car washes; motor vehicle, boat or airplane storage yards; gasoline and diesel service stations; repair garages or any similar facility which may introduce sand, inert solids, oil (of a petroleum origin), flammable liquids or any other similar substances.

1.4 Abbreviations
The following abbreviations are included as part of this manual:

ABS Acrylonitrile Butadiene Styrene
AC Asphalt Concrete
ACP Asbestos Cement Pipe
ANSI American National Standards Institute
APWA American Public Works Association
ASHRAE American Society of Heating, Refrigerating, and Air-Conditioning Engineers ASTM American Society for Testing and Materials
ASCE American Society of Civil Engineers
AWWA American Water Works Association
BFP Backflow Preventer
CAL-OSHA California Occupational Safety and Health Administration CFC California Fire Code
CO Clean Out
CPC California Plumbing Code
CPD Commercial Planned Development
CCTV Closed Circuit Television
DIP Ductile Iron Pipe
FOG Fats, Oils, and Grease
FRP Fiberglass Reinforced Plastic
GIS Geographical Information System
HI Hydraulic Institute
HMI Human Machine Interface
HMWPE High Molecular Weight Polyethylene
IAPMO International Association of Plumbing and Mechanical Officials ID Inside Diameter
IPD Industrial Planned Development
MCC Motor Control Center
Design Standards – Sewer Facilities
4 | Page
MH Manhole
NAD North American Datum
NEC National Electrical Code
NEMA National Electrical Manufacturers Association
NFPA National Fire Protection Association
NPDES National Pollutant Discharge Elimination System
NPT National Pipe Thread
NSF National Sanitation Foundation
OD Outside Diameter
ODBC Open Database Connectivity
OIT Operator Interface Unit
OSHA Occupational Safety and Health Administration
PB Polybutylene
PCP Pump Control Panel
PE Polyethylene
PLC Programmable Logic Controller
PVC Polyvinyl Chloride (Minimum SDR 26 ASTM D3034)
RPD Residential Planned Development
RTU Remote Telemetry Unit
SCADA Supervisory Control and Data Acquisition
SDR Standard Dimension Ratio
SI International System of Units
SSPWC Standard Plans for Public Works Construction
SSPWC Standard Specifications for Public Works Construction (“Green Book”) TEFC Totally Enclosed, Fan Cooled
UBC Uniform Building Code
UMC Uniform Mechanical Code
UPC Uniform Plumbing Code
UPS Uninterruptible Power Supply
USGS United States Geological Survey
VAC Volts Alternating Current
VCP Vitrified Clay Pipe
VDC Volts Direct Current
VFD Variable Frequency Drive
WEF Water Environment Federation
Design Standards – Sewer Facilities
5 | Page

1.5 Plan Preparation Guidelines
Drawing Format: Drawings shall be 24” x 36”. Originals shall be ink on four (4) mil Mylar, have an engineering scale of 1” = 40’ minimum horizontal, 1” = 4’ vertical for slopes less than 10 percent and 1” = 8’ for slopes equal to or greater than 10 percent. “Cut and paste” or sticky-backs” shall not be allowed on final originals.

Drawing Content: Plans shall include the Standard City Title Sheet. Sheets shall include signature blocks for City Engineer and the design engineer(s) (with signatures, stamps, expiration dates), North arrow with graphic scale, elevation datum, vicinity map and sheet index.

Plans shall show sewer facilities in plan and profile (invert and soffit lines) and shall include, but not be limited to, finished surface over sewer, invert elevations, top or bottom of pipe elevations at conflicts, manholes with rim elevations, pipe slopes, cleanouts, wyes and laterals, pipe size and material, bedding load factor, easements, record information, other utilities, utility crossings, and general notes.

The control benchmarks shall be referenced from the County of Orange records. Where existing survey and reference plans are available, field-check existing data with the current datum and adjust all elevations to current datum where required. The location of a lift station shall be tied to a nearby street and to an existing property line. Basis of survey bearings and control shall be given if the local coordinates are established.

As-Built Drawings: The actual location and grade of all sewers shall be accurately determined during and after construction and shall be recorded on "As Built" plans. Accurate location and elevations of all main sewers, lateral sewers, manholes, cleanouts, lift stations and other sewer appurtenances shall also be recorded on the "As Built" plans.

The "As Built" plans shall be certified as being correct by the developer's California Registered Professional Engineer.. The certified "As Built" plans will be reviewed by the City. Should the certified "As Built" plans be found to be inaccurate, they shall be rejected and returned to the developer's engineer.

The original “As Built” plans shall be filed with the City (ink on Mylar) for storing in the Department of Public Works vault, (and electronically in pdf and AutoCAD) after they have been accepted by the City.

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2 DESIGN CRITERIA

2.1 Standard Requirements
The design and construction of all sanitary sewer system facilities, to be operated and maintained by the City of Cypress (City), shall be in accordance with these Design Criteria, and the latest edition of the following:
• City of Cypress Standard Plans
• City of Cypress Municipal Code
• City of Cypress Sewer System Management Plan (SSMP)
• Standard Specifications for Public Works Construction (SSPWC or Greenbook) • Standard Plans for Public Works Construction (SPPWC)
• Statewide General Waste Discharge Requirements issued by the State Water Resources Control Board (Order No. 2006-0003) and its amendments
• Requirements of the jurisdictional agencies where the work is performed • Cal-OSHA requirements
• Orange County Code of Ordinances

2.1.1 Calculations Required
Substantiating engineering calculations for design flows, pipe size, pump, motor, generator, wet well size and appurtenant equipment selection, structural design, and bedding/backfill designs shall accompany plan submittals to the City. All calculations shall be sealed and signed by a California Registered Professional Engineer.

Where flow from a new development or redevelopment is added to an existing sewer, and where the new development or redevelopment is in an area of questionable sewer capacity, the existing sewer shall be flow-monitored by a qualified company acceptable to the City at the owner’s cost for a minimum period of two weeks to verify the existing minimum, average, and peak dry weather flows. Two (2) hard copies and one (1) text searchable format pdf of the report shall be submitted to the City. The City will determine the adequacy of capacity in all the facilities that will convey the subject flow.

2.2 Sewer Capacities and Sizes

2.2.1 Hydraulic Design
Pipe size, flow quantity, and hydraulic slope relationships shall be computed using:

VCP (Extra Strength) - Use Manning’s “n” = 0.013 for hydraulic design.

PVC (SDR 26) - Use Manning’s “n” = 0.012 for hydraulic design.

Design Standards – Sewer Facilities
7 | Page

2.2.1.1 Average Dry Weather Flow Rates
The average dry weather flow (Qadw) rates for sewers shall be calculated using the unit flow factors contained in Table 2.1 and the tributary land uses. Where appropriate, and when required by the City, the unit flow factors shall be evaluated by the design engineer based upon the specific land uses and densities proposed for new development or redevelopment.

Table 2.1
Unit Flow Factors
Land Use Abbreviation Unit Flow
Factor
Units
Low Density
Residential
LDR 270 GPD/DU
Medium Density
Residential
MDR 245 GPD/DU
High Density
Residential
HDR 220 GPD/DU
Mobil Home Park MHP 220 GPD/DU
Business Park Bus Park 110 GPD/TSF
Commercial Comm. 2680 GPD/AC
Light Industrial Lt Ind. 2680 GPD/AC
Elementary School Sch. 15 GPD/STU
Jr. High / High School High Sch. 25 GPD/STU
Parks Parks 200 GPD/AC
Golf Course Golf Course 200 GPD/AC

2.2.1.2 Peak Dry Weather Flow Rates
The peak dry weather flow (Qpdw) in million gallons per day (mgd) shall be determined from Qadw in cfs based upon the following equation:

Qpdw = a Qadw b

Coefficients a and b shall be based upon a minimum of two weeks of flow monitoring, where the tributary flow from a new development or redevelopment is added to an existing sewer. Where such information is not available, the following equation shall be used to determine the peak dry weather flow:

Qpdw = 1.66 Qadw 0.92
The peak dry weather flow rate in pipes 15-inches and smaller will be limited by the calculated depth to pipe diameter ratio of d/D = 0.50; and 18-inches and larger d/D =

0.64. Design Standards – Sewer Facilities
8 | Page
The determination of the peak dry weather flow shall also consider other factors such as pumped flows and large sewer flow generators.

2.2.1.3 Peak Wet Weather Flow Rates
The peak wet weather flow (Qpww) shall be based upon recorded historical information where available and applicable. Otherwise, the peak wet weather flow shall be calculated utilizing the following formula:

Qpww = 1.35 Qpdw
Peak wet weather flow shall be limited by the calculated depth to pipe ratio d/D=0.80.

2.2.2 Minimum Main Gravity Sewer Size
Minimum sewer main size shall be eight (8)-inch except that a six (6)-inch pipe may be used where all of the following conditions are met:
• Maximum total length is 200-feet regardless of the number of manholes; • There is no possibility of extension;
• Not more than 10 residential laterals contribute to the six (6)-inch portion; • Size change to six (6)-inch shall only occur at a manhole; and • Mean velocity is less than two (2)-feet per second (fps) when flowing at the estimated average dry weather flow, as calculated using the criteria set forth in Section 2.2.1 (Hydraulic Design)
Sewer pipes shall not be constructed in a common trench with another utility. Adequate horizontal and vertical clearance shall be maintained in accordance with the State of California Department of Health Services “Criteria for the Separation of Water Mains and Sanitary Sewers” as presented in City Standard 925 S-1, Water and Sewer Separation.

2.2.3 Minimum Building Sewer Size for Residential Area
The minimum size of any building sewer shall be determined based on the total number of fixture units drained by such sewer, in accordance with Table 2.2. In addition, no sewer shall be smaller than the building sewer and:

A. The minimum size of line shall be four (4)-inches to serve a maximum of one (1) residence.

B. The minimum size of line shall be six (6)-inches when two (2) to 10 residences are served.

C. The minimum size of line shall be eight (8)-inches when 11 or more residences are served.

2.2.4 Minimum Building Sewer Size for Commercial and Industrial Buildings The minimum size of any building sewer shall be determined based on the total number of fixture units drained by such sewer, in accordance with Table 2.2. In addition, no sewer shall be smaller than the building sewer or six (6)-inches.

Design Standards – Sewer Facilities
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Table 2.2
Maximum/Minimum Fixture Unit Loading on Building Sewer Piping (Table 7-8 of the CPC)
Size of
Pipe
(in)
Slope (Inches per Foot)
1/16 1/8 1/4
6 No minimum loading
8 1,950 / 1,500 2,800 / 625 3,900 / 275
10 3,400 / 1,600 4,900 / 675 6,800 / 300
12 5,600 / 1,700 8,000 / 725 11,200 / 325
(Refer to California Plumbing Code, Chapter 7, Sanitary Drainage, for further details)

2.2.5 Oversizing and Extra Depth
Oversizing and extra depth of main sewers will be required where such sewers can logically serve an additional upstream tributary area.

2.2.6 Force Mains
The design of a sewer force main shall be as described in Section 6.1.22 (Force Mains).

2.2.7 Minimum and Maximum Sewer Main Slopes
Sewer pipes shall have a constant slope between the upstream and downstream manhole of each reach. Any reach of sewer containing sags of any amount shall be removed and reconstructed at the design slope at no cost to the City. The total cost of inspection, administration, and retesting of improperly installed sewers shall be borne by the Contractor. The City shall not accept any sewer that does not meet these requirements.

There shall be no exception to the proper slope requirement.

Sewers laid on ground slopes 3:1 or steeper, which are not under pavements, shall be anchored in place and protected by collars from erosion as per City Standard 925 S-21, Concrete Slope Anchors, or as approved by the City Engineer.

2.2.7.1 Minimum Sewer Main Slopes
All sewer mains shall be designed and constructed to provide a mean velocity of not less than two (2)-feet per second (fps) when flowing at the estimated average dry weather flow, as calculated using the criteria set forth in Section 2.2.1 (Hydraulic Design). Subject to the velocity limitations contained in this section, the slope shall be the maximum possible and not less than 1%, where the tributary area consists of less than 20 dwelling units or its equivalent.

Design Standards – Sewer Facilities
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2.2.7.2 Maximum Sewer Main Slopes
The maximum allowable slope shall be the slope which generates a maximum flow velocity of six (6)-fps at peak dry weather flow rate in Vitrified Clay Pipe (VCP) and five (5)-fps in Polyvinyl Chloride Pipe (PVC) as calculated using the criteria set forth in Section 2.2.1 (Hydraulic Design).

2.2.7.3 Substandard Sewer Main Slopes
Slopes below the minimum slopes may be used in order to avoid pumping only upon specific written approval of the City Engineer. Such approval shall be solicited at the beginning of the preliminary design stage.

2.3 Sewer Location
Sewer pipes and structures shall be protected from damage and shall be constructed so as not to endanger adjacent pipes or structures.

2.3.1 Standard Location and Alignment

2.3.1.1 Stationing Procedure
Centerline stations for sewers shall be shown on the plans. Sewer centerline stations shall be independent of street stationing. All manholes shall be numbered, and the numbers noted on the plans (example: MH #1). Sewer stations shall start at 1+00.00 at the downstream point of connection and increase upstream to the last manhole on a sewer line.

Intersecting sewer lines will be independently stationed from their downstream point of connection and increase in the upstream direction to the last manhole. Each line shall be independently labeled for identification as “Sewer Line A”, “Sewer Line B”, etc.

Stationing for building sewers shall be shown on the main line sewer plan and profile, including its stationing connection-point on the sewer main.

2.3.1.2 Main Sewers
The centerline of the main sewers shall be located in public streets parallel with and six (6)-feet south or east of the street centerline, in the center of the driving lane. In major, primary and secondary highways with raised medians, the sewer main shall be located in the center of the driving lane nearest to the center of the street but shall not be located in the median strip or parking lane. Any deviation from the standard location and alignment shall only be done with prior written approval of the City Engineer.

All-weather access roads capable of accommodating all required construction and maintenance equipment shall be provided for all sewers not located within a paved street.

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In curved streets, gravity sewer mains shall be constructed in straight reaches between manholes. In no case shall the outside of the sewer pipe be closer than four (4)-feet to the closest curb face.

The sewer main pipe shall be placed on the opposite side of the street centerline of the potable water line, but not less than 10-feet apart (outside to outside). Refer to Section 2.3.5 Separation of Water and Sewer Pipes and 925 S-1 Water and Sewer Separation.

2.3.1.3 Building Sewers (Service Laterals)
Building sewers between the main sewer line (wye) and the property being served by the lateral are owned by the property owner and not by the City. Therefore, the property owner shall be responsible for all maintenance and repairs of service laterals.

Building laterals shall be constructed in general conformity with City Standard 925 S16, Typical Lateral, and there shall be a separate lateral for each individual building.

Minimum Slope: Laterals shall have a minimum slope of two (2) percent.

Locations: Laterals shall be located at the center of each lot and shall be constructed perpendicular or radial to the property line. If the developer must install a sewer lateral at a location other than in the center of a lot due to unavoidable interference, the improvement plans shall indicate the mainline station of the lateral on the sewer and show the distance from a property corner. If a riser is not built, plug lateral at property line with plastic cap or plastic stopper with joint coupling and Stainless Steel (S.S.) bands. In no case shall a sewer lateral be located within 12- feet of a property corner. For cleanouts on laterals, refer to Section 2.6.3 (Cleanouts), City Standard 925 S-16, Typical Lateral and City Standard 925 S-18, Lateral Cleanout Detail.

Permanent Markings: Permanent visible monuments shall be set to indicate the locations of all sewer laterals. A three (3)-inch high, 3/16-inch deep “S” shall be chiseled in face of curb where the lateral crosses under the curb or on the edge of alleys without curbs. The method used shall be indicated on the plans. A licensed California Professional Engineer or Land Surveyor shall verify locations of set monuments.

Abandonment: When demolition of a building takes place, remove a two (2)-foot section of the building sewer at property line and install a cap on the remaining section of building sewer lateral draining to the main sewer as directed by the City’s Inspector. Cap location shall be marked by a two (2)-inch x four (4)-inch x five (5)- feet stake painted orange, extending a minimum of one (1)-foot above finished grade, and curb.

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2.3.2 Easements
Easements shall be avoided where a reasonable alternative solution exists. Where easements are required, sufficient width shall be provided to allow maintenance and replacement of the sewer.

An easement shall be provided over all public sewers when it is installed outside of public right-of-way.

Permanent sewer easements shall be granted to the City on the face of the final map and shown on the final map. When applicable, separate easement documents for both permanent and temporary easements shall be prepared and presented to the City for acceptance and recording.

The City will accept sewers on private streets that have been designed and constructed to these City standards and upon the granting of a sewer easement to the City.

The City will not accept any easement for sewers if said easement cannot be accessed with conventional maintenance equipment and/or a flush truck through its entire length using the following criteria:

1. All weather access roads shall be designed, constructed, and maintained to support the imposed loads of a total weight not less than 80,000 pounds. Road base without an appropriate topping or binding material does not satisfy the allweather requirement.

2. The easement minimum width shall be 20-feet (2-way) and the surface shall be designed, constructed, and maintained to provide all-weather driving capabilities.

Where sewers are deeper than standard depth (eight (8) to 12-feet), permanent easements shall be 30-feet or more in width and shall be shown on the plans.

Temporary easements for construction only shall be shown on the plans including date of termination.

3. Vertical Clearance - The minimum vertical clearance shall be 14-feet for Local or Collector streets and 16-feet for Arterial roadways. If trees are located adjacent to the access road, place a note on the plans stating that all vegetation overhanging the access road (and easements) shall be maintained by the property owner to always provide a vertical clearance not less than 14.5-feet for Local or Collector streets and 18-feet for Arterial roadways.

4. Access Road Grade – The grade for access roads shall not exceed 10 percent unless approved in writing by the City Engineer. Cross slope shall not be greater than two (2) percent.

5. Inside and Outside Turning Radii – The inside turning radius for the access road shall be 17-feet or greater. The outside turning radius shall be 38-feet or greater. As conventional maintenance vehicles are unable to negotiate “S” curves, a 56-foot straight leg must be provided between these types of compound-turns, or the radii and/or the access road width must be increased accordingly.

6. Dead-end Access Roads – Dead-end access roads in excess of 150-feet shall be designed and constructed with approved turnarounds or hammerheads.

Turnarounds shall meet the turning radius requirements identified above.

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7. Sewer easements shall be located entirely on one lot. Permanent improvements (buildings, storage buildings, walls, swimming pools, trees, hardscapes, etc.) shall not be constructed within the easement.

2.3.2.1 Easement Documentation
Permanent easements, where absolutely necessary, shall be reviewed and approved by the City Engineer and shall be shown on the plans. Temporary easements for construction only shall be shown on the plans including date of termination.

Where applicable, permanent public utility easements shall be recorded on the tract map and granted to the City. When applicable, separate easement documents for both permanent and temporary easements shall be prepared (on standard title company forms) and presented to the City for acceptance and recording.

The City will accept sewers on private streets upon granting of a public utility easement to the City. The City will not accept any easement for sewers if said easement cannot be accessed with a flush truck through its entire length. Sewer easement shall be located entirely on one lot. Building setbacks shall have the minimum required dimensions from the easement, on a case-by-case basis.

2.3.2.2 Lot Lines
Where easements follow common lot lines, the full easement width shall be on one lot in such a manner that access to manholes will not be obstructed by walls, trees or permanent improvements (building, storage buildings, walls, swimming pools, hardscape, etc.).

2.3.2.3 Placement of Pipe within Easement
Unless combined with other utilities, sewers shall be placed within the central 10-feet of the easement.

2.3.3 Future Extensions
When an area outside the development can be logically served by a future extension of a sewer, the sewer shall extend to the boundary or to the end of a paved street in a manner which facilitates the future extension.

2.3.4 Alignment
The sewer shall be laid on a straight alignment and grade between manholes. Gravity sewer mains shall not be designed with horizontal curves unless otherwise approved by the City Engineer. If approved, the minimum horizontal radius of curvature shall be as shown in Table 2.3.

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Table 2.3
Minimum Horizontal Radius of Curvature for Sewers
(Only one horizontal curve between manholes shall be allowed)

2.3.5 Separation of Water and Sewer Pipes
Adequate horizontal and vertical clearance shall be maintained in accordance with the California Department of Public Health Section 64572, “Criteria for Water Main Separation” and as noted in Section 2.3.5 Separation of water and Sewer Pipes and as depicted on City Standard 925 S-1 Water and Sewer Separation.

2.4 Depth of Sewers

2.4.1 Basic Requirement
The sewer shall be installed at a depth which will provide suitable service to the properties connected and will allow subsequent installation of water lines in accordance with Section

2.3.5 Separation of Water and Sewer Pipes and City Standard 925 S-1 Water and Sewer Separation.

2.4.2 Standard Depths
Compliance with the required depth of the sewer will usually be assured if the main sewer is located at a minimum depth of seven (7)-feet to top of pipe below the flow line of the existing or proposed gutter; or where no gutter exists, from the elevation of the outermost edge of the traveled way; and, the building sewer is located either:

A. Six (6)-feet to top of pipe below the ground surface at the property line. or, B. At a depth below the ground surface at the property line that will provide for the construction of a straight run of lateral sewer at a minimum slope of 0.02 ft./ft.

2.4.3 Exceptions
Designs not in accordance with Section 2.4.2 shall be submitted to the City Engineer for approval, together with evidence that they comply with Section 2.4.1 (Basic Requirements).

2.5 Sewer Pipe Material
All gravity sewer pipes and fittings shall be either ASTM C700 extra strength VCP, furnished with elastomeric compression joints (SSPWC 208-2.3 Type G Joints) or ASTM D3034 SDR-26 PVC, and Size (in)
Minimum
Radius (ft) Size (in)
Minimum
Radius (ft)
8-12 250 8 400
15-18 350 10 460
21-27 400 12 500
30-39 450
42-48 500

VCP PVC
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furnished with Ring Tight Joints (Bell and Spigot type). Imperfections shall not be allowed in either type of pipe.

Building sewers/new construction (from sewer main to property line) shall be of the same material as the main line sewer, either:
• ASTM C700 extra strength Vitrified Clay Pipe (VCP)
• ASTM D 3034 SDR-26 Polyvinyl Chloride (PVC) pipe
Building sewers/new construction (from property line to building) shall be either:
• ASTM C700 extra strength Vitrified Clay Pipe (VCP)
• ASTM D 3034 SDR-26 Polyvinyl Chloride (PVC) pipe
All repairs shall be of like materials.

All gravity sewers (including building sewers) in industrially zoned areas (IPD) or major commercial areas (CPD) shall be ASTM C700 extra strength VCP.

Gravity sewer materials having slopes outside of those specified in Section 2.2.7 Minimum and Maximum Sewer Main Slopes, shall be made only of ASTM C700 extra strength VCP. VCP shall also be used for sewers downstream of sewers of substandard slope to a point where, in the judgment of the City Engineer, the flows meet the minimum flow velocity established in Section 2.2.7 Minimum and Maximum Sewer Main Slopes.

All sewer force mains carrying domestic sewage and operating at pressures of less than 40 psi shall be PVC pipe meeting AWWA C-900 Class 305 (DR 14) pipe standards. All other force mains shall be properly coated, minimum thickness Class 52 Ductile Iron pipe per AWWA Standard C150, to include an eight (8) mil green in color polyethylene encasement per AWWA Standard C105, with 40 mil ceramic epoxy interior lining (Protecto 401). Refer to the following Table 2.4 for approved sewer pipe and manufacturers:

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Table 2.4
Approved Sewer Pipe and Manufacturers
Classification Material and Class Joint Manufacturer
Residential (RPD)
and Commercial
(CPD) (Gravity)
Extra Strength Vitrified
Clay Pipe (VCP); ASTM
C 700
SSPWC 208-2.3 Type G
Joints (polyurethane)
Gladding McBean,
Mission Clay
Products
Pacific Clay Products
Polyvinyl Chloride Pipe
(PVC); ASTM D 3034
SDR-26
ASTM F 477 Elastomeric
Seals (gaskets) for
Joining Plastic Pipe
Vinyltech, Diamond
Plastics, JM Eagle
Industrial (IPD)
(Gravity)
Extra Strength Vitrified
Clay Pipe (VCP); ASTM
C 700
SSPWC 208-2.3 Type G
Joints (polyurethane)
Gladding McBean,
Mission Clay
Products
Pacific Clay Products
Force mains
(pressures less
than 40 psi)
Polyvinyl Chloride Pipe
(PVC); Class 305 (DR
14) AWWA C 900
ASTM F 477 Elastomeric
Seals (gaskets) for
Joining Plastic Pipe,
ASTM D 3139 Joints for
Plastic Pressure Pipe
North American Pipe,
Vinyltech, JM Eagle,
Yelomine
Force mains
(pressures more
than 40 psi)
Ceramic Lined Interior
Ductile Iron Pipe (DIP);
Class 52 AWWA C 150
AWWA Standard C 111
Rubber-Gasket Joints for
DIP (Push-on Joint)
American Ductile Iron
Pipe, US Pipe, Pacific
States Cast Iron Pipe,
McWane Ductile
Underground Marking: In compliance with APWA Uniform Color Code, all sewer piping shall be appropriately identified upon installation. PVC and VCP pipes shall be green in color and marked repeatedly in a legible and permanent ink with the word “SEWER” (blue or white will not be accepted).

