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8155
RESOLUTION NO. 8155 A RESOLUTION ADOPTING AND APPROVING STANDARD CONSTRUCTION SPECIFICATIONS AND STANDARD DETAILS FOR THE CITY OF PUEBLO DATED JUNE 9, 1997 PREPARED AND PUBLISHED BY THE CITY OF PUEBLO DEPARTMENT OF PUBLIC WORKS, 211 EAST "D" STREET, PUEBLO, COLORADO BE IT RESOLVED BY THE CITY COUNCIL OF PUEBLO, COLORADO, that: Section 1 Pursuant to and in furtherance of sections 4 -2 -2 (8), 12 -3 -1, 12 -4 -7 (J) (2), 12 -4 -7 (J)(5)(b), 12 -4 -7 (J)(5)(c), 12 -4 -7 (J)(8), 12 -6 -5 (f), and 12 -6 -9 of the 1971 code of Ordinances of the City of Pueblo, as amended, and upon recommendation by the City Engineer, the Council does hereby adopt and approve the Standard Construction Specifications and Standard Details for the City of Pueblo, Colorado, published June 9, 1997 by the Department of Public Works, 211 East "D" Street, Pueblo, Colorado, a true copy of which is attached hereto and made a part hereof by reference (herinafter referred to as the "Standard Specifications ") Section 2 The Council declares that the design and construction of all public improvements within the public right of way, or on private property where required by a subdivision improvement agreement, shall be performed and installed in conformance with said Standard Specifications and all other provisions of Title 12 of the 1971 Cole of Ordinances, as amended. Section 3 The Council declares that all excavations and backfills within the public right of way shall be performed in conformance with the applicable provisions of said Standard Specifications, and all other provisions of Title 12 of the 1971 Code of Ordinances, as amended. Section 4 After adoption of this Resolution, a true copy of the Standard Specifications shall be maintained on file in the office of the City Clerk for public inspection. Copies of the Standard Specifications shall be made available through the City's Department of Public Works for purchase by the public at a moderate price. INTRODUCED: June 9 , 1997 By Al Gurule Councilperson APPROVED: Press ent of the City Council ATTEST: City Cle PREFACE The specifications contained herein have been prepared by the Department of Public Works of the City of Pueblo in accordance with Title Xli of the 1970 Code of Ordinances, and adopted by Resolution Number S155: of the City Council. These specifications shall apply to the construction of all public improvements within the public right -of -way of the City of Pueblo, and to those improvements on private property which have been made a requirement of any subdivision improvement agreement. Methods of measurement and payment specified herein shall only apply to City contracts. Where the term "Engineer" is used in these specifications it shall mean the Director of Public Works or his authorized representative. TABLE OF CONTENTS Abbreviations Accuracy Standard Specifications Article 4 Concrete Article 5 Concrete Curb and Gutter Article 6 Concrete Sidewalk and Driveways Article 7 Concrete Pavement Article 8 Aggregate Base Construction Article 9 Earthwork Article 10 Hot Bituminous Pavement Article 11 Plant Mixed Seal Coat (Asphaltic Overlay) Article 12 Sanitary Sewers Article 13 Storm Sewers Article 14 Excavation Within Public Right Of Way Standard Details ABBREVIATIONS Whenever in these specifications the following terms, or pronouns in place of them, are used, the intent and meaning shall be interpreted as follows. Reference to a specific standard or specification shall mean the latest edition or amendment in effect on date of invitation to bid. In those cases where work is being performed which is not contracted for directly by the City, then the latest standard in effect at the time the work is being done shall apply. AAR Association of American Railroads AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute Al Asphalt Institute AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction ANSI American National Standards Institute ASTM American Society for Testing and Materials ATSSA American Traffic Safety Services Association AWS American Welding Society CDOT Colorado Department of Transportation CRS Colorado Revised Statutes, 1973 as amended CRSI Concrete Reinforcing Steel Institute MUTCD Manual of Uniform Traffic Control De- ices OSHA Occupational Safety and Health Administration PCA Portland Cement Association UL Underwriter's Laboritories WWPA Western Wood Products Association MEASUREMENT AND CALCULATED QUANTITY ACCURACY All quantities for payment shall be field measured (where applicable), calculated and rounded to the degree of accuracy given below. UNIT ACCURACY Lump Sum ( %) X. Each X. Linear Foot x.x Square Feet x.x Square Yard x.x Cubic Yard x.x Gallon X. Ton x.x Acre x.x Rounding of numbers shall be as follows; 0.1 thru 0.4 - round down to zero 0.5 - round up if it makes the whole number even, down if the whole number is even 0.6 thru 0.9 - round up to next whole number Examples: 93.3 rounds to 93 93.5 rounds to 94 94.5 rounds to 94 93.7 rounds to 94 ARTICLE 4 CONCRETE 4.1 - GENERAL 4.1.01 - DESCRIPTION This work shall consist of furnishing, placing, and finishing concrete, concrete reinforcing and all related items in accordance with these specifications and conforming to the fines, grades, and dimensions shown on the drawings (approved by the Engineer) or the City Standard Details. Concrete shall consist of Portland cement, fine and coarse aggregates, additives or admixtures when specified, and water, mixed in the proportions approved by the Engineer. 4.1.02 - SUBMITTALS (a) GENERAL - Concrete submittals outlined below are required on all City contracts and any other project within the public right -of -way when requested by the Engineer. (b) MIX DESIGN - Prior to placing any concrete, the Contractor shall submit copies of all concrete mix designs to the Engineer for approval. Separate mix designs shall be submitted for each type of concrete to be used in the project. Submittals shall include all information used in designing mixes, including admixture manufacturer's information. (c) SHOP DRAWINGS - Submit shop drawings of all concrete reinforcing, embedded items, anchor bolts with setting diagrams, and miscellaneous related items. Drawings shall show the size, configuration, pertinent dimensions, number, exact position, and spacing of reinforcement and the location of all openings, framing, or special conditions affecting the work. All shop drawings shall be original drawings produced by the Contractor or supplier and shall not be reproductions of the Contract Documents. 4.1.03 - QUALITY ASSURANCE (a) PLANT ACCESS - The Engineer shall be offered access to the ready mix batching plant at all times that the work is in progress. if required by the Engineer, samples of all concrete ingredients may be taken at the plant. (b) RECORD OF WORK - The Contractor shall keep a written record listing approximate locations, time and date of placement of all concrete for the project. Such record shall be kept until completion of the project and shall be available to the Engineer for review at any time. (c) SAFETY - The Contractor shall assume all responsibility for the safety of the formwork and shall provide all necessary design, construction, materials and maintenance to produce the required concrete work safely. -1- 4.2 - MATERIALS 4.2.01 - CONCRETE MATERIALS (a) GENERAL: All concrete shall be ready -mixed conforming to AASHTO M 157. No jobsite mixed concrete will be permitted unless written permission is granted by the Engineer. (b) CEMENT: Conform to AASHTO M 85, Type II (Modified) or Type 11 -V (containing less than 5% tricalcium aluminate). (c) FLY ASH: Use of fly ash will not be permitted. (d) FINE AGGREGATE: Natural sand conforming to AASHTO M 6. Gradation shall be in compliance with designation M6 in Table 4.1, Concrete Aggregate Gradation Table. (e) COARSE AGGREGATE: Gravel or gushed stone conforming to AASHTO M 80. Gradation shall be in compliance with designation M67 in Table 4. 1, Concrete Aggregate Gradation Table. Table 4.1 Concrete Aggregate Gradation Table (Percent Passing Sieve Sizes) Fine Aggregate Course Aggregate Sieve Size No. M6 No. M67 1" --- 100 3/4" --- 90-100 Y 2 ' - 3/8" 100 20 -55 #4 95-100 0 -10 #8 — 0 -5 #16 45 -80 - -- #50 10 -30 - -- #100 2 -10 - -- (f) AIR ENTRAINING AGENT: Conform to AASHTO M154. (g) CHEMICAL ADMIXTURE: Conform to AASHTO M194. The use of Calcium Chloride as an accelerator is prohibited. (h) WATER: Water used in mixing, curing, or other applications shall be reasonably clean and free of oil, salt, acid, alkali, sugar, vegetable matter, or any other substance injurious to the finished product. Water known to be of potable quality may be used without further testing. (1) CURING COMPOUND: Liquid membrane curing compound shall be linseed oil based and shall conform to AASHTO M 148. Acceptable products; LIN -SEAL WHITE as manufactured by W.R. Meadows, TK -L368 WHITE as manufactured by TK Products, or approved equal. -2- 4.2.02 - CONCRETE REINFORCING (a) WELDED WIRE FABRIC (WWF): Conform to AASHTO M 55. Size and gage as shown on drawings. (b) #3 thru #18 REINFORCING BARS: Conform to AASHTO M 31 Grade 60 (ties and stirrups may be Grade 40). Epoxy coated reinforcing shall conform to AASHTO M 284. (c) FIBER REINFORCED CONCRETE: Polypropylene, collated, fibrillated fibers added to the concrete at the jobsite at a rate of 1.5 pounds per cubic yard. After adding the fibers, the concrete shall be thoroughly mixed for a minimum of 5 minutes. Acceptable products - Fibermesh Fiber or approved equal. 4.2.03 - CONCRETE MIX DESIGN Mixes shall be proportioned to produce a concrete with good consistency and workability conforming to the following requirements; Minimum 28 day compressive strength 4000PSI Air Content 6%±2% Minimum cement content per cubic yard 564 LBS. (6 sack) Slump 3" - 5" (max.) 4.2.04 - CONCRETE MIX DESIGN (Flowable Fill) Extra lean concrete (Flowable Fill) used as trench backfill and for subgrade stabilization shall conform to the following recommended mix design; Cement content per cubic yard 47 LBS. (0.50 sack) Water 39 GALS. Coarse Aggregate 1700 LBS. Fine Aggregate 1845 LBS. Actual quantities for each material may vary to achieve the desired result, however the maximum cement content shall not exceed the amount shown above. For applications beneath precast elements such as manholes or catch basins, the cement content may be increased to a maximum of 188 pounds (2 sacks) and an accelerator may be used. The inspector may require the flowable fill to be mechanically vibrated to ensure proper placement around pipes and structures. 4.2.05 - FIELD TESTING When directed by the Engineer, fresh concrete shall be sampled and tested in accordance with AASHTO methods and procedures. Field testing may be done by either an independent testing firm or by Public Works personnel. Tests may include slump, unit weight, air content and compressive strength. Failure of the concrete to pass any of the above tests may be cause for rejection of the load. The Contractor shall furnish the concrete for the tests at no expense to the City. The expense of testing the concrete shall be paid by the City. Compressive strength tests shall consist of six (6) standard 6 inch diameter by 12 inch high test cylinders cast and cured in accordance with AASHTO T 23. Unless otherwise directed by the Engineer, one cylinder shall be broken at the end of 3 days, two cylinders shall be broken at the end of 7 days, two shall be broken at the end of 28 days, and the remaining cylinder shall be stored until its disposition is determined by the Engineer. The Engineer reserves the right to stop all future concrete work when the 3, 7 or 28 day tests -3- indicate unsatisfactory results, until, in his opinion, proper corrective measures have been taken to ensure quality concrete in future work or all corrections deemed necessary have been made. If the 28 day compressive strength tests produce results less than the specified required minimum compressive strength, then any concrete represented by those tests shall be removed and replaced at the Contractor's expense. In lieu of removal, the Contractor has the option of having additional strength tests taken by an approved laboratory at his expense to satisfy the Engineer that the concrete in question has achieved the required strength. The location, number and type of tests shall be subject to review by the Engineer prior to start of testing. 4.3 - CONSTRUCTION REQUIREMENTS 4.3.01 - EXAMINATION Provide ample notice (24 hours minimum) to the Engineer to allow for the examination of all forms and reinforcing before concrete is placed and to observe the placement of all concrete. Concrete may not be placed until approval has been given by the Engineer. 4,3.02 - PREPARATION Do not begin concrete work until all operations are complete enough to allow placement to be carried on as a continuous operation for the entire section that is to be placed. Clean all equipment for mixing and transporting concrete. Forms shall be cleaned of all debris and ice and shall be wetted (except in freezing weather) and coated as specified under Section 4.3.03 CONCRETE FORMWORK. If water accumulates in the forms it shall be pumped out and the subgrade reinspected before concrete is deposited. The finish top surface of vertical members shall be clearly marked on the form walls. 4.3.03 - CONCRETE FORMWORK (a) DESIGN AND CONSTRUCTION: Forms shall conform to the shape, lines and dimensions of the members shown on the drawings and shall be substantial and sufficiently tight to prevent leakage of mortar. Properly brace or tie to maintain position, shape or lateral stability, and provide sufficient strength to carry construction operations and material dead loads without deflection. Forms shall be so designed as to be capable of needed adjustments and shall be carefully watched as work proceeds with all faults promptly corrected. Where finished concrete is to remain exposed, joints shall be regularly spaced and held to a minimum both horizontally and vertically. The use of earth as a form will not be allowed unless specifically detailed on the drawings. Lap forming with dressed lumber or plywood will not be allowed. (b) CONSTRUCTION JOINTS: Use construction joints at all temporary stopping of concrete placement or as shown on the drawings. Submit to the Engineer for approval the locations of all such joints desired for construction. Leave joints rough and provide longitudinal or vertical keys at least 1 -1/2 inch deep (walls only). Install continuous waterstop or dowels where shown on the drawings. (c) SLABS ON GRADE: Where concrete slabs are deposited on earth, care shall be taken to obtain a smooth level surface so slabs will be of uniform thickness as required throughout. Lightly moisten the subgrade prior to placing concrete. (d) FORM COATING: Coat the surface of all formwork prior to each pour. Apply in strict accordance with the manufacturer's directions. Apply coating prior to the placement of reinforcement. Promptly remove any excess coating material. Remove coatings of dust from contact surfaces prior to depositing concrete. (e) REMOVAL: Remove forms in such a manner as to ensure the complete safety of the concrete. Forms in general may be removed from vertical surfaces after 24 hours from the time of placing the concrete and 72 hours for horizontal surfaces (i.e.- structural slabs). Additional time may be required as specified in Section 4.3.06(a) COLD WEATHER PLACEMENT or when directed by -a- the Engineer. Any damages or injuries resulting from premature formwork removal are the sole responsibility of the Contractor. (f) BACKFILL: Backfill shall not be placed against new concrete until it has achieved sufficient strength to resist the stresses caused by the backfill operations. In general, the minimum compressive strength of the concrete should be 3000 PSI in order to begin backfilling. Backfill shall be placed in such a manner as to prevent damage to the newly placed concrete. Any concrete damaged during backfilling operations shall be removed and replaced at the Contractor's expense. 4.3.04 - CONCRETE REINFORCING (a) MATERIALS: see Section 4.2.02 (b) CLEANING: Reinforcement shall be free from rust scale, oil, ice or other substances which will reduce or destroy the bonding capacity. (c) BENDING: Reinforcing shall be bent cold. Bars shall be full length required and accurately bent to details. All bent bars shall be manufactured in accordance with the recommendations of the Concrete Reinforcing Steel Institute (CRSI). Bars shall not be field bent unless shown on the drawings or when permitted by the Engineer. (d) PLACING: Reinforcement shall be accurately located in the formwork and held securely in place using supports, chairs, spacers, tie wire or other devices to ensure against displacement during the placement of concrete. Bar supports and spacers which rest against earth or an exposed surface shall be plastic, plastic coated or hot dipped galvanized. (e) COVER: All reinforcing shall be protected by concrete cover. Minimum cover thickness shall be in accordance with ACI requirements or as shown on the drawings. (f) SPLICES: Splices for reinforcing shall be done in strict conformance to ACI guidelines. In general continuous bars shall lap 36 bar diameters unless otherwise directed. Do not splice near maximum stress locations or where noted on drawings. All lap splices must be reviewed by the Engineer. Welded wire fabric shall be lapped one full mesh and tied securely. Provide bent bars at all wall intersections. 4.3.05 - DELIVERY, STORAGE AND HANDLING (a) HAULING EQUIPMENT: All concrete shall be transported in a transit -mix truck capable of providing continuous agitation. Each load shall be accompanied by a batch plant ticket with the following minimum information; Supplier Name Date Truck Number Project Name Time Batched Cubic Yards Batched Type, and amount of cement Design Mix Designation Destination (b) HAULING TIME: Discharge all concrete transported in a truck mixer, agitator or other transportation device within ninety (90) minutes after the mixing water has been added. A reduction in the time allocated to discharge shall be as specified under Section 4.3.06(b) HOT WEATHER PLACEMENT. -5- (c) RETEMPERING: Retempering of concrete or mortar which has partially hardened by remixing with or without additional materials, shall not be permitted. (d) PLACEMENT: Concrete shall be placed in horizontal layers of uniform thickness. Minimum layer thickness should be 4 inches for flatwork and 6 inches for walls and footings. Concrete shall not be moved horizontally over ten (10) feet within forms or in slabs. The height of free fall of concrete shall be a maximum of five (5) feet unless concrete is confined by closed chutes or pipes. (e) COMPACTION: Concrete shall be consolidated by using a mechanical vibrator capable of producing a frequency of 10,000 cycles per minute and shall be of sufficient amplitude to cause plasticity and compaction of the concrete. Vibrators must be used in such a manner that segregation of aggregates and formation of latence are avoided. 4.3.06 - ENVIRONMENTAL CONDITIONS (a) COLD WEATHER PLACEMENT: Concrete shall not be placed when the air temperature is 40 degrees Fahrenheit ( °F) or below unless adequate measures will be taken by the Contractor to protect the concrete from freezing. If concrete is placed under these conditions the water or aggregate, or both, shall be heated so that the concrete immediately after placing shall have a temperature of between 60 to 80 °F. In no case shall concrete be deposited on frozen subgrade. Any concrete placed when the temperature is below 40 OF shall be at the Contractor's risk, regardless of any prior verbal authorization. Adequate precautions shall be taken for such protection of all concrete after it is placed in position as will prevent the temperature of the deposited concrete from falling below 50 °F for three (3) days. All formwork shall remain in place for a minimum of 72 hours after depositing concrete. When the low temperatures for 72 hours after placement are predicted by the National Weather Service to be below 35 °F, concrete shall be protected by the use of insulated blankets in good condition of adequate thickness and layers according to the following schedule; 35 °F > Low Temperature > 25 °F - requires one blanket for 72 hours 15 °F < Low Temperature < 25 °F - requires two blankets for 72 hours Low Temperature < 15 °F - concrete placement not allowed without additional heat Care shall be taken to secure the blankets to prevent movement under high winds. Attention shall be given to the edges and comers as they are most susceptible to freezing. The use of straw with polyethylene sheeting will not be permitted as a means of thermal protection. All concrete showing injury or damage by freezing shall be removed and replaced at the Contractor's expense. (b) HOT WEATHER PLACEMENT: When the air temperatures are expected to exceed 100`F, the Contractor shall obtain approval from the Engineer on the procedures to be used in protecting, depositing, finishing and curing of concrete. A concrete retarding agent may be used upon approval of the Engineer. The use of fog sprays is prohibited. The time allowed for hauling and placement shall be reduced to sixty (60) minutes. Concrete shall not be placed when the temperature of the mix exceeds 90'F. 4.3.07 - PROTECTION Concrete which has been placed shall be protected from any vibrations, jarring movement, traffic, environmental damage, vandalism, or any external stresses that may cause damage to it, until it has sufficiently cured and been placed into service. Any concrete showing signs of damage shall be removed and replaced at the Contractor's expense. 4.3.08 - CURING (a) LIQUID MEMBRANE: As soon as all surface water sheen has disappeared from the concrete surface, the surface shall be covered with a continuous, uniform, water impermeable coating (curing compound). It shall contain a colored pigment which will clearly show that the surface has been properly coated and sealed. All exposed surfaces of concrete including edges, etc., after removal of the forms, shall be covered with an impervious membrane. Curing compound shall not be used on surfaces to which concrete is to be bonded. Application of the curing compound shall be done with a pressure sprayer at the rate of application recommended by the liquid membrane manufacturer. A minimum of one (1) gallon of compound per 200 square feet of exposed surface shall be used. (b) POLYETHYLENE SHEETING: This method shall consist of covering the surface of the concrete with impermeable polyethylene sheeting. For the preliminary curing the sheeting shall be placed as soon as practicable after the final finishing without marring the surface; yet early enough to prevent undue loss of moisture. If undue loss of moisture does occur the Engineer may require that the surface of the concrete be thoroughly moistened before being covered with the sheeting. Sheeting to be used for curing concrete shall be a minimum of 6 mils thick. The sheeting shall be securely weighted down by placing lumber or a row of earth along the edges. All seams shall be adequately lapped and weighted to prevent separation. Any sheeting that becomes torn or develops holes shall be removed and replaced. (c) INSULATING BLANKETS: This method shall consist of covering the surface of the concrete with insulated blankets intended for use as cold weather protection. Do not place the blankets until the concrete has sufficiently set to avoid damage to the surface. The blankets shall be securely weighted down and adequately lapped. Special attention shall be paid to the edges and corners. 4.3.09 - PATCHING Patch all voids, tie holes, honeycombs, or damaged areas. Cut or chip out large defective areas a minimum of 1 inch deep and patch as required. Add white cement to patching grout as required to match color of existing concrete where patches are exposed to view. When allowed by the Engineer, spalls in curb and gutter or sidewalk shall be patched with an approved epoxy grout. Grout color shall match that of concrete being patched. 4.4 MEASUREMENT AND PAYMENT Concrete will be measured and paid by one of the following units; cubic yard, square feet, linear foot or lump sum depending upon the use and as defined by the applicable Article or the Bid Schedule. -7- ARTICLE 5 CONCRETE CURB & GUTTER 5.1 -GENERAL 5.1.01 - DESCRIPTION This work shall consist of the removal and satisfactory disposal of all materials taken from within the limits of the work, excavation and the construction of embankments and fill areas, preparation of subgrade and construction of concrete curb, curb and gutter, or gutter, to the lines, grades, and dimensions shown on the drawings, in accordance with these specifications. 5.2 - MATERIALS 5.2.01 - CURB & GUTTER MATERIALS (a) CONCRETE: Conform to the requirements of ARTICLE 4, "CONCRETE ", except when slip forms are used a lesser slump will be permitted. (b) EXPANSION DOWELS: Smooth steel dowels conforming to AASHTO M 183 with gage metal or PVC sleeves. Size, number and spacing as noted on the drawings. (c) EXPANSION JOINT MATERIAL: Pre - molded expansion joint material conforming to all the requirements of AASHTO M 213. Placement shall be as noted on the drawings and shall extend through the depth of the concrete. Expansion joint material shall be Y2" thick unless noted otherwise on the drawings. 5.3 - CONSTRUCTION REQUIREMENTS 5.3.01 - PERMITS All curb and gutter construction requires that a permit be obtained from the office of the Director of Public Works prior to start of construction. Permits will only be issued to Contractor's possessing a valid Concrete Specialty License. When curb and gutter construction is incidental to a site upon which a building permit has been issued, that Contractor who was issued the building permit may be issued a permit for curb and gutter at the discretion of the Director of Public Works. 5.3.02 - SAWCUTTING All concrete removal shall be to a sawcut joint unless it can be demonstrated that an existing joint is of such character that removal can be accomplished to a neat line. Sawcutting will be done to a depth equal to at least'/ the depth of the concrete. In no case will a piece of concrete curb /gutter or crosspan be left which is closer than five feet to the nearest control joint. -1- 5.3.03 - EXCAVATION Excavation will include excavation of all materials encountered. Excavation shall be made to subgrade elevations and to a width equal to the width of the concrete to be placed plus one foot (1') beyond the outer edges of the concrete to be placed. No excavation shall be made below the specified elevation except to remove soft or saturated soils, organic matter or other unsuitable material as ordered by the Engineer. In the event the Contractor does excavate below the specified elevation, and said excavation was not directed by the Engineer, he shall replace the excavated material with material satisfactory to the Engineer and shall thoroughly compact the same at his own expense. If, after the excavation has been made to subgrade for the full width required, the top six (6 ") inches of the cut have a relative density of less than that required by Article 9 - EARTHWORK, Section 9.3.09 - COMPACTION, it shall be reworked to obtain such density. 5.3.04 - EXCAVATION OF UNSUITABLE MATERIAL Whenever excavation below the specified elevation to remove soft or saturated soils, organic matter, or other unsuitable material is ordered by the Engineer, the Contractor shall remove same and replace with material acceptable to the Engineer. The replacement material shall be placed in layers not to exceed six inches (6 ") in thickness and each layer shall be thoroughly compacted before the next layer is placed. 5.3.05 - EMBANKMENTS Embankments shall be constructed of suitable excavated, borrow or select materials approved by the Engineer placed in successive layers, not greater than six inches (6 ") in thickness, parallel to the finished subgrade. Each layer of embankment placed shall contain the amount of moisture necessary to obtain a minimum density outlined in Article 9 - EARTHWORK, Section 9.3.09 - COMPACTION, when thoroughly compacted with the proper equipment. In fill sections the material shall be placed for the full width of the concrete to be placed plus two feet (2') beyond the outer edges of the concrete to be placed and shall slope to the existing ground on a two -to -one (2:1) slope. 5.3.06 - SUBGRADE PREPARATION The subgrade shall be constructed to have the uniform density required under Article 9 - EARTHWORK, Section 9.3.09 Compaction for a width of at least equal to that of the proposed concrete plus one foot (1') on each side in cuts and two feet (2') on each side in fills. The subgrade shall be brought to an elevation and cross section such that after being compacted, the surface will be at the required elevation. 5.3.07 - FORMWORK Formwork shall conform to the requirements set forth under Article 4 - CONCRETE, Section 4.3.03 - CONCRETE FORMWORK with shapes conforming to City of Pueblo standards. Steel forms or surfaced lumber of a height not less than the designed depth of the adjacent concrete shall be used on the back of the curb and on the front edge of the gutter on all straight sections of curb and gutter shown on the plans. Flexible forms shall be used for curves having radii of less than 150 feet. -1- The face of the curb shall be formed with a fixed form conforming to the dimensions shown on the plans. Forms shall be set with upper edge to correct line and grade and shall be firmly held in place by adequate stakes and bracing. They shall have no less than 3 staking points per each 10 feet of length with means for locking the form to each stake. For small jobs where curb and gutter is being removed and replaced, and permission is given by the Engineer, the asphalt edge may be used as the face form for the gutter if the edge of the asphalt is vertical, straight, and without jagged intrusions. If any overbreakage occurs, the Contractor shall form across the overbreak and patch the asphalt using hot bituminous pavement or "Poly Perm Patch" as manufactured by Vance Brothers Inc., or approved equal. Where large amounts of overbreakage occurs (more than 25% of the linear footage of replacement), the Contractor shall cut and remove the asphalt, form the gutter lip, and replace the asphalt as outlined under Section 5.3.15. Forms with height greater than the thickness of the concrete may be used if the upper edge is set accurately to line and grade and the subgrade is excavated to meet the bottom edge of the forms in a slope not steeper than one inch vertical to four horizontal. The extra concrete required for the extra depth shall be furnished by the Contractor without extra compensation. Under no condition shall the forms be blocked up with stones, broken concrete, chunks of dirt wood or similar deleterious materials and the fill then_ made under and between the forms. When curb and gutter machines are used, the mold shall conform to the required template. 5.3.08 - TOLERANCES Finished horizontal concrete surfaces shall not vary from a true plane by more than 3/16 inch in 10 feet and the upstanding face shall not vary from a true plane by more than 1/4 inch in 10 feet. Any concrete not adhering to these tolerances may be rejected and replaced by the Contractor at his expense. 5.3.09 - REMOVAL OF FORMS The forms (except "face" forms) shall not be removed until 24 hours (minimum) after the concrete has been placed. Upon removal all honey- combed places and other minor defects shall be filled with mortar composed of one part of Portland cement and two parts of fine aggregate. The back of the curb and the face of the gutter concrete surfaces shall be cured in conformance with the requirements of Article 4, CONCRETE. 5.3.10 - PLACING CONCRETE The subgrade shall be lightly moistened just prior to placing concrete in the forms. After placement, the concrete shall be consolidated to reduce voids and porous places. 5.3.11 - FINISHING The concrete shall be struck off and finished true to cross - section. As soon as the concrete has attained sufficient hardness, face forms shall be removed and the concrete finished with a float. Final finish shall be obtained with a brush or broom. The edges shall be rounded with edging tools. 