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HomeMy WebLinkAboutResolution 1987 - 0152RESOLUTION NO. 87-152 APPROVIr-:G DESIGN AND CONSTRUcrION REQUIREMENTS FOR SANITARY SEWERS A JOINT RESOLUTION OF THE BOARDS OF DIREcrORS OF COUNTY SANITATION DISTRICTS NOS. 1, 2, 3, 5, 6, 7, 11, 13 AND 14 OF ORANGE COUNTY, CALIFORNIA, APPROVIro DESIGN AND CONSTRUcrION REQUIREMENTS FOR SANITARY SEWERS WHEREAS, the off ice of the Di re ct or of Engineering has undertaken a study to develop specific design and construction requirements and standards for sanitary sewers; and, WHEREAS, the design and construction requirements are intended to provide the highest possible quality of materials and workmanship in order to construct the best quality sewers and to provide for the long-term utilization of those sewers witnout risk to persons or property; and, WHEREAS, the Boards of Directors have reviewed the proposed design and construction requirements, and have received the pr of essi onal adv ice and r ecommenda ti on from their 1 ice nse d engineers. N<l'l, THEREFORE, the Boards of Directors of County Sanitation Districts Nos. 1, 2, 3, 5, 6, 7, 11, 13 and 14 of Orange County, Cal if or ni a, DO HEREBY FIND, ORDER AND RESOLVE: Section .l: That the design and construction requirements for s a n i ta r y sew er s pr e pa r e d a n d s u bm i t t e d by th e Di rec t or of Engineering of the Sanitation Districts, dated October, 1987, are hereby approved. 1 Section i: Said design and construction requirement§ shal~ be used for the construction of all sanitary sewers built for and as a part of the Districts' sanitary sewer system until such time as said requirements are revised, modified or amended. PASSED AND ADOP!'ED at a regular meeting held this 18th day of November, 19 87. 2 ,.::_,· srATE OF CALIFORNIA) ) SS. COUNl'Y OF ~ ) I, RITA J. BRaiN, Secretary of the Boards of Directors of County Sanitation Districts Nos. 1, 2, 3, 5, 6, 7, 11, 13 and 14 of Orange County, california, do hereby certify that the foregoing Resolution No. 87-152 was passed and adopted at a regular ~ting of said Boards on the 9th day of December, 1987, by the following vote, to wit: AYE'S: Margaret Arnold, Ben Bay, Roland E. Bigonger, A. B. "Buck" catlin, John C. Cox, Jr., Norman E. CUlver, Richard B. :Edgar, Don R. Griffin, Dan Griset, Robert Hanson, Evelyn Hart, Ronald B. Hoesterey, Ursula E. Kennedy, William D. Mahoney, Philip Maurer, Tan Mays, Sally Anne Miller, J. Todd Murphy, James Neal, Carrey J. Nelson, Bob Perry, Richard T. Polis, Don R. Roth, Sal Sapien, J. R. "Bob" Siefen, 'Wayne Silzel, Don E. Smith, John H. Sutton, Peer A. swan, Charles E. Sylvia, James A. 'Wahner, :Edna Wilson, Grace Winchell IDES: None ABSENT: Arthur G. Newton IN WITNESS WHEREOF, I have hereunto set my hand and affixed the official seal of County Sanitation District No. 1 on behalf of itself and Districts Nos. 2, 3, 5, 6, 7, 11, 13 and 14 of Orange County, california, this 9th day of December, 1987. . (. ' ', :, ' ' -. ( ~s;·:~·-·;. - Rita J. Browri, 'Secr~tary · . ~ . Boards of Direetors,' county . Sanitation Districts Nos. l~' 2,' 3, 5, 6, 7, 11, 13and.14 of Orajlge.COunty, Cal 'f . ·' \ '" . i ornia . · .. :., , , .'I ~i1 -1s~ (1) 3/4 .. 0 1-!0LE rTYPJ 3 REC;U:REO NOTE• SECTION X-X 36" SIZE SECTION X-X 24" SIZE 1. 36"· NAt~HOLE FR~NE AND CO'-iER: SHALL BE /ILHANBRJ.; FOUNDRY MODEL tlO. CCU!rt 6AHIJAffl'.W 01&fRICi6 OF OR.ANG£ COCMTY, CALtFORHIA A-1251 , ALHAl'1BRA, Ct.LIFORNIA STANDARD MANHOLE FRAME AND COVER E.. B. NOR 1 Tl FOUNDRY MODEL NO, M-1251 • SANU MM., CALIFOR.NlA OR APPROVED EDU>..L. /",I }UJC Pl'~ Dl.Pl'RT J)ffll tlf°,[/ff$£Y...<fMY/, ~:;>(Jfi'!JEtf!t ST(Jf).j • ~ .~t.':§" ."!EOi!? /J~'i.'~t;l9 T>/'Y J~t>A' -t0/"WPI~/) Eilt~) 1.YP'...ltL ll'.7.$/'V:.;.f ,V/E/? .T(;p .)'£)9 .f_j ,,1',"L4.':". C~IEA' {...tJ/.r'.f IACS.r~ Jt'JJ"N .P'N.W .'-0:i:".UL'~,,_.,, (1f ... "'O,it!J,,M(J,'(,f~l.'f. "' -.:. D .!'-$,_' ___ -< SIGN and CONSTRUCTION REQUIREMENTS for SANITARY SEWERS i . -~ =-__J_ ~~~---!,---------+-----.--~ -----'l;:;;t·. i /,-.,:;'{)//,ll&:LL T7:0 E IU7ER.5TfJl'-Ctl#T/JY{/(){l.S :::J · , Al?Oi/JYO JO!llT • J' · ' , /'~ Ct?A'.1T JO'#T ,flXt;fi'S' , i .,.1 .5t1h';;tCE tr ca11c :... ! "f /,,... st.OP£ .SH.!'111 I" TYP.~, CfJA't'. .l.?M ,ROt16'h'EN , ,, 3M!';,:;,'C.t· IJ/ CO'JYC -,-\.. ·~,, • I .'\ '.,, .5 CL.I?. \ ·, \ 'Lir?.4""--f..J;; 'beh?~·I ! 6'' iJt/H.!J!'LL TY.Pf I -I 11'41Eli'5Tt1?-CCJA'T/,Vt/tl//5 i f . 4/i't?/////} .1ti/A'T -----T r 1· I· • ~ .. , . :: .. County Sanitation Districts of Orange County, California 1987 ( f l DESIGN AND CONSTRUCTION REQUIREMENTS FOR SANITARY SEWERS COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA 1987 THOMAS M. DAWES, DIRECTOR OF ENGINEERING Section l Section 2 2.1 2.2 2.3 2.4 2.5 2.6 2.7 Section 3 TABLE OF CONTENTS Definitions Instructions to Developers Authority Local Sewage Agency Annexations Permits Plan Checking, Approvals and Fees Indemnity Bond Easements and Right of Way Instruction to Designers 3 .1 General 3.2 Plans 3.3 Design Section 4 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 4.9 4.10 4.11 4.12 4.13 4.14 4.15 4.16 4.17 4.18 Construction Surveys Work Included Schedule Notice Permits Stop Orders Channel of Communication Contractors License Insurance Legal Relations and Responsibility Foundations or Unsuitable Material Overexca va ti on Dewatering Trench Width Trench Backfill House Laterals Manholes Pressure Sewers Page No. l 3 3 3 4 4 5 5 6 2 4 5 6 -7 7 -14 15 15 15 16 16 16 17 17 17 18 18 18 18 19 19 20 21 23 -17 -19 -20 -21 -23 -24 Section 5 Materials 5.1 General 25 5.2 Vitrified Clay Pipe 25 -32 5.3 Reinforced Concrete Pipe 32 -37 5.4 Ductile Iron Pipe 37 -38 5.5 Precast Manholes 38 5.6 Grade Rings 38 5.7 Manhole Frame and Cover 39 5.8 Epoxy Resin 39 5.9 Portland Cement Concrete 39 -40 Section 6 Testing 6.1 Gravity Sewers 41 6.2 Pressure Sewers 41 -42 6.3 Manholes 42 Section 7 Safety 7.1 Excavations 43 7.2 Confined Space Operation 43 7.3 Traffic Control 43 SECTION 1 -DEFINITIONS District -County Sanitation Districts of Orange. County, California, its authorized employees and agents. Engineer -The Director of Engineering of the County Sanitation Districts or authorized agent. Design Engineer -A private Professional Engineer hired by the owner or developer for the design of the proposed work. Inspector -Inspector, in these requirements, shall only mean an authorized representative of the County Sanitation Districts of Orange County. Owner or Developer -The applicant requesting the installation or construction of sanitary sewers for integration with the collecting sewer system of the Districts. Contractor -The persons, firm or corporation entering into contract with the Owner or Developer for the performance of work required under said contract, the District ordinances and these requirements. Work -All the work specified in the standard require- ments, plans and standard drawings necessary to complete the construction of sanitary sewers. Approved Plans -Construction plans as specified herein approved by the County Sanitation Districts of Orange County attested to by the Engineer's signature. Approved Equal -A material or product that exceeds or is equivalent to, in the opinion of the Engineer, in all respects, that which is specified herein. Plans -That part of the approved plans and specifica- tions which consist of the plans, profiles, typical cross-sections and working drawings or exact reproduc- tions thereof which show the location, character, dimensions and details of the work to be done. -1- Standard Drawings -That part of these requirements titled, "standard Drawings". State Specification -The Standard Specifications, State of California, Department of Transportation (Caltrans), latest edition. ASTM -The American Society for Testing Materials. All references to the specifications of the ASTM are understood to refer to the current specifications as revised or amended at the date of construction. Dratting Manual -The Dratting Manual for Environ- mental Management Agency, Design Division and Trattic Engineering of the County of Orange, December, 1984. Construction Manual -The Construction Safety Manual of the County Sanitation District, September, 1983. OSHA -State of California Construction Safety Orders. Clean Sand -Wherever the term "clean sand" is used in these requirements, it shall be defined as a soil having sand equivalent of 70 as determined in accordance with California Department of Transporta- tion, Test No. "California 217". Final Acceptance -The formal action by the District accepting the work as fully completed, in accordance with these requirements. -2- SECTION 2 -INSTRUCTIONS TO DEVELOPERS 2.1 Authority is the General Provisions edition. This booklet document and does not The authority for the work and Standard Specifications latest excerpts from and supplements that supercede same. Prior to the preparation of any plans, specifications or descriptions, the developer (or the developer's engineer) will meet with the staff to determine the extent of District's requirements for providing service to the development by the District. 2.2 Local Sewage Agency If the local sewage agency construction and design shall applicable local standards except District's trunk system shall be standards. 2.3 Annexations is not the Districts, be in accordance with that the connection to in accordance with these The developer (or the engineer for the developer) shall submit an annexation proposed boundaries map to the District with a letter of intent requesting annexation. The letter of intent shall be filed with a cashiers check deposit of $500. The District staff shall review the request and determine: a. Annexation boundaries compliance with District rules, regulations or ordinances. b. Approximate fee schedules needed for completing the work for ultimate annexation. c. Legal description and maps necessary for annexation applicable to Local Agencies Formation Commission (LAFCO). The complete requirements shall be sent to the developer (with a copy to the local sewage enabling agency) with instructions to complete and submit through the local sewage enabling agency a request for annexation containing the following: -3- a. Official request for annexation by the local agency. b. Complete annexation boundaries delineating all required distances and bearings and other points of references in accordance with good map preparation practice. · c. A complete (double call if possible) legal description shall accompany the map. d. A fee deposit as previously determined shall accompany the request. The District will check the map and the legal description, request changes if necessary, and when satisfied, will forward request to LAFCO for approval. When approved, LAFCO will forward same to the Board of Directors for final annexation. After annexation is complete, the District will determine final costs of annexation and will notify the local enabling agency of any funds due or funds to be returned. 2.4 Permits No work shall be started until the Contractor has obtained all necessary permits. The Contractor shall obtain all permits and give all notices necessary and incidental to the due and lawful prosecution of the work, and to the preservation of the public health and safety. The District will issue a permit for the work to be done in conjunction with District facilities. The Contractor shall obtain and pay for all permits required by other agencies having jurisdiction over the work. When required, the District will obtain a location permit for District facilities. The Contractor shall obtain the necessary .construction permit as required by the location permit. 