Ductile Iron pipe shall have an eight (8) mil green in color polyethylene wrap per AWWA C105 marked repeatedly in a legible and permanent ink the word “SEWER”.

2.6 Structures
In accordance with City Standard 925 S-4, VCP Pipe and Concrete Base Connection and City Standard 925 S-5, PVC Pipe and Concrete Base Connection, flexible joints that will allow for movement of sewer pipe and structures shall be provided within two (2)-feet of manholes, interceptors, sampling/monitoring manholes, and encasements.

2.6.1 Concrete
All concrete for sewer structures and sewer pipe encasements shall be Class 560-C-3250 unless otherwise approved by the City Engineer.

Concrete, mortar and related materials incorporated into construction shall comply in all respects with SSPWC 201 Concrete, Mortar and Related Materials. Concrete shall be high sulfate resistance (typical) Type II or Type V. Reinforcing design must be submitted and approved along with the Construction Drawings. Reinforcing bar sizes and placement must be shown on the Construction Drawings.

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Structural calculations evidencing the adequacy of the strength and integrity for the purpose intended shall be submitted for approval. Design loads shall consist of dead load, live load, impact, and in addition, loads due to water table, and any other loads that may be imposed upon the structure. Live loads shall be H-20 per American Association of State Highway and Traffic Standard Specifications for Highway Bridges with revisions. Design wheel load shall be 18 kips. The live load shall be that loading which produces the maximum shear and bending moment in the structure.

2.6.2 Manholes
Precast Manhole Sections: Materials shall conform to the requirements of ASTM C478.

Wall thickness shall be as depicted in City Standard 925 S-2 Manhole Details. Cones shall have the same wall thickness and reinforcement as riser sections. Joints shall be tongueand-groove type as depicted in City Standard 925 S-3 Manhole Shaft Joint Details. Cone shall be eccentric unless otherwise specified.

Precast Bases: At the discretion of the City Engineer, precast base sections may be used provided all the details of design and construction are in accordance with these standards and approved prior to construction.

Cast-in-Place Bases: If bases are cast in place, the concrete shall be consolidated by mechanical vibration. The concrete shall be screeded-off in a manner such that the first manhole section to be placed has a level and uniform bearing area for the full circumference.

2.6.2.1 Locations
A manhole shall be required at the following locations:
• the upstream end of each line;
• the change in grade or pipe size;
• the change in direction or alignment;
• the intersection of two (2) or more sewers;
• along the sewer main at maximum distances of:

1. 200-feet for six (6)-inch sewers;

2. 400-feet for eight (8)-inch and larger sewers;

3. at a maximum spacing of 200-feet on any sewer where the slope exceeds eight (8) percent.
• the juncture of a private sewer main system to the public sewer system; and • as directed by the City Engineer.

2.6.2.2 Design
Manholes shall be constructed in accordance with the following:
• City Standard 925, S-2 Manhole Details
• City Standard 925, S-3 Manhole Shaft Joint Details
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• City Standard 925, S-4 VCP Pipe and Concrete Base Connection • City Standard 925, S-5 PVC Pipe and Concrete Base Connection • City Standard 925, S-6 Manhole Shaft Location Details • City Standard 925, S-7 Manhole Frame and Cover
• City Standard 925, S-8 Existing Manhole Connection
• City Standard 925, S-9 Drop Manhole with Cleanout
• City Standard 925, S-10 Flat Top Manhole
Pipe sizes, number of connections, change in flow path and manhole depths shall govern the internal diameter of manholes and therefore the City, at its sole discretion, may require larger manholes than listed (Table 2.5) based on the respective situation.

Table 2.5
Manhole Size
Sewer Main
(inches)
Maximum Branch Size
(inches)
Manhole Size
(inches)
Frame and Cover
(inches)
8-15 8 48 24
16-21 12 60 30
22-36 15 72 36
Manhole diameters based on depth shall be increased according to Table 2.6 where the sewers passing through the manhole or the branch sewers are larger in diameter.

Table 2.6
Depth Requirements
Depth of Cover
(feet)
Manhole Size
(inches)
<= 5 60
>5 to <=12 48
>12 to <=16 60
>16 72
Manholes deeper than 16 feet shall have steel reinforced concrete bases.

A. The minimum drop of elevation through the manhole shall be 0.10 foot. This minimum drop shall also apply to any side inlet to manholes when the pipe size is the same as the main.

B. For an alignment change greater than 30 degrees, the minimum drop of elevation through the manhole shall be 0.20 foot.

C. If necessary, additional grade shall be provided due to bends or changes in pipe sizes to overcome the expected loss in energy head.

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D. When pipe sizes change at manholes, align the pipe soffit of the inlet at least as high as the pipe soffit of the outlet.

E. For side inlets to manholes where the pipe size is less than the main line, align the pipe soffit of the side inlet with the pipe soffit of the main inlet.

F. Where work involves tying into an existing City manhole, notes as depicted in City Standard 925 S-8, Existing Manhole Connection, shall be included on the construction plans.

All manholes shall be provided with an all-weather vehicular access. Manholes constructed at an Orange County Sanitation District (OCSD) facility must be in accordance with the OCSD standard drawings.

2.6.2.3 Lined Manholes
Outer surfaces of all pre-cast manholes and cast-in-place manholes shall be constructed watertight by applying multiple coats of an approved MEL-ROLL LM or equal coating, not less than 60 Mills total dry film thickness.

Interior surfaces of all new manholes shall be coated and/or lined with a minimum of 125 Mils thick Sancon-100 or approved equal.

All lining/coating applications shall be in accordance with the manufacturers’ recommendations and as depicted in City Standard 925 S-2 Manhole Details.

2.6.2.4 Drop Manholes
Drop Manholes are subject to the approval of the City Engineer and shall be constructed in accordance with City Standard 925 S-9, Drop Manhole with Cleanout.

2.6.2.5 Manhole Covers
A. Manhole covers shall be cast iron in accordance with City Standard 925 S-7, Manhole Frame and Cover. Manhole covers shall have one (1) 1-inch diameter vent hole and one (1) pick hole.

B. Finished elevations of manhole rings and covers shall be set in relation to finished grades of the completed road surface or two (2)-inches above finished surrounding grade when outside the road is in developed areas and a minimum of three (3)-feet above surface in undeveloped areas. Four (4) concrete filled steel posts, four (4)-inches in diameter, four (4)-feet above ground level set in concrete (minimum two (2)-feet of post embedded in 30-inch deep, 12-inch diameter concrete below ground) and painted safety-yellow shall be installed around all manholes in undeveloped areas.

C. Temporary covers - All existing manhole covers shall be protected in place.

However, temporary manhole covers may be necessary. In these cases, the manhole shaft shall be left six (6)-inches (minimum) and 12-inches (maximum) below subgrade. Temporary covers shall be as approved by the City Engineer; a heavy metal plate, acceptable to the City Engineer, shall be provided to cover the Design Standards – Sewer Facilities
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manhole opening. Cleats shall be provided in at least four (4) points for the underside of the temporary cover to prevent the temporary cover from moving.

The cleats shall extend a minimum of three (3)-inches from the cover plate and shall be welded to the plate. All temporary covers weighing more than 90 pounds shall have appropriate lifting devices installed. Any disturbed or temporarily covered manhole shall be reset to grade within five (5) days in accordance with applicable City Standard 925 S-2 Manhole Details, or City Standard 925 S-8, Existing Manhole Connection, as applicable.

D. As approved by the City Engineer, manhole channel protection devices shall be installed before the temporary cover is placed on the shaft. For non-operational, non-functioning manholes, plywood may be cut to the shape and size of manhole base and placed over the channel. For live working manholes, manhole inserts as manufactured by Vortex Companies or equal shall be installed. Within five (5) days of the completion of final paving and or grading, each manhole shall be raised in accordance with City Standard 925 S-11 Sewer Manhole Adjustment and by the installation of grade rings, as necessary, per City Standard 925 S-12 Manhole Raising Rings and the installation of the permanent frame and cover assembly in accordance with City Standard 925 S-7, Manhole Frame and Cover.

Manhole protection devices shall be removed from the manhole when the permanent frame and cover assembly are installed.

2.6.2.6 Odor Control
When required by the City, odor-causing manholes shall be provided with manhole odor control units. A compact, modular canister designed to fit existing round manholes as manufactured by Calgon Carbon Corporation, “SweetStreet Odor Control Unit” or equal shall be installed in the manhole(s). The canister shall be supplied with a high activity, chemically treated activated-carbon specifically designed for use in odor applications. Two (2) bags of replacement activated-carbon shall be supplied with each installation.

2.6.2.7 Protection
Where work involves tying into a manhole that is in active use, proper protection shall be provided to prevent construction debris from being introduced into the active sewers. Inlet plugs or other suitable protection shall be used in the active manhole before beginning manhole modifications or sewer cleaning. The developer and/or Contractor will be held responsible for sewer lines and structures fouled or damaged as a result of new construction. All costs associated with restoring fouled or damaged sewer lines and structures shall be borne by the developer and/or Contractor.

2.6.2.8 Manhole Warning Signs
The entrance to every new manhole shall be fitted with a plastic warning sign, located 12 inches below the top of the manhole frame, with the inscriptions “ CAUTION – VENTILATE BEFORE ENTERING” in letters no smaller than ½ -inch in height. The Design Standards – Sewer Facilities
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sign shall be attached to the concrete with four Type 316 stainless steel screws and anchors. Signs shall be manufactured by W.EH. Brady Company: Seton Nameplate Corporation, or equal.

2.6.3 Cleanouts
Use of cleanouts as shown in the City Standard 925 S-18, Lateral Cleanout Detail shall be limited to the following instances unless approved in writing by the City Engineer:

A. Two (2) feet outside of serviced building (building cleanout).

B. Abrupt changes in horizontal and vertical alignments and junctions of laterals.

C. At the upstream end of short sections of private sewer main less than 250-feet in length and which will be extended within three (3) months.

D. On a lateral where the overflow level of the lowest wastewater fixture in the building is below the rim elevation of the uphill sewer manhole on the main line. In this situation, the rim elevation of the cleanout installed at the property line shall be at least six (6)- inches below the overflow elevation of the lowest wastewater fixture on the lateral. A sewer backflow device is required on the lateral per Section 2.8 Backflow Devices and City Standard 925 S-23, Sewer Backflow Device.

E. Special instances such as on a sewer lateral to a single-family residential lot where the dwelling unit is set back more than 100 feet from the property line, where there is a large slope up to the building pad from the property line and a grade change in the lateral is necessary, or where the sewer lateral enters the rear of the lot from a public right-of-way.

F. Maximum spacing between cleanouts shall not exceed 100 feet.

2.6.4 Grease, Sand, and Oil Interceptors and Sampling/Monitoring Manholes Installation of grease, sand, and oil interceptors, sampling/monitoring manholes, and/or manholes on industrial and commercial buildings are subject to the rules and regulations of the City FOG Control Program, Standard Plans and Standard Specifications. All industrial and commercial units shall have installed on the building sewer a manhole per City Standard 925 S-25 Sampling/Monitoring Manhole.

2.7 Existing Sewer

2.7.1 Connections
Connections to existing sewer shall be accomplished per Section 2.6.2 Manholes and the following, unless otherwise approved by the City Engineer:

A. Connect new mains to existing mains at existing manholes or by constructing a new manhole at the point of connection.

B. Where an existing sewer main is to be extended, remove the existing plug, cleanout, or rodding inlet and install a manhole. The main may be extended without installation of a structure only if it is on the same line and grade, the pipe size and material are the same, and the manhole spacing is as required.

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C. Where laterals are the same size as the main, connection must be made with a manhole. Use a cut in wye per City Standard 925 S-17, Cut In Wye Connection, for all other lateral connections.

D. For lateral connections to existing mains, a cut in wye shall be used. Saddles shall not be allowed. There shall be nothing in this construction that protrudes past the inside wall of the sewer. For details, see City Standards:
• 925 S-16 Typical Lateral
• 925 S-17 Cut In Wye Connection
• 925 S-18 Lateral Cleanout Detail

2.7.2 Cesspools, Seepage Pits or Septic Tanks
A person shall not connect or cause to be connected, either temporarily or permanently, any cesspool, seepage pit or septic tank to any main sewer or building sewer leading to any City main or any lateral sewers. Material from any cesspool or septic tank shall not be discharged during pumping into a building sewer leading to any City main or lateral sewers.

Demolition of cesspools or septic tanks shall be done in accordance with, but not limited to, the requirements of the Uniform Plumbing Code.

2.8 Backflow Devices
Sewers shall be designed to preclude the backflow of sewage into laterals. A backflow device shall be installed in any lateral where the lowest floor elevation containing plumbing fixtures is less than one foot above the rim of the nearest upstream manhole. Where required, a sewer backflow device shall be installed per City Standard 925 S-23, Sewer Backflow Device.

The device must be installed in a vault for easy access and proper maintenance. The vault shall be visible from the public right-of-way. The property owner shall be responsible for the installation and maintenance of the sewer backflow device and vault. The location of the backflow device shall be shown on the precise grading and improvement plans.

2.9 Private Sewer Systems
All plans submitted for review and approval for commercial/industrial developments and residential developments with private sewer systems shall show and call out as “PRIVATE” in the plan view, main line profile, and detail sheets of private onsite sewer systems. The private sewer systems shall be planned, designed, and constructed to the same standards as the City’s public sewer system.

Sewer pump stations on private property shall be designed, administered, and inspected by the City or its designated representative. The private property owner shall be responsible for all costs associated with such design, administration, and inspection.

Each site shall be reviewed on an individual basis at the time plans are submitted. As a condition of service, the City shall require the property owner to enter into an agreement with the City acknowledging that the onsite facilities are private and shall be properly maintained according to industry standards and the State Water Resources Control Board’s General Waste Discharge Requirements 2006-0003. The property owner shall further agree to hold the City harmless from any claims on the design, maintenance and operation of the private onsite systems. The property Design Standards – Sewer Facilities
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owner shall prepare an Overflow Emergency Response Plan and a Preventative Maintenance Plan as required by Order No. 2006-0003 and submit it to the City for approval.

All onsite sewer collection systems for commercial/industrial and residential developments shall be private and shall be owned, operated and maintained by the property owner up to the connecting manhole for commercial/industrial (refer to Section 2.6.2.1 - Locations), and the wye on the City’s sewer line in a public street or easement for residential. A sampling/monitoring manhole shall be installed at the private side of the property line in accordance with City Standard 925 S-25, Sampling/Monitoring Manhole. Each onsite building shall have an individual sewer lateral with a sampling/monitoring manhole. All laterals from a building shall be connected to the main lateral upstream of the monitoring manhole for that building. No lateral connections are to be made downstream of the monitoring manhole.

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3 INSTALLATION

3.1 Installation Requirements

3.1.1 Pipe Bedding, Trench Backfill and Roadway Repair
Pipe bedding shall comply with City Standard 925 S-14, Pipe Bedding for Gravity Pipe and City Standard 925 S-15, Pipe Bedding for Pressure Pipe.

Contractor’s failure to comply with SSPWC 306-4 Shoring and Bracing is cause for stop work orders until compliance is met.

The Contractor shall provide and maintain at all times during construction, means and devices with which to promptly remove and properly dispose of all water from any source entering the excavations or other parts of the work.

3.1.2 Trench Subgrade
The trench subgrade shall be undisturbed native material. Where ground water or other unstable conditions exist and the native material cannot support the pipe, additional excavation shall be required.

3.1.3 Pipe Bedding
The bottom of the trench shall be leveled by hand to the grade to which pipe is to be laid utilizing a minimum four (4)-inch compacted depth of pipe bedding material or as specified in the contract documents. Before each section of pipe is laid, the grade shall be checked with a laser line and irregularities found shall be corrected. The pipe bedding shall form a continuous and uniformly compacted bearing and support for the pipe to solid and undisturbed ground. Refer to City Standard 925 S-14, Pipe Bedding for Gravity Pipe and City Standard 925 S-15, Pipe Bedding for Pressure Pipe, for details.

3.1.4 Pipe Slope
All gravity sewer pipe shall be laid to the line and grade shown on the plans and per SSPWC 306-7.4.2 Installation of VCP Pipe or SSPWC 306-7.7.2, Installation of PVC Pipe as applicable, with a maximum allowable tolerance of 0.01 foot at the invert. The Contractor shall continuously check the grade of the pipe being installed through the use of an approved laser line.

3.1.5 Pipe Zone
The specified bedding material above, around, and below the pipe shall be as depicted in City Standard 925 S-14, Pipe Bedding for Gravity Pipe and City Standard 925 S-15, Pipe Bedding for Pressure Pipe, unless otherwise directed by the City Engineer.

3.1.6 Tracer Wire for Non-Metallic Pressure Pipelines
Copper tracer wire shall be installed with all non-metallic pressure pipelines just below the horizontal centerline of the pipe, for the purpose of providing a continuous signal path for Design Standards – Sewer Facilities
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electronic pipe locators used to determine pipe alignment after installation. The copper wire shall be #12 Copper AWG, with HMWPE insulation and shall be rated for direct burial use at 30 volts. The wire shall be electrically continuous throughout the entire piping system including adjoining assemblies, such as air and vacuum assemblies where the wire shall be extended up the riser. All splices shall be made with a UL approved splice kit for underground applications. The tracer wire shall be APWA color-coded and a “Copperhead SnakePit” magnetized tracer box access point or equal shall be installed at each end. The tracer wire shall be attached to the pipe at 10-foot maximum intervals with plastic adhesive tape. Backfill shall be of a granular material SE 75 or better. The Contractor shall consider the supply, installation and testing of the “Non-Metallic Pressure Pipeline Tracer Wire” as incidental to all construction of non-metallic pressure pipelines.

3.1.7 Over-excavation
If excessively wet, soft, spongy, unstable, or similarly unsuitable material is encountered at the surface upon which the bedding material is to be placed, the unsuitable material shall be removed to a depth as determined in the field by a California Registered Geotechnical Engineer and replaced with suitable approved crushed rock or granular material wrapped in Mirafi 140 or approved equal. Minimum depth of removal shall be two (2)-feet.

3.1.8 Groundwater
Work shall not be commenced on sewer construction in an area having a subsurface water level less than two (2)-feet below sewer invert, until sufficient pumping equipment is available on the job to keep the excavation dewatered.

The dewatering system shall be designed with recommendations by a California Registered Geotechnical Engineer or Geologist to eliminate the possibility of damage to structures and property. The design shall be signed, sealed, and submitted (by a California Registered Geotechnical Engineer or Geologist) to the City a minimum of two (2) weeks prior to start of the dewatering work. City’s approval of the system shall be for general conformance. The Contractor shall remain fully responsible for obtaining and/or for the compliance of all discharge permits, all proper operation of the dewatering system, and any damage resulting from its failure in any manner. Discharging to sewers and/or to storm drain systems requires written approval from the City and shall adhere to requirement of the City’s NPDES Permit and Statewide General Waste Discharge Requirements (Order 2006-0003).

Sufficient dewatering equipment, including spare pumps shall be maintained at the job site to keep the excavation dewatered.

3.1.9 Compaction Testing
Trench backfill shall be tested at one (1) passing test for each three (3)-feet of fill and 100- LF of trench (e.g. 12-feet to 15-feet depth class shall require three to five (3-5) tests per 100-LF or as directed by a California Registered Geotechnical Engineer. Passing test shall meet the requirements for trench compaction in that segment of trench backfill. All sampling and testing shall be performed by an independent testing laboratory. Sampling locations shall be as determined by the City Engineer or her/his designee.

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3.1.10 Abandonment of Pipes and Appurtenances
Existing pipes, when required by the plans or specifications to be abandoned, shall be removed from service by one of the following methods as determined by the City Engineer or her/his designee:
• Pipes four (4)-inches and smaller may be cut and plugged with 560-C-3250 concrete at intervals not longer than 100-feet (six (6)-inches minimum plug) • Pipes six (6)-inches and larger shall be either:

1. Removed from the ground, in which case all backfill and repair of surface shall be in accordance with applicable portions of these specifications.

2. Completely filled with controlled low strength material (150 psi) by pumping.

3. Removed pipe shall be legally disposed-of by the Contractor.

Lateral sewers shall be capped to the satisfaction of the City Engineer. Cap locations shall be marked by a two (2)-inches x four (4)-inches x five (5)-feet stake, painted orange, extending one (1)-foot above finish grade and curb shall be marked according to Section 2.3.1.3 Building Sewers Service Laterals.

Below grade structures (including manholes) shall be removed to a minimum depth of six (6)-feet below finish grade in general conformity with City Standard 925 S-13, Abandonment of Existing Manhole. The resulting cavity shall be filled with approved material and compacted to the satisfaction of the City Engineer.

3.1.11 Trenchless Rehabilitation of Building Sewers

3.1.11.1 General
Cured in place lateral lining is a trenchless sewer rehabilitation method system by which a flexible fabric tube is impregnated with an approved thermosetting resin and inserted into a damaged sewer lateral. Once inserted and properly aligned, the liner is inverted using an approved hydrostatic head system. The inversion process forces the resin coated side of the tube to be forced out against the existing pipe wall. The process is completed once the liner has fully inverted to the City-maintained sewer main, stopping just short of the lateral connection. A calibration tube is then inverted inside the liner. The calibration tube that is sealed at the sewer main is pressurized to secure the liner against the existing host pipe until the liner is fully cured. At no time shall the calibration tube lose air pressure and be re-pressurized during the inversion process. After the liner is fully cured, the calibration tube is removed.

The newly rehabilitated sewer lateral shall be CCTV inspected per Section 4.1.3 CCTV Inspection, for the property owner’s and City Inspector’s approval. The City’s mainline shall also be CCTV-inspected per Section 4.1.3 CCTV Inspection for submittal to the City.

All debris shall be removed from the lateral and not be allowed to enter the City’s sewer main.

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3.1.11.2 Qualifications
The Contractor shall be licensed by the trenchless pipe rehabilitation system manufacturer as an installer of their system and shall have at least three (5) years working experience with their lining system and a minimum of five (5) successful installations. Personnel directly involved with installing the liner shall receive training in the proper methods for handling and installing the liner and its equipment. All training shall be performed by a qualified representative of the manufacturer.

The Contractor shall hold sole liability in any legal action resulting from patent infringements.

3.1.11.3 Submittals
The Contractor shall submit the following to the City:

1. A valid license and proof of worker-training issued by the trenchless pipe rehabilitation system manufacturer.

2. Shop drawings, catalog data, and manufacturer’s technical data showing complete information on material composition, physical properties, and dimensions of new pipe and fittings. Include manufacturer’s recommendations for handling, storage, and repair of damaged pipe and fittings.

3. Method of construction and materials used, including detailed drawings and written descriptions of the entire construction procedure, installation of liner, connection to existing pipe and bypass pumping (if required).

3.1.11.4 Materials
The liner tube will consist of fiberglass scrim reinforcement and needled felt. Liner tubes made from non-woven or braided felt will not be accepted. The liner tube will be fabricated together using a thermo-bond sealing process. The liner tube will be capable of carrying the required amount of resin and capable of withstanding installation pressures and curing temperatures. The liner tube will be lined on one side with a translucent impermeable polyvinylchloride (PVC) waterproof coating. This coating will be on the inner lateral lined pipe after curing is completed. The coating shall provide a smooth seamless inner wall. For liner installations that span a change in pipe diameter, the liner tube shall be designed to maintain the existing pipe diameters and provide smooth transition between the two.

The resin shall be an approved epoxy resin and catalyst system designed for lateral lining installations.

The liner tube and resin will, upon installation, meet and/or exceed minimum testing standards as required by ASTM, IAPMO, and ANSI/NSF. Third party proof of meeting these requirements shall be submitted to the City. The materials must have ANSI/NSF Standard-14 and IAPMO certified for small diameter pipe lining. The felt liner tube must have NSF Standard 14 denoted on the tube.

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The Cured-In-Place lateral lining system shall satisfy the following ASTM standards:

D-790, D-638, D-695, and D-543.

3.1.11.5 Delivery, Storage and Handling
The liner materials and associated fittings shall be handled, transported, and stored as recommended by the manufacturer to prevent damage. If the new liner materials and fittings become damaged before or during installation, it shall be repaired as recommended by the manufacturer or replaced as required by the City Engineer at the Contractor’s expense. All materials to be used shall be used within the shelf life listed by the manufacturer.

3.1.11.6 Testing
Tests for compliance with this specification shall be made as specified herein and in accordance with the applicable ASTM Specifications. A certificate with this specification shall be furnished, upon request, by the manufacturer for all materials furnished under this specification.

3.1.11.7 Equipment
Pressure Launching System: The launching system shall be designed and manufactured to provide the required pressure without interruption for the entire inversion and curing process.

CCTV Inspection Equipment: All CCTV equipment to be used during the liner installation and inspection shall be OSHA approved. The CCTV equipment to be used in the inspection of the mainline sewer must be equipped with a pan and tilt lens for complete inspection of the end of the liner and the mainline/lateral connection. Contractors shall refer to Section 4.1.3 CCTV Inspection standards and procedures.

3.1.11.8 Permits
The Contractor must obtain all necessary permits and schedule inspections prior to any construction work. The required permits include, but are not limited to:

1. City Encroachment Permit, obtained from the City of Cypress Public Works Department, for all work conducted in the City’s right-of-way.

2. City of Cypress Business License

3. Orange County (County) Encroachment Permit, obtained from the County of Orange, for all work conducted in the County’s Right-of-Way.