5.3.12 - JOINTS Joints of the various types shall be constructed as shown on the standard details. Tooled contraction joints shall be a minimum of one inch (1 ") deep. Concrete adjacent to the joint on either side shall have a rounded edge as shown on the drawings. All joints shall be made perpendicular to the surface of the curb and gutter, and when tested with a straight -edge, the face across any joint shall not vary from the straight -edge by more than 1/8 inch. The curb and gutter shall be divided into sections of length by contraction joints as shown on the standard details. These sections shall be separated by carefully placed sheet steel divider templates set perpendicular to the surface of the concrete. The templates shall be three - sixteenths (3/16) inch thick and shall conform to the sections shown on the details. Expansion joints shall be constructed where shown on the details and at intervals of not more than 200 feet using premoulded filler. In addition, smooth dowels shall be required at expansion joints where shown on the standard details. 5.3.13 - MARKING All new curb and gutter shall have the name of the contractor and the year of construction (only) impressed therein using block letters not less than one inch (1 ") high and one-quarter inch (1/4 ") deep. One impression shall be made at each end of the curb and gutter being installed and at intervals of not more than fifty feet (50'). 5.3.14 - PROTECTION AND CURING OF CONCRETE The concrete shall be protected and cured in accordance with the requirements of Article 4 - CONCRETE. 5.3.15 - BACKFILLING AFTER CONSTRUCTION In fill sections, a two foot wide berm shall be constructed against the back of the curb and sloped to the existing ground at a two to one slope, unless shown otherwise on the drawings. The void behind the back of the curb and gutter shall be backfilled after the removal of the back form and the concrete has attained a minimum strength of 3000 psi. Care should be exercised during this operation so that the alignment or grade of the sections shall not be disturbed. Any that are shifted, cracked, or in any way damaged, shall be removed and replaced by the Contractor at his own expense. 5.3.16 - ASPHALT PATCH Where asphalt and base have been removed for the gutter face form, the patch shall have a minimum width of twelve inches (12 "). The patch shall be constructed using asphalt (HBP -AC 10 conforming to the requirements of Article 10) having an asphalt thickness equal to that of the adjacent street except that a minimum thickness of six inches (6 ") shall be maintained. For patches greater than two feet (2') in width the Contractor may use an equivalent pavement patch design provided by the Public Works Department. 5.3.17 - SITE RESTORATION Restoration of the area behind the curb and gutter shall include but not be limited to replacing sod, shrubs, gravel, asphalt, concrete, irrigation components, and other landscaping items. Restoration is considered subsidiary to the curb and gutter construction and shall not be paid as a separate item, unless noted otherwise in the Special Provisions. 5.3.18 - REMOVAL OF OBSTRUCTIONS Wherever an existing driveway or entrance walk must be removed to provide space for forms, the Contractor shall remove same to the nearest joint, or as the Engineer may direct. A sawed joint shall be required for said removal. Replacement will be done on a unit price basis. -4- 5.3.19 - TREE ROOTS Whenever a section of curb and gutter is being replaced that has been uplifted by a tree root, the root shall be cut a distance of 12" behind the curbhead to prevent the damage from reoccurring. Any roots within six inches (6 ") of finished subgrade shall also be removed. If in the opinion of the Engineer, the cutting of the root may seriously injure the tree, then the Engineer may order the removal of the tree. Except for City contracts with a tree removal bid item, the cost for tree removal shall be at the adjacent property owner's expense. Prior to cutting the tree root, the Engineer shall be consulted to determine the proper removal of the root and/or tree. 5.4 - METHOD OF MEASUREMENT The contract quantities of curb, double gutter, or combined curb and gutter to be paid for under this item shall be the number of linear feet measured in place, completed and accepted. Curb or combined curb and gutter shall be measured along the front face of the curb. Double gutters shall be measured along the centerline of the gutter. The contract quantities to be paid for curb and gutter and square pans at street intersections shall be as outlined in the table given below. These calculated quantities provide for a two foot (7) wide strip of the square pan along the face of the curb to be included as the curb and gutter pay item. Quantities for curb and gutter and square pans having different radii than those listed shall be adjusted accordingly. CORNER RADIUS PAY ITEM 15' 20' 25' Curb & Gutter 23.5 L.F. 31.3 L.F. 39.2 L.F. 7" Reinforced Concrete 62.0 S.F. 104.0 S.F. 156.0 S.F. The contract quantities to be paid for square pans at alley intersections having a 6 foot radius shall be 13.8 sq. ft. of seven inch (7 ") reinforced concrete and 9.4 lin. ft. of curb and gutter for each alley intersection square pan completed and accepted. The contract quantity to be paid for eight foot wide gutter shall be the number of square feet of seven inch (7 ") reinforced concrete, measured in place, completed and accepted. Removal of concrete curb, double gutter, curb and gutter, and seven inch (7) reinforced concrete shall be field measured prior to removal and measured by the same method as for installation. Sawcutting to remove concrete to a neat line shall be considered incidental to the removal item and will not be paid for separately. Replacement for unsuitable materials excavated will be measured in the field and a volume calculated in cubic yards or will be done by weight of select materials as evidenced by weight tickets. 5.5 - BASIS OF PAYMENT The contract footages (lineal foot or square feet), measured as provided above, shall be paid for at the Contract Unit Prices for "Concrete Curb ", "Concrete Double Gutter ", "Curb and Gutter". or 7" Reinforced Concrete as set forth in the "Request for Quotations ". Said prices and payment shall be full compensation for all excavation, embankments, furnishing, placing and compacting select material base, subgrade preparation, concrete forms, furnishing and placing materials, curing, backfilling, compaction, site restoration, disposal of surplus materials, and for all labor, equipment, tools, and incidentals necessary to complete construction. The contract footages (linear foot or square feet), measured as provided above, shall be paid for at the Contract Unit Prices for "Removal of Concrete Curb ", "Removal of Curb and Gutter", or "Removal of 7" Reinforced Concrete" as set forth in the "Request for Quotations ". Said prices and payment shall be full compensation for labor and equipment necessary to perform all sawcutting, removal and disposal of all materials to the limits established by the Engineer. If the existing subgrade soils are unsuitable, the Engineer shall be notified immediately after curb and gutter removal for verification. The Contractor shall be compensated for all removal and replacement of unsuitable material as outlined below. The contract volume or weight, measured as provided above, shall be paid for at the contract unit prices per cubic yard or ton for " Subgrade Stabilization" as set forth in the 'Request for Quotations ". Said prices and payment shall be full compensation for excavation and disposal of unsuitable subgrade materials, furnishing, placing and compacting suitable replacement material and for all labor, equipment, tools and incidentals necessary to complete the construction. If no bid item exists for " Subgrade Stabilization" the price shall be negotiated. Any soils that become soft or saturated after removal of curb and gutter will be replaced at no cost to the City. W ARTICLE 6 CONCRETE SIDEWALK AND DRIVEWAYS 6.1 -GENERAL 6.1.01 - DESCRIPTION The work covered by this section of the Specifications shall consist of the removal and satisfactory disposal of all materials taken from within the limits of the work, construction of concrete sidewalk and driveways to the lines, grades, and dimensions shown on the drawings, as hereinafter specified, and as directed by the Engineer. 6.2 - MATERIALS 6.2.01 - CONCRETE MATERIALS (a) CONCRETE: Conform to the requirements of Article 4 - CONCRETE. (b) EXPANSION JOINT MATERIAL: Pre- molded expansion material conforming to the requirements of AASHTO M 213. Placement shall be as noted on the drawings and shall extend through the depth of the concrete. 6.2.02 - ALTERNATIVE SIDEWALK MATERIALS (a) GENERAL: If the owner of a property wishes to construct a sidewalk adjacent to his property using materials other than plain concrete as described in Article 4 - CONCRETE, then that property owner must obtain a Revocable Permit and receive written permission from the Director of Public Works prior to constructing the sidewalk. The property owner agrees to remove and replace the sidewalk with plain concrete if instructed by the Director of Public Works. In addition, any construction projects administered by the City which requires sidewalk removal, the sidewalk material replacement will be at the discretion of the Director of Public Works and the City will only pay for the cost of plain concrete. Additional costs for alternative materials will be paid for by the adjacent property owner. All sidewalks constructed using alternative materials shall be in conformance with one of the following material subsections and with all applicable sections of Article 6 - CONCRETE SIDEWALK AND DRIVEWAYS. (b) COLORED CONCRETE: Shall be a chemical admixture added to the concrete that is uniform and colorfast. Rate of admixture shall be in accordance with the manufacturer's recommendations. All other provisions of Article 4 - CONCRETE remain in effect. (c) EXPOSED AGGREGATE CONCRETE: Shall contain a water reducing agent and a surface applied mortar retarder. Following mortar washoff, the surface shall be sprayed with a continuous uniform coating of water - impermeable membrane. (d) BRICK PAVERS: Shall conform to either ASTM C902 for fired clay pavers or ASTM C936 for concrete paving units. Minimum thickness shall be 2 '/z inches. All units for sidewalk paving shall be manufactured exclusively for paving. No brick or concrete block units for wall construction will be permitted. Paving edges shall be confined by a sturdy permanent side form constructed of 1 -1/2" thick redwood or CCA treated lumber, or a steel plate form. Pavers shall be set on a minimum layer of 4" of Class 6 Base Course with a ' / 2 " masonry sand setting bed. At driveways, pavers shall be placed upon a 4" thick concrete base with a 1/" mortar setting bed. Units shall be set flush to provide a smooth walking surface. After all pavers are set flush to grade, a dry 50/50 mixture of fine masonry sand and cement shall be swept into the joints across the entire surface of pavers. (e) FLAGSTONE: Shall be a natural stone material having a minimum nominal thickness of 2 ". Flagstone shall be placed on a layer of Class 6 Base Course or concrete as described above in Section 6.2.02 (d). The finished surface of the sidewalk shall be relatively smooth. When measured with a straightedge the maximum variation shall not exceed 3/8 inch. (f) OTHER MATERIALS: If written permission is given by the Director of Public Works to use materials for public sidewalks other than those listed in this section, they shall be installed as instructed by the Director. 6.3 - CONSTRUCTION REQUIREMENTS 6.3.01 - PERMITS All sidewalk and driveway construction within the right -of -way requires that a permit be obtained from the office of the Director of Public Works prior to start of construction. Permits will only be issued to Contractors who possess a valid Concrete Specialty License or to the owner of the property upon which the sidewalk fronts provided that they can demonstrate they possess the skills and tools necessary to construct the concrete work in accordance with these specifications. Additionally, if construction of sidewalk or driveway is incidental to construction on a site which a building permit has been issued, a Class C or above Contractor who holds the building permit for that site may be issued a permit for the sidewalk or driveway construction at the discretion of the Director of Public Works. 6.3.02 - EXCAVATION AND EMBANKMENT When filling is necessary to bring the walk to grade, the fill shall be deposited and compacted in layers of not more than six inches (6 ") . The top of all fills shall extend beyond the walk on each side at least one foot (1') and the sides shall have a slope not steeper than 4:1 (horizontal:vertical). The distance from edge of cuts at the base shall be at least one foot (1') from the nearest edge of the walk. If, after the excavation has been made to subgrade for the full width required, the top six inches (6 ") of the cut have a relative density of less than that required by Article 9 - EARTHWORK, Section 9.3.09 Compaction, it shall be reworked to obtain such density. 6.3.03 - REMOVAL OF OBSTRUCTIONS Wherever an existing driveway or entrance walk must be removed to provide space for forms, the Contractor shall remove same to the nearest joint, as the Engineer may direct. A sawed joint shall be required for said removal. Replacement will be done on a unit price basis. 6.3.04 - EXCAVATION OF UNSUITABLE MATERIAL Whenever excavation below the specified elevation to remove soft or saturated soils, organic matter, or other unsuitable material is ordered by the Engineer, the Contractor shall remove same and replace with material acceptable to the Engineer. The replacement material shall be placed in layers not to exceed six inches (6 ") in thickness and each layer shall be thoroughly compacted before the next layer is placed. 6.3.05 - TREE ROOTS Whenever a section of sidewalk is being replaced that has been uplifted by a tree root, the root shall be cut a distance of twelve inches (12 ") away from the sidewalk to prevent the damage from reoccurring. Any roots within six inches (6 ") of finished subgrade shall also be removed. If in the opinion of the Engineer, the root cutting will seriously injure the tree then the Engineer may order the removal of the tree. Except for City contracts with a tree removal bid item, the cost for tree removal shall be at the adjacent property owners expense. Prior to cutting, the Engineer shall be consulted to evaluate whether the root alone or the entire tree must be removed. 6.3.06 - SUBGRADE PREPARATION All soft spots and unsuitable material shall be removed and replaced with suitable material and compacted to the required density given in Article 9 - EARTHWORK, Section 9.3.09 COMPACTION. The subgrade shall be brought to an even surface before any concrete is placed. 6.3.07 - FORMWORK In general all formwork shall conform to the requirements given in Article 4 - CONCRETE, Section 4.3.03 - CONCRETE FORMWORK Steel or surfaced lumber shall be used to form the free edges for all sidewalk and driveway construction. Forms shall be straight and true to grade and alignment and shall be firmly held in place. Forms shall have no less than three (3) staking points per each ten feet (10') of form length with means for securing the form to each stake. Flexible forms shall be used on curves having a radii of less than 150 feet. 6.3.08 - PLACEMENT, PROTECTION AND CURING Conform to the requirements set forth in Article 4 - CONCRETE. 6.3.09 - FINISHING In all cases the walk shall be constructed in one course. The surface shall be struck off to the established grade by means of a straight edge. The surface shall then be finished true to grade with a wooden or metal float and afterwards roughened lightly with a broom or brush. Broom marks shall be transverse to the traveled way. 6.3.10 - CONTRACTION JOINTS The walk shall be cut with a marking tool or template forming a groove at least one -fourth (1/4) the thickness of the slab, but not greater than two inches (2 ") deep, so that the walk is divided into sections. Location of construction joints shall be in conformance with the Standard Details. The slabs shall be rounded on all surface edges to a radius of one - quarter inch (1/4 "). 6.3.11 - EXPANSION JOINTS Strips of pre - molded expansion joint material one -half inch ( ") thick shall be placed perpendicular to the side forms to the full width and depth of the walk or driveway at least once in every one - hundred feet (100') of walk, or as shown on the standard details, drawings, or as directed by the Engineer. Similar joints shall be provided when new walk abuts other concrete walk or structures. Expansion joints shall be placed between an attached sidewalk and the curb and gutter at each of the following cases: (a) Where the walk is in a confined area such as between foundation walls, retaining walls. etc.. (b) Between concrete sidewalk and any fixed structure. (c) At any special situation as directed by the Engineer. (d) See Standard Details for additional locations. 6.3.12 - CONTRACTOR'S STAMP All new sidewalk shall have the name of the Contractor and the year of construction (only) impressed therein using block letters not less than one inch (1 ") high and one - quarter inch (1/4 ") deep. One impression shall be made at each end of the sidewalk being installed and at intervals of not more than fifty feet (50'). Property owners and General Building Contractors without stamps shall scribe their initials or company name and date into the fresh concrete as legibly as possible, using a pointed scribe. 6.3.13 - SLOPE Forms shall be set so that the walk shall have a slope toward the street of one - quarter inch (1/4 ") per foot of width or as directed by the Engineer. The slope of the sidewalk at driveways shall be no more than one and one half inch (1 1/2 ") per foot, unless permission is granted by the Engineer. 6.3.14 - ADJUSTMENTS Whenever any adjustment of the grade, or joint spacing are necessary or advisable in order to have the walk conform to existing abutting walk or other abutting structures, the adjustment shall be made only with the approval and under the direction of the Engineer. 6.3.15 - THICKNESS The concrete walks constructed under these specifications shall have a minimum thickness of four inches (4 "). At driveways the thickness shall be increased to six inches (6 ") and at public alleys the thickness shall be seven inches (7) and reinforced with welded wire fabric or eight inches (8 ") with polypropylene fiber reinforced concrete. 6.3.16 - SITE RESTORATION Restoration of the area adjacent to the sidewalk and driveway shall include but not be limited to replacing sod, shrubs, gravel, irrigation components, and other landscaping items. Restoration is considered subsidiary to the sidewalk and driveway construction and shall not be paid as a separate item. 6.4 - METHOD OF MEASUREMENT The contract quantity to be paid for under this item shall be the number of square feet of concrete of the specified thickness, measured in place, completed and accepted. Removal of concrete sidewalk and driveway shall be field measured prior to removal. The contract quantity to be paid for removal shall be the number of square feet of concrete removed to the limits defined to the Engineer. Replacement for unsuitable materials excavated will be measured in the field and a volume calculated in cubic yards or will be done by weight per ton of select materials used to fill the excavation as evidenced by weight tickets. 6.5 - BASIS OF PAYMENT The square feet of sidewalk as measured above shall be paid for at the contract unit prices per square foot of the specified thickness. Said prices and payment shall be full compensation for all excavation, concrete forms, fumishing and placing materials, curing (including cold weather protection), backfilling, compaction, disposal of surplus materials, site restoration, and for all labor, equipment, tools and incidentals necessary to complete the construction. -4- The contract price for removal shall include all labor and equipment necessary to sawcut, demolish, load, haul and dispose of all materials within the limits defined by the Engineer. If the existing subgrade soils are unsuitable, the Engineer shall be notified immediately after curb and gutter removal for verification. The Contractor shall be compensated for all removal and replacement of unsuitable material as outlined below. The contract volume or weight, measured as provided above, shall be paid for at the contract unit prices for "Subgrade Stabilization" as set forth in the "Request for Quotations ". Said prices shall be full compensation for excavation and disposal of unsuitable materials, furnishing, placing and compacting suitable replacement material and all labor, equipment, tools and incidentals necessary to complete the construction. If no bid item exists for "Subgrade Stabilization' the price shall be negotiated. Any soils that become soft or saturated after removal of sidewalk or driveway will be replaced at no cost to the City. ARTICLE 7 CONCRETE PAVEMENT 7.1 - GENERAL 7.1.01 - DESCRIPTION The work covered by this section of the Specifications shall consist of the removal and satisfactory disposal of all materials taken from within the limits of the work, construction of concrete pavement to the lines, grades, thickness, and typical cross sections shown on the plans and as directed by the Engineer. 7.2 - MATERIALS 7.2.01 - CONCRETE MATERIALS (a) CONCRETE: Conform to the requirements of Article 4 - CONCRETE. (b) EXPANSION DOWELS: Smooth steel dowels conforming to AASHTO M 183 with gage metal sleeves. Size, number and spacing as noted on the drawings. (c) EXPANSION JOINT MATERIAL: Pre - molded expansion joint material conforming to the requirements of AASHTO M 213. Placement shall be as noted on the drawings and shall extend through the depth of the concrete. Expansion joint material shall be 1 12' thick unless otherwise noted on the drawings. (d) JOINT SEALING COMPOUND: Where joints are required to be sealed, sealing material shall be of the silicone type matching the color of the concrete pavement and applied to the manufacturer's specifications. 7.3 - CONSTRUCTION REQUIREMENTS 7.3.01 - SUBGRADE PREPARATION Article 9 - EARTHWORK, Section 9.3.05 - BASES OF CUTS AND FILLS as described for full depth asphalt paving shall apply for concrete pavement. All soft spots and unsuitable material shall be removed and replaced with suitable material and compacted to the required density given in Article 9 - EARTHWORK, Section 9.3.09 - COMPACTION. The subgrade shall be brought to an even surface before any concrete is placed. 7.3.02 - FORMWORK In general all formwork shall conform to the requirements given in Article 4 - CONCRETE. Section 4.3.03 - CONCRETE FORMWORK All side forms shall be made of metal of at least a depth equal to edge thickness of the pavement. The sections shall have a length of at least ten feet, except on curves of less than 150 foot radius, where other materials may be used. Forms with a height of eight or more inches shall have a base width of at least eight inches. -1- Other forms shall have a minimum base width of six inches. When set to grade and staked in place, the maximum deviation of the top surface of any section from a straight line shall not exceed 1/8 inch. The method of connection between sections shall be such that the joint formed shall be free from play or movement in any direction. The bracing and support must be ample to prevent the deflection of the forms under the pressure of the concrete or the weight or thrust of the machinery operating on the forms. Flexible steel forms may be used only when specifically provided for on the plans with the exception that their use is herein approved for all curves having a radius of less than 150 feet. Forms shall be equal in depth to the edge thickness of the pavement. Forms shall be held by stakes and securely braced at any point where necessary so that no movement will result from pressure of the concrete or the weight of machinery operating on the forms. 7.3.03 - VIBRATORS Vibratory equipment shall be capable of frequencies of not less than 10,000 vibrations per minute, in air, and shall produce vibration in vertical and horizontal planes and insure downward vibration of an intensity as great as in other directions to provide thorough vibration through the full depth of the concrete. The unit shall be adjustable to the approximate cross section of the finished surface. Vibration shall not be used as a means to cause concrete to flow or run into position in lieu of placing, and shall not be prolonged to the point where segregation occurs. 7.3.04 - FINISHING EQUIPMENT The Contractor shall provide mechanical equipment of either the slip form or form paving type which will strike off, consolidate, and finish the pavement to the required cross section. If it is necessary to operate one or both sets of wheels on the previously placed concrete, they shall be rubber -faced and shall be adjusted so that bearing on concrete will not be less than 3 inches from the edge of the pavement. 7.3.05 - PLACEMENT AND CURING Conform to the requirements set forth in Article 4 - CONCRETE. Concrete paving machines weighing more than 5,000 pounds shall not be utilized on freshly poured concrete slabs for adjacent and abutting pours until 72 hours have elapsed. This time requirement shall be increased to 7 days when the concrete paving machine weighs more than 30,000 pounds. 7.3.06 - FINISHING IIWT. o M11 ;aaR- t&1�'IPL The pavement shall be struck off, consolidated and finished with mechanical equipment in such a manner that after final finishing, it shall conform to the pavement cross section shown on the plans. Hand finishing will be permitted in narrow widths, areas of irregular dimensions, and in the event of a breakdown of the mechanical equipment, to finish the concrete already deposited on the grade. FINAL SURFACE FINISH The final surface finish of the pavement shall have a uniform, skid - resistant texture. The method of texturing shall be approved by the Engineer, and he may require changes in the final finishing procedure as required to produce the desired final surface texture. -2- 7.3.07 - JOINTS Transverse and longitudinal joints shall be constructed to the dimensions and at the spacing shown on the plans. Transverse joints shall extend the entire width of the pavement and shall match curb joint spacing. Joints shall be sawed after the concrete has hardened. Sawing of joints shall begin as soon as the concrete has hardened sufficiently to permit sawing without excessive raveling and before uncontrolled cracking occurs. All joints shall be completed within 24 hours from the time the concrete was poured. CONSTRUCTION JOINTS All longitudinal joints may be construction joints at the Contractor's option. Transverse construction joints shall be installed whenever the placing of concrete is suspended a sufficient length of time that the concrete may begin to harden. JOINT SEALING All expansion joints and the joints between the curb and gutter and concrete pavement shall be sealed before the pavement is exposed to traffic, including construction traffic. Prior to sealing, all foreign material shall be removed from all joints and the joints shall be thoroughly dry. 7.3.08 - CONTRACTOR'S STAMP All new concrete pavement shall have the name of the contractor and the year of construction impressed therein using block letters not less than one inch (1 ") high and one - quarter inch (1/4 ") deep. One impression shall be made at intervals of not more than fifty feet (50'). 7.3.09 - SURFACE AND THICKNESS TOLERANCES The surface of the concrete pavement shall be free from depressions exceeding 3/16 inch in ten (10) feet, when tested with a straight edge. Thickness shall be within t1 /4 inch. 7.3.10 - PROTECTION FROM TRAFFIC The pavement shall be closed to traffic after the concrete is placed until it reaches a compressive strength of 3000 psi. This does not include the sawing and sealing equipment or other light miscellaneous equipment. 7.3.11 - PATCHING Remove the material to the depth and extent required in accordance with the Standard Detail. Prepare the subgrade to the requirements of Article 9 - Earthwork. Depth or thickness of the Class 6 aggregate base shall be 6 inches and the concrete pavement shall be 7 inches, or as necessary to match the existing conditions, whichever is greater. 7.4 - METHOD OF MEASUREMENT The contract quantity to be paid for under this item shall be the number of square yards of concrete pavement of the specified thickness. measured in place, completed and accepted. When curb and gutter and concrete pavement are poured monolithically the two feet (2') of pan shall be included in the curb and gutter item. Replacement for unsuitable materials excavated will be measured in the field and a volume calculated in cubic yards or will be done by weight of select materials as evidenced by weight tickets. -3- 7.5 - BASIS OF PAYMENT The square yards of contract concrete pavement as measured above shall be paid for at the contract unit prices per square yard of the specified thickness. Said prices and payment shall be full compensation for all related earthwork as defined in Article 8 - EARTHWORK, concrete forms, furnishing and placing materials, curing (including cold weather protection), jointing, joint sealing, backfilling, compaction, disposal of surplus materials, site restoration, and for all labor, equipment, tools and incidentals necessary to complete the construction. When curb and gutter and concrete pavement are poured monolithically the two feet (2') of pan shall be paid for under the curb and gutter item. If the existing subgrade soils are unsuitable, the Engineer shall be notified immediately after removal of existing pavement surface for verification. The Contractor shall be compensated for all removal and replacement of unsuitable materials as outlined below. The contract volume or weight, measured as provided above, shall be paid for at the contract unit prices per cubic yard or ton for " Subgrade Stabilization" as set forth in the "Request for Quotations ". Said prices and payment shall be full compensation for excavation and disposal of unsuitable subgrade materials, furnishing , placing and compacting suitable replacement material and for all labor, equipment, tools and incidentals necessary to complete the construction. If no bid item exists for "Subgrade Stabilization" the price shall be negotiated. Any soils that become soft or saturated after removal of existing pavement or surfacing will be replaced at no cost to the City. -4- ARTICLE 8 AGGREGATE BASE CONSTRUCTION 8.1-GENERAL 8.1.01 - DESCRIPTION The construction of aggregate bases shall consist of furnishing, placing and compacting approved base and/or sub -base material to form a stable foundation for subsequent construction. Aggregate base construction shall conform with the lines, grades, and cross sections shown on the plans and as staked by the Engineer and shall comply with these specifications. 8.2 - MATERIALS Aggregate for base or sub -base material shall be composed of crushed stone, cxushed slag, crushed gravel, or natural gravel which conforms to the quality requirements of AASHTO M 147. At least 50% by weight on the material retained by the No. 4 sieve shall have at least one fractured face. This material shall also conform to the following gradation requirements. The aggregate shall have a Los Angeles Abrasion Test ( AASHTO T 96) percentage of wear not exceeding 45% (excluding Class 1). Class 1 material shall have a minimum "R" value of 69, or a minimum CBR of 40 when tested in accordance with AASHTO T 190 or T 193, respectively. Class 6 material shall have a minimum "R" value of 77 or a minimum CBR of 60. % PASSING (BY WEIGHT) Sub -base Base Course SIEVE SIZE CLASS 1 CLASS 6 2 'h" 100 -- 2" 95-100 — 1 Y2" — --- i ll --- -- 3/4" -- 100 No. 4 30-65 30 -65 No. 8 — 25-55 No. 200 3-15 3 -12 ( AASHTO T -11) Liquid Limit 35 max. 30 max. ( AASHTO T -89) Plasticity Index 6 max. 6 max (AASHTO T -90) The aggregate shall have a Los Angeles Abrasion Test ( AASHTO T 96) percentage of wear not exceeding 45% (excluding Class 1). Class 1 material shall have a minimum "R" value of 69, or a minimum CBR of 40 when tested in accordance with AASHTO T 190 or T 193, respectively. Class 6 material shall have a minimum "R" value of 77 or a minimum CBR of 60. 8.3 - CONSTRUCTION REQUIREMENTS 8.3.01 - PROOF ROLLING Prior to placing any base material, the subgrade shall be proof rolled in accordance with Article 9 - EARTHWORK, Section 9.3.13 - PROOF ROLLING. Any soft or loose areas shall be corrected to the satisfaction of the Engineer. 