2.5 Plan Checking, Approvals and Fees Prior to the construction of any facilities for the District (or facilities to become the property of the District) construction drawings for the subject work shall be approved by the Engineer, and shall be stamped and signed by the Design Engineer preparing the plans. Approval by the Engineer on drawings for facilities to become the property of the District shall apply only to general design concepts with respect to the -4- Sanitation District's master planned capacity, maintenance procedures, and quality of materials. This will signify approval for a permit for construction, but will not guarantee the absence of errors and omissions. When plan checking is necessary by the District, a plan check deposit fee of $100 per sheet of plans with a minimum cost of $250 shall be deposited with the District. After approval of the plans and prior to the beginning of construction, a deposit equal to six (6) percent of the construction costs (less the cost of the Plan checking fee on deposit) of the sewer facilities as estimated by the District shall be made to the District. At the completion of the work, actual costs incurred by the Districts in plan checking and inspection shall be computed at which time the developer may be required to pay additional monies if necessary. 2.6 Indemnity Bond If sewer facilities are to be constructed in a right-of-way under the jurisdiction of an agency requiring the Districts to sign the application for the encroachment permit, the applicant shall furnish the District with an indemnity bond satisfactory to the District prior to execution of the application. 2.7 Easements and Right of Way Permanent easements, where absolutely necessary, shall be a minimum of 30 feet in width 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 easements shall be recorded on the tract map, and granted to the County Sanitation Districts of Orange County District No. • When ap- plicable, separate easement documents for-both permanent and temporary easements shall be prepared (on standard title company forms) and presented to the District for acceptance and recording. The District will accept sewers on private streets upon granting of an easement to the District. The District will not accept any easement for sewers if said easement is not within a street. If a flush truck cannot drive the entire length of a sewer, the District will not accept the sewer easement. -5- SECTION 3 -INSTRUCTION TO DESIGNERS 3.l General All work shall be delineated in accordance with the standards, exhibits and requirements of the Drafting Manual, Orange County Environmental Management Agency (December 1984 or latest edition). 3.2 Plans A. Cover Sheet: The cover sheet shall contain primarily the same information (as shown on Exhibit l of the Drafting Manual) except the name of the Agency shall be County Sanitation Districts of Orange County California, and the Director shall be deleted. A standard blank cover sheet will be provided upon request by the District, and include at a minimum the following. l. As a minimum, the cover sheet will delineate: a. Vicinity Map (General Orange County/L.A. area. b. Location Map and Sheet Index Map (specific location). c. Name of project including contract number, title and district number. d. Approval blocks for signature of all agencies required, in addition to the signature block of the Design Engineer preparing the plans and the District's Engineer approval block. 2. General notes which describe work to be done in summary terms. 3. In lieu of that shown (and when applicable), a separate survey control sheet shall be prepared delineating horizontal and vertical survey control, bench marks, abbreviations, legend delineations and other applicable data which may be included thereon. B. Plan and Profile l. All work shall be shown and delineated in accordance with the applicable portions of Exhibit ll of the Drafting Manual. -6- ~ I a. Scale shall be 1"=40' (horizontal), and 1"=4' (vertical). Any other scale should receive pre-approval from the ~ngineer. b. Construction notes and numbers shall not be used and all applicable notes of construction shall be called out. c. Typical section, hydraulic data, and benchmark data shall be shown. 2. Soil Boring information shall be shown on each sheet (it applicable) and shall include the date taken and the firm presenting the soil information. 3. Utility as possible in both standard practice delineations. locations shall be shown as accurately plan and profile in accordance with for underground utility plans c. Details Applicable detail sheets shall be prepared and should show all necessary details for construction survey controls or other appurtenant delineations (as shown on Exhibit II detail sheets of the Drafting Manual). D. Size of Plans All plans shall be 22 x 36 inches in size. E. Final Approval The plans shall be signed by a Registered Civil Engineer under whose jurisdiction the plans were prepared. When final approval for a permit is issued by the District, the Engineer's signature shall be shown. 3. 3 Design A. Criteria for Average Daily Flow Calculations Land Use Low Density Residential Medium Density Residential High Density Residential Commercial Area Industrial Area Open Space -7- Coefficient GPD per acre 1550 3880 5820 3230 3880 5 gal/cap/day or 200 gallon per acre per day B. Peak Flow Average daily flow times two (2) = peak flow. For 8" pipe use mul tiplica ti on factor of 2. 5. Do not use pipe leis than 8" in diamter. c. Velocity Velocity shall not be less than 2 ft./sec. unless otherwise approved by the District Engineer. Maximum slope should not exceed 10%. D. Requirements for Depth of Flow (D) versus diameter of pipe (d) in sewer pipe. Diameter of Pipe (d) 8" -18" 21" -60" Over 60" E. Depth of Cover Max D/d 0.50 0.75 0.92 Minimum depth of cover over mainline sewers shall be 7 feet. Unless otherwise approved, depth of laterals at property line shall be 5 feet. F. Manhole Criteria Manhole locations: 1) at changes of slope 2) at changes of direction 3) at junction of laterals 4) at changes of pipe size 5) at termination of sewers 6) at special locations as designated by the Engineer 7) At changes in type of pipe material; i.e., V. C. P. to D. I. -8- Maximum distance between manholes: Pipe Size 8" -12" 15" -18" 18" and over G. Siphon Criteria 400 feet 500 feet 600 feet unless otherwise approved by the engineer l. Siphons up to 36" in diameter should be same size as the incoming pipe line. 2. Sewers over 36" in diameter may use reduced sized siphons based upon a detailed engineering flow analysis. 3. Siphons shall have as much fall through them as possible. 4. Siphons shall have a manhole at each end. 5. Siphons shall have an adequately sized air balance line between manholes. 6. Siphons should be avoided if at all possible. H. Radius of Curvature. Normally the District insists upon straight sections between manholes; however, when specifically approved by the Engineer, minimum radius of curvature for V.C.P. sewers shall be: Pipe Size 8 -12 inch 15 -18 inch 21 -27 inch 30 -39 inch Over 39 inch Lesser radius of the Engineer in special allowed. 250 feet 350 feet 400 feet 450 feet 500 feet curvature may be permitted by cases. Vertical curves are not -9- I. Shop Drawings Shop drawings for all fabricated materials or equipment incorporated in the work shall be submitted for approval by the Engineer. The Contractor shall obtain and check the shop drawings and other pertinent data for conformance with all requirements of the drawings and specifications. After completion of such checking and verification, the Contractor shall submit four copies of the shop drawings and pertinent data to the District. It shall be in such detail as the Engineer may require for information as to the design, installation and operation of such items and their compliance with the plans and specifications. J. Criteria for the Separation of Water Mains and Sanitary Sewers l. Basic Separation Requirements Water mains and sewers should be separated as far as is reasonable in both the horizontal and vertical directions with sewers always lower than water mains. Parallel Construction: The horizontal distance between pressure water mains and sewers shall be at least IO feet. Perpendicular Construction (crossing): Pressure water mains shall be at least three feet above sanitary sewers where these lines must cross. 2. Exceptions to Basic Requirements Certain local conditions of topography, available space, etc. may create a situation where there is no alternative but to install water mains or sewer lines at less than the required separation. In such cases, more rigid construction requirements must be met as specified in Section IV below subject to the special provisions and restrictions given in paragraph 3. The basic separation requirements apply to sewers of 24" diameter or less. Larger sewers may create special hazards because of flow volumes and type of joints used. Each installation of sewer larger than 24" diameter must be reviewed in advance to determine if the separation and protection provided to nearby water mains is adequate. 3. Special Construction Requirements The special construction requirements necessary for sewers or water mains where the minimum required separation cannot be maintained are given in Attachment No. l. There are three situations encountered in the field: -10- Case 1 -New sewer -Existing water main Case 2 -New water main -Existing sewer Case 3 -New water main and new sewer For Case 1 and 3 requirements apply to the sewer. requirements may apply to either sewer. the special construction For Case 2 the special or both the water main and The special construction requirements shall apply to house laterals that cross above a pressure water main but not to tnose house laterals that cross below a pressure water main. The special construction requirements given are for the normal conditions found with sewage collection lines and water distribution mains. More stringent requirements may be necessary for special circumstances such as water mains buried deeper than normal, unstable soil conditions, high ground water, etc. These situations must be reviewed with the Health Department in advance. The special provisions and restrictions given in paragraph 4 must be followed. 