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HomeMy WebLinkAbout2003 Grading, Drainage, Paving & Utilities Project ManualPROJECT MANUAL PARED FOR Set No PROJECT CERTIFICATION PAGE PROJECT OWNER DESIGN ENGINEER 1 hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that 1 am a duly licensed Professional Engineer under the laws of the State of Minnesota. Marc Dolezal, P.E. Roger W. Pocta, P.E. 42004 10155 Registration No. Date 00005 -1 DOCUMENT/ SECTION 00001 00005 00010 TITLE DIVISION 1 GENERAL REQUIREMENTS 01010 Summary of Work DIVISION 2 SITE CONSTRUCTION SECTION 00010 TABLE OF CONTENTS Title Page Certification Page Table of Contents and List of Plans 02110 Site Clearing 1 02150 Erosion Control 2 02220 Excavation and Aggregate Base 6 02240 Geotextiles /Fabrics 3 02500 Plant Mix Bituminous Pavement 7 02660 Watermains -- Ductile Iron 8 02720 Storm Drainage System 3 02722 Drain Tile 2 02900 Landscaping 5 DIVISION 3 CONCRETE 03300 Cast-In-Place Concrete 7 LIST OF PLANS SHEET NO DESCRIPTION 1 - 5 Menards -- 2003 Oak Park Heights Expansion PAGES 1 1 1 3 PART 1 GENERAL 1.01 SUMMARY 1.03 DEFINITIONS 1.04 DESCRIPTION OF WORK SECTION 01010 SUMMARY OF WORK A. Supply all labor, transportation, materials, apparatus, and tools necessary for the entire proper completion of this Work. Install, maintain, and remove all equipment for the proper execution of this Contract. Be responsible for the safe, proper, and lawful performance of equipment, maintenance and use of the same and perform in the best manner and everything properly incidental thereto, as stated on the Contract Documents or reasonably implied therein. 'L02 EXISTING CONSTRUCTION - VERIFICATION A. The existing construction may not be as shown on the plans and some modifications of the details may be required to accomplish the intent of the documents. The details shown and the information provided may have been taken from the original plans for the site, but are not represented or guaranteed by the Owner and Engineer as being accurate as to the actual "as built" and present conditions. Verify all conditions at the site and perform all work to complete the project under this Contract, regardless of variations that may be found, without additional cost to the Owner. Alt modifications or adjustments are to be approved in advance by the Engineer. A. The words install, provide, furnish, include, supply, apply, place, or any combination thereof, are intended to be synonymous and to indicate that the material and/or work specifically mentioned is to be furnished and installed by this Contractor and/or this Contractor's Subcontractors. A. BID ITEM ONE — OUTSIDE YARD EXPANSION Construct the west outside yard expansion as shown on the plans. Install storm sewer, draintile and appurtenances. Install watermain and sprinkler riser. Remove, salvage and replace hydrant at SW corner of store and abandon existing hydrant lead. Excavate and remove the existing materials from the entire proposed west yard area and replace with either heavy -duty pavement or concrete section. Excavate and remove materials from new Shipping Area and 54' Building Overhang and replace with either heavy -duty pavement or concrete section. Install curb & gutter, racking slabs and compactor stab. Excavate and remove materials from new yard entrance on east of store and replace with either heavy -duty pavement or concrete section. Reconfigure island and racking on the east side of the store by removing a portion of the existing curb & gutter 01010 -1 1.05 UNIT PRICES and racking and replacing with new B6 -18 curb & gutter. Add ramp and new light -duty concrete to entrance of proposed garden center. The following quantities are provided for the Contractor's convenience only: Heavy Duty Pavement Section: Heavy Duty Concrete Section: B6 -18 Curb & Gutter: Concrete Stab for Racks 8" DIP Watermain 6" DIP Watermain 4" Perforated HDPE Draintile per detail 15" RCP Storm Sewer 18" RCP Storm Sewer 21" RCP Storm Sewer 27" Dia. Catch Basin w/ casting 48" Dia. Catch Basin Manhole w/ casting 54" Dia. Sump Manhole w/ casting 21" RCP Flared End Section w/ Trash Guard Class 2 Riprap for Flared End Section 4400 square yards 1660 square yards 510 lineal feet 420 lineal feet 530 lineal feet 210 lineal feet 390 lineal feet 116 lineal feet 183 lineal feet 78 lineal feet 1 each 1 each 1 each 1 each 4 cubic yards A. All unit prices, where applicable, shall include the removal of existing materials. 1. Unit Price One: Provide a unit price for the addition or reduction of heavy - duty pavement section, 4.5 " bituminous over 12" agg. base, per square yard. 2. Unit Price Two: Provide a unit price for the addition or reduction of heavy - duty concrete section, 7" concrete over 12" agg. base, per square yard. 3. Unit Price Three: Provide a unit price for the addition or reduction of B6 -18, per lineal foot. 4. Unit Price Four: Provide a unit price for the addition or reduction of light -duty pavement section, 3.5" bituminous over 10" agg. base, per square yard. 5. Unit Price Five: Provide a unit price for the addition or reduction of Pallet Racking Slab, per lineal foot. 6. Unit Price Six: Provide a unit price for the addition or reduction of 4" Perforated HDPE Draintile per detail, per lineal foot. 1.06 CONSTRUCTION SCHEDULE A. A pre - construction conference will be held prior to, or during the week of D. It is the intent to start work during the week of 01010 -2 C. All work is to be fully completed by By fully completed, it is intended all work included as part of this contract be fully completed, including items such as clean-up, repairs to existing property, and punch -list items. D. A final inspection will be conducted during, or prior to, the week of PART 2 PRODUCTS Not used PART 3 EXECUTION Not used END OF SECTION PART 1 GENERAL 1.41 SUMMARY SECTION 02110 SITE CLEARING A. Section Includes: 1. Removal and disposal of vegetation and topsoil 2. Clearing and grubbing 1,02 PROTECTION OF EXISTING CONDITIONS A, Provide protection necessary to prevent damage to the existing conditions indicated to remain in place. D. Restore damaged areas to their original condition, as acceptable to the parties having jurisdiction. PART 2 PRODUCTS Not Used PART 3 EXECUTION 3841 SITE CLEARING A. Remove vegetation, improvements, or obstructions interfering with the installation of new construction. Remove such items elsewhere on the site or premises as specifically indicated. B. Clear the site of trees, stumps, roots, shrubs, or other vegetation, except for those indicated to remain standing. C. Completely remove stumps, roots, and other debris protruding through the ground surface or to the depths indicated. D. Abandonment or removal of certain underground pipes or conduits as shown on the Plans is also included in this Section. Disconnect and cap underground sprinkler systems in areas to be paved. Remove and dispose of all underground piping. END OF SECTION 02110- PART 1 GENERAL 1.01 SUMMARY A. Section includes: I. Erosion and Sediment Control PART 2 PRODUCTS Not Used PART 3 EXECUTION 3.01 INSTALLATION AND MAINTENANCE SECTION 02150 EROSION CONTROL A. installation techniques shall be in accordance with the Minnesota Construction Site Erosion and Sediment Control Planning Handbook. Prior to commencing any site or demolition work, the Contractor shall install all erosion control systems as shown on the plans. As the work progresses, the Contractor shall install and maintain the erosion control measures as indicated in the following implementation schedule. Item Installation Removal Silt Fence Prior to any Construction By Contractor Catch Basin As Catch Basins are By Contractor Silt Fence Constructed Revegetation As Areas are Completed Permanent The Contractor shall inspect and make repairs to all erosion control systems after each rainfall. The Contractor shall remove all accumulated silt and repair washout areas. B. Inspection: 1. The Contractor shall inspect silt fences immediately after each rainfall and at least daily during prolonged rainfall. Immediately repair failed or failing silt fence. C. Replacement: 1. Fabric shall be replaced promptly by the Contractor when it decomposes or becomes ineffective before the barrier is no longer necessary. 02150-1 D. Sediment Removal: I. Sediment deposits shall be removed after each storm event by the Contractor. The sediment must be removed when deposits reach approximately one -half the height of the barrier. 2. Any sediment remaining in place after the silt fence is no longer required shall be regraded to conform to the existing grade. All affected areas shall be prepared, topsoil placed and seeded or sodded as directed by the Engineer. 3.02 CLEANUP A. Silt fences shall be removed when they have served their useful purpose, but not before the upward sloping area has been permanently satisfied. if the upward sloping area is to be exposed longer than six (6) months, that area shall be covered with temporary vegetation when first exposed. END OF SECTION 02150-2 PART 1 GENERAL 1.01 SUMMARY 1.02 SUBMITTALS SECTION 02220 EXCAVATION AND AGGREGATE BASE A. Section Includes: I. Excavation 2. Aggregate base, granular backfill, backfill and riprap. A. Submit laboratory test reports indicating the proposed aggregate grading meets the requirements specified herein. B. Submit laboratory test results indicating the proposed aggregate base material meets the Los Angeles Abrasion requirements, and minimum percent crushed as specified herein. C. The information must be current and represent the material to be supplied to the project site. If test information is not available from the supplier, the Contractor shall make arrangements and pay for required tests. 'L03 REFERENCES A. Minnesota Department of Transportation (MN /DOT) 2000 Edition I. Section 3138 - Aggregate for Surface and Base Courses. 2. Section 3149 - Granular Material. 3. Section 3601 - Riprap Material. B. ASTM C131, Standard Test Method for Resistance to Degradation of Small -Sized Coarse Aggregate by Abrasion and Impact in the Los Angles Machine. C. ASTM D698, Standard Test Method for Moisture Density Relations of Solis and Soil - Aggregate Mixtures, using a 5.5 pound Rammer and 12 -inch Drop. D. ASTM 1556, Standard Test Method for Density of Soils In -Place by the Sand Cone Method. E. ASTM D1557, Standard Test Method for Moisture Density Relation of Solis and Soil - Aggregate Mixtures, using a 10.0 pound Rammer and 18 -inch Drop. F. ASTM D2487, Standard Test Method for Classification of Solis for Engineering Purposes. G. ASTM D2922, Standard Test Method for Density of Soils and Soil- Aggregate In- Place by Nuclear Method (Shallow Depth). 