Should any excavation be required, the Contractor must notify Underground Service Alert of Southern California, a.k.a. DIGALERT and locate all underground utilities prior to beginning any work. The Contractor shall verify that excavation and lining procedures will not interfere with or damage existing utilities.

Access pits shall be shored per all OSHA requirements.

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3.1.11.9 Construction Methods
The Contractor shall notify the property owner and/or current resident 24 hours in advance of the anticipated project start time. All wastewater generating appliances, such as toilets, sinks, dishwashers, laundry washers, etc. shall not be used during the liner installation and curing process. If wastewater generation cannot be interrupted during this time, a by-pass pumping system shall be set-up.

The lateral to be lined shall be thoroughly cleaned prior to liner installation. All sand, rocks, grit, grease, dirt, debris and roots shall be removed to permit proper installation. Prior to starting the cleaning operations, a trap shall be set in the downstream manhole to catch any debris cleaned from the lateral. This trap shall remain in place until the post rehabilitation inspection has been approved by the City.

After the lateral has been thoroughly cleaned, a color mini-CCTV camera shall be used to internally inspect the pipe. This inspection shall be recorded on a USB Drive for the property owner’s and City Inspector’s review and approval. The video inspection shall assess the interior condition of the lateral and confirm suitability for lining. This inspection must be performed within five (5) hours of the installation of the liner. Contractors shall refer to SSPWC 500-3.4 Closed Circuit Television (CCTV) Inspection, for CCTV inspection standards and procedures.

The resin-impregnated tube shall be handled and stored as per the manufacturer’s requirements until it is loaded into the pressure launching system. The launching system shall then be aligned with the host pipe for proper installation.

Should the resin-impregnated tube become dirty, contaminated or diluted during the transport, storage or loading procedures, the tube shall be discarded and a new one used.

The liner tube shall then be inverted using the approved pressure system as recommended by the manufacturer. The inversion process shall continue until the liner reaches the City-maintained sewer line or the entire liner has been inverted. At no time shall the liner extend into the City’s sewer line. The liner shall fit tightly against the host pipe, bridging gaps and defects and leaving no annular space. After complete liner inversion, the liner will be open at the end and a calibration tube will be inverted inside of the liner tube to ensure that the liner will fit tightly in the host pipe. The calibration tube will remain pressurized in the lateral until the liner is completely cured as recommended by the manufacturer.

Once the curing process has ended, the calibration tube shall be removed, and the liner shall be prepared for testing and CCTV inspection.

3.1.11.10 Inspection
The Contractor must obtain all necessary permits and schedule an inspection prior to starting construction. Starting work before a permit is obtained or without a permit is subject to a fine and the Contractor may be banned from performing future work in the City.

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The newly installed liner shall be tested according to City’s Building requirements.

The inspection shall show the liner to be free of protrusions, gashes, blisters, abrasions and shall provide a smooth, seamless and continuous lined pipe from entry point to the end of the liner. Should the liner span include a change in diameter, the liner shall provide for a smooth transition between diameters. This inspection shall be recorded for review by the City. Any defects observed shall be replaced at no cost to the property owner or the City. A copy of this inspection shall be submitted to the property owner.

Following the internal inspection of the lined lateral, the Contractor shall CCTV inspect the City’s mainline sewer. This inspection shall be recorded on a USB Drive for the City Inspector’s review and approval. This inspection shall show that no liner or associated materials are protruding into or have been deposited in the City’s line.

The camera shall pan into and around the mainline/lateral connection. Should the inspection show any foreign materials in the City’s sewer, such shall be removed immediately. All materials shall be removed at the next downstream manhole using a trap or vacuum truck. A copy of the recording shall be reviewed by the City’s inspector.

Upon passing the required tests and inspections, all open or disconnected pipes shall be joined to the existing lateral pipes using a coupling device approved by the City.

The new connection shall not compromise the structural stability or previous rehabilitation efforts in the mainline sewer serving the lateral.

After all connections are made and inspected by the appropriate inspectors, any access pits shall be filled per all applicable standards.

All pipe connections made must be inspected prior to backfilling and resurfacing.

Photographs will not be accepted in lieu of inspection.

3.1.12 Jacking and Boring Steel Casing and Installation of Carrier Pipe

3.1.12.1 General
The Contractor shall comply with the lawful requirements of the State of California, Department of Transportation, California Division of Industrial Safety, California Regional Water Quality Control Board, City of Cypress, the County of Orange and other public agencies, railway companies, public utilities or other facilities with respect to safeguarding traffic and other improvements which might be endangered by the jacking and boring operations. The approach trenches in public streets shall only be permitted to remain open when the work is in progress.

The Contractor shall comply with the following Specifications, Codes and Standards however, not limited to:
• ASTM A 283 Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates
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• ASTM A1011 Standard Specification for Steel, Sheet and Strip, Hot Rolled, Carbon, Structural, High Strength Low-Alloy, High-Strength with Improved Formability, and Ultra-High Strength
• ANSI/AWS D1.1 Structural Welding Code - Steel
• SSPWC 307-1 Jacking Operations
• SSPWC 307-2 Tunneling Operations
• Government Code, Sections 4216 - 4216.9 Regional Notification Center System
• Title 8, California Code of Regulations, Sections 1539 – 1549 Excavations • City Standard Specifications and City Standard 925 S-22, Steel Casing Pipe

3.1.12.2 Qualifications
All jacking, boring and/or tunneling shall be done by a qualified Contractor with at least five (5) years of experience, with a minimum of five (5) projects involving work of a similar nature.

All Welding shall be by Certified Welders, as depicted in ANSI/AWS D1.1.

Certification shall be by an Independent Local, approved testing agency and not more than six (6) months prior to commencing work.

3.1.12.3 Submittals
Shop Drawings:
• The Contractor, prior to beginning any trench or structure excavation more than five (5)-feet deep or the possibilities of soil movement at shallower depths, shall submit detailed drawings to the California Registered Geotechnical Engineer and shall be in receipt of the California Registered Geotechnical Engineer’s written acceptance of the Contractor’s detailed drawings showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. The Contractor’s attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative systems plans shall be prepared by a Civil or Structural Engineer licensed in the State of California.
• Casing installation schedules, which shall include schedules of excavation, pipeline installation, and backfill operations.
• Material list including diameter, thickness, and class of steel casing, method of fabrication and detail of field joints.
• Detailed locations and sizes of all jacking and boring, and receiving pits. • Detailed drawing and description of the jacking head.

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• The method of transporting the pipe in the casing and the method of "tugging" the pipe into the joints.
• Details of bracing to prevent the carrier pipe from shifting or floating during the installation of the grout. Include full details of proposed tunnel supports including connections, longitudinal and transverse bracing, foot blocks and metal skids, the proposed method of backpacking tunnel supports, location of grout connection holes and other pertinent details.
• All permits associated with the jacking and boring operations. • Certifications, certified affidavit of compliance for all pipe and other products or materials furnished, including physical and chemical properties of all steel.

3.1.12.4 Steel Casing Pipe
Steel casing shall be welded steel pipe with a minimum inside diameter of 24-inch and wall thickness not less than 0.5-inch, unless otherwise directed by the City Engineer.

All steel casing pipe shall conform to ANSI/AWWA C200, subject to the following supplemental requirements:

They shall be furnished complete with full circumference welded joint ends and standard two (2)-inch diameter couplings (threaded inside) welded to casing pipe which will be used for pressure grouting the exterior of the casing pipe as shown on City Standard 925 S-22, Steel Casing Pipe. The jacking head will be constructed to prevent advancement of the auger ahead of the leading edge of the steel casing pipe.

3.1.12.5 Exterior Grouting
Immediately after completion of the jacking or boring operations, the Contractor shall inject grout through the grout connections in such a manner as to completely fill all voids outside the casing pipe resulting from the jacking or boring operations. Grout pressure shall be controlled so as to avoid deformation of the steel casing and avoid movement of the surrounding ground. After completion of the grouting operations, the Contractor shall close the grout connections with cast-iron or galvanized steel threaded plugs.

Grout shall consist of one (1)-part Portland cement, three (3)-parts sand, and the minimum amount of water necessary to obtain the desired consistency and all grout mixtures shall contain two (2) percent of bentonite by weight of the cement. Portland cement, water and sand shall conform to the applicable requirements of the SSPWC, except the sand to be used shall be of such fineness that 100 percent will pass a Standard No.8 sieve and at least 45 percent, by weight, will pass a Standard No.40 sieve. Bentonite shall be commercial processed powdered bentonite, Wyoming-type.

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3.1.12.6 Carrier Pipe
Sewer carrier pipe shall be Extra Strength Vitrified Clay Pipe (VCP) with no bells, 40 mil Ceramic Epoxy Lined Ductile Iron Pipe (DIP) or PVC SDR 26, as approved by the City Engineer.

Carrier pipe shall be installed to the line and grade shown on the Contract Documents.

The carrier pipe shall be supported in a center restraint position by Stainless Steel casing spacers, as manufactured by Cascade Waterworks Mfg. or equal. Spacers shall be placed at intervals recommended by the spacer manufacturer and as directed by the City Engineer.

All carrier pipe joints within the casing shall be restrained type, as approved by the City Engineer.

Prior to interior grouting, the sewer carrier pipe shall pass a successful test for leakage as described in Section 4.1.7 Manhole Leakage Tests.

3.1.12.7 Interior Grouting
After the carrier pipe has been installed in the casing and successfully tested, unless otherwise directed by the City Engineer, the intervening annular space shall be filled with a lean grout under pressure. Sand will not be permitted for such backfilling. In order to ensure that all air escapes from the space is filled, and said space is completely filled with grout, the annular space shall be tightly bulkheaded at each end and suitable riser pipes installed there, connected with the top of the tunnel/bore.

Grout shall consist of one (1)-part Portland cement, three (3)-parts sand, and the minimum amount of water necessary to obtain the desired consistency. Portland cement, water and sand shall conform to the applicable requirements of the SSPWC, except the sand to be used shall be of such fineness that 100 percent will pass a Standard No. 8 sieve and at least 45 percent, by weight, will pass a Standard No. 40 sieve.

3.1.12.8 Permits
The Contractor shall secure all necessary permits, including Cal OSHA, Caltrans, County and City permits, for start and prosecution of jacking and boring construction, including drilling or blasting permits if rock is encountered. All work shall conform to the necessary permits, current specifications, and other applicable requirements.

Where any permit requirements exceed the requirements of this Section, the permit requirements shall govern.

3.1.12.9 Construction Methods
• The Contractor shall be responsible for maintaining the specified line and grade, and for preventing settlement of overlying structures, or other damage due to the Design Standards – Sewer Facilities
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jacking and boring operations, as determined by the City or owner of the property over the tunnel.
• All tunnel supports shall comply with the requirements of Tunnel Safety Orders of the State of California, Department of Industrial Relations. • The Contractor shall notify “DIGALERT” two (2) working-days prior to beginning excavation, tunneling or boring operations.

3.1.12.10 Inspection
The Contractor must obtain all necessary permits and schedule inspection prior to starting construction. Starting work before a permit is obtained or without a permit is subject to a fine and the Contractor may be banned from performing future work in the City.

All materials, line, grade, pipe connections, leakage testing and grouting performed/made must be inspected prior to backfilling and resurfacing. Photographs will not be accepted in lieu of inspection.

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4 INSPECTION AND TESTING

4.1 Sewers

4.1.1 General
All work done shall be subject to inspection by and shall meet the approval of the City Engineer or her/his representative.

All necessary permits must be issued before any inspection is conducted.

All leakage tests and all post-installation Closed Circuit Television (CCTV) inspections shall be completed and approved prior to placing of permanent resurfacing.

All testing shall be performed in the presence of the City Engineer or her/his representative.

All tests shall be conducted at no expense to the City. The Contractor shall provide all equipment and personnel for the tests. The Contractor shall be required, at the Contractor’s expense, to locate and repair any sections failing to pass the tests and re-test the section (manhole to manhole).

Calls for inspection shall be made with the City Inspector, Monday - Friday, excluding holidays. A three (3) working-day notice shall be given for inspections and tests.

4.1.2 Testing and Final Acceptability of Material
The City Engineer will require such tests and certifications as deemed necessary to confirm that the specified materials are being used on the work. Notwithstanding prior factory or yard inspections, the City Engineer will have the right to reject any damaged or defective materials found on the job which, in her/his opinion, will affect the durability of the installation, and the City Engineer or her/his representative may order its removal from the site.

4.1.3 CCTV Inspection
The Contractor shall perform Closed Circuit Television inspection (CCTV) of all gravity sewers and manholes to determine alignment, grade, and damaged or defective pipe in place; after the pipe has been installed, backfilled and compacted to grade, tested for leakage, manholes raised to grade, but prior to final resurfacing, from manhole to manhole.

The CCTV inspection shall be recorded on a USB Drive and recording procedures shall conform to the requirements of SSPWC 500-3.4 Closed Circuit Television (CCTV) Inspection, for CCTV inspection standards and procedure, except that the maximum speed shall be 15-feet per minute. The recording shall play on standard computers with standard media software, or Contractor shall provide viewing software. The recording shall continuously display the following on-screen data: contract number, project name, date, time, distance (in feet) from the insertion manhole, manhole and pipeline identification codes and operator’s name and CCTV firm name.

Two copies of the recordings shall be submitted within two (2) days of the CCTV inspection to the City for review and approval. CCTV recording shall be performed first with the pipe dry, and then immediately following clean water flowing in the pipe to clearly indicate vertical misalignments, sags, or other defects. Should CCTV inspection indicate any faulty Design Standards – Sewer Facilities
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installation of the pipe, repairs or replacement shall be made at the Contractor’s expense by a method approved by the City. Repaired and/or replaced pipe and/or segments shall be retested and re-inspected through CCTV at no additional cost to the City, until final acceptance is granted. Any sag greater than one (1) 0.25-inch in 100-feet of pipe reach shall be considered excessive, and the pipe shall be removed and reinstalled to proper grade.

4.1.4 Gravity Pipe Leakage Tests
All gravity sewer pipes and service laterals shall be tested in the presence of the City Inspector for exfiltration and/or infiltration prior to placement of permanent pavement/resurfacing.
• All leakage tests shall be in conformance with SSPWC 306-7.8.2, Test Requirements. • Water exfiltration test shall be in conformance with SSPWC 306-7.8.2.2 Water Exfiltration Test.
• Water infiltration test shall be in conformance with SSPWC 306-7.8.2.3 Water Infiltration Test.
• Air pressure test shall be in conformance with SSPWC 306-7.8.2.4 Air Pressure Test. • City Standard 925 S-19, Gravity Pipe Field Closure.

4.1.5 Deflection Test for Plastic Pipe and Fittings
In addition to hydrostatic or air testing, all plastic pipe sewers shall be tested for maximum allowable deflection and/or obstructions after the trench backfill and compaction has been completed, and prior to the placement of permanent asphalt. The test shall be conducted by pulling an approved solid pointed mandrel through the completed pipeline. The diameter of the mandrel shall be per the SSPWC 306-7.8.3, Maximum Allowable Barrel Deflection Testing for Plastic Sewer and Storm Drain Pipe, unless otherwise specified by the City Engineer. Testing shall be conducted on a manhole-to-manhole basis and shall be done after the line has been completely flushed-out with water.

Calls for inspection shall be made with the City Inspector, Monday - Friday, excluding holidays. A three (3) working day notice shall be given for inspections and tests.

4.1.6 Force Main Pipe Leakage Tests
All force mains shall be subject to a hydrostatic pressure test according its applicable AWWA specification:
• AWWA C 600, Installation of Ductile Iron Mains and their Appurtenances (DIP) • AWWA C 605 Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water

4.1.7 Manhole Leakage Tests
Leakage tests shall be made and observed by the City Inspector or his/her representative on each manhole. The test shall be the exfiltration test made as described below:

1. After the manhole has been assembled in place, all lifting holes and those exterior joints (only) within two (2)-feet of the ground surface shall be filled and pointed with Design Standards – Sewer Facilities
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an approved non-shrinking mortar. If the groundwater table has been allowed to rise above the bottom of the manhole, it shall be lowered for the duration of the test. All pipes and other openings into the manhole shall be suitably plugged and the plugs shall be braced and secured in place to prevent movement.

2. The manhole shall then be filled with water to the top of the cone section. If the excavation has not been backfilled and observation indicates no visible leakage (that is, no water visibly moving down the surface of the manhole) at the end of 24 hours, the manhole may be considered to be satisfactorily watertight. If the test, as described above, is determined unsatisfactory by the City Inspector or if the manhole excavation has been backfilled, the test shall be discontinued. A period of time may be permitted if the Contractor so wishes, to allow for absorption. At the end of this period, the manhole shall be refilled to the top of the cone, if necessary, and the measuring time of at least eight (8) hours initiated. At the end of the test period, the manhole shall be refilled to the top of the cone, measuring the volume of water added. This amount shall be extrapolated to a 24-hour rate and the leakage determined on the basis of depth. The leakage for each manhole shall not exceed one (1) gallon per vertical foot for a 24-hour period. If the manhole fails this requirement, but the leakage does not exceed three (3) gallons per vertical feet per day, repairs by approved methods may be made as directed by the City to bring the leakage within the allowable rate of one (1) gallon per foot per day. Leakage due to a defective section or joint or exceeding the three (3) gallon per vertical foot per day shall be the cause for the rejection of the manhole. It shall be the Contractor’s responsibility to uncover the manhole as necessary and to disassemble, reconstruct or replace it as directed by the City Engineer. The manhole shall then be retested and, if satisfactory, interior joints shall be filled and pointed.

3. Adjustment in the leakage allowance will be made for unknown causes such as leaking plugs, absorptions, etc., i.e., it will be assumed that all loss of water during the test is a result of leaks through the joints or through the concrete. Furthermore, the Contractor shall take all steps necessary to assure the City Inspector that the water table is below the bottom of the manhole throughout the test.

4. If the groundwater table is above the highest joint in the manhole, and if there is no leakage into the manhole as determined by the Engineer, such a test can be used to evaluate the watertightness of the manhole. However, if the City Engineer is not satisfied, the Contractor shall lower the water table and carry out the test as described above.

5. No leakage shall be allowed for lined manholes.

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5 STANDARD NOTES

5.1 Standard Sewer Notes
The following notes must appear on the plans under Standard Sewer Notes:

1. City of Cypress, Public Works Department 5275 Orange Avenue, California 90630.

2. The sewer Contractor shall have a copy of the Project Plans and Specifications, as well as the City’s Standard Specifications on the job site.

3. The Contractor shall obtain a City and/or County (and/or State) permit for work that encroaches within public right-of-way.

4. The sewer system shall be constructed in accordance with the City’s Standard Specifications.

5. The Public Works Office shall be called for inspection five (5) working-days before start of work and three (3) working-days prior to any request for inspection.

6. A pre-construction conference shall be held three (3) filled before starting construction work.

7. The Contractor shall expose all join points to the existing sewer system for verification of location and elevation before construction.

8. Stations shown as 1+00.00 are sewer stations and are independent of all other stations.

9. All laterals shall be staked by a surveyor before trenching, and a complete set of cut sheets shall be supplied to the Contractor and the City’s Inspector.

10. All pavement removals shall be saw-cut.

11. Vertical trench shoring shall conform with the orders of the State of California, Division of Occupational Safety and Health (CAL/OSHA)

12. The City Inspector shall be responsible for the inspection of the sewer collection system and lateral sewers to the property line and the lateral sewers from the property line to the building clean-out.

13. All sewer lines shall be cleaned, either balled or jetted, in the presence of the City Inspector before completion of all leakage tests.

14. Pipeline leakage tests shall be made in the presence of the City Inspector, only after backfilling has been completed, compaction tests on backfill have been made, and the backfill has been accepted by the City Inspector.

15. All sewer main lines shall be inspected using a Closed-Circuit Television (CCTV) system.

Two (2) recordings shall be made of the inspection on a USB Drive in accordance with the City Design Standards-Sewer Facilities, Section 4.1.3 CCTV Inspection.

16. The Contractor shall provide the City with an as-built set of job prints with tie-down measurements for all wyes, laterals, and manholes before final acceptance.

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17. The Developer’s engineer, signing the plans, shall furnish the City with a set of as-built mylars of the sewer plan before final acceptance.

18. Curbs or pavement surfaces in alleys where sewer laterals exist shall be inscribed with an “S” indicating locations of all sewer laterals.

19. Curbs shall be inscribed with ties for all manhole locations.

Add the following note to plans having on-site work that will be dedicated to the City:

Trench backfill shall be compacted to a minimum of 90 percent relative density as determined by the five-layer test method (California 216G). Tests will be required every 100-feet horizontal and three (3)-feet vertical of trench or as determined by the City Inspector. The Contractor shall submit written results of compaction testing to the City before acceptance. If in a dedicated street or a future street, compaction will be as required by governmental agency having jurisdiction, but no less than 90 percent relative compaction.

Add the following note to plans having a City sewer easement:

Sewer easement area dedicated to the City shall be designed, constructed and maintained to support imposed minimum loads of 80,000 pounds, have an allweather driving capability width and a minimum vertical clearance of 14-feet. All vegetation overhanging the easement shall be maintained by the property owner at all times as noted in Section 2.3.2 - Easements.

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6 SANITARY PUMP STATIONS
Private residential lift stations conveying wastewater flows to the City’s collection system, shall be inspected by the City, or its authorized representative. Sanitary lift stations shall be avoided and shall only be allowed upon special conditions that require their use with the written approval of the City Engineer.

6.1 General Requirements
The detailed design criteria for each sewer pump station will be established based upon the specific conditions of each installation on a case-by-case basis and documented in a preliminary design report (PDR). Sanitary lift stations shall be designed according to the following criteria:
• Unless otherwise approved by the City Engineer, the pump stations will consist of, but not be limited to, wet well, valve vault, electrical/equipment room, a minimum of two (2) submersible sewage pumps, guide rails, wet well access, discharge seal and elbow, motor control center, starters, programmable logic controller, integration with City’s Supervisory Control and Data Acquisition (SCADA) system, ultrasonic level indicators, float switches, permanent standby generator/automatic transfer switch, peak flow storage, air monitoring and ventilation system, and all other hardware necessary to make a complete working system per the City’s standards.
• It shall be possible to remove and replace the submersible pumps without dewatering the wet well or disconnecting the piping. Pumps shall be of the pull-up design, using a hoisting system for removals, as specified in Section 6.1.21 Pump Station Facility - Hoisting Equipment. • Each pump shall be connected to the fixed discharge piping with a self-locking coupling. Shaft seal failure or potential seal failure detection alarms shall be provided. • The pumps shall be either the recessed impeller or enclosed screw impeller type, as determined by the City Engineer.
• The pump and motor shall be suitable for continuous operation at full nameplate load while the motor is completely submerged, partially submerged, or totally non-submerged.

6.1.1 Standards and Codes
Sewer pump station designs shall be based upon current codes and standards, including but not limited to:
• Statewide General Waste Discharge Requirements for Sanitary Sewer Systems - covered under State Water Resources Control Board, Order No. 2006-0003-DWQ issued on May 2, 2006
• Hydraulic Institute (HI) Standards
• American National Standards Institute (ANSI) Standards • California Code of Regulations, Title 8: Industrial Relations, Division 1. Department of Industrial Relations, Chapter 4. Division of Industrial Safety, Subchapter 5.

Electrical Safety Orders
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• National Electrical Code (NEC)
• NFPA 820 - Standard for Fire Protection in Wastewater Treatment and Collection Facilities, Plants, Sewers and Ancillary Structures
• California Building Standards Code (Title 24)
• Uniform Building Code (UBC)
• Uniform Plumbing Code (UPC)
• Uniform Mechanical Code (UMC)
• California Fire Code (CFC)
• National Electrical Manufacturers Association (NEMA)
• American Society of Heating, Refrigerating, and Air-Conditioning Engineers (ASHRAE)
• Standard Specifications for Public Works Construction (SSPWC) – The “Greenbook”
• Standard Plans for Public Works Construction (SPPWC)
• California Occupational Safety and Health Administration (Cal-OSHA) Division 1.

Department of Industrial Relations, Chapter 4. Construction Safety Orders • American Water Works Association (AWWA)
• American Society for Testing and Materials (ASTM)

6.1.2 Design Flows and Heads
The pump stations shall be designed with two (2) or more pumps in a Lead, Lag, and Standby arrangement. Pump stations shall have a firm pumping capacity equaling the greater of:
• Tributary peak wet-weather flow
• Flow that will provide a minimum velocity of three (3)-fps in the force main The standby pump will have the same capacity as the largest pump in the pump station.

In selecting the capacity and operating characteristics of the pumps, the minimum, average, peak dry weather and peak wet weather flows, as well as wet well size and operating band, shall be considered. The selected design shall minimize pump cycling and odors.

The total dynamic head (TDH - the sum of static lift, velocity head, and frictional losses in the station piping, valving, and force main) shall be determined for all operating conditions, wet well and discharge point water surface elevations, and a range of frictional coefficients (Hazen-Williams C factors of 80 to 150).

Calculations documenting the determination of flows and head calculations shall be submitted along with pump curves and catalog information for the recommended pumps.

Prior to final acceptance, the design engineer shall obtain written verification from the recommended pump manufacturers that the selected pumps shall perform throughout their operating range as designed at the published efficiencies free from cavitation, vibration, and premature failure.

