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Home My WebLink About01236 � Ir• M f1 e • t GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 2014 Blake Avenue • Glenwood Springs, Colorado 81601 Phone (303) 945-8241 Engineered System - no perc required This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT ,. 1936 a building or use permit. Owner William C. Livingston System Location 13(18 County Pond 129 Glenwond cpripgs Licensed Installer . . - ' Engineered System Conditional Construction approval is hereby granted for a an/10 gallbn p607e,. on-y' /, 5.0 ,5 . cis ice/ XXX Septic Tank or Aerated treatment unit. Absorption area (or dispersal area) computed as follows: Perc rate of one inch in .r minutes requires a minimum of o "- sq. ft. of absorption area per bedroom. Therefore the no. of bedrooms /t/ - x # sq. ft- minimum requirement = a total of 4/ 4 - sq. ft. of absorption area. May we suggest O/ A'iS 4 s ve sc4-40,-,,n7n22 S/ sc c. c -z O.t SG,_, 2. -S-- Ee.3 (re l rZ 2 /5 0 Il/, ,¢. ,e,/� fir. S flurry, �cTJ ,.q— o / -e- Date et Inspector !� \ ,CCU/ 6/ nn/ D,Q-n —4 /W - Y23 /9 ° ue= \ FINAL APPROVAL OF SYSTEM: (3 J No system shall be deemed to be in compliance with the Sewage Disposal Laws until the assembled system is approved prior to cover - in any ypart. Septic Tank access for inspection and cleaning within 12" of grouhd surface or aerated access ports above ground surface. • Proper materials and assembly. Trade name of septic tank or aerated treatment unit. Adequate absorption (or dispersal) area. Adequate compliance with permit requirements. Adequate compliance with County and State regulations /requirements. Other Date Inspector RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE 'CONDITIONS: 1. All installation must comply with all requirements of the County Individual Sewage Disposal Regulations, adopted pursuant to au- thority granted in 66 -44 -4, CRS 1963, amended 66-3-14, CRS 1963. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Connection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a viola- tion of a requirement of the permit and cause for both legal action_ and revocation of the permit. 3. Section III, 3.24 requires any person who constructs, alters, or installs an individual sewage disposal system in a manner which in- volves a knowing and materiel variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine - 6 months in jail or both). Applicant: Green Copy Department: Pink Copy J s✓ IlDDRESS 4-70,,P / f 0, 4/ 10/14;',57-0A.) y — Q -L7�. _ � t . C ?1f- /Ll Q _Q ? _ PHONE q /si 7- APPL I CANT ---- 0 -� — -- — — — ADDRESS — -- — — PHONE CONTRACTOR ADDRESS - -- -- -- — — — PHONE — IS PERMIT FOR: (X New Installation ( ) Alteration ( ) Repair Attach separate sheets or report showing entire area with . respect to surrounding .' areas, topography of area, habitable buildings, location.of potable water wells, ' soil percolation test holes, soil profiles in test holes. LOCATION OF PROPOSED FACILITY: County- :(4(enk . LOCATION -_ —_ Ncar..what City or Townn ai, LV41no _ S /a //1/6; s Lot Size 7 .rE; Legal Description !1 0:(1/(H6 7 ,_66: 7 1),(53 (• g�/ C^ ?' / F WASTES TYPE: ( ) Dwelling (X) Transient Use 9E12S , ( ) Commercial or Institutional' (— ) Non- domestic Wastes r ', ( ) Other - Describe: d e/9TN ynv _ ( ?fi/l M'POUN`A BUILDING OR SERVICE TYPE: afire{ /- 10_0_:5-C- Number of Persons _ Number of Bedrooms __ ( ) Garbage grinder ( ) Automatic washer ( ) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: ( ) well ( ) spring (4 stream or creek Give depth of all wells within 180 feet of system: N.1/49. — If supplied by community water, give name of supplier: No A.4ML' /Jgr GROUND CONDITIONS: /9.S'Soc7, Depth to bedrock: /1/c,CE 771,'9,'v' /0 it--7— Depth to first Ground Water Table: /MCf T` AAA /6 p/ Percent ground slope: - fly -- ____ —__ -- - -- -_ ------- - - - - -- -- — DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: <3 M /.C..S , __ _ _____ Was an effort made to connect to community system? A/O7 "WSJ — _ TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: YcQ Septic Tank ( ) Aeration Plant ( ) Vault ( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use ( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use ( ) Chemical Toilet ( ) Other - Describe: ______ FINAL FINAL DISPOSAL BY: - ( ) Absorption Trench, Bed or Pit ( ) Evapotranspiration • pi Underground Dispersal ( ) Sand Filter. ( ) Above Ground Dispersal ( ) Wastewater Pond ( ) Other - Describe: 6� • • ^ ... - it C !!i 'I' WATERS i y • 1LI. 1 , a B 1 i GLD FC I(�1O WATERS OF T RE STA1E. _ - - N 0_ . S1S1k IS DE.S1GI0LU FOR cJ ✓ __ GALLONS ONS PER DAY CcF_FIloill4 If the system is to be designed by a Registered Professional Engineer (RPE, state rate of absorption in test holes shown on the location map, in minutes per inch of drop in water level after holes have been soaked for 24 hours: __ 5 SOIL PERCOLATION TEST RESULTS: ,' <.; ;':!!1 Minutes 5.3I per inch in hole No. F. Minutes 45,0 per inch in hole No. 3 . Minutes _fi per inch in hole No. 2 Minutes S0_ per inch in hole No., Name, address, and telephone of RPE who made soil absorption tests: I _ atalr ct - X402._ deo 4-wr a6 e'4 tecsie6a Name, address, and telephone of RPE responsible for design of the system: _PON Grad✓_ ao / C[woen. `4 1/4wv1-- cf_fra o.- - -a? ra / _finSW Applicant acknowledges . that - the_•completeness. of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be,made furnished by the applicant or by the local heal th department for purposes of the evaluation of the application; and ; F • the issuance of the permit is subject' to such terms and conditions as deemed necessary to insure compliance with rules and regulations adopted under Article 10, Title 25, C.R.S. 1973 as amended. The undersigned hereby certifies that all statements made, information. and reports submitted herewith and required to be submitted by the appli cant .are or will. be represented to . be true and correct to the best of my knowledge and belief and are designed to be relied on by the local • department of health in evaluating the same for purposes issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Date -Cc , a— Signed a /li- - • PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY Nit GG o \ oe %Q o 'QF r i 14507Wi*i rr r � �9 , . i � Y'19 1 1 � �w' ^ � @� �' iv • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCHMUESER ilk 1 yam.' 11 lainIMIASSOCIA TES 1 1 1 1 1 ROCK GARDEN PARK 1 BATHHOUSE WASTEWATER TREATMENT FACILITY OCTOBER, 1982 1 1 1 1 1 Schmueser & Associates, Inc. 201 Centennial Street, Suite 306 1 Glenwood Springs, CO 81601 (303) 945 -5468 1 1 1 1 1 1 1 1 1 TECHNICAL SPECIFICATIONS Page Section 01000 - General Requirements 3 pages Section 02200 - Earthwork 10 pages Section 02222 - Embedment and Base Course Aggregate. . 3 pages t Section 02700 - Finished Grading & Restoration 1 page Section 03300 - Cast -In -Place Concrete 9 pages Section 15050 - Piping 4 pages 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 - 1 SECTION 01000 I GENERAL REQUIREMENTS I 00.0 DESCRIPTION. It is the intent of this Section to describe general items that affect the work. The Contractor shall be responsible for compliance with all items specified 1 herein. This Section supplements and is in addition to items in the General Conditions. 1 1.00 GENERAL. Work to be done under this project consists of furnishing all labor, materials, equipment and incidental items and performing all operations necessary to complete the work in accordance with the Plans and Specifications. ' The Contractor is required to examine carefully the site of the proposed work, the Proposal, Plans and Specifications. He shall I satisfy himself as to the character, and quantities of work to be performed, materials to be furnished and the require- ments of these Specifications. 2.00 PLAN ACCURACY AND EXISTING UTILITIES. Every effort has been made to identify and verify all existing facilities and utilities. However, some of this information may have been taken 1 from old drawings and utility company maps pertinent to the site. As such, some of the information relating to locations, sizes, or I elevation of existing facilities should be considered only ap- proximate. It shall be the responsibility of the contractor to contact the appropriate representatives of utility companies ' prior to the commencement of work which might affect utility in- stallations and to secure from such representatives information as to accurate location, size and type of such installations. The Contractor shall assume all responsibility for protection, ' repair and relocation of all such items encountered. Should re- pair or replacement be required, work shall be performed accord- ing to the requirements of the respective utility company. 