8.3.02 - HAULING AND PLACING Care shall be exercised in the hauling and placing of base/sub -base course materials to avoid segregation of the coarse and fine aggregates. The base /sub -base course material shall be placed on the prepared subgrade in lifts of sufficient quantity to conform to the thickness specified on the approved plan and profile. If the required compacted depth of the base or sub -base course material exceeds six inches (6 "), it shall be constructed in two (2) or more layers of approximately equal thickness. The maximum compacted thickness of any one lift shall not exceed six inches (6 °). 8.3.03 - COMPACTION All base and sub -base course material shall be compacted to a minimum dry density of 95% of Modified Proctor AASHTO T180 (ASTM D 1557) at a moisture content near optimum. Water shall be applied during placement and thoroughly mixed to achieve the required compaction. 8.3.04 - SURFACE AND THICKNESS TOLERANCES The surface of the base or sub -base course shall be smooth and true to the established crown, grade and thickness. Spot checks should not vary more than one -half inch (Y2") up or down from the calculated elevation (plan grade). Any areas not within these tolerances shall be reworked until compliance is achieved. 8.3.05 - QUALITY CONTROL Prior to start of placement of aggregate base materials, the Contractor shall fumish to the Engineer two (2) copies of recent (within past six months) test reports on the proposed materials. Test reports shall include the following tests; Hveem Stabilometer ( "R" value) AASHTO T 190 Gradation analysis AASHTO T 88 Atterberg Limits (LL & PI) AASHTO T 89 & T 90 Proctor curve (Modified) AASHTO T 180 All testing shall be paid for by the Contractor except field moisture/density testing which shall be provided by the City. In general, a minimum of one moisture/density test will be taken for each 200 feet of roadway being constructed. If in the opinion of the Engineer, the materials being used do not appear to conform to the approved test reports, then the Contractor shall provide such testing as required to verify the quality of the materials. Verification material tests that pass will be paid for by the City; however, any failing tests will be paid for by the Contractor. 8.4 - METHOD OF MEASUREMENT Unless used as replacement for unsuitable material, aggregate base course construction described herein will not be measured as a separate pay item, but will be considered as incidental to the item which it applies (i.e - Asphalt Paving, etc.). Where used as replacement for unsuitable material. measurement shall be volume in cubic yards or by the ton as evidenced by weight tickets for each truckload or fraction thereof. 8.5 - BASIS OF PAYMENT Unless noted otherwise in Article 2, SPECIAL PROVISIONS, aggregate base course will not be paid for as a separate pay item. When used as replacement for unsuitable material, payment shall include all costs associated with the excavation, removal and disposal of unsuitable materials and all costs associated with furnishing, placing and compacting aggregate base material. If no bid item exists for " Subgrade Stabilization', the price shall be negotiated. ARTICLE 9 EARTHWORK 9.1 -GENERAL 9.1.01 - DESCRIPTION The work covered by this section of the specifications shall consist of the removal and satisfactory disposal of all materials taken from within the limits of the work, construction of embankments and fill areas, and preparation of the subgrade, as specified herein, and as directed by the Engineer. 9.2 - MATERIALS 9.2.01 - EMBANKMENT MATERIALS Embankment material shall consist of earth, sand or gravel free from organic matter, frozen soil, ice, snow, mud or other deleterious material. All fill material shall be approved by the Engineer prior to placement. 9.3 - CONSTRUCTION REQUIREMENTS 9.3.01 - CLEARING AND GRUBBING All areas to be cleared for earthwork shall be stripped of all organic matter (grasses, weeds, trees, roots, and any other vegetative material) prior to the start of excavation or embankment operations. Any trees or shrubs to remain within the clearing limits shall be flagged by the Engineer. If stated on the drawings, the Contractor shall stockpile the stripped materials at a location designated by the Engineer for future use. When a site is not designated, the Contractor must dispose of the material off site. If shown on the drawings, the stripped materials shall be placed along landscaped areas as directed by the Engineer. After clearing and grubbing is complete, the Contractor shall notify the Engineer for his approval of the clearing and grubbing prior to subsequent earthwork operations. 9.3.02 - DUST PREVENTION During construction and until final acceptance by the Engineer the Contractor shall be responsible for controlling dust emissions in the construction area. No earthwork activities shall be performed when the wind speed exceeds thirty miles per hour (30 MPH). Whenever conditions exist that create airborne soil particles, the Contractor shall at his expense, wet all disturbed areas as often as necessary to control the dust. All fill areas shall be compacted daily to the specified compaction. Any mud or dirt carry out onto paved surfaces shall be cleaned up daily or when directed by the Engineer. Failure by the Contractor to comply with the above may result in the Engineer issuing a stop -work order until the problems are corrected. Any dust control or clean -up done by City crews will be back charged to the Contractor. When the area of ground disturbed by the construction exceeds 5 acres, a National Pollution Discharge Elimination System (NPDES) permit for stormwater runoff must be obtained from the State Department of Health prior to any earthwork activities. Areas of ground disturbance of 25 acres or less require an air pollution permit for fugitive dust from the Pueblo City /County Health Department. This permit shall be obtained by the Contractor. 9.3.03 - BURNING Burning to remove or dispose of materials will not be permitted. 6e 9.3.04 - REMOVAL OF STRUCTURES AND OBSTRUCTIONS All existing physical features which conflict with the new construction shall be removed by the Contractor and disposed of properly at a site acceptable to the Engineer. These shall include but not be limited to; asphalt or concrete paving, base course, miscellaneous concrete flatwork, curb and gutter, sidewalk, foundations, culverts and headwalls, fences, abandoned utilities, and any other items not intended to remain. Where required to obtain a straight line without jagged edges, the removal shall require sawcutting. Sawcuts shall be a minimum of 1/4 the thickness of material (or deeper) to obtain a clean straight face. Unless specifically noted otherwise on the drawings or in the Special Provisions, sawcuts shall be considered subsidiary to the removal item and will not be paid for separately. If any items are removed or damaged by the Contractor beyond the limits of demolition shown on the drawings or as marked in the field, they shall be replaced by the Contractor at no expense to the City. 9.3.05 - BASES OF CUTS AND FILLS Bases of all excavations and embankments (cuts and fills) shall be scarified to a depth of six inches (6 ") and compacted to the requirements of Section 9.3.09 - COMPACTION, unless otherwise directed by the Engineer. In roadway sections where full depth asphalt paving or concrete pavement is to be placed directly upon soil subgrade without benefit of any base course, the subgrade shall be scarified to a depth of twelve inches (12 ") and compacted to the requirements of Section 9.3.09 - COMPACTION. If the subgrade is an embankment having a depth less than or equal to six inches (6 "), the base of the fill shall be scarified to a depth of twelve inches and compacted prior to fill placement. For embankments having a depth greater than six inches (6 "), a minimum of six inches (6 ") of scarification and compaction of the base of fill is required. 9.3.06 - EXCAVATION Excavation (Common or Unclassified) shall consist of the excavation of all materials of whatever character. All excavation shall be made to the elevations and lines shown on the drawings and as directed by the Engineer. No excavation shall be made below subgrade elevation except to remove any soft or saturated soils, organic material or other unsuitable materials as ordered by the Engineer. Any overexcavation not ordered by the Engineer shall be replaced with suitable material and compacted by the Contractor at no cost to the City. Whenever excavation is necessary to remove unsuitable material, it shall be replaced with material acceptable to the Engineer in accordance with Section 9.3.08 - EMBANKMENT of these Specifications. 9.3.07 - ROCK or MAN -MADE OBSTRUCTION EXCAVATION Rock will be defined as any naturally occurring or man -made material in such a form that it cannot be readily removed using the equivalent of a Caterpillar D7 bulldozer with a ripper or a Caterpillar 325 crawler mounted backhoe with "rock teeth ", without a significant loss of production. It also includes boulders exceeding one -half ('/2) cubic yard in volume. Whenever rock material is encountered in an excavation, the Contractor shall immediately notify the Engineer for field verification. The Engineer shall measure and document the limits of the rock prior to excavation. Any rock removed prior to notification will not be considered for payment. -2- Blasting for rock excavation will only be allowed with the written permission from the Engineer and Fire Chief. The Contractor shall exercise the utmost care to protect the public from harm and to avoid property damage. Blasting shall be done by a State licensed blaster. The Contractor shall comply with all laws, ordinances, insurance, bonding, and applicable safety code requirements and regulations and shall be responsible for all damage caused by the blasting operations. 9.3.08 - EMBANKMENT Before placing the fill material, the existing ground shall be prepared as outlined in Section 9.3.01 - CLEARING AND GRUBBING and 9.3.05 - BASES OF CUTS AND FILLS. Prior to placing new embankment, the recompacted subgrade shall be proof rolled as defined in Section 9.3.13 PROOF ROLLING. Place fill material in uniform lifts having a maximum loose thickness of eight inches (8 "). Fill shall be free from frozen soil, snow, ice, mud, rubbish, organic material, and large rock. Maximum rock size shall be limited to three inches (3") for fills less than one foot (1') thick and to a maximum size of eight inches (8 ") for deeper fills except that rock larger than three inches (W) are not permitted within twelve inches (12 ") of the finished subgrade. Areas to be landscaped shall be free from surface rock larger than one inch (1 "). 9.3.09 - COMPACTION The Contractor shall employ whatever equipment and methods that are necessary to obtain the moisture and required density. All soils within the compaction limits beneath roadways, alleys, sidewalks and driveways shall be compacted to either ninety -five percent (95 %) of the maximum dry density as defined by AASHTO T 99 (Standard Proctor) or ninety percent (90 %) of the maximum dry density as defined by AASHTO T 180 (Modified Proctor). Compaction limits are from finished subgrade to six inches (6 ") below the base of cuts and fills (12" below full depth asphalt or concrete pavement). Moisture content for all compacted soils shall be within ±2% of optimum unless field observation verifies that the soils are unstable at lesser moisture contents. In those cases, the Engineer shall establish a minimum moisture content. 9.3.10 - QUALITY CONTROL Field testing for moisture content and dry density of the compacted soil will be done by the City. The Contractor may retain the services of an independent testing firm to perform the testing at his expense. Frequency and location for the tests will be at the City's discretion. In general, a minimum of one test per foot of fill and /or along the bases of cuts and fills, will be taken for each 200 feet of roadway being constructed. Any areas where the field test indicates that the soil does not meet the moisture or density specification shall be wetted or dried as necessary, and reworked until the requirements are satisfied. Except for City projects, the Contractor shall provide the Engineer with a soil classification, including a sieve analysis, plasticity index and a Proctor curve for each of the different soils to be encountered at the site. Copies of all field moisture /density testing performed by independent testing firms shall be submitted to the City. Cost for these tests shall be paid for by the Contractor. 9.3.11 - BORROW When the quantity of suitable excavated material required for the embankment and subgrade preparation is greater than the quantity that can be obtained from the excavation in the project, the Contractor shall make -up the deficiency from borrow pits. The borrow material shall be obtained from sources selected by the Contractor subject to approval of the Engineer. All material shall be clean and free from any environmental hazards. The Contractor shall obtain the written permission from the owner to procure borrow material, shall pay all royalty and other charges involved and shall bear all the expenses of -3- developing the sources, including right -of -way for hauling 9.3.12 - EXCESS MATERIAL All excavated material not required for the construction of embankments or for backfilling, including unsuitable material that has been removed at the direction of the Engineer, shall become the property of and be properly disposed of by the Contractor, unless otherwise stated in the Special Provisions. 9.3.13 - PROOF ROLLING Proof rolling with a rubber tired roller having an operating weight of at least 9 tons per axle (or comparable heavy equipment) will be required prior to the construction of the pavement and beneath curb and gutter. Proof rolling shall be done after the specked compaction has been obtained and verified by field testing. Areas found to be weak and those areas which failed shall be reworked to obtain the specified density at the Contractor's expense. Following reworking, any areas that need to be removed because of soft soils below the compaction limits (from finished subgrade to six inches (6 ") below the base of cuts and fills or 12" for full depth asphalt paving) as evidenced through proof rolling will be replaced with suitable material as directed by the Engineer. This work will be paid for as "Remove Unsuitable Material". If no bid item exists, the price shall be negotiated before the work is performed. Any areas that need to be reworked which are within the compaction limits, shall be done at the Contractor's expense. 9.3.14 - REMOVAL OF UNSUITABLE MATERIAL Whenever excavation below the specified elevation to remove soft or saturated soils, organic matter, or other unsuitable material is ordered by the Engineer, the Contractor shall remove same and replace with material acceptable to the Engineer. The replacement material shall be placed in layers not to exceed six inches (6 ") in thickness and shall be thoroughly compacted before the next layer is placed. 9.3.15 - GRADING All areas within the project area, including excavated and fill sections, shall be finished to a smooth and uniform surface conforming to the typical sections specified. Spot checks of finish grades shall not be more than 0.10 foot above or below the plan grade. Where bituminous or concrete surfacing materials are to be placed directly on the subgrade, the subgrade shall not vary more than 0.05 foot from the plan grade and the arithmetic average of ten random spot elevations taken along a 100 foot length of roadway shall be within + 0.02 foot of the plan grades. Provide rounding at top and bottom of banks and at other breaks in grade 9.4 - METHOD OF MEASUREMENT In general, excavation and embankment will not be measured or paid for as a separate bid item but will be considered subsidiary to a bid item such as hot bituminous pavement, sidewalk, driveway, curb & gutter, etc.. When paid for as a separate bid item, excavation and embankment will be measured by the volume of embankment in cubic yards based on the cross sections and calculations by the Engineer. When paid for as a separate bid item, borrow shall be measured in cubic yards in its original position using the method of end areas. Volume for unsuitable material shall be the actual measurements of the excavation required to remove the objectionable material computed to cubic yards. When the unsuitable material is replaced by aggregate base course, measurement shall be by the volume in cubic yards or by the ton and fraction thereof as evidenced by weight tickets for each truckload placed. Rock excavation shall be measured as the actual volume in cubic yards of verified rock removed to the limits established by the Engineer. 9.5 - BASIS OF PAYMENT No payment will be made for excavation and /or embankment unless noted otherwise in the Special Provisions. When paid for, embankment will be paid for per cubic yard as compacted in place material measured in accordance with Section 9.4. All costs associated with Clearing and Grubbing, Removal of Obstructions, Excavation, Embankment, Dust Control, Compaction, Grading and all related work shall be included in the cost for Embankment. Payment for excavation to remove unsuitable material beyond the compaction limits shall be full compensation for all costs associated with the complete removal and disposal including hauling and landfill fees if necessary, and the replacement with suitable material. Rock excavation will include all costs associated with the removal and disposal of rock as defined in this Article. Payment for rock excavation will be for actual costs of documented labor and equipment associated with rock removal plus 15% mark -up. Rates for equipment shall not exceed the rental rates used by the Colorado Department of Transportation. -5- ARTICLE 10 HOT BITUMINOUS PAVEMENT 10.1 -GENERAL 10.1.01 - DESCRIPTION The construction of hot bituminous pavement shall consist of furnishing a mixture of mineral aggregate and bituminous binder, mixed, hauled, spread, compacted and finished in reasonably close conformance with the lines, grades, thicknesses, and typical cross sections shown on the plans or established by the Engineer. 10.2 - MATERIALS 10.2.01 - ASPHALT CEMENT Asphalt cement for the pavement mixture shall be AC -10 unless otherwise specified in the Article 2 - Special Provisions and shall conform to the requirements of Table 2 of AASHTO M 226. The cement shall be homogeneous, free from water, and show no tendency to foam when heated to three hundred forty seven degrees Fahrenheit (347 0 F). The spot test shall be negative for all grades when conducted with a napthaxylene solvent containing not more than 10% xylene by volume. Asphalt cement shall not be heated during the process of its manufacture, storage or during construction, to a temperature so as to cause the formation of carbonized particles. At no time shall the temperature of the asphalt cement be raised above three hundred seventy five degrees Fahrenheit (375 °F) after loading in a tank for transportation from the refinery to the purchaser. Written certification of compliance with these specifications shall be provided to the Engineer. The Engineer may, in the absence of written certification, require that samples of the asphalt cement be delivered to an approved testing laboratory to ensure compliance with these specifications. Costs for testing shall be paid for by the Contractor. 10.2.02 - ASPHALT AGGREGATES The course and fine aggregates for hot bituminous pavement mixtures shall be graded and combined in such proportions that the resulting composite blend meets the grading requirements of the job mix formula. The job mix formula, with the aggregate tolerances, shall be within the master range set forth in the following table: Master Range Table for Hot Bituminous Pavement Sieve Size Percent By Weight Passing Square Mesh Sieves Grading Grading Grading Grading G C cx F 1 Y:" 100 1 " 100 314' 63-85 100 112" 46-78 70-95 100 318' 60-88 74 -95 94 22.54 44 -72 50-78 #8 13-43 30-58 32-60 45-85 #30 422 12 -34 12 -34 #200 1-8 3-9 3-9 7 -13 -1- Grading of the aggregate shall be Grading C unless otherwise specified in Article 2 - SPECIAL PROVISIONS. Coarse aggregate shall have a "Los Angeles Abrasion Test" (AASHTO T -96) percentage of wear not exceeding 45 %. The aggregate shall be free from clay balls, organic matter, or other deleterious substances. At least sixty percent of the aggregate retained on the No. 4 sieve shall have at least two (2) fractured faces. 10.2.03 - ASPHALT AGGREGATE MIXTURE (JOB MIX FORMULA) The Contractor shall furnish to the Engineer, a mix design from an approved independent testing laboratory, of the hot bituminous pavement he proposes to use. This job mix formula shall establish a single percentage of aggregate passing each required sieve size, a single percentage of bituminous material to be added to the aggregate, and a single temperature for the mixture at the discharge point at the plant. The job mix formula shall also give recommended temperatures for delivery and compaction. The job mix formula shall be determined a minimum of once per year, or when the asphalt supplier or aggregate characteristics change. After the lob mix formula has been established all mixtures furnished for respective pcQWgia shall conform thereto within the following range of tolerances: Maximum Size t 0% Passing No. 8 and larger sieves ±8% Passing No. 30 ±6% Passing No. 200 t 2% Asphalt Content t 0.5% Discharge Mix Temperature t 20 °F After the project is under contract, the job -mix formula may be changed by the Engineer for either of the following reasons: (a) Change in the job -mix formula will produce material of equal or better quality and will provide for more efficient pit operations. (b) Change in the job -mix formula will produce material of equal or better quality and will result in a cost savings to the City through an adjustment in unit price. Asphalt mix designs containing reclaimed asphalt pavement (RAP) materials will only be allowed with written approval from the Director of Public Works. 10.2.04 - PRIME COAT (a) Description: When indicated in the bid proposal or the plans, all prepared or existing surfaces ready for asphaltic surfacing shall be primed with a cut -back asphaltic oil in accordance with these specifications, or as directed by the Engineer. (b) Surface Preparation: Before applying the prime coat, all loose material shall be removed from the surface as directed by the Engineer. That portion of the surface prepared for treatment shall be dry and in satisfactory condition. (c) Liquid Asphalt: The cut -back liquid asphalt shall be MC -70 and shall satisfy the requirements of ASTM 2027. MC -250 may be used under certain conditions with written permission of the Engineer. -2- (d) Placing: The prime coat shall be placed by means of an approved pressure distributer capable of applying the prime coat uniformly to the surface to be treated in the required quantity and maintain the specified rate of the entire load regardless of changes in grade. Before application, the liquid asphalt shall be heated to the proper viscosity for spraying, however, the temperature shall not exceed 130'F. The rate of application shall be 0.3 gallons per square yard or as directed by the Engineer. The prime coat shall not be applied when the surface is wet or when the air temperature is less than 40 °F, or when precipitation is imminent. The prime coat shall be carefully applied. If excessive amounts of curbs, sidewalks, driveways, or other structures are sprayed with liquid asphalt, they shall be cleaned to the satisfaction of the Engineer at the Contractor's expense. The prime coat shall be allowed to cure for a minimum of 24 hours prior to paving operation. If after the curing period, the prime coat has not penetrated the base materials, and the surface must be used by traffic, a suitable blotter material shall be applied in amounts needed to absorb excess liquid asphalt. The blotter material shall be a dry sand. 10.2.05 - TACK COAT (a) Description: Existing asphalt surfaces receiving an asphalt overlay, existing vertical concrete surfaces such as curb and gutter, crosspans and manholes, or between layers of multi - course asphaltic pavement structure, shall receive a tack coat consisting of an emulsified asphalt in accordance with these specifications at the locations shown on the plans, or as directed by the Engineer. Tack coat may be eliminated between successive lifts if the Contractor protects the surface from contamination. (b) Surface Preparation: Before applying the tack coat, surfaces shall be thoroughly cleaned of all dirt and other debris to ensure adequate bond between tack surface and asphaltic mat. The surface of the existing asphalt must be completely dry before placing tack coat. (c) Liquid Asphalt: The liquid asphalt used for tack coat shall be an emulsified asphalt grade CSS -1h or SS -1h and shall satisfy the requirements of AASHTO M 140 or M 208. Other emulsified asphalts may be used upon written permission of the Engineer. (d) Placing: Refer to Section 10.2.04 (d). The rate of application shall be 0.1 gallons per square yard and shall provide a uniform and even coating of the surface. The surface shall be allowed to cure to permit drying and setting of the tack coat prior to the paving operation. 10.3 - CONSTRUCTION REQUIREMENTS 10.3.01 - MIXING PLANT The requirements of this section shall be the same as Section 401.08 'Bituminous Mixing Plant" of the Standard Specifications for Road and Bridge Construction by the Colorado Department of Transportation, latest edition. For plant inspection, the Engineer or approved laboratory shall have full right to enter at any time and conduct necessary tests to ensure compliance with these specifications, -3- 10.3.02 - HAULING EQUIPMENT Trucks used for hauling the hot bituminous pavement mixture shall be equipped with tight, clean, smooth metal beds. The beds shall be coated with an oil or other approved material to prevent the mixture from adhering to the beds. Each load shall be covered with a tarp to protect it from inclement weather conditions when directed by the Engineer. Each truck shall be numbered and it's GVW and tare clearly visible. 10.3.03 - PAVING MACHINES Unless otherwise permitted by the Engineer, the mixture shall be spread by means of a self - propelled laydown machine equipped with a screed or strike -off assembly and capable of spreading and finishing the hot bituminous pavement mixture to the line, grade, and crown as shown on the plans. The paving machine shall be equipped with an automatic control system which will control the elevation of the screed and which is automatically actuated by a system of sensor operated devices which sense and follow reference lines or surfaces on one or both sides of the machine as required. The screed shall be maintained at the proper elevation at each end by controlling the elevation of one end and automatically controlling the transverse slope or by controlling each end independently, as directed by the Engineer. The automatic control system shall be capable of working with the following items and shall be fumished with the machine: (a) Ski -type device at least 30 feet in length (b) Short ski or short shoe The screed or strike -off assembly shall effectively produce a finished surface of required evenness and texture without tearing, shoving or gouging the mixture. Two qualified operators shall be on the screed at all times during operation. When laying mixtures, the paver shall be capable of being operated at forward speeds consistent with the satisfactory laying of the mixture. 10.3.04 - ROLLERS Unless permission is otherwise given, rollers shall be steel wheeled and pneumatic tire type and be in good condition, capable of reversing without backlash. They shall weigh not less than eight (8) tons. All rollers shall have a water system capable of keeping the wheels properly moistened to prevent adhesion to the wheels. The number, weight and type of rollers shall be sufficient to obtain the required compaction while the mixture is in a workable condition. The minimum number of rollers shall be two. Heavy equipment or rollers shall not be allowed to stand on freshly placed pavement. 10.3.05 - PAVING SURFACE After the pavement base has been prepared, it shall be made ready for paving by clearing any loose material off as directed by the Engineer. Paving on wet or frozen subgrade /base will not be permitted. When shown on the plans or where indicated in the Special Provisions, a prime coat shall be applied as specified in Section 10.2.04. A tack coat shall be used between courses of pavement in accordance with Section 10.2.05. Prior to placing any pavement surface, the prepared baselsubgrade shall be approved by the Engineer for compaction, grade, crown, etc. -4- 10.3.06 - DELIVERY TEMPERATURE The minimum and maximum delivery temperatures of the asphalt to the jobsite shall be as follows; Minimum Maximum For mixes not containing rubberized asphalt - 235 °F 285 °F For mixes containing rubberized asphalt - 260 °F 285 °F Asphalt above or below the above temperatures may be rejected. 10.3.07 - SPREADING AND FINISHING The mixture shall be laid upon the approved base surface and struck off to the required grade and elevation. Pavers shall be used to distribute the mixture over the entire surface except where hand placing is necessary. On the areas where the use of mechanical pavers cannot be used, the mixture shall be spread, raked and luted by hand tools. When production and delivery of the mixture can be maintained, pavers may be used in echelon to place the wearing course in adjacent lanes. The material shall be placed in a maximum compacted thickness of three inches (3 ") and a minimum compacted thickness of twice the diameter of the aggregate. 10.3.08 - COMPACTION After the bituminous mixture has been spread, struck off and surface irregularities adjusted, it shall be thoroughly compacted by rolling. Unless otherwise directed, rolling shall begin at the sides and proceed longitudinally parallel to the street centerline, each pass overlapping one -half the roller width, gradually progressing to the crown of the street. When paving adjacent to a previously placed lane, the longitudinal joint shall be rolled first followed by the regular rolling procedure. When paving along curves having superelevation, rolling shall begin at the low side and progress towards the high side. Rolling shall continue until all roller marks are eliminated. Final roiling shall be done with a steel wheeled roller. Use of vibratory rollers with the vibrator on will not be permitted during surface course final rolling. Pavement other than Grading F shall be compacted to a density of 92% to 96% of the maximum theoretical density, determined according to AASHTO T 209. Grading F shall be compacted to a density of 90% to 95% of the maximum theoretical density. Testing to ensure compliance shall be supplied and paid for by the City. In general, one test for every 1000 square yards of paving with a minimum of one test shall be provided at each location. Any mixture that becomes loose or broken, mixed with soil, or is in any way defective shall be removed and replaced with fresh hot mixture, which shall be compacted to conform with the surrounding areas. 10.3.09 - JOINTS The longitudinal and transverse joints shall be made in a careful manner, well bonded and sealed. If directed, the joints shall be coated with tack coat material. Transverse joints shall be formed by cutting through the previously laid course to expose the full depth of the course and coated with tack material. Transverse joints on successive layers shall be offset by a minimum of twelve inches (12 "). -5- Longitudinal joints on successive layers shall be offset by a minimum of six inches (6 "). The joints in any pavement layer shall not fall in a wheel track. The joints in the top layer of a new pavement not built on top of an existing pavement shall be located as follows: (1) For two -lane roadways, at the centerline of the pavement and at the outside edge of the travel lanes. (2) For roadways of more than two lanes, at the lane lines and at the outside edge of the travel lanes. 