19 EARTHWORK
19-1 General
19-1.01 General
19-1.01A Summary
Section 19 -1 includes general specifications for performing earthwork activities . Performing earthwork activities includes removal of unsuitable material or a buried man -made object if the removal is des cribed. If paleontological resources mitigation is specified in the special provisions under section 14 -7.04, performing earthwork activities includes:
1.Paleontological resources training for your staff and subcontractors
2.Submittals of your schedule o f subsurface -disturbing activities and updated schedules
3.Coordination and work with the Department's mitigation team Complete work specified in section 20 -10.02C(2) before starting earthwork activities.
19-1.01B Definitions
Reserved
19-1.01C Submitta ls
Reserved
19-1.01D Quality Assurance
Reserved
19-1.02 Materials
Not Used
19-1.03 Construction
19-1.03A General
Unless the material resulting from the excavation is hazardous, construct embankments and dikes or backfill structures with it. If the quan tity of excavated material is not sufficient to construct embankments, obtain the material under section 19 -7.
19-1.03B Unsuitable Material
Excavate and dispose of unsuitable material encountered below the natural ground surface in embankment areas or bel ow the grading plane in excavation areas as ordered. Notify the Engineer before removing the unsuitable material if:
1.Removal is not otherwise described
2.You request payment for removal as change order work Backfill the space resulting from excavating unsuitable material with material suitable for the planned use. Place and compact suit able material under section 19 -5.
19-1.03C Grade Tolerance
Immediately before placing subsequent layers of material, prepare the grading plane such that the grading plane:
1.Does not vary more than 0.05 foot above or below the grade established by the Engineer where HMA is to be placed
2.Does not extend above the grade established by the Engineer where concrete base or pavement is to be placed
3.Beneath structural approach slabs or the thickened portion of sleeper slabs do no t extend above the grade established by the Engineer
4.At any point is within 0.05 foot above the grade established by the Engineer if the material to be placed on the grading plane is paid by the cubic yard SECTION 1 9 EARTHWORK
5.At any point is within 0.10 foot above the grade established by the Engineer if subbase or base material to be placed on the grading plane is paid by the ton
19-1.03D Buried Man -Made Objects
Remove and dispose of a buried man -made object encountered in an excavation as part of the excavation work. Notify th e Engineer before removing the buried man -made object if:
1.Removal of the object is not otherwise described
2.Object could not have been determined by visual inspection
3.You request payment for removal of the object as change order work
19-1.04 Paym Ent
Not Used
19-2 Roadway Excavation
19-2.01 General
19-2.01A Summary
Section 19 -2 includes specifications for performing roadway excavation. Roadway excavation consists of all excavation involved in the grading and construction of the roadway except structure excavation and any excavation paid for as a separate bid item. Roadway excavation includes:
1.Excavating and stockpiling the selected material
2.Removing the stockpiled material and placing it in its final pos ition
3.Removing surcharge material
4.Performing the removal of a slide or slipout which is paid for as the type of roadway excavation involved
19-2.01B Definitions
selected material: Specific material excavated from a described location on the job site. Selected material includes top soil.
19-2.01C Submittals
Reserved
19-2.01D Quality Assurance
Reserved
19-2.02 Materials
Not Used
19-2.03 Construction
19-2.03A General
Excavate to the described or aut horized grade. If you overexcavate, backfill with an authorized material and compact it. Remove pavement within the limits of roadway excavation. Pavement removal must comply with section 39 and 41. Compaction must comply with section 19 -5. Construct emban kments under section 19 -6.
19-2.03B Surplus Material
If a quantity of surplus material is shown, the quantity is approximate. SECTION 1 9 EARTHWORK Ensure enough material is available to complete the embankments before placing the material at other locations on the job site or disposing of it. Obtain authorization before disposing of surplus material or using it for any of the following:
1.Widening embankments uniformly
2.Flattening slopes
3.Placing along the roadway or at other locations If you cannot use surplus material within the highway, dispose of it. If you dispose of any surplus material prematurely and later find a material shortage, replace the surplus material with an authorized material. If an ordered change increases the quantity of excavation or decreases the quantity of embankment such that surplus material must be disposed of, disposing of this material is change order work.
19-2.03C Deficiency Material
If the quantity of acceptable material from excavation is not enou gh to construct the embankments , the quantity of material needed to complete the embankments must consist of local or imported borrow. Obtain local or imported borrow under section 19 -7. If a bid item for imported borr ow is not shown on the Bid Item List, obtaining imported borrow is change order work.
19-2.03D Selected Material
19-2.03D(1) General
If selected material is not used for a specified layer, place the selected material in the roadway prism as embankment or structure backfill. If selected material is used as a specified layer, spread and compact it under section 25. If practicable and unless processing of material is required, haul selected material directly from the excavation to its final position in the r oadway prism and compact it in place. Selected material must remain in place until it can be placed in its final position unless stockpiling of selected material is ordered. If stockpiling of selected material is ordered, excavate and stockpile the selecte d material until the stockpiled material is to be placed in its final position in the roadway prism. This work is change order work.