1 3.00 ABBREVIATIONS. Wherever the following abbreviations are used in these Specifications or on the Plans, they shall be con- strued the same as the respective expressions represented: ' ACI American Concrete Institute ASTM American Society for Testing & Materials I CRSI AWWA Concrete Reinforcing Steel Institute American Water Works Association AISC American Institute of Steel construction AASHO or, AASHTO American Association of State Highway Officals NEC National Electric Code NEMA National Electrical Manufacturers Association 1 3.01 STANDARD SPECIFICATION REFERENCE. Where reference is made in these Specifications to other Standard Specifications, it is the intent that the latest available revision of the Specification referenced be used. All portions of the Standard 1 1 I Specification referenced shall be considered a part of these Specifications unless specifically superceded herein. I 4.00 CONSTRUCTION STAKING'. All control line and control elevation staking will be performed by the engineer or owner's - representative. The Contractor shall be responsible for protect- ing all stakes set for his use. Stakes which must be reset for I control after initial stakeout will be replaced at the Contrac- tor's expense. ' 5.00 PERMITS AND EASEMENTS. The Owner shall provide perma- nent construction and maintenance easements. Maps of these ease- ments will be made available upon request and /or at the pre- construction conference. , The Contractor shall be responsible for securing any and all ac- cess rights he may require for construction convenience with pri- 1 vate individuals and landowners. 6.00 SUBSTITUTION OF MATERIALS. At no time shall materials I be substituted for those shown on the drawings or called for in the Specifications, unless written approval is obtained from the Engineer. Requests for such substitutes shall be made to the Engineer in writing prior to construction. Any deviation from I the Plans and Specifications shall be accompanied by a written directive of the Engineer or his representative. I 7.00 REQUIREMENTS FOR OTHER AGENCIES. Where construction work is being performed in areas which affect other agencies, such as public utilities, the construction work shall be done in I strict compliance with the requirements and specifications of these agencies. Adequate notice shall be given to these agencies prior to the start of construction for verification of locations. I 8.00 INTERRUPTION OF SERVICES. When interruption of water or sewer service will be necessary during construction, 24 hours notice will be given to the affected parties to minimize ' inconvenience. 9.00 CONTROLLED AREA OR WORK. The Contractor shall confine I all the construction work, storage of materials and all related activities to the public roadways, utility easements, or con- struction areas. Access and egress to the work area shall be minimized to specific points. I 10.00 CLEAN -UP. The Contractor will be responsible for clean- ing up the job site during and after construction. All rubbish, I trees, broken pipe and other materials on the job site must be removed. Final clean -up must be approved and accepted by the Owner before the contract may be considered complete. 1 1 1 . 1 1 SECTION 02200 I EARTHWORK 1.00 GENERAL ' 1. Scope. Work to be performed under this section shall include all labor, equipment, materials and miscellaneous items necessary to perform all clearing and grubbing, excavation, back- ' filling, compacting, testing and related work not specified else- where, as shown on the drawing and required by the specifica- tions. ' 1.02 Related Work Specified Elsewhere. Section 02222 - Embedment and,Base Course Aggregate ' Section 03300 - Cast -In -Plage Concrete I 1.03 Field Conditions. A. Surface Improvements. Protect from damage or re- ' store to their original condition, all surface improve- ments encountered during construction. Improvements shall include but not be limited to the following: pavement surfacing, gutters, trees and shrubs, mail- , boxes, signs and other improvements. B. Underground Utilities. Protect from damage any I underground pipes, utilities or structures encountered during construction. Restore any damaged underground obstructions to their original condition at no cost to the Owner unless evidence of other arrangements satis- 1 factory to all parties are presented to the Owner. Before commencing work, obtain information concerning ' location, type and extent of concealed existing utilities on the site and adjacent properties. Consult records and personnel of local utility companies, I municipal utility departments and telephone company. File Notice of Excavation with these agencies prior to commencing work. I C. Soil Conditions., It shall be the responsibility of the Contractor to examine soil conditions and character- istics, including the presence of groundwater that will ' be encountered within the limits of excavation. Known locations of normal and extraordinary soil types and anticipated presence of groundwater are shown on the plans. Absence of such information does not imply such conditions do not exist but simply that they are not expected to exist. 1 1 -1- ' 1.04 Protection of Work. A. Safety. All excavations shall be protected by I barricades, lights, signs, etc. as required by governing federal, state and local safety codes and regulations. I B. Sheeting, Shoring and Bracing. Except where banks are cut back on a stable slope, provide and maintain all sheeting necessary to protect adjoining grades and structures from caving, sliding, erosion or other I damage, and suitable forms of protection against bodily injury, all in accordance with applicable codes and governing authorities. ' Remove sheeting and shoring as excavations are back - filled in a manner to protect the construction or other I structures, utilities or property. Do not remove any sheeting after backfilling: Sheeting and shoring systems shall be structurally I designed and sufficiently braced to provide necessary restraint of retained backfill. All systems shall be in strict compliance with local, state and federal safety I regulations. Contractor is solely liable for non- compliance. C. Site Drainage. Excavation to be protected from I surface water at all times. 1.05 Blasting. No blasting shall be permitted without writ- I ten consent of Engineers. Blasting shall be done only after En- gineer receives permission from the appropriate governmental au- thority(s). Blasting shall be performed only by properly li- I censed, experienced individuals and in a manner such that no damage to any property or persons will occur due to either the blast or debris. All damage as the result of blasting shall be repaired, at the Contractor's expense, to the satisfaction of the Engineer. All earth or rock loosened by blasting shall be removed from ex- ' cavations prior to proposed construction. 2.00 MATERIALS. All materials for construction fills and I backfills shall meet specified requirements for gradation and other factors defining suitability for the intended use. All classes of suitable material shall be free from perishable mat- ter, debris, frozen material and stones and /or cemented pieces ' larger than permitted by the specified gradation. Classification of materials shall be as follows: I 2.01 Materials for Structure Backfill. Structure backfill shall be composed of materials designated as Class A, Class 8 or Class C: 1 1 -2- 1 I A. Class A Structure Backfill (CDOH Section 703.08 - Class 1). Class A structure backfill shall be composed of materials from excavations, borrow areas, or other sources. This material shall conform to the following 1 requirements when tested with laboratory sieves: _ Sieve Designation % by Weight Passing Lab. Sieves 1 2 inch 100 No. 4 30 -100 ' No. 50 60 max. No. 200 5 -20 In addition, this material shall have a liquid limit not 1 exceeding 35 and a plasticity index of not over 6 when determined in conformity with AASHTO T89 and T90. • 1 B. Class B Structure Backfill (Section 02222 -Class 6). Class B structure shall consist of crushed stone, crushed slag, crushed gravel, or natural gravel ' conforming to the following requirements when tested with laboratory sieves. Sieve Designation % by Weight Passing Lab. Sieves I 3/4 inch 100 No. 4 30 -65 ' No. 8 25 -55 No. 200 5 -12 1 In addition, this material shall have a liquid limit not exceeding 30 and a plasticity index of not over 6 when determined in conformity with AASHTO T89 and T90. 1 C. Class C Structure Backfill (Section 02222 -Class 2). Class C structure backfill shall be composed of suitable materials developed on the project. If the material contains rock fragments that in the opinion of the En- gineer will be injurious to the structure, the native material will not be used for backfilling and the Contractor will be required to furnish Class A structure I backfill material at a unit price mutually agreed upon between Contractor and Owner. I 2.02 Topsoil. Topsoil shall consist of selectively exca- vated, loose, friable loam reasonably free to admixtures of sub- soil, refuse, stumps, roots, rocks, brush, weeds or other I material which would be detrimental to the proper development of vegetative growth. 3.00 METHODS AND PROCEDURES ' 3.01 Site Preparation. I A. Clearing. Remove all vegetation, stumps, roots, organic matter, debris and other miscellaneous 1 -3- . 1 ' structures and materials from work site. Dispose of off -site. B. Topsoil Removal. Strip existing topsoil from all 1 areas to be disturbed by construction. Topsoil to be stockpiled separately from excavated materials. C. Preservation of Trees. Refer to plans for desig- nation of all trees, shrubs, plants and other vegetation within the project site to remain. Do not remove trees ' outside of excavated or filled areas, unless their removal is authorized by the engineer. Protect trees left standing from permanent damage by construction 1 operations. 3.02 Construction Requirements. The excavation and embank- ments required shall be finished to smooth and uniform surfaces. 