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City of Burley Modifications to 2020 ISPWC Specifications Refer to the bid schedules and measurement and payment section for pay items specific to this project. Replace, modify, and or add the following paragraphs in the 2020 Edition of the ISPWC Specifications. Section 201 Clearing and Grubbing 3.1 Clearing and Grubbing B. Removal and Disposal. 4. Remove all brush and shrubs from the site including roots larger than ½-inch diameter. Dispose of the shrubs and brush off-site at a location provided by the contractor. Do not dispose of the brush and shrubs by burning or burial onsite in backfill or trenches. 6. Unless otherwise directed, removal all stumps within the clearing limits and roots larger than ½-inch diameter. Dispose of the stumps and roots off-site at a location provided by the contractor. Do not dispose of the stumps and roots by burning or burial onsite in backfill or trenches. D. Backfill. 1. Unless additional excavation is planned in the area of tree and shrub removal, backfill areas where trees and shrubs were removed with native soil if in a proposed landscaping area or Type II crushed aggregate from Table 1 in Section 802 for road and site development areas. Backfill to finish subgrade elevations. Section 202 Excavation and Embankment 3.3. Controlled Blasting. A. General. 4. Blasting is not authorized except for rock or cementitious material that is not able to be ripped with a single shank ripper on a well-functioning bulldozer with rated horsepower of 300 HP at 2100 rpms, and operating weight of 41 tons minimum. 3.8. Embankment Construction D. Borrow. 2. Imported Borrow. c. Use 8-inch minus uncrushed aggregate from Section 801 for imported borrow more than 18- inches below finish subgrade. Use Type II crushed aggregate from Table 1 in Section 802 for imported borrow less than 18-inches below finish subgrade. 3.10. Haul. A. Haul consists of authorized hauling of excavated material beyond the specified free haul distance. 4. For imported borrow, the haul cost is incidental to the imported borrow bid item and is not paid as a separate item. Section 301 Trench Excavation 3.1. General Requirements. B. Accurately grade bottom of trenches to the lines and grade indicated in the contract documents. If trench location is in rock, boulders, or gravel larger than 4-inches, over-excavate trenches 6-inches below flowline elevations shown in the project plans. Backfill this area with compacted Type 1 Bedding Material compacted to form solid foundation below pipe. If trench location is in gravel less than 2-inches, sand, clay, or silt, excavate to the flowline elevation show in the plans plus 4-inches and backfill this aarea with compacted Type 1 Bedding material. Hand remove soil at bells to keep pipe at grade and uniformly supported. Section 302 Rock Excavation 1.4. Submittals. G. As part of the blasting plan, submit calculations showing the anticipated amount of blasting agent per hole, anticipated depths for each charge, and separation material between charges. Provide sketch showing typical hole pattern for blasting and a typical hole showing overall depth of hole, location of charges, and material between decks, and material above the hole to prevent over-shooting. 3.3. Blasting General Safety. ---PAGE BREAK--- G. Provide a tell-tell micro det or other approved method at the end of each charge line to be recovered to verify that all charges have been detonated. If the tell-tell has not been detonated, the contractor shall carefully excavate the shot material until the break in the det cord has been discovered. All said excavation shall be done under the guidance of the explosives seismic survey consultant. Section 303 Exploratory Excavation 1.5. Field Measurements. B. Notify the engineer if installation conditions such as exploratory excavation location, size, or conditions do not match those contemplated by the contract documents. Allow 24 hours for engineer to modify the design, if necessary, unless otherwise specified. 3.1. General. F. Exploratory excavation is required for all utility crossings. Said exploratory excavation shall be made at least 300 feet ahead of the project work. Notify the engineer of utility locations that conflict with the proposed work. Conflict consists of utility clash and or utilities without sufficient cover or separation based on the proposed work. Contact the utility owner for minimum cover depths. Verify separation distances per utility owner and DEQ requirements as applicable. Section 304 Trench Foundation Stabilization 1.5. Field Measurements. B. Notify the engineer if installation conditions such as exploratory excavation location, size, or conditions do not match those contemplated by the contract documents. Allow 24 hours for engineer to modify the design, if necessary, unless otherwise specified. Section 305 Pipe Bedding 2.1 General Requirements E. In road right of way and alley ways, only Type 1 Bedding or Type IV Bedding shall be used for PVC, other plastic, ductile iron, or cast-iron sewer pipes or any material type for water lines. Type II Bedding may only be used for concrete pipe. Type III Bedding may only be used on private property and for pipes that are not water main line pipes. 