19-2.03D(2) Topsoil
Reserved
19-2.03E Blasting
The Department does not allow excessive blasting . Remove material outside the planned cross section that is shattered or loosened due to blasting. Suspend blasting activities if any of the following conditions occurs:
1.Any sign of o vershooting
2.Endangerment to the public
3.Destruction of property or natural features
19-2.03F Slides and Slipouts
Excavate and remove material :
1.Outside the planned roadway or ditch slope that is unstable and constitutes a potential slide
2.From a slide that has come into the roadway or ditch
3.Slipped out of new or existing embankments SECTION 1 9 EARTHWORK Excavate to the designated lines or slopes either by benching or as ordered. Use removed material to construct embankments unless otherwise ordered. Before removal activities if removal of a slide or a slipout is not described, you may request the removal to be change order work. If you complete a slope and are ordered to remove unstable or stable material and reslope the area, the removal and resloping is change order work. Repair any damage to the completed work resulting from a slide or slipout as ordered. Repairing damage to the completed work due to a slide or slipout is paid for as the type of work involved unless otherwise ordered as change order work. If a slide or slipout is caused by your activities or negligence, remove the slide or slipout material and restore the slope.
19-2.03G Slopes
Construct slopes to the lines and grades established by the Engineer. Slope tolerances are measur ed perpendicular to the planned slope. Any point on the completed excavation slope must be within 0.5 foot of the planned slope, unless the excavation is in rock, in which case, any point on the completed slope must be within 2 feet of the planned slope. Slopes or portions of slopes must not encroach on the roadbed. Round the tops of excavation slopes and ends of excavations. Any point on the completed embankment slope must be within 0.5 foot of the planned slope for slopes within 4 feet of the shoulder gra de. Slopes below 4 feet must be within 1 foot of the planned slope. If an embankment is constructed of large rock and the size of rocks make it impracticable to construct slopes within 1 foot, the Engineer may authorize you to construct slopes more than 4 feet below shoulder grade to within 2 feet of the planned slope. For median and side slopes with a 6:1 (horizontal:vertical) or flatter slope:
1.Completed slopes must be within 0.2 foot from the grade established by the Engineer
2.Flowlines must be grade d to drain and must be within 0.1 foot from the grade established by the Engineer If the slope is to be cultivated or straw is to be incorporated into the surface, remove loose rocks larger than 2 -1/2 inches in maximum dimension, roots, and other debris o n the surface of the slope before cultivation or incorporation of straw. Maintain completed slopes. Repair any slope damage caused by erosion.
19-2.03H Ditch Excavation
Excavate ditches including channels for changing th e course of streams. Avoid excavating below the grade for the bottom of the ditch or water channel. If you excavate below grade, backfill with suitable material and compact it.
19-2.04 Payment
The payment quantity for roadway excavation is the volume of r oadway excavation material, including volume of material involved in:
1.Embankment construction unless a separate bid item for constructing embankments is shown on the Bid Item List
2.Ditch or channel excavation if the bottom width of the ditch or channel is 12 feet or more
3.Local borrow excavation SECTION 1 9 EARTHWORK The volume of material for roadway excavation is determined from the average end areas and the distances between them. If changed conditions or nature of a particular operation make determining the qua ntities of roadway excavation based on average end areas impractical, the payment quantity is the volume determined using a method best suited to obtain an accurate quantity. If the quantities of roadway excavation are determined from average end areas and centerline distances, a correction for curvature is not applied to quantities within the roadway prism. In determining the quantity of material outside the original roadway prism, where the roadway centerline is used as a base, a correction is made for cu rvature if the centerline radius is 1,000 feet or less. The volume of material removed from a stockpile is determined from measurements of the stockpile before removal. If the bottom of a ditch or channel is less than 12 feet wide, the payment quantity for ditch excavation is the volume determined from average areas and the distances between them.
19-3 Structure Excavation and Backfill
19-3.01 General
19-3.01A Summary
Section 19 -3 includes specifications for performing structure excavation and backfill . Structure excavation includes:
1.Excavating foundations for structures, including trenches for culverts, slope protection, pipes, ro ds, deadmen, cutoff walls, and other facilities
2.Placing structure backfill where compaction of the structure backfill is not required
3.Control and removal of water
4.Installation and removal of facilities required to complete the work unless specifie d or allowed to remain in place Structure excavation (Type A) includes excavation for footings where seal courses are shown. Structure excavation (bridge) includes structure excavation not shown on the Bid Item List or plans as any other type of structure excavation. Structure backfill (bridge) includes structure backfill not shown on the Bid Item List or plans as any other type of structure backfill. Structure excavation (bridge) or structure backfill (bridge) includes structure excavation or structure backfill for bridges not described by type.
19-3.01B Definitions
Reserved
19-3.01C Submittals
19-3.01C(1) General
Reserved
19-3.01C(2) Cofferdams
Submit shop drawings for cofferdam construction . Include construction methods and calculations with the shop drawings. Shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State. For cofferdams on or affecting railroad p roperty, allow 85 days for review.