02220 -1 1 moo QUALITY ASSURANCE A. In -place field density tests will be performed in accordance with ASTM D1556 or ASTM D2922. B. The testing laboratory shall submit test reports to the Engineer and Contractor within 48 hours after the test has been performed. PART 2 PRODUCTS 2.01 AGGREGATE BASE A. Crushed rock graded according to MN /DOT 3138 Class V Gradation as follows: Sieve Size Percent Passing by Weight 1 inch 100 3/4 inch 90 - 100 3/8 inch 50 - 90 No.4 35 -7'0 No.10 20 -55 No. 40 10 - 35 No. 200 3 - 10 B. The coarse aggregate (that portion retained on the No. 4 sieve) shall have a percent of wear of not more than 40 at 500 revolutions as determined by ASTM C131. C. Class V base course material shall contain 100 percent crushed limestone. D. Class V aggregate shall contain not more than 10 percent shale in the total sample except that when the part passing a No. 200 sieve exceeds 7 percent, the percentage of shale in the sample shall not exceed 7 percent. E. Class V aggregate shall not include crushed concrete, reprocessed bitumen, or any other foreign material mixed with native aggregate. 2.02 GRANULAR BACKFILL (Fill under pavement sections) A. Granular material graded according to MN /DOT 3149.2E as follows: Sieve Size 2 inch No. 4 No. 10 No. 40 No. 200 2.03 BACKFILL (Fill under landscaped areas) Percent Passing by Weight 100 35 - 100 20 - 70 10 -35 3- 10 A. Clean, fine earth, sand, or organic material, free from, rocks, roots, brush, stumps or other large objects. 02220 -2 B. The largest particle size shall be less than 2 inches in diameter. C. The backfill shall be brought up to within the specified elevation less the depth of topsoil required for the project. 2.44 UNSUITABLE MATERIALS A. Unsuitable soils include soils classified under ASTM D2487. Which fall in the classification of PT, OH, CH, MH, OL, CL, or ML. 2M5 RIPRAP MATERIAL A. The Contractor shall furnish only durable, field quarry, stone of the quality approved by the Engineer meeting the following gradation requirements. PART 3 EXECUTION 3.01 UTILITIES A. Locate existing underground utilities in areas of Work. The utilities shown on the Plans are approximate locations only. Provide adequate means of protection during excavation operations. Properly cap, raise, or lower to grade existing valve covers, cleanouts, manholes, drop inlets, or other utilities as shown on the Plans. B. Consult utility owner immediately for directions of uncharted or incorrectly charted piping or other utilities are encountered during the excavation. Cooperate with the Owner and utility companies in keeping respective services and facilities in operation. The Contractor shall repair damaged utilities to the satisfaction of the utility owner at no expense to the Owner. Approximate % of Total Mass Class of Ripra • Sieve Size (inches) 30 I MillEMIIIMMIIIIIMIMINIIIIIMIll 1 0 ID IV 100 V 100 III 24 21 MEM 1 100 100 allEaMil 50 -- 50 IMINIMEINIMIl -- 18 IIIIIIEIMIIIIIEIIIIIMIMIIIEIMMIIIMIIMIIIMEIIIN 50 111111.11111 10 9 1 6 100 50 4 11111111=. NUMMI .11111101111111 M 10 111.1111111111111.1M -- 50 ...... 10 allillill 10 10 MINEMEIMINMEMEINIM =1!111MMIMIEIMMMIEMMIIMEMN B. The largest particle size shall be less than 2 inches in diameter. C. The backfill shall be brought up to within the specified elevation less the depth of topsoil required for the project. 2.44 UNSUITABLE MATERIALS A. Unsuitable soils include soils classified under ASTM D2487. Which fall in the classification of PT, OH, CH, MH, OL, CL, or ML. 2M5 RIPRAP MATERIAL A. The Contractor shall furnish only durable, field quarry, stone of the quality approved by the Engineer meeting the following gradation requirements. PART 3 EXECUTION 3.01 UTILITIES A. Locate existing underground utilities in areas of Work. The utilities shown on the Plans are approximate locations only. Provide adequate means of protection during excavation operations. Properly cap, raise, or lower to grade existing valve covers, cleanouts, manholes, drop inlets, or other utilities as shown on the Plans. B. Consult utility owner immediately for directions of uncharted or incorrectly charted piping or other utilities are encountered during the excavation. Cooperate with the Owner and utility companies in keeping respective services and facilities in operation. The Contractor shall repair damaged utilities to the satisfaction of the utility owner at no expense to the Owner. C. Do not interrupt existing utilities serving facilities occupied and used by the Owner or others, except when permitted in writing by the Engineer. 3.02 USE OF EXPLOSIVES A. The use of explosives is not permitted. 3.03 EXCAVATION A. Remove topsoil, sod, grass, organic materials, or other unsuitable soil from areas to receive new materials. B. Sawcut the existing bituminous pavement to be removed to form a smooth vertical edge. Chiseling, jackhammering or blade ripping of the existing bituminous will not be permitted except if approved in advance by the Engineer. Remove the bituminous where indicated on the Plans or as marked in the field by the Engineer. C. Excavate the repair areas to the depth shown on the Plans. After the required excavation has been completed, thoroughly clean the exposed vertical and bottom surfaces of all loose materials. The excavation bottom shall be firm and dry. D. Do not allow water to accumulate in the excavations. Remove water to prevent softening of subgrade or foundation soils or to eliminate other changes detrimental to the stability of the subgrade. Provide and maintain surface drainage and other dewatering system components necessary to convey water away from the excavations. E. For the excavation of the subgrade, conform to the elevations and dimensions shown within a tolerance of plus or minus 0.10 feet. F. For the placement of the class 5 base aggregate, the tolerance is plus or minus 0.05 feet. G. Notify the Engineer at least 3 days in advance of any excavation so the Engineer can examine and evaluate the subsoils before placement of the new materials. H. All work specified in this Section shall be performed by the Contractor at his own expense in accordance with the Bid Items and the Contract. If additional excavations are required, the Contractor shall not proceed until given notice by the Engineer. Additional payment will be made under separate unit prices for additional excavation if such unit prices have been established; otherwise payment will be made in accordance with a negotiated price. 1. Use all means necessary to prevent operations from producing dust. The Contractor shall be responsible for damage resulting from dust originating from their operations. 02220 -4 3.94 OVER - EXCAVATION NOT ORDERED, SPECIFIED OR SHOWN A. Excavations carried below the elevations or depths specified shall be backfilled to the required grade with the specified materials and compaction percentages. The Contractor shall perform such work at his own expense. 3.05 DISPOSAL OF EXCESS EXCAVATED MATERIAL A. The Contractor shall remove and dispose of excess excavated material at his own expense. 3.06 AGGREGATE BASE COURSE AND GRANULAR BACKFILL PLACEMENT A. Deposit and spread in uniform 6 -inch maximum thickness layers (after compaction) without segregation of size. B. Compact each layer of material to at least 98% of maximum dry density as determined in accordance with (ASTM D698, The Standard Proctor Method)(ASTM D1557, The Modified Proctor Method). Use equipment that is consistently capable of achieving the required degree of compaction. Compact each layer over its entire area while the material is at the required moisture content. C. Apply water to the material if the moisture content is below optimum during the mixing, spreading and compacting operations, when and in the amounts directed by the Engineer, as considered necessary for proper compaction. D. Flooding, ponding, or jetting shall not be used for compaction. 3.07 BACKFILL PLACEMENT A. Deposit and spread in uniform 8 -inch minimum thick layers as shown on the Plans. B. Compact each layer until there is no further evidence of consolidation using hand or machine operated compaction equipment. 3.08 RIPRAP MATERIAL PLACEMENT A. Deposit and spread in uniform layers as shown on the Plans. The placement of the riprap shall be performed in a manner to not break any of the rocks into smaller pieces. B. The riprap material shall be placed over soil separation fabric, unless otherwise specified. 3.09 FIELD QUALITY CONTROL A. Quality assurance testing is the responsibility of the Contractor. The Contractor shall employ the services of an independent materials testing firm to provide the final test information. The Contractor may use their own personnel to provide tests of the materials during the placement and compaction operations; however, an 02220 -5 independent testing firm must take the final tests. The testing firm shall test the materials as construction work is performed. t The Contractor shall arrange for the laboratory to perform field density tests in accordance with ASTM D1556 (sand cone method) or ASTM D2922 (nuclear densometer method). 2. Laboratory shall make at least one random field density test of new materials for every 250 square yards of area for each 6 inch depth of material, but in no case less than one test per 12 inch depth. B. Provide additional density testing if the test results are below the specified density until passing test results are achieved. The additional tests shall be performed at the Contractor's expense. C. Inspections will be performed during the excavation for the following. 1. Verification of the excavation cross - section. 2. Acceptability of natural subgrade materials. 3. Approval of fill soil, including the thickness and compaction of fill layers. END OF SECTION 02220-6 PART 1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Tack coat 2. Soil separation fabric 3. Silt fence fabric 4. Erosion control fabric SECTION 02240 G EOTEXTI LESIFAB RI CS 1.02 REFERENCES A. ASTM D3786, Test Method for Hydraulic Bursting Strength of Knitted Goods and Non -woven Fabrics. B. ASTM D4491, Test Method for Water Permeability of Geotextiles by Permittivity. C. ASTM D4533, Test Method for Trapezoid Tearing Strength of Geotextiles. D. ASTM D4632, Test Method for Breaking Load and Elongation of Geotextiles. t03 SUBMITTALS A. Submit to the Engineer certification from the geotextile manufacturer that the fabrics used in the Work meets the specifications. B. Submit to the Engineer certification from the supplier stating which specified tack coat material will be used in the Work. PART 2 PRODUCTS 2.01 TACK COAT A. Cationic rapid set emulsified asphalt, CRS -2. B. Asphalt cement penetration grade 85/100 or 120/150. 