4. Special Provisions and Restrictions a. Sewer force mains are not permitted to be constructed over water mains. Force mains constructed parallel to water mains must have the required separation as given in paragraph 1 regardless of construction. When sewer force mains must cross under water mains, special approval of the District Engineer is required in advance. b. Construction of any sanitary sewers within 25 feet horizontal distance of low head water mains shall be reviewed and approved by the District Engineer in advance. (Low head water mains are defined in the State Health Department Policy as any water main which has less than 5 psi at any time at any point in the main). c. Where a sewer must cross over a water main, it ~hould cross at a 90° angle if possible and the length of sewer pipe shall be centered on the water main so the sewer joints are the maximum distance from the water main. d. In pressure testing new water mains and/or sewers, special attention should be given to those areas where the lines are in close proximity. -il- ATTACHMENT NO. l TO REQUIRED SEPARATION BETWEEN WATER MAINS AND SANITARY SEWERS SPECIAL CONSTRUCTION REQUIREMENTS Where Required Separation Cannot Be Maintained ZONE C ZONE. 10' 10' PARALLEL CONSTRUCTION . PERPENDICULAR CONSTRUCTION Notes: Dimensions are from outside of water main to outside of sewer. Explanation of compression and mechanical joints and reinforced concrete encasement on page 4. ZONE A. B. CASE l AND 3: NEW SEWER BEING INSTALLED SPECIAL CONSTRUCTION REQUIRED FOR SEWER Sewer lines will not be permitted in this zone without special permission from the Department of Health. Extra-strength vitrified clay pipe with com- pression joints; or concrete pipe with reinforced concrete collars around the joints, which joints shall have a minimum thickness of six inches and a minimum distance along the pipe of six inches on either side of the joint; or rubber gasket reinforced concrete pipe; or rubber gasketed plastic pipe; or cast iron pipe with compression joints. -12- c. or D. Class 150 or heavier ductile iron pipe with hot dip bituminous coating and approved mechanical joints; or any sewer pipe within a continuous steel casing, which casing shall have a thick- ness of not less than one-fourth inch and with all voids between sewer pipe and casing pressure grouted with sand-cement grout. -l3- CASE 2: NEW WATER MAIN BEING INSTALLED -EXISTING SEWER If an existing sewer is located within Zone A, B, C or D of a proposed water main, the following special requirements apply: Zone A. B. c. D. No water mains shall be constructed without special permission from the Department of Heal th. If the sewer does not meet the Zone B requirements given above the water main shall be of Class 200 pipe or equivalent. No water mains shall be constructed without special permission from the Department of Health. If permission is granted, the sewer shall be encased with reinforced concrete and the water main shall be of Class 200 pipe or equivalent. The sewer shall be encased with reinforced concrete. Definitions: l. Compression joints are rubber ring or gasket joints. 2. Mechanical joints are bolted joints. 3. Acceptable reinforced concrete encasement is as follows: CLASS "An PCC #3 BARS HOOPS PLACED AT 2.0' ON CENTERS---- A/. 7"5. 12" OVERLAP -14- SECTION 4 -CONSTRUCTION 4.l Surveys All surveys shall be done by a licensed land surveyor or civil engineer as required by the State of California and shall be completed and shown on the plans in accordance with the Manual of Practice tor Surveys latest edition. A. Surveyors Cut Sheets No work shall commence prior to the preparation of the sewer cut sheets and duplicate copies supplied to the Inspector. The cut sheets shall be prepared only by a licensed land surveyor or civil engineer. The cut sheets shall include the location of wyes, house laterals at the property line and manhole rim elevations by sewer stationing. House lateral stakes shall be marked to indicate cut, sewer stationing and lot number. 4.2 Work Included Principal items of work tor mains and laterals shall include following: a) Traffic Control the construction of sewer but not be limited to the b) Clearing and grubbing or pavement removal c) Trenching and shoring d) Pipe bedding e) Pipe laying f) Construction of structures g) Placing and compacting of backfill h) Balling and cleaning of sewer i) Air testing of sewer j) Paving or grading over trench k) Raising manhole covers to grade l) Final inspection 4.3 Schedule The Contractor shall submit a schedule to the District Engineer outlining his proposed construction operation. Whenever the Contractor varies the period during which work is carried on each day, he shal.l give due notice to the District Engineer so that proper inspection may be provided. At such time as the Contractor's work force on the sewer becomes less than a full day's activity, it shall be the Contractor's responsibility to notify the District's Inspector, on a daily basis, of the work requiring inspection. Any work done in the absence of the District Inspector shall be subject to rejection. Inspections shall not be scheduled on Fridays without prior permission of the District. -15- 4.4 Notice Notice shall be given to the District Engineer at least two working days in advance of commencement of work. 4.5 Permits The owner(s), developer or their contractor shall secure all excavation permits and all licenses required for the work. Copies shall be recorded with the District prior to commencement of work. Special attention is called to the District's connection charges and it shall be the owner's responsibility to ascertain these charges and pay for such prior to any connections to the District sewerage facilities, including lateral connections at property lines. 4.6 Stop Orders If the Contractor (for the owners or developer) fails to prosecute the work, or any separate part thereof in accordance with the notes, details, plans or the applicable portions of these specifications, or the permit requirements therefore, the District may, without prejudice to any other right or remedy, serve written notice upon the Contractor and the sureties of the intention to terminate all work by the Contractor. The said notice will contain the reasons for such intention to terminate all work by the Contractor and unless within 10 days after the service of such notice, such violations cease, and satisfactory arrangements for the corrections thereof are complete, the final termination notice shall be issued. In the event of any such termination, the District shall immediately serve written notice thereof upon the surety and Contractor. The surety shall then have the right to take over and perform the Contract provided, however, that if the surety within 15 days after the serving of a notice of termination does not give the District written notice of its intention to take over and perform the work, or does not commence performance thereof within 30 days from the date of serving said notice, the District may take over the work and prosecute the same to completion by Contract or by any other method it may deem advisable for the account -16- and at the expense of the Contractor and the sureties, who shall then be liable to the District for any excess cost or other damage occasioned the District thereby. In such event, the District may, without liability for so doing, take possession of and utilize in completing the work such materials, appliances, plants, and other property belonging to the Contractor that may be on the work site and be necessary therefore. For any portion of such work that the District elects to complete by furnishing its own employees, materials, tools, and equipment, the District shall be compensated for such in accordance with the schedule of compensation for force account work. 4.7 Channel of Communication Any notice required or given under the contract shall be in writing, be dated, and signed by the party giving such notice or his duly authorized representative, and be served as follows: If to the District, by personal delivery or by deposit in the United States mail. If to the Contractor, by personal delivery to the Contractor or to his authorized representative at the site of the project or by deposit in the United States Mail. If to the Surety or any other person, by personal delivery to said Surety or other person or by deposit in the United States mail. All mailed notices shall be in sealed envelopes, shall be sent by certified mail with postage prepaid, and shall be addressed to the addresses in the Contract Documents, or such substitute addresses which a party designates in writing and serves as set forth herein. 4.8 Contractors License All work shall be performed by a contractor licensed in the State of California with the designation of Class A or C-42. 4.9 Insurance Prior to commencement of subject work, the Contractor, in addition to other requirements with respect to insurance, shall provide the Districts with a Certificate of Insurance, in the form and in the amounts as specified in the District General Provisions, latest edition. -17- 4.lO Legal Relations and Responsibility The Contractor shall keep himself fully informed of all laws, ordinances and regulations which in any manner affect those engaged or employed in the work, or the materials used in the work, or which in any way affect the conduct of the work and of all such orders and decrees of bodies or tribunals having any jurisdiction or authority over the same. If any discrepancy or inconsistency is discovered in the plans, drawings, specifications or other documents in relation to any such law, ordinance, regulation, order or decree, the Contractor shall forthwith report the same to the District in writing. The Contractor shall at the time observe and comply with and shall cause all of his agents and employees to observe and comply with all such existing and future laws, ordinances, resolutions, regulations, orders and decrees and shall protect and indemnify the District and the Board of Directors, and all of its and their officers and agents, against any claim or liability arising from or based on the violation of any such law, ordinance, regulation, order or decree, whether by himself or his employees. 4.ll Foundations or Unsuitable Material 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 the Engineer and replaced with 3/4" maximum crushed base rock. 4.12 Overexcavation All overexcavation as determined by the Engineer shall be rectified by the placement of 3/4" maximum crushed rock base to the springline of the pipe. 4.13 Dewatering The Contractor shall provide and maintain at all times during construction ample means and devices with which to promptly remove and properly dispose of all water from any source entering the excavations or others parts of the work. -18- No concrete footings or floors shall be laid in water nor shall water be allowed to rise over them until the concrete or mortar has set at least 8 hours. Water shall not be allowed to rise .against unshared walls. There must be dewatering operations continuously to protect the jobsite. 4.14 Trench Width Sewer trenches shall be excavated in such a manner as to produce a trench no less than 12 inches and not more than 16 inches in width over the largest outside diameter of pipe. Trench width shall be measured at a point 6 inches above top of pipe. Where trench width exceeds the maximum specified above, overwidth bedding details will be required. All trenches shall be in compliance with the minimum requirements of OSHA at all times. 4.15 Trench Backfill a) General All trenches shall be backfilled after pipes, fittings and appurtenances have been installed. Native backfill material shall be free from all pavement, wood trash, rocks larger than 6 inches in any dimension, or other deleterious material. Imported backfill shall be free from organic or peat soils in· addition to the above requirements. Trench shall be compacted to a minimum relative density of 90 percent as determined by Cal Trans Test No. "California 216 F" or Cal Trans 231. Note that the top 18" of trench compaction shall be compacted to 95% relative density. Requirements of the local agency having jurisdiction in public rights-of-way shall take precedence in all cases. b) Public Streets Backfill and compaction in public streets, above the pipe zone, shall be in accordance with the requirements of the local agency having jurisdiction. c) Private Streets Material shall be as specified above. The trench shall be compacted to within 18 inches of the pavement base in lifts not to exceed 12 inches. Consolidation may only be -19- used in cases where the soil is sufficiently granular in nature to be self draining. Compaction within the 18 inches of the pavement base shall be compacted in lifts not to exceed 6 inches. Consolidation methods of compaction shall not be used in this zone. The trench shall be compacted to a minimum relative density of 90 percent. Compaction tests shall be taken at depths and locations as directed by the Inspector. The Developer or Contractor shall provide compaction testing by a certified testing laboratory, approved by the Engineer. d) Non-paved Areas Material shall be as specified above. Backfill from the pipe zone to the natural ground surface shall be compacted in lifts not to exceed 18 inches and to a minimum relative density of 90 percent. The Contractor shall dispose of excess material, off-site, in a legal manner. 