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6.1.3 Drivers
The pumps shall be driven by submersible motors. All motors shall be Factory Mutual (FM) or Underwriters Laboratories, Inc. (UL)-listed explosion-proof type. Motors operated by variable frequency drives (VFDs) shall be inverter duty motors. Nameplate horsepower shall be at least 20 percent greater than the maximum brake horsepower required within the operating range of the pump.

Pump stations with short force mains may be designed with constant speed pumps. Larger pump stations may require the use of VFDs. VFDs shall be provided with bypass contactors to operate the pumps at full speed.

The decision of the City Engineer shall be final as to the type of drive to be used.

6.1.4 Wet Wells
The wet well shall be sized to:
• Provide adequate submergence.
• Provide adequate Net Positive Suction Head Available (NPSHA). • Prevent frequent pump cycling.
• Provide emergency storage.

The provided submergence shall prevent formation of vortices and air being drawn into the pump. It shall also prevent cavitation. The minimum submergence shall be at least one (1)- foot greater than that required by the pump manufacturer.

The NPSHA shall be calculated as:

NPSHA = 2.24 (Pa-Pv)-Hl+Z
Where:

Pa = Atmospheric pressure (psia)
Pv = Vapor Pressure of liquid at the maximum expected temperature (use 0.59 psia) Hl = Friction and minor losses between the wet well and the pump suction flange in feet of liquid
Z = Difference in elevation between the minimum wet well water level and pump datum, in feet. Use the negative value (-) when the pump datum is higher than the minimum wet well water level
The minimum NPSHA shall be at least eight (8)-feet greater than the Net Positive Suction Head Required (NPSHR) by the selected pump for the maximum expected flow through the pump.

The wet well shall be sized to provide the storage capacity that will preclude exceeding the number of pump-starts per hour per Table 6.1:

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Table 6.1
Motor Cycling Pump-Starts
Motor
Horsepower (H)
Maximum
Number of
Starts per Hour
Minimum
Cycling Time
(Minutes)
Up to 20 6 10
25 to 50 4 15
60 to 75 3 20
100 and larger 2 30
Wet well bottom corners shall be sloped at 1:1 and slope to the suction pipe inlet to prevent the accumulation of debris on the wet well floor.

Influent pipe(s) shall not enter the wet well in a position which may cause pre-rotation of the flow into the pump suction, and turbulence in the wet well. The influent velocity into the wet well shall be no greater than three (3)-feet per second.

For large pump stations, a partition wall(s) with sluice gate(s) may be required to properly direct the flow towards the pump’s suction bell and also isolate a portion of the wet well for cleaning.

6.1.5 Wet Well Ventilation
The pump station wet well receives and stores wastewater before it is pumped to the force main. Corrosive and hazardous gases are normally present in the wet well. These gases can become a safety hazard to operating personnel or can cause corrosion of building materials and equipment in the wet well. In order to minimize accumulation of gases inside the wet well, the wet well shall be flushed with fresh air by an adequately sized ventilation system.

Ventilation rates shall be in accordance with:

1. NFPA 820 Fire Protection in Wastewater Treatment Plants

2. Occupational Health and Safety Administration (OSHA) Pump station wet wells are classified into the following two types depending on their use:

1. Accessible Wet Wells

2. Sealed Wet Wells

ACCESSIBLE WET WELLS
Wet wells which require routine access for maintenance shall be provided with adequate fresh air ventilation in order to provide a safe environment for maintenance personnel, to prevent accumulation of explosive gases, and to minimize corrosion of equipment installed in the wet well. The internal surfaces of the wet well shall be lined with PVC for corrosion protection.

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The following minimum ventilation criteria shall be used:

1. All accessible wet wells shall be provided with continuous ventilation of a minimum of 15 air changes per hour.

2. Where intermittent ventilation is required, the ventilation rate shall be at least 30 air changes per hour.

All electrical equipment and fans inside the accessible wet well shall be explosionproof designed and manufactured for Class I, Division I, Group D. All other design criteria shall be in accordance with NFPA 820 Fire Protection in Wastewater Treatment Plants.

SEALED WET WELLS
Sealed wet wells shall be designed to be low maintenance. The internal surfaces of the wet well shall be lined with PVC for corrosion protection.

Sealed wet wells shall be provided with static vents to accommodate air displacement due to the rise and fall of the water level in the wet well. The vent shall have a minimum diameter of one-half the diameter of the incoming sewer. The vent pipe shall be connected to the nearest sewer maintenance hole where possible. Where the pump station is located away from any sensitive area, vent pipe could be extended above the roof line with a minimum of 15 feet from any window or fresh air inlet.

All electrical equipment inside the sealed wet well shall be classified in accordance with NFPA 820, Fire Protection in Wastewater Treatment and Collection System Facilities.

6.1.6 Dry Wells
Dry well lift stations use pumps located in a dry area at the top of (or adjacent to) the wet well tank. Dry wells typically house pumps, valves, meters and other appurtenances. Dry well lift stations are typically smaller than wet well lift stations and have smaller storage and pumping capacities. The use of dry well pump stations will require the prior approval of the City.

Ventilation:

The dry well and equipment rooms shall be designed for a ventilation rate of at least 15 air changes per hour or ventilation rate equivalent to cool internal heat load from the equipment whichever is greater but not greater than 60 air changes per hour. The sensible cooling ventilation rate shall be calculated as follows:

H = cfm x 1.09 x t
where:

H = Internal heat gain from equipment, Btu per hour
cfm = Air flow, cu ft per minute
t = Change in internal temperature (degree in F). Use 10 degrees F for change in internal temperature as adequate for sensible cooling.

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Where a pump station is equipped with variable frequency drives (VFD), the VFD shall be installed in an air-conditioned room with 90 percent efficient outside air filters. VFD units are inherently sensitive to temperature, dust, moisture and other corrosive elements in the air.

For constant speed pump stations, the motor control center (MCC) and control rooms shall be equipped with a ventilation fan and 90 percent efficient outside air filters. Pump and equipment room air inlets shall be provided with 30 percent efficient outside air filters. All air filters shall be provided with differential pressure gages to indicate when the filters are clogged, and flow detection devices connected to alarm signaling systems to indicate ventilation system failure.

6.1.7 Emergency Storage
Emergency storage volume needed shall be evaluated for each pump station based upon the tributary area and expected ultimate wastewater flows. The minimum volume of emergency storage shall be 30 minutes of ultimate peak wet weather flow without surcharging the tributary collection system. The emergency storage volume may be provided in the wet well or in a separate adjacent PVC lined overflow structure.

Where possible, the invert of the overflow structure shall be higher than the low water elevation of the pump station wet well to allow gravity drainage of the stored sewage (in the overflow structure) to the wet well. There shall be a minimum of two (2) connecting pipes between the overflow structure and the wet well. The connecting pipes shall be equipped with flap gates on the wet well side. The floor of the overflow structure shall slope to the connecting pipes.

All overflow structures shall be equipped with an access hatch, and three 30-inch diameter maintenance access holes. A 2-1/2-inch water connection shall be provided near the overflow structure for use in periodic cleaning. The water supply connection shall have an approved reduced pressure principle backflow preventer installed prior to use.

The higher of the maximum storage level and overflow level shall be set at least one (1)- foot lower than the top of the lowest manhole in the system, basement or p-trap of the plumbing fixture connected to the system.

6.1.8 Valve Vault
Valve Vault shall be required to house the following:
• Isolations valves
• Check valves
• Magnetic flow meter
• Emergency bypass connection, four (4)-inch minimum with cam lock and isolation valve
• Sump for drainage to the wet well
The valve vault shall be sized to provide adequate space for maintenance of all equipment housed in it. It shall have a minimum of two (2) access ladders, and full opening traffic-rated cover with support beams as needed.

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6.1.9 Standby Equipment
All pump stations shall have standby equipment capable of handling the ultimate peak wet weather flow during a commercial power outage and/or with the largest unit out of service.

This criterion shall apply to all essential electrical and mechanical equipment including pumps/motors, fans, air compressors, and sump pumps.

There shall be a minimum of one standby main sewage pump equal in size to the largest duty main sewage pump in the station.

All pump stations shall have a permanent standby generator and an automatic transfer switch sized to start and operate all the sewage pumps needed for ultimate peak wet weather flow, sump pump, ventilation fans, lighting, instrumentation, controls, and telemetry, with voltage dip not to exceed 16 percent when starting any motor.

Generators shall be skid mounted, permanently anchored to the foundation, and housed in an acoustically insulated enclosure. Exhaust mufflers shall be super critical grade designed for noise level not to exceed the noise level allowed within each particular area.

Load banks sized for 80 percent of the generator capacity shall be provided. Load banks shall be mounted in the vicinity of the generator and protected with adequate enclosure suitable for the location as required by National Electrical Mechanical Association (NEMA) Standards.

The standby generator shall be a diesel-powered generator furnished with a battery charger and block heater. The diesel-powered generator shall be equipped with a skid base fuel tank sized for a minimum of 24 hours of continuous full load operation. Standby generators shall be units pre-approved by the South Coast Air Quality Management District.

Full and unrestricted access to the standby generator and pumps shall be available at all times.

6.1.10 Pump Requirements
All pump stations shall have two (2) submersible sewage pumps. Each pump shall be designed to handle the ultimate peak wet weather design flow rate expected from the tributary area. The designer shall submit an analysis of capacity needs for the area. Pumps shall be three (3) phase with one (1) to three (3) phase converters, have a minimum four (4)-inch discharge conduits, capable of passing a three (3)-inch solid.

6.1.10.1 Recessed Impeller Centrifugal Pumps
Recessed impeller centrifugal pumps are designed to handle stringy materials and solids with minimal contact with the impeller. Some recessed impellers are labeled by pump manufacturers as torque-flow, bladeless, and sphere flow. However, all of these pump models follow the general design of placing the impeller away from the fluid stream in order to pass stringy material without clogging the hydraulic passages.

The minimum design criteria in the selection of recessed impeller centrifugal pumps are as follows:

A. Pump impeller shall be selected with the best possible efficiency at design point or at the operating range of the pump.

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B. Maximum Speed:
• 1750 rpm or the speed shall not exceed the limitation as recommended by the Hydraulic Institute Standards for Centrifugal Pump application.

C. Materials of Construction
• NiHard (minimum of 550 Brinnell hardness) or Stainless Steel Type 316 impeller with a removable wear plate of the same material as the impeller.
• NiHard (minimum of 550 Brinnell hardness) or Cast Iron casing, as determined by the City Engineer.
• Stainless Steel Type 316 shaft.
• Tandem mechanical shaft seal system for the motor with two (2) totally independent seal assemblies and Tungsten-Carbide seal faces.

D. Upper and Lower Bearings
• Radial and thrust bearings, grease lubricated with minimum B-10 bearing life of 60,000 hours for the operating range of the pump.

E. Slide Away Coupling
• Stainless steel foot mounted discharge elbow and adaptor, base plate, upper and lower rail supports, lifting yoke, and cable. All metal-to-metal interfaces where movement may occur shall be non-sparking.

F. Electric Motor
• For wet well installation, motors shall be FM or UL listed, and be designed for Class I, Group D, Division 1 explosion proof. • NEMA Design B, heavy duty, high efficiency, non-overloading, with a nameplate horsepower rating a minimum of 20 percent greater than the maximum horsepower required over the operating range.
• Thermal overload protectors imbedded in the motor windings. • Dual moisture or leak sensors on the sealing chamber. • If installed in a dry well, motors shall be immersible and capable of operating continuously in air without the use of sewage pumped for cooling.
• Motors located in a damp environment and in a dry pit shall have two (2) cycles of solid baked epoxy vacuum impregnation.
• Pump supplier shall provide the moisture sensor and thermal overload relays for the project, including one set of spares.

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• Motors shall be inverter duty if operated by variable frequency drives.

G. Painting and Coating
Surface Preparation: All metal work previously given a shop prime coat approved by the Owner shall be touched up as required in the field with a comparable prime coat after repairing damaged areas in accordance with SSPC-SP11 Power Tool Clean to Bare Metal.

All unprimed metal shall be prepared in accordance with SSPC-SP5.

Coatings: Epoxy
Prime Coat – L69 Epoxoline, Macropoxy 5500, 5.0-10.0 mils d.f.t.

Intermediate Coat – L69 Epoxoline, Macropoxy 5500, 5.0-10.0 mils d.f.t.

Finish Coat – L69 Epoxoline, Macropoxy 5500, 5.0-10.0 mils d.f.t.

6.1.10.2 Screw-Centrifugal Pumps
The recommended minimum design criteria in the selection of the screw-centrifugal pumps are as follows:

A. Pump impeller shall be selected with the best possible efficiency at design point or at the operating range of the pump.

B. Maximum Speed
• 1750 rpm for pumps with discharge nozzle diameter up to 12-inch. • 1175 rpm for pumps with discharge nozzle diameter from 14-inch to 16-inch.
• Shall not exceed the speed limitation recommended by the Hydraulic Institute Standards for Centrifugal Pumps.

C. Materials of Construction
• Cast Iron with Hi Chrome suction liner or 316 Stainless Steel, where available.
• Hi Chrome or Stainless-Steel impeller.
• Tandem mechanical shaft seal system for the motor with two totally independent seal assemblies and Tungsten-Carbide seal faces and silicon carbide lower seal.
• Minimum B-10 bearing life of 60,000 hours for the operating range of the pump.

D. Electric Motor
• For wet well installation, motors shall be FM or UL listed, and be designed for Class I, Group D, Division 1 explosion proof. • Thermal overload protectors imbedded in the motor windings.

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• Dual moisture or leak sensors on the sealing chamber. • Motors shall be NEMA Design B, heavy-duty, high efficiency with Class B or F insulation. Motors shall be non-overloading over the entire operating range, with a nameplate horsepower rating a minimum of 20 percent greater than the maximum horsepower required over the operating range.
• Motors located in a damp environment and in a dry pit shall have two (2) cycles of solid baked epoxy vacuum impregnation. • Motors shall be inverter duty if operated by variable frequency drives.
• Motors shall be immersible and capable of operating continuously in air without the use of sewage pumped for cooling if installed in a dry well.
• Pump supplier shall provide the moisture sensor and thermal overload relays for the project, including one set of spares.

E. Painting and Coating
Surface Preparation: All metal work previously given a shop prime coat approved by the Owner shall be touched up as required in the field with a comparable prime coat after reparing damaged areas in accordance with SSPC-SP11 Power Tool Clean to Bare Metal.

All unprimed metal shall be prepared in accordance with SSPC-SP10.

Coatings: Epoxy
Prime Coat – N69F Hi-Build Epoxoline II, 4.0-6.0 mils d.f.t.

Intermediate Coat – N69 Hi-Build Epoxoline II, 4.0-6.0 mils d.f.t.

Finish Coat – N69 Hi-Build Epoxoline II, 4.0-6.0 mils d.f.t.

6.1.11 Valves and Gates
Valves shall be placed to prevent backflow, isolate the equipment from the system, control hydraulic surges, and to drain the piping system during scheduled repair and maintenance.

All valves shall be suitable for wastewater service.

All interior surfaces of valves in contact with wastewater shall be epoxy coated. All valves 10-inch diameter and larger shall be provided with motor operators. Manually operated valves located more than six (6)-feet above the operating floor shall be equipped with chain wheel operators, with the chain extended to 36-inches above finished floor. Motor operated valves shall be provided with a manual hand wheel and manual push button station conveniently located below the valve, five (5)-feet above finished floor.

6.1.11.1 Sluice Gates
Sluice gates shall be furnished with Stainless Steel frames and slides with embedded bronze seats, Type 316 Stainless Steel stem, and adjustable bronze bushed stem Design Standards – Sewer Facilities
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guides. Sluice gate manual operator shall have AWWA square nut; manual crank operator with floor stand and 2-speed gear reducer designed for opening time of not to exceed six minutes. Motor operator shall be provided when required by the City Engineer. Motor operated gates shall be designed for opening and closing times of one (1)-foot per minute.

Sluice gates shall be specified to be furnished with pattern wall thimbles to match the concrete thickness where the gate is to be installed.

Sluice gates shall be Rodney Hunt or approved equal.

6.1.11.2 Eccentric Plug Valves
Non-lubricated eccentric plug valves shall be used as isolation valves. Valves shall have hard rubber (suitable for sewage service) resilient faced plugs and flanged ends. Valve seats and discs shall be Stainless Steel, Type 316. Bodies shall be semisteel with raised seats. Valves shall be of the bolted bonnet design. Valve design shall allow repacking without removing the bonnet, and the packing shall be adjustable. All exposed nuts, bolts, springs, and washers shall be Stainless Steel, Type 316. Valves shall have permanently lubricated Stainless Steel bearings in the upper and lower plug-stem journals.

Manual valves shall have a 2-inch square nut and lever actuator. Levers shall be field cut as required to be operable in their installed locations.

Eccentric plug valves may be used as pump control valves to alleviate hydraulic surges during normal starting and stopping of the pumps and as surge anticipators when required. These valves shall have hydraulic cylinder type operators with adjustable opening and closing times. Where the valve is used as a surge relief valve, emergency (upon failure of power supply) opening and closing times shall be specified.

Where space permits, all eccentric plug valves shall be installed with the shaft in the horizontal position. The orientation of the plug with respect to the fluid flow direction shall be as recommended by the manufacturer. The valve manufacturer’s recommended installation instructions to prevent clogging of the valves during extended shutdown periods shall be strictly followed.

Valves shall have an unobstructed port area of not less than 80 percent of total pipe area.

Eccentric plug valves shall be as manufactured by DeZurik Corporation, Keystone, Drum-Owens (Homestead), Milliken, or approved equal.

6.1.11.3 Check Valves
Check valves shall be installed at each pump discharge piping to prevent backflow of wastewater (which can cause severe damage to the pump impeller and shaft) and recirculation of flows back to the wet well in stations with multiple pumps. Valves shall comply with the requirements of AWWA C508.

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Check valves shall be the outside lever and weight swing type check valves. They shall be installed in the horizontal position to prevent accumulation of solids downstream of the valve, which can cause clogging of the valves.

Swing check valves shall have a flanged cover piece to provide access to the disc.

The valve body, cover, and disc shall be cast iron conforming to ASTM A 126 Grade B. Disc facing shall be rubber conforming to ASTM D2000 2BG715. Seat ring and clapper arm shall be cast bronze conforming to ASTM B584 Alloy C 84400. Clapper arm shall be clamped to the hinge pin with Stainless Steel screws and jam nuts.

Ferrous surfaces of valves in contact with wastewater shall be minimum 16 mil epoxy coated.

Swing check valves shall be as manufactured by APCO Valve and Primer Corp., Kennedy, Crane Company, Valmatic, or approved equal.

6.1.11.4 Sewage Surge Relief Valves
The necessity for surge control devices shall be determined through a complete surge analysis of the pumping system. Although surge tanks are the most reliable means to alleviate damaging surges in the force mains, sewage surge relief valves may be required by the system. Where surge relief valves are required, the valve shall be installed in the discharge piping manifold and connected to the wet well. The valve shall be designed to open immediately when the system pressure exceeds the load setting of the counterweights and shall close slowly upon return of normal system pressure. Speed shall be externally adjustable.

A. Main valve body shall be of cast iron conforming to ASTM A126 Class B, with integral flanges, faced and drilled per ANSI B16.1 Class 125.

The valve body shall be inherently self-cleaning and have a net flow area through the valve no less than the area of its nominal pipe size.

The body shall have a removable 316 Stainless Steel body seat.

B. The valve disc shall be cast iron or steel with a renewable, resilient seat. The valve stem shall be Stainless Steel bushing retained in the valve cover.

C. An integral hydraulic system shall permit quick opening and adjustable, slow closing without the need of pre-charged cylinders.

The valve shall be fully capable of operating in any position.

D. Provide NEMA 1, 4, 13 rated SPDT limit switch to indicate when the valve is open or closed.

Sewage surge relief valves shall be as manufactured by APCO Valve and Primer Corporation, or approved equal.

6.1.11.5 Sewage Air Release Valves
Sewage air release valves shall not be used unless absolutely necessary. The design engineer shall endeavor to provide a system which rises continuously from Design Standards – Sewer Facilities
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the pump station to the discharge point. Where absolutely necessary, sewage air release valves shall be provided to vent accumulating air or gas during pumping operation or entrapped during initial operation. Air release valves shall be installed at high points of the piping systems. Entrapped air or gases can reduce pumping capacity of the pumping system or cause corrosion of the piping system with gases containing hydrogen sulfide. The air or gas vent located at the pump station shall be discharged to the wet well.

The valves shall have long float stems and bodies to minimize clogging. Each valve shall be furnished with backwashing accessories to remove solids accumulated inside the valve. An approved water supply and connection shall be provided with appropriate cross connection control device(s) near the valve for backwashing.

Sewage air release valves shall be as manufactured by APCO Valve and Primer Corporation, Val-Matic Valve Manufacturing Corporation, ARI, or approved equal.

6.1.12 Potable Water Backflow Prevention/Cross Connection Control Approved backflow preventers shall be installed where utility water or plant water is connected to the potable water supply to prevent contamination of the potable water system. Drain lines and air gaps shall be provided. All backflow preventers shall be registered with County Health Department and must be approved for use in the City.

6.1.13 Magnetic Flow Meters
Each pump station shall be equipped with metering equipment to measure outlet flow and provide flow signal for recording, totalizing and control of other equipment. In addition, the flow meter shall be used for pump field performance test to measure capacity and efficiency.

The meter shall be magnetic type suitable for wastewater service and equipped with a bypassing system where the flow meter can be removed and replaced without disrupting the process.

Magnetic flow meters shall be provided at the pump station discharge manifold capable of metering the full range of flow with an accuracy of ±1 percent of flow rate from 10 to 100 percent of scale. At a velocity below one (1)-foot per second, the accuracy shall be ±0.1 percent of the full scale. The meter shall be installed in the piping manifold with minimum straight approach of five (5) feet and two (2) times the inside diameter, upstream and downstream, respectively.

The size of the flow meter shall be selected to cover the entire velocity range expected.

The magnetic flow meter shall utilize characterized electromagnetic induction to produce a voltage linearly proportional to the average flow rate. The metering system shall consist of a sensor with field coils, transmitter and interconnecting cables to make a complete operating flow metering system. The meter shall be bipolar pulsed DC type with continuous automatic zeroing.

The sensor shall be flange tube with non-conductive liner. The tube shall be constructed of Type 316 Stainless Steel with AWWA Class D flanges if the coils are external to the tube.

The sensor rating shall be NEMA 4, and capable of withstanding accidental submergence in water to a depth of 30-feet for 48 hours. The meter shall include a positive zero feature for periods when the metering portion of the process pipe is not full.

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Liner material shall be neoprene, except for liquids that may deposit non-conductive coatings, which shall have Teflon linings. The specific conductivity of the liquid shall not preclude meter operation.

Grounding electrodes shall be of the same material as the sensing electrodes and shall be furnished mounted on each end of all flanges.

Transmitters shall be provided for either local or remote indication as required for each particular project. Remote transmitters shall be NEMA-4X enclosures suitable for wall mounting. Transmitters shall produce a 4-20 ma-dc output signal into a minimum load of 800 ohms linear flow, and a scaled pulse for totalization. All electrical equipment furnished with the magnetic flow meter shall carry a UL label.

Magnetic flow meters shall be Tigermag manufactured by Sparling Instrument Co., Inc. or approved equal.

6.1.14 Piping and Support System
The pump station piping and supports system consists of the gravity sewer, pump suction and discharge piping, station water or utility water piping, potable water piping, air piping, sanitary drainage piping, fire protection, and sprinkler piping systems. Most of these piping systems are adequately specified by the applicable sections of the Uniform Plumbing Code, Fire Codes and the Standard Specifications for Public Works Construction.

This Section includes special requirements and recommended practices involving the design of piping and the support system.

6.1.14.1 Piping
A. Materials

1. Piping inside the wet well shall be Stainless Steel, Type 316. Ductile Iron pipe shall be used for discharge piping outside the wet well, discharge manifolds and force mains as specified in Section 2.5 Sewer Pipe Material. Ductile Iron pipe shall be in accordance with SSPWC 209-1 Ductile Iron Pipe for Water and Other Liquids, and ANSI A21.5l (AWWA C151). All internal surfaces of Ductile Iron pipe and fittings for water service shall be cement mortar lined and sealed with bituminous coating in conformance with AWWA C104. Internal surfaces of Ductile Iron pipe for sewer service shall be lined with minimum 40 mils ceramic epoxy (PROTECTO 401).

Unless otherwise specified, all joints of Ductile Iron pipe shall be 125-lb flange in conformance with ANSI B16.1, B16.2 and A21.10 (AWWA C110). Sleeve type couplings shall be provided between the wet well and the valve vault, and at the outlet of the valve vault. Groove type couplings shall be provided in the valve vault to allow removal of the equipment for maintenance. All flanges shall be flat face.

Raised face flanges shall not be used.

2. All Nuts and Bolts shall be of Type 316 Stainless Steel per ASTM A 193 Grade B8M.

All nuts shall be provided with a washer of similar type. The bolt end shall project 1/4-inch to 3/8-inch beyond nut.

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3. Groove type couplings shall not be used for underground installation. Mechanical groove type couplings shall be as manufactured by Victaulic, or equal.