2402 SOIL SEPARATION FABRIC A. A highly permeable non-woven fabric with a random arrangement of fibers heat bonded at crossover points, or spun bonded and mechanically entangled by needle punching or other acceptable methods, with the following properties. Average Opening Size USS #100 maximum Minimum Weight 3.7 ozlsq. yd. 02240-1 Tensile Strength, ASTM D4632 Burst, ASTM 03786 Elongation to Break, Wet %, ASTM D4632 Coefficient of Permeability, ASTM D4491 B. The fabric shall readily conform to the soli surface. 2MM3SILT FENCE FABRIC A woven fabric of polypropylene fibers treated to resist degradation exposure to sunlight, resistant to soil chemicals, mildew, and insects. shall be non - biodegradable with the following properties: Average Opening Size Minimum Weight Tear Strength, ASTM D4533 Sediment Retention Efficiency Coefficient of Permeability, ASTM D4491 B. The silt fence shall be ultraviolet stable and have high tear resistance and low permeability. 2.44 EROSION CONTROL FABRIC A. North American Green 03150. (Short Term Erosion Control, 45 to 60 days; 3 :1 to 2:1 slopes) B.. Approved Equal. C. Material Data Requirements: (Short Term Erosion Control - DS150) Top net: Bottom net: Matrix: Thread: PART 3 EXECUTION 3.01 SOIL SEPARATION FABRIC A. Excavate to the dimensions shown on the drawings. B. The foundation surface shall be relatively smooth and free of stones, sticks, and other debris or irregularities that might puncture the fabric. C. Line the excavation with the fabric. Overlap splices and joints a minimum of 18 inches. Joint laps shall be shingled (both in flow direction and from top of slope to bottom) to direct water flow over the joint without undermining. 100 lb. minimum each direction 215 psi minimum 100 maximum 0.02 cm /sec. Minimum USS #20 maximum 2.5 oz/sq. yd. 90 lb. minimum 80% minimum 0.01 cm /sec. Minimum Lightweight accelerated photodegradable polypropylene, 1.04 Ibs./ 1,000 square feet Lightweight photodegradable polypropylene, 1.54 lbs./ 1,000 square feet 100% Straw at 0.5 lbs./ square yard Degradable 02240 -2 caused by The fabric D. Place the aggregate over the fabric in lifts and compact. Placement of granular material and other construction operations shall not tear, puncture, or shift the fabric. E. Wrap the edge of the fabric over the top of the aggregate a minimum of 12 inches. 3.02 SILT FENCE FABRIC A. Erect posts to support the silt fence fabric with post spacing maximum of 8 feet on- center. B. Install the fabric and firmly attach to the posts. Dig a trench along the intended face fine and cover the fabric, or lay the bottom 6 inches on the ground and backfill over the fabric to create a good seal. 3.03 EROSION CONTROL FABRIC A. The installation of the erosion control fabric shall be in strict compliance with the manufacturer's installation instructions. B. Staple the fabric onto the slopes as recommended by the manufacturer. C. Prepare the soil before installing the blankets, including the application of fertilizer and seed. END OF SECTION 02240 -3 PART 1 GENERAL 1.01 SUMMARY SECTION 02500 PLANT MIX BITUMINOUS PAVEMENT A. Section Includes: 1. Plant mix bituminous pavement. 1.02 SUBMITTALS A. Submit a job mix formula to the Engineer at least 7 days in advance of plant mix bituminous paving, indicating conformance with the specifications. It shall be prepared by the Minnesota Department of Transportation or a commercial laboratory and signed by a registered Professional Engineer verifying that the job mix and the mix aggregate meet the specifications contained herein. 1.03 REFERENCES A. Minnesota Department of Transportation (MN /DOT) 2000 Edition. 1. Section 2331, Plant Mixed Bituminous Pavement. 2. Section 2340, Plant Mixed Bituminous Pavement Quality Control 1 Quality Assurance. 3. Section 2350, Plant Mixed Asphalt Pavements. 4. Section 2357, Bituminous Tack Coat. 5. Section 3139, Graded Aggregate for Bituminous Mixtures. B. AASHTO M226, Viscosity Graded Asphalt Cement C. ASTM 0131, Test Method for Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. D. ASTM D1559, Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus. E. ASTM D2041, Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Mixtures. F. ASTM D3203, Test Method for Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures. 1.04 QUALITY ASSURANCE A. Quality assurance personnel shall remain at the project site on a full -time basis during plant mix bituminous placement. B. Compaction shall be by the Ordinary Compaction Method, unless stated otherwise. 02500 -1 Mixture Property High Volume HV Medium Volume MV Low Volume LV 20 ear Desk n ESAL's >3 million 1 -3 million <1 million Marshall Blows - 50 50 Stabilit , minimum sounds 1350 1350 IIIIEEOIIIIII 3.0 Air Voids, % 4.0 IIIIIIIEIAIIIIIIII Fines /Asphalt(effective) Ratio, Wear: Fines /As• halt effective Ratio, Non -Wear: 0.6 — 1.3 0.6 — 1.4 0.6 — 1.3 0.6 — 1.4 0.6 — 1.3 0.6 — 1.4 Tensile Stren ■ th Ration 1 , min % 70 70 70 Coarse Aggregate Angularity (CAA) One Faced % Two Faced % 85 60 - 3/8 inch Fine A• •re•ate An•ularit FAA 2 44.0 40.0 MIMI Manufactured Crushed Fines, % 2 1111111101111111 25 - Maximum allowable RAP %, Wear 30 30 30 Maximum allowable RAP %, Non -Wear 30 30 40 Sieve Size 1 2 3 4 5* 1 -1/2 inch 100 - - - - 1inch 90 — 100 100 - - - 3/4 inch 55 — 90 90 — 100 100 - - 1/2 inch - 45 — 90 90 — 100 100 - 3/8 inch - MEE= 35 — 90 90 - 100 100 No. 4 15 — 70 20 — 75 20 — 80 25 — 85 65 — 95 No. 8 10 -55 15 -60 15 -65 20 -70 45 -80 No. 200 MIUMIIIIIIIIMMEMIIIM 2 - 7 2 - 7 1.05 WARRANTY A. Provide a warranty for the paving work against failure of defects for a period of one year after the final acceptance of the project by the Owner. Repair or replace, to the satisfaction of the Owner and Engineer, failed or defective work that occurs during the warranty period at no cost to the Owner. PART 2 PRODUCTS 2.01 PLANT MIXED ASPHALT PAVEMENTS (TYPE HV, MV, LV) AGGREGATE GRADATIONS. Broad Band Aggregate Gradation for Asphalt Mixtures (% passing of total washed aggregate) * Gradation 5 is intended for thin lift leveling or crack filling 2.02 ASPHALT MIXTURE REQUIREMENTS (TYPE HV, MV, LV) MIXTURE REQUIREMENTS (1) Moisture susceptibility (TSR) test specimen shall be 4 inches, 02500 -2 Gradation Fine Mixture % passing No 4 VMA Minimum Coarse Mixture % passing No. 4 VMA Minimum 1 >35 13.5 <35 13.0 2 >40 14.0 <40 13.5 3 >45 15 <45 14.5 4 >50 16.0* <50 15.5* 5 >65 16.0* - - (2) Either method may be used, however the choice must be made prior to the start of production. VOIDS IN MINERAL AGGREGATE (VMA) REQUIRTEMENTS * For LV4 and LV5 mixes, lower the VMA requirements by 0.5% 2.03 PLANT -MIXED BITUMINOUS SURFACE/WEAR COURSE MN /DOT 2350 A. The bituminous mix designs for the surface or wear course shall be as follows: 1. Parking lots and drives: HV4 with no restrictions. B. The total of all spall materials (shale, iron, oxide, unsound cherts, and other materials having similar characteristics) shall not exceed the following criteria: Total Spit in the Total Gravel Sample Total Spat! in Total Crushed Quarry Sample /Fraction Lumps in the Fraction Retained on the No. 4 Sieve Total Spall in the Fraction Retained on No. 4 Sieve Shale Content of Fraction Passing No. 4 Sieve Lumps in the Fraction Retained on the No. 4 Sieve 5.0% 1.0% 0.5% 2.5% 5.0% 0.5% 2.04 PLANT-MIXED BITUMINOUS BASE 1 NON -WEAR COURSE MN /DOT 2350 A. The bituminous mix designs for the base or non -wear courses shall be as follows: 1. Parking lots and drives: HV3 with no restrictions. B. The total of all spall materials (shale, iron, oxide, unsound cherts, and other materials having similar characteristics) shall not exceed the following criteria: Total Spall in the Total Gravel Sample Total Spall in Total Crushed Quarry Sample /Fraction Lumps in the Fraction Retained on the No. 4 Sieve Total Span in the Fraction Retained on No. 4 Sieve Shale Content of Fraction Passing No. 4 Sieve Lumps in the Fraction Retained on the No. 4 Sieve 5.0% 1.0% 0.5% 2.5% 5.0% 0.5% 2.05 PERFORMANCE GRADE ASPHALT BINDER A. Only Performance Grade (PG) Asphalt Binder is approved for use. The inspection, sampling and testing of PG Asphalt Binder shall conform to the Schedule of Materials Control and the Combined State Binder Group Method of Acceptance for Asphalt Binders. 1. Medium Curing Liquid Asphalt shall be Penetration Grade 64 -22 for loading docks or semi - trailer parking lots. 2.06 TACK COAT A. Tack coat to be used where plant mix pavement will be in contact with previously constructed asphalt or Portland cement concrete shall be CSS -1 H or CRS -2 Cationic Emulsified Asphalt, diluted 50/50 with clean water as set forth in the MN /DOT 2357. PART 3 EXECUTION 3.01 SURFACE PREPARATION A. Do not begin paving until deficient areas have been corrected and are ready to receive paving. B. Pavement surfaces must be dry and completely free of dust, dirt, debris, and all loose materials and vegetation. C. Apply a tack coat to the vertical surface of previously constructed bituminous or concrete that will be in contact with the plant mix bituminous. Distribute the tack coat at a rate of 0.05 gallon per square yard of surface for undiluted asphalt emulsion. D. When a successive lift of plant mix bituminous is to be placed, the existing surface shall receive a tack coat if the previous layer is dirty or over 48 hours old. E. Complete all reconstruction repairs in accordance with the specifications. 3.02 PLANT MIX BITUMINOUS A. Plant Mix Bituminous: The aggregate grading shall conform to the specification limits. Asphalt cement content shall be within 0.3 percent of the job mix formula optimum asphalt content. When paving the surface course on tennis courts or athletic tracks, the wearing surface asphalt cement content shall be within 0.3 percent greater than the job mix formula optimum asphalt content. B. The trucks for hauling bituminous mixtures shall have tight, clean and smooth beds that have been sprayed with a minimum amount of approved anti- adhesive agent to prevent the mixture from adherence to the beds. Provide each truck with a cover of suitable material and size to protect the mixture from the weather. 