2.5 Type IV Bedding A In addition to the Class 3000 psi concrete listed, flowable fill per Section 703 may also be used for pipe bedding. 3.1 A Modify the gradation table with the following as approved gradations for Type 1 Bedding. Sieve Size Chips Reject Road Base Course Sand 1” 100% 100% 3/4” 80% - 100% 70% to 100% ½” 90% to 100% 3/8” 20% to 70% 90% to 99% #4 5% to 20% 20% to 70% 70% to 80% #8 0% to 5% 20% to 50% 50% to 60% #16 30% to 40% #30 20% to 30% #50 10% to 20% #100 5% to 15% #200 0% to 3% 1% to 12% 0% to 10% 3.2. Class A-1 Bedding System A. If trench location is in rock, boulders, or gravel larger than 4-inches, over-excavate trenches 6-inches below flowline elevations shown in the project plans. Place Type I Bedding 6-inches below the bottom of the pipe to 12-inches above the pipe. If trench location is in gravel less than 2-inches, sand, clay, or silt, excavate to the flowline elevation show in the plans plus 4-inches and backfill this area with Type 1 Bedding material, bed pipe with Type I Bedding material to a depth 6-inches above the top of the pipe. 3.10. Compaction ---PAGE BREAK--- A. Compact each layer of Type I bedding material to 95% of the maximum density as determined by AASHTO T99. Compact each layer of Type II and Type III bedding material to 95% of the maximum density per AASHTO T99. Moisture condition bedding material to be within 2% of optimum moisture content. Section 306 Trench Backfill 2.2 D. Native material meeting the 2” gradation found in Section 801 found in these modifications may be used for trench backfill. If the native soil does not meet the required gradation, then pit run shall be imported and used as backfill at no additional cost to the owner. 3.3. Type A trench backfill (A-1, A-2, A-3) B. Compaction Requirements 4. Method: Use method A-1. Methods A-2 and A-3 (water settling) are not approved. 3.3.D. Type A-2 Compaction Delete paragraph 3.3.D in its entirety. 3.3.E. Type A-3 Compaction Delete paragraph 3.3.E in its entirety. Section 307 Street Cuts and Surface Repairs 1.5. Field Measurements B. Notify the engineer if installation conditions such as surfacing, soils, and drainage conditions do not match those contemplated by the contract documents. Allow 24 hours for engineer to modify the design, if necessary, unless otherwise specified: 2.1. Concrete B. All concrete to be Class 4000 psi unless otherwise indicated in the contract documents. 2.2. Asphalt Concrete A. Provide Marshall mix with ½” aggregate unless otherwise specified in the contract documents. Refer to Section 810 Plan Mix pavement. Refer to the Transportation Master Plan on the City’s website for pavement sections. 3.3. Soft Spot Repair C. Compact subgrade and place uncrushed aggregate and crushed aggregate leveling course as directed by roadway official in accordance with the City’s published Transportation Master Plan. All soft spot removal and replacement to be below the pavement section indicated in the Transportation Master Plan. 3.6. Type B Surface Restoration (Concrete Roadway Surfaces) F. Match existing road concrete thickness or 6-inches whichever is greater. Dowel the edges of the existing concrete with ½-inch dowels set 24-inches on center. Use slip joint dowels to allow for shrink and swell and to reduce heave. Provide rebar in the concrete paving per Section 702 and as shown on the contract documents. 3.7. Type C Surface Restoration (Gravel Roadway Surfaces) C. Use 12-inches compacted gravel depth unless otherwise specified. Use 3/4-inch crushed aggregate per Section 802. 3.8. Type P surface Restoration (Asphalt Roadway Surfaces) C. Match the existing base and subbase sections or as indicated in the Transportation Master Plan whichever is greater or as indicated in the Contract Documents consisting of 2-inch uncrushed and ¾-inch crushed aggregates in accordance with Sections 801 and 802. E. Match the existing asphalt depth or the depth indicated in the Transportation Master Plan whichever is greater. In no case shall residential streets have less than 3-inches of asphalt. J. Determination if full width pavement surface restoration is required. 