4.16 House Laterals a) General The Contractor shall install house laterals and wye or tee branch fittings of the size and location as indicated on the plans. The Contractor shall not proceed with placement of the house laterals until such time as the surveyor has staked the laterals at sewer center and property lines. No bends greater than one-eighth shall be used in the construction of house laterals within public right-of-way. Laterals shall be joined to wye branch fittings at the sewer main by the use of eighth bends positioned to obtain the desired lateral slope. All fittings or laterals that are to be left unconnected shall be plugged with a vitrified clay or neoprene stopper as specified herein. b) Depth and Slope of Laterals Minimum cover over house laterals at the property line shall be 5 feet. Slope of house laterals shall be 1/4 inch per foot (.02'/ft.) minimum. In cases where property grades relative to the sewer are critical, the Engineer may approve a lesser slope. -20- c) Location Marking The ends of all house laterals shall be marked as follows: 1) In cases where laterals are to be connected to the dwelling unit during the same phase of construction, and where curb improvements are included, the Contractor shall mark each house lateral by chiseling the letter "S" 1-1/2 inches high on the top of the curb. 2) In cases to the dwelling unit, treated redwood stake the lateral to within where curbs are to chisel the letter "S" 4.17 Manholes a) General where laterals are not to be connected the Contractor shall place a 2 x 4 extending vertically from the end of 3 feet of finish grade. In addition, be constructed, the Contractor shall on the top of the curb. Sewer manholes shall be constructed in accordance with the Standard Detail Drawings and at the locations shown on the plans. The manholes shall be constructed of precast eccentric concrete manhole units in accordance with Section 4-3 of these specifications. Manholes shall be built without steps. b) On New Sewers The manhole base shall be poured in place against undisturbed soil with Class "A" Portland cement concrete. The manhole stubs and sewer main shall be set before the concrete is placed and shall be rechecked for alignment and grade before the concrete has set. The various inlets and outlets to the manhole shall be located as indicated on the plans and as detailed in the Standard Detail Drawings. All transitions shall be smooth and of the proper radius to give an uninterrupted transition of flow. The concrete shall have a slump not greater than 3 inches. The concrete base may be shaped with a wood float and shall receive a hard steel trowel finish prior to the concrete setting. In the event additional mortar is required after initial set has taken place, the surface to receive the mortar shall be primed, and the mortar mixed with an approved adhesive in the amounts and proportions as recommended by the manufacturer and as directed by the Inspector in order to secure as chip-proof a result as possible. The bases shall -21- be set a minimum of 12 hours before the manhole construction is continued. In certain critical situations, the time of setting may be reduced upon approval of the Engineer. Manhole shafts a minimum thickness of watertight and smooth water shall be stopped and grade rings shall be joined with 1/2 inch of cement mortar to form a joint. Any infiltration of ground by a repair approved by the Engineer. Whenever new manholes are constructed in unpaved areas, the manhole cover shall be set 18 inches above finish grade, or as directed by the Inspector. In all cases, the Contractor shall place 1/2 inch plywood inserts on the manhole shelf to prevent debris from entering the sewer in the event the manhole protection cover is disturbed. c) On existing sewers Prior to commencement of work, the Contractor shall take notice to Section 3.10 of these requirements: The Contractor, while excavating in the vicinity of the existing sewer, shall use extreme care to prevent damage to the sewer pipe. The base shall be poured in place against undisturbed soil with Class "A" Portland cement concrete. Manhole stubs shall be provided on both sides of the main and shall be rechecked for alignment and grade before concrete has set. Manhole stubs shall be plugged with brick and mortar prior to connecting the incoming sewer. This plug shall not be removed until the offsite work has been completed and the sewer cleaned, and with the approval of the Inspector. Pipe break out shall only take place under the inspection of the District and only after the manhole and onsite sewer has been completed and cleaned. Sewer main sizes 12" inches and larger shall be sawcut to remove the top portion of the pipe. Care shall be taken to prevent cuttings from entering the existing sewer. The Contractor will be required to have the sewer trunk balled and cleaned by an experienced sewer maintenance contractor if in the opinion of the Inspector, excessive amounts of cuttings or debris has entered the sewer. Upon refusal of the contractor to clean the District line immediately, the Districts forces shall clean the line and the contractor shall pay all expenses incurred by the District. All equipment and materials shall be securely fastened by a rope at all times while in a manhole. -22- After pipe break out, all rough edges shall be worked to produce a true and neat opening. The edges of the pipe shall then be filled and smoothed with mortar. The surface to receive mortar shall be primed and the mortar mixed with an approved adhesive in the amounts as recommended by the manufacturer and as directed by the Inspector. The bases shall be set a minimum of 12 hours before the manhole shafting is set. In certain critical situations where traffic is a problem in the opinion of the Inspector, the time of setting may be reduced to 6 hours provided a 2 percent mix of calcium chloride is added to the concrete. Manhole shafting shall be Paragraph 4.17 (b) "On New Sewers." as specified under Whenever new manholes are constructed in unpaved areas, the manhole cover shall be set 18 inches above finish grade, or as directed by the Inspector. Whenever grading or paving operations follow pipe break out, the Contractor shall place l/2 inch plywood inserts on the manhole shelf to prevent debris from entering the sewer in the event the manhole protective cover is disturbed. 4.18 Pressure Sewers (a) General All pressure sewers shall be ductile iron pipe unless otherwise specified on the approved plans. The pipe shall be in accordance with Section 5.4 of these specifications. All ductile iron pipe shall be wrapped over its entire length with 8 mil. thick polyenthylene sheet plastic. Installation shall be in accordance with the Cast Iron Pipe Research Association and District Standard Specifications. (b) Trenching and Bedding Trenches shall be even and straight so that the pipe is centered. Trench width shall not exceed 24 inches plus the nominal pipe size. Rock or unyielding subgrade shall be removed to 12 inches below the pipe bottom. Bedding material shall be clean sand in dry soil conditions and 3/4-inch crushed base rock in wet soil conditions, placed a minimum of 6 inches below the pipe's bottom and to 6" above top of pipe. The bedding shall be even so that the pipe is uniformly supported over the entire length of the pipe. At each joint, the bedding shall be recessed in such a manner as to relieve the bell of the pipe of all loads. Backfill and compaction shall be as specified in paragraph 4.15 of these requirements. .;.2 3- c) Valves The District Engineer will determine if and where valves are required; and if required, he will specify the type thereof. d) Thrust Blocks Thrust blocks shall be provided at all changes in pipe direction. Thrust blocks shall be constructed of reinforced Class "A" concrete placed against undisturbed soil. Bearing surface against undisturbed soil for 4" and 6" pipe shall have a minimum area of 3 square feet, or as shown on the plans. -24- SECTION 5 -MATERIALS 5.1 General All materials not conforming to these specifications shall be considered defective and all such materials, whether in place or not, shall be rejected and shall be removed immediately from the site of the work unless otherwise permitted by the Engineer. No rejected material, the defects of which have been subsequently corrected, shall be used until approved in writing by the Engineer. 5.2 Vitrified Clay Pipe a) General All vitrified clay pipe and fittings shall be of one class designated extra strength, of the best quality, vitrified, homogenous in structure, thoroughly burned throughout their entire thickness, impervious to moisture, sound and free from cracks, checks, blisters, broken extremities or other imperfections and must give a metallic ring when struck with a hammer. Pipe shall be bell and spigot pipe or other approved joining method unless otherwise specified. All pipe and special fittings manufacture shall comply with the applicable section of the General Provisions of Standard Specifications for County Sanitation Districts of Orange County. b) In-Plant Testing Testing shall be in accordance with the applicable section of the General Provisions and Standard Specifications for County Sanitation Districts of Orange County. In lieu of the tests being witnessed by a certified testing laboratory for pipe sizes 15" and smaller, the Contractor may furnish the Districts a letter from the manufacturer stating that all prescribed tests have been made and the pipe meets all requirements of the specification. In pipe sizes greater than certified testing laboratory shall Contractor for the specified testing. -25- 15-inch diameter, a be employed by the c) Cause for Rejection The following impertections in a pipe or special fitting will be considered injurious and cause for rejection without consideration of the test results hereinabove specified. 1) Cracked Pipe A single crack in the barrel of the pipe, extending through the entire thickness, regardless of the length of such crack; a single crack which extends through one-fifth of the barrel thickness and is over 3-inches long; any surface fire crack which is more than 1/32-inch wide at its widest point will cause rejection. 2) Surface Imperfections Surface imperfections such as lumps, blisters, pits or flakes on the interior surface of a pipe or fitting will cause rejection. 3) Socket Out-of-Round When the bore or socket of the pipe varies from a true circle more than 3 percent of its nominal diameter, it will cause rejection. 4) Straight Pipe The pipe fitting will be rejected if it is designated to be straight and it deviates from a straight line more than 1/8-inch per lineal foot. The deviation shall be measured from a straight edge at a point midway between the ends of the pipe. 5) Broken Pipe A joint of pipe with a piece broken from either the socket or spigot end will be rejected. 6) Foreign Matter Fused to the Pipe Pipe joints that have tramp clays, grog or other foreign matter fused permanently to the exterior or interior surface of the pipe or fittings will be rejected. 