10.3.10 - WEATHER LIMITATIONS Hot bituminous pavement shall be placed only on properly constructed surfaces that are free from water, snow, or ice. The bituminous mixtures shall be placed in accordance with the temperature limitations of Table 10-1 and only when weather conditions permit the pavement to be properly placed and finished, as determined by the Engineer. Table 10.1 Placement Temperature Limitations Compacted Layer Air and Surface Thickness Temperature (Inches) I Minimum (degrees F) I Top Layer of I Layers Below Pavement Top Layer 1 or less 60 50 > 1 to 3 1 50 40 Note: Air temperature is taken in the shade. When it is in the public interest and approved by the Engineer, minimum temperature requirements may be waived for placing prime coats and layers of bituminous mixtures. However, pavement operations will be suspended when density requirements are not met. Approval to place asphalt at reduced temperatures does not limit the Contractor's warranty requirements. 10.3.11 - SURFACE AND THICKNESS TOLERANCES The surface of the finished pavement shall be free from depressions exceeding 3/16 inch in ten (10) feet, when tested with a straight edge. All depressions exceeding the specified tolerances shall be corrected by removing the defective work and replacing it with new material as directed. The surface shall be smooth and true to the established crown and grade. Layer thicknesses shall be within t 25% on lower lifts and t 1/4" on the surface lift. 10.3.12 - PROTECTION OF PAVEMENT The Contractor shall arrange the work in such a manner as to cause a minimum of inconvenience to the traveling public and the abutting property owners. The Contractor shall provide all necessary Traffic Control as required for the safe and successful completion of the work. Newly placed asphalt shall be protected from traffic until it has been compacted and cooled. �M 10.3.13 - PATCHING Remove the material to the depth and extent required in accordance with the Special Provisions or the Standard Detail. whichever applies. Prepare the subgrade to the requirements of Article 8 - EARTHWORK Depth or thickness of the base course and hot bituminous pavement shall be as defined on the drawings. Special Provisions, or as necessary to match the existing conditions, whichever is greater. Construction of patches shall conform to all applicable sections of this article. Spreader boxes may be used to place asphalt for patches. 10.4 - METHOD OF MEASUREMENT The quantity of hot bituminous pavement to be paid for shall be measured by one of the following as determined by the Bid Proposal: a. The number of square yards of pavement of the specified thickness complete in place as measured in the field and accepted by the Engineer. b. The number of tons of asphalt delivered and placed in accordance with the plans and specifications and accepted by the Engineer. Individual weight tickets for each truckload from state certified scales shall be furnished to the Inspector, signed by the driver and include the following information: Date Time Dispatched Gross Weight Tare Weight Net Weight Project Destination Truck No. Asphalt Mix Type State allowable Gross Vehicle Weight (GVW) Asphalt delivered in trucks that exceed the rated GVW will be used but the excess over GVW will not be paid for. Any material delivered to the site without a weight ticket will not be paid for. Except for sewer trenches, patching shall be measured by the square yards of asphalt completed and accepted by the Engineer, unless otherwise stated in the bid schedule or Article 2 - SPECIAL PROVISIONS. The limits of the patch shall be marked by the Engineer in advance of demolition and any removal beyond these limits will not be considered for payment. Patching of sewer trenches shall conform to Article 12 - SANITARY SEWER. 10.5 - BASIS OF PAYMENT Hot bituminous pavement will be paid for at the unit price per square yard or ton as set forth in the Bid Proposal. This payment shall be full compensation for all related earthwork as defined in Article 8 - EARTHWORK. all materials, tools, equipment, and labor necessary to complete the work under this section in accordance with the plans and these specifications. The payment shall be full compensation for aggregate base construction, materials hauling, prime (when specified) and /or tack coats applied and placing and compacting asphalt in accordance with these specifications. The unit price for asphalt patching shall include all labor and materials to construct a complete patch. including but not limited to, traffic control, cutting the asphalt, removing the existing asphalt material and base, and removal of any excess or unsuitable subgrade soils and replacement (if necessary) to a depth of six inches (6 ") below the finished subgrade elevation. It shall also include applying tack coat, replacement of base materials, constructing asphalt surface in two inch (2 ") lifts and sealing the joint between new patch and existing asphalt with tack oil after the patch is made. -7- ARTICLE 11 PLANT MIXED SEAL COAT (ASPHALTIC OVERLAY) 11.1 - GENERAL 11.1.01 -DESCRIPTION Plant mixed seal coat (PMSC) shall consist of furnishing, placing, and compacting a mixture of mineral aggregate and bituminous binder onto the prepared surface of an existing roadway pavement in accordance with these specifications. 11.2 - MATERIALS 11.2.01 - ASPHALT CEMENT The asphalt cement for the pavement mixture shall conform to the requirements of AASHTO M 226, and shall be AC -10 unless specified otherwise in Article 2 - Special Provisions. The asphalt cement content shall be approximately 7%:t 0.5% by weight of the mixture. The actual asphalt cement content shall be determined by the Job Mix Formula submitted and approved for the project. The asphalt shall be homogeneous, free from water and show no tendency to foam when heated to three hundred forty seven degrees Fahrenheit (347 °F). The spot test shall be negative for all grades when conducted with a napthaxylene solvent containing not more than 10% xylene by volume. Asphalt cement shall not be heated during the process of its manufacture, storage or during construction to a temperature so as to cause the formation of carbonized particles. At no time shall the temperature in storage be more than ten degrees Fahrenheit (10 °F) below the actual flash point of the asphaltic cement, nor shall the temperature of the asphalt cement be raised above 375'F after loading in a tank for transportation from the refinery to the purchaser. Written certification of compliance with these specifications shall be given to the Engineer. The Engineer may, in the absence of written certification require that random samples of the asphalt cement be delivered to an approved testing laboratory for testing to ensure compliance with these specifications, at the Contractor's expense. 11.2.02 - EMULSIFIED ASPHALT Liquid asphalt for tack coat shall be an emulsified asphalt grade CSS -1h or SS -1h and shall satisfy the requirements of AASHTO M 140 or M 208. Residue penetration test values shall be between 40 and 120. Other emulsified asphalts may be used upon written permission of the Engineer 11.2.03 - AGGREGATE Aggregates for PMSC shall consist of clean, hard, durable fragments of crushed stone. crushed gravel, or crushed slag. The aggregate shall be free from organic matter, clay. and deleterious substances. The coarse and fine aggregates for the mixture shall be graded and combined in such proportions that the resulting composite blend meets the grading requirements of the job mix formula. The job mix formula with the allowable tolerances shall be within the master range set forth in the following table. -1- MINERAL AGGREGATE GRADATION TABLE FOR PLANT MIXED SEAL COAT (PERCENT PASSING BY WEIGHT) SIEVE SIZE % PASSING TOLERANCE 3/8" 100 No.4 40-65 18% No.8 20-47 16% No.50 4 -18 t 6% No.200 2 -9 t 2% Coarse aggregate (material retained on the No.4 sieve) shall have not more than 35% wear per the "Los Angeles Abrasion Test" (AASHTO T 96). All particles retained on the No. 4 sieve (and larger) shall consist of crushed pieces having two or more fractured faces. Particles smaller than No. 4 shall have at least one fractured face. Mineral filler shall conform to the requirements of AASHTO M17 and shall consist of rock dust, slag, hydrated lime, hydraulic cement, fly ash or suitable mineral matter. It shall be free of organic impurities and agglomerations. When used, it shall be dry enough to flow freely. Mineral shall be graded within the following limits: SIEVE SIZE MASS PERCENT PASSING No. 30 100 No. 50 95-100 No, 200 70-100 Mineral filler shall have a plasticity index not greater than four excluding hydrated lime and hydraulic cement. 11.2.04 - JOB MIX FORMULA The Contractor shall furnish to the Engineer a mix design from an approved testing laboratory of the plant mixed seal coat that he proposes to use. The job mix formula shall be within the range as shown in the table above. 11.2.05 - CRACK SEALANT Crack sealant material shall meet the requirement of ASTM D3405 -78. Along with the bid, the Contractor shah submit a material safety data sheet and material specification report for the material that he intends to use. -2- 11.3 - CONSTRUCTION REQUIREMENTS 11.3.01 - TRAFFIC CONTROL The Contractor shall submit a traffic control plan prepared by a Certified Traffic Control Supervisor, covering all phases of the proposed construction at the preconstruction conference for approval by the Traffic Engineer. All traffic control procedures, signing, lighting and barricades shall conform to the "Manual on Uniform Traffic Control Devices ", and shall be set up and maintained by a Certified Traffic Control Supervisor. The Traffic Control Supervisor shall be certified as a Worksite Traffic Supervisor by the American Traffic Safety Services Association (ATSSA) or Colorado Contractors Association (CCA). A copy of the Traffic Control Supervisor's Certification shall be provided to the Engineer at the pre - construction conference. The Contractor shall provide all barricades, flagmen, control devices, etc., as are necessary to control traffic and protect the areas under construction. Also, he must provide all devices required to ensure that the project areas are free from parked vehicles when he intends to work on that street. A minimum of 24 hours advance warning must be given. Notify the Engineer immediately if any vehicles are parked along the path of the proposed operation so that appropriate measures can be taken. 11.3.02 - MIXING PLANT The requirements of this section shall be the same as Section 401.08 "Bituminous Mixing Plant" of the Standard Specifications for Road and Bridge Construction by the Colorado Department of Transportation, latest edition. For plant inspection, the Engineer or approved laboratory shall have full right to enter at any time and conduct necessary tests to ensure compliance with these specifications. 11.3.03 - HAULING EQUIPMENT Trucks used for hauling the asphaltic concrete mixture shall be equipped with tight, clean, smooth metal beds. The beds shall be coated with an oil or other approved material to prevent the mixture from adhering to the bed. Each load shall be covered with canvas or other suitable material of sufficient size to protect the mixture when directed by the Engineer. 11.3.04 - PAVING MACHINES Bituminous pavers shall be a self - propelled unit provided with an activated screed or strike -off assembly, heated if necessary, and capable of spreading and finishing courses of bituminous plant mix material in widths applicable to the specified typical section and thicknesses shown on the plans or specified. The paver shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The hopper shall be equipped with a distribution system to place the mixture uniformly in front of the screed. The paving machine shall be equipped with an automatic control system which will control the elevation of the screed and which is automatically actuated by a system of sensor operated devices which sense and follow reference lines or surfaces on one or both sides of the machine as required. The screed shall be maintained at the proper elevation at each end by controlling the elevation of one end and automatically controlling the transverse slope or by controlling each end independently, as directed. The automatic control system shall be capable of working with the following items and they shall be fumished with the machine: -3- a. Ski -type device at least 30 ft, in length b. Short ski or short shoe The screed or strike -off assembly shall effectively produce a finished surface of required evenness and texture without tearing, shoving or gouging the mixture. Two qualified operators shall be on the screed at all time during operation. When laying mixtures, the paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mixture. 11.3.05 - ROLLERS Rollers shall be steel wheeled and pneumatic tire type and be in good condition, capable of reversing without backlash. They shall weigh not less than eight (8) tons. All rollers shall have a water system capable of keeping the wheels properly moistened to prevent adhesion of the mixture to the wheels. 11.3.06 - PAVING SURFACE The pavement shall be clean and dry prior to overlay, and all sweeping shall be accomplished by the Contractor. Equipment shall be a self- contained street sweeper and not a power broom. The Contractor shall properly dispose of all sweeping material and shall keep all sidewalks, gutters, and lawns free from debris. All organic matter (weeds, grass, etc.) growing in cracks in the streets shall be removed by the Contractor, with a systemic herbicide (Round -Up or approved equal) two (2) weeks prior to placing any crack sealant, paving fabric, or plant mixed seal coat overlay. The herbicide shall be applied with a hand -held sprayer. All weed stems and stubble shall be removed. 11.3.07 - WEATHER LIMITATIONS Plant mixed seal coat shall not be applied when it is raining or immediately after a rainfall. Operations will be suspended when it begins to rain and only that asphalt being unloaded or in the hopper may be placed. Plant mixed seal coat shall not be applied when the ambient temperature, taken in the shade, is below 60 °F. 11.3.08 - TACK COAT (FOR STREETS TO BE OVERLAYED WITHOUT FABRIC) After sweeping, the pavement surface will be inspected by the Engineer. If satisfactory, the existing pavement shall receive a tack coat of emulsified asphalt. The material shall be uniformly applied with a pressure distributor. The rate of application shall be 0.1 gallons per square yard (min.). Tack coat shall be applied in such a manner as to offer the least inconvenience to traffic and to permit one -way traffic without pick -up or tracking of the bituminous material. Tack coat shall not be applied after sunset, in cold weather (below 60 or on wet pavement. The surface shall be allowed to cure to permit drying and setting of the tackcoat prior to the paving operation. When traffic is maintained, not more than '/z of the width of the section shall be treated in one application, or sufficient width shall be left to adequately handle traffic. Bituminous material shall not be placed on any surface where traffic will travel on the freshly applied material. 11.3.09 - SPREADING, FINISHING AND COMPACTION Material shall be spread to obtain the minimum one inch (1 ") compacted thickness unless specified otherwise in the Special Provisions. The plant mixed seal coat mixture shall be dumped directly into the laydown machine hopper. Dumping the mixture onto the pavement ahead of the laydown machine will not be permitted. The laydown machine shall be used to spread the mixture either over the entire width or over GI such partial width as may be designated The seal coat shall be rolled in a longitudinal direction, beginning at the outside edge and progressing towards the center. Rolling operations shall be conducted in such a manner that shoving, distortion, or stripping will not develop beneath the roller. The amount of rolling shall be confined to only that necessary for consolidating the seal coat and bonding it to the underlying surface course. Excessive rolling shall be avoided. Final rolling shall be done with a steel wheeled roller. 11.3.10 - TREE BRANCHES The Contractor shall trim any overhanging tree branches that are in his way and shall haul them off and properly dispose of them at his expense. 11.3.11 - OPEN GRATE INLETS The Contractor shall cover all open grate inlets that are encountered within the project to insure that Plant Mixed Seal Coat does not drop into the inlets. 11.3.12 -JOINTS Transverse joints shall be formed by cutting through the previously laid course to expose the full depth of the course. Additional care shall be taken to avoid rough longitudinal joints. A coating of tack coat material shall be used on contact surfaces of all joints just before additional mixture is placed. 11.3.13 - REMOVAL OF ASPHALT MAT (COLD PLANING) Removal of the asphalt mat (cold planing) shall consist of removing asphalt from each lane as shown on the typical section, unless otherwise directed by the Engineer. Removal shall be done by the use of an approved planing machine or grinder capable of removing, in one pass, a layer of bituminous material three inches (3") in depth. The planing machine shall be equipped with an automatic control system which will control the elevation of the drum and which is automatically actuated by a system of sensor - operated devices which shall sense and follow a uniform grade. Removal of asphalt mat shall be done in such a manner as to ensure a level riding surface. If a manhole and/or valve box is encountered, the asphalt shall be removed around the manhole to allow for the thickness of overlay. The finished planed surface shall be uniform and irregularities shall not vary more than '/2 inch across the width. All removed asphalt mat will become the property of the City, and shall be delivered to a designated site. with in a three (3) mile radius of the site, for stockpiling. The Contractor shall contact the Engineer prior to hauling any removed material to find out the specific stockpile location. At the completion of the day's work, vertical cuts greater than one inch (1 ") will not be allowed to remain in the areas being planed and the roadway shall be left in a stable condition acceptable to the Engineer. It is the responsibility of the Contractor to locate all manholes, valves, monument boxes, or other metallic features whether exposed or hidden from view. No claims for damages will be allowed for failure of the Contractor to locate these objects. 11.3.14 - ASPHALT PATCH CONSTRUCTION The Contractor shall schedule the asphalt patching to coordinate with the asphalt mat removal and plant mixed seal schedule. Where asphalt patching occurs in an area to be cold planed. the cold planing shall be done before the asphalt patch. Asphalt patching is to be done prior to crack sealing. Patch design shall be as noted on the drawings or as specified in Article 2, SPECIAL PROVISIONS. Patching shall conform to Article 10 - HOT BITUMINOUS PAVEMENT, Section 10.3.13 - PATCHING. -5- 11.3.15 - CRACK SEALING Crack, when specified, sealing shall follow cold planing and patching operations. After the street has been crack sealed a curing period shall be observed in accordance with the manufacturers recommendations. The material shall be proportioned, blended and heated and applied in accordance with approved manufacturer's specifications. Mixing of different manufacturer's brands or different types of sealant shall be prohibited. The Contractor shall use a hot compressed air lance and band -aid squeegee operation. The hot compressed air lance shall supply super - heated air at high velocity (minimum of 2800 FPS at 2800 °F) to the crack area, using approved methods and techniques to provide clean bonding faces which are free of moisture, dirt, clayey materials, latence and organic materials in the crack and immediate area surrounding the crack. All cracks to be sealed shall have a minimum width of one quarter inch (1/4 "). Any material used to seal cracks less than 1/4 " will not be paid for unless specifically approved by the Engineer in advance. The squeegee shall produce a band of uniform thickness and width with anchor (wipe) zones on either side of the band. The thickness of the band shall be maintained at 1/32" + 1/64 ". Freshly placed sealant shall be protected from vehicular traffic until 4 has cured enough that it will not track by vehicular or pedestrian traffic. 11.3.16 - PAVING FABRIC After sweeping, the pavement surface will be inspected by the Engineer. If satisfactory, where shown on the plans, the Contractor shall furnish and install the paving fabric according to the manufacturer's recommendations. The fabric shall be of non -woven synthetic fibers; resistant to chemical attack; mildew and rot resistant; and shall meet the following requirements: PROPERTY REQUIREMENT Tensile Strength - lbs. 90 minimum ; Elongation at break - % 50 minimum Asphalt Retention - gal. /sy.yd. 0.20 minimum Melting Point - OF 300 or greater ' Minimum value in weaker direction. All numerical values represent minimum average roll values. The material used to impregnate and seal the fabric, as well as bond it to both the base pavement and overlay, shall be AC -10. The asphalt sealant shall be heated to a range from 2901 to 325'17 and shall be evenly applied with a distributer truck at an approximate rate of .25 gallons /square yard. The Engineer and \or manufacturer's representative may slightly vary the rate in order to achieve a maximum absorption without bleeding. The manufacturer's representative shall be present to supply information on the appropriate method of installation. The fabric shall be placed into the asphalt sealant with a minimum of wrinkling prior to the time the asphalt sealant has cooled and lost tackiness. As directed by the Engineer, wrinkles or folds shall be slit and laid fiat. Brooming and /or pneumatic rolling will be required to maximize fabric contact with the pavement surface. Transverse joints shall be lapped in the direction of paving to prevent pickup by the paver. A second application of asphalt sealant to fabric overlaps shall be required if in the judgement of the Engineer it is needed to ensure proper bonding of the double fabric. Tack coat shall be applied at the joints before the next roll of fabric is placed. Overlap of fabric at joints shall be from one inch (1 ") to three 0 inches (3") and the width of the tack coat shall be the same. The gap between the asphalt edge and fabric shall be six inches (6 ") min. and twelve inches (12 ") max. Placement of the plant mix seal coat overlay shall closely follow fabric laydown. The temperature of the mix shall not exceed 325 °F. In the event asphalt bleeds through the fabric causing construction problems before the overlay is placed, the affected areas shall be blotted by spreading sand or hot mix. Turning of the paver and other vehicles shall be gradual and kept to a minimum. 11.3.17 - RAISING MANHOLES After the plant mixed seal coat has been applied, all manhole rings and covers for sewer and access vaults shall be raised to be flush with the surrounding pavement. Any manholes having rings and covers less than or equal to one half inch (1/2 ") below the surrounding pavement need not be raised. Raising of manhole rings and covers shall be done to conform to the Standard Details and all applicable provisions of Articles 12 and /or 13 shall be followed. All manhole rings shall be adjusted by the Contractor. Existing rings and covers shall be used, unless light weight castings are encountered. The Contractor shall remove all light weight castings and replace them with heavy duty castings. The Contractor shall deliver all light weight manhole castings to the City storage yard, paid for as Furnish and Adjust Manhole to Grade. 11.3.18 - ADJUSTMENT OF VALVE AND MONUMENT BOXES All valve (water and gas) and top flange monument boxes are the responsibility of the Contractor to adjust. The Board of Water Works and Public Service shall be furnished with a schedule of paving at the pre - construction conference. The Water Works, Public Service and the City will have crews break loose and reference their valves/monuments in advance of paving, but will require the Contractor to set them to grade and pave around them. The above work shall not be a pay item, but shall be included with the cost of the pavement. 11.3.19 - LEVELING COURSE (a) By Hand: In areas where asphalt is to be placed using shovels, use Grade F mix as specified under Article 10. (b) By Machine: Use Grade C mix as specified under Article 10 for streets to receive a leveling course that is to be placed using a lay -down machine. 11.4 - METHOD OF MEASUREMENT (a) Plant Mixed Seal Coat: The plant mixed seal coat shall be measured by the actual tons placed and accepted by the Engineer. The Contractor shall furnish a weight ticket to accompany each load to the paving site. Each ticket shall contain the following information: Date Time Dispatched Gross Weight Tare Weight Net Weight Project Destination Truck No. Asphalt Mix Type -7- State Allowable Gross Vehicle Weight (GVVV) Asphalt delivered in trucks that exceed the rated GVW will be used but the excess will not be paid for. (b) Removal of Asphalt Mat: Removal of asphalt mat (cold planing) will be measured in square yards, completed to the required depth and accepted by the Engineer. (c) Asphalt Patching: Asphalt patching shall be measured by the square yards of asphalt completed and accepted by the Engineer. The limits of the patch shall be marked by the Engineer in advance of demolition and any removal beyond these limits will not be considered for payment. (d) Crack Sealing: Crack sealing shall be measured by the ton and fraction thereof for material placed and accepted by the Engineer. Documentation of material used shall be done on a daily basis and shall be based upon a count of empty boxes and compared against the remaining stockpiled material. (e) Paving Fabric: Payment for the fabric shall be by the square yard of surface area covered and shall be field measured before the overlay is installed. (f) Sweeping: Sweeping shall not be measured separately but shall be paid as a separate item based upon the number of tons of PMSC placed. ..(g) Traffic Control: see Basis of Payment (h) Raising manholes: Each manhole raised or furnished and/or adjusted to surrounding street grade will be paid for at the unit bid price. Any manhole not raised will not be paid for. (1) Leveling Course: The asphalt materials placed for leveling shall be measured by the actual tons placed and accepted by the Engineer. The Contractor shall furnish a weight ticket containing the information required under Section 11.4 (a) to accompany each load to the paving site. 11.5 - BASIS OF PAYMENT (a) Plant Mixed Seal Coat: The unit price per ton shall be full compensation for tack coating, furnishing, hauling, placing, rolling and all other work incidental to a complete installation of the seal coat. Verification of the number of tons placed shall be done on a daily basis. (b) Removal of Asphalt Mat: Payment for cold planing shall be considered as full compensation for all labor and materials required to accomplish the work to the satisfaction of the Engineer. It shall include all clean -up, including sweeping of loose chips, any required traffic control and delivery costs of the removed material to the designated stockpile locations. (c) Asphalt Patching: The unit price shall include all labor and materials to construct a complete patch, including but not limited to, traffic control, cutting the asphalt. removing existing asphalt material and base, removal of excess material to subgrade, scarifying and recompacting the subgrade and/or removal and replacement (if unsuitable) to a depth of six inches (6 ") below the finished sub -grade elevation. It shall also include, applying tack coat. replacement of base materials, constructing asphalt surface in two inch (2 ") lifts and sealing the joint between new patch and existing asphalt with tack oil after the patch is made. (d) Crack Sealing: Payment shall be full compensation for all labor and materials necessary to complete this work in accordance with these specifications. It shall include traffic control, 0 crack preparation, furnishing and placing the sealant, and any items incidental to the proper completion of the work. (e) Paving Fabric. The unit price shall include furnishing the fabric, asphalt sealant and all labor, equipment and traffic control necessary to place the fabric. (f) Sweeping: Payment for sweeping prior to installation of PMSC shall be full compensation for all work necessary to accomplish the task to the satisfaction of the Engineer. It shall include any required traffic control or disposal costs. All cost for sweeping associated with removal of asphalt mat (cold planing) shall be included with that item. (g) Traffic Control: Payment for traffic control for all overlay and leveling courses shall be by the tons of asphalt placed. Payment for all other traffic control for operations such as cold planing, installing paving fabric, patching, crack sealing, sweeping, and adjusting manholes to grade shall be included in the bid item and will not be a separate pay item. (h) Raising Manholes: Payment for raising manhole rings and covers and/or fumishing and adjusting manhole castings shall be for each one raised and accepted. It shall include all incidentals including traffic control, cutting, asphalt removal, adjustment rings, grouting, and asphalt patching. (1) Leveling Course: Payment for leveling courses shall be full compensation for all labor and materials necessary to accomplish the work in accordance with these specifications. I2 ARTICLE 12 SANITARY SEWERS 12.1 -GENERAL 12.1.01 - DESCRIPTION The work covered by this section of the specifications consists of the furnishing of all labor, supplies, equipment and materials and performing all operations in connection with the construction of sanitary sewers and appurtenances, as shown on the plans, as herein specified and directed by the Engineer. 12.1.02 - PLANS AND DATA Profiles of the ground are shown on the plans for the work. The Contractor must satisfy himself regarding the character of the material to be excavated and the work to be done. 12.1.03 - SOURCE OF SUPPLY Materials complying with these specifications will be accepted from any source of supply. The Engineer reserves the right to reject the entire output of any source from which it is impossible to secure a continuous supply of satisfactory material or a source where conditions are such that the use of unfit material can be prevented only by extraordinary methods. The Engineer may require the taking and testing of preliminary samples of material from any source before that source is approved for delivery. The Contractor shall be held responsible for the care and storage of materials delivered on the work site or purchased for use thereon. Any material that has been delivered on the work site and has become damaged before actual incorporation in the work may be rejected by the Engineer even though it may previously have been accepted. Stored material will be so located as to facilitate thorough inspection. Materials which do not meet the requirements of these specifications will be rejected, and will be promptly removed from the work site. 12.2 - MATERIALS 12.2.01 - POLYVINYL CHLORIDE (PVC) PIPE Polyvinyl chloride pipe shall be unplasticized polyvinyl chloride manufactured specifically for sanitary sewage and with an integral bell. All PVC pipe for diameters not exceeding fifteen inches (15 ") will conform to ASTM D3034 Standard Specifications. A minimum wall dimension ratio (ratio of the average specified outside diameter to the minimum specified wall thickness) shall be SDR 35. All PVC pipe for diameters eighteen inches (18 ") through twenty -seven inches (27 ") shall conform to ASTM F679 Standard Specifications. A minimum wall dimension ratio will be SDR 35 ( minimum wall thickness T -1 Table 1, ASTM F679). The bell end of all pipe shall contain a confined elastomeric gasket conforming to ASTM F477 and will be tested in accordance with ASTM D3212 Standard Specifications. PVC pipe shall not be exposed to ultraviolet light longer than six (6) months. Any discoloration of the pipe material will be evidence of ultraviolet damage and may be reason for rejection and removal from the project. All PVC sewer pipe, eight inches (8 ") in diameter or larger. shall be an integral green tint in color. Lightly tinted pipe will not be acceptable. Contractors shall install all PVC pipe with the identification markings on top so as to be visible from above. All pipe shall have a home mark on the spigot to indicate proper penetration when the joint is made. Connections to an existing PVC pipe, for extensions or repairs, shall be made with a double bell coupling when a bell end does not exist, (ie. plain end to plain end connection). After it has been laid and backfilled, and prior to the placing of surface improvements, all PVC pipe shall be tested by the Contractor by means of a certified mandrel (go -nogo device). 