1. Provide full width of asphalt restoration if more than 75% of the existing asphalt width is shown for replacement, or is necessary for trench stability, and as directed by the street official and or the engineer. 3.9. Type P Surface Restoration (with pavement fabric) C. Match the existing base and subbase sections or as indicated in the Transportation Master Plan whichever is greater as indicated in the Contract Documents consisting of 2-inch uncrushed and ¾-inch crushed aggregates in accordance with Sections 801 and 802. 3.12. Incidental Surface Restoration. C. Gravel Shoulders ---PAGE BREAK--- 2. Depth: Minimum of 8-inches or to the existing gravel depth whichever is greater. Use ¾-inch crushed aggregate per Section 802. 3.13. Gravel Access Road E. The minimum gravel thickness to be 12-inches or as shown in the contract documents. Use ¾-inch crushed aggregate per Section 802. Section 308 Boring and Jacking 2.2. Steel Casing Pipe. A. Conform to ASTM A252 with 3/8- inch minimum wall thickness. Verify minimum casing thickness with details and with railroad, State Highway, etc. for casing thicknesses that may be thicker. Verify casing thickness is sufficient for the stresses induced in the jacking procedure. B. Diameter a minimum of 2-inches larger than the outside bell diameter o the carrier pipe and as needed for the spacers indicated in the details. 2.4. Carrier Pipe Skids. A. Remove paragraph A in its entirety. D. Ranger II Non-metallic casing spacers by GPT may be used for spacers. Spacers shall be placed per the manufacture’s recommendations so that the carrier pipe does not sag. 2.6. Annular Space Backfill. A. Backfill the annular space with sand, non-shrink grout, or other material as directed by the engineer and as shown on the project plans. If non-metallic spacers are used per 2.4.C and 2.4.D backfill of the annular space is not required. Seal ends of the casing with a rubber boot and stainless-steel bands as indicated on the project plans. 3.5. Boring and Jacking. A as follows: A. Install the steel casing in a manner which minimizes interface with adjacent utilities., vehicular, pedestrian and railway traffic and minimizes damage and interference with other adjacent property improvements. Do not vary grade on steel casing from those of connecting pipeline. Verify alignment and grade of casing so that carrier pipe will remain on the grade and alignment shown on the project plans. Skids may not be trimmed to “adjust” the grade for the carrier pipe. E. If drilling methods are used, do not advance the auger or rotary drill head more than 1-inch ahead of the bit end of the casing. K. Backfill of the annular space with sand, non-shrink grout, or other material as directed by the engineer and as shown on the project plans. If non-metallic spacers are used per 2.4.C and 2.4.D backfill is not required. Seal ends of the casing with a rubber boot and stainless-steel bands as indicated on the project plans. L. Backfill the jacking and receiving pits with native soil or as indicated on the project plans. Compact the material to not less than 95% of maximum density in roadway areas and site development areas and to not less than 90% of maximum density in landscape areas. Moisture condition the backfill to within 2% of optimum moisture content. Section 309 Horizontal Directional Drilling 2.2. Potable Water Pipe and Couplings (As Carrier Pipe) A. PVC Carrier Pipe. 1. Conform to AWWA C-900 with a minimum pressure class of 200 psi, cast iron OD pipe size. B. IPS or DIPS HDPE pressure class 200 with NSF certification may be used. Fusion weld all pipe sections unless otherwise indicated on the project plans and as approved by the engineer. 2.3. Gravity Sewer and Drainage, Pressure Sewer and Pressure Irrigation Pipe and Couplings (As Carrier Pipe) A. PVC Carrier Pipe 1. Conform to AWWA C-900 with a minimum pressure class of 200 psi, cast iron OD pipe size. B. IPS or DIPS HDPE pressure class 200 with NSF certification may be used. Fusion weld all pipe sections unless otherwise indicated on the project plans and as approved by the engineer. Section 401 Water Pipe and Fittings 2.9. Mechanical Restraint. D. Where practical, use flange fittings to connect fittings together. Use star flange adapters to connect fittings to pipe. 3.7. Locating Wire. ---PAGE BREAK--- C. Tape locating wire to top of pipe with duct tape or similar tape at not more than 4-feet between attachment points. 