3.03 Earthwork - Common Excavation. Material outside of the limits of excavation will not be disturbed. Prior to beginning ' excavation operations in any area, all necessary clearing and grubbing in that area shall have been performed in accordance with these specifications. The Contractor shall not excavate beyond the dimensions and elevations established. Common excavation shall include all materials of whatever nature encountered in the work. Where excavation to the finished grade 1 section results in a sub -grade of unsuitable material, the En- gineer may require the Contractor to remove the unsuitable materials and backfill to the finished sub -grade with approved ' material. If any areas are inadvertently over - excavated, fill such over excavation with Class B or Class A structural backfill. 1 Complete excavation work to the grade elevations called for on the plans within a tolerance of + 0.1 foot. A. Groundwater Control. Contractor to maintain facilities on -site to remove all groundwater from ' excavated area and keep water below the, bottom to a point such that a firm base for equipment or concrete installation exists. Facilities shall be maintained until all concrete is cured and backfilling is in ' place at least 24 inches above anticipated water levels before water removal. All water removal shall be subject to approval by the Engineer. 1 Removal of water by bucketing, sump or trench di- versions, intermittent pumping, or sump or sub- ' mersible pumps is considered incidental to excavation work. Inclusion of a bid item for dewatering indicates dewatering by continuous pumping, well -point type systems is expected. If such dewatering system is 1 required, it will to be considered extra work paid for 1 - 4 - at a price negotiated between Contractor and Owner prior to the start of dewatering. I B. Stockpile Excavated Material. Excavated material to be stockpiled so as not to endanger the work or I public safety. Maintain existing vehicular and pedes- — trian traffic with minimum disruption. Maintain emergency access and access to existing fire hydrants ' and water valves. Maintain natural drainage courses. Backfill material to be segregated from stockpiled top- soil and unusable backfill materials. I C. Overexcavation. Whenever site is overexcavated more than 0.1' to eliminate point bearing by rocks or ' stones or when undisturbed grade tolerances of 0.1' are exceeded, the Contractor is to re- establish grade using Class B structural backfill.. Compaction shall be to ' 95% maximum density. All work to re- establish grade shall be at the Contractor "s expense. D. Unstable Materials. Materials which are not capable of supporting superimposed loadings are defined as unstable materials. Should unstable materials be encountered during excavation, immediatedly notify I Engineer. If in the opinion of the Engineer, unstable soil excavatin is required and the Contractor could not have reasonably been expected to discover the existence of such materials during his site investigation, then a I contract price for Unstable Soil Excavation shall be negotiated between Owner and Contractor. No payment shall be made for mateials excavated prior to notifica- ' tion and negotiation of payment for extra work. E. Rock Excavation. Rock excavation shall be defined U. as removal of boulders in excess of one (1) cubic yard or solid or fractured rock, which requires techniques, such as blasting or jacking for removal, other than those which are being employed by the Contractor or are I normally used in excavation, such as backhoes, trenchers, draglines, etc. Should unanticipated rock conditions be encountered, immediately notify the En- ' gineer. If in the opinion of the Engineer, rock ex- cavation is required and the Contractor had in fact made a diligent and determined effort to remove the material ' using normal excavation procedures as stated above and the Contractor could not have reasonably been expected to determine the existence of such material during his site investigation, then a contract price for Rock I Excavation shall be negotiated between the Contractor and the Owner. No payment shall be made for excavation performed prior to determination of a negotiated price. ' Rock shall be removed to a 4" depth below grade. In ad- dition, all rock loosened during jacking, blasting, etc. 1 - 5 - 1 1 I shall be removed from the site. For payment purposes, maximum depth to be paid for shall be 12" below required grade. All overexcavation shall be replaced as specifi- ed in Subsection 3.03, C. ' - F. Disposal of Excess Excavation. Contractor to dispose of excess excavation off -site. Excavation may I be wasted on -site only if approved by the Enginer and shall be done at the direction of the Engineer. Dis- posal in any case shall be the sole responsibility of I the Contractor. 3.04 Embankment and Backfillinq. Do not begin backfilling until forms have been removed, construction below grade has been I approved, underground utilities systems have been inspected, tested and approved and trash and debris have been cleaned from the excavation. 1 Do not cease dewatering operations until backfill has been com- pleted to a point at least 24" above'anticipated water levels. ' Place approved excavated material in successive uniform maximum loose layers not exceeding 8 inches for the full width of the cross - section in all accessible areas. Place material in succes- I sive uniform loose layers not exceeding 4 inches in areas not accessible or permitted for the use of self - propelled rollers or vibrators. Do not place fill on muddy or frozen subgrade, or I until subgrade is approved by the Engineer. Plow, step, or bench sloped surfaces steeper than 5 to 1 on which fill or backfill is to be placed in such a manner that fill I material will adequately bond with existing surfaces. Scarify all surfaces to receive backfill to a depth of 6" before filling. I Each layer shall be thoroughly bladed mixed during the spreading to ensure uniformity of material in each layer. 1 Construct fills and embankments to the lines and grades indicated on the drawings within a tolerance of + 0.1 foot. 1 Use suitable materials removed from the excavation prior to ob- taining material from borrow areas. Where otherwise suitable material is too wet, aerate, dry or 1 blend to provide the moisture content specified for compaction. Except as shown otherwise on the Plans or as specified herein, I use Class C structural backfill within 24" of all concrete struc- tures. Use of backfill containing rock up to 6" in diameter will be permitted on a case by case basis for locations further from structural components. No rock in excess of 6" diameter will be I allowed. No large rocks will be permitted within 12" of the finished grade. 1 3.05 Compaction. During placing and /or compacting operations upon earth or earth - and -rock mixtures, the moisture content of 1 -6- ' materials in the layers being compacted shall be near optimum and uniform as practicable throughout the layer. In general, main- tain the moisture content of the material being placed and com- ' patted within 2% of optimum condition as determined as ASTM Stan- dard D698. A. Tamping Equipment. Perform all compaction with approved equipment well suited to location and material being compacted. Use heavy vibratory rollers where heavy equipment is authorized. Do not operate heavy ' equipment closer to structures than a horizontal dis- tance equal to height of backfill above bottom of structure foundation. Compact remaining area with hand ' tampers suitable for material being compacted. Place and compact backfill around pipes with care to avoid .damage. Compact fill materials to following densities at optimum moisture content based on ASTM D698 or AASHTO T99: ' 1. Structural fill under or within 5' horizontally of all concrete structures: 95% ' 2. Backfill beneath or within 5' horizontally of existing or proposed pavements, roadways, side- walks, curbs, utility lines and other improvements: 95% ( 1 3. Backfill within public or designated rights -or- way: 90% or as shown on the Plans. 1 4. Backfill within undeveloped, green or undesig- nated area: 85% B. Jetting. Jetting and water inundation are generally not permitted methods of compaction. The Engineer may allow jetting under certain field con- ' ditions. Techniques including depth of lifts, amount of water to be used, penetration of hose jet, etc., shall be at the direction of the Engineer. No jetting ' will be allowed on materials with a 200 -minus gradation of greater than 15%. Contractor shall pay cost of all water used, soil classification testing and compaction ' testing and any retesting or recompaction required. No jetting shall be done prior to written approval and direction of the Engineer. ' For the excavation at this project site, water in- undation and jetting are acceptable methods of com- paction. 1 C. Maintenance of Backfill. Contractor•to maintain all backfill in satisfactory condition during the extent ' of the contract and warranty period. All surface deterioration determined to be the responsibility of the Contractor and all settlement shall be repaired at once 1 -7- 1 1 by the Contractor upon notice by the Owner. All costs for repair and all liability as a result of surface deterioration or settlement shall be the responsibility 1 of the Contractor. 