12.2.02 - CAST IRON PIPE (CIP) Cast Iron Pipe will not be allowed. 12.2.03 - DUCTILE IRON PIPE (DIP) Ductile Iron Pipe shall be centrifugally cast, grade 60 -42 -10 iron conforming to ASTM A746 and ANSI A21.51 Standard Specifications. Thickness class for buried pipe shall be as determined by ANSI A21.51, Tables 51.1 and 51.2. Ductile Iron Pipe shall have rubber gasketed push -on joints and shall have a polyethylene lining. Polyethylene lining material shall conform to ASTM D1248 Standard Specifications, compounded without an inert filler except 3% carbon black to resist ultraviolet rays. The polyethylene shall be chemically bonded to the interior of the pipe. The lining shall have a nominal thickness of 40 mils and a minimum thickness of 35 mils. Each piece of pipe shall be checked for holidays by the manufacturer. Holiday testing shall conform to ASTM G62 standard specifications. Field cutting and coating of the cut pipe shall be made in accordance with the manufacturers recommendations. In no case shall polyethylene -lined pipe be cut with a torch. An approved pipe bonding and cathodic protection system will be required on all buried ductile iron pipe. 12.2.04 - VITRIFIED CLAY PIPE (VCP) - EXTRA STRENGTH Vitrified clay pipe will be allowed only when prior written approval is obtained from the Engineer. 12.2.05 - CONCRETE MANHOLES Unless otherwise specified on the plans, or approved by the Engineer, manholes shall be constructed of precast concrete barrels and cones with cast -in -place concrete bases. Bases may be precast if placed on six inches (6 ") of extra lean concrete (flowable fill material) or concrete mix approved by the Engineer. The concrete channel and bench within precast bases shall be poured on site after the sewer pipe is set to grade. Where possible, manhole channel shall be sewer pipe with the upper portion removed. Precast concrete barrels and cones shall conform to ASTM C478 Standard Specifications except that the wall thickness may be either wall A or wall B as described in ASTM C76 Standard Specifications. Provide eccentric cones for all manholes greater than six feet (6) deep, and flat lids for manholes six feet (6) deep or less as shown on the drawings. Manholes shall conform to the Standard Details shown on the plans. Concrete used in the construction of all sanitary sewer structures shall conform to those portions of ARTICLE 4 - CONCRETE, which are applicable. All joints in the manhole barrel. cone, and flat top sections shall be sealed with a preformed flexible plastic sealing compound conforming to Federal Specification SS -S -00210 (GSA -FS6). All joint surfaces shall be cleaned prior to applying the sealant. All joints shall also be mortared after sealing with the flexible plastic sealer. (to fill any remaining cracks), flush with the manhole surface on both the inside and outside of the manhole. Optionally, the Contractor may use silicone caulking or a butyl adhesive tape sealant that conforms to Federal Specification SS -S -00210 (GSA -FS6) on the outside joint of the manhole. All pipe penetrations in cast -in -place concrete bases shall utilize two strips of the above mentioned preformed flexible plastic sealing compound, placed around the pipe, as a water stop. All pipe penetrations in precast concrete bases shall be provided with a resilient rubber connector in conformance with ASTM C923. When connection to an existing manhole is allowed a water stop and non -shrink grout shall be used at all pipe penetrations. 12.2.06 - MANHOLE STEPS Manhole steps shall be made of minimum 1 /2-inch steel bar conforming to ASTM A615 Grade 60 encapsulated in copolymer polypropylene. Steps shall meet the approximate dimensions as shown on the Standard Detail and shall conform to ASTM C478. The installed steps shall be located so as to provide a continuous ladder with steps equally spaced vertically in the assembled manhole at sixteen inches (16 "), plus or minus 3/4 inch. They shall be capable of withstanding a force of 350 pounds, applied at any place on the step and in any direction which projects from the point of application through a diameter of the step cross - section at that point, with no permanent deformation resulting. 12.2.07 - MANHOLE RING AND COVER ADJUSTMENT (a) BRICK - Brick may be used in the adjustment of the manhole rings and those cases where specified on the plans, or by the Engineer. Contractor shall use whole bricks; broken or partial pieces of brick will not be acceptable. Brick to be used in the construction of manholes and other sanitary sewer appurtenances shall conform to the requirements of ASTM C32, Grade MM or C216, Type FBS Specifications for Sewer and Manhole Brick. (b) CONCRETE GRADE RINGS - Reinforced concrete grade rings may be used in the adjustment of manhole rings. Grade rings shall have a minimum thickness of two inches (2 ") and maximum thickness of six inches (6). Total adjustment height shall not exceed the tolerances as shown on the Standard Details. 12.2.08 - MORTAR Mortar for brick work and mortaring the joint's flush in precast manholes, after sealing with the required flexible sealer, shall be standard premixed mortar conforming to ASTM C387 or proportion one part Portland cement and two parts sand (by volume). The sand or fine aggregate shall meet the requirements of AASHTO M6 or M45 as applicable. Fine aggregate for mortar shall consist of natural sand having durable grains, free from injurious amounts of silt, shale, coal, organic matter or other deleterious materials. When tested by means of laboratory sieves the fine aggregate shall conform to the following requirements: SIEVE SIZE 3/8 in. No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 For joints greater than '/z inch. " For joints less than '/2 inch. AASHTO M6* PERCENT PASSING 100 100 45 to 80 10 to 30 2 to 10 AASHTO M45** PERCENT PASSING 95 to 100 95 to 100 70 to 100 40 to 75 10 to 35 2 to 15 12.2.09 - MANHOLE RING AND COVERS Iron castings shall conform to the requirements of AASHTO M306. Gray iron used in the casting shall conform to AASHTO M105, Class 35B, unless otherwise specified. Castings shall be boldly filleted at angles and the risers shall be sharp and perfect. Castings shall be true to pattern in form and dimensions, free from pouring faults, sponginess, cracks, blow holes or other defects in positions affecting their strength for services intended. The ring and covers for manholes and all sanitary sewer appurtenances shall be straight and shall fit properly together so that traffic will not cause them to rattle. Rough spots which prevent a suitable fitting shall be removed by grinding. Manhole castings shall be Neenah R -1706, Deeter 1258, or approved equal. Manhole covers shall be lettered "SEWER.' 12.2.10 - REINFORCING STEEL Reinforcing steel shall meet the requirements of ARTICLE 4 - CONCRETE, SECTION 4.2.02 - CONCRETE REINFORCING. 12.2.11 - BEDDING FOR PIPE (a) CLASS 'A' BEDDING - Class "A" bedding shall be defined as that method of bedding by which additional supporting strength of the pipe is attained by supporting the pipe with a continuous concrete cradle. The lower part of the pipe shall be bedded in a continuous cradle constructed of concrete conforming to those portions of ARTICLE 4 - CONCRETE, which are applicable. (b) CLASS `B' BEDDING -Class "B" bedding shall be a well -graded crushed stone or slag. When tested by means of laboratory sieves it shall conform to the following requirements: (AASHTO M43, NO. 67 gradation) SIEVE SIZE PERCENT PASSING 1 in. 100 314 in. 90 to 100 318 in. 20 to 55 No. 4 0 to 10 No. 8 0 to 5 When crushed gravel or stone is used, at least 50 percent, by weight, of the particles retained on the No. 4 sieve and above shall have at least two (2) fractured faces. (c) REINFORCED CONCRETE ENCASEMENT - Concrete and reinforcement for encasement shall conform to those portions of ARTICLE 4 - CONCRETE, which are applicable. 12.2.12 - TRENCH STABILIZATION MATERIAL Backfill for unstable subgrade conditions shall be select material as approved by the Engineer. Contractor shall submit a sample and sieve analysis for Engineer's review and approval prior to delivery of the materials to the site. 12.2.13 - BACKFILL MATERIALS Subject to the provisions specked herein. the material removed from the project excavations may be used as backfill. All organic material, rubbish. debris, and other objectionable materials shall be removed from the site and shall not be considered acceptable for backfill. (a) INITIAL BACKFILL - The specified selected material for the initial backfill (from the spring line of the pipe to a plane one foot (1') above the top of the pipe) in the "pipe zone" shall be Class "B" bedding material, unless stated otherwise on the plans. The initial backfill shall be carefully and simultaneously placed on each side of the pipe for the full width of the trench. (b) BACKFILL ABOVE THE PIPE ZONE - The material for backfill above the pipe zone (from the top of the bedding to a plane two feet (2') above the top of the bedding) shall be free from rocks, stones, concrete, or asphatt greater than three inches (3") in any dimension. If the Contractor cannot prevent rocks from accumulating at the top of the bedding during the backfill -4- operation, then the Engineer may require an additional twelve inches (12 ") of Class "B" bedding or select material be provided at no cost to the City. Material for the backfill from a plane two feet (2') above the bedding to the top of ground shall be free from rocks, stones, concrete or asphalt greater than eight inches (8 ") in any dimension. All Material shall be well graded which can be consolidated with a minimum of voids. (c) IMPORTED BACKFILL MATERIAL - When a shortage of satisfactory backfill material occurs from a cause which is not the fault of the Contractor, as verified by the Engineer, the Contractor shall furnish all necessary suitable material. The imported backfill material shall be inspected and approved by the Engineer prior to import. 12.2.14 - SEWER SERVICE LINES Sewer service lines shall be four inches (4 ") in diameter unless otherwise specified on the plans, or by the Engineer. Material for sewer service lines shall be PVC having a minimum wall dimension ratio with an SDR rating of 35 meeting the requirements of ASTM D3033 or D3034 or better. Sewer services shall be connected to the main, not the manhole, and shall be a wye fitting when the diameter of the service line exceeds one -half ( %) the diameter of the sanitary sewer main. An approved wye or tee saddle may be used when the diameter of the service line is less than or equal to one -half ('/z) the diameter of the sanitary sewer main. 12.3 - CONSTRUCTION REQUIREMENTS 12.3.01 - RESERVED 12.3.02 - WATER LINE CROSSINGS Where sanitary sewer mains cross water mains, the sewer pipe shall be a minimum of eighteen inches (18 ") clear distance vertically below the water main. If this clear distance is not feasible, the pipe section must be designed and constructed so as to protect the water main. Minimum protection shall consist of the installation of an impervious and structural sewer. For example: (a) REINFORCED CONCRETE ENCASEMENT - The sanitary sewer pipe shall be reinforced with a reinforced concrete encasement. The encasement shall be at least six inches (6 ") thick and extend a distance of ten feet (10') either side of the water main. See Section 12.3. 11 - PIPE BEDDING LIMITS, REINFORCED CONCRETE ENCASEMENT. (b) JOINT CENTERING - The sewer shall be constructed such that one length of pipe. at least eighteen feet (18') long. shall be centered over the water main. Joints between the sewer pipe and special length pipe (18' section of pipe) shall be encased in a concrete collar at least six inches (6 ") thick and extending at least six inches (6 ") either side of the joint. In all cases, proper soil compaction, suitable backfill or other structural protection shall be provided to preclude settling and /or failure of either pipe. 12.3.03 - RAILROAD AND HIGHWAY CROSSINGS At all railroad and highway crossings extreme care shall be exercised to safeguard life and property. All sewer work under and adjacent to railroads and highways shall be accomplished to the satisfaction of a representative of the railroad company and /or Colorado Department of Transportation (CDOT) and the Engineer. The Contractor shall obtain at his own expense all permits, bonds, and insurances necessary for the execution of his work, and/or required by the appropriate railroad or CDOT. Contractor shall submit a plan for approval for crossing railroads or highways unless otherwise shown on drawings. 12.3.04 - EXCAVATION - GENERAL All excavation for sewer and /or manhole construction will be considered as unclassified excavation The contractor shall make his own estimate of the type and extent of the various materials which will be encountered in the excavation. All excavation shall be done by open cut from the surface except when boring is expressly herein permitted or directed in writing by the Engineer. Trenches shall be excavated along the lines and to the grades established by the Engineer. In no case, without previous written consent from the Engineer, shall more than five hundred feet (500) or one (1) block whichever is less, of trench be opened in one place in advance of the completed and backfilled sewer. All open cuts shall be backfilled and barricaded at the end of each day except the unfinished end of the conduit may be left unbackfilled to permit continuation the next working day. Width of the trenches shall be kept to a minimum, but provide safe and adequate space for workmen. Contractor shall be responsible for protecting existing utilities and property. Contractor shall comply with all Local, State and Federal Health and Safety requirements including but not limited to deposition of cut, sloping, and/or bracing. The cost to meet these safety requirements shall be included in the respective bid items. The Contractor shall barricade all excavations and ditch lines as specified in the Manual on Uniform Traffic Control Devices (MUTCD). The Engineer may require additional barricades at his discretion. At the end of each day the Contractor shall remove all excess excavated material from travel ways, and thoroughly dean all streets, alleys, driveways, and sidewalks affected by the excavation. If it becomes necessary to accomplish this, all streets, driveways, alleys (if asphalt), and sidewalks shall be swept or washed as needed. 12.3.05 - TRENCH EXCAVATION - WIDTH AND DEPTH The width of the trench shall provide adequate space for workmen to place, joint the pipe, and bed the pipe property. The minimum width of the trench from a plane four inches (4 ") below the pipe to a plane twelve inches (12 ") above the pipe shall be a minimum of nine inches (9 ") clear on each side from the undisturbed edge of the trench wall to the outside diameter of the pipe. This minimum trench width shall be used for measurement of trenches in rock. The trench from a plane four inches (4 ") below the pipe to a plane twelve inches (12 ") above the pipe shall be excavated so the trench walls are as close to vertical as possible. The maximum trench width within this zone will not be limited but shall be kept as narrow as possible. When using a movable trench support, care shall be exercised not to disturb the pipe location, jointing and bedding material. Any voids left in the bedding material by support removal shall be carefully filled with additional bedding material and properly tamped. The width and slope of the trench from a plane twelve inches (12 ") above the pipe to the top of the ground shall be determined by the Contractor. Considering factors shall include, but not be limited to; all safety requirements; type of material being excavated: equipment used; widths of dedicated right -of -ways; and adjacent structures, property and utilities. The trench bottom shall be constructed to provide a firm, stable and uniform support for the full length of the pipe. Except in ledge rock, water bearing earth, or where a special pipe bedding is called for in the contract documents, the rough excavation of trenches shall extend no less than four inches (4 ") nor more than six inches (6 ") below the bottom of the pipe. Correction of a trench grade that is too low shall be done by compacting select material of the types designated by the Engineer. over the entire width of the trench to 95% of AASHTO T99. Such work required due to over excavation will not be included for payment. 12.3.06 - HANDLING EXCAVATED MATERIAL The material excavated from trenches which is suitable for backfill shall be kept so as not to significantly alter drainage flow patterns, endanger the work and to be of as little inconvenience as possible to the traveling public and the occupants of the abutting properties. Free access must be maintained at all times to driveways, fire hydrants, water valves. gas valves, existing manholes, etc., in the vicinity of the work. Where lines are located in alleys or in any other case where the Contractor proposes to deposit material 0 on private property, written permission shall be obtained from the owner of the property prior to placing any material on the property. The Contractor shall be held responsible for any damage to private property. Materials encountered during clearing of the right -of -way and excavation of the trench such as rubbish, organic material, abandoned foundations and any other material which are not satisfactory for use as backfill in the opinion of the Engineer, shall be removed from the site and disposed of by the Contractor at his own expense. 12.3.07 - UNSTABLE SUBGRADE Where unstable subgrade conditions are encountered, as determined by the Engineer, the Contractor may be required to excavate below subgrade elevation and backfill the unstable area with material as per Section 12.2.12 - TRENCH STABILIZATION MATERIAL. The material approved by the Engineer shall be used to an elevation four inches (4 ") below the bottom of the pipe. The extra depth of excavation and backfill shall be as ordered by the Engineer, and only when ordered by the Engineer. If the unstable condition is a result of the Contractor not properly protecting his work from surface water infitration, or from sewer or water lines damaged or broken by the Contractor, the cost shall be bome by the Contractor. If the unstable soil condition is the result of ground water infiltration and other causes beyond the control of the Contractor, the extra foundation material ordered by the Engineer will be paid for. 12.3.08 - TRENCHES IN ROCK Rock will be defined as any naturally occurring or manmade material in such a form that it cannot be readily removed using the equivalent of a Caterpillar D7 bulldozer with a ripper or a Caterpillar 325 crawler mounted backhoe with "rock teeth," without a significant loss of production. It also includes boulders exceeding one -half (' /z) cubic yard in volume. Whenever rock material is encountered in an excavation, the Contractor shall immediately notify the Engineer for field verification. The Engineer shall measure and document the limits of the rock prior to excavation. Any rock removed prior to notification will not be considered for payment. After rock has been measured, trenching shall continue by such means as may be necessary, to a depth of six inches (6 ") below the outside bottom of the pipe, and to a width in conformance to Section 12.3.05 - TRENCH EXCAVATION - WIDTH & DEPTH. Blasting for rock excavation will only be allowed with the written permission from the Engineer and Fire Chief. The Contractor shall exercise the utmost care to protect the public from harm and to avoid property damage. Blasting shall be done by a State licensed blaster. The Contractor shall comply with all laws, ordinances, insurance, bonding, and applicable safety code requirements and regulations and shall be responsible for all damage caused by the blasting operations. Signals warning persons of danger shall be given before any blast. Blasting shall be controlled as not to make any excavation unduly large or irregular. Excessive blasting or overshooting shall not be permitted. The Engineer shall have authority to order any method of blasting discontinued which leads to overshooting or is dangerous to the public or destructive to property or to natural features. Approved blasting blankets shall be used for all blasting. 12.3.09 - QUICKSAND AND GROUNDWATER INFILTRATION Should running sand, quicksand or groundwater be encountered, the work shall be pushed with utmost vigor. Groundwater encountered in trench or manhole excavations shall be drained to sumps. through sub - drains, or by other methods to keep the water level below the bottom of the bell of the pipe while joints are being made. Dispose of the water in a manner to prevent damage to adjacent property. Drainage of groundwater through any sanitary sewer pipeline is prohibited. All dewatering and trench stabilization methods and type of equipment used shall be approved by the Engineer. If dewatering and trench stabilization is required as a result of the Contractor not property protecting his work from surface water infiltration, or from sewer or water lines damaged or broken by the Contractor, the cost shall be borne by the Contractor. In the event such work is required througn no raun vi Contractor, it shall be considered extra work and a price shall be negotiated. 12.3.10 - EXCAVATION FOR STRUCTURES Excavation for manholes, and miscellaneous structures shall consist of the removal of all material necessary for construction of the work in conformity with the plans and these specifications. If rock is encountered, the excavation shall be done in such a manner as to allow the rock to be exposed and prepared for receiving the concrete. All loose and disintegrated rock or thin strata shall be stripped to a claan bed acceptable to the Engineer and in conformance to all applicable items as described in Section 12.3.08 - TRENCHES IN ROCK. Whenever the footing is to rest on any excavated surface other than rock, special care shall be taken not to disturb the bottom of the excavation (subgrade), and the final finishing of the surface shall not be done until just before the footing is to be placed. Correction of any over excavated areas shall be at the Contractor's sole expense. Whenever the subgrade sod is not sufficiently firm, the Contractor is to furnish and compact, according to the direction of the Engineer, select material, as may be required and in conformance to all applicable items as described in Section 12.3.07 - UNSTABLE SUBGRADE. After each excavation is completed, the Contractor shall notify the Engineer, who shaft make an inspection of the depth of the excavation and character of the foundation material. No concrete shall be placed until after the Engineer has approved the depth of the excavation and character of the foundation material. 12.3.11 - PIPE BEDDING LIMITS Unless stated otherwise on the plans or details or ordered by the Engineer, all pipe shall be bedded in accordance with Class "B" bedding as described below. All classes of bedding shall be properly tamped around the lower half of the pipe (haunches) and horizontally away from the pipe in both directions to the undisturbed trench walls. (a) CLASS "A" CONCRETE CRADLE BEDDING - The lower part of the pipe exterior shall be bedded in Class "A" bedding material having a thickness under the pipe of one - fourth (1/4) the outside diameter of the pipe or a minimum of four inches (4'), whichever is greater, and extending up the sides of the pipe for a height equal to one -fourth (1/4) of the outside diameter of the pipe. The cradle shall have a minimum width equal to the outside diameter of the pipe plus eight inches (8 ") and it shall be constructed monolithically without horizontal construction joints. Backfill above the cradle, extending twelve inches (12 ") above the top of the pipe and the full width of the trench shall be Class "B" bedding material. (b) CLASS "B" BEDDING - The sewer pipe shall be set on a minimum of four inches (4 ") of Class "B" bedding material carefully shaped to fit the lower part of the conduit exterior for a width of at least 60% of the pipe breadth and for the entire pipe length. After setting the sewer pipe. Class "B" bedding shall be added and properly tamped around the lower half of the pipe (haunches) for the full width of the trench, and the bedding shall be consolidated carefully without disturbing the pipe alignment or grade. Additional Class "B" bedding material shall be added up to a minimum of twelve inches (12 ") above the top of the pipe for the full width of the trench. (c) REINFORCED CONCRETE ENCASEMENT - Concrete encasement shall consist of a minimum thickness of six inches (6 ") around the pipe. This encasement shall be formed on both sides to produce a rectangular shape and shall be reinforced as shown on the Standard Detail When required, it shall extend a minimum distance of ten feet (10') on each side of a water main crossing or at the location and the dimensions as shown on the plans. Backfili adjacent to the encasement, extending the full width of the trench shall be class `B" bedding. N 12.3.12 - PIPE LAYING Pipe shall be protected during handling against impact shocks and free fall. Proper methods shall be used for handling and placing pipe to avoid spalling or breaking and to avoid unnecessary disturbance of the bedding surface in the trench bottom. Pipe shall be kept clean at all times and no pipe shall be used in the work which does not conform to these specifications. Pipes shall be laid to a true line and at uniform rates of grade between manholes as shown on the plans. The laying of the pipe in prepared trenches shall commence at the lowest point with the spigot ends pointing in the direction of flow. No pipe shall be laid in water or when trench conditions are unsuitable for such work. The Contractor shall take every precaution necessary to prevent dirt, debris or surface water from entering the existing lines or new construction. Contractor shall exercise reasonable diligence in preventing sewage from seeping into the ground during the removal and replacement of any sanitary sewer main. Best management practices shall be utilized to prevent such seepage of sewer water, which shall include, but are not limited to, the following: - Minimize the amount of time sewer water is allowed to remain in trench. - Channel water from old pipe to new pipe with a temporary pipe, impervious trough or gutter, whenever practical. All bypass pumping, temporary connections or other work needed to comply with this requirement shall be considered incidental to the sanitary sewer pipe and all costs in connection therewith shall be included in the unit price for the pipe. Service line wyes shall be placed on the sewer main at points shown on the plans or where directed by the Engineer. The service lines shall be extended to the right -of -way line. All shall be per the requirements of Section 12.3.15. - SANITARY SEWER SERVICE LINE INSTALLATIONS. ALIGNMENT All pipe shall be laid to the lines and grades given by the Engineer with joints close and even, butting all around. They shall be carefully centered, and shall not deviate more than one inch (1 ") from line so that when laid will form a sanitary sewer with a uniform invert and a straight alignment unless a specified curvalinear alignment is shown on the plans. The grade of the pipe shall be obtained by the use of batter boards and a "top line," batter boards with a double string line having a minimum of four feet (4') separation. a laser beam, or by the use of surveying instruments approved by the Engineer. The grade shall not be obtained by placing a carpenter's level on individual pipes. If batter boards are used, the Contractor shall at all times where pipe laying is in progress, maintain batter boards for a distance covering at least three grade stakes. The elevation of the batter boards shall be determined from the depth of cut as given by the Engineer, and the Contractor shall keep on each crew a person whose duty it shall be to see that the batter boards are in proper place at all times. It is not intended that these requirements shall make it necessary for the Contractor to keep a person especially for this purpose. but to provide that a competent person shall be with each crew at all times whose duty it shall be to attend to the placing of the batter boards and the giving of grades to the pipe layer If a method other than batter boards is used, the instrument used shall be operated continuously under the supervision of a qualified foreman or superintendent. The pipe grade shall be checked by an alternate method at fifty foot (50') intervals and upon request of the Engineer. All PVC pipe shall be tested with a certified mandrel (go -nogo device) prior to construction of surface improvements. VERTICAL TOLERANCE a All pipe shall be installed within the following range of tolerances. Any pipe not within the specified spot elevation tolerance shall be relaid. PIPE GRADE TOLERANCE TABLE PIPE GRADE (S) in PERCENT DIAMETER S4.50 S >0.50 (inches) 8 ±0.02 Ft. ±0.04 Ft. 10-15 ±0.03 Ft. ±0.04 Ft. 18 or larger ±0.04 Ft. ±0.04 Ft. In no case shall a section of pipe be accepted if it does not posses a positive grade (i.e., - no flat or adverse sections). JOINTING PIPE AB pipe joints shall be made in the manner and under the conditions described under the various types of joints for the work. Preparatory to making pipe joints, all surfaces of the portion of the pipe to be jointed shall be cleaned. All pipe joints shall be water tight when completed. (a) ELASTOMERIC GASKET JOINTS - The assembly of the gasketed joint shall be performed as recommended by the pipe manufacturer. The Contractor shall provide a suitable method of installation to insure the pipe being entered is true and concentric with the previously laid pipe so as to prevent injury to the elastomeric gasket. Mechanical methods shall be employed, if necessary, to pull or push the pipe together with sufficient force to compress the gasket sufficiently to make a watertight joint. (b) SOLVENT CEMENTED JOINTS - Solvent cemented joints are not allowed on eight inch (8 ") diameter and larger pipes unless otherwise approved by the Engineer, in writing. If approved, assembly shall be made in accordance with ASTM D2855 standard practice. Remove dirt and mud from bell and spigot. Apply primer liberally to outside of spigot and inside of coupling. Immediately apply cement and make joint by shoving home with 114 rotation (within a minute). (c) OTHER TYPE JOINTS - If any other type of joint is proposed to be used, it shall conform to the requirements of these specifications that apply, and the Contractor shall obtain written approval of the Engineer for its use. Connections to unlike materials must also be pre - approved, in writing, and may require Class "A" bedding (concrete cradle) at the connection joint. 