02500 -4 3.03 PLANT MIX BITUMINOUS TEMPERATURE CONTROL A. The minimum laydown temperature in all courses (as measured behind the paver of spreading machine) of the bituminous mixture shall be in accordance with the temperature requirements specified herein: Compacted Lift Thickness Air Temp 1 inch 1 1 /2 inch 2 inch 3 inch or more 32 - 40 - 265 255 250 41 -50 270 260 250 245 51 - 60 260 255 245 240 61 -70 250 245 240 235 71 -80 245 240 235 235 81 -90 235 230 230 230 91 -up 230 230 230 225 B. The plant mix bituminous mixture shall not exceed 310 degrees F. or the load will be rejected at Contractor's expense. 3.04 PLANT MIX BITUMINOUS PLACEMENT A. General: Place the plant mix bituminous on a prepared surface with a paver. Place inaccessible and small areas by hand. Place each course to the required elevation, cross- section, and compacted thickness. The in -place compacted thickness shall be plus or minus 1/4 inch of the planned thickness. Any area, which is constructed to less than the required minimum thickness, may be removed and replaced by the Contractor at the discretion of the Engineer. B. Equipment: AM equipment furnished by the Contractor shall be maintained and in sound mechanical condition capable of performing the work. C. Placement: The mixture shall be delivered to, and spread by, the plant mix bituminous paver. The mixture shall be laid in strips to minimize the number of longitudinal joints required. D. Paver: t The paver shall be a self- contained, power - propelled unit provided with adjustable activated screed or strike -off assembly, heated, and capable of spreading and finishing courses of plant mix bituminous material. The paver must be capable of laying the plant mixed bituminous in widths applicable to the typical section and thickness shown on the Plans. 2. Equip the paver with a control system capable of automatically maintaining elevations as specified. The control system shall be automatically actuated from either a reference line or surface through which a system of mechanical sensors will maintain the paver screed at a predetermined slope at the proper elevation to obtain the required surface. When directed, the transfer slope control system shall be made inoperative and the screed shall be controlled by sensor directed automatic mechanisms, which will independently control the screed elevation from the reference line or surface. 02500 -5 E. Joints: Make joints between old and new pavements, or between a successive day's work, to ensure a continuous bond between the adjoining work. Construction joints shall be vertical and have the same texture, density, and smoothness as other sections of the bituminous course. Contact surfaces shall be clean and a tack coat applied. F. Wear Course: Place the surface wear course in maximum 2 inch lifts unless otherwise specified by the Engineer. 3.05 COMPACTION/ROLLING A. Compact the plant mix bituminous mixture as quickly as possible after placement. Breakdown rolling shall immediately follow the paver. Intermediate rolling shall follow behind the breakdown rolling. Compaction of the pavement shall continue until in -place air voids are within the specified range. Finish rolling shall be performed at as high a temperature as practical and shall eliminate ail the marks left from breakdown and intermediate rolling. All rolling must be completed before the bituminous mixture cools below 180 degrees F. B. Rollers: Steel - wheeled: Self- propelled and capable of reversing without backlash, weighing not less than 8 tons, and exerting a pressure on the rear drum of not less than 250 pounds per linear inch. When vibratory rollers are used, they shall operate at a frequency of 8 to '10 impacts per foot. 2. Pneumatic- tired: Self- propelled, with a minimum of 7 tires, and exerting a pressure of not less than 200 pounds per inch of rolling width. 3. Trench: Self - propelled, exerting a pressure of not less than 250 pounds per linear inch of rear roll. C. Roiling: t m Unless otherwise directed, begin roiling at the side and proceed longitudinally parallel to the paving lane centerline, overlapping each trip half the roller width, and gradually progressing to the crown of the parking lot or roadway. 2. When the pavement abuts a previously placed lift, roll the longitudinal joint first followed by regular rolling procedures. 3. on sloped sections, begin roiling at the low side and progress to the high side, by overlapping the longitudinal trips parallel to the paving lane centerline. 4. Along forms, curbs, headers, walls, and other places not accessible to rollers, thoroughly compact the mixture with hot hand tampers or with mechanical tampers. 5. The pavement shall be rolled so that no roller marks ridges, porous spots or impressions are visible and the resulting surface has the required elevation and surface smoothness requirements. D. Compaction shall be obtained by the Ordinary Compaction Method. Uniformly compact each course until there is no further evidence of consolidation and all roller marks are eliminated. A minimum of two rollers shall be on the site at all times. A vibratory steel roller shall be used for breakdown and finish rolling and a pneumatic roller shall be used after breakdown, unless directed otherwise by the Engineer. 02500-6 E. Repairs: Remove and replace areas mixed with foreign materials or defective areas as directed by the Engineer. Sawcut the areas, remove the existing bituminous and replace with new, hot plant mix bituminous. Compact the area by rolling to the air voids and smoothness specified. The removal and replacement of contaminated plant mix bituminous shall be done at no cost to the Owner. F. Surface Smoothness: The surface of the pavement when finished shall be of uniform texture, smooth, true to crown and elevation and free from defects to the satisfaction of the Engineer. When tested with a 10-foot straight edge in any direction, the maximum deviation of the surface shall not exceed 1/8 inch. Unsatisfactory joints, as determined by the Engineer, will be rejected and replaced at the Contractor's expense. Areas showing deviations greater than 1/8 inch or where surface water ponding will result, shall be milled, tack coated and repaved with bituminous. O. Protection: Erect barricades to prohibit vehicular traffic from the pavement after final rolling until it has fully hardened and cooled to the same temperature as the surrounding soil or original asphalt pavement. H. Restrictions: No MN /DOT bituminous mixtures shall be placed after November 1. 3.06 FIELD QUALITY CONTROL A. The plant mix bituminous pavement will be tested for compliance with the following project requirements. The tests and all costs shall be provided by the Contractor. 1. Asphalt Cement Content. 2. Plant mix bituminous density requirements, if necessary. 34 Thickness requirements, as specified, +1- 1 4 inch. 4. Surface Smoothness, +1- 1/8 inch in 10 feet measured in any direction. B. Test Frequency: the plant mix bituminous pavement shall be tested for mat thickness and surface smoothness during laydown. END OF SECTION 02500 -7 SECTION 02660 WATERMAINS DUCTILE IRON PART 1 GENERAL 1.01 SUMMARY A. Section Includes: t Underground watermains and appurtenances. 1.02 REFERENCES A. AWWA B300, Hypochlorites B. AWWA B301, Liquid Chlorine C. AWWA 0100, Thickness Design of Cast -Iron Pipe Dn AWWA 0151, Ductile Iron Pipe Centrifugally Cast in Metal Moulds or Sand -Lined Molds. E. AWWA C500, Gate valves for Ordinary Water Works Services F. AWWA 0502, Fire Hydrants for Ordinary Water Works Services Oa AWWA C800, Threads for Underground Service Line Fittings H. ANSI A21.4, American National Standard for Cement - Mortar Lining for Cast Iron and Ductile -Iron Pipe and Fittings for Water L ANSI A21.10, American National Standard for Gray -Iron and Ductile -iron Fittings, 2" through 48 ", for Water and Other Liquids J. ANSI A21.11, American National Standard for Rubber - Gasket Joints for Cast -Iron and Ductile -Iron Pressure Pipe and Fittings K. Ten States Recommended Standards for Water Works, 1997 Edition. 1.03 SUBMITTALS A. The Contractor shall submit, for approval, complete shop drawings and details for all couplings, valves, operators, and other special appurtenances. This required submission for approval shall include all the manufacturers' product data, dimensions, sizes, types, maximum loading, and thrust anchorage's. B. The manufacture shall furnish an affidavit stating that the valves and all materials conform to the applicable requirements and all tests specified under the respective standard have been performed and requirements have been met. 02660 -1 1.04 SITE CONDITIONS A. The existing underground utilities, as shown on the plans, are located in accordance with available data, but the locations may vary and cannot be guaranteed. The exact locations shall be determined by the Contractor as the work proceeds. The excavation work shall be done carefully so as to avoid damaging the existing utilities. E. The Contractor shall provide for the protection, temporary removal and replacement, or relocation of said obstructions as required for the performance of the work required in these contract documents. No extra payment will be made for this work. PART 2 PRODUCTS 2.01 DUCTILE IRON PIPE, SPECIALS AND FITTINGS A. All pipe, specials, and fittings shall be ductile iron conforming to ANSI A21.10. The joints shall conform to the requirements of ANSI A21.11. The fittings shall all have bell connections of Standard AWWA dimensions or special dimensions as required, or shall be equipped with adapters of the proper class for the size of the pipe as required by the manufacturer. Specials and fittings shall have a pressure rating of 250 psi. Where mechanical joints are utilized, all bolts must be stainless steel. B. The ductile iron pipe shall be class 53 unless otherwise noted on the plans and shall be provided with a Portland cement lining conforming to the requirements of AWWA c151 /ANSI A21.4 for standard thickness of lining. The thickness of any cement mortar pipe lining furnished shall not be less than the minimum thickness specified for the applicable pipe size in the following table: Size of Pipe 12 inches or smaller 16 inches Minimum Lining Thickness 1/16 inch 3/32 inch C. All exterior surfaces of the pipe and fittings shall have a tar or bituminous seal coating at least one mil thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection. D. All joint fittings and valves shall be fastened with Cor -Slue T ®bolts, as manufactured by NSS Industries, Plymouth, Michigan, or approved equal. E. Conductive gaskets with approved copper inserts equal to American Fastite or copper straps shall be welded to the pipe and connected with a silicone bronze bolt. Conductors shall be rated at 600 amps sustained current. 