3.06 Surface Restoration. All existing surface improvements I and site conditions disturbed or damaged during construction to be restored to a condition equal to pre- construction condition. All restoration costs are considered incidental to excavation and backfill. I A. Improvements. Replace, repair or reconstruct all improvements as required. Work will not be accepted 1 until restoration is accepted by Engineer and all af- fected property owners. B. Final Grading. The Contractor is to re- establish I existing final grade or finish to final grades as modified and shown on the plans. The Contractor is to backfill to proper subgrade elevation with backfill I material to allow placement of surface improvements or materials. 1 C. Roadways. All roadways to be restored to original condition with material types removed. Materials and methods to conform to Section 02222 - Embedment and Base Course Aggregate. I D. Placing Topsoil. Place previously stockpiled or imported topsoil in all areas within the limits of the I project not indicated to receive subsequent foundations, slabs on grade, walks or other appurtenances. 1 Prior to placing topsoil, repair previously constructed grades as required to develop section indicated upon completion of topsoil placement. After gradng scarify areas to be topsoiled to a depth of a least 4 ". Perform I work only during periods when beneficial results are likely to be obtained. I Uniformly distribute topsoil on the designated areas and evenly spread to a minimum thickness of 4 ". Per- form spreading so that planting can proceed with little I additional soil preparation or tillage. Do not place topsoil when subgrade is frozen, excessively wet, ex- tremely dry or in a condition otherwise detrimental to proper grading or proposed planting. 1 4.00 QUALITY CONTROL - FIELD I 4.01 Inspection and Testing. Inspection and testing to be performed at the direction of the Engineer. Contractor to cooperate fully with all persons engaged in testing. 1 Contractor to excavate as required to allow testing; Contractor to backfill all test excavations in accord- ance to these specifications. 1 -0- 1 4.02 Density Testing and Control. I A. Reference Standards. Density /moisture relation- ships to be developed for all soil types encountered 1 according to ASTM D698 or AASHTO T99. B. Field Testing. Testing for density during com- 1 paction operations to be done in accordance with ASTM D2922 using nuclear density methods. C. Frequency of Testing. Conduct a minimum of one I test for each layer of specified depth of fill or back- fill as follows: 1 Foundations: For each 100 lineal feet or less of trench. Slabs on Grade: For each 2,000 square feet or less. 1 Pavement and Walks: For each 2,000 square feet or less. All Other Areas: For each 5 square feet or less. 1 D. Retesting. In the event of failure to meet com- paction criteria, Contractor shall re- excavate and rebackfill at direction of Engineer. All retesting to I be paid for by Contractor and to performed by soils testing firm approved by the Engineer. 4.03 Payment for Testing. Owner responsible for all costs of 1 initial testing of backfill. Contractor to pay all costs of any retesting required. 1 5.00 MEASUREMENT AND PAYMENT 5.01 Structural Excavation and Backfill. No separate payment I shall be made for structural excavation and backfill. Work shall be considered incidental to the installation or construction for which the work is being done, such payment shall include furnish- ing and installing all equipment, plant and labor necessary to 1 complete all excavation, backfill and restoration. 5.02 Dewatering. Dewatering shall be paid for as a lump sum 1 and shall include furnishing and installing all equipment neces- sary to operate and maintain a dewatering system and all labor and appurtenances associated with the dewatering operation. I 5.03 Unstable Materials. Unstable material excavation shall be paid for by the cubic yard, to the nearest one -half yard as defined by the actual volume of unstable material removed, as 1 directed by the Engineer and as measured in the field excavation. Payment shall include excavation, disposal of excavated material and backfill and backfill materials necessary to bring excavation 1 to final grade. 5.04 Rock Excavation. Rock Excavation shall be paid for by the cubic yard, to the nearest one -half yard, as defined by the 1 actual volume of rock removed, as directed by the Engineer and 1 9 1 ' measured in accordance with Section 3.03, E. Payment shall in- clude excavation, disposal of excavated material and backfill and backfill material necessary to bring excavation to final grade. 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 10 - 1 1 SECTION 02222 ' EMBEDMENT AND BASE COURSE AGGREGATE 1.00 GENERAL. This work shall consist of furnishing and I placing one or more courses of aggregate on a prepared surface in accordance with these specifications in reasonably close confor- mity with the lines, grades and typical cross - sections shown on the plans or established by the Engineer in the field. 1.01 Related Work Specified Elsewhere Section 02221 - Trenching, Backfilling and Compaction Section 02560 - Sanitary Sewer Lines 1.02 Submittals. I 2.00 MATERIALS. Aggregate used for pipeline bedding, base course and sub -base course and specified by Class in other.sec- tions of tnis specification shall conform to the gradation ' schedule shown below. CLASSIFICATION TABLE FOR AGGREGATE BASE COURSE* ' Sieve Percentage by Weight Passing Square Mesh Sieves . desig- LL not greater than 35 LL not greater than 30 I nation 1% Class 1 Class 2 Class 3 Class 4 Class 5 Class 6 Class 7 ' 3 inch - --- -- 100 - --- -- - --- -- - -- - -- - -- 3 inch 95 -100 / � 2 1/2 I inch 100 --- ___ - 10 ___ ___ ___ 2 inch 95 -100 100 1 1/2 . I inch 1 inch - -- --- --- 90-100 95 -100 --- --- ___ 100 3/4 inch 50 -90 100' No. 4 30 -65 - -- - -- 30 -50 30 -70 30 -65 - -- I No. 8 - -- - -- - -- - -- - -- 25 -55 20 -85 No. 200 3 -15 3 -15 20 max. 3 -12 3 -15 3 -12 5 -15 ' * Reproduced from Colorado Department of Highways Standard Specifications for Road and Bridge Construction. 1 Plasticity index, shall not exceed 6 when tested in accordance with AASHTO T90. ' 3.00 METHODS AND PROCEDURES. 3.01 Preparation of Subbase. Existing roadway subgrade to be I scarified to minimum six (6 ") inch depth. Moisture to be adjust- ed to within 2% of optimum based on a Standard Proctor analysis. 1 - 1 - 1 ' After optimum moisture is reached, recompact to 95% of maximum density based on ASSHTO T99. Remove all subgrade areas which will not meet compaction and moisture specifications and replace ' as specified in Section 02200, 3.04. Place base course aggregate prior to subgrade surface drying out. Place prior to any surface damage due to traffic. 3.02 Placement. Maximum compacted depth of single layers ' shall not exceed six (6 ") inches. With prior approval of En- gineer, maximum compacted depth may be increased to eight (8 ") inches, provided vibratory compacting equipment is used. Base course shall be compacted to 95% optimum density in accordance ' with AASHTO T99. Water shall be applied to maintain moisture content within 1% of optimum. ' The surface shall be graded uniformity within + 0.05" of staked or plan finish grade. The surface shall be reworked .until these tolerances are reached. 4.00 QUALITY CONTROL - FIELD 4.01 Inspection and Testing. Inspection and testing to be ' performed at the direction of the Engineer. Contractor to cooperate fully with all persons engaged in testing. Contractor to excavate as required to allow testing; Contractor to backfill all test excavations in accordance to these specifications. 4.02 Density Testing and Control. A. Reference Standards. Density /moisture relationships to be developed for all soil types encountered according to ASTM D698 or ASSHTO T99. 1 B. Field Testing. Testing for density during compac- tion operations to be done in accordance with ASTM ' D29222 using nuclear density methods. C. Frequency of Testing. Conduct a minimum of one test for each layer of specified depth of fill or backfill as follows: Foundations: For each 100 lineal feet or less of ' trench. Slabs on Grade: For each 2,000 square feet or less of building area. ' Pavement and Walks: For each 2,000 square feet or less. All Other Areas: For each 5,000 square feet or less. Utility Trenches: For each 250 lineal feet or less of ' trench. • D. Retesting. In the event of failure to meet compaction criteria. Contractor shall re- excavate and ' rebackfi.11 at direction of Engineer. All retesting to be paid for by Contractor and to be performed by soils testing firm approved by the Engineer. 1 I 4.03 Payment for Testing. Owner responsible for all cost of initial testing of backfill. Contractor to pay all costs of any retesting required. • 5.00 MEASUREMENT AND PAYMENT. 5.01 Base Course Aggregate. Base course aggregate shall be I paid for as a lump suin as part of site work and shall include furnishing all labor, tools, equipment, water and appurtenances to complete the placement of base course aggregate. The actual quantity installed,shall be compared with the calculated quantity I from the plans. Any differences shall be reconciled to the satisfaction of the Engineer prior to approval of final quantities. 1 5.02 Bedding and Backfill. No separate payment shall be made for base course aggregate in trenching and backfill operations. I All such work shall be paid for as part:of the associated pipline installation. 