12.3.13 - BACKFILLING The line. grade, joints and bedding of the sanitary sewer shall be inspected and approved by the Engineer before backfilling operations commence. If Class "A" Concrete Cradle Bedding or Reinforced Concrete Encasement has been constructed, no backfilling shall commence until the concrete has either attained a compressive strength of 2000 pounds per square inch, or seven (7) days have elapsed. After the initial backfill (bedding) has been carefully placed in the pipe zone to at least one foot (1') above the top of the pipe, the remainder of the trench shall be backfilled and compacted. Depositing of the backfill material shall be done so that impact of falling material will not injure the pipe or structures. Permission to use speck compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The Contractor shall make his own determination in this regard. -10- The Contractor shall employ whatever equipment and methods that are necessary to obtain the moisture and required density. All soils within the compaction limits shall be compacted to either ninety -five percent (95 %) of the maximum dry density as defined by AASHTO T99 (Standard Proctor) or ninety percent (90 %) of the maximum dry density as defined by AASHTO T180 (Modified Proctor). Moisture content for all compacted soils shall be within plus or minus 2% of optimum unless field observation verifies that the soils are unstable at lesser moisture contents. In those cases, the Engineer shall establish a minimum moisture content. On all sewer installations, compaction tests shall be made by an approved independent testing laboratory, and shall identify the location and depth of the test, the date of the test, the Maximum Standard Proctor density and optimum moisture content of the soil, and give the percent of compaction and moisture content of the backfill material at the test location. Compaction tests shall be made at a depth of three feet (3') above the top of the pipe and at two foot (2') intervals in depth, up to and including the surface. Testing shall be done at a minimum of one location for every 250 feet of main line trench and at every manhole or similar structure. Where excavations for service lines branch off the main trench, every fourth service line trench shall be tested. All test locations shall be randomly spaced as directed by the Engineer. These tests shall be made at the expense of the Contractor and are intended to give the Contractor and City an indication of the effectiveness of the compaction procedure and shall not relieve the Contractor of any provisions of this specification. All Compaction tests shall be submitted and accepted by the City prior to construction of any surface improvements. If any compaction test should fail to meet the requirements of this section, at least two (2) additional locations shall be tested along the trench, at locations designated by the Engineer, to determine the extent of the non - compliance. After the extent of non - compliance has been determined, that section of trench shall be re- compacted and retested at a minimum of two (2) locations as directed by the Engineer. If the failure occurs at a service lateral, another lateral shall be tested in addition to the extent of non - compliance testing requirements. In the event of settlement or subsidence of a particular excavation or any part thereof, the Contractor shall be responsible for all repaving, overlay and repair costs occasioned thereby for a period of two (2) years after the project/subdivision acceptance date. 12.3.14 - MANHOLE CONSTRUCTION AND ADJUSTMENT Manhole bases and barrels shall be constructed of the material as specified in Section 12.2 - MATERIALS. unless otherwise specified on the plans or by the Engineer Contractor shall wait a minimum of twenty -four (24) hours before setting manhole barrel sections, on cast -in -place bases. No backfilling shall commence around manhole bases until the concrete has either attained a compressive strength of 2000 pounds per square inch', or seven (7) days have elapsed. Unless otherwise specified on the plans or specifications. all manhole channels shall be constructed with a minimum elevation drop as shown: Horizontal Deflection Angle of Minimum Sewer Pipe at MH Drop 0° 0.10' ' Between 0 & 45 0.20' 45' to 90 0.30' Changes in direction at intersections of sewers shall not be greater than 90 degrees. ' The minimum drop at a manhole with a 0 degree pipe deflection can be less than 0.10 feet when the grades of the pipe entering and exiting the manhole are the same and the pipe is laid continuous through the manhole, using the bottom half of the pipe as the channel. Connection to an existing manhole shall be made so the inlet flowline is above the existing concrete -11- manhole base. When connection to an existing manhole is allowed, the contractor shall cut into the existing manhole to install the new sewer pipe and provide a water stop and non - shrink grout for a water tight connection. A concrete channel shall be formed within the existing manhole to provide a smooth discharge from the new pipe to the existing channel. A drop manhole shall be constructed when the difference between the elevation of the inlet and outlet flowlines is two feet (2') or greater. When pipe is used as the channel in manholes, no pipe joint shall be allowed in the manhole unless otherwise specified on the plans. Dead end manholes shall have a channel extended a minimum of three feet (3') inside the manhole at the same grade as the sewer pipe. All manhole ring and covers in streets to be paved shall initially be constructed to a height to top of subgrade or twelve inches (12 ") below the proposed finished pavement grade, whichever is less. When adjusted to a finished pavement grade, the manhole ring and cover shall be so constructed that the top of the manhole ring and cover will be flush with the replacement pavement or the grade established by the Engineer, and shall have at least one (1) course of brick or one (1) four inch (4') thick precast concrete adjustment ring. Adjustment rings or brick shall not exceed twelve inches (12 ") in height. Manhole steps shall be installed as specified on the plans or Standard Details. Care shall be taken to ensure that steps line up between precast concrete barrel and cone sections. Alt materials used in brickwork (brick, sand, cement, and water for mortar) shall conform to the requirements Section 12.2 - MATERIALS, of these specifications. All courses of brick shall be kept level and true to line. No partial brick shall be used where whole brick will fit. The brick shall, if ordered, be thoroughly wet just before laying and completely bedded in mortar in one operation. The outside of all brickwork shall be well plastered with a three - eighth inch (3/8 ") thick coat of mortar. 12.3.15 - SANITARY SEWER SERVICE LINE INSTALLATIONS Service lines shall be installed from the main to the right -of -way line or as shown on plans. Connections to manholes is prohibited unless otherwise approved by the Engineer. Lines shall be inspected and approved by the Engineer or designated entity. Service lines shall be connected to the sewer main so the flowline is at or above the spring line of the pipe for 8" and 10" sewer mains and in the top 1/4 of the pipe for 12" and larger sewer mains. All service lines shall be placed on a slope of one -fourth inch (1/4 ") per one foot (1') from the main to the property line, unless otherwise specified on the plans, standard details or in writing by the Engineer. The ends of all service lines shall be plugged and marked for location with a 2" x 4" board or other suitable marker extending two feet (2') above grade and three feet (3) below grade in addition to a three inch (S) wide green plastic tape tied to the end of the service line and extending to a point six inches (6 ") above the ground surface. The Contractor shall assist the Engineer in measurements and locations of constructed service lines and submit "as built" plans Bedding shall meet the requirements of Class "B" as per Section 12.2.11 - BEDDING FOR PIPE, and Section 12.3.11 - PIPE BEDDING LIMITS and the backfill material shall be similar to that required for sanitary sewer mains as per Section 12.2.13 - BACKFILL MATERIAL. All backfill shall be consolidated by the requirements of Section 12.3.13 - BACKFILLING. 12.3.16 - TESTING AND INSPECTION No surface improvements shall be constructed over the new sanitary sewer until all testing and televised inspection of the pipe is accepted by the City unless otherwise authorized by the City. The Contractor shall -12- conduct the testing and be responsible for furnishing all equipment and labor for testing. The Engineer shall verify the accuracy and acceptability of the equipment used and witness all tests. Any sanitary sewer line where infiltration or exfiltration tests show leakage in the sewer line and manholes exceeding fifty (50) gallons per inch diameter, per mile, per day or pipe deflection exceeds five percent (5 %) of the inside diameter, will not be accepted. After acceptable backfilling but before construction of surface improvements over any sewer line, tests shall be run to determine whether these limits are exceeded. At the direction of the Engineer, the section between the first two (2) manholes of all projects may be tested before further construction to permit initial observation of the quality of the construction workmanship. Tests shall also be conducted at any time during the course of construction that the quality of the workmanship is questionable in the opinion of the Engineer. The type of test conducted shall be at the Engineer's option. Whenever the rate of infiltration, exfiltration or deflection is found to exceed the allowable amounts, the Contractor shall stop construction. The Contractor may then be required to provide at his own expense, televised or photographic visual inspection of the interior of the pipe to help determine the reason for failing the testing. The Contractor shall make appropriate repairs by methods approved by the Engineer, and shall retest the sewer until it is satisfactory. No compensation shall be paid to the Contractor for testing, televising, photographing, repairing, or reconstruction to comply with the allowable amounts. All gravity sewers will be inspected by closed- circuit television, by the City, after other utility installations and acceptance of all testing, but prior to construction of surface improvements over the new sewer unless otherwise authorized by the City. The Contractor shall throughly dean all sewers prior to televising by the City. The City requires five (5) working days advance notice for scheduling the televising and will be allowed five (5) working days to complete the television inspection. INFILTRATION In areas where excessive groundwater is encountered, an infiltration test or pneumatic pressure test will be required. An excessive amount of groundwater for testing purposes is defined as the amount of groundwater needed to produce in excess of two feet (2') of hydrostatic pressure on the crown of the pipe along the entire test section. The Contractor will be required to prove this by installing manometer tubes at the ends of the test section in the manholes. The determination of groundwater elevation (installation of manometer tubes) shall be in accordance with Section 8, of the Uni -Bell Plastic Pipe Association - Recommended Practice for Low - Pressure Air Testing of Installed Sewer Pipe (Uni -B-6). If infiltration is less than the allowable amount, the Contractor will still be required to stop any obvious individual leaks that may be observed by the Engineer when so directed. (a) INFILTRATION TEST - Infiltration tests shall be made by plugging the end of the sewer section being tested at the upper manhole to prevent the entry of water. The amount of infiltration shall then be measured by placing an approved weir in the lower part of the outlet end of the test section. The time for the test shall be of such duration as necessary to achieve stable flow over the weir, but in no case less than two hours. Determination of flow will be made by the direct reading of a calibrated weir or by hydraulic calculations taken at ten - minute intervals beginning after the first hour of lapsed time. (b) PNEUMATIC PRESSURE TEST - In preparation for a pipe acceptance test using low pressure air, all pneumatic plugs shall be seal tested before being used in the actual test installation. One length of pipe shall be sealed at both ends with the pneumatic plugs to be checked. The plugs, installed in accordance with the manufacturer's recommendations. shall hold against a pressure of 5 psig without bracing and without movement of the plugs out of the pipe. However. during actual testing, the Contractor should intemally or externally brace the plugs as an added safety precaution. Plugs found acceptable by this testing shall be placed in the test installation and low pressure air introduced into the sealed line until the internal air pressure reaches 4 psig greater than the average back pressure of any groundwater that may be over the pipe but not greater than 9 psig. The level of groundwater back pressure shall be determined by averaging the reading of groundwater manometer tubes installed at the manholes of the section of pipe being tested. The air pressure correction, which must be added to a 3.5 psig test starting pressure, shall be calculated by dividing the average vertical height, in feet of groundwater above the invert of the pipe to be tested by 2.31. At least two (2) r6inutes sha11 be allowed for the air pressure to stabilize. After the stabilization period the air 1 '2 hose from the control panel to the air supply shall be disconnected and the pressure shall be decreased to 3.5 psig (plus any required air pressure correction) for the start of timing. The portion of line being tested shall be termed "Acceptable" if the time shown, for the given diameters in the following table, elapses before the air pressure drops 0.5 psig from the test starting pressure. Contractors testing equipment shall have 3/8 inch standard female fitting to accommodate the City inspector's gauge and a regulator or a relief valve set no higher than 9 psig to avoid over - pressurizing. EXFILTRATION Except in areas where excessive amounts of groundwater are encountered, the Contractor shall measure the rate of exfiltration by either a hydrostatic pressure test or a pneumatic pressure test (as outlined above). (a) HYDROSTATIC PRESSURE TEST - The section to be tested shall be prepared by plugging the lower end of the section and the inlet sewer or sewers of the upper manholes and filling the pipe and upstream manhole with water to a depth of two feet (7) above the top of pipe at the upstream manhole of the test section or two feet (7) above the normal ground water level at the upstream manhole of the test section, whichever is higher. The maximum internal pipe pressure at the lowest end shall not exceed twenty-five feet (25') of head of water or 10.8 PSI. Only after the test section has been acceptably isolated and filled with water can the test period begin. The period shall be two hours in duration. Leakage by exfiltration shall be determined by measuring the drop in the water level in the upstream manhole at the end of the test period. The exfittration test time period may be extended beyond the minimum two-hour period when necessary to effectively determine the source of leakage when test results are unsatisfactory. DEFLECTION TESTING All PVC pipe less than twenty-four inches (24 ") in diameter shall be tested for deflection, after backfilling, by the Contractor by means of a certified mandrel (go -nogo device). The diameter of the mandrel shall be five percent (5 %) less than the inside diameter of the sewer pipe. The mandrel shall be pulled through all installed pipe. All testing shall be under the direction of the Engineer. Pipe shall be removed. replaced and retested if maximum deflection exceeds five percent of the pipe's nominal internal diameter. Pipe shall be retested for deflection by the City of Pueblo prior to the end of the two year warranty period. Any pipe showing a deflection in excess of five percent (5 %), after testing by the City, shall be removed and replaced by the Contractor. ACCEPTANCE Acceptance of the pipe in the tested section will be granted by the Engineer only after all defects such as poor alignment, misplaced pipe, and broken pipe have been remedied, and prescribed testing satisfactoniy completed. Acceptance of the pipe does not relieve the Contractor of responsibilities imposed by all other sections of these specifications. Work accomplished under this section will not be measured, nor will it be paid for directly. This work will be considered as incidental to the sanitary sewer pipe and all costs in connection therewith shall be included in the unit price for the pipe. 12.3.17 - CLEANING SEWERS AND APPURTENANCES -14- Minimum Length (L) for Time for Longer Pipe Diameter Time Minimum Time Length (Inches) (Min:Sec) (Feet) (Seconds) 8 3:47 298 0.760L 10 4:43 239 1.187L 12 5:40 199 1.709L 15 7:05 159 2.671 L 18 8:30 133 3.846L 21 9:55 114 5.235L 24 11:20 99 6.837L 27 12:45 88 8.653L Contractors testing equipment shall have 3/8 inch standard female fitting to accommodate the City inspector's gauge and a regulator or a relief valve set no higher than 9 psig to avoid over - pressurizing. EXFILTRATION Except in areas where excessive amounts of groundwater are encountered, the Contractor shall measure the rate of exfiltration by either a hydrostatic pressure test or a pneumatic pressure test (as outlined above). (a) HYDROSTATIC PRESSURE TEST - The section to be tested shall be prepared by plugging the lower end of the section and the inlet sewer or sewers of the upper manholes and filling the pipe and upstream manhole with water to a depth of two feet (7) above the top of pipe at the upstream manhole of the test section or two feet (7) above the normal ground water level at the upstream manhole of the test section, whichever is higher. The maximum internal pipe pressure at the lowest end shall not exceed twenty-five feet (25') of head of water or 10.8 PSI. Only after the test section has been acceptably isolated and filled with water can the test period begin. The period shall be two hours in duration. Leakage by exfiltration shall be determined by measuring the drop in the water level in the upstream manhole at the end of the test period. The exfittration test time period may be extended beyond the minimum two-hour period when necessary to effectively determine the source of leakage when test results are unsatisfactory. DEFLECTION TESTING All PVC pipe less than twenty-four inches (24 ") in diameter shall be tested for deflection, after backfilling, by the Contractor by means of a certified mandrel (go -nogo device). The diameter of the mandrel shall be five percent (5 %) less than the inside diameter of the sewer pipe. The mandrel shall be pulled through all installed pipe. All testing shall be under the direction of the Engineer. Pipe shall be removed. replaced and retested if maximum deflection exceeds five percent of the pipe's nominal internal diameter. Pipe shall be retested for deflection by the City of Pueblo prior to the end of the two year warranty period. Any pipe showing a deflection in excess of five percent (5 %), after testing by the City, shall be removed and replaced by the Contractor. ACCEPTANCE Acceptance of the pipe in the tested section will be granted by the Engineer only after all defects such as poor alignment, misplaced pipe, and broken pipe have been remedied, and prescribed testing satisfactoniy completed. Acceptance of the pipe does not relieve the Contractor of responsibilities imposed by all other sections of these specifications. Work accomplished under this section will not be measured, nor will it be paid for directly. This work will be considered as incidental to the sanitary sewer pipe and all costs in connection therewith shall be included in the unit price for the pipe. 12.3.17 - CLEANING SEWERS AND APPURTENANCES -14- The sewers and all appurtenances shall be thoroughly cleaned at the Contractors expense under the direction and to the satisfaction of the Engineer before final acceptance of the work. In the event the City has to perform any cleaning, the Contractor will be charged for the actual cost of labor, equipment, and materials plus 100 percent for the work. 12.3.18 - REPLACING SIDEWALKS, CURB AND GUTTER, BASE COURSE, PAVING, ETC. Where sidewalks, curb and gutter, culverts, etc., are removed within the limits of the work, the Contractor shall compact the backfill as specified under the applicable Article, and shall 'then replace sidewalks, curb and gutter, culverts, etc., in accordance with prevailing City Specifications for the class of work involved. Where grassed areas are encountered, the Contractor shall replace all sod with sod of similar characteristics to that adjacent. GRAVEL SURFACED STREETS OR ALLEYS When trenches are excavated in streets or alleys which have only a gravel surface, Contractor shall replace such surfacing on a compacted backfill with gravel conforming to ARTICLE 8 - AGGREGATE BASE CONSTRUCTION, CLASS 6, equal in depth to that which originally existed or a minimum thickness of two inches (2 "). The surface shall conform to the street or alley grade as set by the Engineer. Where the completed surface settles below finished grade, additional gravel base course material shall be placed and compacted immediately to restore the roadbed surface to finished grade. CONCRETE AND BITUMINOUS PAVEMENT REMOVAL AND REPLACEMENT When concrete pavement is removed, the removal shall be to an existing joint or to a sawed joint which is made prior to removal. The final edges of asphalt removed and replaced shall be along a straight line neatly sawed to full depth prior to removal of pavement to a depth which allows the pavement to be removed with no disturbance to the asphalt left in place. The edges of pavement (either concrete or asphalt) removal and replacement shall extend one foot (1') beyond the edge of the excavation required for pipe installation. The edges of the pavement shall be clean, straight and free from jagged intrusions and loose pieces. If the edges of the pavement are not straight, the Contractor shall saw cut back to a point where a straight edge can be maintained or overlay the asphalt patch with a minimum of 3/4" thick plant mixed seal coat overlay extending two feet (2') beyond the edges of the asphalt patch. Concrete or asphalt removed from the trench surface shall not be used in the initial backfill, and all pieces exceeding eight inches (8 ") in any dimension shall be removed from the site. BITUMINOUS SURFACED STREETS When trenches are excavated in streets having a bituminous surface. the Contractor shall replace such surfacing as follows (a) Construct a gravel base course having a minimum compacted thickness equal to that of original base course, or six inches (6 "), whichever is greater. (b) Place hot bituminous pavement wearing surface having a minimum compacted thickness equal to the original pavement, or three inches (3 "). whichever is greater. Four inches (4 ") asphaltic concrete shall be required on all City bus routes. All the foregoing materials and methods of application shall comply with ARTICLE 8 - AGGREGATE BASE CONSTRUCTION and ARTICLE 10 - HOT BITUMINOUS PAVEMENT. The gravel base course shall be placed immediately following consolidation of the trench backfill, and the finished grade of the gravel surface shall be carefully maintained until the pavement is placed. Outside of trench areas, the Contractor shall restore damaged bituminous surfaced streets to the condition which existed prior to construction. The Contractor shall make these repairs at his own expense if the damage is a result of his operations. -1 r, - CONCRETE PAVED STREETS When trenches are excavated in streets constructed of concrete, the Contractor shall replace said concrete with an equivalent concrete pavement. Said concrete pavement shall have a minimum thickness conforming to ARTICLE 7 - CONCRETE PAVEMENT and shall be placed on six inches (6 ") of Class 6 base conforming to ARTICLE 8 - AGGREGATE BASE CONSTRUCTION. Outside of trench areas, the Contractor shall restore damaged concrete surfaced streets to the condition which existed prior to construction. The Contractor shall make these repairs at his own expense if the damage is a result of his operations. CONCRETE CURB AND GUTTER, SIDEWALK, DRIVEWAY, ALLEY PAN AND DIP REMOVAL Concrete curb and gutter, sidewalks, driveways, alley pans and dips shall be removed to the limits designated by the Engineer. All joints (except expansion joints) shall be saw cut prior to removal unless otherwise directed by the Engineer. Any concrete broken or disturbed by the Contractor outside of the designated limits shall be replaced at the expense of the Contractor at no oust to the project. Sawing shall be considered incidental and subsidiary to the pipe line excavation. CITY RESERVES RIGHT TO DO REPAVING OR RESURFACING OF STREETS The City reserves the right to do the repaving or resurfacing of the streets even though the Proposal lists quantities for doing such work. The Engineer may direct the Contractor to omit any portion or all of this repaving or resurfacing, in which case the Contractor shall not be entitled to any adjustment or allowance in contract prices. HOT BITUMINOUS ASPHALT OR CONCRETE UNAVAILABLE OR INCLEMENT WEATHER ON COMPLETION OF BACKFILL Upon completion of backfill operations, if hot bituminous asphalt or concrete is unavailable or the weather is inclement, a temporary asphalt surface - cold mix or other approved material - having a two inch (2 ") minimum thickness shall be installed immediately on the surface of the trench, cut, or hole in an asphalt or concrete street, walk, curb and gutter, etc. before the Contractor leaves the excavation site or continues the trench to the next block, intersection, or alley, unless otherwise allowed by the Engineer. Cold mix asphalt and its placement shall be furnished at the Contractor's expense and shall not be a pay item. As soon as hot bituminous asphalt or concrete becomes available, the temporary asphalt surface shall be removed and replaced with permanent asphalt or concrete in accordance with prevailing City construction and material specifications for the class of work involved by the Contractor. 12.4 - METHOD OF MEASUREMENT Method of measurement for sanitary sewer construction shall be as follows: (a) Manholes - Each manhole constructed of various sizes shall be counted for payment by the contract unit. (b) Sanitary Sewer Pipe - The length of sanitary sewer pipe of various sizes and types shall be measured in linear feet along the alignment of the centerline of the pipe from center of manhole to center of manhole unless connection is made to an existing stub. (c) Service Lines - The length of service lines of various sizes shall be measured in linear feet along the alignment of the centerline of the pipe for actual pipe installed. (d) Reconnect Service Lines - Each service line reconnected to the sanitary sewer main shall be counted for payment at the contract unit price. (e) Earthwork, Excavation, Trenching and Backfilling - Unless otherwise specified, these items will not be measured for separate payment but will be considered as incidental to the item to which it applies and shall be included in the unit price for that item, unless rock is encountered as described in section 12.3.08 - TRENCHES IN ROCK. -16- (f) Rock Excavation - Rock excavation shall be measured for payment by the cubic yard. In measuring the number of cubic yards of rock excavation, the width of the trench excavated will be multiplied by the average depth from the surface of the rock to a point six (6) inches below the outside bottom of the sewer pipe. This result multiplied by the length of the trenched rock and divided by twenty -seven (27) will give the number of cubic yards allowed for payment. (g) Trench Stabilization Material - Approved material used to stabilize the subgrade shall be measured for payment by the ton as evidenced by weight tickets for each truckload or fraction thereof. (h) Imported Backfill Material - Approved backfill material to replace unsatisfactory material shall be measured for payment by the ton as evidenced by weight tickets for each truckload or fraction thereof. (I) Class "A" Concrete Cradle Bedding - Concrete cradle bedding shall be measured for payment by the linear foot. (j) Class "B" Pipe Bedding - Pipe bedding will not be measured for separate payment but will be considered as incidental to the sanitary sewer pipe and all costs in connection therewith shall be included in the unit price for the pipe. (k) Reinforced Concrete Encasement - Reinforced concrete encasement shall be measured for payment by the linear foot. (1) Gravel Surface Replacement - Aggregate base to replace the gravel lost during excavation on gravel surfaced streets or alleys will not be measured for separate payment but will be considered as incidental to the sanitary sewer pipe and all costs in connection therewith shall be included in the unit price for the pipe. (m) Sidewalk and Driveway Replacement - Sidewalk and driveway replacement shall be measured for payment in square feet of concrete of the specified thickness measured in place, completed and accepted. (n) Curb and Gutter Replacement - Curb and gutter replacement will be measured for payment in accordance with all applicable items as described in ARTICLE 5 - CONCRETE CURB & GUTTER, Section 5.4 - Method of measurement. (o) Curb and Gutter, Sidewalk, Driveway, Alley Pans. Dips, and Concrete and Bituminous Pavement Removal - The removal and disposal of curb and gutter, sidewalk, driveway, alley pans, dips, and concrete and bituminous pavement will not be measured for separate payment but will be considered as incidental to the pipe and structure items and all costs in connection therewith shall be included in the unit price for that item, unless otherwise noted in the bid schedule. (p) Concrete Pavement Replacement - Concrete pavement replacement shall be measured for payment on the linear foot basis of the specified thickness, completed and accepted, measured in place along the centerline of the sewer main or service lines. (q) Hot Bituminous Pavement Replacement - Hot bituminous pavement replacement shall be measured for payment on the linear foot basis of the specified thickness. completed and accepted. measured in place along the centerline of the sewer main or service lines (r) Concrete Alley Pan. Dip or Double Gutter Replacement - The replacement of concrete alley pans, dips, and double gutters shall be measured for payment in square feet of concrete of the specified thickness. measured in place completed and accepted. 12.5 - BASIS OF PAYMENT All costs in connection with the proper, safe and successful completion of the work, including furnishing all materials, equipment, supplies, and appurtenances; equipment and tools; and performing atr necessary labor and supervision to fully complete the work in accordance with these specifications and the standard details, shall be included in the unit and lump sum prices bid. All work not specifically set forth as a pay item in the Proposal shall be considered a subsidiary obligation of the Contractor and all costs in connection therewith shall be included in the prices bid. In the event that there is no unit price shown in the proposal, the price will be negotiated. Basis of payment for sanitary sewer construction shall be as follows: (a) Manholes - Manholes will be paid for at the contract unit price per manhole and this shall include the ring and cover castings and adjustment sections, precast sections, steps and all items incidental to complete the manhole , in accordance with these specifications and the Standard Details. (b) Sanitary Sewer Pipe - Sanitary sewer pipe will be paid for at the contract unit price for the various sizes and types, installed complete in place. Said price shall include all excavation, shoring, bedding, joint materials, plugs, bypass pumping, temporary connections, connection to existing manholes, and other materials, to construct in accordance with these specifications and the Standard Details. No payment wig be made for pipe until bacld'dfing, compaction tests, deflection (go-nogo) test, efittration andfor infiltration tests have been accepted by the Engineer. (c) Service lines and Reconnect Service Lines - Service fines and reconnection of service lines will be paid for at the contract unit price and shall be U compensation for placed and accepted pipe, including al fittings, plugs and markers in accordance with these specifications. (d) Rods Excavation - Rock excavation will be paid for at the contract unit price and shall include the payment for any additional foundation or bedding material required and disposal of the rock removed which will not meet the requirements for backfill. (e) Trench Stabilization Material - Trench stabilization material will be paid for at the contract unit price and shall include all work to furnish the approved material and disposal of the unsuitable material. (f) Imported Backfill Material - Imported backfill material will be paid for at the contract unit price and shall include all work to furnish the suitable material and disposal of the unsuitable material. (g) Class "A" Concrete Cradle Bedding - Payment for Class "A" Concrete Cradle Bedding, will be paid for at the contract unit price, complete in place. (h) Reinforced Concrete Encasement - Reinforced concrete encasement will be paid for at the contract unit price, complete in place. (1) Sidewalk and Driveway Replacement - Sidewalk and driveway replacement will be paid for at the contract unit price, complete in place. (j) Curb and Gutter Replacement - Curb and gutter replacement will be paid for at the contract unit price complete in place. (k) Concrete Pavement Replacement - Concrete pavement replacement will be paid for at the contract unit price and shall include furnishing and placing concrete pavement, and base under the new concrete, if required. (I) Hot Bituminous Pavement Replacement - Hot bituminous pavement replacement shall be paid for at the contract unit price, complete in place. (m) Concrete Alley Pan, Dip or Double Gutter Replacement - The replacement of concrete alley pans, dips, and double gutters shall be paid for at the contract unit price, complete in place. -18- Said unit price shall include replacement with the specified thickness of concrete reinforced with wire mesh on base material, if required. ,n ARTICLE 13 STORM SEWERS 13.1 -GENERAL 13.1.01 - DESCRIPTION The work covered by this specification consists of furnishing all labor, equipment, tools, materials necessary to install storm sewer pipe and appurtenances as shown on the plans and as specified herein. The term "Storm Sewer" as used in these specifications also applies to "Culverts" and all provisions apply unless noted otherwise. 