7) General Soundness of Pipe If, when the joint of pipe is placed in a vertical position, the pipe does not give a metallic ring when struck with a hammer, the joint shall be rejected. -26- d) Joints All vitrified clay pipe and fittings shall be furnished with bell and spigot Type G compression joint or where plain end pipe is to be used Type.C joint. For pipe 12 inch and smaller, Type D joint may be used. l) Type "C" Joints (Mortar Sealed Rubber Sleeve Couplings for Plain End Clay Pipe). Each coupling shall consist of a circular rubber sleeve, two stainless steel compressing bands, and optional pre-fabricated housing to form the required mortar seal of the coupling. Each coupling shall bear the manufacturer's brand name or trademark. The housing to form the mortar seal shall be shaped to provide the minimum thickness of mortar cover over the coupling and specified in the following table. Pipe Diameter Thickness (inches) (mm) (inches) (mm) 4 ( 102) 3/4 ( 19) 6 (152) 3/4 ( 19) 8 ( 203) l (25) 10 (254) l (25) 12 ( 305) 1-1/2 ( 38) (larger sizes as specified on the Plans) The circular rubber sleeve shall have a projecting rib to act as a cushion between the abutting ends of the pipes or fittings. The sleeve shall be made of virgin rubber compounded with suitable antioxidants formulated so as to resist acids, alkalies, solvents, and greases encountered in domestic or industrial waste sewage. When tested in accordance with ASTM D 412, the material shall have a tensile strength of not less than 1200 psi and an elongation of not less than 400 percent. When tested in acordance with ASTM D 395, Method B, the material shall have a compression set at constant deflection of not more than 35 percent of the original deflection. The tensile strength and percentage of elongation shall be reduced not more than 25 percent and the compression set increased not more than 5 percent when subject to the accelerated aging test in ASTM D 572 for 24 hours. -27- The stainless steel compressing bands and tightening devices shall be fabricated from ASTM Series 300 stainless steel and shall be capable of producing 35 percent compression in the sleeve when tightened in place on the joint. Mortar consisting of one part Portland C~ment and three parts sand shall be used for sealing the rubber sleeve coupling. Water shall be added to the mortar mixture to produce a workable grout mortar. The assembled pipe joints, without mortar cover shall be tested in the laboratory and shall not leak when subject to an internal hydrostatic pressure of 10 psi for a period of 5 minutes or when the joint is deflected 2 degrees during the test. 2) Type "D" Joints (Rubber Sleeve Coupling with Shear Ring for Plain End Clay Pipe) The Coupling shall consist of a circular rubber sleeve of natural or synthetic rubber or rubber-like material, two stainless steel bands with suitable tightening devices and corrosion resistant shear ring. The sleeve shall be resistant to chemicals and bacteria, and the joint shall meet all the requirements of ASTM C 425 except that the bands shall be made of stainless steel only. 3) Type "G" Joints (Polyurethane) a. General The Type "G" Joint shall consist of polyurethane elastomer sealing components, one bonded to the outside of the spigot and the other bonded to the inside of the socket. The sealing components shall be shaped, sized, bonded, and cured to uniform hardness so as to form a tight seal of the joint when assembled. The sealing components shall resist attack by bacteria and chemicals or combinations of chemicals normally present in domestic or industrial sewage. The configuration of the jointing system determines the necessary physical properties of the polyurethane joint material. The columns of values in the table below represent properties of polyurethanes which, in conjunction with specific joint configurations, will provide acceptable jointing systems. -28- b. Polyurethane Sealing Components The polyurethane sealing component material shall comply with the requirements described in this subsection. The number of samples to be tested shall be designated by the Engineer. Prior to testing, polyurethane test specimens shall be conditioned in a mechanical convection oven for 7 days at 110 + 5 F (43 + 3 C and cooled in a desiccator for 3 hours at 75 I 5 F (24 I 3 C). Polyurethane material is acceptable for a jointing system when properties are in conformance with either column of values listed in the following table: Property Values Test Method and Conditions Tensile strength 350 (2410) psi (kPa) min. 600 (4140) ASTM d 412 Die C 75 + 5 F (24 + 3 C) Elongation, % min. 70 70 (Same as above) Compression set, 3 3 ASTM D 395, Method B, 24 hours, 75 + 5 F ( 24 ±_ 3 C) % Max. Shore durometer Water Absorption % max. (Wt. gain) Volatile loss, % max. (Weight loss) Adhesive strength, psi (kPa) min. Not less than value designated for the joint design by the manufacturer 3.5 3.5 l l Original 350 (2410) 350 (2410) -29- ASTM D 2240, Type A, 5-second read- ing, 32 to 80 F ( 0 to 27 C) ASTM D 570, after immersion for 28 days at 75 + 5 F ( 24 ±_ 3 C) - After 28 days in mechanical convec- tion oven at 150 + 3 F (66 + 2 C) Before immersion in accordance with Note l Final 250 (1720) 250 (1720) Chemical resistance (See Notes 2 & 4) Property Weight change, % max. Values l. 5 l.5 Tensile strength 260 (1790) 450 (3100) psi ( kPa) min. Shore durometer +15 + 15 change max. Compression set, 5 5 % max. Bacteriological resistance (See Notes 3 and 4) Weight change, % max. 2 2 Tensile strength, 290 (2000) 500 (3450) psi (kPa) min. Shore durometer Before recondi-15 15 tioning, loss max. After recondi-5 5 tioning, change max. -30- After immersion in water at 75 + 5 F (24 + 3 C) in accordance with Note l Test Method and Conditions After exposure to each of the chemical envir- onments for 112 days as described in Notes 2 & 4 After exposure to bacter io- . logical environ- ment for 112 days as described in Notes 3 & 4 Compression set Before recondi- tioning, % max. After recondi- tioning, % max. NOTES: 3 3 l. Adhesion test specimens (l3mm) thick and l inch composition of materials and temperatures as sewer pipe. 3 3 shall be clay blocks l/2 inch (25mm) square of the same tired at the same vitrifying The clay block shall be placed flat in the center of a mold 7 inches (l78mm) long, l inch (25mm) wide, and l/2 inch (l3mm) deep. The edges of the clay block at right angles to the longitudinal axis of the form shall be coated with the adhesive and the form on each side of the block shall be tilled to a depth of approximately l/4 inch (6mm) with the sealing component compound. Curing of this test specimen shall simulate the curing process at the pipe manufacturing plant. At the end of the immersion period, samples shall be removed, surface dried, and immediately pulled in tension at the rate of 20 inches (508mm) per minute to determine the tinal tensile strength of the bonded interfaces. The specimens retained for controls shall be pulled at the same time to determine the original tensile strength of the bonded interfaces. 2. Exposure environments for chemical resistance tests are a·s follows: Chemical Sulfuric Acid Ammonium Hydroxide Sodium Hydroxide Ferric Chloride Nitric Acid % Concentration 20* 5* l (Buffered to ph 10 with sodium bicar- bonate) l* l *Volumetric % of concentrated C.P. grade reagents At the end of the exposure period, specimens shall be reconditioned before testing by the same method described above tor conditioning. -31- 3. The bacteriological resistance immersion test solution shall be prepared with a 5-day BOD of not less than 700 ppm maintained under anaerobic conditions at 75 + 5 F (24 + 3 C) for the duration of the test. At the-end of the exposure period, test specimens shall be washed and then reconditioned before testing by the same method described above for reconditioning. 4. During the 112-day exposure period interim tests shall be performed at 28-day intervals and if failure occurs, testing shall be terminated and the sample shall be considered as failing the entire test. 5.3 Reinforced Concrete Pipe All reinforced concrete pipe to identified by the internal diameter strength designation. a) General be installed is to be in inches, type and Pipe shall be manufactured only in the presence of a District Inspector. No material shall be used in the manufacture of the pipe other than cement, sand, rock, water, and reinforcing steel (also hard drawn wire if non-cylinder prestressed pipe is to be furnished) except as otherwise indicated on the Plans, in the Project Specifications, or permitted in writing by the Engineer. The materials used shall conform to the provisions of the various sections of the Standard Specifications which set the requirements for such materials. Before starting manufacture of pipe, the Contractor shall submit to the Engineer, for his review, detailed shop drawings of the pipe, joints, reinforcement cage assemblies, pipe specials, and the pipe laying diagrams. If non-cylinder prestressed pipe is to be furnished, the Contractor shall also submit to the Engineer, for his review, complete design calculations for each size and D-load to be furnished under this alternative. The laying diagram shall show the location, length, design designation, and number designation of each pipe section and pipe special to be furnished and installed. Also, station and elevation of pipe invert at all changes in grade, all data on curves and bends for both horizontal and vertical alignment shall be shown. Sockets and spigots shall be free from any deleterious substances or condition that might prevent a satisfactory mortar bond at the joints. -32- l ( l \ I i i { f I l \ { { i ,. {· ' !, b) Vinyl Plastic Liner Vinyl plastic liner shall be white in color and be cast into all pipe at the time of manufacture in accordance with the standard specifications for vinyl plastic liner. The pipe shall · be lined in the upper 270-degree circumferential angle, unless otherwise noted on the Plans. c) Materials Except when otherwise permitted by the Engineer, no materials shall be used in manufacturing of the pipe other than water, Type II portland cement as specified in ASTM C 150, mineral aggregates and low alkali steel conforming to ASTM C 76, and for noncylinder prestressed pipe, prestressing wire conforming to ASTM A 648 in sizes No. 8, No. 6, 1/4 inch, and 5/16 inch. The aggregates shall and thoroughly mixed in a homogeneous concrete mixture of will conform to the test and speci tied. be so graded, proportioned, batch mixer to produce a such quality that the pipe design requirements of that A set of at least four standard test cylinders shall be taken from each day's pour of the mixed concrete for pipe. Test cylinders shall be made in conformance with ASTM C 31. The curing of the test cylinders shall be in conformity with the curing of the pipe. All test cylinders shall be tested in conformance with ASTM C 39 by an approved testing laboratory at the expense of the manufacturer, unless the manufacturer has approved testing facilities at the site of the work. In such event, the test shall be made by and at the expense of the manufacturer in the presence of the Engineer, or certified test reports may be submitted by the manufacturer. d) Sizes and Dimensional Tolerances Pipe shall have a minimum nominal length of 8 feet except as otherwise specified or required for special purposes such as curves or closures. Unless otherwise provided on the Plans or in the project Specifications, the maximum nominal length of pipe permitted is 20 feet. Pipe shall be round and true and shall have smooth and dense finished surfaces. The internal diameter of any portion of each piece of pipe shall not vary more than t 1 percent but in no case shall exceed 3/8 inch, from the moninal diameter. The wall thickness shall not be less than that shown in the design by more than 5 percent but in no case shall exceed 3/16 inch. A wall thickness more than that required in the design shall not be cause for rejection, as long as the reinforcement is properly placed. -33- Reinforcement steel shall be accurately placed in the concrete