4. Sleeve-type couplings shall conform to AWWA Standard C 219, fabricated of steel with 316 Stainless Steel nuts and bolts and with sizes to fit outside diameter of the Ductile Iron pipe. The middle ring shall not be less than 1/4-inch in thickness and shall be a minimum of seven (7)-inches long. The follower shall be single piece contoured mill section, welded, and cold-expanded, as required for the middle rings.

The coupling shall be equipped with a gasket to make the joint watertight. The coupling shall be factory epoxy coated suitable for sewer service.

Sleeve couplings shall be installed in the piping systems subject to differential settlement. Two (2) sets of sleeve couplings shall be installed with spacing as recommended by the coupling manufacturer.

Where sleeve couplings are installed in the piping system subject to thrust loads, the coupling shall be provided with restraints. Restraint design shall be in conformance with AWWA Design Manual M-11.

Sleeve-type couplings shall be as manufactured by Smith-Blair, Dresser or approved equal.

B. Discharge Pipe
The discharge pipe shall meet the following requirements:

1. Discharge pipes shall be sized for a minimum velocity of three (3)-feet per second and a maximum velocity of five (5)-feet per second.

2. The discharge pipe shall be connected to the discharge header at an angle of 45 degrees.

3. A pressure gauge capable of measuring the entire range of pressures expected shall be installed on the discharge nozzle or as close to the pump as possible. The gauge shall be installed on a 1/2-inch NPT diameter pipe tap with a ball isolation valve and stem seal with snubber.

6.1.14.2 Pipe Support Systems
All piping systems, including connections to equipment, shall be designed with proper support to prevent undue deflection, vibration, and stresses on piping, equipment, and structures resulting from normal operation and seismic events. All supports and parts thereof shall conform to the requirements of ANSI/ASME B 31.1 except as specified herein.

Ductile Iron pipe of any size shall have a minimum of two (2) supports per straight length not to exceed 10 feet of unsupported span. One of the supports shall be located at the joint.

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Where the piping system is subject to thrust as a result of hydraulic surge or actuation of a surge relief valve, a thrust support or a hydraulic shock suppressor shall be provided.

All pipe supports shall be galvanized after fabrication. Pipe supports shall have a minimum of 1-1/2-inch-thick dry pack between the floor and the support base.

6.1.15 Ancillary Equipment
Each pump station shall be designed to provide the necessary ancillary equipment to support the operation and maintenance of the facility.

6.1.16 Ventilation, Air Conditioning, and Odor Control Systems

6.1.16.1 General
A typical submersible pump station consists of the wet well, valve vault, and the electrical and control room. Wet wells of wet well-dry well type pump stations will be ventilated as specified in this section.

The ventilation and air conditioning system and odor control systems shall be designed and controlled as one integrated system. Air distribution, building enclosures, wall penetrations, wind directions, building occupancies, and area classifications shall be carefully investigated. Ventilation and air conditioning systems shall be designed in accordance with the American Society of Heating, Refrigerating and Air Conditioning Engineers (ASHRAE), State of California Energy Conservation Standards Title 24 and the NFPA 820 Fire Protection in Wastewater Treatment Plants.

Equipment conveying corrosives shall be of material that is corrosion resistant, such as Fiberglass Reinforced Plastic (FRP) or Stainless Steel. If FRP ductwork is used, it shall have flame spread of less than 25, and a smoke propagation of less than 400, and be of fire-resistant rating. Air containing flammable and explosive vapors or toxic gases shall not be recirculated.

Air conditioning may be required for pump stations with VFD’s.

Depending upon classification, motors for supply and exhaust fans shall be explosion proof, Totally Enclosed Fan Cooled (TEFC) units.

6.1.16.2 Wet Well Ventilation
In order to minimize accumulation of gases inside the wet well in a wet well-dry well type pump station, the wet well shall be flushed with fresh air by an adequately sized ventilation system.

Ventilation rates shall be in accordance with:

1. NFPA 820 Fire Protection in Wastewater Treatment Plants

2. Occupational Safety and Health Act (OSHA)
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Wet wells shall be provided with adequate fresh air ventilation in order to provide a safe environment for maintenance personnel, to prevent accumulation of explosive gases, and to minimize corrosion of equipment installed in the wet well. The internal surfaces of the wet well shall be lined with PVC for corrosion protection.

The following minimum ventilation criteria shall be used:

1. All accessible wet wells shall be provided with continuous ventilation of a minimum of 15 air changes per hour.

2. Where intermittent ventilation is required, the ventilation rate shall be at least 30 air changes per hour.

All electrical equipment and fans inside the accessible wet well shall be explosionproof designed and manufactured for Class I, Division I, Group D. All other design criteria shall be in accordance with NFPA 820 Fire Protection in Wastewater Treatment Plants.

The Contractor shall confirm with the City’s representative the level (and type) of ventilation required for a wet well (not a wet well-dry well). At a minimum the submersible pump station needs to include vents to expel trapped air to the atmosphere.

6.1.16.3 Odor Control
Wet well odor control equipment shall provide both ventilation and odor control and consist of either a water misting odor control system or an activated carbon odor control system.

The water misting water supply shall be from a dedicated tank through a misting pump. All piping shall be Schedule 80 PVC. The number of spray nozzles shall be determined for each facility but shall not be less than four (4). Pipe anchors inside the wet well shall be Stainless Steel, Type 316.

The activated carbon system shall be manufactured by Integrity Municipal Systems or approved equal.

Odor control system design shall be as approved by the City Engineer and utilize manufacturer’s system design similar to that which is successfully demonstrated in other wastewater facilities by pilot testing or full-scale operational data.

For air pollution permits, consult South Coast Air Quality Management District.

6.1.16.4 Equipment Room and Valve Vault Ventilation
Equipment rooms, if any, shall be designed for a ventilation rate of at least 15 air changes per hour or ventilation rate equivalent to cool internal heat load from the equipment, whichever is greater, or not greater than 60 air changes per hour. The sensible cooling ventilation rate shall be calculated as follows:

H = cfm x 1.09 x t
Where:

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H: Internal heat gain from equipment, Btu per hour
cfm: Air flow, cubic feet per minute
t: Change in internal temperature, degree F. Use 10 degrees F for change in internal temperature as adequate for sensible cooling
Valve vaults shall be equipped with exhaust fans providing at least 12 air changes per hour.

Where a pump station is equipped with Variable Frequency Drives (VFD), the VFD shall be installed in an air-conditioned area with 90 percent efficient outside air filters.

For constant speed pump stations, the Motor Control Center (MCC) and control rooms shall be equipped with a ventilation fan and 90 percent efficient outside air filters.

Pump and equipment room air inlets shall be provided with 30 percent efficient outside air filters.

All air filters shall be provided with differential pressure gages to indicate when the filters are clogged, and flow detection devices connected to alarm signaling systems to indicate ventilation system failure.

6.1.16.5 Fire Protection System
Where required by NFPA or by the Orange County Fire Authority (OCFA), necessary fire protection systems shall be provided in required areas. For areas housing electrical equipment such as the motor control centers, computer rooms and control rooms, an approved type fire protection systems shall be provided.

6.1.16.6 Compressed Air System
For pump stations using surge tanks, air operated valves; pneumatic tools for maintenance purposes, and instrument air, a compressed air system shall be provided. The air system for pneumatic tools shall consist of a lubricated type air compressor, receivers, air dryers and necessary piping system. For an instrument air system, a dedicated non-lubricated type air compressor, receiver, dryer and necessary piping system shall be provided. Where the valve operators are designed as pump control valves with the option to have controlled closing during power failure, the air receivers shall be sized to store compressed air capable of stroking the air cylinders three (3) complete cycles between the specified operating pressures during power outages.

6.1.16.7 Hydraulic System
Pump stations equipped with hydraulic operated valves shall be provided with hydraulic systems. The hydraulic system shall be either a package system supplied with each valve, or one complete package to operate multiple valves. The system shall consist of an oil reservoir, hydraulic pumps, control valves, hydraulic cylinders, limit switches and nitrogen gas-filled accumulators where the valves are required to Design Standards – Sewer Facilities
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operate during power outages. The valve opening and closing ranges shall be specified. Final field adjustments shall be made during pump station start-up.

6.1.16.8 Noise Control
The pump station shall be designed to meet the minimum noise level requirement of the Municipal Code of the City and the California Occupational Safety and Health Administration (CAL-OSHA). All mechanical equipment and enclosures shall be acoustically treated to bring the noise level down to an acceptable limit. The attenuation devices may consist of exhaust mufflers, sound isolators or acoustical panels.

The pump stations shall be designed with noise levels not more than five (5) dBA above the ambient noise level as measured at the property line of the nearest recipient (neighbor). A 24-hour noise level reading shall be measured at the pump station site as basis of the design.

In the absence of actual field measurements, the presumed ambient noise level shall be deemed to be the minimum ambient noise level for each zone as follows:

Table 6.2
Ambient Noise Levels
Zone Day Night
Residential 50 40
Public Facility, Commercial, Recreational 60 55
Industrial 65 65
(In this table, daytime levels are to be used from 7:00 A.M. to 10:00 P.M. and nighttime levels from 10:00 P.M. to 7:00 A.M.).Presumed Ambient Noise Level (dBA) At the boundary line between two zones, the presumed ambient noise level of the quieter zone shall be used.

6.1.16.9 Sump Pumps
A sump pit shall be provided in all underground structures such as wet wells, dry wells, valve and electrical vaults. The sump pit shall be equipped with an adequately sized pump plus a standby submersible pump, each having a minimum capacity of 50 gpm in dry wells and electrical vaults, and one sump pump in valve vaults.

Submersible sump pumps for dry wells and electrical vaults shall be controlled by a duplex type control, an automatic alternator and a float switch level control. The control system shall be designed to start the standby pump when the lead pump fails to start or when the water level continues to rise while the lead pump is operating.

Both pumps shall stop at low water level.

The sump pump for valve vaults shall be controlled by a float switch.

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Sump pump discharge pipe, fittings and valves shall be Schedule 80 PVC pipe, with minimum diameter of two (2)-inches. Each sump pump discharge pipe shall be provided with a swing check valve and isolation gate valve mounted above, both in the vertical position. The discharge pipe shall terminate inside the wet well with the wall penetration above the highest surcharge elevation of the wet well.

6.1.16.10 Spare Parts
Pump station electro-mechanical equipment shall be provided with spares necessary to ensure continuous operation. The recommended spares shall be determined by the project design engineer with assistance from the City Engineer. The following shall be the minimum list of spare parts:

1. One set of pump and motor bearings for each size and model of pump unit;

2. One set of pump seals for each size and model of pump unit;

3. One set of pump and casing wear rings for each size and model of pump unit;

4. One dozen fuses for each size of fuse; and,

5. A printed circuit board for each size and model of the variable frequency drives.

The spare parts shall be delivered to the project site no later than two (2) months prior to pump station start up. Spare parts required during testing and start-up shall be provided by the Contractor.

6.1.17 Electrical Equipment
Electrical systems in the pump station consist of but not limited to the power supply, power transformers, motor control centers, electric motors, electric drives, Programmable Logic Controller (PLC), telemetering, transfer switch, electrical wires and conduits, lighting fixtures, and other associated interfaces with the instrumentation and control systems.

Free standing electrical service and transfer switch will be heavy duty electrical weatherproof enclosure securely mounted in a manner acceptable to the City Engineer, a minimum of 24-inches above the ground. Provide concrete pad around steel supports.

Enclosure equipment to be factory primed and painted as provided by Square D, CutlerHammer or equal. All hinges and hardware shall be 316 Stainless Steel.

6.1.17.1 Power Supply
The standard power supply to the pump station shall be 480 volts/three (3) phase.

6.1.17.2 Motor Control Centers (MCC)
All motor starters and disconnect switches shall be installed in NEMA 3R Motor Control Centers (MCC). MCC shall be located away from hazardous gas or other corrosive environments. Mechanical ventilation equipment shall be provided to maintain air circulation. All fresh air inlets to the MCC enclosures shall be provided with 90 percent efficient inlet filters.

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Where environmental problems exist in the pump station location, such as the presence of dust, moisture from seawater, or corrosive gas, the MCC enclosure shall be designed to have adequate ventilation and be provided with the necessary air cleaning equipment.

The MCC circuit breaker handles must be provided with safety interlocks.

6.1.17.3 Electrical Cables and Conduits
All electrical cables and conduits shall be designed in accordance with the NEMA Area Classification as required by the service area. All electrical conduits shall be PVC coated galvanized rigid metallic conduits or Schedule 80 PVC. All conduits shall be sized for 100-year service. Spare conduits may be required. The minimum size conduit shall be one (1)-inch.

All electrical connections for pumps will be made outside of the wet well within a junction box.

6.1.18 Instrumentation and Controls
The instrumentation and control system shall be designed to operate the pump station to match the flow characteristics of the service area. The control system shall consist of PLC, telemetering, wet well level control, flow metering equipment, pressure gages and switches, and fire alarms.

6.1.18.1 Pump Control System
General: The pump control panel (PCP) shall provide manual or automatic control of the pumps, as well as visual indication of the pump station status and alarm conditions per the following Table 6.3:

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Table 6.3
Pump Status and Alarm Conditions
Status Alarm
Power ON Light Wet Well HIGH LEVEL Alarm Light (from
Ultrasonic level sensor)
Running Time Meter Wet Well High High Level Alarm Light (from float switch)
Pump RUN Pump FAIL Alarm Light
HAND-OFF-AUTO selector switch Motor winding HIGH TEMP Alarm Light Lights Test Pushbutton Seal FAIL Alarm Light
Seal Test Push Button (for
submersible pumps) FAIL RESET pushbutton
Flow Rate Indicator Intrusion Alarm Light
Wet Well Level Indicator Generator FAIL Alarm Light
Discharge Pressure Indicators Pump Station Low Flow
Intrusion Alarm Switch Valve Vault/Dry Well FLOODED Alarm Light Pump Cycling Pump Excessive Cycling
The pump(s) may be controlled either manually, or automatically, depending upon the position of the pump hand-off-auto selector switch. In the MANUAL mode, a pump shall be started by placing its hand-off-auto selector switch in the HAND position. In this mode, the pump will run continuously unless shut down by the “fail” interlocks or low wet well level.

In the AUTO mode, the pump shall start and stop by the wet well level, as measured by an ultrasonic level sensor. In the AUTO mode, the pump will run until called to stop by wet well level, unless shut down by the “fail” interlocks.

If the operating pump should fail, the next pump in the call sequence will start and operate each time the wet well level calls for a pump operation until the failed condition is cleared.

The pump controller shall be a solid-state device, which provides operational set points, high-level alarm, and outputs to start and stop the pumps.

A float switch shall be installed in the wet well to provide an emergency high-level alarm and a backup pump control system for the station. The emergency high level shall be indicated on the pump control panel and through the SCADA. In this condition, the pump will operate for an adjustable time (zero (0)-five (5) minutes after emergency high-level initiation), as set by the operator, and then will shut down. If the wet well level again rises to the emergency high level, the cycle will be repeated.

The station shall run indefinitely in this mode if necessary.

A “pump fail” alarm (for each pump) will be indicated at the pump control panel (PCP) and transmitted to the SCADA alarm system should any of the following conditions occur:

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1. Pump motor winding high temperature detected by sensors in the motor winding;

2. Motor overload detected by the overload relay;

3. Motor Seal Failure.

Excluding the Motor Seal Failure, all of the above “fail” conditions will lockout the pump from operation. To reset a pump, the operator must visit the station, determine the cause of failure, correct the condition, and depress the “fail reset” pushbutton on the pump control panel.

For submersible pumps, motor seal failure alarm shall not stop pump operation.

Drives: Drives will be specified by the City and shall provide solid state smart type motor starters with a pump control option used to provide ramp starting and stopping of motors. The controller will have the following start modes: soft start with selectable kick starts, current limit, and full voltage.

Constant Speed: The operating sequence is applicable for multiple pump units installed in a smaller wet well. The pump station will start in sequence, pumps start and stop in the reverse order.

Variable Speed: Variable speed pumps shall be used for the following conditions:

1. Where more uniform discharge to the receiving system is required;

2. Where there is not enough space in the pump station to accommodate installation of multiple smaller unit constant speed pumps;

3. Where the wet well volume is limited to satisfy maximum starts per hour;

4. Where sewer gas emissions to the atmosphere should be limited.

The variable speed drive pumps shall be controlled as follows:

1. When the wet well level reaches the first set level, the lead pump will start and ramp to a minimum preset speed. As the flow increases, the pump speed will increase in proportion to the increase in flow in order to maintain the level in the wet well until the pump has reached its maximum speed.

2. When the inflow to the wet well exceeds the maximum capacity of the lead pump, the control system will then start the lag pump. The lag pump will increase its speed while the lead pump will decrease its speed up to the point where the two pumps share the flow, both at the same speed. As the inflow increases, the two pumps will increase their speeds in proportion to the inflow until the pumps have reached the maximum pump design flow, in the case of two (2) pump combination.

3. A drop in wet well level equivalent to a decrease in pump station inflow will signal the pumps to slow down until a preset speed is reached. Then the lag pump will stop, and the lead pump will increase its speed in proportion to the inflow.

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4. Further drop in wet well level will signal the lead pump to slow down until the minimum level is reached, at which time the lead pump will stop.

5. In the event that either the lead pump or the lag pump fails, the wet well level will rise and the standby pump will be started at the same time the failure alarm is activated. The standby pump will be provided with a variable speed drive.

For pump stations equipped with more than two variable speed pumps, the same operating sequence will be followed.

Under no conditions will a force main velocity of less than three (3)-feet per second shall be allowed.

The variable speed drives shall be provided with bypass contactors to operate the pump at full speed when the VFD is not available.

Float Level Switch: The float level switches shall be used to detect the low-low level cut-off and the high-high water level alarm, and as an auxiliary system in the event of failure of the ultrasonic level control systems. When the water level in the wet well reaches the high-high level, the control system shall initiate a timed pump down using two pumps. The pump station shall be capable of operating indefinitely in this mode.

The float switch shall be direct acting with a single pole mercury switch, which activates when the longitudinal axis of the float is horizontal and de-actuates when the liquid level falls one (1)-inch below the actuation level. The switch shall be encapsulated in a chemical resistant, polypropylene casing, with a firmly bonded electrical cable protruding. The entire assembly shall be watertight and impact resistant designed and manufactured for Class 1 Division 1, Hazardous Conditions.

Float switches shall be Roto-Float, as manufactured by Anchor Scientific or approved equal.

Submersible dewatering sump pumps, located in valve vault and structures, shall be controlled by float switches. Float switches shall be designed and manufactured suitable for the area classification of the sump pit.

Ultrasonic Level Control: The pump station’s primary level controller shall be the ultrasonic level sensor. The transducers shall be hermetically sealed, self-cleaning with built-in temperature compensation six (6)o beam angle, suitable for installation in a sewage pump station wet well.

Ultrasonic measuring systems shall be the Hydroranger with XPS-15 transducer as manufactured by Siemens, or approved equal.

6.1.18.2 Telemetry
Scope: Whenever a new site is incorporated, or an existing site’s control system is replaced or the majority of it modified, the control system shall be designed in accordance with the standards set out in this document.

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Philosophy of Operation: This section defines the general control and monitoring philosophy for the control room. Basic guidelines for control system hierarchy from local equipment control methods to the top level of operator interface are defined.

Operation of Facilities: The control room will use the Supervisory Control and Data Acquisition (SCADA) system primarily for monitoring the status of remote sites. All the pump control strategy shall be executed at the remote site. The SCADA alarmpaging interface will send designated alarm messages to on-call personnel 24 hours per day.

Control Hierarchy: Process control systems must be organized in a logical control hierarchy in order to provide a standard format for monitoring/control of the overall facility. This standard approach provides operators and maintenance staff a uniform interface that improves their understanding of how to monitor/control the equipment, the control modes the equipment can attain, and how to override the controls when necessary due to failures or when required for routine maintenance.

The control system hierarchy can be viewed as a pyramid structure with three layers:

1. Field sensors and specific control devices (bottom layer):
• All control and monitoring must originate and terminate at this level. All the components specified at this level can be interfaced with the local PLC.

2. Programmable Logic Controller (PLC) control/monitoring:
• All sewage pump stations shall be controlled using PLCs. • PLC’s shall be furnished completely configured, programmed and tested providing the specified communication, monitoring, display, input/output, annunciation, computational and other requirements for operation of the SCADA system. Any additional components required for operation, whether specifically referenced herein or not, shall be provided. • The PLC system shall be based on a scalable modular multi-use open architecture platform that can be efficiently applied to perform the necessary functions at each location. Each controller/telemetry unit shall be a modular hardware style PLC consisting of a CPU with adequate memory and instructions, power supply, local and remote input/output modules, communications ports, and all other components required to make the unit perform all of the functions required in this specification. • The PLC system shall support true system open architecture allowing use of various hardware and software and full integration of other third-party generic hardware/software devices. The architecture shall meet the requirements as herein defined and allow economical expansion of function and features based on new and evolving technologies. Systems using nonscalable and/or closed proprietary architectures shall not be acceptable.

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6.1.18.3 SCADA monitoring/control:

Control at this level shall be based on operators using SCADA to monitor and control the remote sites. At least one SCADA server/node shall be located in the Control Room as a central point for the generation of alarm reports, historical data archiving and retrieval, scheduled reports, and system maintenance.

6.1.18.4 Remote Station Hardware and Software
General: The PLC system for the SCADA system shall be based on an existing data concentrator PLC at the utilities office and a PLC at each remote pump station. The data concentrator PLC with an Ethernet processor shall be as specified by the City.

The primary functions of data concentrator PLC is to poll the remote sites over radio network and collect data from each site. This data typically includes wet well level, station flow, run time and run counts for all the pumps, power and generator status, alarms etc. Any communication failure with the remote PLC shall create an alarm for SCADA. Data concentrator PLC shall also synchronize PLC clocks at the remote pump stations.

PLC Panels: PLC Panels shall be NEMA 4X, enclosures. Enclosures shall be provided with swing out panels to allow mounting the local human-machine interface units (HMI) inside the enclosure. PLC panels shall have individual circuit breakers for each device in the panel. PLC panels shall also be provided with uninterruptible power supplies (UPS) to back up the PLC and telemetry hardware for at least one (1) hour of power loss.

PLC Hardware Requirements: The PLCs at remote sites shall be specified by the City and shall have adequate memory and instruction sets required to make the units perform all of the functions required by this specification. It is required that the same model PLC device be used throughout the SCADA system providing a complete solution with one common technology. This is to ensure complete system continuity, compatibility between like devices, enhancing overall system efficiency by the reduced need to learn, maintain, support and carry spare parts for multiple technologies.

All control signals, status signals, alarm and process variable data shall be transmitted and received between the central location and the remote sites via the radio network. The master and remote PLCs shall be capable of stand-alone control to maintain programmed logic. Remote pump stations’ PLC’s shall be provided with 120 VAC or 24 VDC input modules and relay output modules. Analog input and output modules shall be provided with 4-20 mA range. Actual I/O count will vary from pump station to pump station.

PLC Communication Options: The PLC’s shall be supplied with a minimum of two (2) RS-232 communication ports. The ports shall have Ethernet and USB protocols as a minimum.

The signal to the central station shall be transmitted over broadband spectrum radio (as manufactured by Data-Link or equal).

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PLC Software: PLC’s shall be programmed with the required software for the PLC as specified by the City.

Local Operator Interface Unit (OIU): Each remote station shall have local humanmachine interface unit (HMI). These units (manufacturer and model) shall be specified by the City. For wastewater pump stations HMIs shall display wet well level, station flow, pump run times and pump run counts. HMIs for wastewater stations shall allow full control of pumps and other auxiliary equipment, entering various process set points, pump status, run times and run counts etc. HMIs shall also display current alarms and alarm history. The operator can delete the alarm history.

6.1.18.5 Communication
Data concentrator PLC at the Control Center shall communicate with the remote site over the radio network. The radio network is formed using Data-Link radios (or Cityapproved equal), utilizing the Broadband Spectrum in the ISM Band of 902 – 928 MHz to provide reliable long range data transportation at up to 115.2 kbps. The DataLink radios (or City-approved equal) provide transparent data communications for nearly all SCADA/Telemetry protocols.

6.1.19 SCADA Software
General: Any new Pump Station added to the City’s wastewater system shall be added to the existing SCADA system.

The following additions shall be provided for each new site: Graphical display screen indicating status of pump stations. Wastewater pumping stations screens shall show the instantaneous station flow, wet well level, pump run times, pump run counts, pump status etc., power status, generator status, etc. Running pump status shall be shown in green color and stopped pump status shall be shown in red color. Opened valves shall be shown in green color and closed valves shall be shown in red color. Pump and valve failures and alarm conditions shall be shown in a blinking red.

SCADA shall be configured to display real-time trends of various parameters. For wastewater pumping stations such parameters shall typically include wet well level and station flows, operating pump(s), and pump speed. A minimum of four variables may be trended in the Trend window at a time. All the real time data shall also be achieved for producing historical trends. The operator shall be able to scroll backwards and forwards in time for the complete period of data storage without entering dates and times, etc. Data for historical trends shall be stored for a minimum of six (6) months.

SCADA shall display process and systems alarms read from the data concentrator PLC.