02660 -2 2.02 GATE VALVES A. The gate valves shall conform to AWWA 0500, designed for a minimum working pressure of 150 psi. All gate valves shall be resilient seated gate valves. The mechanical joints shall conform to AWWA C111/ANSI A21.11 -85. The gate valves furnished shall comply with the following supplementary requirements. 1. Resilient wedge gate valves shall conform to ANS1UAWWA C509. The valves shall be R/W resilient wedge gate valves as manufactured by Clow Corporation, or approved equal. 2. The gate valves shall have joints as specified for the piping in which they are installed. Stems for non - rising stem assemblies shall be cast bronze with integral collars. The non - rising stem stuffing box shall be the 0-ring seal type with two rings located above the thrust collar. The rings shall be replaceable with the valve fully open at the full rated working pressure. 3. The gate valves shall have a clear waterway equal to the full nominal diameter of the valve, and shall be opened by turning counterclockwise. There shall be two low torque thrust bearings located above and below the stem collar. The stem nut shall be separate from the wedge and shall be of solid bronze. 4. Each valve shall have an open indicating arrow, the manufacturers name, pressure rating, and year of manufacture cast on the body. 5. The gate valves shall be two- faced, double disc type, with parallel seats and a 2" operating nut opening counterclockwise. 6. The wedge shall be cast iron completely encapsulated with polyurethane rubber (except for guide and stem area). The polyurethane rubber shall be permanently bonded to the cast iron wedge to meet ASTM tests for rubber to metal bond (ASTM D -429). 7. All gears on the gate valves shall be cut tooth steel gears, housed in heavy cast iron extended type grease cases of approved design. 8. All gate valves shall have mechanical joint ends. 9. Both the interior and exterior of the body and bonnet shall be coated with fusion bonded epoxy. B. All the valves shall be provided with valve boxes. Alt valve boxes shalt be of cast iron, buffalo -type adjustable. The valve boxes shall be provided for 7.5 feet of cover, except where greater depths are indicated on the profiles of the plans. The valve boxes shall not be less than 5" in diameter, shall have a minimum thickness at any point of 3/16", and shall be provided with suitable cast iron bases and covers. The covers shall have the word "water" cast on them. C. Wrap the ductile cast iron pipe and cast iron fittings with polyethylene plastic film having a minimum thickness of 0.008 inches. 2.03 VALVE BOXES A. The valve boxes shall be round base, three piece cast iron, Mueller H -1 0357 or approved equal, suitable for the depth of cover required by the plans or the General requirements. 02660-3 B. The valve boxes shall be 5-1/4" diameter and shall have a sufficient length to permit not less than 6" adjustment above and below the required elevation when the pipe is laid to the specified depth. The length adjustment shall be screw type. C. The covers shall have the word "water" cast on the top. 2.04 CORPORATION STOPS A. The corporation stops shall be Ford F600 -34, McDonald 4701, or approved equal. The sizes of the inlet thread and the size of the copper service coupling shall be 3/4" x 1". 2.05 CURB STOPS A. Curb stops shall be B22-444, McDonald 6104, or approved equal (Minneapolis pattern). 2.06 CURB BOXES A. The curb boxes shall be the extension type with a stationary rod, McDonald Arch base pattern, or approved equal. The lid shall be equal to McDonald 5601 L, -Lid, 2 hole Erie pattern. 2.07 FLARED END COUPLINGS A. The flared end couplings shall be as manufactured by Ford or approved equal. Compression joint couplings will not be accepted. 2.08 FIRE HYDRANTS A. The fire hydrants shall be Waterous Model WB -67 pacer type with traffic flange or approved equal, conforming to AWWA C -502. B. Traffic Flange Type with a 16" break -off section. c AWWA C502.64 Standard Specifications for Fire Hydrants for Ordinary Water Works Service shall govern the design, construction and manufacture of fire hydrants unless as added to or modified herein. t Hydrants shall be the "Oak Park Heights Standard ". 2. Operating nut and nozzle caps shall be the standard pentagon nut type of the dimension, which currently exists in the City of Oak Park Heights. 3. Main valve Opening: 5 4. Traffic Flange Type with a 16" break -off section 6. The hydrant barrels shall be two - piece, non jacket type, with flanged joints above the finished elevation line and with mechanical joint connections at the hub end. 6. Type of Shut -Off: Compression, unless otherwise approved by the Engineer. 7. Bury Length: 7 .5' from the ground surface to the top of the connecting pipe. 8. The hydrants shall have two outlet nozzles for 2 -1/2" (1.D.) hose connection and one outlet nozzle for 4" (l.D.) steamer connection. Alt outlet nozzle threads shall be National Standard threads, equal to those presently in use by the Owner. The Contractor shall obtain the necessary thr ead. information. 02660 -4 PART 3 EXECUTION 3.01 PIPE INSTALLATION 9. Operating Nut: One 1 -112" National Standard Pentagonal operating nut. 10. The hydrant operating mechanisms shall be provided with "0" ring seals preventing entrance of moisture and shall be lubricated through an opening in the operating nut or bonnet. 11. The hydrants shall include stainless steel clips for the two upper bolts on the watermain side of the elbow. 12. Direction to Open: To the left (counterclockwise). 13. Finish Paint above the Ground Line: Standard Red. A. Handling t Thoroughly clean the interior of the pipe of all foreign materials before lowering it into the trench. 2. Perform pipe cutting in a neat and workmanlike manner without damage to the pipe. The cutting methods used shall conform to the manufacturer's recommendations. D. Granular Pipe Bedding 1. The bedding material shall be a dean pit -run sand or fine gravel, free from deleterious matter and rocks over 1" in diameter. Place the bedding material uniformly over the trench bottom to a minimum depth of 3 ". Shape the material to give uniform support to the lower fourth of the pipe for its entire length. Make depressions in the bedding to accommodate the joints. Carry bedding material to 6" above the top of the pipe. C. Pipe Laying t Do not lay the pipe in water or when the trench or weather conditions are not suitable for the work except by permission of the Engineer. When the work is not in progress, securely close open ends of the pipe and fittings so that no water or other foreign matter enters the pipe or fittings. 2. Unless shown otherwise on the plans, the pipe shall have a minimum of 7.5' of cover below all finished elevations and shall not be laid closer horizontally than 10' to a sanitary sewer line. Deflections from a straight line or grade as required by horizontal or vertical curves shall not exceed 5 degrees (a 5- degree deflection is equivalent to an offset of approximately 1" per lineal foot of pipe). If the alignment required deflects in excess of this limit, provide bends and fittings or shorter lengths of pipe until these conditions are met. Brace bends and fittings in the pipe with thrust blocks poured in place against undisturbed earth. D. Gate Valves and Valve Boxes I. install where shown on the plans or as directed by the Engineer. 2. Set the gate valves and gate boxes plumb and center the valve boxes on the valves. Carefully place and compact fill materials around the valve box for a distance of 4' on all sides of the box, or to the undisturbed trench face, whichever is less. Set the top of the valve box at the elevation of the existing ground or as shown on the plans. 02660 -5 3. Post indicator valves shall be maintained in a plumb position with 36" between the ground elevation and the top of the valve. E. Fire Hydrants t Set the fire hydrants at such an elevation that the specified minimum pipe cover is provided throughout the length of the branch supply line and that the nozzles are 24" above the proposed ground elevation. Set the hydrants plumb and place on a concrete pad not less than 4" deep and 16" square. Firmly block the back of the hydrants, opposite the pipe connections, against the vertical face of the trench with a concrete thrust block poured in place against undisturbed earth with minimum dimensions of 12" each way. If, in the opinion of the Engineer, the soil is unstable and will not support the thrust block, use bridle rods to secure the hydrant. The rods shall be a minimum of 3/4" in diameter and shall be covered with an acid resistant coating. 2. Place a minimum of 9 cubic feet of crushed rock or coarse gravel at the base of each hydrant for drainage. 3. Place and compact fill around the hydrant to a minimum distance of 4' on all sides of the hydrant or to the undisturbed sides of the trench, whichever is less. 3.02 SANITARY SEWER, STORM SEWER AND WATERMAIN CROSSINGS A. Watermains crossing house sewers, storm sewers, or sanitary sewers shall be laid to provide a separation of at least 18" between the bottom of the water main and the top of the sewer. When local conditions prevent a vertical separation as described, the following construction shall be used. t Construct the sewers passing over or under the watermains of materials equal to watermain standards of construction. A full length of watermain must be centered at the sewer main crossing. 