1 1 1 1 1 1 1 1 • 1 1 1 - 3 - 1 . ' SECTION 02700 FINISHED GRADING AND RESTORATION 1.00 GENERAL I 1.01 Scope. This work shall consist of finish grading, res- toration of grounds and clean -up. This shall be a continuous process from project start -up to final acceptance of the work by the Engineer. ' 1.02 Related Work Specified Elsewhere. This section pertains to all other sections of these Specifications. ' 2.00 •MATERIALS AND METHODS 2.01 General Clean -up. Clean -up shall include the regrading, I resurfacing, rebuilding and replacing of all surfaces on which construction took place, and rebuilding replacing any areas disturbed by the construction. The streets or roads where dis- ' turbed, shall be resurfaced by the Contractor, including both gravel and oil roads, and shall be replaced in as good or better condition than that at the start of construction. The Engineer I shall be the sole judge as to whether streets, roads or property have been restored to a condition as good or better than at the start of construction. I The Contractor shall, at all times, keep property on which Work is in progress free from accumulation of waste material or rub- bish caused by employees or caused by the Work, and he'shall car- I ry on a constant program to maintain plant area, structure s tes, rights -of -ways and the surface of streets and roads in a condi- tion satisfactory to the appropriate authority, grantor of the I right -of -way, and to the Engineer. Preliminary clean -up shall commence as soon as the construction site is occupied by the Contractor (including his employees, I supplies, materials or equipment) and shall he a continuous pro- cess, if necessary, in order that the site of the Work shall have an appearance and /or utility equal to or better than the start of ' the Work. Upon completion of the Work, the, Contractor shall remove all I remaining rubbish, tools, equipment, scaffolds and surplus materials from the job and leave the Work area clean and free of debris. ' 3.00 MEASUREMENT AND BASIS FOR PAYMENT 3.01 Clean -up. Clean -up shall not be paid for as a separate ' bid item but shall be considered a part of the entire Project. 1 -1- 1 SECTION 03300 CAST -IN -PLACE CONCRETE 1 1.00 GENERAL 1.01 Scope. Work to be completed under this section shall ' include all labor, equipment, plant, and materials necessary to furnish and install all poured -in -place concrete, together with all miscellaneous and appurtenant items, as shown on the Plans and as specified herein. 1.02 Related Work Specified Elsewhere. ' Section 02200 - Earthwork 1.03 Reference Standards. Except as modified or supplemented ' herein, all work shll comform to the following standards. Refer to standards for detailed requirements. ' ACI 318 - Building Code Requirement for Reinforced Concrete ACI 301 - Specifications for Structural Concrete for Buildings ACI 347 - Recommended Practice for Concrete Framework ' ACI 605 - Recommended Practice for Hot Weather Concreting ACI 306 - Recommended Practice for Cold Weather Concreting Publication SP -2, ACI Manual for Concrete Inspection ASTM A 615 - Standard Specifications for Deformed and ' Plain Billet Steel Bars for Concrete Reinforcement ASTM A 185 - Specifications for Welded Steel Fabric for ' Concrete Reinforcement 1.04 Submittals. 1 A. Lab Design Mix. Prior to start of work, contractor to submit a statement of the proportions for the concrete mixture. Statement to include: 1. Location and identification of aggregate source 1 1 -1- I 2. Batch quantities for 1 C.Y. of concrete, in- cluding: a. Weight of fine aggregate in a saturated surface dry condition b. Weight of coarse aggregate in a saturated surface dry condition c. Weight or number of 94 pound bags of cement d. Weight or gallons of water e. Amount and description (including manufac- turer, specific product name, and number) of all admixtures I 3. Test results on trial batch concrete made from the proposed mix design, including: a. Cement factor in bags per cubic yard based on yield tests b. Water- cement ratio c. Percent of entrained air d. Consistency in inches of slump e. At least three 7 -day compressive strength tests 1 4. Brand, type, and place of manufacture of cement. 5. Aggregate test results for grading, deleterious substances and physical properties using test procedures developed by AASi -TO. B. Reinforcing Steel. Product data sheet and state- ment of manufacturer's compliance with applicable I standards. 1.05 .Record of the Work. Contractor to keep a record of time, date and location of each concrete pour and submit these records to the engineer. 1.06 Notice on Intention to Pour. Contractor shall notify the engineer at least 48 hours before an intended cast - in -place concrete pour. No structural cast -in -place concrete shall be poured until all reinforcing, forms and foundation soils have been inspected by the engineer. 1.07 Protection of the Work. Contractor to be responsible for protection of all work prior to acceptance. In place con- crete shall not be subjected to loadings or stress prematurely. 1.08 Storage of Materials. Cement and aggregate shall be stored in such a manner as to prevent deterioration or intrusion of foreign matter. Any material which has deteriorated or which has been damaged shall not be used for concrete. All reinforcing steel shall be stored in a dry location and pro- tected from excessive accumulatino of rust or scale. 1 1 ' ' 2.00 MATERIALS 2.01 Cement. All cement shall be Portland Cement Type II ' conforming to "Specifications for Portland Cement" (ASTM C 150 - 62). Type III cement may not be used except upon written approv- '- al of the engineer. The same bra pd cement for all exposed cast- I in-place concrete shall be used. ' • 2.02 Stone Aggregate. Fine and course aggregate shall con- form to "Specifications for Concrete Aggregates" (ASTM C 33 -61T); I Fine aggregates shall be clean, hard, natural and free from all foreign matter. Course aggregate sound, crushed rock or gravel, free from adherent coating, organic water or injurous I amounts of flat or friable pieces. The aggregate shall comply with Section 02222. I 2.03 Water. Water used in mixing shall be potable, clean and free from deleterious amounts of oil, acids, alkalis and organic material. . IF 2.04 Admixtures. "Protex" as manufactured by Protex Indus - .... tris, Inc. and conforming to Specifications for Air - Entraining Admixtures for Concrete (ASTM C 260) is an approved air- ' entraining admixture. Other admixtures for retarding or ac- celerating concrete may be used iq.,strict accordance with the manufacturer's recommendations and ASTM specifications upon ap- proval of the engineer. ' 2.05 Form Material. For unexposed concrete surfaces, forms may be undressed lumber free from excessive knots. For exposed I surfaces, use wood metal forms as required to give finish as specified. I 2.06 Reinforcing Steel. Reinforcing steel shall be deformed bars conforming to "Standard Specifications for Deformed and Plain Billet Steel Bars for Concrete Reinforcement" (ASTM A 615) and shall be Grade 60 for #5 bars and larger and Grade 40 or 60 I for bars smaller than 15. s . 2.07 Welded Wire Fabric. Welded wire fabric shall conform to I "Specifications for Welded Steel Fabric for Concrete Reinforce- ment" (ASTM A 185 and shall have a minimum wire yield strength of 60,000 psi. 1 ' 3.00 METHODS AND PROCEDURES I 3.01 Concrete Mix. A. Proportions. Concrete is to be proportioned ac- . cording to laboratory designed mixes using the type of ' aggregate specified and producing the minimum of twenty -eight (28) day ultimate compressive strength of 4,000 psi for all flatwork (slabs) and 3,000 psi for all remaining work unless otherwise specified. All concrete shall be made with stone aggregate unless specifically - 3 - . 1 ' noted and no concrete shall have a 28 day compressive strength of less than 3,000 psi. ' B. Cement and Water Content. The minimum quantity of cement used per cubic yard of concrete shall be 51/2 sacks. Water content shall not exceed 6 U.S. gallons per sack of cement unless the concrete is intended to be ' water tight in which case the maximum water cement ratio shall be 0.48 (5.4 U.S. gallons per 94# bag of cement). Water tight concrete shall be used for all water con- ' :aining structures such as tanks, channels, etc. Air Entrainment. An air - entraining agent shall be ' added to all stone concrete so as to entrain 4.5 percent plus or minus 1 percent air by volume. Air - entraining agents shall be in strict accordance with the recom- mendations of the manufacturer and the testing labors- I tory for the design mix to assure strength requirements are being fully met or exceeded. ' D. Mixing of Materials. The concrete shall be mixed until there is a uniform distribution of the materials and shall be discharged completely before the mixer is recharged. For job -mixed concrete, the mixer shall be rotated at the speed recommended by the manufacturer. For stone concrete, mixing shall continue for a least I one minute after all materials are in the mixer. Ready mixed concrete shall be mixed and delivered in ac- cordance with "Standard Specifications for Ready Mixed I Concrete" (ASTM C94 -69). Sufficient time shall be allowed for proper mixing of I the concrete to provide uniformity throughout the batch.. Long delays in concrete placement shall be avoided and any concrete which has not been placed within 11 hours after water has been added to the mix shall be rejected. I Over wet mixes shall be rejected and shall not be corrected by the addition of either aggregate or cement to the mixer. Mix not less than ten minutes in transit I mix trucks after addition of the mixing water. E. Consistency. Slumps shall be the minimum, con- ' sistent with placing requirements. slump test shall be made in accordance with "Slump Test for Consistency of Portland Cement Concrete" (ASTM C 143 -58). Unless written approval is obtained from the engineer, the I maximum slump shall be three (3 "+1 ") inches and the maximum size aggregate shall be one and one -half (11 ") inches. 