wall of the pipe. The placement of all steel shall not vary from the position in the pipe wall shown on the drawings by more than + 1/4 inch from the nominal shown on the drawings. In no-case shall the cover over any reinforcement be less than 1-·inch. Variations in laying lengths of two opposite sides of pipe shall not be more than 1/8 inch per foot of diameter with a maximum of 3/8 inch in any length of pipe except where beveled pipe is used. The underrun in length of a section of pipe shall not be more than 1/8 inch per foot with a maximum of 1/2 inch in any length of pipe. e) Reinforcement The reinforcement shall be fabricated as a rigid cage of bars or wire. Transverse reinforcement shall be fabricated either as complete hoops, welded or lapped, or as a continuous helix. If the transverse reinforcement is formed as a cylinder or elliptical helix, both ends of the cage shall be finished off as 'a complete hoop. Elliptical cages may be wound on an elliptical drum or deformed from a circular cage to the required elliptical dimensions. The location of the minor axis of elliptical reinforcement shall be clearly indicated. A letter "T" shall be painted or stamped on the inside of the pipe to indicate the minor. axis so that the pipe can be laid with the minor axis vertical. Splices shall be either welded or lapped and tightly wired. Either lap or butt welds may be used, but the weld must develop the full strength of the bar and, when required by the Engineer, the Contractor shall submit for testing, samples of welds proposed for use. The lap of unwelded splices shall extend 30 diameters when bars or rods are being used for reinforcement and 40 diameters when wire is being used. Suitable devices shall be used to hold the cage of reinforcement in its elliptical or circular shape and to maintain the cage in place within the forms during the placing and consolidating of the concrete. Supports between the reinforcement and the forms that are to be exposed in the finished pipe shall be made of stainless steel. Longitudinal reinforcement shall be in sufficient amount to provide a rigid cage of reinforcement Where the pipe design is shown on the plan, the type, extent, and positioning of the longitudinal steel indicated shall be considered a minimum requirement. Whether pipe detai.ls are shown on the Plans or not, the Contractor shall be responsible for providing enough longitudinal steel to provide a cage sufficiently rigid to retain its shape and position in the forms during the manufacturing process. -34- Each pipe shall have a minimum longitudinal reinforcement equivalent to l/2-inch diameter steel rods at a maximum spacing of l8-inches center to center. Also such reinforcement shall provide at least a ratio of 0.0020 reinforcement area to gross concrete area (cross section). Where the pipe joint construction requires the use of a bell, the minimum specified number of bars shall be continued into the bell. Where two cages are used, the longitudinal reinforcement shall be divided approximately equally between the two cages, and only the longitudinal bars on the outer cage need to extend into the bell. The reinforcing steel shall be placed in the wall of the pipe in such a manner that the end hoops of the transverse reinforcement and the ends of the longitudinal reinforcement shall not be more than l-inch + l/4-inch from the extreme end concrete faces of the pipe. f) Non-Cylinder Prestressed Pipe Where very high D-loads are required, as an alternate to bar-reinforced concrete pipe, the Contractor may furnish non-cylinder prestressed concrete pipe. Non-cylinder prestressed pipe shall be designed for the specified D-loads. No prestressed pipe shall be provided without the approval of the Engineer. Non-cylinder prestressed pipe shall contain a reinforcement cage with sufficient hoops or coils to provide a rigid cage for proper positioning of the longitudinals and joint rings, but the area of circumferential steel shall not be less than 0.002 times the cross-sectional area of the pipe wall, and spacing of circumferential hoops or coils shall not exceed 12-inches. Longitudinal reinforcement for prestressed pipe shall comply with the requirements for bar-reinforced concrete pipe. non-cylinder longitudinal Centerline spacing of prestress wires shall not exceed 1-l/2 inches and shall provide a minimum clear space of 3/16 inches between adjacent coils. g) Joints The ends of the pipe shall be so formed that when the pipes are laid together and the joints cemented, they shall make a continuous and uniform line of pipe with a smooth and regular interior surface. -35- The Contractor shall have the option of furnishing one of two types of joints; (1) the lock joints, (2) a concrete bell and spigot type where a gasket shall be confined in a contained groove. Each joint shall contain a neoprene ring gasket that shall be the sole element depended upon for watertightness of the joint. The gasket shall be of circular cross section unless otherwise approved by the Engineer. The length and cross-sectional diameter of the gasket, the annular space provided for the gasket, and all other joint details shall be such as to produce a watertight joint that will not leak when pulled 1-inch from normal closure for full circumference. The slope of the longitudinal gasket contact surfaces of the joint with respect to the longitudinal axis of the pipe shall not exceed 2 degrees. Where double mitered pipe joint sections are used to deflect the pipe through an angle as indicated on the Plans, the section shall be completely plant manufactured and not constructed in the field. The Contractor shall submit shop drawings to the Engineer showing the details of the pipe joints he proposes to use. No pipe shall be manufactured until such shop drawings have been reviewed by the Engineer. Such review by the Engineer shall in no way relieve the Contractor from the leakage or infiltration tolerances as specified herein. Failure of the longitudinal concrete surfaces of a joint to meet the dimensional tolerances shown on the Plans and/or the shop drawings shall be cause for rejection. When lock joint is used, all exposed steel in the joint ring shall be coated with one coat of alkyd rust inhibitive primer. Acceptable products are Amercoat No. 25 primer, Protexzol 178 quick-drying red primer, or equal. h) Rubber Gaskets The rubber gaskets used to seal pipe joints shall be made of neoprene of such size and cross section as to fill completely the recess provided for it. The gasket shall be the sole element depended upon to make the joint watertight. All rubber gaskets shall be extruded or molded, and cured in such a manner that any cross section will be dense, homogeneous, and shall be free from pitting, blisters, porosity, and other imperfections. The gaskets shall have smooth surfaces and shall be extruded or molded to the specified diameters within a tolerance of + 1/64 inch. The rubber compound shall contain not less than 50 percent by volume of neoprene. The remainder of the compound shall consist of pulverized fillers free from rubber substitutes, reclaimed rubber, and deleterious substances. The compound shall meet the following physical requirements when tested in accordance with appropriate sections of "Method of Physical Tests and Chemical Analyses for Rubber Goods" (Federal Specification ZZ-R-60la): -36- Tensile strength, psi, min. Elongation at rupture, percentage, min. Shore Durometer, Type A ASTM D 676 -Lock joint only Compression set, percentage of original deflection, max. Method B (constant deflection; 22 hours at l58°F) ASTM D 395 -Lock joint only Accelerated aging in air (70 hours at 212°F) Tensile strength, percentage of original strength, min. Hardness change, percentage, 2,000 425 40 to 50 45 to 55 32 20 85 max. +15 Water absorption, percent volume change, max. 10 Ozone 6 ppm, 25% elongation, 2 hours at l00°F max. Specific Gravity No Cracking 1.35 to l.45 The Contractor shall submit for review details of the shape and size of the gaskets he proposes to furnish. The Contractor shall also submit test reports showing the physical properties of the materials used in the manufacture of the gaskets. 5.4 Ductile Iron Pipe a) General All ductile iron pipe shall conform to the requirements of ANSI 21.51 Class 150 and shall be coated inside and outside with a coal tar base coating and have a seamless polyethylene bag fitted over each length of pipe and lapped and sealed sufficiently to prevent water intrusion and subsequent corrosion. b) Joints Joint types shall be as follows: l) Buried Pipe a) Rubber gasket slip-on shall conform to AWWA C-lll. -37- b) Mechanical joint fittings shall be in accordance with ANSI A 21.ll and mechanical grooved pipe USAS Bl6.l except for end preparation. c) Flexible couplings, where called for on the plans, shall be cast iron sleeve type as manufactured by Smith-Blair or approved equal. d) Coatings for Type B & C joints shall be 20 mils of TC Mastic (Tape Co.) Bitumastic 50 (Koppers Co) and the entire joint shall be coated. 2) Above Grade Pipe Flange fittings shall conform to ANSI B-16.1. Bolts shall conform to ANSI B-16.1 except that flanges underground or in water shall have Type 316 stainless steel bolts and nuts. 5.5 Precast Manholes a) General All precast manhole shafting, cones and flat tops shall be free from cracks, chips, surface imperfections and shall be capable of producing a watertight unit. Manhole shafting shall not be installed with steps. b) Unlined Manholes Precast manholes shall conform to size, shape, form, and details shown on the Standard Detail Drawings. Concrete for precast units shall be Class "D" concrete. The precast shafting and cones shall meet the strength require- ments for "Precast Reinforced Concrete Manhole Risers and Tops" ASTM C4 7 8. Design and manufacturer shall be based on H-20 loading. Reinforcing steel shall be for handling loads only. c) Lined Manholes Manholes designated P.V.C. cast in place liner. shall be in accordance with the Standard Plans herein. 5.6 Grade Rings as "lined" shall be lined with All materials and installation the notes and details shown the Grade rings shall be the size and quantity as indicated in the Standard Details. Grade rings shall be free from cracks, chips or excessive roughness as determined by the Inspector. -38- 5.7 Manhole Frame and Cover Manhole frame and cover sets shall be of the types and size indicated in the Standard Details unless otherwise indicated on the Plans. Ring and cover shall be Model No. 1270 for 24" diameter or 1251 for 36" diameter by E.B. Moritz Foundry Co., Alhambra Foundry Co. and Neenah Foundry Company or approved equal, and shall have the facility identification on underside of lid and on frame. All casting shall comply with ASTM, A48 Class 35 B cast iron. Castings for frame and cover sets shall be designed for H-20 loadings. Before leaving the foundry, all castings shall be thoroughly cleaned and subjected to a hammer inspection, after which they shall be painted with a commer- cial quality asphalt paint. Each cover shall be ground or otherwise finished so that it will fit in its frame without rocking. Frames and covers shall be match-marked in sets before shipping to site. 5.8 Epoxy Resin All saddle connections and approved repair work to District sewer mains shall be accomplished with one of the following epoxy resins: EPIBOND 157 as manufactured by Furane Plastics Incor- porated, 5121 San Fernando Road West, Los Angeles, Ca; WR633 A & B as manufactured by Wyndham Chemicals Incor- porated, 10640 South Painter Avenue, Santa Fe Springs, Ca; EPON 828 as manufactured by the Shell Chemical Corpora- tion. The epoxy resin shall be used in strict accordance with the manufacturer's specifications. 