3.8. Pipe Markers. B. Coordinate with engineer to allow the engineer to survey the top of the pipe at not less than 100-foot spacing, at all tees, bends, and valves. Uncover pipe as directed to allow survey of the pipeline. Typical survey will take place within 2 days of pipe installation unless otherwise coordinated with the engineer. Section 402 Hydraulic Valves 2.2. Resilient Seated Gate Valves A. Resilient seated gate valves… 1. Body Type: Use flanged valves where possible and where valves are connected to other fittings, tees, bends, reducers, etc. Use star flange adapters to connect fittings to pipe. 2.4. Air Release, Air/Vacuum, and Combination Air Valves A. Air release/Air Vacuum Combination… 1. Valve Size, Type, Working Pressure, Inlet and Outlet Configuration: As indicated on the project plans and consistent with the pipe system. Use flanged fittings where possible and where fittings are connected to other fittings. Use star flange adapters to connect tee to pipe. Section 403 Hydrants Only Clow Medallion hydrants are allowed. Refer to the standard plans posted on the City’s website for additional information, detail, sizes, and models of hydrants that are allowed. Paint hydrants red. Where mechanical joints are used, use with a grip ring. Section 404 Water Service Line and Meters Refer to the City website for water meter service line, connection to main, and water meter. 2.1. Pipe and Fittings Size, Type, and Strength. A. Use service lines SDR 9 (250 psi) copper tube size HDPE 4710 water service line with NSF stamp. No slicing is allowed between the corporation stop and the meter setter. 2.2. Service Pipe A. Use service lines SDR 9 (250 psi) copper tube size HDPE 4710 water service line with NSF stamp. No slicing is allowed between the corporation stop and the meter setter. B. Remove paragraph B in its entirety, 2.3. Water Meters A. Cold Water Meters – Displacement Type: ANSI/AWWA C700: 1. Water meters will be set by the City after receipt of the connection fees and permits have been paid. 2.4. Appurtenances A. Service Saddles. 1. 1” saddle taps are the smallest allowed. Use Ford stainless steel, single or double banded saddle with FIP thread (Ford FS313 or FS323). 2. For saddles larger than 1-inch, use Ford stainless steel, single or double banded saddle with FIP thread (Ford FS313 or FS323). C. Couplings: Couplings are not allowed between the corporation stop and the meter setter. D. Meter Setters 5. Use 24-inch tall copper meter setters as follows: a. Ford VBHC94-24W-41-44E-G-NL for 1” lines. b. Ford VBH94-24B-41-66-G-NL for 1.5” lines. c. Ford VBH77-24B-41-77-G-NL for 2” lines. d. Use tee, gate valves, fittings, and reducer as needed for larger meters. G. Meter Box 1. For 1-inch service, use white Ribbed HDPE meter box (smooth interior) 21” ID notch for service line. 2. For 1.5” and 2” service, use 36” diameter black ADS meter box (smooth interior and corrugated exterior) notch for water service. 3. For larger water meters, use concrete vault with minimum width of 4-feet plus width of meter or 5- feet whichever is greater. Vault length is 4-feet plus length of water meter or 5-feet whichever is greater. Center the meter in the middle of the vault. H Meter Box Cover ---PAGE BREAK--- 4. Use the following Meter box covers: a. For 1” service use ring and cover stamped “WATER” D&L supply B-5021 Universal. b. For 1.5” and 2” use Heath specialty precast 42” x 6” concrete specialty grade ring with a D&L supply B-5306 manhole ring and cover and D&L supply A-1055 cover to be stamped “WATER”. c. For larger meters use D&L supply B-5306 manhole ring and cover and D&L supply A-1055 cover to be stamped “WATER”. 3.2. Installation. C. Install pipe, fittings, meter setters, and meter boxes in accordance with the manufacture’s recommendations and standard details shown on the City’s Website. Section 501 Gravity Sewers Delete paragraphs 2.2.D, 2.2.F, 2.2.G, 2.2.H, and 2.2.I in their entirety. Section 502 Manholes 2.5. Frames and Covers. B. Frame and Covers: ASTM A 48 Class 20 ksi cast iron, free of all defects. Plane or grind castings if necessary, to ensure flat, smooth even, and true surfaces. Covers shall have two prybar holes at the edge of the cover located 180 degrees apart. 3.8. Placement of Grade Rings. A as follows: A. Adjust frame elevations to finish grade with grade rings or an approved cast in place adjustment method. Maximum distance from top of the cone to finish grade shall be no more than 12-inches. If the distance needed to reach the finish grade is more than 12-inches, pull the cone and add a barrel section or replace a barrel section with taller barrel section, replace the cone, and install the frame and cover. 3.9. Installation of Steps: Delete section 3.9 in its entirety. 