2. Protect the watermains passing over and under sewers by providing. a. A vertical separation of at least 18" between the bottom of the sewer and the top of the watermain, or the bottom of the watermain and the top of the sewer main. b. Adequate structural support shall be provided for the sewers to prevent excessive deflection of the joints and settling on and breaking the watermains. The length of watermain pipe be centered at the point of crossing so that the joints will be equidistant and as far as possible from the sewer pipe. 3.03 STERILIZATION A. Sterilize each completed portion of the watermain installation with chlorine before use for domestic purposes. S. The materials used may be either liquid chlorine conforming to AWWA B301 or hypochiorites conforming to AWWA B300. D. The amount of dosage shall provide a minimum of 50 parts per million of chlorine. The chlorine solution shall remain in the mains for a maximum of 24 hours before the system is flushed. Open and close the valves in the mains being sterilized a minimum of three times during the contact period. 02660-6 D. After the contact period is over, thoroughly flush the mains with clean water until the residual chlorine content is less than one part per million. E. Extreme care shall be taken during the sterilizing operation to ensure that a strong chlorine solution does not enter the existing watermains or water supply. 3.04 PRESSURE TESTS A. After the pipe has been laid, openings plugged, and fittings and bends have been blocked, the pipe and accessories shall be subjected to a pressure test. Before the test is performed, backfill the trench sufficiently to ensure that the pipe and accessories will not move or be forced apart because of the applied pressure. B. The Contractor shall furnish water, materials, and equipment required to perform the testing and conduct the testing. The leakage shall be defined as that amount of water required to be pumped into the mains being tested to maintain the test pressure after the mains have been filled with water and the air has been expelled. The test pressure shall be applied for a minimum of two hours and shall be 150 psi or as directed by the city engineer. C. The allowable leakage shall not be greater than the quantity as determined by the following formula: in which L equals the allowable leakage in gallons per hour; N is the number of joints in the length of pipe line being tested; D is the nominal diameter of the pipe in inches; and P is the average test pressure during the leakage test in psi. (the allowable leakage according to the formula is equivalent to 30 U.B. gallons per 24 hours, per mile of pipe, per inch of pipe diameter for pipe in 13' lengths evaluated on a pressure basis of 150 psi. or as directed by city engineer.) D. Should tests of the pipe show a leakage of greater than the allowable limit, the Contractor, at his own expense, shall locate and repair all defects until retests show that the leakage is within the allowable limits. 3.05 ELECTRICAL CONDUCTIVITY TESTS L =ND 4000 A. The contractor shall perform a conductivity test within one week upon completion of pressure testing on the main to establish that electrical thawing may be carried out in the future. Conductivity testing must be carried out in the Engineer's presence and be approved before acceptance. B. The system (pipeline, valves, fittings and hydrants) shall be tested for electrical continuity and current capacity. The electrical test shall be made after the hydrostatic pressure test and while the line is at normal operation pressure. Backfilling shall have been completed. The line may be tested in sections of convenient length as approved by the Engineer. 02660 -7 C. A direct current of 350 amperes +1- 10% shall be passed through the pipeline for five minutes. The current flow through the pipe shall be measured continuously on an ammeter and shall remain steady without interruption or excessive fluctuation throughout the five - minute test period. D. Insufficient current or intermittent current or arcing, indicated by large fluctuations of the ammeter needle, shall be evidence of defective contact in the pipeline. The cause shall be isolated and corrected. Thereafter, the section in which the defective test occurred shall be re-tested as a unit and shall meet the requirements. E. After the test, the hydrant shall be shut off and a cap loosened to allow the hydrant to drain. Tighten the cap after drainage is complete. 3.06 WATER SERVICE LINES A. Install the water service lines where shown on the plans. Run lines from the new watermain and terminate at a point as shown on the plans or as directed by the Engineer. B. The water service lines shalt be PVC schedule 160. The joints shall be of the type recommended by the pipe manufacturer for the particular pipe being used, and that are in conformance with the State Plumbing Code. 3M7 CLEANING A. Upon completion of the installation of the watermains and appurtenances, remove excess materials, equipment, temporary structures and debris resulting from the construction work. END OF SECTION 02500.8 PART 1 GENERAL 1.01 SUMMARY A. Section Includes: `I. Storm sewer pipe 2. Drop inlets 3. Grates SECTION 02720 STORM DRAINAGE SYSTEM 1.02 REFERENCES A. ASTM A48; Specification for Gray iron Castings. B. ASTM C76; Specification for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe. C. ASTM C443; Specification for Joints for Circular Concrete Sewer and Culvert Pipe Using Rubber Gaskets. D. ASTM 0478; Specification for Precast Reinforced Concrete Manhole Sections. E. ASTM D3034; Specification for Polyvinyl Chloride (PVC) Sewer Pipe and Fittings. 1.03 QUALITY ASSURANCE A. Quality assurance personnel shall be at the project site on an intermittent basis during the storm drainage system placement. PART 2 PRODUCTS 2.01 STORM SEWER PIPE A. All pipe shall be new and unused. B. Reinforced concrete pipe; ASTM C76, a. Class .V — 12" and 16" Diameter b. Class III — 18" to 27" Diameter 2.02 PRECAST CONCRETE MANHOLE SECTIONS A. Precast concrete manhole risers, base sections, and tops: ASTM 0478. 2.03 GASKETS A. Gaskets and pipe ends for rubber gasket joints. ASTM 0443. 02720-1 B. Elastomeric seals (gaskets) for joining plastic pipe: ASTM F477. C. Rubber gaskets for joints between manhole sections: ASTM C443. 2.04 CASTINGS A. Drop inlet and manhole covers, grates, and boxes: Cast iron, ASTM A48, Class 35B. B. Uniform quality, free of blowholes, shrinkage, distortion, and other defects. C. The product numbers are as manufactured by Neenah Foundry Company and are shown on the Plans. Standard castings differing in non - essential details may be acceptable if approved by the Engineer. 2.05 PIPE BEDDING MATERIAL A. The pipe bedding shall consist of clean pit -run sand or fine gravel, free from deleterious matter and rocks over 1 inch in diameter. PART 3 EXECUTION 3.01 PIPE INSTALLATION A. Shape the bottom of the trench to give substantially uniform circumferential support to the lower fourth of each pipe. Pipe laying shall proceed up -grade with the groove (bell) ends in the up -grade direction. Adjust the tongues in grooves to produce a uniform space. Lay each pipe true to line and grade to form a dose concentric joint with the adjoining pipe. Blocking or wedging between tongues and grooves will not be permitted. As the work progresses, clean the interior of the pipe free of dirt and extraneous materials. B. Keep the trenches free from water until the pipe jointing is completed. Do not lay the pipe when conditions of the trench or the weather are unsuitable for such work. Keep the open ends of the pipe and fittings securely closed at all times when the work is not in progress. C. The last three sections of pipe not entering a catch basin manhole are to be fastened together with an anchor bolt system. D. The bedding material shall be placed uniformly over the trench bottom to a depth of not less than 3 inches. The bedding shall be shaped to provide uniform support to the lower fourth of the pipe for its entire length. Depressions shall be made in the bedding material to accommodate the joints. The pipe bedding material shall be carried to 6 inches above the tip of the pipe. The remaining trench backfill material shall be on -site material similar in composition to the surrounding subsoils. 3.02 JOINT CONSTRUCTION A. Make joints with rubber gaskets. clean and dry the surfaces to receive lubricants, cements, or adhesives. Affix gaskets to the pipe not more than 24 hours prior to the 02720-2 installation of the pipe. Protect the gaskets from sun, wind, dust or other deleterious agents at all times. S. Before the installation of the pipe, inspect gaskets and remove and replace loose or improperly attached gaskets. Align each pipe section with the previously installed pipe section and pull the joint together. C. if the gasket becomes loose while pulling the joint, and can be seen through the exterior joints, recessed to within one inch of closure, remove the pipe, and remake the joint. 3.43 MANHOLE CONSTRUCTION A. For pre -cast concrete construction provide a smooth finish to the inside joints of pre- cast concrete manholes and catch basins. Parging will not be required for pre -cast concrete mortar. B. Provide a hole 2 inches greater in diameter than the pipe at pipe entrances to the pre -cast concrete structures. Pack the annular space with oakum and tightly seal with concrete mortar. C. Lay sections of the structures in a full mortar bed. Keep the masonry materials and mortar at a temperature above freezing until the mortar has set up sufficiently to prevent damage by freezing. D. The mortar shalt be composed of 1 part Portland cement and 3 parts of washed and screened sand with sufficient water to make a workable mix. E. The top 8 inches of the structures shall be made of concrete rings 2 inches thick. Lay the concrete adjusting rings in a full bed of mortar 1/4 inch to 3/4 inch thick. F. Set the manhole or catch basin frames and lids 1 grates flush with the existing elevations shown on the Plans. Place the frames upon a full bed of mortar and shim to the correct elevation with suitable concrete wedges and mortar. 3.04 FIELD QUALITY CONTROL A. Check each straight run of pipe for gross deficiencies by holding a light in the manhole or catch basin. The light shall show a practically full circle through the pipe when viewed from the adjoining end of the line. END OF SECTION 02720 -3 PART 1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Drain tile systems. 