Each of these alarms shall be prioritized in the SCADA as per their importance. For example, high wet well level or station power failure shall have highest priority. The Alarm screen shall have a soft button for the operator to acknowledge alarms. Active, Inactive, Acknowledge and Unacknowledged alarms shall be identified with different colors. The following Table 6.4 lists the typical alarms for wastewater pump stations:

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Table 6.4
Typical Alarms List
Pump # 1 Pump # 2 General Alarms
Switch in Auto Switch in Auto Starter Panel Power Failed Run Failure Run Failure Generator Failed
Motor Start Motor Start Wet well level high
Motor Running Motor Running Communication Failure
Over Temperature Over Temperature Intrusion
Seal Failure/High Moisture Seal Failure/High Moisture
Overload Tripped Overload Tripped
The SCADA system shall display telemetry status for every pump station. Any communication failures shall be displayed on the telemetry screen and shall create an alarm in SCADA. The SCADA will display and archive the up time and down time of each site for at least three (3) years.

The SCADA system shall have the capability to log important pump station data in Open Database Connectivity (ODBC) compliant database such as MS SQL Server. The SCADA system shall provide reports of pump station data as per the requirements of operators.

6.1.20 SCADA Modifications
The system integrator shall create new SCADA screens for the new pump stations. Screens shall be similar in nature to the existing screens. Graphic screens shall implement graphical display of all set points, instrument readings, equipment status and control states. The system integrator shall update any automatically generated reports or trends affected by the addition of the new Pumping Station to the SCADA system. This also includes any update to the SCADA software. The System Integrator shall provide the Remote Telemetry Unit (RTU) and associated components.

6.1.21 Pressure Gauges
The submersible pump station pressure gauges shall be installed at the discharge side of each pump in the valve vault, upstream of the check valves. The pressure gauge shall be at least 4-1/2-inches in diameter. The pressure shall be indicated in the pump control panel.

A pressure switch shall be provided between the pump and the check valve or pump control valve to activate an alarm in the event of failure of the valve to open or in the event of accidental closure of any isolation valve located at the pump discharge piping. A microswitch attached to the valve shaft may be provided in lieu of the pressure switch.

All pressure gauges and switches installed in a piping system carrying solids bearing fluids such as wastewater, sump pump discharge or chemical lines shall be provided with diaphragm seals and snubbers where pulsating flow is expected. The assembly shall be Design Standards – Sewer Facilities
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provided with an isolation ball valve for maintenance. Diaphragm seal material shall be compatible with the pressure and fluid being handled.

6.1.22 Pump Station Facility
The pump station facility includes the pump station structure, buildings, electrical substation or transformer, access roads, and other appurtenant equipment inside the property. The facility design shall incorporate an access road and security. The architectural treatment shall blend the pump station structure with the surrounding area.

6.1.22.1 Building Design and Materials of Construction:

The pump station will usually consist of an underground reinforced concrete structure to house the wet well. Where the pump station requires an above ground structure to house the electrical room, generator room, office area and maintenance shop, the above ground building shall be designed in accordance with the requirements of the Uniform Building Code (UBC) and California Fire Code (CFC). In general, all buildings shall be cast-in-place concrete or masonry block wall construction.

6.1.22.2 Wet Well:

The wet well shall be reinforced cast-in-place concrete with wall thickness to withstand the earth, seismic, and traffic loads, and shall be heavy enough to resist floatation without earth skin friction resisting the outside surfaces when the wet well is empty.

The size and configuration of the wet well shall be designed in accordance with Section 6.1.4 Wet Well. The bottom of the wet well shall be sloped to at least 15 degrees and its corners grouted to prevent accumulation of solids during operation.

6.1.22.3 Valve Vault:

The valve vault shall be designed to provide the following:

1. Wall thickness to withstand the earth, seismic and traffic loads;

2. Minimum of 30-inch clear working clearance between valves, piping and walls;

3. Access doors, stairways and landing;

4. Access opening for equipment installation, maintenance and removal;

5. Hoisting equipment or lifting hooks;

6. Adequate ventilation;

7. Adequate dewatering system;

8. Fire protection equipment where required.

6.1.22.4 Hoisting Equipment:

Most pump stations are located underground to provide adequate submergence for the pumps. Therefore, the substructure and superstructure need to be designed to Design Standards – Sewer Facilities
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allow for installation and removal of equipment. The provisions for access hatches, lifting hooks, hoisting systems, roll-up doors and other means to provide ease of maintenance shall be carefully investigated and designed as required. For wet welldry well type pump stations equipped with either vertical non-clog dry well pumps or submersible pumps mounted in the dry well, a traveling bridge crane shall be provided. The bridge crane shall be designed to have a travel and span capable of reaching the pumps, meters and valves. Where the valves are located in areas which are inaccessible to the crane, lifting eyes attached to the ceiling shall be provided directly above the valve or equipment. A floor access hatch shall be provided when required. Bridge cranes shall have an electrically operated hoist, trolley and end trucks, all designed to conform to all applicable codes, and OSHA safety requirements. Where possible, monorail hoists may be used in lieu of the traveling bridge cranes. Where space permits, a hoisting system shall be designed to allow direct transfer of equipment from the dry well to a flat bed truck. Traffic into the pump station building shall be given special consideration and the necessary turning radius shall be provided.

6.1.23 Force Mains
The size of a sewer force main shall be determined during the design phase of the project based upon a comparative study of the construction cost and pumping costs for several alternative sizes. In no case shall a force main be less than four (4)-inches in diameter, unless authorized by the City Engineer. The capacity of the force main shall be the design peak wet weather flow from the pump station. The minimum design velocity for a force main shall be three (3)-fps, and maximum allowed is five (5)-fps.

Where possible, force mains shall continuously rise from the pump station to the terminal manhole to eliminate the need for air and vacuum release valves. As described in Section

6.1.11.5 Sewage Air Release, valves shall not be used unless absolutely necessary.

The discharge from force mains shall be into a manhole with a smooth transition to a gravity sewer. The force main terminal manhole shall be lined as described in City Standard 925 S-2, Manhole Details.

In selecting the pumps, a range of Hazen-Williams C factors (80-150) shall be used to ascertain that the pump will operate in the proper operating range regardless of the condition of the force main. The force main material to be used shall be determined by the City Engineer.

For new pump stations, dual force mains shall be required.

The force main terminal manhole shall be PVC lined. All force mains shall have a tape attached to the pipe, identifying it as a sewer pipe.

6.1.24 Access Roads
Pump stations shall be designed with access roads for construction, operation and maintenance of the equipment. The access roads shall be designed, constructed and maintained to support imposed minimum loads of 80,000 pounds and shall have an allweather driving capability width and a minimum vertical clearance of 14-feet (all vegetation overhanging the easement shall be maintained by the property owner at all times as noted Design Standards – Sewer Facilities
70 | Page
in Section 2.3.2 – Easements). Pavement sections shall be able to support the load of the heaviest anticipated equipment to be used in the station.

The roads shall have widths and turning radii suitable for the size of vehicle, and heavy hoisting equipment necessary for installation, removal or delivery of equipment or supplies into the station. Where monorail hoists or traveling cranes are required, adequate headroom clearance shall be provided.

6.1.25 Flood Control
The pump stations shall be designed with pad elevation one foot above the 100-year flood elevation, or one foot above the elevations indicated on the Flood Insurance Rate Maps in areas where detailed studies have been conducted, whichever is higher. Where available and current, information contained in the Orange County Flood Control District documents can be used to determine the flood elevation.

All hydrologic and hydraulic calculations and design shall be in accordance with the standards of the Orange County Flood Control District’s standards and the City’s standards.

6.1.26 Grading and Area Drainage
The site drainage shall be designed to prevent standing water or the erosive effects of storm runoff. Pavement areas shall have a positive drain of up to three (3) percent maximum. Flow lines shall have a minimum of one (1) percent slope. Underground structures shall not be constructed in partial cut and partial fill. Where this condition exists, the site shall be overexcavated and re-stabilized, as directed by a California Registered Geotechnical Engineer.

6.1.27 Soils Report
A geotechnical investigation shall be conducted by a California Registered Geotechnical Engineer to determine the underground soils conditions. The soils report shall include but not be limited to showing the foundation design criteria, corrosiveness of soils and ground water, groundwater elevations if it exists, and possible hazardous materials underground.

6.1.28 Surveying
The control benchmarks shall be referenced from the County records. Where existing survey and reference plans are available, the surveyor shall field-check existing data with the current datum and adjust all elevations to current datum where required. The location of the pump station shall be tied to a nearby street and to an existing property line. Basis of survey bearings and control shall be given if the local coordinates are established.

6.1.29 Security
The pump station site shall be provided with an eight (8)-foot high masonry block wall, as directed by the City Engineer. The wall shall be designed in accordance with applicable American Public Works Association Standards. The entrance gate shall be secured with a padlock. Where the pump station has a superstructure (housing the motor control center and the generator), the building shall be equipped with intrusion alarms and also connected to the pump station’s SCADA system. The alarms shall be connected to an audible device mounted in the building and a red beacon light mounted outside the building.

Design Standards – Sewer Facilities
71 | Page

6.1.30 Water Supply System
A pump station water supply system shall be provided for the pump seal water system, odor control system, wet well, irrigation system, rest rooms and housekeeping hose downs. An approved cross connection control device(s) shall be installed in the pipeline connecting the hose bibs, seal water, odor control, and irrigation system. Seal water systems and odor control systems shall utilize air gap tanks, and not be directly connected to the water supply system. All piping shall be designed in conformance with the Uniform Plumbing Code and/or the City’s Standards and Specifications.

6.1.31 Landscaping and Irrigation System
Plants selected shall be drought resistant and approved by the City Engineer. Irrigation system equipment shall utilize water saving kits that are controlled by automatic timers.

6.1.32 Construction
The pump station shall be constructed in conformance with the specifications and drawings and inspected by the City.

6.1.33 Shop Drawing Submittal and Shop Drawing Review
The Technical Specifications shall specify the requirements for shop drawing submittal and review process.

Once the project is awarded and/or permitted, shop drawing submittals shall be reviewed as necessary until accepted. The shop drawing review is intended to check compliance with the specifications. It also serves as a mechanism to get from the Contractor the equipment as specified. Where a substitution to specified equipment is proposed, the design project engineer shall be consulted. The submittal shall be submitted to the City for review and approval.

6.1.34 Equipment Installation and Testing
The equipment installation and testing shall be specified in each equipment specification.

Normally, the equipment shall be specified to be installed by the Contractor under the supervision of a certified factory representative. After installation, the Contractor shall conduct a trial operation of the equipment and make the necessary adjustments as required.

When the equipment becomes operational, the Contractor shall test the equipment in the presence of the City’s representative. The test shall include a performance test, simulating the manual and automatic operation, and checking of other components in compliance with the specifications. The test shall also include verification of all alarm functions. A continuous test using the actual process material shall be conducted without any system failure prior to final acceptance.

6.1.35 Operation and Maintenance Manual
An Operation and Maintenance Manual shall be prepared by the construction Contractor based upon the plans and specifications, and assistance from equipment manufacturers, to clearly describe how the pump station shall operate under normal and emergency conditions, and how it should be maintained.

Design Standards – Sewer Facilities
72 | Page
Final payment shall not be made to the Contractor until the Operation and Maintenance Manual is approved by the City.

6.1.36 Operator Training
Each pump station has unique operational requirements and some have equipment that requires familiarization by the station’s operators. The Contractor shall provide training, through respective authorized equipment representatives, to the station operators as specified in the Contract Documents.

73 | Page
7 STANDARD DRAWINGS
Standard Title Standard No.

WATER AND SEWER SEPARATION 925 S-1
MANHOLE DETAILS 925 S-2
MANHOLE SHAFT JOINT DETAILS 925 S-3
VCP PIPE AND CONCRETE BASE CONNECTION 925 S-4
PVC PIPE AND CONCRETE BASE CONNECTION 925 S-5
MANHOLE SHAFT LOCATION DETAILS 925 S-6
MANHOLE FRAME AND COVER 925 S-7
CONNECTION TO EXISTING MANHOLE 925 S-8
DROP MANHOLE WITH CLEANOUT 925 S-9
FLAT TOP MANHOLE 925 S-10
SEWER MANHOLE ADJUSTMENT 925 S-11
MANHOLE RAISING RINGS 925 S-12
ABANDONMENT OF EXITING MANHOLE 925 S-13
PIPE BEDDING FOR GRAVITY PIPE 925 S-14
PIPE BEDDING FOR PRESSURE PIPE 925 S-15
TYPICAL LATERAL 925 S-16
CUT IN WYE CONNECTION 925 S-17
LATERAL CLEANOUT DETAIL 925 S-18
GRAVITY PIPE FIELD CLOSURE 925 S-19
PIPE AND CONCRETE ENCASEMENT TYPE A, B AND C 925 S-20
CONCRETE SLOPE ANCHORS 925 S-21
STEEL CASING PIPE 925 S-22
SEWER BACKFLOW DEVICE 925 S-23
TYPICAL GREASE INTERCEPTORS 925 S-24
SAMPLING/MONITORING MANHOLE 925 S-25
Appendix E-2
Standard Drawings for Sewer Facilities

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Appendix F-1
Fats, Oils, and Grease Control Program Manual

FATS, OILS, AND GREASE CONTROL

PROGRAM MANUAL

PUBLIC WORKS DEPARTMENT
(714) 229-6740
Mike Smith
Water Quality Manager
Douglas A. Dancs, P.E.

Public Works Director
2 LIST OF ACRONYMS 3
FORWARD 4
FREQUENTLY ASKED QUESTIONS 4
SECTION I: BASIC REQUIREMENTS OF THE FOG PROGRAM 5
SECTION II: KITCHEN BEST MANAGEMENT PRACTICES 6
SECTION III: GREASE INTERCEPTORS 7
A. Operation & Maintenance
B. Cleaning
C. Inspection
D. Record Keeping
8 8
8 9
SECTION IV: PUBLIC EDUCATION 9
SECTION V: PERMITS AND ENFORCEMENT 10
A. Permit Requirements
B. Blockages and Sewer Spills
C. Violations and Enforcement Responses
10 10
10 SECTION VI: LEGAL REQUIREMENTS 12
APPENDICES 13
A. FOG Wastewater Discharge Permit Application Instructions B. 219– 2 Standard Permit Conditions of Approval
C. 219– 3 FSE Training Log
D. 219– 4 Exhaust Hood Maintenance Log
E. 219– 5 Grease Barrel Collection Log
F. 219– 6 Interceptor/Trap Maintenance Log
G. 219– 8 Inspection Form—Grease Control Device and Best Management Practices
H. BMP 219-A Recommended Pump Out Procedures
I. Spill Kit
J. BMP Manual
K. Supplemental Materials
- Grease Interceptor Standard Plan
- Tips for the Food Service Industry (English, Spanish, Vietnamese) - Kitchen Best Management Practices (BMP’s) (English, Spanish, ffffffffffffffffffffffffffffffffffff Vietnamese and Korean)

SECTION LISTING
3 BMP Best Management Practices
CSA Compliance Schedule Agreement
EPA US Environmental Protection Agency
FOG Fats, Oils, and Grease
FSE Food Service Establishment
GCD Grease Control Device
GI Grease Interceptor
O&G Oils and Grease
SSO Sanitary Sewer Overflow (sewer overflows/ sewer spills) SWRCB State Water Resource Control Board
RWQCB Regional Water Quality Control Board
UPC Uniform Plumbing Code

LIST OF ACRONYMS
4 Forward
Studies in Orange County have concluded
that FOG is one of the primary causes of
sanitary sewer blockages. Based on
information collected by the Santa Ana
RWQCB, sanitary sewer system overflows
from sewer collection systems have
caused numerous beach closures within
Orange County. The most prevalent cause
of the SSOs is FOG accumulation in the
small to medium sewer lines serving
FSE’s.

The purpose of the FOG Discharge
Manual is to facilitate the maximum
beneficial public use of the City’s sewer
collection system while preventing
blockages from FOG discharges.

Additionally, the Manual specifies
appropriate FOG discharge requirements
for FSE’s discharging into the City’s
sewer system to protect public health and
safety. The FOG Discharge Manual is
given in the form of a binder in order to
keep all records and logs in one place
for the convenience of the
establishment operator and the City’s
contract inspector. The logs (Forms
219-3 to 219-6) must be kept up-to-date
and will be verified by the contract
inspector. Extra copies of the Forms
219-3 to 219-6 are provided on the City
website: www.cypressca.org
This manual shall also establish quantity
and quality standards on all wastewater
and/or waste discharges containing FOG,
which may alone or collectively cause or
contribute to FOG accumulation in the
sewer facilities causing or contributing to
the occurrence of SSOs.

FAQs
What is FOG? Where does it come from?
 “FOG” refers to fats, oils, and grease.
 Commonly found in meats, sauces, gravy,
dressings, deep-fried foods, baked goods,
cheeses, and butter. FOG waste is generated
by processing or serving food.

What's the problem with FOG?
Grease sticks to the insides of sewer pipes (both on
your property and in the streets) and over time, the
grease can build up and block the entire pipe.

When sewer pipelines become blocked with grease,
sewage flows out of manholes into the storm drains,
eventually making its way into the ocean. Sewer
overflows pose a threat to public health, adversely
affect aquatic life, and are expensive to clean up.

Why do food facilities need to know about
FOG?
In February 2002, the Santa Ana Regional Water
Quality Control Board adopted Order R8-2002-0014,
which prohibits sewer overflows and requires Orange
County cities to monitor and control these
overflows. Cities are also required to develop and
implement a FOG Control Program. The program
requires restaurants and food preparation facilities to follow but not be limited to:
 Implementing kitchen BMP’s
 Installing a grease interceptor
 Developing a grease control plan
 Producing waste-hauling records
 Sharing the costs incurred by the City to
clean-out blockages in the sewer line
How is FOG monitored? How is it enforced?
The City of Cypress maintains a sewer collection
system map and uses video surveillance cameras to
identify blockages caused by FOG. The City of Cypress
can use this information to identify the sources that
contribute to sewer blockages and can initiate enforcement actions against businesses. Those responsible may be liable for:
 Physical/monetary damages
 Costs incurred by City to respond to the
blockage
 Fines and penalties
How to report Sewage Spills?
Contact the City at (714) 229-6760 or (714) 229-6740 to report. Contact the Police Department after hours to
report spills. Do not just leave a message.
5 Kitchen Best Management Practices
BMPs are practices, procedures,
and maintenance activities
performed by FSE’s to reduce
the FOG in wastewater
discharge. BMPs are described
in greater detail in the section
titled “Kitchen Best Management
Practices” located on page 6 of this manual.

The legal authority for requiring conformance to
BMPs is contained in City Code § 13-85
Record Keeping and Reporting
Requirement
The Appendix (Forms 219-3 to 219-
6) of this manual contains recordkeeping logs that FSE’s shall use to document servicing and maintenance of grease control devices, removal of grease, and employee
training. FSE’s will be required to keep updated logs. If there are multiple establishments discharging to an obstructed pipeline, it will be
assumed that those establishments not following BMPs contributed to the sanitary sewer overflow.

The legal authority for requiring FSE’s to complete
and submit a report is contained in City Code § 13-
101.

FOG Wastewater Discharge Permit
Any FSE proposing to
discharge any wastewater
containing FOG into the City’s
sewer system is required to
obtain a FOG Wastewater
Discharge Permit online from
the City when applying for or
renewing its annual business license.

The City can refuse to issue a certificate of
occupancy for any new construction or
business unless a FSE has complied with the
ordinance (§ 13-91).

Grease Interceptors
There are Uniform Plumbing
Code requirements, standards,
and specifications for FSE’s to
install grease interceptors and
grease traps to reduce FOG in
the wastewater discharges.

The legal authority to require the
installation of a grease interceptor by FSE’s is
contained in City Code § 13-86.

Compliance Schedule Agreement
(CSA)
Criteria to require FSE’s to enter into a CSA
may include, but are not necessarily limited to:
 Conditions in the wastewater collection
line serving the FSE’s
 Degree of conformance to BMPs by the
FSE
 Compliance history of the FSE at that
location or other locations
A CSA would, but not be limited to, include:
 BMPs used by the establishment
 Description of the FSE operation
 Description of the location and size of any
grease interceptors and grease traps present
 Description of how the grease interceptor
or grease trap will be maintained
(cleaned), including frequency of cleaning
 Description of how the FSE will comply
with reporting requirements
The legal authority for requiring FSE’s to enter into
a CSA is contained in City Code § 13-107.

Section I: Basic Requirements of the FOG Program
6 Section II: Kitchen Best Management Practices
The following BMPs are provided to assist FSE’s
with developing procedures to reduce the amount
of FOG in their wastewater, thereby reducing
maintenance needs and costs of grease control
devices. These efforts also minimize the
likelihood of causing a blockage that may result in
a backup into their or their neighbors’ facilities, a
release to the environment, and/or an
enforcement action.

1. Employee Training and Awareness
 Instruct employees not to pour FOG down
the drain and not to dispose of food scraps
in sinks
 Post “No Grease” signs (in commonly
spoke language) above sinks and on the
front of dishwashers.
 Conduct BMP DVD training sessions twice
a year.

2. Garbage Disposals and Drain
Screening
 To reduce FOG discharge by up to 50%,
disconnect and remove garbage disposals and scrape food into the trash.  Retain or install a fine meshed screen in
the drain of each sink. Clean frequently
and place collected material in garbage.

All FSE’s are required to remove all food
grinders upon: (i) major operational changes
take place; or (ii) within 180 days of the
effective date of the ordinance City Code § 13-

84. 7. Dry Clean up
 Use rubber scrapers to
scrape food particles and
FOG from cookware and
dishes into the garbage.
 Use food grade paper to
soak up oils and grease
under fryer baskets.

4. Spill Prevention and Clean-up
 Avoid spills: Empty
containers before they are
full and use a cover when
transporting materials that
can be spilled.
 Dry spills should be
swept or vacuumed.
 For FOG spills: Block off drains near the
spill. Cover spill with absorbent material
(sand, saw dust, salt, paper towels, etc.).

Dispose of material in trash.

8. Dishwashing and Equipment Cleaning
 Use disposable paper products, rather than
dishware, to minimize/ eliminate
dishwashing.
 Pre-wash with hot water and no soap.
 Before washing, empty contents into a
waste grease container then wipe with
paper towels.

9. Grease Control Devices
Inspect Grease Control Devices (GCD) every
month and conduct regular full cleanings,
more often if less than 75% of the trap capacity remains.

During every inspection and cleaning, check
the integrity of GCD internal baffles and inlet
piping flow restrictors.

FSE must maintain a record that
documents cleaning activities for Grease
Control Devices. Form (219-6) is in the
Appendix of this manual, titled “Grease
Interceptor/Trap Log”.

5. Building Drains Maintenance
Have building drains and service lines
professionally cleaned at least once per year.

6. Recycling
Collect and recycle the oils and fats through
one of the area’s licensed grease waste haulers.

Outdoor Grease Interceptor
Indoor Grease Trap
7 General
Description and Applicability
The installation and maintenance of a grease interceptor is an important measure to ensure that a FSE does not contribute to/ create problems within the wastewater collection system.  Grease traps are small indoor devices.
 Grease interceptors are an outside, underground multi-compartment tank that reduces the amount of pollution (FOG) in wastewater, before discharge into the wastewater collection system. Grease interceptors are two-compartment units that apply a physical separation process to detain wastewater and allow FOG and water to separate.  Separated FOG rises to the top
 Water flows to the wastewater system from below
 Solid materials settle on the bottom.
 The floating grease layer is prevented from flowing to the wastewater system by a “Tee” or baffle that is installed on the effluent chamber of the interceptor.

Section IV: Grease Interceptors
If the volume or nature of food service provided by the establishment dictates significant food preparation, operation of a garbage grinder, or an automatic dishwasher, a discharge of FOG waste is highly likely and a grease interceptor is required.

Each new grease control device that is installed to replace or upgrade an existing grease control device will be required to meet all criteria required by the current uniform plumbing code.

For properties with multiple FSE’s on a single parcel, each FSE shall be individually and separately responsible for installation and maintenance of the grease interceptor. A single grease interceptor can be used to service multiple FSE’s only upon approval by the Public Works Director for the City of Cypress (City Code § 13-88). 8 Operation & Maintenance
Proper operation and
maintenance of grease
interceptors includes routine
inspection, cleaning, pumping,
and repair as described in this
section. These units are less
effective if FOG and solids
occupy greater than 25% of the interceptor’s
total liquid depth.

It is recommended that FSE’s inspect
grease interceptors at least once every
three months. During each inspection, it is
recommended that users document
measurement of the grease layer in both
compartments by pushing a garden hoe
through the grease layer or taking a core
sample with a “sludge judge.”
During each inspection, FSE’s should open
both manholes and confirm that the “Tees” on
pipes are intact. A missing, altered, or
damaged outlet “Tee” is an impairment of the
ability of the grease interceptor to pretreat the
wastewater and could result in violations of City
Code § 13-86.

Inspection
Reasonable access to all parts of the FSE shall
be made available when inspection and/or sample of the wastewater is required (§ 13-
102A and 13-103).

The FSE shall make available, for
the purposes of inspection, the
following:
 Access to grease control devices
 Manifests, receipts, and invoices of grease
device maintenance
 Documents identifying the waste hauler
carrier
 Documents identifying the disposal site
locations
Cleaning
If the FOG and solids occupy
greater than 25 percent of an
interceptor’s total liquid
depth, the FSE is required to
perform a full cleaning of the
grease interceptor.

Cleaning must be performed
by a waste hauler with an approved license
from an authorizing agency.