3.13. Placement of Concrete Collars. A as follows: A. Place collars in all paved areas per the detail on the City’s Website and Section 703 Cast in Place Concrete. Concrete to be Class 4000 psi. Section 503 Cleanouts Note: Cleanouts are only allowed on service lines. See Section 502 Manholes for end of main line termination. Do not use a cleanout at end of line locations. 2.3. Concrete Collar A. Concrete to be Class 4000 psi per Section 703 Cast in Place Concrete. 2.4. Backwater Valve. A. Provide service line size extendable backwater valve as manufactured by Clean Check, inc. Post Falls, Idaho or engineer approved equal if noted on the project plans. Section 504 Sewer Services 2.2. Pipe and Fittings. Delete paragraph C Vitrified Clay Pipe and Fittings in its entirety. Delete paragraph D Ductile Iron Pipe and Fittings in its entirety. 2.3. Service Line Markers. A. Mark service line ends as indicated on service line marker detail on the City’s Website. 3.3. Connection to Main A. Connection to new main pipelines or pipeline replacement, Delete paragraphs 3.3.A.3 through 3.3.A.9 in their entirety. 3.6. Installation of Service Line Markers. A. Install service line markers per the detail found on the City’s Website. Section 505 Pressure Sewers 2.3. Polyethylene Pipe and Fittings A. PE Pressure Pipe and Fittings 4. Fittings: PE 3406, thermal butt fused welded per ASTM D3261. Fittings may also be Flanged fittings with fusion weld to flange adapter, rubber gasket, backer plate, and bolt pack to connect to an adjacent flanged fitting. ---PAGE BREAK--- 2.5. Thrust Blocks and Pipe Anchors. C. Thrust blocks are required at all fittings that are mechanical joint type. Thrust blocks are not required on fusion connection fittings or flanged fittings unless otherwise noted on the project plans. 3.2. Installation of Pressure Sewers C. Provide a minimum cover over the force main of 5.5-feet unless otherwise noted in the contract plans. Section 602 Storm Drain Inlets, Catch Basins, Manholes, and Gravity Irrigation Structures 2.4. Steps Delete paragraph 2.4 in its entirety unless steps are called out in the project plans. 2.5. Grade Rings, Frames, Grates, and Covers B. Grade rings to be precast concrete per Section 703 Concrete. HDPE grade rings, Wirly-Gig, or approved substitution may be used in lieu of concrete grade rings up the maximum height of 12-inches if approved by the engineer prior to grade ring installation. If grade ring height is greater than 12-inches, remove the grade rings and cone and add a barrel section, reset the cone, and finish setting the ring and cover to the correct elevation with approved grade rings. D. Covers to have “STORM DRAIN” or “IRRIGATION” as applicable molded into the top with letters having a minimum height of 1-inch or as specified in the contract documents. Covers to have two pry holes set on opposite sides of the cover that is about 1-inch long. 2.6. Collars A. Class 4000 psi concrete with rebar and as indicated on the manhole detail shown on the City’s website. 3.9. Placement of Grade Rings A. Adjust inlet, catch basin or manhole frames to the design elevations with grade rings such that the maximum height of the grade rings is less than 12-inches. If the required length is more than 12-inches, remove the grade rings, and add a section to the structure and finish with grade rings to the finish grade. 3.10. Installation of steps. Delete this section in its entirety unless steps are specifically called out in the project plans. 3.12. Placement of Concrete Collars A. Place collars in all paved areas or gravel drive areas per the manhole collar detail on the City’s website except with the appropriate utility text. Section 701 Concrete Formwork 3.7. Formwork Tolerances A. Tolerances in footings and foundations minus ¼-inch to plus 2-inches. Variations from plumb, not more than ¼-inch per 10-feet of wall with a maximum out of plumb of 1-inch overall. Variations in grade plus/minus ¼-inch from grade shown on the project plans. Variations in distance between structure elements plus/minus ¼-inch. Reduction in thickness ½-inch maximum. Variation in steps plus/minus 1/16- inch. Section 702 Concrete Reinforcement 1.3. References P. ASTM D 7508 Standard Specification for Polyolefin Chopped Strands for Use in Concrete. 