13.1.02 - PLANS AND DATA Profiles of the ground are shown on the plans for the work. The Contractor must satisfy himself regarding the character of the material to be excavated and the work to be done. 13.2 - MATERIALS 13.2.01 - PIPE MATERIALS For 36 inch diameter and smaller pipe sizes, the storm sewer may be constructed of either Reinforced Concrete Pipe (RCP), High Density Polyethylene (HDPE) with smooth interior, or Polyvinyl Chloride (PVC). Where designated as "RCP" on the drawings, only RCP will be allowed. For pipe sizes larger than 36 inches in diameter, only RCP will be allowed. 13.2.02 - REINFORCED CONCRETE PIPE (RCP) Reinforced concrete pipe shall be made using Type V cement and shall be a minimum of Class III unless shown otherwise on the drawings, and shall conform to the following AASHTO designation; A. Storm Drain and Sewer Pipe M 170 B. Precast Manhole Sections M 199 C. Arch Pipe M 206 D. Elliptical Pipe M 207 E. Joints, Using Rubber Gaskets M 315 F. Precast Reinforced Concrete Box Sections M 259. Prior to pipelaying operations, the Contractor shall submit a letter from the pipe manufacturer certifying that the minimum areas of steel and concrete strengths are in compliance with the applicable AASHTO specification and strength classification. If the pipe manufacturer is not a member of the National Precast Concrete Association, the certification letter must be submitted from an independent testing laboratory signed by a registered Professional Engineer licensed to practice in Colorado. Joints for storm drains or manholes shall be either bell and spigot or tongue and groove. Jointing material for concrete pipe shall be a preformed, flexible plastic sealing compound which conforms to Federal Specification SS -S -00210 (GSA -FS6) "Sealing Compound Preformed Plastic for Expansion Joints and Pipe Joints ". The sealant shall be made of top grade vulcanized butyl rubber which is compressible and has a tacky surface for adherence to the joint. The material shall be capable of being installed in the temperature range from zero to one - hundred degrees Fahrenheit (0 - 100 °F). -1- 13.2.03 - HIGH DENSITY POLYETHYLENE PIPE (HDPE) High density polyethylene pipe shall have a smooth interior wall (Type S) and shall conform to AASHTO M 294. Joints shall be a gasketted bell and spigot fitting. Acceptable products are "HI -Q Sure -Lok ST" as manufactured by Hancor, Inc., "Pro -link ST" as manufactured by Advanced Drainage Systems, Inc. or an approved equal. The joining of pipe shall be in strict conformance with the manufacturer's recommendations or the Contract Documents, whichever is more stringent. Only pipe diameters 15" through 36" will be allowed. 13.2.04 - POLYVINYL CHLORIDE (PVC) Polyvinyl chloride pipe shall have a diameter to wall thickness ratio of not less than 35 (SDR 35) and shall conform to ASTM D3034 (for 15 inch diameter pipe and smaller) or ASTM F679 (for pipe diameters between 18 to 27 inches). 13.2.05 - PIPE BEDDING Bedding for storm sewer pipe shall be Class "B" as defined in Article 12 - SANITARY SEWERS, Section 12.2.11 Class "B" Bedding Material. Limits for bedding around the pipe shall be as shown on the Standard Details. 13.2.06 - CONCRETE MANHOLES The requirements for storm sewer manholes shall be the same as those for sanitary sewers as defined in Article 12, Section 12.2.05, except that special manholes may be required for larger diameter pipes as noted on the Contract Drawings or in the Standard Details. 13.2.07 - INLETS Inlets (Catch Basins) shall be constructed of cast -in -place concrete in accordance with the standard detail of the type and size shown on the drawings. Precast concrete inlets may be used when approved by the Engineer with the added requirements shown on the "Pre -Cast Inlet Detail ". 13.2.08 - BRICK Brick may only be used in the adjustment of the manhole rims and for modifications to existing brick structures. Brick to be used in the construction of manholes shall conform to the requirements of AASHTO M 91, Grade MM "Specifications for Sewer and Manhole Brick ". 13.2.09 - CONCRETE GRADE RINGS Reinforced concrete grade rings may be used in the adjustment of manhole rims. Grade rings shall have a minimum thickness of two inches (2 ") and a maximum thickness of six inches (6 "). Total adjustment height shall not exceed the tolerances as shown on the Standard Details. 13.2.10 - MORTAR The requirements for mortar to be used in storm sewer construction shall be the same as those for sanitary sewers as defined in Article 12, Section 12.2.08. k 13.2.11 - CASTINGS AND MANHOLE RING & COVERS The requirements for iron castings to be used in storm sewer manhole construction shall be the same as -2- those for sanitary sewers as defined in Article 12 - SANITARY SEWERS, Section 12.2.09. Other castings shall be as shown on the Standard Details. 13.2.12 - RIP -RAP Rip -rap shall consist of hard, dense, sound, rough fractured stone as nearly cubical as practicable. Thin slab type stones and flaking rock shall not be used. The stone shall have a specific gravity of at least 2.5. Stones shall be well graded in order that the voids can be filled. At least fifty percent (50 %) of the mass shall be stones equal to or larger than the stone size called for on the plans. Stone size shall not be larger than the thickness of the rip -rap layer. Rip -rap shall be placed to conform to the plan details. The larger size stones composing the rip -rap material shall be placed first and roughly arranged in close contact. The spaces between the larger stones shall then be filled with smaller stone of suitable size, so placed as to leave the surface evenly stepped, conforming to the contour required. The material may be machine placed with sufficient hand work to accomplish requirements of this specification. Excavation for rip -rap shall be made to a neat line. Allowance will not be made for work outside of the neat line. 13.2.13 - FILTER MATERIAL Class A filter material shall consist of free draining sand, gravel, slag, or crushed stone. The material shall be uniformly graded from coarse to fine and shall meet the following gradation requirements: SIEVE SIZE PERCENT PASSING 3 100 3/4" 20-90 No. 4 0-20 No. 200 0- 3 13.2.14 - FILTER FABRIC Filter fabric shall be a nonwoven polypropylene material conforming to the minimum performance specifications outlined below and designed for use under rip -rap. Acceptable products are Supac 4NP manufactured by Phillips 66, TS 420 manufactured by Advanced Drainage Systems, Inc., or an approved equal. Min. Thickness (mils) ASTM D1777 40 Min. Grab Strength (md /cd, %) ASTM D4632 50 Min. Grab Elongation (md /cd, %) ASTM D4632 50 Min. Burst Strength (psi) ASTM D3786 155 Min. Puncture Strength (lbf) ASTM D4833 55 Min. Permeability (cm /sec) ASTM D4491 0.2 Max. A.O.S. (Std. Sieve) ASTM D4751 35 13.3 - CONSTRUCTION REQUIREMENTS Many portions of Article 12 - SANITARY SEWERS, Section 12.3 - CONSTRUCTION REQUIREMENTS are applicable to storm sewer construction; however, there are numerous exceptions and discrepencies. It is the intent of this section to include Section 12.3 - CONSTRUCTION REQUIREMENTS by reference and all provisions are applicable as though they were listed herein, unless specifically excepted or -3- modified. 13.3.01 - STORM SEWER CROSSINGS Section 12.3.01 does not apply to storm sewer construction. 13.3.02 - WATER LINE CROSSINGS All provisions of Section 12.3.02 are applicable. 13.3.03 - RAILROAD AND HIGHWAY CROSSINGS All provisions of Section 12.3.03 are applicable. 13.3.04 - EXCAVATION - GENERAL All provisions of Section 12.3.04 are applicable. 13.3.05 - TRENCH EXCAVATION - WIDTH AND DEPTH All provisions of Section 12.3.05 are applicable. 13.3.06 - HANDLING EXCAVATED MATERIAL All provisions of Section 12.3.06 are applicable. 13.3.07 - UNSTABLE SUBGRADE All provisions of Section 12.3.07 are applicable. 13.3.08 -TRENCHES IN ROCK All provisions of Section 12.3.08 are applicable. 13.3.09 - QUICKSAND AND GROUNDWATER INFILTRATION All provisions of Section 12.3.09 are applicable except that the following sentence be added; "Drainage of ground water during construction through any storm sewer pipeline will be allowed." 13.3.10 - EXCAVATION FOR STRUCTURES All provisions of Section 12.3.10 are applicable. 13.3.11 - PIPE BEDDING LIMITS All provisions of Section 12.3.11 are applicable except that the following sentence shall be added to the CLASS "A" - CONCRETE CRADLE BEDDING and CLASS "B" BEDDING subsections; "For reinforced concrete pipe (RCP), the bedding may be terminated at the springline (mid- depth) of the pipe." 13.3.12 - PIPE LAYING All provisions of Section 12.3.12 are applicable except the last paragraph pertaining to service wyes. -4- ALIGNMENT All provisions are applicable with the following modifications; delete the last sentence and replace with the following - "For pipe diameters less than or equal to 24 inches, all PVC and HDPE pipe installations shall be tested with an approved mandrel (go -nogo) device prior to street paving." VERTICAL TOLERANCES All provisions are applicable. JOINTING PIPE All provisions are applicable. 13.3.13 - BACKFILLING All provisions of Section 12.3.13 are applicable except that Class "B" bedding is not required above the springline of reinforced concrete pipe. Also, add the following sentence to the sixth paragraph after the last sentence; "An additional compaction test is required for each inlet pipe run and may be taken along the pipe or at the inlet at the discretion of the Engineer." 13.3.14 - MANHOLE CONSTRUCTION AND ADJUSTMENT All provisions of Section 12.3.14 are applicable except that drop manholes are not required unless specified on the drawings. 13.3.15 - SANITARY SEWER SERVICE LINE INSTALLATIONS Section 12.3.15 does not apply to storm sewer construction. 13.3.16 - TESTING AND INSPECTION Replace section 12.3.16 - TESTING AND INSPECTION with the following; "Prior to acceptance or payment, the Contractor must provide compaction test results to the City for the backfill compaction tests required in Section 12.3.13 - BACKFILLING. For pipe diameters less than 24 inches, all PVC and HDPE storm sewer pipe shall undergo a deflection (go -nogo) test using a five percent (5 %) deflection rigid mandrel, performed in the presence of an inspector. Pipe shall be removed, replaced and retested if maximum deflection exceeds five percent of the pipe's internal diameter. Pipe shall be retested for deflection by the City of Pueblo prior to the end of the two year warranty period. Any pipe showing a deflection in excess of five percent shall be removed and replaced by the Contractor, at his expense. Acceptance of the pipe will be granted by the Engineer only after all defects such as poor alignment, mislaid pipe, and broken or damaged pipe have been remedied, and the prescribed testing has been satisfactorily completed. Acceptance of the pipe does not relieve the Contractor of the responsibilities imposed by all other sections of these specifications. " 13.3.17 - CLEANING SEWERS AND APPURTENANCES All provisions of Section 12.3.17 are applicable. 13.3.18 - REPLACING SIDEWALKS, CURB AND GUTTER, BASE COURSE, PAVING, ETC. -5- All provisions of Section 12.3.18 are applicable. 13.4 - METHOD OF MEASUREMENT Method of measurement for storm sewer construction shall be as follows: (a) Inlets and Manholes - Each inlet or manhole constructed will be counted for payment by the contract unit. (b) Storm Sewer Pipe - The length of storm sewer pipe of various sizes and types shall be measured in feet along the centerline of acceptably laid storm sewer from inside of wall to inside of wall of manholes and /or inlets, or to end of pipe (excluding flared end sections). (c) Rip -rap - Shall be measured by the ton as evidenced by weight tickets or by the cubic yard as measured in the field. Method shall be determined by the bid schedule. (d) Flared End Section - Flared end sections shall be counted and paid for as each unit installed. 13.5 - BASIS OF PAYMENT Basis of payment for storm sewer construction shall be as follows: (a) Inlets and Manholes - Payment for inlets and manholes shall be full compensation to construct the complete unit in accordance with these specifications and the Standard Details. It shall include the ring and cover castings, concrete adjustment rings or brick, and all items incidental to the manhole or inlet. (b) Storm sewer pipe - Storm sewer pipe will be paid for at the contract unit price for the various sizes and types, installed complete in place. Said price shall include all joint materials, plugs, and other materials to construct in accordance with these specifications, and the standard details. It shall include but not be limited to all costs associated with excavation, shoring, bedding, pipe placement, backfill, compaction, water for compaction, clean -up, landscape restoration, etc.. No payment will be made for pipe until backfilling, compaction tests, deflection (go -nogo) test have been accepted by the Engineer. (c) Rip -rap - Payment for this item shall be full compensation for all labor and material to furnish and install the rip -rap, including filter fabric and filter material, and excavation, in accordance with these specifications. Class A filter material shall be included in the bid price for rip -rap and not paid for separately. (d) Flared End Section - Payment for this item shall be full compensation for all labor and materials to furnish and install the flared end section, including excavation, backfill, coupling adaptors and necessary grading to match to a channel or ditch flowline. ARTICLE 14 EXCAVATION WITHIN PUBLIC RIGHT OF WAY 14.1 - GENERAL 14.1.01 - DESCRIPTION This section of the Specifications shall govern the removal and satisfactory disposal of all excavated materials, backfill and compaction, and the replacement of sidewalks, driveways, curb and gutter, cross pans, aggregate base, paving, sod or other landscaping material associated with any excavation within the public right of way. These Specifications have been promulgated in accordance with Chapter 6, Title Xll of the 1971 Code of Ordinances. 14.2 - MATERIALS 14.2.01 - CONSTRUCTION MATERIALS (a) CONCRETE: Conform to the requirements of Article 4 - CONCRETE. (b) CONCRETE CURB & GUTTER: Conform to the requirements of Article 5 - CONCRETE CURB & GUTTER. (c) CONCRETE SIDEWALK AND DRIVEWAYS: Conform to the requirements of Article 6 - CONCRETE SIDEWALK AND DRIVEWAYS. (d) CONCRETE PAVEMENT: Conform to the requirements of Article 7 - CONCRETE PAVEMENT. (e) AGGREGATE BASE: Conform to the requirements of Article 8 - AGGREGATE BASE CONSTRUCTION. (f) FLOWABLE FILL. Conform to the requirements of Article 4, Section 4.3.07 - CONCRETE MIX DESIGN ( FLOWABLE FILL) (g) HOT BITUMINOUS PAVEMENT: Conform to Article 10 - HOT BITUMINOUS PAVEMENT. (h) PLANT MIXED SEAL COAT: Conform to Article 11 - PLANT MIXED SEAL COAT (ASPHALTIC OVERLAY). -1- 14.3 - CONSTRUCTION REQUIREMENTS 14.3.01 PERMITS Any excavation within the public right of way shall require an excavation permit. This permit shall be obtained from the City Streets Division office at 310 E. "D' Street. Permit fees shall be in accordance with the latest fee schedule, adopted by the City Council. Permits wilt only be issued to Contractors licensed under the Provisions of Chapter 4, Title XI1, of the Code of Ordinances to do excavation work, and who post bonding and insurance certificates as required by sections 12 -6-10 and 12 -6 -11 of the Code of Ordinances. Permits ('no fee') may also be issued to the Pueblo Board of Water Works and School District 60; however, contractors working for either agency are not exempted from the permit fees. If the work involves removal and replacement of existing concrete features (curb & gutter, sidewalk, crosspan, etc.), then a concrete permit must also be obtained from the Public Works Department. Permits will only be issued ti licensed concrete contractors. 14.3.02 - PAVEMENT, SIDEWALK AND CURB & GUTTER REMOVAL When concrete pavement, curb & gutter, cross pans or sidewalk are removed, the removal shall be to an existing joint or to a sawed joint which is made prior to removal. AN existing joints other than expansion joints shall be sawed prior to removal. A sawed joint wig not be permitted within five (5) feet of an existing joint. The final edge of asphalt removal for the one foot (1') cut back shall be along a straight line sawed to full depth, prior to removal of the pavement, unless otherwise approved by the Engineer. The edges of either concrete or asphalt pavement removal shall extend one (1) foot beyond the excavation unless one of the following options is used: 1. 1" overlay 10' wide, extending at least one foot (1') beyond the edge of the excavation. 2. 1' overlap with an infra -red machine. 3. Use of flowable fill for trench backfill. The final edge of asphalt removal for the one foot (1') cutback shall be cut along a straight line, in an approved manner, to allow removal without disturbing adjacent asphalt or concrete. When the adjacent asphalt or concrete has been disturbed by the removal process, the Permittee shall replace all disturbed asphalt or concrete as directed by the Engineer. 14.3.03 - EXCAVATION No excavation shall be made without prior notification of all utility companies. All excavations shall be done by open cut from the surface unless otherwise approved by the Engineer. Boring may be allowed, but only with prior approval by the Engineer. Boring by water jetting will not be allowed with the exception of directional boring. Ail excavated material that is overly wet shall be removed from the site daily. The width of trenches shall be kept to a minimum, but provide adequate space for workers. All Federal, State, and Local regulations pertaining to worker safety and health shall be followed. 14.3.04 - CONSTRUCTION TRAFFIC CONTROL AND PUBLIC SAFETY The Permittee shall submit to the City's traffic Engineer for approval a traffic control plan (TCP) prepared by a Certified Traffic Control Supervisor. No work shall begin which will affect traffic or -2- pedestrians without implementing an approved traffic control plan. The Permittee shall also provide all barricades, lights, control devices, flagmen, etc., as required on the approved traffic control plan, to control traffic and to protect the areas under construction. All traffic control procedures, signing, lighting, and barricades shall conform to the latest edition of the Manual on Uniform Traffic Control and shall be set up and maintained by a Certified Traffic control Supervisor. The Permittee shall also provide all devices necessary to ensure that the public is adequately warned and protected from any hazardous conditions caused by the Permittee's activities that take place outside the limits of the traffic control plan. These devices may include barricades, lighting, signing, and /or temporary fencing. 14.3.05 - BACKFILLING MATERIAL Backfill material shall be free from rubbish, cinders, organic material, or frozen material and shall not be overly wet. Backfill material shall be free from stones, concrete or asphalt chunks larger than eight (8) inches in diameter. When, in the opinion of the Engineer, material is deemed unsatisfactory for use as backfill it shall be removed from the site daily. Place fill material in uniform lifts having a maximum loose thickness of eight inches (8 "). Fill shall be free from frozen soil, snow, ice, mud, rubbish, organic material, and large rock. Maximum rock size shall be limited to three inches (3") for fills less than one foot (1) thick and to a maximum size of eight inches (8 ") for deeper fills except that rock larger than three inches (3 ") are not permitted within twelve inches (12 ")of the finished subgrade. Areas to be landscaped shall be free from surface rock larger than one inch (1 "). If there is a shortage of satisfactory backfill material, the Permittee shall furnish select material meeting the following gradation: SELECT MATERIAL GRADATION Percent By Weight Standard Sieve Size Passing Sieve 2 '/2 inch 100 2 inch 95-100 No. 4 30-65 No. 200 3-15 Liquid Limit 35 Maximum Plastic Index 6 Maximum 14.03.06 - COMPACTION REQUIREMENTS All backfill material shall be compacted to at least ninety five percent (95 %) of maximum standard Proctor density (AASHTO T99) or ninety percent (90 %) of maximum modified Proctor density (AASHTO T180). Moisture content of all compacted backfill soils shall be within ±2% of optimum unless field observation verifies that the soils are unstable at lesser moisture contents. In those cases, the Engineer shall establish a minimum moisture content. The Permittee shall provide compaction tests to the Engineer per the following schedule: Testing for sanitary or storm sewers shall be in accordance with the provisions of Article 12 or Article 13, whichever applies. -3- Testing for all other excavations shall be done at a minimum on one location for every 250 feet of main line trench and at every manhole or similar structure. Where excavations for service lines branch off the main trench, every fourth service line trench shall be tested. Tests at each location shall be made at a depth of two feet (2') above the pipe or other utility and at two foot intervals in depth, up to and including the surface. For utility installations where pipe bedding is used, the test at each location shall be made at a'depth of two feet (2') above the bedding material and at two foot intervals in depth, up to and including the surface. All test locations shall be directed by the Engineer. If any compaction test should fail to meet the requirements of this section, at least two (2) additional locations shall be tested along the trench, at locations designated by the Engineer, to determine the extent of non - compliance. After the extent of non - compliance has been determined, that section of trench shall be recompacted and retested at a minimum of two (2) locations as directed by the Engineer. If the failure occurs at a service lateral, another lateral shall be tested in addition to the extent of non - compliance testing requirement. Modifications to the above testing schedule may be made at the discretion of the City's Director of Public Works. In lieu of the above compaction testing schedule, the Permittee may choose one of the following options: 1) Backfill with flowable fill meeting the requirements of ARTICLE 4, Section 4.2.04 of these Specifications; or 2) Backfill with Class 6 Aggregate Base material meeting the requirements of ARTICLE 8, section 8.2 of these Specifications and compact, at optimum moisture content, in lifts no greater than 6 inches using a manually operated impact rammer. Option (2) above will not be allowed without testing if the permttee has a history of three or more pavement failures per year where this method was used. All compaction tests shall be made by an approved, independent soils testing laboratory, and shall identify the location and depth of the test, the date of the test, the Maximum Proctor density and optimum moisture content of the soil, and give the percent of compaction and moisture content of the backfill material at the test location. Copies of all compaction tests shall be submitted to the City. Prior to any pavement replacement, the backfill shall be proof rolled in the presence of the Engineer with a loaded, single axle dump truck weighing approximately 12 tons or an equivalent piece of heavy equipment that will produce a similar wheel load (with a minimum tire pressure of 70 psi). Any backfill that shows signs of instability shall be removed, replaced, compacted and retested by the Permittee. In the event of settlement or subsidence of a particular excavatibn or any part thereof, the Permittee shall be responsible for all repaving and repair work as directed by the Engineer, for the period of two (2) years after the excavation is backfilled and resurfaced. 14.3.07 - PUDDLING OR WATER JETTING Puddling or water jetting in an approved manner may be allowed as a method of compaction in certain soil types, with prior written approval of the Engineer for a specific location. This method will not be allowed in clay soils. All compaction testing requirements of Section 14.3.06 shall apply. 14.3.08 - REPLACEMENT OF SIDEWALKS, CURB & GUTTER, GUTTER, AGGREGATE BASE, PAVING, SOD OR OTHER LANDSCAPING MATERIAL in (a) Where sidewalks, curb & gutter, gutter, aggregate base, paving, sod or other landscaping materials are removed or disturbed within the limits of the work, the Permittee shall replace said items in accordance with current City material and construction specifications for the work involved immediately on completion of backfill. (b) When trenches, cuts or holes are excavated in streets having a bituminous surface, the Permittee shall replace such surfaces in accordance with Article 10, Section 10.3.13 - PATCHING. 1) Construct Class 6 aggregate base in accordance with Article 8 - AGGREGATE BASE. The minimum compacted thickness shall be equal to the thickness of the original base course or six inches (6" ), whichever is greater. 2) Construct hot bituminous pavement in accordance with Article 10 - HOT BITUMINOUS PAVEMENT. The minimum compacted thickness shall be equal to the thickness of of the original pavement or three inches (3 "), whichever is greater. On all bus routes, the minimum compacted thickness shall be four inches (4'). If full depth asphalt is used the minimum compacted thickness shall be five inches (6'), or as directed by the Engineer. (c) When trenches, cuts, or holes are excavated in concrete streets or gutters, they shall be replaced on Class 6 aggregate base having a compacted thickness of six inches (6 ") plus concrete having a thickness equal to the original concrete or seven inches (7 "), whichever is greater. Concrete pavement shall comply with Article 7 - CONCRETE PAVEMENT. (d) When trenches are excavated in streets or alleys which have only a gravel surface, the Permittee shall replace such surfaces to the Engineer's grade, on a satisfactory compacted backfill with a compacted gravel surfacing material equal in depth to that of the original gravel or two inches (2 ") minimum. The gravel shall conform to Class 6 aggregate according to Article 8 - AGGREGATE BASE CONSTRUCTION. (e) All landscaping shall be replaced to the same conditions as encountered prior to excavation. 14.3.09 - HOT BITUMINOUS PAVEMENT OR CONCRETE UNAVAILABLE OR INCLEMENT WEATHER ON COMPLETION OF BACKFILL If hot bituminous pavement or concrete is unavailable or weather is inclement upon completion of backfill, a temporary asphalt surface of cold mix or other approved material, having a thickness of two inches (2 ") shall be installed immediately on the surface of the trench. cut, or hole in an asphalt street, concrete street, paved alley, sidewalk. curb & gutter or other disturbed concrete surface. Such surfaces shall be installed before trenching continues into the next block, intersection or alley, unless otherwise allowed by the Engineer. 14.3.10- - REPLACEMENT OF TEMPORARY ASPHALT SURFACE As soon as hot bituminous asphalt or concrete become available, the temporary asphalt surface shall be removed and replaced with hot bituminous pavement or concrete pavement as applicable. The replacement shall be done within two weeks (2) of material availability unless otherwise approved by the Engineer. Hot bituminous pavement shall comply with Article 10 - HOT BITUMINOUS PAVEMENT and concrete pavement shall comply with Article 7 - CONCRETE PAVEMENT. 14.3.11 RESTORATION AND CLEAN UP All areas disturbed or affected by the Permittee's activities shall be restored to at least the same -5- condition as before the Permittee's activities began. The Permitted shall document initial conditions of the work site with photographs or video tape. In lieu of this documentation, the Permittee shall restore the work site as directed by the Engineer. The Permittee shall remove all excess material and debris from the work site and adjacent affected areas, and shall leave all such areas in a neat and clean condition immediately upon completion of the work. 14.3.12 - ACCEPTANCE OF WORK Work not acceptable to the Engineer shall be removed and replaced or otherwise repaired in all acceptable manner by the Permittee. 14.3.13 - CORRECTIVE WORK DONE BY THE CITY The City reserves the right to perform all corrective work necessary to eliminate a safety hazard or public nuisance in the event that the Permittee refuses to or delays to repair an excavation or correct deficiencies upon notice to do so. The determination of the necessity during the excavation and warranty periods for the City to do emergency work, repairs, or corned deficiencies shall rest entirely on the Engineer. Such emergency work or repair may include but not be limited to barricading, providing detour signing, repair of trench cave -ins, backfill, compaction and street resurfacing, surface restoration and cleanup. Work done by the City shall be invoiced to the Permittee for the actual cost of tabor, equipment and materials plus three - hundred per cent (300%) or the same amount shall be recovered from the Permittee's bond by action of the City Attorney. 14.3.14 - AUTHORITY OF THE ENGINEER The opinion of the Engineer shall be absolute and final, in all cases of dispute which may arise as to the proper method to be employed in repairing any cut, trench or hole, during construction and/or the warranty period, and the acceptability of the final repair and cleanup. of of w ' a 0, n. w 4 0 O� f. Y � U J m i w �+ � w . Ln ¢ 'I z N aN zz O g z 1: N 3 ¢�69 Z F O w ` N U 0 V) z 5 "w W w 7 w V) a W p w ~ 0 3 >Q ¢ aw m O I W m", O OQ w W s p p V) '"C E �K� \L � Q J 0 U O U o p° o U U 3 O } I w F 2 U / a o O U z W > w F w U J 0 z N 2 \ W Z 0 0 0(n cn� o 3 O W a- U) 3 0 0 i 0 � w N I ~m w m d Oz z w ¢ r� w a U } F W ui Z � > z z Qu ¢ > m ~ ~ O 2 of U U O < K� ¢ww =0 wT U W W W d O w \ 0 Q ww¢ww z o�000 [n z U N VI z l� N w J U LA 0 z w a (y z 0- z 0 U w z z O zV) n- z X0 w� N 0 Q w 0 U w r f Z W 0 0 U � z O Z U O F- ' U Q z r Z O U Z O U W V) cc W' Ir Z I" III W Ir H V) J r Q z U o a z F O LL r O U Q o Z Z J O Q U w J ¢ U rn O z SNVId :]Hi NO NMOHS SV HO ,0£ 33NV1S10 NI 03AOW3?J NMO80 ,L NVHl SS31 NON ,OL NVHl 3a0W ON 30 SIVA2131N1 iV SINIOf N0113V81NOD 1NIO NOIiOV2IiNO3 d O w (y z NOTES a 1. ALL POLES ENCROACHING ON CONSTRUCTION ARE TO BE MOVED BY OWNERS. 2. 1/2" EXPANSION JOINTS SHALL BE PLACED AT INTERVALS OF NOT MORE THAN ONE HUNDRED (100) FEET OR AT DRIVE CUTS AT TOP OF SLOPES IN SIDEWALKS. 3. DOUBLE GUTTER EXPANSION JOINTS SHALL BE PLACED NOT MORE THAN 200' APART. 4. ALL CURB AND GUTTER AND DOUBLE GUTTER EXPANSION JOINTS SHALL BE DOWELLED AS SHOWN IN THE DETAILS. 5. CURB & GUTTER EXPANSION JOINTS SHALL BE PLACED NOT MORE THAN 200' APART AND BETWEEN CURB & GUTTER AND WALK AT POINTS WHERE SIDEWALK ABUTS BUILDINGS. I Z O In Z o �xo w- TYPICAL STREET INTERSECTION Drawn BY: A.C.M. Date: NOV -1995 SHEET: SDI FILENAME: SDI Checked By: N.W. Approved BY:R.P.M. W w W 0 Z 0 U O W Cf) U J 4 0 W W Z to 0 0(n cn� o O W a- U) J zz 3 a w -- W } F W ui O 2 of U O Q U O W W W d O w \ 0 O W Z W [n z U O a I - - .4 , F` -.Z .,0 „9 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION �� 0 211 East 'D' St. 81003 (7 19) 543 -2860 COLORADO FAX 542 -6244 TYPICAL STREET INTERSECTION Drawn BY: A.C.M. Date: NOV -1995 SHEET: SDI FILENAME: SDI Checked By: N.W. Approved BY:R.P.M. 6x6- W1.4xW1.4 WIRE MESH PLACED AS SHOWN _1E 2" CLR. FLOW LINE 2" CLR I N c� 1 51 „ CROSSPAN DETAIL SCALE: 1'' = 2' -0'' 6x6- W1.4xW1.4 WIRE MESH PLACED AS SHOWN-7 �j FLOW LINE 2" CLR. 2'' CLR. N 3' -0'' OR 4'-0" N C* /-\ :> Jr1UVV IN U IN r L_NN DO UBLE GUTT SCALE: 1'' = 2' -0'' SCALE: 1'' = 2' -0'' /-ROUND - OFF SHARP CORNERS �5" 7" 18" � 1/2" R THICKNESS = 3/16" ° a 2.. ? 