Both vaults of a grease interceptor shall be
completely empty upon completion of pumping
operation. The grease mat, liquids, sludge, and
scrapings from the interior walls must be
removed. Under no circumstances, may the
waste hauler reintroduce the removed water or
materials into the sewer system, other than at
qualified disposal stations.

Flushing an interceptor with hot water, or the
use of chemicals or other agents to dissolve or
emulsify grease and allow it to flow into the
wastewater treatment system, is a violation of
City Code 13-106.

The FSE is liable for the condition of their
pretreatment devices and payment for the
cleaning service. The FSE owner or designee
may want to witness all cleaning/maintenance
activities to verify that the grease interceptor is
being fully cleaned and properly maintained.

Please refer to BMP 219-A of the Appendix for
the pumping practices required of licensed
waste haulers.

Grease Interceptors: Operation & Maintenance and Requirements 9 Recordkeeping
It is required that FSE’s
maintain a written record of
every time a grease interceptor
is inspected and cleaned. It is a
violation of City Code when the
FSE fails to maintain and keep
up-to-date accurate records of all
cleaning, maintenance, and removal of
FOG wastes (§ 13-101B).

Inspection records should document:
 Date of inspection
 Name of company and person
performing inspection
 Estimated volume of FOG present
 Signature of the manager or designee of
the FSE
This record (Form 219-6) is provided in the
Appendices section of this manual.

Cleaning records should document:
 Date of maintenance
 Name of company and person
performing maintenance
 Estimated volume of FOG removed
 Disposal location
 Establishment manager’s or designee’s
signature for verification.

A manifest from the permitted liquid waste
hauler is an acceptable record, if it contains
all of the above information.

It is required that inspection and cleaning
records be maintained on the premises
for a period of at least two years and be
made readily available to the City of Cypress
personnel for review and inspection (§ 13-
101B).

Section V: Public Education
BMP Brochures and posters in English and
Spanish are provided to every FSE in the City’s
service area.

Websites also have more information regarding
FOG:
www.cypressca.org
The Cypress Department of Public Work’s Sewer / Wastewater Division is responsible for maintaining the
City's sewer collection system.

The City’s collection system flows
into an Orange County Sanitation District main
until it reaches the OCSD system where it is processed for treatment. https://www.ocsd.com/businesses/source-controlindustrial-wastewater-permits/fats-oil-greasepermit The Orange County Sanitation
District (OCSD) leads a steering
committee that includes all cities
and agencies within its service
area to develop policies and
procedures to comply with the
Regional Board order.
https://www.waterboards.ca.gov/santaana/
water_issues/programs/stormwater/
This is the direct link to the
Regional Board Order that
discusses waste discharge
requirements and deadlines
that sewer agencies and
municipalities are required to
meet.
www.epa.gov/owm
The United States Environmental
Protection Agency’s Office of
Wastewater Management (OWM)
oversees a range of programs
contributing to the well being of
the nation’s waters and watersheds.
www.ocwatersheds.com
The Watershed & Coastal
Resources Division is one of six
units in the Public Facilities &
Resources Department. This
division is responsible for
developing regional management
strategies to preserve, protect, and
enhance coastal resources and surface waters
throughout Orange County.
10 Permit Requirements
All FSE’s are required
to obtain a FOG
Wastewater Discharge
Permit online prior to
the intent to discharge
wastewater into the
sewer system and pay
a fee as set by the fee
schedule.

Grease interceptors shall be required for all
new and existing FSE’s during the plan review/
building permit process. A variance or a waiver
may be granted when certain terms and
conditions are met (§ 13-87).
 Grease disposal mitigation fee:
 FSE’s that operate without a grease control
interceptor may be required to pay an
annual Grease Disposal Mitigation Fee to
equitably cover the costs of increased
maintenance and administration of the
sewer system.
 This section shall not be interpreted to
allow a new FSE or existing FSE’s
undergoing remodeling or change in
operations, to operate without an approved
grease interceptor.

Blockages and Sewer Spills
Blockages:

Enforcement activities often commence with
investigations of blockages and overflows of
the wastewater system. Inspections are used to
determine contributing factors and seek visual
evidence of FOG waste accumulation between
the site of the stoppage or overflow and
upstream FSE’s.

Section VI: Permits and Enforcement
If significant FOG accumulation is observed in
the service line of an upstream FSE, that
establishment is identified as causing or
contributing to the downstream stoppage or
overflow.

Sewer spills and cleanup costs:

Inspection findings are also used to
determine cleanup costs. FSE’s
determined to have contributed to
SSOs or any sewer system
interferences may be ordered by the
Director to immediately install and maintain a
grease interceptor and any other requirements.

Violations and Enforcement Responses
The City of Cypress has a range of enforcement
responses that can be applied. Monetary fines
are federally required enforcement responses
and are usually one of the last enforcement
actions the City will use when encountering
noncompliance.

Violations include:
 Fails to install an approved grease control
device
 False statement, representation, record,
report, plan or other document that is filed
with the City
 Tampers with or knowingly renders
inoperable grease control device
 Fails to clean, properly operate, maintain or
remove FOG from a grease control device
within the required time for such cleaning /
maintenance
 Fails to keep up-to-date and accurate
records of all cleaning, maintenance, and
FOG removal and to make those records
available to any City Code Enforcement
representative or designee, any
representative of a local sanitation agency,
or any Authorized Inspector
 Disposes of, or knowingly allows or directs,
FOG to be disposed of in an unlawful
manner
 Fails to remove all food grinders in the food
facility by the date specified by the Ordinance
 Refuses a City Code Enforcement
representative or designee, a local sanitary
sewer agency representative, or any
Authorized Inspector, reasonable access.

Description and Applicability
The EPA and City prohibit any user from
discharging solid or viscous pollutants, such as
FOG wastes, in amounts which will cause
obstructions in the wastewater system and
interfere with the operation of the wastewater
system. The City of Cypress is required by the
EPA, the State, and City code, to initiate
enforcement actions against users who violate
this prohibition.

The City of Cypress will initiate enforcement
actions for noncompliance, but it is possible for
the EPA or State to initiate their own
enforcement actions.
11  Introduces additives into a wastewater
system for the purposes of emulsifying
FOG without the written, specific
authorization from the City and sanitary
sewer agency.
 Fails to pay the Grease Disposal Mitigation
Fee
 Fails to comply with provisions of the FOG
Manual, Ordinance, or any permit issued
by the City
Procedures the City may take to enforce the
FOG Ordinance can include:
 Notices of violation
 Enter into a compliance schedule
agreement (CSA)
 Suspension or revocation of waste
discharge permit
 Costs to reimburse the City to clean and/ or
repair the sewer system or sewer facilities
 Suspension or termination of sewer and
water service
 Civil penalties and/or criminal penalties
Notices of Violation
Notices of violation may include:
 Verbal notice
 Information compliance review meeting
 Inspections
 Field notices of observed violations
 Notices of violations. An informal
conference with the City may be requested
and an appeal is available after an informal
conference.

During an inspection of a FSE, if a violation is
noted, a written notice of violation may be
served, which identifies:
 Specific requirements that were violated
 Facts to constitute the violations
 Corrective action(s) to be required
“Within ten (10) days of the receipt date of
this notice, a written explanation of or
response to the violation and a plan for the
satisfactory correction and prevention
thereof must be submitted.”
Compliance Schedule Agreement (CSA)
Upon determination by the Public Works Director that a FSE or owner of a property is in noncompliant with its FOG Discharge Permit, any other provision, or needs to acquire and
install a grease control device, the Public
Works Director may require the permittee, owner or operator to enter into a CSA (§ 13-107).

A CSA must include the following information:
 Description of the FSE operation
 Description of the location and size of any
grease control device present
 Description of the FOG BMPs used by the
FSE
 Description of the procedures to prevent
discharges of FOG waste
 Description of waste FOG handling,
storage, and disposal procedures
 Description of how the grease control
device will be maintained including frequency of cleaning  Description of how the FSE will comply with
quarterly reporting requirements
 Signed certification statement by the FSE’s
owner or manager
The City will provide the FSE with written notice
of its acceptance of the FOG control plan.

Failure to implement any element of an
accepted plan is a violation and subject to
enforcement.

Administrative Hearing Procedures
Any FSE or permit applicant adversely affected
by a decision made by the Director may appeal
the decision and file a written request for
hearing before the City Manager, if such filing is
done within 10 days of the decision and
accompanied by an appeal fee.
12 No person shall discharge raw or
treated sewage or other waste in a
manner that results in contamination,
pollution, or a nuisance.
 Any person who causes or permits a
sewage discharge to any state waters:
 must immediately notify the local
health agency of the discharge.
 shall reimburse the local health
agency for services that protect
the public’s health and safety
(water-contact receiving waters).
 who fails to provide the required
notice to the local health agency
is guilty of a misdemeanor and
shall be punished by a fine
(between $500–$1,000) and/or
imprisonment for less than one
year.

Regional Water Quality Control Board
Santa Ana Region
(951) 782-4130
 Responsible for protecting State waters.
 Requires the prevention, mitigation,
response to and reporting of sewage
spills.

California Office of Emergency
Services
(800) 852-7550
 California Water Code, Article 4, Chapter 4, Sections 13268-13271 Any person who causes or permits
sewage in excess of 1,000 gallons to
be discharged to state waters shall
immediately notify the Office of
Emergency Services.
 California Code of Regulations, Title 23,
Division 3, Chapter 9.2, Article 2,
Sections 2250-2260
Any person who fails to provide the
notice required by this section is guilty
of a misdemeanor and shall be
punished by a fine (less than
$20,000) and/or imprisonment for not
more than one year.

Allowing sewage to discharge to a gutter or
storm drain may subject FSE’s to penalties
and/or costs for reimbursing cities or public
agencies for clean-up efforts. Below are the
pertinent codes, fines, and agency contact
information.

City of Cypress Department of Public
Works
(714) 229-6740
Contact the Police
Department after hours to
report spills, but do not leave
a message.
 Responsible for protecting city property
and streets, the local storm drain system,
sewage collection system and other
public areas.
 City of Cypress Municipal Code, Chapter

13.82:

No FSE shall discharge or cause to be discharged
into the sewer system FOG that exceeds a
concentration level adopted by a Regulatory
Agency or that may accumulate and/or cause or
contribute to blockages in the sewer system or at
the sewer system lateral which connects the FSE
to the sewer system.

Orange County Stormwater Program
24-Hour Water Pollution Reporting Hotline 1-877-89-SPILL  County and city water quality
ordinances prohibit discharges containing
pollutants.
 Responsible for preventing harmful
pollutants from being discharged or
washed by stormwater runoff into the
municipal stormdrain system, creeks,
bays, and the ocean.

Orange County Health Care Agency
Environmental Health
(714) 834-8787
 Responsible for protecting
public health by closing
ocean/bay waters and may close foodservice businesses if a spill poses a threat to public health.
 California Health and Safety Code,
Sections 5410-5416
Section VII: Legal Authority

A. Fats, Oils, and Grease (FOG) Discharge Permit
Application Instructions
The Public Works Department has transitioned to an online portal powered by OpenGov. This user-friendly operating system has been launched to better serve and manage the needs of both Cypress businesses and residents.

In terms of the FOG program, the OpenGov system will be used to manage FOG Permit renewals as well as inspection activities. In addition to providing application services, the new online portal will allow Public Works staff and business owners to interact online with ease as well as reduce the need to make an appointment to visit City Hall for an in-person permitting process. The new online portal also simplifies fee payment procedures by providing secure online payment options.

As a facility owner or operator you will need to complete and submit a Fats, Oils and Grease (FOG) Discharge Permit Application online. This must be done through the City’s new online permitting platform. To create a facility profile and apply online, please follow the steps below:

1. Visit https://cypressca.viewpointcloud.com to create a login

2. After logging in, select the Fats, Oils & Grease Control box

3. Select the Fats, Oils & Grease (FOG) Discharge Permit application

4. Complete the application steps and submit
We appreciate your continued cooperation in preventing sanitary sewer overflow by means of your FOG compliance. If you have any questions regarding the FOG program or would like to update facility contact information, please call (714) 229- 6741 or contact the City’s Water Quality Manager, Mike Smith, at (714) 229-6752.

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Fats, Oils, Grease Wastewater Discharge
Permit Standard Conditions of Approval
(Form 219-2)
“Think before you put it down the Sink”

1. Limits on discharge of FOG and other priority pollutants.

1.1. Introduction of any additives into any establishment’s wastewater system for the purpose of emulsifying FOG is prohibited.

1.2. Disposal of waste cooking oil into drainage pipes is prohibited. All waste cooking oils shall be collected and stored properly in receptacles such as barrels or drums for recycling or other acceptable methods of disposal.

1.3. Discharge of wastewater from dishwashers to any grease trap or grease interceptor is prohibited.

1.4. Discharge of wastewater with temperatures in excess of 140˚F to any grease control device, including grease traps and grease interceptors, is prohibited.

1.5. The use of biological additives for grease remediation or as a supplement to interceptor maintenance is prohibited, unless written approval for the Director is obtained.

1.6. Discharge of wastes from toilets, urinals, wash basins, and other fixtures containing fecal materials to sewer lines intended for grease interceptor service, or vice versa, is prohibited.

1.7. Discharge into the sewer system of any waste which has FOG as well as solid materials removed from the grease control device is prohibited. Grease removed from grease interceptors shall be wastehauled periodically as part of the operation and maintenance requirements for grease interceptors.

Licensed wasthaulers or an approved recycling facility must be used to dispose of FOG, including waste cooking oil.

1.8. Installation of food grinders are prohibited unless specifically allowed in writing by the Director.

2. Requirements for proper operation and maintenance of grease interceptors and other grease control devices.

2.1. Grease Interceptors shall be maintained in efficient operating condition by periodic removal of the full content of the interceptor which includes wastewater, accumulated FOG, floating materials, sludge and solids.

2.2. All existing and newly installed grease interceptors shall be maintained in a manner consistent with a maintenance frequency approved by the Director pursuant to this section.

2.3. No FOG that has accumulated in a grease interceptor shall be allowed to pass into any sewer lateral, sewer system, storm drain, or public right of way during maintenance activities.

3. Grease interceptor maintenance frequency and schedule.

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3.1. All establishments with grease interceptors may be required to submit data and information necessary to establish the maintenance frequency of the grease interceptors and shall be determined in one of the following methods:

3.1.1. Grease interceptors shall be fully pumped out and cleaned at a frequency such that the combined FOG and solids accumulation does not exceed 25% of the total liquid depth of the grease interceptor. This is to ensure that the minimum hydraulic retention time and required available volume is maintained to effectively intercept and retain FOG discharged to the sewer system.

3.1.2. All establishments with a grease interceptor shall maintain their grease interceptor not less than every 6 months. Grease interceptors shall be fully pumped out and cleaned quarterly when the frequency described in paragraph (1) of this section has not been established. The maintenance frequency shall be adjusted when sufficient data have been obtained to establish an average frequency based on the requirements described in paragraph (1). The City may change the maintenance frequency at any time to reflect changes in actual operating conditions. Based on the actual generation of FOG from an establishment, including food service establishments that generate FOG, the maintenance frequency may increase or decrease.

3.1.3. If the grease interceptor, at any time, contains FOG and solids accumulation that does not meet the requirements described in (1), any establishment, including food service establishments generating FOG, shall be required to have the grease interceptor serviced immediately such that all fats, oils, grease, sludge, and other materials are completely removed from the grease interceptor. If deemed necessary, the Director may also increase the maintenance frequency of the grease interceptor from the current frequency.

4. Requirements for implementation of Best Management Practices and installation of adequate grease interceptor and/or grease control device.

4.1. All establishments shall implement Best Management Practices in accordance with the requirements and guidelines established by the City in an effort to minimize the discharge of FOG to the sewer system.

4.1.1. All establishments shall be required, at a minimum, to comply with the following Best Management Practices:

4.1.2. Installation of drain screens. Drain screens shall be installed on all drainage pipes in food preparation and kitchen areas.

4.1.3. Segregation and collection of waste cooking oil.

4.1.4. Disposal of food waste. All food waste shall be disposed of directly into the trash or garbage, and not in sinks or toilets.

4.1.5. Employee training. Employees of the food service establishment shall be trained within 180 days of the effective date of this Chapter, and twice each calendar year thereafter, on the following subjects:

4.1.5.1. How to “dry wipe” pots, pans, dishware and work areas before washing to remove grease.

B-3

4.1.5.2. How to properly dispose of food waste and solids prior to disposal in trash bins or containers to prevent leaking and odors.

4.1.5.3. The location and use of absorption products to clean under fryer baskets and other locations where grease may be spilled or dripped.

4.1.5.4. How to properly dispose of grease or oils from cooking equipment into a grease receptacle such as a barrel or drum without spilling.

4.1.6. Maintenance of kitchen exhaust filters. Filters shall be cleaned as frequently as necessary to be maintained in good operating condition.

The wastewater generated from cleaning the exhaust filter shall be disposed properly.

4.1.7. Kitchen signage. Best management and waste minimization practices shall be posted conspicuously in the food preparation and dishwashing areas at all times.

5. Requirements for maintaining and reporting status of Best Management Practices.

5.1. Training shall be documented and employee signatures retained indicating each employee's attendance and understanding of the practices reviewed.

Training records shall be available for review at any reasonable time by the Director and/or his designee.

6. Requirements for maintaining and submitting logs and records, including waste hauling records and waste manifests.

6.1. The Establishment shall be required to keep all manifests, receipts and invoices of all cleaning, maintenance, grease removal of/from the grease control device, disposal carrier and disposal site location for no less than two years. The Establishment shall, upon request, make the manifests, receipts and invoices available to the Director or his designee. These records may include:

6.1.1. A logbook of grease control device cleaning and maintenance practices.

6.1.2. A record of Best Management Practices being implemented including employee training.

6.1.3. Copies of records and manifests of wastehauling interceptor contents and/or waste cooking oil disposal.

6.1.4. Records of sampling data and sludge height monitoring for FOG and solids accumulation in the grease interceptors.

6.1.5. Any other information deemed appropriate by the Director to ensure compliance with this Chapter.

7. Requirements to self-monitor.

7.1. The City may require establishments to construct and maintain in proper operating condition at the establishment’s sole expense, flow monitoring, constituent monitoring and/or sampling facilities.

B-4

7.2. The location of the monitoring or metering facilities shall be subject to approval by the Director.

7.3. Establishments may also be required by the Director to submit waste analysis plans, contingency plans, and meet other necessary requirements to ensure proper operation and maintenance of the grease control device or grease interceptor and compliance with this Chapter.

7.4. Establishments shall not increase the use of water or in any other manner attempt to dilute a discharge as a partial or complete substitute for treatment to achieve compliance with this Chapter.

8. Requirements for the FSE to construct, operate and maintain, at its own expense, FOG control device and sampling facilities.

9. Consent by the operator of the FSE for the City and other Regulatory Agencies to inspect the FSE to confirm compliance with this Chapter, the Sewer WDRs and other applicable laws, rules and regulations, including any NPDES permit applicable to the City.

10. Additional requirements as otherwise determined to be reasonably appropriate by the Director to protect the City's system or as specified by other Regulatory Agencies.

11. Other terms and conditions, which may be reasonably applicable to ensure compliance with this Chapter as determined by the Director.

11.1. ___________________________________________________ ________________________________________________________ ________________________________________________________ ________________________________________________________ ________________________________________________________

11.2. ___________________________________________________ ________________________________________________________ ________________________________________________________ ________________________________________________________ ________________________________________________________ ________________________________________________________

11.3. See Attached Sheet __________________________
C

FOOD SERVICE ESTABLISHMENT

TRAINING LOG
(Form 219-3)
KEEP ON FILE ON PREMISES FOR NO LESS THAN 2 YEARS.
“Think before you put it down the Sink”
INSTRUCTIONS: To be filled out by the Food Service Establishment and filed in the FSE On-Site Compliance Binder. Use this form to record training sessions and attendance. All employees must attend a grease control training session twice each year. Training must include distribution of "Best Management Practices" brochure and viewing of the Grease Control Program video.

Business Name:

Address:

Employees: Your signature on this form acknowledges that you have received the "Best Management Practices" brochure and that you have viewed the Grease Control Program video.

Date Employee Name Signature DVD Brochure MGR
Initial
City Code Section 13-101-6B. Documents must be kept on file for no less than two years. It shall be unlawful to make any false statement, representation, record, report, plan or other document that is filed with the City.

D

EXHAUST HOOD MAINTENANCE LOG
(Form 219-4)
KEEP ON FILE ON PREMISES FOR NO LESS THAN 2 YEARS.
“Think before you put it down the Sink”
INSTRUCTIONS: To be filled out by the Food Service Establishment and filed in the FSE On-Site Compliance Binder. Use this form to record cleaning and maintenance of exhaust hoods and ducts, by contracted cleaning services or by regularly scheduled in-house maintenance.

Business Name:

Address:

MANAGER: Your signature on this form acknowledges that the service establishment has performed proper maintenance on its exhaust hoods.

Date Serviced by Manager Comments
City Code Section 13-101-6B. Documents must be kept on file for no less than two years. It shall be unlawful to make any false statement, representation, record, report, plan or other document that is filed with the City.

E

GREASE BARREL COLLECTION LOG
(Form 219-5)
KEEP ON FILE ON PREMISES FOR NO LESS THAN 2 YEARS.
“Think before you put it down the Sink”
INSTRUCTIONS: To be filled out by the Food Service Establishment and filed in the FSE On-Site Compliance Binder. Use this form to record grease collection pick-up times and volumes. The company collecting the waste grease should sign this form if possible. If this form is not available when pick-ups are made, the collecting company should leave a signed receipt with the collection information. Record that information on this log.

Business Name:

Address:

MANAGER: Your initial on this form acknowledges that the service establishment has disposed of its grease in a lawful manner and accounts accurately for the volume of grease disposed.

Date Serviced by Volume MGR Comments
City Code Section 13-101-6B. Documents must be kept on file for no less than two years. It shall be unlawful to make any false statement, representation, record, report, plan or other document that is filed with the City.

F

GREASE INTERCEPTOR/TRAP LOG
(Form 219-6)
KEEP ON FILE ON PREMISES FOR NO LESS THAN 2 YEARS.
“Think before you put it down the Sink”
INSTRUCTIONS: To be filled out by the Food Service Establishment and filed in the FSE On-Site Compliance Binder. Use this form to record grease collection pick-up times and volumes. Use this form to record and keep receipts for pumping, inspection and maintenance of your grease interceptor.

Business Name: Street Address:

Location of Grease Interceptor/Trap:

MANAGER: Your initial on this form acknowledges that the service establishment has disposed of its grease in a lawful manner, accounts accurately for the volume of grease disposed and that the interceptor has been maintained properly.

If the grease and solids occupy greater than 25 percent of an interceptor’s capacity, the FSE is required to perform a full cleaning of the grease interceptor. Cleaning must be performed by a licensed waste hauler with an approved license from an authorizing agency. Both vaults of a grease interceptor shall be left completely empty upon completion of pumping operation. The grease mat, liquids, sludge, and scrapings from the interior walls must be removed. Under no circumstances, may the waste hauler reintroduce the removed water or materials be reintroduced into the City’s sewer system, other than at qualified disposal stations. Flushing an interceptor with hot water, or the use of chemicals or other agents to dissolve or emulsify grease and allow it to flow into the wastewater treatment system, is a violation of City Code. Since the FSE is the generator of the grease waste, is liable for the condition of their pretreatment devices, and is paying for the cleaning service, the FSE owner or designee may want to witness all cleaning/maintenance activities to verify that the Grease Interceptor is being fully cleaned and properly maintained.

Date Serviced by Volume MGR Comments (How was waste
disposed? (For example:

Recycled, put in trash and etc.)
City Code Section 13-101-6B. Documents must be kept on file for no less than two years. It shall be unlawful to make any false statement, representation, record, report, plan or other document that is filed with the City.

G

GREASE CONTROL DEVICE &

BEST MANAGEMENT PRACTICES
INSPECTION REPORT (Form 219-8)
“Think before you put it down the Sink”
Name of Facility: Address:  First Inspection. Date:
__________________
 Second Inspection
 Third Inspection
 Follow Up
Name/Title of Facility Contact: Phone #:

Facility / BMP Inspection:

1. Removal of Food Grinder Installation/usage prohibited per city ordinance

2. Grease Collection Maintenance Log Must be kept current and accessible at all times

3. Exhaust Hood Maintenance Log Must be kept current and accessible at all times

4. Employee Training Log Must be kept current and accessible at all times

5. Drain Screens Installed/Maintained Must be present and in good working condition

6. Food Waste Practices Food Waste to be placed in plastic bags or trash, not in sink(s)

7. Dry Wiping Practices Pots, Pans, Plates to be Dry Wiped of food debris before washing

8. Emergency Spill Response Materials Grease Absorbent Materials present/accessible in event of spill

9. BMP Poster(s) in approved areas BMP Poster visible in all food preparation and dishwashing areas Remarks:
( ) Facility is in COMPLIANCE. No corrective action is required at this time (note any remarks)- BMP ( ) NOTICE OF NON-COMPLIANCE – BMP
Facility is not in compliance for the items checked below.  Food Grinder installed or in usage. Remove Food
Grinder(s)
 Grease Collection Maintenance Log missing/not current.  Exhaust Hood Maintenance Log missing/not current.
 Employee Training Log missing/not current.
 Drain Screens missing/damaged/clogged.
 Food Waste in sink(s) and not in enclosed plastic bag or garbage.
 Employee(s) observed not practicing Dry Wiping.
 Missing/inadequate/ inaccessible Grease Absorbing
Material(s)
 BMP Poster(s) missing/obscured/damaged etc.
 Other__________________________________
Required corrective action includes:
 Remove Food Grinder(s)
 Make available/accessible/update
Maintenance or Training Log(s)
 Install/repair/clean drain screen(s)
 Instruct/train employee(s) to observe all
listed BMP’s
 Make available/accessible Grease
Absorbent Material(s) for use in event of
spill
 Post/repair/replace BMP Poster(s) in all
food preparation and dishwashing areas
 Other__________________________
Grease Control Device (GCD):

Remarks:
( ) Facility is in COMPLIANCE. No corrective action is required at this time (note any remarks)- GCD ( ) NOTICE OF NON-COMPLIANCE – Grease Control Device
Facility is in noncompliance of the items checked below.  Interceptor inaccessible for inspection.
 Interceptor capacity has been exceeded.
 Excessive oil and grease in the sample box.
 Discharge (effluent) line restricted
 Baffle tubes plugged, submerged, damaged or missing.