2.1. Reinforcement G. Micro mesh and Macro mesh fiber: ASTM D 7508 3.1. Placement G. Use 1.5 pounds of micro mesh per cubic yard of concrete for curbs, walks, and slabs not subject to vehicular traffic. Use 5.0 pounds of macro mesh per cubic yard of concrete in addition to rebar shown on the plans for slabs subject to vehicular traffic. H. Weld rebar in accordance with AWS D1.4. Splice welds are not to be in high tension areas without written approval of the structural engineer. Section 703 Cast in Place Concrete 2.4. Concrete Mix C. All cast in place concrete to use 4000 psi concrete minimum unless otherwise noted in the project plans. D. Unless otherwise specified in the contract documents or approved by the engineer use 4000BF or 4000B concrete with ¾-inch minus coarse aggregate. ---PAGE BREAK--- Section 705 Portland Cement Concrete Pavement 2.1. Portland Cement Concrete C. If contract documents do not show a minimum strength for the concrete, the minimum strength will be 4000 psi at 28-days. 2.2. Reinforcing Steel B. Use Macro Mesh at the rate of 5 pounds per cubic yard of concrete in addition to rebar shown on the project plans for concrete paving subject to vehicular traffic. For walks and other slabs not subject to vehicular traffic, use Micro Mesh at the rate of 1.5 pounds per cubic yard of concrete in addition to rebar shown on the project plans. 3.1. Examination E. Verify that pavement subgrade thicknesses shown in the transportation master plan on the City’s website have been installed and properly compacted. F. Moisten the subgrade prior to concrete placement to reduce moisture absorption from fresh concrete by the base course. Section 706 Other Concrete Construction 2.3. Reinforcement C. All exterior flatwork concrete such as stairs, sidewalks, retaining walls, and nonstructural pads shall have a minimum of 1.5 pounds of micro fiber mesh per cubic yard of concrete in addition to rebar shown on the project plans. All exterior structural pads and pads subject to vehicular traffic shall have a minimum of 5 pounds of macro mesh fiber per cubic yard of concrete in addition to rebar shown on the project plans. 2.4. Portland Cement Concrete. A. Delete Table 1 and use Class 4000B concrete from Section 703.2.4.C 4. Unless otherwise specified, all concrete shall be 4,000 psi. 3.9. Backfill A. Backfill with native soils where approved by the engineer or as indicted on the project plans. In areas of paving, backfill with crushed aggregate per section 802. Section 801 Uncrushed Aggregate 2.2. Uncrushed Aggregate Gradation A. Gradations are listed in the following chart. Add the following to Table 1. Sieve Size 4 inches 2 inches 4 in. 100 2 in. 85-95 100 1 in. 85-95 ½ in. 67-77 3/8 in. 72-82 No. 4 50-60 60-70 No. 16 35-45 No. 100 5-15 No. 200 0-5 0-5 G. Imported trench backfill is considered to be any of the aggregate gradations shown in Table 1 that is available and approved by the engineer. I. Pit run for street sections shall be 2-inch minus as shown in the modified Table 1 or Type II crushed aggregate from Table 1 in Section 802. 3.4. Compaction B. Add water as needed so that the compaction takes place with 2% of optimum moisture content. Section 802 Crushed Aggregates 3.4. Compaction I. Add water as needed so that the compaction takes place within 2% of optimum moisture content. ---PAGE BREAK--- Section 806 Asphalt Tack Coat 3.2. Preparation of Surface to be Treated. G. Remove construction debris, plastic, garbage, cardboard, dust, loose material, grease, and all other items from areas to receive the tack coat that would prevent the tack coat from bonding to the adjacent surface. 3.3. Application of Tack Coat E. Prevent over spray of tack coat onto curb & gutter, sidewalks, buildings, etc. not intended to receive tack coat. Contractor is responsible to remove overspray from adjacent surfaces. If overspray hits adjacent buildings, the contractor shall wash, scrub, and clean the building surface marked with overspray to the satisfaction of the building owner and engineer. F. Apply tack coat to all vertical surfaces adjacent to the new asphalt including asphalt saw cuts, curb & gutter, curb walls, and other similar vertical surfaces. Section 807 Asphalt Prime Coat 3.3. Application of Prime Coat G. Prime coat is not required if final road grading and compaction takes place less than 24-hours before asphalt paving. If final grading and compaction takes place more than 24-hours prior to asphalt pavement, the asphalt prime coat will be considered incidental to the asphalt paving and will not be paid as an extra to the asphalt paving. Section 808 Seal Coat 3.1. Construction Limitations J. Prior to placing seal coat, clean the existing asphalt surface of loose gravel, debris, and other items that will keep the seal coat from adhering to the existing asphalt. Cleaning may include but is not limited to power washing, power sweeping, and compressed air jetting. 