1 3.02 Concrete Forms. 1 A. Forms shall conform to the shape, lines, grades and dimensions of the concrete as detailed on the drawings. All forms for exposed finished surfaces shall be built 1 - 4 1 . ' with the material needed to produce the form, texture and design specified in Concrete Finishes of this section. • I B. Design of Forms. Forms shall be sufficiently tight - to prevent leakage of mortar and shall be properly braced or tied together so as to maintain the desired I position. The formwork shall be designed for the loads outlined in Part 3, Section 102 of "Recommended Practice for Concrete Formwork" (ACI 347 -78). The forms shall be ' oiled for ease of removal of forms after setting of concrete. C. Form ties and Incidentals. Form ties shall be ' bolts and rods (adjustable for tightening) arranged so that no metal is within 3/4" of surface after removal of forms. Ordinary wire ties will be allowed with the I specific approval of the Engi *eer. No ties through exposed concrete will be allowed. Set forms for all required anchors, bolt inserts, slots, sleeves, sup- ' ports, etc., furnished under portions of this Specification and installed under this section. D. Removal of Forms. Forms shall not be disturbed ' until concrete has hardened sufficiently to permit their removal with safety. The removal of the forms shall be carried out in such a manner as to insure the I safety of the structure. Unless otherwise permitted by the Engineer, forms shall not be removed until 24 hours after pouring. ' 3.03 Construction and Expansion Joints. Expansion and con - trol joints shall be constructed in accordance with plan details. Unless otherwise indicated on the drawings, install 1" thick as- ' phalt impregnated fiberboard expansion joint filler (ASTM D1752) wherever concrete slabs abut buildings or footings or as shown on the plan details. All expansion joint filler shall extend the I Cull depth of the slab. 3.04 Concrete Placement. ' A. Preparation for Placing. Before placing concrete, a ac eq be o for mixing transporting concrete shall I b c and all debris and ice shall be removed from places to ccupied by concr ete. Forms shall be properly treated and all reinforcement cleaned of ice and other coatings. Water shall be removed from place I of deposit before concrete is placed. i i B. Conveying. Concrete shall be conveyed from the I mixer to the place of final deposit by methods which will prevent the separation or loss of the materials. Equipment for chuting, pumping or pneumatically I conveying concrete shall be of such size and design as to insure a practically continuous flow of concrete at the delivery and without separation of the materials. - 5 - 1 ' C. Other Trades. Install by way of example, anchor bolts, reinforcing steel, pipe and conduit openings and sleeves, bearing plates, and knockouts as provided ' by other trades and as required by other trades. Provide minimum 7 days notice to Engineer, Owner or a- other trades prior to requiring materials or detailing information. Installation to meet location, dimension 1 and alignment requirements of other trades.. D. Depositing. Concrete shall be deposited as nearly 1 as practicable in its final position to avoid segre- gation due to rehandling or flowing. the concreting shall be carried on at such a rate that the concrete is ' at all times plastic and flows readily into the space between the bars. No concrete that has been partially hardened or been contaminated by foreign matter shall ' be deposited on the work, nor shall retempered concrete be used. When concreting is once started, it shall be carried on as a continuous operation until the placing of the panel or section is completed. Place concrete ' in approximately horizontal layers avoiding displace- ment of reinforcement above fresh concrete and formation of seams and planes of weakness in sections. When ' construction joints are necessary, they shall be located as specified in this section under Construction Joints. For bonding fresh concrete, roughen and clean exposed surface and brush with neat cement grout. Place new concrete before grout takes initial set. E. Compaction. Place concrete in .Layers not over 24" ' deep; compact each layer by mechanical internal vibrating equipment supplemented by hand spading, rod - ding, tamping, as directed. Vibrators shall not be used ' to transport concrete inside forms. Limit vibration duration to the time necessary to produce satisfactory consolidation without causing objectionable segregation. Do not insert vibrator into lower courses that have begun to set. F. Weather Conditions. Unless adequate protection is 1 provided and/or the Engineer's approval is obtained, concrete shall not be placed during rain, sleet, or snow. When the mean temperature falls below 40 F for 3 1 successive days, all concreting shall conform to "Recom- mended Practice for Cold Weather Conditions" (ACI 306 R- 78). Concrete placed in hot weather shall meet the standards of "Recommended Practice for Hot Weather Concreting (ACI'305R - 77). Concrete is not to be placed under water. A suitable means shall be provided for lowering the water level below surfaces upon which 1 concrete is to be placed. This may require excavating approximately 12 inches below the bottom of the concrete surface and refilling with gravel and compacting. The ' ground water shall not be allowed to rise to the bottom of the concrete until 24 hours after the concrete has 1 -6- 1 ' been completed. Water shall not allowed to fall upon or run across the concrete duing this period. • ' G. Protection and Curing. Concrete protection and curing shall be in conformance with ACI 308 -71. Im- mediately after placing or finishing, concrete surfaces not covered by forms shall be protected from loss of ' surface moisture. All concrete shall be kept in a moist condition for at least five (5) days after placement. Curing compounds may be used upon approval of the ' Engineer. 3.05 Slabs on Grade. All slabs on grade shall be poured di- rectly on the vapor barrier and prepared gravel subyra'de where shown on the Plans. Construction joints shall be placed such that no section of slab is greater than .25 feet on a side. Finishes, Expansion and Control Joints and Protection shall be as 1 specified under other sections of this section. Minimum six (6 ") inch class 6 aggregate base course shall be in- I stalled under the entire slab unless otherwise directed by the .Engineer. The grading requirements as per Section 02222 for the aggregate course shall apply. ' 3.06 Concrete Finishes. ' A. Patching. Patching shall be done on all concrete surfaces irnmediatlely after stripping forms; all exposed surfaces shall have fins and other projections carefully removed offsets leveled and voids saturated with water ' and patched to a true and / even surface with a wood float. Patch all holes left by the removal of the form ties or bolts. Patching material shall be a stiff ' mixture of sand and cement, the color of which matches the concrete being patched. Any major area of faulty or honeycombed concrete shall be completely removed and ' patched at the direction of the Engineer. B. Floor Slabs. All concrete slabs shall be screened to levels or grades indicated and float finished mono- ' lithically completely free from humps or pits. Slabs shall not show surface deviation in excess of ; inch when tested with a.10 foot straightedge. Before the finish has set, the surface cement film shall be re- moved with a fine brush in order to hav a fine grained, smooth but sanded texture. C. Rubbed Finish. All exposed concrete surfaces shall have a rubbed finish. After removal of forms rubbing of all exterior surfaces shall be started as soon as its ' condition will permit. Immediately before starting this work, the concrete shall be kept thoroughly saturated with water. Sufficient time shall have elapsed before ' the wetting down to allow the mortar used in the pointing to thoroughly set. Surfaces to be finished shall be rubbed with a medium coarse carborundum stone, 1 1 1 using or small amount of mortar on its face. The mortar shall be composed of cement and fine sand mixed in the same proportions as the concrete being finished. Rub - 1 bing shall be continued until all form marks, projec- tions and irregularities have been removed, all voids filled and a uniform surface has been obtained. The paste produced by rubbing shall be left in place. 1 After all concrete above the surface being treated has been cast, the final finish shall be obtained by rub - 1 bing with a fine carborundum stone and water. This rub- bing shall be continued until the entire surface is of a smooth texture and uniform color. 1 After the final rubbing is completed and the surface has dried, it shall be rubbed with burlap to remove loose powder and shall be left free form all unsound patches, 1 paste powder and objectionable marks. D. Chamfer. All exterior corners shall receive a 3/4" 1 chamfer. 3.07 Reinforcing 1 A. Placing Reinforcement. Reinforcing steel, at the time concrete is placed, shall be free from scale, rust or other coatings that will destroy or reduce bond. 1 Reinforcement shall be accurately placed as shown on the drawings and shall be adequately secured in position by concrete or metal chairs and spacers. 