1.02 REFERENCES SECTION 02722 DRAIN TILE A. ASTM D3212, Specification for Joints for Drain Tile and Sewer Plastic Using Flexible Elastomeric Seals. D. ASTM F405, Standard Specification for Corrugated Polyethylene (PE) Tubing and Fittings. C. ASTM F449, Standard Recommended Practice for Subsurface Installation of Corrugated Thermoplastic Tubing for Agricultural Drainage of Water Table Control. D. ASTM D3212, Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. E. ASTM F667, Standard Specification for Large Diameter Corrugated Polyethylene Pipe. 1.03 DELIVERY, STORAGE AND HANDLING A. Inspect the materials delivered to the site for damage. Store the materials with a minimum of handling. Store the materials under cover and out of direct sunlight. Do not store the materials directly on the ground. Keep the inside of the pipes and fittings free from dirt and debris. 1.04 QUALITY ASSURANCE A. Quality assurance personnel shall be at the project site on an intermittent basis during the drain tile system placement. PART 2 PRODUCTS 2.01 CORRUGATED POLYETHYLENE (PE) PIPE A. Pipe fittings: ASTM F405 with a filter fabric wrap. D. Pipe and fittings: ASTM F794 C. Joints and jointing materials: ASTM D3212 02722 -1 PART 3 EXECUTION 3.01 PIPE INSTALLATION A. Place soil separation fabric in the trench prior to the placement of the pipe. B. Pipe laying shall proceed up- grade. Lay each pipe true to line and elevation to form a close concentric joint with the adjoining pipe. As the work progresses, clear the interior of the pipe free from dirt and extraneous materials. C. Before the installation of the pipe, inspect gaskets, and remove and replace loose or improperly attached gaskets. Align each pipe section with the previously installed pipe section and pull the joint together. D. if the gasket becomes loose while pulling the joint, and can be seen through the exterior joints, recessed to within one inch of closure, remove the pipe, and remake the joint. 3.02 PIPE BACKFILLING A. Backfill the trench with the required drainage rock to within 3" of the finished elevations. Compact the rock until there is no further evidence of consolidation. Compaction should be performed with equipment that will not crush the drain tile pipe. Wrap the soil separation fabric over the top of the trench to provide a double layer of material. Eackfill over the top of the soil separation fabric with a minimum of 3" of new topsoil. 3.03 MANHOLE AND CATCH BASIN CONNECTION A. Provide a hole 2 inches greater in diameter than the pipe at pipe entrances to pre- cast concrete structures. Pack the annular space with oakum and tightly seal with concrete mortar. 3.04 FIELD QUALITY CONTROL A. Check each straight run of pipe for gross deficiencies by holding a light in the manhole. The light shall show a practically full circle through the pipe when viewed from the adjoining end of the line. END OF SECTION 1 PART '1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Topsoil 2. Sod 3. Mulch 1.02 SUBMITTALS 1.03 REFERENCES 1.04 WARRANTY SECTION 02900 LANDSCAPING A. Furnish the Engineer with the Supplier's or Manufacturer's product specification data or testing results stating the materials furnished meet the requirements of the specifications. B. Furnish the Engineer with a certificate of compliance stating the species, sizes, quantities furnished, and nursery supplier. A. Minnesota Department of Transportation (MN /DOT) 2000 Edition t Section 2575, Turf Establishment 2. Section 3877, Topsoil Borrow 3. Section 3878, Sod 4. Section 3881, Commercial Fertilizer 5. Section 3882. Mulch Material A. Ail material shall be guaranteed by the Contractor to be in good, healthy, and vigorous conditions of active growth typical of the species for a period of one full year following the date of the final inspection. Bo Material that at any time during the guarantee period dies or is in obviously declining condition shall be removed immediately and replaced as soon as favorable conditions exist. C. At the end of the guarantee period, replace material that, in the opinion of the Engineer or Owner, is in an unhealthy or unsightly condition. Remove rejected materials from the site and replace as originally specified. 02900 -1 PART 2 PRODUCTS 2.01 TOPSOIL 2.03 SOD A. All topsoil shall be new and imported material. Topsoil found on the site may be used only if approved in advance by the Engineer and Owner. The topsoil, whether it is new or salvaged, should be screened and pulverized. The topsoil should be dry and ready to be fine graded. B. Sandy loam soil, reasonable free of clay lumps, stones, and other objects over 1 inch in diameter, without weeds, roots, and other objectionable material. C. The fine sand shall have a particle distribution conforming to the following, and shall not contain any silt or clay material. The sand shall have a fineness modulus between 11 to 2.5. The sand shall have gradation properties as follows: 2.02 FERTILIZER Particle Size Percent Passing By Weight Particles > 2.0 mm Particles 0.25 to 1.0 mm Particles < 0.1 mm Particles < 0.1 mm A. Fertilizers shall be applied at a rate determined by the seed or sod supplier. The type of fertilizer shall be determined based on the type and properties of the topsoil, seed or sod. B. The Contractor shall apply the fertilizers until the turf has been established, i.e. until all seeded areas have developed into turf or all sodded areas have developed a sound root structure. C. Once the turf has been established and accepted by the Engineer and Owner, the Owner will be responsible for further fertilizing of the landscaped areas. A. Lawn and boulevard sod shall consist of densely rooted Kentucky bluegrass. The sod shall have a minimum of 3 varieties of Kentucky Bluegrasses. The sod shall have a lush appearance, uniform texture, and bright color throughout, weed free, containing no more than 1/4 inch of thatch over the base soil. At least two thirds (213) of the grasses, as determined by initial seeding proportions, shall be of acceptable improved type Kentucky bluegrass varieties. Acceptable varieties include Adelphi, Monopoly, Aspen, American Baron, Glade, Columbia, Eclipse, Fylking, Touchtown, Merit, Nassau, Midnite, and Victa. B. Sod furnished shall be in acceptable condition upon delivery to the site. Sod strips shall not have dry or dead edges and shalt not be cut more than 24 hours in advance of delivery. The grass height of the delivered sod shall not exceed 2 inches. Deliver and unload sod the same day it is loaded on the delivery unit. 02900 -2 94- 100 40 - 100 0 -3 0 -3 2M4 MULCH A. MN /DOT 3882 Type 3 Mulch: Clean grain straw (i.e. oats, wheat) that is certified by the Minnesota Crop Improvement Association (MCIA) to be weed free. All mulch bales shall be in air-dried condition at the time of delivery and shall have an MCIA inspection tag attached indicating that the mulch has passed inspection. 2.05 EROSION CONTROL FABRIC A. North American Green DS150. (Short Term Erosion Control, 45 to 60 days; 3:1 to 2:1 slopes) B. Approved Equal. C. Material Data Requirements: (Short Term Erosion Control - DS150) Top net: Lightweight accelerated photodegradable polypropylene, 1.64 lbs./ 1,000 square feet Bottom net: Lightweight photodegradable polypropylene, 1.64 lbs./ 1,000 square feet Matrix: 100% Straw at 0.5 lbs./ square yard Thread: Degradable 2.10 WATER R A. Potable (or as otherwise approved) and suitable for plant growth. 2.11 MISCELLANEOUS LANDSCAPE MATERIALS A. Stakes and deadmen: Sound new hardwood, treated softwood, or redwood, free of knotholes and other defects. B. Wire ties and guys: Two - strand, twisted, pliable galvanized iron wire not lighter than 10 gauge with zinc - coated turnbuckles. Protect tree trunks from damage by wires. C. Wood chip mulch shall be a mixture of even consistency, 1/8" thick by 3/4" to 1-1/2" square shaven solid stumpwood; free from soil, twigs, leaves, rock, rubble, weeds, or synthetic matter. PART 3 EXECUTION 3.01 SOIL PREPARATION A. Immediately prior to placing the topsoil, scarify the existing soils to a minimum depth of 3 inches for all areas on slopes shallower than 2 horizontal to 1 vertical. B. Perform soil preparation immediately prior to sodding to prevent undesirable weed growth or soil erosion. 02900 -3 C. Place the topsoil and spread uniformly over lawn areas to a minimum depth of 3 inches, unless a specific depth is stated in Section 01010. Firm and smooth the topsoil after working the soil. D. Apply a starter fertilizer at the Manufacturer's or Supplier's recommended rates and work into the topsoil. The lag time between sodding and fertilizing shall not exceed 48 hours. E. Rake the surface until it is smooth and of uniform fine texture immediately prior to sodding. 3.02 SODDING A. Carefully place the sod strips beginning at the bottom of the slope and progressing upward. Place the sod strips with staggered end joints without stretching. Tightly abut the joints between the sod strips. B. Immediately after completing the sod placement, water and compress the sod into the underlying soil by rolling or tamping. The initial watering and rolling or tamping shall be sufficient to provide a firm contact and bond between the sod and the underlying soil. The sod surface shall be level and smooth, free of humps and depressions. C. Remove and dispose of waste sod, stones or other debris removed from the sodded areas, at completion of the sod placement. D. Sod placed under the Contract shall be fertilized and maintained by the Contractor until the sod has uniformly rooted over the landscaped areas. 3.03 EROSION CONTROL FABRIC INSTALLATION A. The installation of the erosion control fabric shall be on all slopes greater than 1:4, on all drainage swale areas, and at all locations where drain tile lines or culverts empty water out on to the surface of seeded areas. The placement of the fabric is not dependent on strict slope requirements, rather on retaining the topsoil and seed for the site. B. The installation of the erosion control fabric shall be in strict compliance with the manufacturer's installation instructions. C. Staple the fabric onto the slopes as recommended by the manufacturer. D. Prepare the soil before installing the blankets, including the application of fertilizer and seed. 3.04 PROTECTION AND CLEANING A. Keep the pavements clean and the work area in an orderly condition during landscaping work. 02900 -4 B. Protect the landscape work and materials from damage due to landscape operations or by other Contractors and trades, and trespassers. Maintain the protection measures during the installation and maintenance periods. END OF SECTION 02900 -5 L ASTM C42, Methods of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete J. ASTM C88, Test Method for Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate K. ASTM 0131, Test Method for Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine L. ASTM C143, Test Method for Slump of Portland Cement Concrete M. ASTM 0150, Specification for Portland Cement N. ASTM 0231, Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method a ASTM 0260, Specification for Air - Entraining Admixtures for Concrete P. ASTM 0309, Specification for Liquid Membrane- Forming Compounds for curing Concrete Q. ASTM 0494, Specification for Chemical Admixtures for Concrete 1.04 QUALITY ASSURANCE A. Quality assurance personnel shall perform a complete set of tests each day concrete is placed. 