3.4. Application of Cover Coat Material Q. After the seal coat has cured for five days, apply permanent pavement markings as indicated in the project plans and per Section 1104. If the area is open to traffic prior to permanent pavement markings, use temporary pavement markings until the permanent markings are applied. Section 809 Surface Treatment 3.3. Opening to Traffic C. After the seal coat has cured for five days, apply permanent pavement markings as indicated in the project plans and per Section 1104. If the area is open to traffic prior to permanent pavement markings, use temporary pavement markings until the permanent markings are applied. Section 810 Plant Mix Pavement 2.1. Hveem and Marshall Mixes C. Hveem and Marshal mixes shall also meet the following requirements shone in Table 3. Additionally, use ¾” mix for the bottom layer of asphalt where more than one layer is required or on road projects where the design speed is greater than 30 mph. In parking lots and residential paving areas, use the ½” mix. The 3/8” mix is only to be used in thin asphalt overlay projects. If approved by the engineer, the contractor can use ½” mix for all layers of the asphalt paving. I. If RAP is used as part of the asphalt mix, the RAP shall be limited to no more than 15% of the total asphalt cement in the mix formula. 2.5. Recycled Plant Mix (RAP) Replace 17% in all paragraphs with 15% 3.6. Plant Mix Leveling Course B. Place leveling courses with minimum compacted thickness of 1.5-inches and a maximum compacted thickness of 3-inches. Place multiple courses as needed to reach the required thickness of the leveling course. Use ¾” aggregate for leveling course unless ½” aggregate is approved by the engineer. 1. Place top course with minimum compacted thickness of 1.5-inches and maximum compacted thickness of 3-inches. Place multiple courses as needed to reach the requited thickness of the top course. Use ½” aggregate for top course. ---PAGE BREAK--- 2. If approved by engineer, all of the layers of asphalt can be paved with ½” aggregate. Section 811 Road Mix Pavement 3.6. Spreading, Compacting, and Finishing D. Verify that the total amount of aggregate will produce the required thickness of pavement called out in the project plans. Add additional aggregate and asphalt as needed to produce the required thickness. The minimum thickness to be not less than three times the nominal aggregate size. Section 812 Scrub Coat 2.2. Asphalt B. RAP chips milled down to 5/16” may be used as chips for the scrub coat. No more than 15% of the chips may come from RAP. C. For non-RAP use 3/8” aggregate asphalt per Section 803. 3.1. Equipment C. Maintain brushes in good condition to apply pressure to the coat as it passes over the asphalt. Replace brush sections as needed to provide a uniform application. Section 813 Fog Coat 3.2. Application of Fog Coat G. After fog coat has cured per manufacturer’s recommendations, add paint stripes, arrows, etc. as shown on the plans and matching the markers on the asphalt prior to the fog coat application per Section 1104. If area is open to traffic prior to placement of permanent markings, use temporary markings. Section 901 Pressure Irrigation Pipe and Fittings 2.2. Polyvinyl Chloride (PVC) Pipe and Fittings. C. Pipe Fittings 1. Ductile or Grey Iron Fittings: ANSI/AWWA C 110 e. Where possible, use flange fittings to bolt various fittings together. Use star flange adapters to connect fittings to pipe. 2.3. Ductile Iron Pipe and Fittings B. Flanged Ductile Iron Pipe 2. Where possible use flange fittings to bolt various fittings together. Use star flange adapters to connect fittings to pipe. 2.9. Thrust Blocks C. Thrust blocks are required at all mechanical joint fittings. Flange fittings, welded steel fittings, and fusion welded fittings do not require a thrust block unless otherwise shown in the contract documents. 3.2. Pipe Installation D. Provide Pipe bedding and initial backfill as required in Section 305. Narrow trenches are allowed if approved by the engineer. 2. Mechanical compaction is required for pipe bedding. Compaction can be done from the trench bank with pneumatic rammers or other approved method. Maintain trench safety at all times. Section 1101 Traffic Signals and Appurtenances 3.11. Concrete Foundation M. Concrete to be Class 4000 psi. Section 1102 Street Lighting 2.13. Concrete Pole Bases A. Concrete to be Class 4000 psi meeting the requirements of Section 703 unless otherwise specified in the contract documents. 3.4. Conduit Installation A. Above Ground: All conduits are required to be strapped, connected, or fastened to the pole at a maximum spacing of 5-feet. ---PAGE BREAK--- Section 1103 Construction Traffic Control 1.3. References F. ITD requirements for work on or adjacent to Idaho Department of Transportation Roads. G. Burley Highway District for district owned and maintained roads. 