5.9 Portland Cement Concrete a) General All Portland cement concrete shall conform to the requirements of ASTM specification C-150 and shall be Type I I, I II or V. -39- b) Types 1. Type II Standard ASTM Designation 15. 2. Type III High Early Strength Type. 3. Type V Sulfate Resistant Cement Type c) Class of Concrete A B c D Compressive strength at 28 days (psi) 3500 3250 2500 4500 Cement Factor-Minimum (Sacks/cu. yd.) 6.0 5.5 4.5 7.0 Water Cement Ratio-Max. (gallons/sacks) 6.0 6.5 7.0 5.6 d) Admixtures No admixtures may be used without written consent of the Engineer. Calcium Chloride, if approved, shall be used to a maximum dosage of 2 pounds per 100 lbs. -40- SECTION 6 -TESTING 6.1 Gravity Sewers All sewers shall be air tested. Testing shall take place only after certification that the compaction require- ments and sewer cleaning requirements have been met. Any recompaction over the sewer or repair of the sewer shall invalidate previous testing in the section of pipe involved. Each section of pipe between two successive manholes shall be tested by plugging all pipe outlets with suitable test plugs. Air shall be slowly added until the internal pressure is raised to 4.0 psig. The compressor used to add air shall have a pressure relief valve set at 5 psig to assure that at no time the pressure becomes greater than 5 psig. The internal pressure of 4 psig shall be maintained for at least three minutes to allow air temperature to stabilize. After the three minute stabilization period, the air supply shall be disconnected and the pressure allowed to decrease at 3.5 psig. The time required for the air pressure to drop from 3.5 psig to 2.5 psig shall be measured and compared to the times shown below: Pipe Size (Inches) 8" 10" 12" 15" 18" 21" 24" Over 24" Time In Minutes 4 5 6 7 9 10 11 See Standard Specifications If the pressure drop from 3.5 psig to 2.5 psig occurs in less time than the above val~es the test has failed and the pipe shall be repaired and if necessary, replaced or relaid until the joints and the pipe hold air under this test. 6.2 Pressure Sewers All pressure sewers and piping shall be hydrostatically tested. Testing shall take place only after approved thrust blocks and tie downs have been placed and a minimum of three feet of backfill compacted over the pipe. -41- The test shall be conducted by adding water to the pipe slowly venting all air. At which time the pipe is filled with water, water shall be added by means of a hand pump or suitable means to a pressure of 1.5 times the manufacturer's rated pressure of the pipe. The test pressure shall be maintained for a period of two hours at which time the test plug shall be removed and the pipe again filled with water. The amount of water added to the system after testing shall be measured and compared with the recommended allowable leakage per 1000 feet of pipe as shown in the Cast Iron Pipe Research Association's "Guide for the Installation of Ductile Iron Pipe." If the leakage is in excess of the allowable quantity as indicated above, the pipe shall be repaired and if necessary, replaced or relaid and retested. 6.3 Manholes Manholes shall be watertight. All leaks shall be repaired as determined by the Engineer. Testing may be required by the Inspector if in the inspector's opinion the manhole watertightness is in question. The manhole, if tested, shall be filled with water to an elevation one foot below the start of the cone section, but to a maximum depth of 20 feet. The water shall stand in the manhole for a minimum of one hour to allow the concrete to reach maximum absorption. After one hour, the Contractor shall refill the manhole to the original depth and the drop in water surface shall be recorded after a period of two minutes for each foot of water depth. The maximum allowable drop in water surface for the period of testing, shall be l/2 inch for each 15 minutes of testing. Repairs shall be made as directed by the Engineer whenever leakage exceeds the limits as indicated above. -42- SECTION 7 -SAFETY 7 .1 Excavations The Contractor shall comply and orders and shall be solely conditions of the work. with all safety ordinances responsible for the safety The Contractor shall submit a detail showing the design of shoring; bracing sloping or other provisions to be made for worker protection from the hazards of caving ground during the excavation of any trench 5 feet or more in depth. The plan submitted shall be signed by a registered civil or structural engineer certified that the plan complies with all OSHA construction safety orders. District inspector will not inspect trenches which do not conform to OSHA trench safety standards. 7.2 Confined Space Operation No entry into District's facilities shall take place without first checking for unsafe atmosphere conditions and if found safe, entry shall be made only with the use of adequate air blowers and safety harnesses attended by a minimum of two men outside the facility. Proper air monitoring shall be in use at all times to monitor for L.E.L., H2S and oxygen deficiency before, while and during performance of workers. 7.3 Traffic Control Traffic control plans shall be submitted to the Agency having jurisdiction of the street for approval prior to undertaking the work. A copy of the plans, the approved permit, and requirement therefore shall be provided to the District Engineer. In no case shall the traffic control be less than that required by the latest WATCH Manual. -43- STANDARD DETAILS (revised October 1987) UNDISTURBED .., EARTH SPRING LINE 1/12 OD MIN. BEDDING A NOTES ZONE D ZONE C .. OPTIONAL TRENCH SIDE SLOPE FOR DEEP TRENCHES OR UNSTABLE SOIL. OPTIONAL EXCAVATION LINE 1/4 O.D. -SLURRY (1-1/2 SACKS P.C./C.Y.J OPTION OF CONTRACTOR ~,.,._~+----+~~~------~.,--~ 0.4 OD MIN. 1 I 1 2 0 • D • C6" MI N . J SHAPE BEDDING AS SHOUN TO SUPPORT PIPE 1. BEDDING "A" SHALL BE COMPOSED OF GRANULAR SOIL, CRUSHED ROCK, OR GRAVEL CONFORMING TO SECTION 21-11 OF THE STANDARD SPECIFICATIONS. 2. BEDDING "B" SHALL BE COMPOSED OF SAND OR GRANULAR MATERIAL AS APPROVED BY lt-£ ENGINEER AND SHALL BE COMPACTED TO A RELATIVE DENSITY OF 90%. 3. BACKFILL SHALL BE PER SECTION 21-12 OF THE STANDARD SPECIFICATIONS. 4. TRENCH WIDTH COD + 2Wl SHALL BE IN ACCORDANCE WITH SECTION 21-10 OF THE STANDARD SPECIFICATIONS. 5. "W" SHALL INCLUDE THE THICKNESS OF ANY SHORING. 6. AN IMPROVED BEDDING METHOD SHALL BE SUBMITTED TO THE ENGINEER FOR ANY "W" OTHER THAN THAT SPECIFIED IN SECTION 21-10 OF THE STANDARD SPECIFICATIONS. 7. THE TRENCH BOTTOM SHALL BE SHAPED AS SHOWN AT THE OPTION OF THE CONTRACTOR. COUNTY SANITATION DISTRICTS . OF ORANGE COUNTY. CALIFORNIA STANDARD BEDDING DETAIL FOR SEYERS · C24.. AND LARGER) MD 4'•1a•81 Dll18D ltM& &lllAlll llMGi liMlis • .&;drfill!M.~.&l.~~­ IHllCID cscoc s-21-·1 PIPE SIZE e·-1 O" 12"-24" 27•-35" 39"-54" 0 Cf.) UJ -a:: < > 9 ,__ _ __.,. A B c 45• 6" 24" 60" .8" 36" 72" 9" 36" 7"• 84" 1 O" 36" 8"• D 24" 24" 32· 46" • DENOTES REINFORCED CROSS SECT 1 ON A B 12" MIN. ·-------"'"--_l •• COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA P.V.C. LINED MANHOLE FOR TRUNK SE\JERS 12" TO 54" S-25-1' NOTES: SOFFIT OF LATERAL SHALL MATCH CROWN OF TRUNK SEWER. P.V.C. TURNBACK ON V.C.P. SHALL BE A MINIMUM OF 6". P.V.C. LINER PLATE SHALL BE HELD TIGHT TO V.C.P. BY 1/2" STAINLESS STEEL BAND WITH CONTACT CEMENT ADHESIVE APPLIED TO BOTH SURFACES. PREFORMED CORNER WELD STRIP TO BE INSTALLED. INSTALL NON-SKID SURFACE ON COMPLETE MANHOLE SHELF, BOTH SIDES OF MAIN CHANNEL PER O.C.S.D. GENERAL PROVISIONS AND STANDARD SPECIFICATIONS. INSTALL 2 PREFORMED CORNER TURNBACKS UNDER RING. WELD STRIPS. 8 COMPLETE CONCRETE CHANNEL SHALL BE CONSTRUCTED WITH FORMS AND P.V.C. LINED. WHERE LINED R.C.P. IS USED. CHANNEL LINING IS TO BE LINED TO THE SAME DEPTH AS THE R.C.P. LINING. ~ SIDES OF BASE TO BE EITHER FORMED OR POURED AGAINST VERTICAL SMOOTH EARTH. ~MANHOLE SHELVES TO BE SLOPED 4" PER FT. TO CHANNEL. QJ)ALL LATERAL INLETS SMALLER THAN 12" DIAMETER SHALL HAVE P.V.C. WELDED GAS FLAPS INSTALLED. ~ECCENTRIC CONE TO BE SET WITH STRAIGHT SIDE ON DOWNSTREAM SIDE OF MANHOLE. ECCENTRIC REINFORCED CONCRETE FLAT TOPS MAY BE USED WHEN APPROVED BY O.C.S.D. ENGINEER PRIOR TO THE START OF THE JOB. ~ALL SHAFT JOINTS SHALL BE TONGUE AND GROOVE TYPE JOINED WITH 1/2~ OF MORTAR. STEPS ARE NOT ALLOWED IN ANY MANHOLE. ~DISTANCE FROM TOP OF CONE TO TOP OF FRAME AND COVER SHALL BE NOT LESS THAN 12" NOR MORE THAN 24". 15 3/4~ TO 1" AC PAVING. 16 CONCRETE COLLAR. 17 FRAME AND COVER PER DRAWING NO. S-33-3 OR S-33-5. 18 MANHOLE BASE SHALL BE POURED WITH CLASS "A" CONCRETE. 5-25-2 ~THIS TYPE OF MANHOLE SHALL BE USED ON LOCAL RESIDENTIAL SEWERS WHERE A LIFT STATION DISCHARGES INTO A LOCAL SEWER MANHOLE. IT SHALL ALSO BE USED ON THE FIRST MANHOLE UPSTREAM AND DOWNSTREAM OF THE MANHOLE RECEIVING DISCHARGE FROM A SEWAGE LIFT STATION. IT SHALL BE USED IN ALL COMMERCIAL AND INDUSTRIAL AREAS REGARDLESS OF PIPE SIZE. ~MANHOLE SHAFTS AND CONES SHALL BE PRECAST WITHOUT STEPS. ~MANHOLES PLACED IN UNPAVED AREAS SHALL HAVE THEIR FRAMES AND COVERS PLACED 18" ABOVE FINISHED GRADE. ~ALL MANHOLES SHALL HAVE MINIMUM 8" STUBS INSTALLED AT 90' TO THE MAIN CHANNEL EXCEPT WHERE THE MAIN CHANNEL MAKES A TURN OF OVER 45' . ~PIPE ABOVE SPRING LINE TO BE REMOVED BY SAY CUTTING. ~ALL UNUSED CONNECTIONS SHALL HAVE A FACTORY MADE PLUG INSTALLED IN THE BELL END OF THE PIPE AND A BRICK AND MORTAR PLUG IN THE SPIGOT END OF THE CONNECTION TO THE MAIN TRUNK SEWER CHANNEL. THE FIRST JOINT OF PIPE OF ALL CONNECTIONS UTILIZED SHALL BE NO LONGER THAN 2.0' UPSTREAM. ~INSTALLATION OF P.V.C. LINER PLATE SHALL CONFORM TO THE REQUIREMENTS OF SECTION 25 OF THE GENERAL PROVISIONS AND STANDARD SPECIFICATIONS OF THE COUNTY SANITATION DISTRICTS OF ORANGE COUNTY. MANHOLE SIZING TABLE TABLE "A" PIPE SIZE P.V.C. LINED SHAFT SIZE 8" TO 10" NO 48" DIAMETER 12" TO 21" YES 60" DIAMETER 24" TO 36" YES 72" DIAMETER 39" TO 54" YES 84" DIAMETER OVER 54" YES SUBMIT PLANS FOR APPROVAL I S-25-3 ELEVATION SECTION A-A NOTE: OPENING TO BE OT LESS THAN DIAMETER OF TRUNK SEYER C4" MIN.l a:: • I <Z ruw- -...J :.c (.) SEE STANDARDS SS-23-t, SS-23-2, SS-23-3. SAU CUT PIPE 24 2.0' MAX. TRUNK SEWER COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA STANDARD MANHOLE BASE FOR LINES 36" TO 54" Do\n -.-1a-tn •lllDl'.MGr lllWlll fll'\Gr EHii: ~-~~~~!..- CHllCD G9COC:. ~ NO SCALE S-33-1 PIPE SHALL BE LAID \JITH END SQUARE INTO M.H. BASE. UNLESS OTHER\J I SE ---------< NOTED. CONSTRUCT FILLET SHELF OVER PIPE TO DRAIN. CENTER SHAFT OPENING OVER PIPE DO\JNSTREAM SIDE. 8" STUB CTYP . BOTH SI DESl PLUG ANY UNUSED CONNECTION 8" MIN. CONO. ENCASE CI NOLUD I NG BELU 2><D 2-2' JOINTS AT BOTH INLETS AND OUTLETS CTYP . V . D . P . -NE\J \JORK ONLYl COUNTY SANITATION DISTRICTS OF ORANGE COUNTY. CALIFORNIA TYPICAL CONCRETE BASE ICM& NO SCALE 1--~=""'I ..c:w.-.DlllllmlRll!l!!,~llfLJENl~INEER~I .. !!!:!!~ s-33-2 x t 314" 0 HOLE CTYPJ 3 REQUIRED NOTE: PLAN 3-314" SECTION X-X SECTION X-X 1. 36" MANHOLE FRAME AND COVER SHALL BE ALHAMBRA FOUNDRY MODEL NO. A-1251 , ALHAMBRA, CALIFORNIA E.B. MORITZ FOUNDRY MODEL NO. M-1251 , SANTA ANA, CALIFORNIA OR APPROVED EQUAL. 1-1/4" 36" SIZE 24" SIZE LETTERS 3" HIGH x t 1-1/2" COUNTY SANITATlON DISTRlCTS OF ORANGE COUNTY. CALIFORNIA STANDARD MANHOLE FRAME AND COVER NO SCALE S-33-'3 LETTERS 3" HIGH --- A PLAN HINGED RING LIFT CTYP. J 2 REQUIRED A BOLT HOLE CTYP . J 40" I~ 38" ~I 1/2" x 2" LONG A l STAINLESS STEEL 1 CAP SCREWS :l®ll///J{/JUJl///lll//l/Oi\ 6 " 4· J l ~36 " ~7 112 ~1 C. SECTION A-A NOTES: 1 . ALHAMBRA FOUNDRY MODEL NO. A-12518 COUNTY SANITATION DISTRICTS OF E.B. MORITZ FOUNDRY MODEL NO. M-1251 B MODIFIED AS ABOVE. OR APPROVED EQUAL. ORANGE COUNTY, CALIFORNIA Do\ft "1-16-81 18111D ~Mai BOLTED MANHOLE FRAME AND COVER llMlll irHGi ~ ~~1:12..:M.J~~!2... lllllllCllD CSDOC. ICM.