1. When tested in accordance with ASTM C40, the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution. 2. Fine aggregate shall be well graded from coarse to fine; and, when tested by means of laboratory sieves, shall conform to MN /DOT 3126 as listed below: Sieve Size 3/8 inch No. 4 No. 8 No. 16 No. 30 No. 50* No. 100 No. 200 *Fine aggregate of which less than 5% passes the No. 50 sieve may be used provided inorganic material is added, by separate measurement, to correct the deficiency in gradation. Percent Passing by Weight 100 95 -100 80 - 100 55 - 85 30-50 5 -30 0 -10 0 -2.5 B. Coarse Aggregate: Clean, washed hard, durable gravel, crushed gravel, crushed rock, or a combination thereof. t When tested in accordance with ASTM 0131, the coarse aggregate shall show a loss not exceeding 40% after 500 revolutions. 2. When tested in accordance with ASTM C88, the loss resulting after five cycles shall not exceed 15% for coarse aggregate when using magnesium sulfate. 3. Coarse aggregate shall also meet the deleterious requirements of MN /DOT 3137. 4. Coarse aggregate shall meet the following MN /DOT grading criteria. PART 2 PRODUCTS 2.01 PORTLAND CEMENT A. ASTM C150, for Type 1, 11, 111. 2.02 WATE R A. Potable, clean, and free from objectionable quantities of silty organic matter, alkali, salts, and other impurities. 2.03 AIR - ENTRAINING AGENT AA ASTM C260. Use sufficient air - entraining agent to provide a total air content of 5% to 7 %, add to the batch in a portion of the mixing water. Batch by means of a mechanical batcher capable of accurate measurement. 2.04 ADMIXTURES Percent Passing by Weight Sieve Size CA 45 CA 50 CA 60 1-1/4 inch 100 1 inch 95 - 100 100 3 /4 inch 65 -95 85- 100 100 5/8 inch - 85 -100 3/8 inch 25 -55 30 -60 40 -70 No.4 0 -7 0 -12 0 -12 A. Admixtures will be required at the Engineer's discretion or, if not required, may be added at the Contractor's option to control the set, effect water reduction, and increase workability. In either case, the addition of an admixture shall be at the Contractor's expense. The use of an admixture shall be subject to acceptance by the Engineer. Concrete containing an admixture shall be first placed at a location determined by the Engineer. if the use of an admixture is producing an inferior end result, the Contractor shall discontinue use of the admixture. Admixtures specified herein shall conform to the requirement of ASTM C494. The required quantity of cement shall be used in the mix regardless of whether or not an admixture is used. 03300 -3 2.05 CONCRETE MIX DESIGN A. The mix design shall be composed of Portland cement, coarse and fine aggregate, water, and an air - entraining admixture, and shall be proportioned to meet the MN /DOT 2451, designation 3Y32 design. B. Design mix shall be normal weight air- entrained concrete meeting the following criteria: Ingredient Range of Acceptable Values Portland Cement Type 1, 11, 111, Minimum Cement Content 605 lbs. per cubic yard Cement -Void Ratio 0.54 Minimum 28 Compressive Strength 4300 psi Entrained Air Content 6.0% +1- 1.0% Slump 2 to 3 inches 2.06 READY -MIXED CONCRETE A. Deliver to the site and completely discharge within one hour after the addition of the cement to the aggregates or before the drum has been revolved 250 revolutions, whichever is first. In hot weather, or under conditions contributing to quick stiffening of the concrete, or when the temperature of the concrete is 85 degrees F. or above, the time between the introduction of the cement to the aggregate and discharge shall not exceed 45 minutes. 2.07 EXPANSION JOINT MATERIAL A. The expansion joint material shall consist of 1/2" fiber board. The material shall go the full depth of the slab or curb and gutter. PART 3 EXECUTION 3.01 PREPARATION OF SURFACES A. Prior to placing concrete, thoroughly wet surfaces by sprinkling. Keep surfaces moist by frequent sprinkling up to the time of concrete placement. The surface shall be free from standing water, mud and debris at the time of concrete placement. B. Forms: 1. Forms shall be of wood, metal, or other suitable material and shall extend for the full depth of the concrete. Forms shall be straight, free from warp, and of sufficient strength to resist the pressure of the concrete without displacement. Bracing and staking of forms shall be such that the forms do not move when the plastic concrete is placed. Forms shall be covered with an approved form release agent before concrete placement. 03300-4 3.02 PLACING CONCRETE A. The proportioning, mixing, and placing of the concrete shall be in accordance with the requirements for the concrete specified herein. Deposit concrete in one course to prevent segregation. B. Consolidate placed concrete by mechanical vibrating equipment supplemented by handspading, rodding, or tamping. Use equipment and procedures for consolidation of concrete in accordance with ACI recommended practices. C. Finish surface with a wooden float and fight brooming. No plastering of the surface will be permitted. D. Outside edges of the slab and all joints shall be edged with a 1/4 inch radius- edging tool. 3.03 CONTRACTION JOINTS A. Slabs: The joint spacing shall not exceed 2 times (in feet) the slab thickness (in inches) i.e. a 4" thick slab shall not have joints spaced more than 8' by 8'. Where applicable, the joint spacing shall match the existing joint spacing. B. Sidewalks: The joint spacing shall not exceed the width of the sidewalk or 2 times (in feet) the slab thickness (in inches) i.e. a 5' wide sidewalk shall have perpendicular joints every 5' or a 4" thick slab shall not have joints spaced more than 8' by 8'. Where applicable, the joint spacing shall match the existing joint spacing. Cm Curb and Gutter: The perpendicular joint spacing shall not exceed 10'. Where applicable, the joint spacing shall match the existing joint spacing. D. All the joints shall be hand trowelled unless indicated to be sawcut in SECTION 01010. 3.04 EXPANSION JOINTS A. The expansion joint material shall consist of 1/2" thick fiberboard designed for use in cast in place concrete. The material shall go the full depth of the slab or curb and g utter. B. Slabs: place the expansion material against buildings or previously placed concrete unless otherwise specified in SECTION 01010. Construction joints or designed expansion joints with steel reinforcing dowels shall be placed as indicated in SECTION 01010, as shown on the plans or at a maximum interval of 80 feet in either direction of a continuous slab. C. Sidewalks: place the expansion material against buildings or previously placed concrete unless otherwise specified in SECTION 01010. The expansion material shall be placed the full depth of the concrete thickness at a maximum distance of every 200 lineal feet. 03300 -5 3.05 CURING 0. Curb and Gutter: place the expansion material 3 feet on either side of any catch basin or manhole structure unless otherwise specified in SECTION 01010. The expansion material shall be placed the full depth of the curb and gutter cross section at a maximum distance of every 200 lineal feet. A. Cure concrete by a resin base membrane - curing compound complying with ASTM 0309. The clear compound shall be transparent and free from permanent color to result in no change in color to the natural concrete. Apply curing compound at a rate of coverage not less than 150 square feet per gallon. The compound shall contain a fugitive color dye to render the film distinctly visible on the concrete for a period of at least four hours after application. B. Prohibit traffic, both pedestrian and vehicular, from freshly placed concrete for a period of not less than 72 hours. Vehicular traffic shall be excluded for such additional time as the Engineer may direct. 3.06 DISPOSAL OF EXCESS AND WASTE MATERIALS A. Contractor shall remove and dispose of excess materials at its own expense. 3.07 FIELD QUALITY CONTROL A. Sampling and testing for quality control during placement of concrete shall be arranged and paid for by the Contractor and shall include the following, as directed by the Engineer. In Slump: ASTM C143; one test for each set of compressive strength test specimens. 2. Entrained Air: ASTM C231; one test for each set of compressive strength specimens. 3. Casting and Curing Concrete Test Specimens: ASTM C31; cast one set of four 6" x 12" standard test cylinders for each 100 cubic yards or fraction thereof, of concrete placed in any one day or for each 5,000 square feet of surface area placed. 4. Compression Strength Test Specimens: ASTM C39; per set of four standard cylinders, test one specimen at 7 days, two specimens at 28 days, and one specimen held in reserve for later testing, if required. 5. When total quantity of a given class of concrete is less than 50 cubic yards, the Engineer may waive strength test if, in his judgment, adequate evidence of satisfactory strength is provided. B. Test results will be reported in writing to the Engineer and Contractor on the same day that tests are made. Reports of compressive strength tests shall contain the project identification and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportion and materials; compressive breaking strength, and type of break for both 7 -day and 28 -day tests. 03300 -6 C. Additional Tests: The testing service will make additional tests of in -place concrete when compressive strength test results indicate specified concrete strengths have not been attained. The hardened concrete will be cored as specified with ASTM C42, or by other methods as directed. Contractor shall pay for such tests conducted, and any other additional testing as may be required when unacceptable concrete is verified. END OF SECTION 03300 -7