3.1. General J. Employ property trained, equipped, attired, and certified flaggers if traffic is constructed or deemed necessary by the engineer or other Authority Having Jurisdiction (AHJ) Section 2010 Mobilization 4.1. Measurement and Payment. A. Mobilization will be paid at the lump sum price as stated in the bid as follows: not more than 50% of the bid item will be paid with the first invoice. Periodic payments will be made on this bid item totaling not more than the next 35% of the bid item with the remaining 15% to be paid as part of the final invoice. The maximum amount of this pay item is limited to 5% of the total bid amount. Section 2020 Survey Monuments 2.1. General K. Concrete: Concrete for monument support shall be not less than 3000 psi. Concrete for collars in roadway areas to not be less than 4000 psi. L. File a record of survey with the county as prescribed by the Surveyor Board and as required by Idaho Statutes Tittle 55 Chapter 16 for all monuments set by the Federal Government, or State Government. 3.1. Reference Points D. It is possible that some survey monuments have been paved over. Carefully remove asphalt from around the survey monument to not disturb the monument until the monument is found. Do not disturb the monument until the reference points have been set. E. Replace disturbed monuments after construction with similar monument for the following type monuments: Old Monument Type Replaced Monument Type Rebar any size 5/8” rebar with cap Brass Plug Brass Plug Aluminum Cap Aluminum Cap PK Nail 5/8” rebar with cap RR Spike 5/8” rebar with cap 3.3. Poured Monuments G. Monuments in roadway: Set monument between 2-inches and 4-inches below finish grade. Place monument frame and cover over monument and construct concrete collar as shown on the valve for the fire hydrant detail on the City’s website and Standard Detail SD-2020B. Section 2030 Utility Adjustments 1.4. Utility Relocation D. Pothole ahead of construction not less than 300 feet to find utilities that need to be relocated. Notify the engineer and utility owner as soon as conflict is found. Coordinate with engineer if conflict can be avoided with minor change in grade or line. Failure to notify the engineer so that a minor change can be made will not be grounds for a change order for additional fittings or utility relocation. 3.1. Manholes, Storm Drains, and Valve Boxes D. When raising manholes, storm drains, and catch basins to grade, use no more than a total of 12-inches of grade rings including existing rings. If more than 12-inches is required, pull all grade rings and restack the structure with a taller barrel section as needed to keep the depth of grade rings less than 12-inches. 3.2. Raise Manhole to Grade ---PAGE BREAK--- A. If top of cover is less than 12-inches below finish grade and the total amount of grade rings required to reach finish grade is less than 12-inches, add grade rings to finish grade. Perform surface restoration as needed to restore the affected area. B. If the top of cover is less than 12-inches below finish grade and the total amount of grade rings required to reach finish grade is more than 12-inches, remove the cover, grade rings, and cone and add a barrel section as needed to reduce the total amount of grade rings to less than 12-inches. Restack the manhole and set the cover to finish grade. Perform surface restoration as needed to restore the affected area. C. If the top of cover is more than 12-inches below finish grade, remove the cover, any grade rings, and cone. Add a barrel section so that the total amount of grade rings is less than 12-inches and restack the manhole and set the cover at finish grade. Perform surface restoration as needed to restore the affected area. D. Construct a concrete collar around the cover as shown on the manhole detail in the City’s website Section 2040 Fencing 2.1. Fencing Wire and Fabric C. Chain Link Fabric. 2. Match existing chain link fence for height, mesh size, top rods, posts, selvage, and hardware. 2.2. Fencing Hardware C. If chain link fence design is not part of the project plans or as indicated, provide a design and materials for the chain link fence, fabric, posts, etc. that conform to the “Chain Link Fence Wind Load Guide for the Selection of Line Post and Line Post Spacing” by Chain Link Fence Manufactures Institute Revised May 2010 or subsequent revisions. Use wind speed of 90 mph, exposure C, and moderate ice storm hazard unless noted otherwise. The chain link fence design shall be stamped by a civil engineer with Idaho registration. 2.4. Gates D. Gate posts shall be sized based on the design in 2.2.C above. Gate posts shall be set in concrete not less than 18-inch diameter and 3-feet deep.