Required corrective action includes:
 Promptly remove any obstruction that does
not allow safe and easy access to the
interceptor.
 Repair or replace baffles.
 Pump out interceptor completely.

The items checked above must be corrected within_____days from date of this notice.

Acknowledgement of receipt by Facility Contact
__________________________ Date _________
Print Name:

Inspector
______________________________ Date _______
Print Name:

City of Cypress – 5275 Orange Avenue, Cypress, CA 90630 (714) 229-6740 H

PROPER PUMP OUT PROCEDURE

FOR GREASE INTERCEPTOR
(BMP 219-A)
“Think before you put it down the Sink”
If the grease and solids occupy greater than 25 percent of an interceptor’s total liquid depth, the FSE is required to perform a full cleaning of the grease interceptor. Cleaning must be performed by a licensed waste hauler with an approved license from an authorizing agency. Both vaults of a grease interceptor shall be left completely empty upon completion of pumping operation. The grease mat, liquids, sludge, and scrapings from the interior walls must be removed. Under no circumstances, may the waste hauler reintroduce the removed water or materials be reintroduced into the City’s sewer system, other than at qualified disposal stations. Flushing an interceptor with hot water, or the use of chemicals or other agents to dissolve or emulsify grease and allow it to flow into the wastewater treatment system, is a violation of City Code.

Since the FSE is the generator of the grease waste, is liable for the condition of their pretreatment devices, and is paying for the cleaning service, the FSE owner or designee may want to witness all cleaning/maintenance activities to verify that the Grease Interceptor is being fully cleaned and properly maintained.

Step 1: Skim the entire grease cap and debris from the top of the interceptor. The interceptor may need to be agitated slightly to loosen the grease cap Step 2: Place vacuum tube all the way into the interceptor to suck remaining solids from the bottom.

Step 3: Vacuum water out of the interceptor.

Step 4: Scrape and clean the sides and bottom of the trap. This may be done by “back flowing” the water from the pump truck or by using a hot water source to pressure wash the interceptor. Make sure the walls and baffles of the trap are completely clean.

Step 5: Vacuum remaining water out of the trap.

Step 6: Check that the sanitary “T’s” on the inlet and outlet sides of the interceptor are not clogged or loose.

Step 7: Make sure that the baffle is secure and in place.

Step 8: Inspect the interceptor for any cracks or defects.

Step 9: Check that lids are securely and properly seated after completion of pumping.

I

HAVE A SPILL KIT SO YOU ARE PREPARED
At minimum, Spill Kits should include (as shown above):
 Bucket
 Absorbent
 Rags
 Broom
J-1
Fats, Oils, and Grease
(FOG)
Best Management Practices
(BMP)
Manual
J-2
What is FOG?
FOG stands for fats, oils, and grease. FOG is composed of animal and vegetable fats and oils that are used to cook and prepare food. FOG should be recycled for use in other products, properly disposed of or land applied.

Why is FOG a problem?
A wastewater system is similar to the human body. Wastewater flows through pipes (arteries), is pumped at pump stations (heart), and is cleaned by the wastewater plant (kidneys).

FOG clogs the pipes in the
sewer system just like
cholesterol clogs arteries.

This makes the pumps
work harder and can cause
them to fail, just like having
a heart attack.

FOG can cause backups in
your sewer lines that can
send sewage into your
home or restaurant. This
creates the risk of disease
and illness in addition to
potential closure and fines.

J-3
Train Your People
Train and educate your kitchen staff and other
employees about how they can help follow best
management practices (BMPs) once implemented.

BMPs are most effective when all employees are
trained properly and are more likely to be implemented
when staff understand why they are needed.

J-4
Post ‘No Grease’ Signs
In Visible Locations
Signs should be easily viewable by staff, especially
those working in a kitchen or food preparation area.

Post signs in restrooms, over sinks, near all floor drains, dishwashers and anywhere else where water may enter
a drain to the sewer.

Signs serve as a constant reminder for staff working
with FOG.

J-5
Use the Most Appropriate Water
Temperature
Use a water
temperature of less
than 140º F in all
sinks, especially the
pre-rinse sink before
using a mechanical
dishwasher.

Temperatures in excess of 140º F will dissolve
grease, but it can solidify in the sewer system as the
water cools.

Water from mechanical dishwashers should not be
discharged through a grease trap or interceptor.

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Use the 3-Sink System
This system will save energy and costs by reducing the
need for grease device maintenance:

Sink 1: Use to wash
Sink 2: Use to rinse
Sink 3: Use to sanitize
Remember, all sinks should be using water
temperatures less than 140º F.

J-7
Install Drain Screens
Drain screens act as physical barriers, preventing food waste from entering the drain. This will help reduce
cleaning costs and prolong the life of grease control
devices.

All kitchen sinks should
have drain screens
installed.

J-8
Dry Wipe All Pots, Pans, and
Plates
Use a paper towel or scraper to dry wipe pots, pans,
dishware, and food preparation surfaces before washing.

Wiping the FOG and food items that remain in pots,
pans, and dishware before washing will keep FOG out of
grease traps and interceptors.

This will result in less frequent cleaning of grease control devices and lower maintenance costs.

J-9
Properly Dispose of Food
Waste
Food waste should never be
poured down a drain or into a
toilet.

Recycling food waste is the best
option for a food service
establishment because it reduces
solid waste disposal costs as well
as the costs and maintenance
related to grease traps and
interceptors.

Recycle food waste whenever
possible and dispose of food
waste that cannot be
recycled.

J-10
Recycle Waste Cooking Oil
There are many companies that specialize in taking
waste cooking oil from fryers and other types of
equipment and using it to make animal feed or fuels,
such as biodiesel.

Recycling cooking oil reduces the amount of waste
that has to be disposed of as solid waste in addition
to helping prolong the life of grease control devices.

Recycling also helps to keep FOG out of the sewer
system.

J-11
Ensure Proper Cleaning of
Your Grease Interceptor
You are ultimately responsible for the FOG control at
your place of business. Witnessing the cleaning of your grease trap or interceptor will ensure the complete
removal of all grease and solids.
 Be sure that your grease hauler is doing a complete pumpout of the unit and checking for repairs during every service.*
*It is important to scrape and clean the walls and baffles during pump-out to maximize the removal of FOG from the
interceptor. The materials removed should be thoroughly vacuumed to prevent biological breakdown and the unwanted release of gas.
 Make sure you are using
a licensed grease hauler
 Request copies of all
receipts from the
cleaning company.

J-12
Clean Under Sink Grease
Traps At Least Weekly
Under sink traps have less volume than grease
interceptors and need to be cleaned more frequently.

Weekly cleaning by staff will reduce the cost of cleaning any grease interceptors.
 Make sure to empty trap completely and wipe down all
surfaces.
 Water may run through the trap again once finished.
 Dispose of recovered grease in closed containers.
(Okay to go in dumpster if in closed container)
 Do not pour grease down drains or into toilets.

Please Note: New food service establishments are not permitted to install grease traps unless given specific authorization.

J-13
Clean Grease Interceptors At A
Regular Frequency
It is the responsibility of each
food service establishment to
set and maintain an
appropriate cleaning interval
for their grease interceptor.

Grease interceptors require
cleaning once FOG and solids
have reached 25% of the total
liquid depth.

Your establishment’s ideal cleaning frequency will depend on the size of your grease interceptor and the level of kitchen activity.

If you would like help determining your ideal cleaning frequency, please contact the City’s Water Quality Manager at (714) 229-6752.

J-14
Keep All Service Records and
Maintenance Logs Current
The logs serve as a record of the frequency and volume
of cleaning of your grease interceptor(s).

This helps the City inspector ensure that your
establishment is compliant with the FOG permit.

The logs can also help optimize cleaning frequencies
and reduce costs.

J-15
Clean Exhaust Hoods on a
Routine Basis
If FOG escapes through the kitchen exhaust system, it
can accumulate on the roof of your restaurant.

This creates a fire hazard and can also result in FOG
runoff entering the storm drain during rain events.

J-16
Cover Grease Containers
Stored Outdoors
Uncovered FOG containers can collect rainwater. This
can lead to FOG overflowing onto the ground and
entering the storm drain system.

To avoid this risk,
keep all grease
containers covered
and use secondary
containment for
storage containers.

Any discharge to the storm drain system can adversely
affect local receiving waters and may also result in legal penalties.

J-17
Locate Dumpsters and FOG
Containers Away From Storm
Drains
The release of FOG into storm drains can degrade water
quality in receiving streams and local waterbodies.

Discharging FOG into storm drains can also result in
fines and other legal actions.

BE AWARE of FOG dripping out of containers or
dumpsters and clean immediately.

The farther away FOG is stored from a storm drain, the
more time someone has to clean up any spills.

J-18
Use Absorbent Pads for All
Spills
Absorbent pads can help to clean up grease and oil that have spilled on the ground near outdoor equipment,
containers or dumpsters. The pads can prevent a spill
from entering the storm drain system when it rains.

Spill kits should be
properly equipped and
available for staff.

Do NOT use “kitty litter” or saw dust.

Make sure to properly dispose of absorbent materials in the trash once the spill has been cleaned.

J-19
Do
 Scrape excess grease into a sealed container and
dispose of it in the trash (or containers specifically
designated for grease).
 Place food scraps in waste containers or garbage
bags for disposal with solid wastes, or start a
compost pile.
 Promote the practice of scraping dishware prior to
washing.
 Place a wastebasket in the bathroom to dispose of
wastes.
 Regularly check the FOG levels within grease
control devices and maintain updated logs.
 Promote the use of the 3 “R’s”: Reduce, Reuse
and Recycle.

J-20
Do Not
 Discharge fats, oils, or grease in concentrations that can cause an obstruction to the sewer flow.
 Place FOG in any sinks or toilets.
 Discharge butchering wastes (animal tissues, bones, hides, hair, entrails, etc.) of any kind within the sewer system.  Discharge wastewater with temperatures in excess of 140º to any grease control device.
 Discharge waste from a food waste disposal unit to any grease traps.
 Discharge caustics, acids, solvents, soaps, enzymes or other emulsifying agents into sinks that feed grease traps and/or interceptors.
 Discharge fats, wax, grease or oils containing substances that will become viscous between 32º F (0º C) and 150º F (65º C).
 Utilize biological agents, chemicals, or enzymes for grease remediation without permission from the sanitary agency receiving the waste.
 Clean equipment outdoors in an area where water can flow to the gutter, storm drain or street.
 Use the toilet as a wastebasket
K
Supplemental
Materials

Ayude a prevenir
la contaminación del océano
Traùnh Ñeå Daàu, Môõ
Laøm Taéc Coáng Raõnh
Chaát beùo, daàu vaø môõ (FOG) coù theå laøm taéc heä
thoáng coáng raõnh, do ñoù khieán nöôùc coáng chaûy
traøn vaøo trong cô sôû cuûa quyù vò vaø vaøo trong
heä thoáng thoaùt nöôùc möa chaûy ra ñaïi döông.

Ñeå traùnh laøm caùc chaát naøy tích tuï trong heä
thoáng coáng raõnh, neân traùnh ñeå caùc chaát naøy
xaâm nhaäp vaøo trong coáng raõnh taïi cô sôû cuûa
quyù vò.

Caùc Phöông Phaùp
Thöïc Hieän trong Nhaø Beáp
Höùng môõ vaø daàu aên boû ñi trong caùc hoäp
ñöïng daïng xaùch tay coù naép ñaäy ñeå taùi cheá.

Khoâng ñoå daàu hoaëc môõ xuoáng coáng raõnh.

Taùi cheá hoaëc söû duïng caùc vaät lieäu thaám vaø
vöùt raùc vaøo trong thuøng raùc.

Lau khoâ xoong chaûo,
cheùn baùt vaø caùc khu vöïc
laøm vieäc ñeå loaïi boû toaøn
boä löôïng môõ coù theå nhìn
thaáy ñöôïc tröôùc khi röûa.

Vöùt boû vaøo trong thuøng
raùc.

Söû duïng caùc taám löôùi xaû
ñeå höùng raùc thöùc aên vaø vöùt boû
ñuùng caùch vaøo trong thuøng raùc.

Huaán luyeän nhaân vieân veà caùch vöùt boû chaát
môõ ñuùng caùch vaø nieâm yeát caùc bieån baùo
“KHOÂNG ÑÖÔÏC VÖÙT BOÛ DAÀU MÔÕ” ôû gaàn
taát caû caùc boàn röûa hoaëc heä thoáng coáng
raõnh.

Hình minh hoïa do Thaønh Phoá Los Angeles cung caáp
Baûo Trì Löôùi Chaén vaø Caùc
Taám Chaën Daàu Môõ
Giaûm bôùt löôïng chaát raén ñoïng treân caùc taám
löôùi chaén hoaëc taám chaën daàu môõ.

Kieåm tra vaø lau saïch caùc taám löôùi chaén daàu
môõ thöôøng xuyeân ñeå baûo ñaûm hoaït ñoäng
bình thöôøng.

Thueâ haõng coù giaáy pheùp haønh ngheà tôùi kieåm tra
vaø bôm huùt raùc ra khoûi taám chaën daàu môõ thöôøng
xuyeân ñeå baûo ñaûm hoaït ñoäng bình thöôøng.

Löu giöõ hoà sô veà baûo trì taïi cô sôû ñeå tham
khaûo vaø ñeå cho cô quan ñieàu haønh xem xeùt.

Ñeå bieát theâm chi tieát, xin goïi Chöông
Trình Quaûn Lyù Nöôùc Möa cuûa Quaän Cam
(Orange Caunty Stormwater Program)
taïi soá 1-877-89-SPILL (1-877-897-7455)
hoaëc tôùi trang maïng ñieän toaùn www.
ocwatersheds.com
Baùo caùo caùc tröôøng hôïp chaûy traøn nöôùc
coáng ôû ngoaøi cô sôû cuûa quyù vò cho Ñöôøng
Daây Khaån Veà Baùo Caùo OÂ Nhieãm Nguoàn
Nöôùc 24 Giôø Trong Ngaøy cuûa Quaän Cam
(Orange County 24-Hour Water Pollution
Reporting Hotline) taïi soá 1-877-89-SPILL
(1-877-897-7455).

Ñoái vôùi caùc tröôøng hôïp khaån caáp,
xin goïi soá 911.

Giuùp Ngaên Ngöøa OÂ Nhieãm Ñaïi Döông:

Höôùng Daãn daønh
cho Caùc Cô Sôû
Phuïc Vuï AÊn Uoáng
Ñaïi Döông Baét Nguoàn
töø Cöûa Nhaø Quyù Vò
Môõ laøm taéc ñöôøng oáng thoaùt nöôùc
Hình do Cô Quan Kieåm Soaùt OÂ Nhieãm Nöôùc Khu Vöïc
Monterey Cung Caáp
QUAÄN CAM
Ngaên Ngöøa OÂ Nhieãm
Ñaïi döông saïch vaø caùc keânh laïch, soâng hoà,
vuøng vònh vaø caùc baõi bieån laønh maïnh laø raát
quan troïng ñoái vôùi Quaän Cam. Tuy nhieân,
neáu quyù vò ñeå raùc baån töø cô sôû kinh doanh
cuûa quyù vò xaâm nhaäp vaøo maùng xoái vaø heä
thoáng coáng raõnh thoaùt
nöôùc möa, vieäc ñoù coù theå
laøm oâ nhieãm nguoàn nöôùc.

Heä thoáng coáng raõnh
thoaùt nöôùc möa ruùt nöôùc
möa töø caùc ñöôøng phoá
vaø khoâng bao giôø ñöôïc
ñeå nöôùc röûa, raùc, daàu môõ
hoaëc caùc vaät lieäu khaùc
chaûy vaøo heä thoáng naøy.

Khoâng gioáng nhö caùc
chaát xaâm nhaäp vaøo heä
thoáng thoaùt nöôùc veä sinh
(töø boàn röûa vaø boàn veä
sinh), caùc chaát xaâm nhaäp
vaøo heä thoáng thoaùt nöôùc
möa khoâng ñöôïc xöû lyù
tröôùc khi chaûy vaøo trong heä thoáng daãn nöôùc
cuûa chuùng ta. Ngoaøi ra, caùc ñöôøng oáng
thoaùt nöôùc bò taéc coù theå khieán nöôùc thaûi
chöa ñöôïc xöû lyù traøo ngöôïc vaøo trong beáp,
nhaø veä sinh, caùc ñöôøng phoá trong thaønh
phoá, heä thoáng thoaùt nöôùc möa vaø heä thoáng
daãn nöôùc cuûa thaønh phoá.

Tôø thoâng tin naøy seõ giaûi thích veà caùc böôùc
maø cô sôû thöïc phaåm cuûa quyù vò coù theå aùp
duïng ñeå giuùp giöõ gìn
phaåm chaát nguoàn nöôùc
baèng caùch traùnh ñeå raùc
baån xaâm nhaäp vaøo heä
thoáng thoaùt nöôùc möa
vaø traùnh ñeå chaát beùo,
daàu môõ laøm taéc ñöôøng
oáng thoaùt nöôùc.

Lau Doïn
Nhöõng Nôi Ñoå
Ra Ngoaøi Vaø
Duïng Cuï
Khoâng bao giôø
duøng voøi nöôùc
xoái caùc chaát bò
ñoå ra ngoaøi vaøo
trong maùng xoái, ñöôøng phoá hoaëc heä
thoáng thoaùt nöôùc möa!
Tröôùc khi lau chuøi moät choã ñoå nöôùc ra
ngoaøi trong phoøng beáp, haõy duøng gieû,
caùt troän phaân thuù vaät hoaëc caùc vaät lieäu
thaám khaùc ñeå thaám.

Hoùt ngay nhöõng choã ñoå ra ngoaøi khoâng
coù nöôùc vaø vöùt boû vaät lieäu vaøo trong
thuøng raùc.

Caïo thöùc aên vuïn
vaø môõ ra khoûi caùc taám
loïc vaø caùc taám thaûm
treân saøn tröôùc khi laøm
saïch. Vöùt boû thöùc aên
ñaõ caïo ra vaøo trong
thuøng raùc.

Sau khi caïo, laøm
saïch caùc taám thaûm
traûi treân saøn, boä loïc vaø
thuøng raùc trong boàn
röûa ñeå giaët gieû lau
nhaø hoaëc moät khu vöïc
ñöôïc qui ñònh rieâng,
coù noái vôùi heä thoáng
thoaùt nöôùc veä sinh.

Neân thueâ dòch vuï lau
chuøi cho caùc hoaït
ñoäng naøy.

Lau Chuøi Khu Vöïc Ñeå Thuøng
Ñöïng Raùc Coù Daàu Môõ/Thuøng
Raùc Côõ Lôùn
Giöõ cho khu vöïc xung quanh thuøng raùc
lôùn khoâng coù raùc vaø caùc loaïi raùc baån
khaùc. Khoâng ñoå quaù ñaày thuøng raùc.

Ñaäy thuøng raùc lôùn ñeå traùnh coân truøng,
ñoäng vaät, nöôùc möa vaø gioù xaâm nhaäp.

Lau hoaëc chuøi saïch raùc baån vaø vöùt boû.

Thaám nhöõng choã nöôùc ñoå ra ngoaøi baèng
caùt troän phaân thuù vaät, khaên lau hoaëc caùc
vaät lieäu töông töï. Vöùt vaøo trong thuøng
raùc.

Khoâng traùng röûa khu vöïc ñöïng thuøng
raùc lôùn! Laøm nhö vaäy coù theå khieán daàu
môõ vaø raùc xaâm nhaäp vaøo trong heä thoáng
thoaùt nöôùc möa.

Thueâ ngöôøi thay caùc
thuøng raùc bò roø ræ.

DUØNG CAÙC
TAÁM LÖÔÙI
CHAÉN DAÀU
MÔÕ ÑEÅ
CHAËN CHAÁT
BEÙO, DAÀU
VAØ MÔÕ.

Duøng caùt troän
phaân thuù vaät
hoaëc khaên lau
ñeå thaám nhöõng
choã ñoå nöôùc ra
ngoaøi. Vöùt vaøo
trong thuøng
raùc.

SÖÛ DUÏNG LOAÏI
BOÀN RÖÛA ÑEÅ
GIAËT GIEÛ LAU
ÑEÅ GIAËT SAÏCH
CHOÅI, KHAÊN
LAU VAØ THAÛM
TRAÛI SAØN.

Kitchen Best Management Practices (BMP’s)

Appendix F-2
Fats, Oil, and Grease Best Management Practices Manual
Fats, Oils, and Grease
(FOG)
Best Management Practices
(BMP)
Manual
What is FOG?
FOG stands for fats, oils, and grease. FOG is composed of animal and vegetable fats and oils that are used to cook and prepare food. FOG should be recycled for use in other products, properly disposed of or land applied.

Why is FOG a problem?
A wastewater system is similar to the human body. Wastewater flows through pipes (arteries), is pumped at pump stations (heart), and is cleaned by the wastewater plant (kidneys).

FOG clogs the pipes in the
sewer system just like
cholesterol clogs arteries.

This makes the pumps
work harder and can cause
them to fail, just like having
a heart attack.

FOG can cause backups in
your sewer lines that can
send sewage into your
home or restaurant. This
creates the risk of disease
and illness in addition to
potential closure and fines.

Train Your People
Train and educate your kitchen staff and other
employees about how they can help follow best
management practices (BMPs) once implemented.

BMPs are most effective when all employees are
trained properly and are more likely to be implemented
when staff understand why they are needed.

Post ‘No Grease’ Signs
In Visible Locations
Signs should be easily viewable by staff, especially
those working in a kitchen or food preparation area.

Post signs in restrooms, over sinks, near all floor drains, dishwashers and anywhere else where water may enter
a drain to the sewer.

Signs serve as a constant reminder for staff working
with FOG.

Use the Most Appropriate Water
Temperature
Use a water
temperature of less
than 140º F in all
sinks, especially the
pre-rinse sink before
using a mechanical
dishwasher.

Temperatures in excess of 140º F will dissolve
grease, but it can solidify in the sewer system as the
water cools.

Water from mechanical dishwashers should not be
discharged through a grease trap or interceptor.

Use the 3-Sink System
This system will save energy and costs by reducing the
need for grease device maintenance:

Sink 1: Use to wash
Sink 2: Use to rinse
Sink 3: Use to sanitize
Remember, all sinks should be using water
temperatures less than 140º F.

Install Drain Screens
Drain screens act as physical barriers, preventing food waste from entering the drain. This will help reduce
cleaning costs and prolong the life of grease control
devices.

All kitchen sinks should
have drain screens
installed.

Dry Wipe All Pots, Pans, and
Plates
Use a paper towel or scraper to dry wipe pots, pans,
dishware, and food preparation surfaces before washing.

Wiping the FOG and food items that remain in pots,
pans, and dishware before washing will keep FOG out of
grease traps and interceptors.

This will result in less frequent cleaning of grease control devices and lower maintenance costs.

Properly Dispose of Food
Waste
Food waste should never be
poured down a drain or into a
toilet.

Recycling food waste is the best
option for a food service
establishment because it reduces
solid waste disposal costs as well
as the costs and maintenance
related to grease traps and
interceptors.

Recycle food waste whenever
possible and dispose of food
waste that cannot be
recycled.

Recycle Waste Cooking Oil
There are many companies that specialize in taking
waste cooking oil from fryers and other types of
equipment and using it to make animal feed or fuels,
such as biodiesel.

Recycling cooking oil reduces the amount of waste
that has to be disposed of as solid waste in addition
to helping prolong the life of grease control devices.

Recycling also helps to keep FOG out of the sewer
system.

Ensure Proper Cleaning of
Your Grease Interceptor
You are ultimately responsible for the FOG control at
your place of business. Witnessing the cleaning of your grease trap or interceptor will ensure the complete
removal of all grease and solids.
 Be sure that your grease hauler is doing a complete pumpout of the unit and checking for repairs during every service.*
*It is important to scrape and clean the walls and baffles during pump-out to maximize the removal of FOG from the
interceptor. The materials removed should be thoroughly vacuumed to prevent biological breakdown and the unwanted release of gas.
 Make sure you are using
a licensed grease hauler
 Request copies of all
receipts from the
cleaning company.