1 Reinforcing shall be furnished in the full lengths indicated on the plans unless otherwise authorized by 1 the Engineer. Splicing of bars, except where shown on the plans or specified shall not be permitted without written approval by the Engineer. Renforcemnt placed in any member shall be inspected before any concrete is 1 placed and the Engineer shall be notified 24 hours in advance before any concrete placement. 1 The placing, fastening, splicing and supporting of rein- forcing steel and welded wire fabric shall be in ac- cordance with the plans and the latest edition of the CRSI "Recommended Practice for Placing Reinforcing 1 IIars "• and in accordance with ACI 318 -77. Bars shall be placed around all corners to splice steel in adjacent walls, footers and (suc detailing may not be shown on plans). B. Concrete Protection and Reinforcement. Where not 1 otherwise indicated on the plans, the minimum thickness of concrete over the reinforcement shall be as follows: 1. Concrete deposited against earth - 3" 1 -8- 1 2. Slabs and walls not exposed to weather or earth - 3/4" 3. All other concrete placed in forms: ' For bars larger than #5 - 2" For bars #5 or smaller - 11" a 1 C. Bearing Plates, Anchor Bolts, etc. Place all bear- ing plates, anchor bolts, reinforcing rods and other structural items furnished by other trades. Contractor to provide 7 -day notice to all such trades prior to affected pour. Installation to be within tolerances re- quired by other trades. 4.00 FIELD QUALITY CONTROL 4.01 Concrete Tests. 6" X 12" cylinders shall be taken at ' the point of placing in the forms, shall be job cured and tested in accordance with ASTM standards by:the engineer. For each strength of concrete used, one set of,four (4) cylinders for each days pour, but not less than one (1) set of cylinders for each 1 100 cubic yards poured shall be taken. Two (2) cylinders at seven (7) days and two (2) cylinders at twenty -eight days shall be tested. In addition, when in the opinion of the engineer ' there is a possibility of the surrounding air temperature falling below 40 F, additional specimens to be cured under job condi- tions may be required. 1 4.02 Enforcement of Strength Requirements. Should the strengths shown by the test specimens fall below the specified values, the engineer shall have the right to require changes in 1 proportions to apply on the remainder of the work. If concrete fails to meet the strength requirements of this specification, the Engineer may order the contractor to have a testing laboratory, acceptable to the Engineer, take and test core samples of questionable concrete. The Engineer may order all low - strength concrete removed and replaced if core strengths ' are below specified strengths. All costs connected with concrete coring and removal and replacement of low- strength concrete shall be borne by the contractor. Contractor shall repair all core holes at his expense. 1 1 1 ' ' 1 ' - 9 - 1 SECTION 15050 PLANT PIPING 1.00 GENERAL 1 1.01 Scope. Work to be completed under this section shall include all labor, equipment,,plant and materials necessary to 1 furnish an install all plant piping and miscellaneous appurtenan- ces. Plant piping is defined as all piping and appurte - nances as defined herein located within the exterior limits of all structures. 1 1.02 Related Work Specified Elsewhere. 1 Section 02560 - Sanitary Sewer Lines & Appurtenances Section 03300 - Cast -In -Place Concrete 1 Section 15000 - All Sections 1.03 Reference Standards. 1 ANSI - American National Standards Institute 1 AWWA - American Water Works Association ASA - American Standards Association ASTM - American Society of Testing & Materials CS - Commerical Standards (Department of Commerce) 1 1.04 Submittals. Descriptive literature and catalogue cuts in sufficient detail to define material types, operating charac- 1 teristics and dimensioning details. 1.05 Storage of Materials'. Store all materials in protected areas minimizing weather exposure. Cover all mechanical and 1 operating parts. 1.06 Pipe Markings. All pipe shall bear identification mark - 1 ings as required by the standard specifications under which it is manufactured. 1 2.00 MATERIALS 2.01 Ductile Iron Pipe. 1 Reference Standard - AWWA C151 and ANSI 21.51 Thickness - Class 50 or Class 51 1 1 - 1 - 1 1 Fittings /Joints - AWWA C110, flanged above grade & mechanical joint or push -on below 1 grade; 250 psi pressure rating Gaskets - AWWA Clll 1 Coatings /Linings - Bitumastic, 1 mil thickness 2.02 Cast iron Soil Pipe 1 Reference Standard - CS -188 and ASTM A74 I Fittings /Joints - caulked or no -hub 2.03 Poly -Vinyl Chloride (PVC) ' Reference Standard - ASTM D1784 Thickness - Schedule 40 or Schedule 80 1 Fittings /Joints - Solvent weld, ASTM D2466 or ASTM D2467 3.00 METHODS AND PROCEDURES ' 3.01 Piping Material Requirements 1 A. As shown on plans or as specified below B. Drain, waste, vent piping 1 Below grade - Cast iron soil pipe with no -hub or caulked or rubber gasket joints I Above grade - Cast iron soil pipe with no -hub joints or DWV copper pipe with with solder joints 1 C. Ductile Iron Pip, I Below grade - Mechanical joint or push -on fittings and joints. Thrust blocks required on pressure piping. I 3.02 Pipe Installation. All piping shall be installed to lines and grades as shown on the plans. Where no locations are shown, run piping symmetrical to adjacent walls, ceilings and ' floors. Precise location shall be field determined by Engineer and Contractor. All cutting or fabricating in the field shall be done according I . to printed recommendations of the pipe maufacturer or associated pipe manufacturer organizations. All finished piping shall pres- ent a neat and finished appearance with all burrs, rough edges ' and irregularities removed. Piping shall be cleaned to the ex- tent required for further coatings. 1 1 1 3.03 Valves, Hangars and Other Fittings. All materials shall be installed at locations as shown on the plans or as designated ' by the engineer. Strict compliance with manufacturer's require- ments is required. All valves shall be installed as shown and in locations con - venient for operation. One valve handle shall be supplied for every two valves which have removable handles. Provide special operators as shown on the plans. 1 Hangars and supports to be installed as required by these specifications and as shown on the plans. A support shall be provided on all horizontal or vertical runs of more than 6'. 1 When supporting multiple runs of pipe, space supports based on most restrictive size and type of pipe. Hangars and supports shall be field adjusted to prevent deflection or stress on pipe or adjacent equipment. Provide support on piping connecting to equipment according to equipment manufacturer's recommendations. 1 Pipe sleeves shall provide a minimum clearance of 1/4" between sleeve and pipe. Opening to be made watertight with sealant. All sleeves shall be left flush with sides of structural compo- 1 Went penetrated. 4.00 QUALITY CONTROL 1 4.01 Testing. All piping systems shall be tested for water- tightness before acceptance. All gravity systems shall be tested ' by filling the pipelines with water prior to covering of the work and observing all joints for leakage. As an alternate, the lines shall be tested after covering of the work by measuring leakage from the pipe systems. Filling and testing shall be as described in Section 02560, or upon the approval of the engineer for the visual test, filling shall occur to the high point of the system. ' All pressure systems shall be tested in accordance with Section 02555 or at the direction of the Engineer. Water lines shall be tested to 100 psi. Sewage lines shall be tested to 50 psi. Lines shall be retested, at contractor's expense, until systems are acceptable and meet testing criteria. ' 4.02 Operational Testing. All systems shall be subjected to operating conditions. Based upon visual observation, any exces- sive vibration or stress in the piping systems shall be corrected to the satisfaction of the Engineer. 