4 5o 4 5° ROLLED CURB & GUTTER TEMPLATE SCALE: 1'' = 2' -0'' 1" 1" 7 4 1'2 � F1 1-12 TO 2 "R d 1 -2 R N 4 N THICKNESS = 3/16" 2 50 45 �_j L2 TEMPLATE SCALE: 1'' = 2'-0" 6" 24" f 1" R 1/2'' R 2 R f 2' -6" : I STANDAR CURB & GUTTER OPTIONAL SLOPE 1 /2 ''/FT. SCALE: 1'' = 2'-0" nlnTr. � d a SLOPE 1/2'' PER FOOT CURB & GUTTER TYPE 2 SECT 1 -B SCALE: 1'' = 1' -0" FILENAME: S02 SCALE: 1'' = 2'-0" 16" 14" 1/2'' R 1,2 1/2'' R N ° e .d ° ° � CO 30" RAM CURB & GUTTER 6 r 1 R _ C') d 1/3h = CURB HEAD HEIGH L C� u d N 6° CURB HEAD SCALE: 1'' = 2' -0'' 8" THICK CONCRETE WITH POLYPROPYLENE FIBER REINFORCING MAY BE SUBSTITUTED FOR 7'' REINF. CONCRETE. DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION Rom � 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 CONCRETE CURB & GUTTER, DOUBLE GUTTER & DIP Drawn By:A.C.M. I Date :NOV - 1995 I SHEET: S D 2 Checked By: N. W. Approved By:R.P.M 7A" a „ 1/2" EXPANSION JOINT AT SERVICE WALK AND WHERE WALK ABUTS BUILDING —7 i 2' -6 7 „ 5 ,. 2' -6" SIDEWALK DETAIL SCALE . 1 " =1 -0" 1/2" EXPANSION JOINT r) AT SERVICE WALK AND Q WHERE WALK ABUTS BUILDING w - SLOPE 1/4'' PER FOOT > TOWARD CURB MIN. � 0 � Q ° D ° WIDTH VARIES SIDEWALK DETAIL SCALE : 1 " =1' - NOTE: DEPARTMENT OF PUBLIC WORKS CITY OF THAT PORTION OF ANY WALK AT DRIVEWAY ENGINEERING DIVISION CROSSING OR AT ANY PROBABLE CROSSING � � 211 East 'D' St. 81003 MUST BE AT LEAST 6" THICK. THIS REGULATION (719) 543 - 2860 APPLIES TO ALL NEW SIDEWALK CONSTRUCTION COLORADO AND ALL SIDEWALK REPLACEMENT FAX 542 -6244 ATTACHED SIDEWALK DETAILS [ Cha, n By: A.C.M Date:NOV -1995 SHEET: S D 3 FILENAME: SD3 ked By:N.W. Approved ByR.P.M � 4 ALLEY & DRIVEWAY WIDTHS VARY - i I I I EXPANSION I JOINTS 01 '7' CONC. W/ x6- W1.4xW1.4 WIRE UNLES VARIA MESH FOR A LEYS GRANT D BY 6'' CONC. FOR RIVEWAYS THE ENG EEf co N A CONTRACTION JOINT AT INTERVALS OF NOT MORE THAN 10' NOR LESS THAN 7' Z LL DEPTH JOINT PLAN OF TYPICAL ALLEY APPROACH & DRIVEWAY DETA SCALE : 1 N OT E : B" THICK CONCRETE WITH POLYPROPYLENE FIBER REINFORCING MAY BE SUBSTITUTED FOR 7" REINF. CONCRETE. FILENAME: 501 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 TYPICAL ALLEY APPROACH & DRIVEWAY DETAIL FOR SETBACK WALK Drawn By: A.C.M. Date: NOV -1995 SHEET: SD Checked By: N.W. Approved By:R.P.M. FOR SETBACK WALK SCALE : 1 ''=5' -0" DEPRESS CENTER OF APRON 2" AT 6x6- W1.4xW1.4 WIRE MESH ALLEYS PLACED AS SHOWN (ALLEY ONLY) SLOPE TO MATCH EDGE 2' -0" f OF SIDEWALK SIDEWALK co . (DE -_ _- a r m T , •�_. _� ` � - -` -- � � r� } Q N EXPANSION JOINTS J ! SECTION A -A Q > ALLEY & DRIVEWAY GUTTER DETAIL ° SCALE : 1 N OT E : B" THICK CONCRETE WITH POLYPROPYLENE FIBER REINFORCING MAY BE SUBSTITUTED FOR 7" REINF. CONCRETE. FILENAME: 501 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 TYPICAL ALLEY APPROACH & DRIVEWAY DETAIL FOR SETBACK WALK Drawn By: A.C.M. Date: NOV -1995 SHEET: SD Checked By: N.W. Approved By:R.P.M. 7'' REINF. CONC. - ALLEY 6'' CONC. DRIVEWAY 5' WIDTH VARIES 5' J SLOPE SLOPE Q Q i.__ O z Lu A C) CONTRACTION JOINTS w O o" U EXF JOI 0 I v co CV 6x6- W1.4xW1.4 WIRE MES PLACED AS SHOWN (ALLEY ONLY) M CV FULL DEPTH JOINT A� PLAN OF TYPICAL ALLEY APPROACH & DRIVEWAY DETAIL FOR ATTACHED WALK SCALE : 1 " =5' -0" MATCH EXISTING BACK OF WALK, DEPRESS CENTER OF APRON 2'' AT ALLEYS CV C� a } Q EXPANSION w w JOINT J CC Q o SECTION A - A ALLEY & DRIVEWAY GUTTER DETAIL SCALE : 1 " =2' -0" FILENAME: SD5 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION mom& 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 NOTE: B" THICK CONCRETE WITH POLYPROPYLENE FIBER REINFORCING MAY BE SUBSTITUTED FOR 7" REINF. CONCRETE TYPICAL ALLEY APPROACH & DRIVEWAY DETAIL FOR ATTACHED WALK Drawn BY: A.C.M. Dal a:NOV -1995 SHEET SD5 Checked BY: N.W. Approved BY:R.P.M ANSION EXPANSION NT J INTS Z12:1 SLOPE 0 I v co CV 6x6- W1.4xW1.4 WIRE MES PLACED AS SHOWN (ALLEY ONLY) M CV FULL DEPTH JOINT A� PLAN OF TYPICAL ALLEY APPROACH & DRIVEWAY DETAIL FOR ATTACHED WALK SCALE : 1 " =5' -0" MATCH EXISTING BACK OF WALK, DEPRESS CENTER OF APRON 2'' AT ALLEYS CV C� a } Q EXPANSION w w JOINT J CC Q o SECTION A - A ALLEY & DRIVEWAY GUTTER DETAIL SCALE : 1 " =2' -0" FILENAME: SD5 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION mom& 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 NOTE: B" THICK CONCRETE WITH POLYPROPYLENE FIBER REINFORCING MAY BE SUBSTITUTED FOR 7" REINF. CONCRETE TYPICAL ALLEY APPROACH & DRIVEWAY DETAIL FOR ATTACHED WALK Drawn BY: A.C.M. Dal a:NOV -1995 SHEET SD5 Checked BY: N.W. Approved BY:R.P.M V` r%r—'r A I I A NO SCALE PROPERTY LINE I I I � I I I F - - - 11 I I II I I II I I II I R ,Z•. 0 NO SCALE r r — — — l II I I I II I I I II I 6 T� VAR IES I I 80' I I 44' I I II I PROPERTY LINE Q iQ, O� > _ k O� NOTES: SHADED AREAS 6" CONCRETE I I I 4' VARIES PROPERTY LINE l I I c N_ r -- - - - - 7 — I ! t---- 1 - - - I I w I I > Awl PLANTING OR OTHER — NON WALKING SURFACE HANDICAP RAMPS SHALL BE INSTALLED AT EACH INTERSECTION. RAMP AND WING SLOPES SHALL NOT BE STEEPER THAN 12:1. DIMENSIONS SHOWN SHALL BE MODIFIED AS NECESSARY TO MEET THIS REQUIREMENT. LOCATION OF RAMPS MAY BE ADJUSTED TO FIT FIELD CONDITIONS AS DIRECTED BY THE ENGINEER. RAMP SURFACES SHALL HAVE CONTRACTION JOINTS AT 6" CENTERS AS SHOWN. WING SURFACES SHALL HAVE CONTRACTION JOINTS AT 6" CENTERS PERPENDICULAR TO THE RAMP JOINTS. FILENAME: SD6 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION CID Q_ 211 East 'D' St. 81003 ED o (719) 543-2860 COLORADO FAX 542 -6244 HANDICAP RAMP DETAILS Drawn By: A.C.M. Date: NCIV -1995 SHEET .SD6 Checked By: N.W. Approved By:R.f .M SQUARE PAN AND CONCRETE DIP SCALE: 1 ''=4' -0" Ai I r'llQR ANIFn nUTTER 3/4'' X 12'' SMOOTH DOWELS WITH APPROVED METAL EXPANSION CAPS LXPANSION JOINT CURB AND GUTTER SCALE: 1" =2' -0" /2" EXPANSION OINT DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION D O Q 211 East 'D' St. 81003 ED °o (719) 543 -2860 COLORADO FAX 542 -6244 EXPANSION JOINT DETAILS ALL DOUBLE GUTTER Drawn B Y : A.C.M. Date :NOV-1995 p SHEET S D 7 FILENAME: S07 Chocked By: N.W. Approved By:R.P.M 6" 6' DOUBLE GUTTER SCALE: 1" =2' -0" O� PL 1/4 "x8" CHECKERED PLATE + + + + 6 R 7 k i S \ 7 6•, 7 \ �4• F� i � a a 0 P SIDEWALK DRAIN NO SCALE SCALE: 1 " =1'—O" CITY OF DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION 211 East "D' St. 81003 E o (719) 543 - 2860 COLORADO FAX 542 -6244 SIDEWALK DRAIN DETAIL Drawn By: A.C.M. Date: -1995 SHEET S D 8 FILENAME: SOB Checked By: N.W. Approved ByR,P.M. SECTION A- A T V JOINT PLACEMENT AND WIDTH STANDARDS FOR WALK AND SCALE : 1 ''= 20' -0" FILENAME: SD9 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION rul&au 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 JOINT PLACEMENT AND WIDTH STANDARDS FOR WALK AND ALLEYS Drawn By: A.C.M. Date: N0V -1995 SHEET SD9 Checked By: N.W. Approved By:R.P.M. ^ANSION JOIP'T 2 C 5' -0' GENERAL REQUIREMENTS FOR DRIVEWAYS SCALE : 1 ''= 20' -0" NOTES DEPARTMENT OF PUBLIC WORKS THAT PORTION OF ANY WALK AT DRIVEWAY CITY of ENGINEERING DIVISION CROSSING OR AT A PROBABLE FUTURE CROSSING �p MUST BE AT LEAST 6" THICK. THIS REGULATION 0 211 East 'D' St. 81003 ED APPLIES TO ALL NEW SIDEWALK CONSTRUCTION (719) 543 - 2860 AND ALL SIDEWALK REPLACEMENT. COLORADO FAX 542 -6244 * DRIVEWAYS SHALL BE 12' MAX. FOR SINGLE CAR GARAGE AND OFF STREET PARKING; 20' MAX. FOR DOUBLE CAR GARAGE AND ON ANY— THING WIDER THAN 20' ONLY BY PERMISSION OF THE TRAFFIC ENGINEER. FILENAME: SD10 GENERAL REQUIREMENTS FOR DRIVEWAYS Drawn By: A.C.M. Date: -1995 SHEET S D 10 Checked By: N.W. Approved By:R.P.M z \ J O O_ Z I--- — Q C) CL a: F— / } } � Lu Cr - o 0oz N LO c�0 0 LO Q CV �N VJ N rr C co \ W CN ,88 L5 CO � 8Z'89 co J U (o W co N CN - ON (D 61 ID LL. q CN N Q1 V LL. o N o O (D L (0 LC) O N Lc) O CO LO (D (`") N II CV II II � II II LO II II Oc O� a �0L— W cc 0 � CC) z m F - � Q Cl) —YmDI— J 0 0) O < C) } C7 W O D N O O � N ~ LL O LL o (D CD (D o co � tr W N C') O co 01 N N O O co N W O O 0 e j (n � N Lr V N CD r Co L' V N CO r- r- Y z W II II II II II II II II II II II II II O O z C) O a J O CC Q _J J I— ®� Q J J F- D- m < J 1 N CD EO N L J r w 0 U Q I W I J U W J Q 0 rn 0 z W I Q O rn O z. Drawn By: A.C.M. Date: N0V -1995 SHEET S D 11 FILENAME: S011 Checked By: N.W. Approved By:R.P.M DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION Q N �' c0 o q � CI CD ° 211 East 'D' St. 81003 Q v (719) 543 -2860 W Cl) 0 O Lq 0 NO COLORADO FAX 542 -6244 � - (31 N CO O 00 mO]Lo - o l�Ln N Lt N LijCo " NN u II ©cl: a - II II Om a -i n II II Il n Om a J -ii--- CUL-DE-SAC DETAILS Drawn By: A.C.M. Date: N0V -1995 SHEET S D 11 FILENAME: S011 Checked By: N.W. Approved By:R.P.M A 8'' FULL DEPTH ASPH. LETTERED / (OR CONC. COLLAR IF SPECIFIED) ''SURVEY'' /i A B /, B C/ I ,C j ASPHALT 6 "� I - -Ip SECTION B -B SECTION C -C GAS VALVE BOX WATER VALVE BOX N.T.S. MONUMENT BOX N.T.S. iii ��� ii + .•�.;.;.;.;.,;.•.::•. ❖. SECTION A -A MANHOLE RING N.T.S. ADJUSTMENT DETAILS NO SCALE DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION am 211 East 'D' St. 81003 W (719) 543 -2860 COLORADO FAX 542 -6244 ADJUSTMENT DETAILS Drawn By: A.C.M. Date: NOV -1995 SHEET SD1Z FILENAME: SD12 Checked By: N.W. 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O O > W + Q J 03 X w m W J LL Q V r X co m U CL � W ¢ ¢O 0 Co m_ zxZ 2- O Co v o r y U o_ w x ? 0: r m W IL J (0 DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 CAST-IN-PLACE TYPE "S" INLET Drawn By: A.C.M. Date: NOV -1995 SHEET SD13 Checked By: N.W. Approved By:R.P.M. DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 CAST-IN-PLACE TYPE "S" INLET Drawn By: A.C.M. Date: NOV -1995 SHEET SD13 Checked By: N.W. 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J u, of ¢ N H w> N W U 0 0 m m m m m, z W a = az Z <> 30 (nw �w 3 a w> z� `'oa- �w a� � �-w (n z x m5 w o a oc, a D_ - ti aLJLL Oo woaz o `"° (n CL W JF - w�Z �w O� az QJ O o w o O�D_ Ow wOV12 w Jw J ?3 O j0 ?m l �¢ 3? ¢ U� L -''D' (n (n0 U) I F - m ?N Z _ 7 ui C, ri v 6 a I-� C6 6 o vi v FILENAME: SD14 2 �_ O I tn 9 .LOHII � w J U ¢ W (n m 9 = J UVa ¢ ¢ J U z 0Y30o F- J \ m a 3w30 w > w J > W O ¢ > 0 0 0 w Eo Uw U z ° _0 w ° Z X rn<n3¢w J Q m w C U Z ZJ c7 O co a 0 0W U3 x a (L C0 D X cl) co m J IL X V x V (n w J Mo - OF - 'JI a - = U ww ° J U W . w z rn D3a F- + m J w w Li Y m : ~ I cn W ° Q J \ a r ¢O I a F Cr O Z X z I (� m a 0 �•I I, 4 U W Cn U J J F- O • F r W ° m LL W O (r w z U Q W m z 2 LL }= o� a o ¢ C� z _o ~ a U w U �¢� 0 >O J ZJ 0¢0 w m LL rn LL CL a a- In U0¢ J O Q O L:. 1 •� w J� awa U> r cv N . 0� °aQd Ln cD J O w a3 J Z Z .,9 "Z L 00 a a -3 m w ¢ ar F- ° o i < ®N N X000 U L) v & 1 _ m 0, W ul �mOQ Q ALL •• -, � Q 0 LL cD V/ = J UVa ¢ ¢ J U z 0Y30o F- J \ m a 3w30 w > w J > W O ¢ > 0 0 0 w Eo Uw U z ° _0 w ° Z X rn<n3¢w J Q m w C U Z ZJ c7 O co a 0 0W U3 x a (L C0 D X cl) co m J IL X V x V (n w J Mo - OF - 'JI a - = U ww ° J U W . w z rn D3a J O z Q v _ C r i W J w a O co I > > + m J w w-w : ~ I cn ate W L j Q J \ a r ¢O U m Z X z I O O �I �•I I, 4 U U w X? F- O • F Cr W 6! i N1 J O z Q v _ C r i W J w a O co I > > + m J w w-w : ~ I cn ate W L j Q J \ a r ¢O U m Z X z O O �_,U 4 U U w X? F- O • F Cr W IL J CD DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION mmm � 211 East 'D' St. 81003 (7 19) 543 -2860 COLORADO FAX 542 -6244 PRE -CAST TYPE "S" INLET Drawn By: A.C.M. Date: NOV -1995 SHEET SD14 Checked By: N.W. Approved By:R.P.M. OI, I— Q J W IL O LL fr W O v N O Z Cl) W O Z W W Q w n F-- CONCRETE COLLAR AS REQUIRED 3 COURSES OF BRICK MINIMUM OR PRECAST SPACER RINGS SEE TYPE 1A STD M. H. FOR TOWER ABOVE THIS ELEVATION - 5" 12'' MIN 4' -0" (.I 5" U) PIPE AT M.H. SHALL BE OF THE � SAME CLASS AS PIPE IN LINE N w SEE DETAIL U) A CONNECTION IF INFLOW PIPES 48/OF Q SPRING SHALL BE MADE WITH MINIMUM p LINE PROJECTION INTO M.H.'S _ X `� p1PE N tNF EPDXY GROUT (TYP. ALL M.H.'S) PRECAST OR CAST -IN -PLACE CONCRETE WALLS CLASS "B" BEDDING TYPE II MANHOLE 8" THRU 15" TYPE 113 60" STANDARD MANHOLE 18'' THRU 36" TYPE 1C 72 STANDAR MANHOLE 42'' THRU 48" NO SCALE STANDARD FOR RCP ( SEE NOTE 4 ) NO SCALE 5" a 3 "R REINFORCING SHALL o BE CONTINUOUS OR WITH 12" LAP. RCP CONNECTION DETAIL z N SCALE: 1 " =2'0" NOTES: 1, DESIGN CRITERIA: CONCRETE -4,000 P.S.I. COMPRESSIVE STRENGTH AT 28 DAYS (TYPE II - CEMENT). 2. FOR PIPE INVERT ELEV.'S SEE PLAN & PROFILE SHEETS, 3. LADDER RUNGS REQUIRED IN ALL M.H.'S 4. IF ALTERNATE CSP DESIGN IS USED, TYPE II M.H. SHALL BE MODIFIED & CONSTRUCTED FROM CORRUGATED PIPE. 5. IF PRE -CAST MANHOLE BASES ARE USED, THE CONCRETE BENCH /TROUGH SHALL BE CAST -IN- PLACE. FLENANE: DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 61003 � o (719) 543 -2860 COLORADO FAX 542 -6244 STORM MANHOLES Drawn By: A. C.M. Date :NOV -1995 SHEET SD15 Checked By: N.W. Approved ByR.P.M. ° SOLID CONCRETE BASE TO THIS ELEV. 8'' MIN. ° ° IF CONTRACTOR ELECTS TO MAKE BASE IN ONE POUR 12" I 6' -4" 48" STD. _ UNDISTURBED EARTH FOR TYP. 7' - 4 60 " " 60" STD. CAST -IN -PLACE BASE OR 8' -4" STD. 6" FLOWABLE FILL MATERIAL FOR PRE -CAST BASE TYPE 1A 48" STANDARD MANHOLE 8" THRU 15" TYPE 113 60" STANDARD MANHOLE 18'' THRU 36" TYPE 1C 72 STANDAR MANHOLE 42'' THRU 48" NO SCALE STANDARD FOR RCP ( SEE NOTE 4 ) NO SCALE 5" a 3 "R REINFORCING SHALL o BE CONTINUOUS OR WITH 12" LAP. RCP CONNECTION DETAIL z N SCALE: 1 " =2'0" NOTES: 1, DESIGN CRITERIA: CONCRETE -4,000 P.S.I. COMPRESSIVE STRENGTH AT 28 DAYS (TYPE II - CEMENT). 2. FOR PIPE INVERT ELEV.'S SEE PLAN & PROFILE SHEETS, 3. LADDER RUNGS REQUIRED IN ALL M.H.'S 4. IF ALTERNATE CSP DESIGN IS USED, TYPE II M.H. SHALL BE MODIFIED & CONSTRUCTED FROM CORRUGATED PIPE. 5. IF PRE -CAST MANHOLE BASES ARE USED, THE CONCRETE BENCH /TROUGH SHALL BE CAST -IN- PLACE. FLENANE: DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 61003 � o (719) 543 -2860 COLORADO FAX 542 -6244 STORM MANHOLES Drawn By: A. C.M. Date :NOV -1995 SHEET SD15 Checked By: N.W. Approved ByR.P.M. IF DISTANCE FROM LIP LINE OF C. & G. TO TRENCH IS LESS THAN 4', ALL ASPH. SHALL BE REMOVED FROM LIP TO TRENCH LINE MIN. 12'' MIN. 6'' MIN. HIGH DENSITY POLYETHYLENE CORRUGATED PIPE W /SMOOTH INTERIOR OR PVC(SDR35) PIPE STORM SEWER MAIN . ....... 12' MI HOT BITUMINOUS OR CONCRETE PAVEMENT AGGREGATE BASE UNDISTURBED SUBGRADE COMPACTED BACKFILL RCP STORM SEWER MAIN SPRING LINE 6'' MIN. CLASS "B" BEDDING MATERIAL UNLESS STATED OTHERWISE ON THE PLANS OR AS ORDERED BY THE ENGINEER TRENCH DETAIL FOR STORM SEWER MAIN SCALE: 1" = 3' -0" NOTE: 1. CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE AND FEDERAL HEALTH AND SAFETY REQUIREMENTS INCLUDING BUT NOT LIMITED TO DEPOSITION OF CUT, SLOPING AND /OR BRACING. DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D" St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 STORM SEWER TRENCH DETAIL WIDTH OF PAVEMENT 12" REPLACEMENT MIN. Drawn By: A.C.M. Date: NOV -1995 SHEET SD16 FILE SDI( Chocked By: N.W. Approved Byf3.P.M. < 14 (di9V1 DDS) 0 0 I WD r.V,. NOISNING I I I 00 I ~ F~- W I 4m I O� I I � I I � I I \ I I I ` - I Cl) I I L rl i C I I I N I- I Q Z o Q'� ii / � J LL U ( � - IEV1 33S ) ..V.. NOISN3AIG ..9 -rZ .•9 -•Z G 1 3dld Ln N n. } F- N } H N � F LO L Q IL 0 W ( NIW - .Z H311AVIO 3dld .•9 - .l Z w J t- W w N Q LO 0LO0zo6 N Cn 0) 0 Q w w w } N m o I N O w � wl QiD _ � m Cr mw CV -- - - - - - -a 0pZ LON m LLJ X w 0 w� � Q0 a m ~Q Q co Ln w /�w 0Ln Q w F- w Q W v Cn X I_V H > W I Ln f- ui O' w O J Cn z CL -Z Q rrOl O - rrOl i ; O 1 `� O L Z �t O o S�110 ..9L V v 1 < LO Sd 1S 'H �0 J (D E U r r co 0) 0) 0 C3i 10 .. Z ' m Q Q Z� W Om O z W O Z O W d 4 LUW W C7 Z 5 cr =z� a W rrZ /L l V' w 1-- m H =LL I-- J X00 Om 0 0 000 Q Q00 Wa - - -- - -- = w VL ddl.l 01 v a UVTWIS w w } I N EL NOIlOHS o ' m U) - SS0J7 H W } Q m z C.� (V W a. Q L m H Ln L0 m ~ 0 # D Q J m d # 0 d Ln �1 N0 0 m LO Cr # Z 0 m O D LL 0 w < 14 (di9V1 DDS) 0 0 I WD r.V,. NOISNING I I I 00 I ~ F~- W I 4m I O� I I � I I � I I \ I I I ` - I Cl) I I L rl i C I I I N I- I Q Z o Q'� ii / � J LL U ( � - IEV1 33S ) ..V.. NOISN3AIG ..9 -rZ .•9 -•Z G 1 3dld Ln N n. } F- N } H N � F LO L Q IL 0 W } Z w J t- W O OO N Q LO 0LO0zo6 Ln # Z Cn 0) 0 0 w N N m o I Ln > O L1J _ � m Cr mw c- 0pZ o_ m LLJ X w 0 w� d O} F -O Q0 m ~Q Qu -U =Ln nW rn w 0Ln V. O Q _ W v Cn X I_V Cn Z mm > W Z O O' W 0 Qo J Cn CL -Z Q WZO C - w W _ Q Ln O �t O LD NCO V O LO LLI LO (D (D r r co 0) 0) 0 m�W W ' m Q Q Z� W Om O z W O Z O W d IL LUW W C7 Z 5 cr =z� a W I IL 0 W } Z w J t- W Z O N Q W LU Ln # Z �O LLJ o6 W Z w d ll r.Ol Z ¢ o I Ln > O } O WmCf) mom J JU) m Q J m �QWCE =zw �cnmz wU) °o m O _ Q �mQw O Q N H � �100m> # =UaF- m t m Z w J O Q N O U W U) 0 Z O � m �oQ 3- J - N Q N T F _ H Q d Q � } Ln # Fv DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 81003 � o (719) 543 -2860 COLORADO FAX 542 -6244 TYPE 111 STANDARD MANHOLE Drawn B y:A.C.M. Date: - 1995 SHEET S D 17 FLENAC 8017 Checked By: N. W. Approved By:R.P.M H 0 W Z w J W Z O W LU �O LLJ o6 W Z Z ¢ 0 Ln > O `r _ � m Cr mw c- 0pZ o_ m LLJ X w 0 w� d O} F -O Q0 m ~Q Qu -U =Ln nW rn LL 0Ln V. O Q _ W v Cn X y J }0 Cn Z mm > W Z O O' W 0 Qo J O CL -Z Q WZO C p] w W W m H Q Ln O -r H m F- W W M CD ZCn1Q ZU)m >W E) w -JF amp -Cd�F �om z� _ CD wU OC-'0W m�W W ' m Q Q Z� W Om O z W O Z O W d J LUW W C7 Z 5 cr =z� a W 1-- m H =LL I-- w m X00 Om 0 0 000 o Q00 Wa Z Z = N m DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION 211 East 'D' St. 81003 � o (719) 543 -2860 COLORADO FAX 542 -6244 TYPE 111 STANDARD MANHOLE Drawn B y:A.C.M. Date: - 1995 SHEET S D 17 FLENAC 8017 Checked By: N. W. Approved By:R.P.M �? IA GUTTER PAN FAI 15" MY OUTLE _= PIN DOUBLE INLE SCALE: 1 " = 2' -0" VARIES DEPENDING NO. OF UNITS 3' -10 t / 3' -10 1 /z' —6 1 /1' 3 1 – 3 %1 L 5" x 5" x 3 / "''d d ° TACK WELD • I ORDER FRAMES W /OUT FLANGE FROM SUPPLIER TO INSTALL • ACROSS THE INLET BOX AT � . ENDS OF ADJACENT GRATES OUT E GROUTED SLOPE TO PIPE PI E. a a a a a —T d —�— r4 ° r d — °. d < —� —° _r 4 ° 8" VARIES SECTION A- A 4' GUTTER PAN SCALE: 1" = 2' -0" 29 3 /a 2 � - I e e ae � e •s � ,s e L 5 "x 5 "x 3 % 4 ti a.le L � � o .I .�rT -s I• e 8" 18 1/z 8" SECTION 13-13 SC 1 " = 2' -0" GRATED INLET TYPE 13 (MULTIPLE) Drawn BY A.C.M, Date:N0V -1995 SHEET S Di 8 FILENAME: S018 Checked By: N.W. Approved By:R.P.M # 4 REBAR T —12, -- — 0�� 0 I 0 1 1 O I I • O� 0 ODOO 0000 0000 I 0000 = 0000 OooO � 1 � NO. 1 3 G & FR NEENAH R -3382 B VARIES DEPENDING NO. OF UNITS m A I I _ z N Q - Q O o w N 3/4 "xl' - @ 12" SMOOTH DOWELS W /APPROVED METAL EXPANSION CAPS AS SHOWN EXPANSION JOINT ` -� SEE DETAIL. - COLD JOINT # 4 REBAR @ 10" O.C. E.W. (TYP.) DETAIL COLD JOINT SCALE: 1'' = 1' -0'' DEPARTMENT OF PUBLIC WORKS 4 REBAR @ CITY of 10" O.C. E.W. (TYP.) RO M "a, ENGINEERING DIVISION � 211 East "D' St. B1003 � ° a GROUTED SLOPE (719) 543 -2860 TO PIPE COLORADO FAX 542 -6244 B 15" MIN. 3' — 3 5 /a OD OO HO DO JOUT 4 ° N0. 13 GR ATE & FR a I •° NEENAH R -3382 B 4 3 1 /a INLET SCALE: 1" = 2' -0" 4' -3 1 /a' GUTTER PAN a° to w 15" MI OUTLEI 3'— 10 3' — 3 5 /a 4 ° 6 1 /z GROUTED SLOPE TO PIPE a I •° a O A I I z Li 0 N 5 3/4 "x1' -0" @ 12" SMOOTH DOWELS W /APPROVED METAL EXPANSION CAPS AS SHOWN EXPANSION JOINT �a a a SEE DETAIL COLD JOINT # 4 REBAR 10" O.C. E.W. (TYP.) SECTION A- A SCALE: 1" = 2' -0" r9 4' GUTTE PAN 29 22 38 " is COLD JOINT 4 REBAR Q D.C. E.W. (TYP.) 1TED SLOPE 'IPE DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION mmMia 211 East 'D" St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 GRATED INLET TYPE 13 (SINGLE) Drawn By:A.C.M. Date:DEC -1996 SHEET S D 19 FILENAME: SD79 I Checked By: N. W. Approved By:R.P.M DETAIL SCALE: 1'' SECTION 13-13 SCALE: 1 " = 2' -0" .Timm rn W Q. E v U n ¢ F N LL 0 Cl) Un 2 O t- O 3 w EnW W 0 Q pF d V0Lu WZ� D W W H LL 0¢ F p z > XVW ,.0-•9 pw � N o z 0 () D U NIW .,9 -.9 = v Q w 0 0 0: _j ~ i ¢ L a < w W QSQWQo W dUnm_¢a z m¢ 8 -.L 8 .L QmQ ¢ o L Q QN_ W �ZW Qom} J 2 W — i O D ~ m .- F D a W Q � Qw W Z _ J O EV � ¢ O 7 U C x '� CQUU ¢QQ W w O � > LL p izz�¢mJ — o Q z a —WW WO] — �0 F- H xOOZf_2 — 0¢002F- ZL „9 L w J Q C-):2 mo Q o U ¢ W Q F— O oz W W 0 N LL Q Q J N 0 } m ~ NIW _0E 1 O WW LL, W W J ¢ U ~ / WW 0 0 z x I' 0 'v ? zz 3 + Q _ W �� o o En Co v N ..b Q (o I x K ¢ N In V7 I � > O F- ~ LL _ Z W ¢ W S �W¢ 0 O Z D ¢ 0 � En O � N � W W Q (n IL S En U Z: O QF ¢ U ? C7 J 0 Z W U W� o o W O LL a 3 ¢ w � ¢ o x w w Wo J Q Q 0 ¢ LL Om _ O Q U V) Q LL 2 LL W F- ¢ 2 0 W (n §0 cc H J N 3 WW ¢ c� w¢ �x W ♦♦�� ~ Q Q V nU E: W>. ¢ D En CL Z Z Q LL 0 0 F Eo IL Un Z p tR m O (.)0 W x '' W o- N \ ' v / S \\ (/� GENERAL NOTES J L Q 1, FIELD LOCATION TO BE DETERMINED BY TRAFFIC ENGINEER. 2 ALL REFLECTIVE SURFACES SHALL BE SMOOTH SURFACE TYPE REFLECTIVE SHEETING OR APPROVED EQUAL. 3. ALL TIMBER SHALL BE GRADE NO. 2 OR BETTER DEPARTMENT OF PUBLIC WORKS (DOUGLAS FIR, LARCH OR HEM -FIR.) CITY OF ENGINEERING DIVISION 4. ALL POST SHALL BE CCA PRESSURE TREATED IN � D / 211 East D St. 81003 ACCORDANCE WITH AWPB -FDN STANDARDS. (7 19) 543 -2860 5. ATTACH "ROAD CLOSED" SIGN TO POST WITH 2 -3/8'' COLORADO DIA. x 4" GALV. LAG SCREWS. WHERE W = 24', FAx 5a2 -62aa PLACE SIGN ON POST LOCATED ON RIGHT SIDE OF BARRICADE CENTER. STANDARD TYPE 6. PAINT FOR RAILS AND POSTS SHALL BE SHERWIN BARRICADE WILLIAMS A -100 ALKYD EXTERIOR WOOD PRIMER A -100 ALKYD EXTERIOR WOOD PRIMER WITH A -100 LATEX HOUSE AND TRIM PAINT (SERIES A8) Drawn By:A.C,M. Dafe: - 1995 SHEET 5D20 OR APPROVED EQUAL. FILENAME: S020 Checked By: N.W. Approved By:R.P.M IF DISTANCE FROM LIP LINE WIDTH OF PAVEMENT 3 OF C. & G. TO TRENCH IS LESS THAN 4', ALL ASPH. 12„ REPLACEMENT 12" SHALL BE REMOVED FROM LIP TO TRENCH LINE MIN. MIN. HOT BITUMINOUS OR CONCRETE PAVEMENT ` AGGREGATE BASE 3' � ................... UNDISTURBED SUBGRADE MIN,> COMPACTED BACKFILL r r I/ I. r r r 'g � PLUG OR CAP SERVICE LINE SLOPE AT • • • • • • 1/4" PER 1' OR AS SPECIFIED ON THE PLANS : ; .: g" IN.: • ;� OR AS DIRECTED BY THE ENGINEER r i i i i i r r i r r i r r� i� i� r i� r � r r r r; r r i i i r r 12 " MIN. INITIAL BACKFILL ZONE MAIN AND SERVICE LINES SCALE: 1" = 3' -0" UNDISTURBED SUBGRADE CLASS "B" BEDDING TO 1' ABOVE SERVICE LINE t, COMPACTED BACKFILL , ..... , . .: SERVICE LINE SLOPE AT WYE FITTING OR APPROVED v r, r, rr �rir�rr�rr�rrrr r r r 1/4" PER 1' OR AS. WYE SADDLE AS REQUIRED OR DIRECTED gY LANS THE ENGINEER r �i ri r 4" MIN. ' i 'r �i M 22 1 /2' OR 11 1 /4 ' FITTING ` AS NEEDED AT 12' DEPTH MAX. SEWER MAIN PIPE SLOPE TO BE A MINIMUM OF VARIES 1/ PER 1' AND A MAX. OF 2:1 SANITARY SEWER SERVICE INSTALLATION FOR MAINS GREATER THAN 12 FEET DEEP NOTE: SCALE: 1" = 3' -0" 1. CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE SPRINGLINE AND FEDERAL HEALTH AND SAFETY REQUIREMENTS INCLUDING BUT NOT LIMITED TO DEPOSITION OF CUT DEPARTMENT OF PUBLIC WORKS 22 1 /2' OR 45' FITTING, AS NEEDED CITY OF 4 MIN. 2. SERVICE LINES SHALL BE CONNECTED TO THE SEWER p CLASS "B" BEDDING MATERIAL MAIN SO THE FLOWLINE IS AT /OR ABOVE THE SPRINGLINE WYE FITTING OR APPROVED WYE SADDLE AS REQUIRED OF THE PIPE FOR 8" AND 10" SEWER MAINS AND IN VARIES THE TOP 1 /4 OF THE PIPE FOR 12" AND LARGER SEWER FAX 542 -6244 UNLESS STATED OTHERWISE SANITARY SEWER 3. THE ENDS OF ALL SERVICE LINES SHALL BE MARKED FOR ON THE PLANS OR AS SEWER MAIN M 2 3 EET ORDERED BY THE ENGINEER TRENCH DETAIL FOR SANITARY SEWER MAIN AND SERVICE LINES SCALE: 1" = 3' -0" UNDISTURBED SUBGRADE CLASS "B" BEDDING TO 1' ABOVE SERVICE LINE t, COMPACTED BACKFILL , ..... , . .: SERVICE LINE SLOPE AT WYE FITTING OR APPROVED v r, r, rr �rir�rr�rr�rrrr r r r 1/4" PER 1' OR AS. WYE SADDLE AS REQUIRED OR DIRECTED gY LANS THE ENGINEER r �i ri r 4" MIN. ' i 'r �i M 22 1 /2' OR 11 1 /4 ' FITTING ` AS NEEDED AT 12' DEPTH MAX. SEWER MAIN PIPE SLOPE TO BE A MINIMUM OF VARIES 1/ PER 1' AND A MAX. OF 2:1 SANITARY SEWER SERVICE INSTALLATION FOR MAINS GREATER THAN 12 FEET DEEP NOTE: SCALE: 1" = 3' -0" 1. CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE AND FEDERAL HEALTH AND SAFETY REQUIREMENTS INCLUDING BUT NOT LIMITED TO DEPOSITION OF CUT DEPARTMENT OF PUBLIC WORKS SLOPING AND /OR BRACING. CITY OF ENGINEERING DIVISION 2. SERVICE LINES SHALL BE CONNECTED TO THE SEWER p 0 211 East 'D' St. 81003 MAIN SO THE FLOWLINE IS AT /OR ABOVE THE SPRINGLINE (719) 543 - 2860 OF THE PIPE FOR 8" AND 10" SEWER MAINS AND IN COLORADO THE TOP 1 /4 OF THE PIPE FOR 12" AND LARGER SEWER FAX 542 -6244 MAINS. SANITARY SEWER 3. THE ENDS OF ALL SERVICE LINES SHALL BE MARKED FOR TRENCH DETAIL M 2 3 EET GRADE IN ADDITION TO A 3 INCH WIDE GREEN PLASTIC TAPE TIED TO THE END OF THE SERVICE LINE AND Drawn B y; A.C.M. Date: NOV -1995 SHEET SDZ1 EXTENDING 6 INCHES ABOVE THE GROUND SURFACE. FILENAME: SD21 Checked By: S.V. Approved By: J.D. ...A UNDISTURBED EARTH FOR —/ L CLASS "B" BEDDING MATERIAL CAST -IN -PLACE BASE OR 8" MIN. UNLESS STATED OTHERWISE 6" FLOWABLE FILL MATERIAL ON THE PLANS AS FOR PRE -CAST BASE ORDERED BY THE E AS APPROVED WATER STOP GASKET FOR CAST -IN -PLACE BASE OR RUBBER MANHOLE BASE SECTION FOR PRE-CAST BASE ONNECTOR 8" THRU 15" PIPE NO SCALE PRECAST MAN SECTIONS CAST -IN -PLACE CONC BASE ROUND OR SO AT CONTRACTORS OPTION T 5' -0' MANHOLE STEPS — SLOPE 2'' 3/4 OF PIPE O.D.,MIN. UNDISTURBED EARTH FOR — CAST -IN - PLACE BASE OR ' 6'' FLOWABLE FILL MATERIAL FOR PRE - CAST BASE APPROVED WATER STOP GASKET --- -- FOR CAST -IN -PLACE BASE OR RESILIANT RUBBER CONNECTOR MANHOLE BASE SECTION FOR PRE -CAST BASE. 18" THRU 36" PIPE NO SCALE MANHOLE NOTES 1. USE 24" STANDARD MANHOLE FRAME AND COVER UNLESS OTHERWISE NOTED ON PLANS. 2. STEPS TO BE ORIENTED OVER OUTLET PIPE OR AS DIRECTED BY THE CITY ENGINEER. 3. IF PRE -CAST MANHOLE BASES ARE USED, THE CONCRETE BENCH /TROUGH SHALL BE CAST -IN- PLACE. FL.ENM,E: $022 CLASS "B" BEDDING MATERIAL UNLESS STATED OTHERWISE ON THE PLANS OR AS ORDERED BY THE ENGINEER DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION � O k 211 East 'D' St. 81003 D o (7 19) 543 -2860 COLORADO FAX 542 -6244 SANITARY SEWER MANHOLE DETAILS Drawn By: A.C.M. Date: NOV -1995 SHEET SDZZ Checked By: S.V. Approved By: J.D. o " MANHOLE STEPS 4 0 PRECAST MANHOLE SECTIONS 'b v a GROUT CAST -IN -PLACE M IN CAST IN PLACE SLOPE 2 z- CONC BASE ROUND OR SO, AT CONTRACTORS OPTION Is 1 /2O.D FOR B" & 10" PIPE, '.o \� \� o \ xx/ �1 �1` 3/4 O.D. FOR 12" AND LARGER PIPE {� \ \ \ \ \J _ �\l: % L.�\ \ UNDISTURBED EARTH FOR —/ L CLASS "B" BEDDING MATERIAL CAST -IN -PLACE BASE OR 8" MIN. UNLESS STATED OTHERWISE 6" FLOWABLE FILL MATERIAL ON THE PLANS AS FOR PRE -CAST BASE ORDERED BY THE E AS APPROVED WATER STOP GASKET FOR CAST -IN -PLACE BASE OR RUBBER MANHOLE BASE SECTION FOR PRE-CAST BASE ONNECTOR 8" THRU 15" PIPE NO SCALE PRECAST MAN SECTIONS CAST -IN -PLACE CONC BASE ROUND OR SO AT CONTRACTORS OPTION T 5' -0' MANHOLE STEPS — SLOPE 2'' 3/4 OF PIPE O.D.,MIN. UNDISTURBED EARTH FOR — CAST -IN - PLACE BASE OR ' 6'' FLOWABLE FILL MATERIAL FOR PRE - CAST BASE APPROVED WATER STOP GASKET --- -- FOR CAST -IN -PLACE BASE OR RESILIANT RUBBER CONNECTOR MANHOLE BASE SECTION FOR PRE -CAST BASE. 18" THRU 36" PIPE NO SCALE MANHOLE NOTES 1. USE 24" STANDARD MANHOLE FRAME AND COVER UNLESS OTHERWISE NOTED ON PLANS. 2. STEPS TO BE ORIENTED OVER OUTLET PIPE OR AS DIRECTED BY THE CITY ENGINEER. 3. IF PRE -CAST MANHOLE BASES ARE USED, THE CONCRETE BENCH /TROUGH SHALL BE CAST -IN- PLACE. FL.ENM,E: $022 CLASS "B" BEDDING MATERIAL UNLESS STATED OTHERWISE ON THE PLANS OR AS ORDERED BY THE ENGINEER DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION � O k 211 East 'D' St. 81003 D o (7 19) 543 -2860 COLORADO FAX 542 -6244 SANITARY SEWER MANHOLE DETAILS Drawn By: A.C.M. Date: NOV -1995 SHEET SDZZ Checked By: S.V. Approved By: J.D. 4' FOR PIPE UP TO 15'' DIA. 5' FOR PIPE 18'' DIA THRU 36'' DIA MANHOLE STEPS APPROVED WATER z 0 4" STOP GASKET g I MIN, GROUT IN EVEN SLOPE FROM —� FLOW LINE TO FLOW LINE CLASS 'B' BEDDING %'1'�� %:' % p LESS THAN 2' -0" SLOPE 2" CAST -IN- PLACE �;: + , UNDISTURBED EARTH FOR CONC BASE ROUND OR 'o CAST -IN -PLACE BASE OR SQ. AT CONTRACTORS 6" PLOWABLE FILL MATERIAL OPTION FOR PRE -CAST BASE 8" MIN. MANHOLE BASE SECTION FOR PIPE DROP LESS THAN 2'- 0" NOT TO SCALE 4' FOR PIPE UP TO 15" DIA, 5' FOR PIPE 18" DIA, THRU 36'' DIA. TEE CLASS "B" BEDDING SAME SIZE PIPE ow l DROP SECTION MIN. 6'' CONCRETE ENCASEMENT AROUND yr; DROP ASSEMBLY 90° ELBOW APPROVED WATER STOP GASKET (TYP.) PRECAST MANHOLE SECTIONS v MANHOLE STEPS 4' MIN. GROUT SLOPE 2'' + VARIES, 2' -0" MIN. o UNDISTURBED EARTH FOR CAST -IN -PLACE BASE OR 8" MIN. 6" FLOWABLE FILL MATERIAL FOR PRE - CAST BASE MANHOLE BASE SECTION WITH DROP ASSEMBLY NOT TO SCALE DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION D 0 211 East 'D' St. 81003 ID °o (719) 543 -2860 COLORADO FAX 542 -6244 SANITARY SEWER MANHOLE DETAILS Drawn By: A.C.M. Date: NOV -1995 SHEET SD23 FILENAME: SD23 Checked By: S.V. Approved By: J.D. PLACE CONC. COLLAR, AS SHOWN IN ALL UNPAVED AREAS BRICK OR PRECAST CONC o GRADE RINGS VARIES AS REOD 12" MAX, 4'' MIN 0,0 PRECAST ECCENTRIC ° CONE o ° o ° 0 MANHOLE STEP c 24" STANDARD MANHOLE COVER WITH FRAME FINISH GRADE GROUT AGGREGATE BASE 2' -0 '± TO Z NOTE TO BE USED FOR MANHOLES GREATER THAN 6' DEEP. PRECAST .o' DIA TO MATCH �— MANHOLE '0 BASE SECTION SECTION N O MANHOLE TOP SECTION WITH RING EXTENSION SCALE: 1 " =2'-0" PLACE CONC. COLLAR, AS SHOWN IN ALL UNPAVED AREAS BRICK OR PRECAST 2 ", 4'' OR 6'' GRADE RINGS VARIES AS REOD 12" MAX, 4" MIN REINFORCED STANDARD TOP SLAB DESIGNED FOR H2O LOADING #4 BAR o 24'' STANDARD MANHOLE COVER WITH FRAME FINISH GRADE GROUT - -- AGGREGATE BASE e ,.o 0 a B , P O. •d PRECAST DIA TO MATCH MANHOLE �o: BASE SECTION :o SECTION FLAT TOP MANHOLE NOTE: TO BE USED FOR MANHOLES SCALE: 1 " =2' -0" 6' DEEP OR LESS INSIDE WALL ti OF M.H. 1. DESIGNED FOR H2O LOADING 2. BARS TO BE TIED, NOT WELDED, 3. SLAB TO BE 8" THICK. 4, STEEL TO BE PLACED TOP & BOTTOM WITH 2" CLEAR BTWN. BARS & CONC. SURFACE. 5. ALL BARS TO BE #4. TOP CONCRETE SLAB DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION D O Q 211 East 'D' St. 81003 ED (719) 543 -2860 COLORADO FAX 542 -6244 MANHOLE DETAILS Drawn By: A.C.M. Date: NOV -1995 FOR FLAT TOP M.H. SHEET SD24 NO SCALE FILENAME: 5024 Checked By: S.V. Approved By: J.D. „ z/t L m „ z/t 00 l N T - ❑ -t�-❑� \ w " ❑ ❑ ❑ ❑ ❑ E� \ 0 W /i❑❑❑❑❑❑❑❑❑\ � m = w F CJ //❑❑❑❑❑❑❑❑❑❑E� ' z O W w o A/O ❑❑❑❑c)�❑❑❑❑❑1 I m Q U o o Id) ❑ ❑ ❑ ❑ ❑L.J❑ ❑ ❑ ❑ ❑ bl 2 w I � ❑ ❑ ❑ ❑ 0 3 0 ❑ ❑ D ❑ I N N z ; O ❑ CL) � 7 II ❑❑❑❑❑LJ❑❑❑❑ ❑d N N z O O \ \ ❑ ❑ ❑ ❑ ❑(/) ❑ ❑ ❑ ❑ ❑ //I H Q / \� e ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑g U w Q o d a C \,❑❑❑❑❑❑❑❑❑/, (n z z Q 0 0 0 0 0 1 Q 2 w o Lu z> z w o> En i o 0 0 z Qc) � Q w rn °z z Lu J 0 Q �iB - D - B - � \� Q �� w - /� ❑ ❑ ❑ ❑ ❑ ❑a�� T / ❑ ❑ ❑❑ ❑ ❑ ❑ ❑ ❑� Q � � 60 0 0 0 D❑0 0 0 d z O F - o o ❑ ❑ ❑ ❑ G/ ❑ ❑ ❑ ❑ O\ \ Q Q U w co //❑ ❑ ❑ ❑ ❑ Z CL I n Q I ❑❑ D❑❑ 3❑ ❑❑ D❑ r ❑ ❑❑❑❑W❑❑❑00d O 0 N _ z N N O D O z = J I I U Q Q O Z \ 4❑❑❑❑❑c�❑❑❑❑❑/ / U) �❑ ❑❑❑❑❑❑ ❑ w o C7 LL w \0 ❑❑❑00000 (n z z Lij �\ q ❑ ❑ ❑ ❑ ❑ ❑ �/ cr z Q �L9 -� DEPARTMENT OF PUBLIC WORKS MANHOLE NOTES CITY OF ENGINEERING DIVISION P & 1. USE 24” STANDARD MANHOLE FRAME AND COVER � I p 211 East o •D St. 81003 UNLESS OTHERWISE NOTED ON PLANS. (719) 543 -2860 COLORADO FAX 542 -6244 MANHOLE & INLET RING & COVER DETAILS Drawn By: A.C.M. Date: NOV -1995 SD25 SHEET FILENAME: S025 Checked By: S.V. Approved By: J.D. #4 TIES @ 24'' 0,C. ll L7 5— o O w #4 REBAR BENDING DIAGRAM O.D. +12'_ .-PIPE UNLESS OTHERWISE NOTED F O a w A A 02 _ � o WATER MAIN a O CL w OR STORM SEWER w t- o II . 0 1 ° a- O Cf) a 0 w SEWER ENCASEMENT SECT, A - A z (ONLY WHEN REQUIRED) #4 REBAR SEWER ENCASEMENT DETAILS FOR WATER MAIN & STORM SEWER CROSSINGS NO SCALE lt � � 1 -a -3 a� 1 /e B „ B 14” 15- 7 /16' COPOLYMER POLYPROPYLENE PLASTIC 1/2'' GRADE 60 STEEL REINF. SECTION B -B 6" �-- VERTICAL STEP SPACING 16'' O.C. MANHOLE STEP NO SCALE DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION FOB 211 East 'D' St. 81003 (719) 543 -2860 COLORADO FAX 542 -6244 SEWER DETAILS Drawn By: A.C.M. Date: NOV -1995 SHEET SD26 FLENAME: 5026 Checked By: S.V. j Approved By: J.D. CITY STANDARD CAST IRON MONUMENT BOX 6 "± /iii " P I— $„ 2" MIN. DIA. ALUMINUM CAP WITH PLASTIC INSULATOR AT POINT OF REFERENCE 10" & LS # OF SURVEYOR #5(MIN.) X 18" STEEL REBAR 30# FELT BOND BREAKER AROUND PERIMETER 50/50 DRY MIX OF CEMENT AND CLASS 6 BASE COURSE RIGHT OF WAY MONUMENTATION STANDARD NOT TO SCALE CITY OF DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION MM D 0 211 East "D" St. 81003 ED (719) 543 -2860 COLORADO FAX 542 -6244 RIGHT OF WAY MONUMENTATION STANDARD Drawn b KR Date:OCT. 1996 SHEET SD''L7 FILENAME: SD27 Checked by: MB Approved b RPM 5' -0" 5' -0" 5' -0" 0 I N 4" CONC. 4" CONC. CONC. 1/2" EXPANSION CONTRACTION JOINTS JOINTS 0 CONTRACTION 6 ,. JOINTS N 10' C. & G. JOINTS 2' -0" 12" BLOCK OUT TO BE FILLED WITH CONCRETE AT TIME OF WALK CONST. 5' -0" 5' -0" MAY EXCEED 5' TO MATCH C. & G. JOINTS DRIVEWAY 0 I N 6" CONC. — CONTRACTION 1/2" EXPANSION JOINTS JOINTS 6" CONC. 61 4" CONC. 10' C. &/ G. JOINTS 12" STD. OR ROLL TYPE BLOCK OUT TO BE FILLE WITH CONCRETE AT TIME OF ALK CONST. SCALE: 1" = 3' -0'' DEPARTMENT OF PUBLIC WORKS CITY OF ENGINEERING DIVISION D � Q 211 East 'D' St. 81003 0 (7 19) 543 -2860 COLORADO FAX 542 -6244 CURB SIDE MAIL BOXES Drawn By: A.C.M. Date MAR -1996 SHEET: S D 28 FILENAME: SD28 Che By:N.W. Approved ByR.P.M