& NO SCALE S-33-5 .... 12" MIN. CLASS "B" CONCRETE PLAN. AGGREGATE AS---+-- PER PLAN MORTAR JOINTS NEW OR EXISTING CONE ',~MANHOLE FRAME AND COVER /". PER S-33-3 \ / / / I \ \ I I I A.G. AS PER PLAN CROSS-SECTION NOTES: 1. ALL AGGREGATE BASE REMOVED SHALL BE REPLACED WITH CLASS B CONCRETE COUNTY SANITATION DISTRICTS OF 2. CONCRETE MAY BE CIRCULAR OR SQUARE ORANGE COUNTY, CALIFORNIA IN SHAPE \./ITH A MINIMUM OF 12" 1------------------1 BETWEEN EDGE OF CONCRETE AND LIP STANDARD FOR OF MANHOLE FRAME· MANHOLE ADJUSTMENTS 3. MANHOLE MAY BE ADJUSTED TO GRADE TO GRADE USING BRICK AND MORTAR OR PRECAST ICM.I RINGS. NO SCALE S-33-6 3" MIN. f RED\./000 BLOCKS OR METAL RAILS . • x CO< l: -0 -o_L GROUT PLUG CTYPJ FILL \./ITH LEAN GROUT CARRIER PIPE MECH. JOINTS ..._---CASING PIPE _,__OVERALL BELL DIMENSIONS . .... x CO< l: 2" MIN. CLEAR GROUT PLUG DETAIL T -0- NOTES: 1. ALL STEEL CASING PIPE FIELD JOINTS SHALL BE YELDED FULL CIRCUMFERENCE. 2. PERIPHERY OF CASING 'To BE PRESSURE GROUTED. 3. CARRIER PIPE SHALL BE AIR TESTED PRIOR TO FILLING CASING YITH GROUT. 4. UPSTREAM AND DOYNSTREAM ELEVATIONS TO BE VERIFIED PRIOR TO FILLING CASING. CASING PIPE COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA STANDARD DETAILS FOR HIGHYAY OR RAILROAD TUNNEL CROSSINGS NO SCALE S-36-1 TYPE l NOTE: ALL CONCRETE POURED SHALL BE CLASS "A". -1Q1 12· ......._ ~ 2' r-~ --~6" 3" MIN. EXISTING -CLEARANCE SEWER t _ I I j I Ill I 6".J ~CONCRETE ENCASEMENT.I ~ _j l-OF DUCTILE IRON PIPE 12" DUCTILE IRON PIPE \rJITH CERAMIC VELDS OR BANDED RUBBER COUPLINGS. 4" -rTYP.J u L SEE TABLE - Ill j D r:=' ---r Ill ------· O.D. r= -REBAR -~o; ~ 4.0' 4. o• 2" CLEAR MIN. MIN. CTYP. J ......._ ~ ~ DEPTH OF COVER TYPE l I " Q\ TO 8' 8-. TO 16'- D BAR # D BAR # 3• i2· 4 •2" 4 4' 1-2" 4 •2" 5 COllfTY SANITATION DISTRICTS OF 5' •2" 4 16" 5 ORANGE COUNTY. CALIFORNIA 6' •2" 5 1'6" 5 PIPE SUPPORT 7' 12" 5 1'6"-6 ACROSS TRENCHES 8'-•2" 5 16" 6 DATI ~-1&-8"1 -17!--;,,/J. -·1- ICM.I g• 12" 6 1'6" e ..... ltMCil NO SCALE DMlll lt'1Gt -S-37-'l 10' 12" 6 15• e GHmD CSDOC DIMllTIIR 111 DlllNElllllll 4" DRAIN PIPE CTYP. DUCTILE IRON PIPE WITH CERAMIC WELD OR BANDED RUBBER COUPLINGS. 2 SACK SAND SLURRY TYPE III NOTE: THIS DETAIL MAY BE USED ONLY WITH PRIOR APPROVAL OF THE DISTRICT ENGINEER. COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA Di\ft .. -18-8, 11111 .. ltMGr PIPE SUPPORT ACROSS TRENCHES lllWlll Rt'!Gr l!t4Gi ..J.ZI.~~~~~!,_ CllllCICIDC.5POG IDM.I NO SCALE S-37-2 ffil ::s UJ co 0 ...J . (.) NOTES: a: LLJ :::x ~I • z -_j :c . (.) ~13 !51< 1-10:: CJJQ ALL ENCASED SEWER PIPE :c z SHALL BE DUCT I LE I RON / a: -\JI TH CERAMIC WELDS ~ ~ OR BANDED RUBBER CJJ o COUPLINGS • SUPPORT PIPE AS PER STD. D\JG. S-37-1 S-37-2 a: LLJ > 0 CJ .-1 . PIPE ENCASEMENT TYPE I TYPE II .-1 0 ~ CLASS A ~ ...... CONCRETE 1. ANY OTHER TYPE DESIGN TO BE USED FOR SIMILAR USE SHALL HAVE THE DISTRICT ENGINEER'S APPROVAL PRIOR TO THE START OF CONSTRUCTION. DETAIL -.4~BA~R_.-, CTYP. l 2. MINIMUM SLOPE FOR SEYER LATERALS SHALL BE 1/4" PER FT. 3. L= WIDTH OF STORM DRAIN TRENCH PLUS EXTENSION AT BOTH SIDES TO FIRST PIPE JOINT AT OR BEYOND TRENCH. 4. LATERALS SHALL HAVE A MINIMUM OF 5' OF COVER AT THE PROPERTY LINE. COUNTY SANITATION DISTRICTS OF ORANGE COUNTY. CALIFORNIA SEYER HOUSE LATERAL AT UTILITY INTERSECTIONS -.. NO SCALE S-37-3 1'-6" MIN 1'-6" .. 5• 5• 5• I I -I I --~ I I I Lpvc LINER EXPOSE LAP o UELD - REINFORCE IN CONCRETE "') PIPE < rPIPE JOINT I - -.J I I I I 1. ~ 1 '-6" lfIPE OD + 16" I e::: WW c:::u- -w en I: Z< --Ci 1 1 /2" CLR (4) #5 NOTES: 1. FIELD CLOSURE SHALL BE USED ONLY UHEN NECESSARY AND UHEN APPROVED BY THE ENGINEER. PIPE BEDDING SHALL BE USED AT FIELD CLOSURE. LOCATION OF FIELD CLOSURE SHALL BE SUBJECT TO THE ENGINEERS APP- ROVAL. 2. SANDBLAST AROUND PIPE, APPLY BONDING AGENT PRIOR TO CONCRETE ENCASEMENT. 3. CUT REBAR IN FIELD AS REQUIRED. USE 4" PVC JOINT STRIP UITH OFF- SET ~ELDING STRIPS. 8" TYPICAL SECTION CONCRETE COLLAR COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA ~TK .,•18•81 FIELD CLOSURE FOR R.C.P. IDM.& 4. THE REINFORCED CONCRETE COLLAR IS ::_.-:~~~ TO BE PLACED AFTER CLOSURE IS MADE. 11111111!1> ~coc NO SCALE S-38-1 . I-Cl) I-:c 0 . ZUJ . !Ii::> u.. :a < ..J I I (.) 2 t\I . 0 ..J Cl) ..... < 0 (!) (!) I • • t\I .,,. IC - I") ----- - S•O. -- ---- EXIST. INV. ELEV. T.O.P.= CONSTRUCT CONCRETE A B SUPPORT WALL TYPICAL PROFILE NO SCALE NOTES: l. A CONCRETE COLLAR IS REQUIRED WHERE THE CHANGE IN GRADE EXCEEDS a.to FEET PER FOOT. 2. \IHERE PIPES OF DIFFERENT DIAMETERS ARE JOINED WITH A CONCRETE COLL.AR. CONST. CONCRETE COLLAR CTYPJ 12" L AND T SHALL BE THOSE OF THE L.ARGER PIPE D • Dt OR D2, WHICHEVER IS GREATER. #4 • 12"' 3 -#4 CIRCULAR TIES 3. FOR PIPE LARGER THAN 55• A SPECIAL COLLAR DETAIL IS REQUIRED. 4. FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER. 5. OMIT REINFORCING ON PIPES 24• AND LESS IN DIAMETER AND ON ALL PIPES WHERE ANGLE A IS LESS THAN to•. 6. WHERE REINFORCING IS REQUIRED THE DIAMETER OF THE CIRCLE TIES SHALL BE D + C2 X WALL THICKNESS) + 6. 7. WHEN Dt IS EQUAL TO OR LESS THAN D2, JOIN INVERTS AND WHEN D• IS GREATER THAN D2, JOIN SOFFITS. 6. PIPE MAY BE VITRIFIED CL.AY PIPE OR REINFORCED CONCRETE PlPE. 9. NOT TO BE USED FOR A SIZE CHANGE ON THE MAINLINE. 10. USE CLASS "A" CONCRETE • ••• DIMENSIONS A,B, ELEVATIONS AND SLOPES CS•O •••• l SHALL BE SHOWN ON THE PL.ANS. TYPICAL CONCRETE DOLLAR NO SCALE D 12" t 6" 24" 35• 46" 57" 60" 66" L LO' LO' LO' t.5' t.5' L5' L75' L75' COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA PIPE CLOSURE FOR V.C.P. T 4" 5" 6" 6" •O" 10" • t .. H" NO SCALE S-39-1' : '° Ol L 48" 4 4 6 3 " " " " 2"x 4" TYP. .I STAND T\.10 PER SIGN CTYP . J _J ~ I~ lE(g)OIHJ GllEIRI ~Trrd~l§T WDlblb fB(g lml§fQ)lUJ©l§fQ) = co "It" T@ @™J(g 16~™11§ [F(Fd@IMJ JJWJIL. YI 1 T@ JAIHI i BRACES BET. STANDS NOTES: 1. SIGN: PAINT GLOSSY \JHITE ENAMEL 2. LETTER: PAINT GLOSSY BLACK ENAMEL 3. MIN. LETTER SIZE SHO\JN COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA TYPICAL INFORMATION SIGN llATI -t•l&-8, IGMA 111111111111 ltMOr NO SCALE llllAlll~EtG ~~~~~ S-40-1 DHlllCllll ~ooc. FINISHED GRADE I.. TRENCH \JI DTH ·-.. I ____ __. .... - - - --~-- ZONE D ZONE C BACKFILL ZONE B TYPE "A" BEDDING MATERIAL OPTIONAL EXCAVATION-----' LINE \J · O.D. SHEETING -1+--+---+1--+---1-1-.-SPRING LI NE H 3/8 O.D. MIN. 2" MIN. f BELL OR COLLAR 3/4 O.D. CO.D.J/6 C4" MIN.J BEDDING TYPICAL SECTION NOTES: LOAD FACTOR 1 .8 1. BEDDING "A" SHALL BE COMPOSED OF GRANULAR SOIL. CRUSHED ROCK OR GRAVEL CONFORMING TO SECTION 21-11 OF THE STANDARD SPECIFICATIONS. 2. BACKFILL SHALL BE PER SECTION 21-11 OF THE STANDARD SPECIFICATIONS. 3. TRENCH WIDTH C OD+2\J J SHALL BE IN ACCORDANCE WITH SECTION 21-10 OF THE STANDARD SPECIFICATIONS. 4. "W" SHALL INCLUDE THE THICKNESS OF ANY SHORING 5. AN IMPROVED BEDDING METHOD SHALL BE SUBMITTED TO THE ENGINEER FOR ANY "W" OTHER THAN THAT SPECIFIED IN SECTION 21-10 OF THE STANDARD SPECIFICATION. 5. THE TRENCH BOTTOM SHALL BE SHAPED AS SHOWN AT THE OPTION OF THE CONTRACTOR. COUNTY SANITATION DlSTRlCTS OF ORANGE COUNTY, CALIFORNIA BEDDING DETAILS FOR LOCAL SEWERS C21 • OR LESSJ ICM£ NO SCALE S-41-1' #11,+.--TRENCH e· 'I e· 1A j_ __________ _i -H-11--f 12· I 0 : 12· .... ' NO. 4 BARS PIPE AS SPECIFIED _ _. ON PLANS CLASS "A" 3000 P.S.I. CONCRETE I N0.4 BARS I I -=+--+---f. j_ .... ' I L.A ELEVATION UNDISTUREB SOIL NOTES: 1. PIPE ANCHOR BLOCKS SHALL BE IN- STALLED ON ALL SEWERS WHERE THE SLOPE EXCEEDS 30X. 2. SPACING SHALL BE 100' ON CENTER WHERE SLOPES ARE 30X TO 50X, 75' ON CENTER WHERE SLOPES ARE 51X TO 70X AND 50' ON CENTER WHERE SLOPES ARE 71X AND GREATER. 3. THE DISTRICT MAY REQUIRE DUCTILE IRON PIPE WITH MECHANICAL JOINTS IN LIEU OF ANCHOR BLOCKS. SECTION A-A COUNTY SAN IT A Tl ON DISTRICTS OF ORANGE COUNTY. CALIFORNIA ANCHOR BLOCK DETAIL DATI •H&-8"1 DlllllllD """°' D11A*"""6iE~~~llilll!~~~IC!!!:.... attmC1D c;eDOC. Dl11ED11111 rl -INllRI .. ICMJt • NO SCALE S-42-l THE BELL ON THE COLLAR TEE SADDLE SHALL NOT BE ENCASED IN CONCRETE. TAP SHALL BE MADE AT THE APPROXIMATE CENTERLINE OF THE JOINT. ENCASE 12" EACH SIDE OF OPENING WITH CLASS "A" CONCRETE . ..-.. A ___ ...,_ __ _________ ...,_ __ -.. A ELEVATION • z.1 lO- l: -a::' < -t" >N - SECTION A-A NOTE: SADDLE CONNECTIONS SHALL NOT BE MADE TO SEWERS LARGER THAN 24~ I.D. AND WILL BE ALLOWED ONLY IN ORANGE COUNTY SANITATION DISTRICT NO. 7. NOTES: ===IT==· COLLAR TEE SADDLE CAS PROVIDED BY MANUFACTURER) 1. THE CONTRACTOR SHALL SECURE THE COLLAR TEE SADDLE TO THE SEWER WITH AN EPOXY RESIN PROVIDED BY THE PIPE MANUFACTURER. 2. THE CONTRACTOR SHALL ENCASE THE SADDLE CONNECTION WITH CLASS "A" CONCRETE AFTER THE CONNECTION IS APPROVED BY THE DISTRICT TO THE LIMITS INDICATED ABOVE. 3. THE CONTRACTOR SHALL KEEP ALL CLAY CHIPS. DIRT, EPOXY, MORTAR AND CONCRETE OUT OF THE SEWER SADDLE, AND PERFORM A CLEANING AND BALLING OF THE SEWER. 4. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY DAMAGED PIPE AS DI- RECTED BY THE DISTRICT. 5. SADDLE CONNECTIONS TO SEWERS B" lN DIAMETER OR LARGER SHALL BE DONE BY CORE DRILL. COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA SADDLE CONNEOTION ONLY TEE CONNECTION PERMITTED ICM.I NO SCALE S-43-l 6" MIN. -~A -.-A ELEVATION FLO\.J CLASS 2 AGGREGATE BASE CERAMIC \.JELD OR BANDED RUB- BER REPAIR COUPLING SECTION A-A 1/4~ PER FT. MINIMUM SLOPE 60" MINIMUM COVER AT PROPERTY LINE 6" MINIMUM SAND OR ROCK BEDDING SAND BACKFILL TO 1 FT. ABOVE PIPE. COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA CUT IN ~YE CONNEOTION SANITATION DISTRICT SEVEN ONLY lllM.& NO SCALE S-43-2 V.C.P. UYE OR TEE LOCATE SEUER UITH A 1-1/2~ HIGH ~s~ CHISELED IN TOP OF OURB UHERE THE ~ LATERAL DROSSES UNDER THE CURB . w < UHERE NO OURB EXISTS OR UHERE THE z ~ LATERAL ENDS 8' OR MORE BACK OF -~I CURB. PLACE BRICK. UIRE AND -l W ~ ::s TAG AS SHOUN. 1-w ~ ID VARIABLE w i--~~~~~~~~~~:...:...;.:..~~;;;__~~~~~~~~~---i~ . 0 _J ~ u ~ BRIOK. UIRE. AND TAG. 60~ MIN. COVER o PROPERTY LINE 1/4~ PER FOOT MIN. SLOPE 1/8 AND 1/16 BENDS AS REQUIRED. V.C. OR NEOPRENE \_ STOPPER GRAVEL OR CRUSHED ROCK BEDDING TO SPRINGLINE OF UYE AND 1~0 FEET EACH SIDE OF LATERAL. NOTES: 1. WHERE A V.C.P. UYE OR TEE IS INSTALLED WITHOUT HOUSE LATERAL. A V.O. PLUG OR NEOPRENE STOPPER SHALL BE INSTALLED. 2. LATERAL SIZE TO BE DETERMINED ON THE BASIS OF THE TOTAL NUMBER OF FIXTURE UNITS DRAINED. IN NO CASE SHALL THE LATERAL BE LESS THAN 4" FOR SINGLE FAMILY RESIDENTIAL: 6" FOR COMMERCIAL. INDUSTRIAL. OR MULTI-FAMILY RESIDENTIAL 3. THE LATERAL SHALL BE BEDDED THE SAME AS THE MAINLINE SEUER. COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA TYPICAL HOUSE LATERAL SANITATION DISTRICT SEVEN ONLY FRAME AND COVER PER DIJG. S-33-3 3/4" TO t" A.C. PAVING CLASS "B" CONCRETE COLL.AR t/2" MORTAR .JOINT CTYP .l 8" FACTORY PLUG BRICK & MORTAR PLUG NOTES: A B l 12" MIN. f 24" MAX. D PIPE SIZE A 8"-1 O" 48" 12"-24" 60" 27"-36" 72" 39"-54" 84" B c D 6" 24" 24" 8" 36" 24" 9" 36" 32" 7"• 10" 36" 48" "• • DENOTES REINFORCED CROSS SECTION 8" MIN. CONNECTION 18" MIN. 24" MAX. 1. NO STEPS ARE ALLOWED IN ANY MANHOLE. ALL SHAFTS AND CONES SHALL BE PRECAST. EXCENTRIC CONE SHALL BE SET WITH STRAIGHT SIDE ON THE DOWNSTREAM SIDE OF THE MANHOLE. SHAFT AND CONE MAY BE REINFORCED OR NONREINFORCED. 2. MANHOLE BASE SHALL BE POURED WITH CLASS •A• CONCRETE. J. SIDES OF BASE SHALL BE EITHER FORMED OR POURED AGAINST VERTICAL SMOOTH EARTH. 4. CRO\IN OF LATERAL SHALL MATCH.CROWN OF MAIN. 5. MANHOLES PLACED IN UNPAVED AREAS SHALL HAVE THEIR FRAMES AND COVERS SET te• ABOVE FINISHED GRADE. 6. WHEN THE DEPTH OF MANHOLE EXCEEDS 15' FROM THE TOP OF PIPE TO FINISHED GRADE, THE MANHOLE SHAFT SHALL BE INCREASED TO A DIAMETER OF 50•. COUNTY SANITATION DISTRICTS OF ORANGE COUNTY, CALIFORNIA STANDARD MANHOLE SANITARY SE\JERS ~ NO SCALE S-45-1