5.00 MEASUREMENT AND BASIS OF PAYMENT. Plant piping shall be paid for as a lump sum and shall include all materials, plant, ' , labor and equipment necessary to furnish and install all items specified herein, shown on the plans or required to complete the work. 1 1 ,- 1 1 1 1 r ry 1 ':3 1 11 1; . i 1 i �! _ H i ' r_(_ - i . rt j i 1 1 1 1I , l > I 1 * - -h 1 1 C CD I .. . n ic j r ". w:) AUTOMATIC 1 1 r , DOSING )1 ' . SIPHONS n e1 for SMALL 1 � 1 DISPOSAL 1 1 -fl-11 1 - 11 --11 1 '' 1 PLANTS 1 1 ' Dosing Tanks And Automatic Siphons The individual soil absorption sewage disposal system is essential in quirement, alternate periods of loading and resting of the leaching ' many developing surburban areas. Since no practical substitute for this system should be provided. essential type of disposal system has been developed, the public interest • can best be served by this Improvement. An inexpensive trouble -free method of providing periods of loading and resting is through the use of a dosing tank and a Fluid Dynamics Auto- ' The leaching field is the part of the septic tank disposal system most matic Siphon. There is an automatic siphon available for a large number prone to failure. Failure is characterized by a decline in the ability of of dosing tank sizes and drawing depths. This gives the user an auto - the soil to accept tank effluent at the design rate, leading to under- matic siphon to meet requirements of his specific system. ' ground pounding and eventually to a break through of liquid to the ground surface. Longer periods of rest can be provided by installing two siphons in the dosing tank and alternately discharging the tank into one -half of the field at a time. The Fluid Dynamics Automatic Siphon is hydraulically ' Many engineering studies' and extensive field tests indicate that in designed to automatically alternate when two siphons are installed. This order to maintain the infiltrative capacity of the soil, continuous dis- is accomplished with no moving parts as it relies upon the hydraulic charge Irom the disposal system should be avoided. To meet this re- design of the siphon. ' Installing and Operating' Automatic Siphons 1 p Operation of Single Automatic Siphon Operation of Double Alternating Automatic Siphon ' When the liquid rises in the tank above the open end of the vent pipe, The two traps are installed in the same manner as described for the it effects an air seal. As the liquid level continues to rise, the air single siphon. The long legs of each unit must project the same distance trapped in the dome and the long leg of the main trap forces the water above the floor of the tank. out of the trap. When the head of liquid in the tank forces all of the r liquid out of the long leg of the trap a quantity of air will be forced Be sure both siphons are tilled with liquid. ■ around the lower bend. Liquid in the short leg of the trap will be rapidly When liquid rises in the tank for the first time, both siphons will operate forced out of the short leg by the up rush of air and this will start the as indicated for the single siphon. If both siphons were constructed ' siphon action. The liquid is drawn out of the tank until air reaches the bottom of the dome which stops the siphon action. exactly the same and set perfectly, they would both go into operation at the same time. Slight variations, however, are inevitable and will bring one siphon into operation before the other. Installing Siphon ' The first siphon to operate will empty the tank and will result In all Set main trap in the concrete, being sure that it is plumb and the weld but about half of the liquid being forced out of the trap that did not bead on the long leg of the siphon is level with the top of the tank operate. This will result in a greater quantity of air being trapped in floor. the long leg of the siphon that did not discharge. The extra air in this Next, screw the vent piping into the siphon dome. siphon will cause it to go into operation next. This results in the alter- Place the dome over the trap and bolt it to the three support brackets nating operation. with the bolts provided. Do not discharge both siphons into a single pipe or connecting piping ' Fill the main trap with water and the Fluid Dynamics Automatic Siphon because this will permit the discharge from one siphon backing up and is ready for operation. refilling the trap of the idle siphon. M of Construct ' Materials of Construction The Fluid Dynamics Automatic Siphon is completely manufactured Irom The legs and trap of the siphon are made from Type 1, Grade 1 PVC, chemical resistant materials which are unaffected by the fluids found the dome is one piece dense fiber glass encased in epoxy resin, the ' in domestic sewage. They are immune to sewer gases and the sulfuric vent piping is made from Type 1, Grade 1 PVC, and the bolts are stain - acid generated by the completion of the hydrogen sulfide cycle. less steel. ' • "A Study of Methods of Preventing Failure of Septic Tank Percolation Systems" Sanitary Engineering Research Laboratory, University of Cali- fornia, Berkeley. ' "Dosing and Resting To Improve Soil Absorption Beds" American Society of Agricultural Engineers, Paper #73.256. 1 1 Fluid Dynamics Automatic Siphons 1 •& 1 high wafer line 2 " ., 1 1 - r . G • ' 1 love water line 1 ' '.. ,. ' 1 :r • G •` •.• • Discharge pipe, - • . _ • , F tee and overflow I _ • • : be furnished by y Fl fluid id Dynamics 1 : .2 • • • • • e I 1 1 APPROXIMATE DIMENSIONS IN INCHES 1 Model Number 413 411 423 630 • Siphon Diameter A 4 4 4 6 I Draw Down B 13 17 23 30 Width of Trap C 11 11 11 16 High Water Above Floor D 16 20 26 33 1 Floor to Discharge E 51 5r 5y 10 Trap Depth F 12 15 15 30 Height Above Floor G 9 11 16 10 1 Bottom of Bell to Floor 11 3 3 3 3 Trap to Discharge 1 12 12 12 17 Average Discharge G.P.M. 140 150 160 450 1 Minimum Discharge Rate G.P.M. 100 100 100 350 1 1 1 Installation of Automatic Siphon in Concrete Septic System 1 1 manhole manhole 1 lnlet(sewer settling tank dosing tank — 1 baffle bali/e 1 discharge plpe I \i FLUID DYNAMICS Automatic Siphon 1 r 1 Installation of Automatic Siphon in Precast Concrete Manhole 1 1 , , _ r_ - � - - v Inlet sewer settling tank � manhole 1 _ T r baffle baffle -1 `- . , 1 :N 1dsscharge pipe ‘.._—/ 1 1 1 FLUID DYNAMICS CORP. 1 BOX 4659, BOULDER, COLORADO 80302 303 443 -9803 I Moriel 413 Automatic Siphon 1 13" Draft (Single) 1 2" Draft (Double Alt Discharge Line . 1 . Q 4 t 1 13" 1 TI 1 16" • 9 , • C i 1 . •, .� ^ • • . , • i , 4" F.V.C,,CI or Tile • I 11" , •, •. . pipe not furnished • by Fluid. Dynamics • s , � 12" Discharge Connection 1 • �• . of Siphon 4.215 0.D. 1 � • n i • e . .. .. 12 1L� --. . 1 Directions for Setting ! 1 Set siphon trap plumb and to elevation shown. Fill siphon trap with water be- 1 servicetting siphon into FLUID ' • AMICS CO. 2 Be sure all joints of the Box 4659 Boulder Colo. : 1 ^ small air piping are air tight. Model 413 Automatic Siphon DRAWN BY KOP DATE /11 ,4SCALE: 'ions ' CHECKED DATE DRAWING NO. REV. 1 ' FLUID DYNAMICS CO. BOULDER, COLORADO I Installation and Operating Instructions for Standard Single and Double Alternating Automatic Siphons Operation of Single Automatic Siphon 1 When the liquid rises in the tank above the open end of the vent pipe, it effects an air seal. (Be sure the main trap is ' 1 filled with liquid.) As the liquid level continues to rise, the air trapped in the dome and the long leg of the main trap forces the water out of the trap. When the head of liquid in the tank forces all of the liquid out of the long leg of the trap a ' quantity of air will be forced around the lower bend. Liquid in the short leg of the trap will be rapidly forced out of the short leg by the up rush of air and this will start the siphon action. 1 The liquid is drawn out of the tank until air reaches the bottom of the dome which stops the siphon action. 1 Installing Siphon Set main trap in the concrete, being sure that it is plumb 1 and the weld bead on the long leg of the siphon is level with the top of the tank floor. Note the attached print. Do not change any dimension or elevation without first contacting the factory. I Next, screw the vent piping into the siphon dome. Pipe ell compound should be used and all joints made air tight. 1 Place the dome over the trap and bolt in to the three sup- port brackets with the bolts provided. (1/2" N. C. - 1" long). ' Start Siphon III Fill the main trap with water. I Testing_ Fill tank until liquid covers the dome and vent piping. If bubbles rise to the surface there is an indication of an air leak. An air leak in the dome or in the vent piping will prevent proper operation. The discharge. line leading from the siphon must have a pitch away from the siphon to prevent back up. The discharge line from the siphon should be vented back to the tank. i eak Page 1 of 2 1 FLUID DYNAMICS CO. BOULDER, COLORADO r Operation of Double Alternating Automatic Siphon The two traps are installed in the same manner as described ' for the single siphon. The long legs of each unit must project the same distance above the floor of the tank. ' Be sure both siphons are filled with liquid. When liquid rises in the tank for the first time, both siphons will operate as indicated for the single siphon. If ' both siphons were constructed exactly the same and set perfectly, they would both go into operation at the same time. Slight variations, however, are inevitable and will bring one siphon ' into operation before the other. The first siphon to operate will empty the tank and will ' result in all but about half of the liquid being forced out of the trap that did not operate. This will result in a greater quantity of air being trapped in the long leg of the siphon that ' did not discharge. The extra air in this siphon will cause it to go into operation next. This results in the alternating operation. Testing When the domes and vent pipes are covered with liquid, t rising bubbles indicate an air leak. Any air leak must be fixed as the siphons will not operate properly if there is an air leak. If there are no air leaks, and if the tops of the long legs 1 of the two siphons are at the same elevation and the siphons still do not alternate, it is probably due to the refilling of the idle trap while the other siphon operates. 1 This could take place through a leak in the floor wher the outlet pipe is joined to the discharge of the siphon trap. ' Do not discharge both siphons into a single pipe or con- necting piping because this will permit the discharge from one siphon backing up and refilling the trap of the idle siphon. • In order to determine whether the idle trap has been re- filled, remove both domes and measure down from the top of the ' long leg to the surface of liquid in the traps. There must be a distinct difference in the level of liquid in the two traps. r • 1 Page 2 of 2