19-3.01C(3) Soldier Pile Walls
Submit shop drawings for soldier pile wall construction . Shop drawings must include:
1.Construction sequence SECTION 1 9 EARTHWORK
2.Traffic cont rol
3.Method of soldier pile installation
4.Method of placing lagging
5.Excavation lift limits
6.Drilling and excavation equipment
7.Calculations showing soil stability at all stages of construction Shop drawings and calculations must be sealed and s igned by an engineer who is registered as a civil engineer in the State. Allow 10 days for review.
19-3.01C(4) Ground Anchor and Soil Nail Walls
Submit shop drawings for earthwork for each ground anchor wall and soil nail wall under section 46 - 1.01C(2).
19-3.01C(5) Test Results
Submit test results of any stability testing performed for ground anchor walls and soil nail wal ls as an action submittal.
19-3.01C(6) Controlled Low -Strength Material
If you propose using controlled low -strength material, submit a mix design. Include test data before excavating the trench where controlled low -strength material is to be used.
19-3.01D Quality Assurance
19-3.01D(1) General
Reserved
19-3.01D(2) Stability Test for Ground Anchor and Soil Nail Walls
For soil nail walls, wall zones are specified in the special provisions. For ground anchor walls, a wall zone is the entire wall. If you use an excavation lift height greater than 5 feet or an exposure duration longer than 1 work shift, perform stability testing. Perform the testing before roadway excavation. Perform at least 1 stability test within the limits of each wall zone. Excavate a neat face at most 3 feet in front of the final wall face alignment. The excavated face must:
1.Have the height shown in the authorized shop drawings.
2.Be 20 feet long and parallel to the wall alignment with a constant height. You may excavate ramps outside the 20 -foot section for construction access.
3.Be left open for the proposed exposure time shown in the authorized shop drawings.
4.Maintain its integrity without raveling, sloughing, or measurable displacement throughout the proposed expo sure time. After authorization of the test results, you may use the proposed excavation height within the tested wall zone for the observed exposure time. If the Engineer determines the exposed excavated face is not maintaining its integrity, you must immediately stabilize the excavated face and perform additional stability testing. Stability testing does not apply to ground -anchored soldier pile walls.
19-3.02 Materials
19-3.02A General
Reserved SECTION 1 9 EARTHWORK
19-3.02B Cofferdam
Interior dimensions of cofferdams must provide enough space inside the wales for (1) form construction,
2.pile driving, and (3) pumping of water from outside the foundation forms. No shoring is allowed in cofferdams that would induce stress, shock, or vibration in the permanent structure.
19-3.02C Structure Backfill
Structure backfill must be free of organic or other unsatisfactory material. The impervious backfill material must be an authorized earthy material. The sand equivalent requirement does not apply. Struc ture backfill compacted to a relative compaction of at least 95 percent and material placed behind retaining walls must have a sand equivalent value of at least 20 and comply with the gradation requirements shown in the following table: Sieve size Percenta ge passing 3" 100 No. 4 35–100 No. 30 20–100 Except for material placed behind retaining walls, structure backfill compacted to a relative compaction of at least 90 percent must comply with the gradation requirements shown in the following table: Sieve size Percentage passing 3" 100 Material from structure excavation not suitable for use as structure backfill may be used to replace imported borrow or other excavated material.
19-3.02D Pervious Backfill Material
Pervious backfill material must consist of one or any combination of the following materials:
1.Gravel
2.Crushed gravel
3.Crushed rock
4.Natural sand
5.Manufactured sand Pervious backfill material must comply with t he gradation requirements shown in the following table: Sieve size Percentage passing 2" 100 No. 50 0–100 No. 100 0–8 No. 200 0–4 The gradation for sacked pervious backfill material behind wall drain outlets must comply with the gradation specified for 1 -1/2-by-3/4 inch primary aggregate in section 90 -1.02C(4)(b). A weep hole and geocomposite drain alternative must comply with section 68 -7.
19-3.02E Slurry Cement Backfill
Slurry cement backfill must be a flui d workable mixture of aggregate, cement, and water. The aggregate must be one of the following:
1.Commercial -quality concrete sand SECTION 1 9 EARTHWORK
2.Excavated or imported material in any combination, free of organic material and other deleterious substances and complyin g with the gradation requirements shown in the following table: Sieve size Percentage passing 1-1/2" 100 1" 80–100 3/4" 60–100 3/8" 50–100 No. 4 40–80 No. 100 10–40 The cement must comply with section 90 -1.02B(2) except testing is not required. The water must be free from oils, salts, and other impurities that adversely affect the backfill. Proportion slurry cement backfill by weight or volume. The backfill must contain at least 188 pounds of cement per cubic yard and enough water to pr oduce a fluid workable mix that flows and can be pumped without segregation during placement. Mix materials thoroughly by machine. Use a pugmill, rotary drum, or other authorized mixer. Mix until cement and water are thoroughly dispersed. You may use slurry cement backfill as structure backfill only for pipe culverts.
19-3.02F Culvert Beddings
19-3.02F(1) General
Culvert beddings must be shaped bedding, sand bedding, or soil cement bedding. If more than 1 type of bedding is a llowed, use the same bedding for the entire length of the culvert.
19-3.02F(2) Sand Beddings
Sand bedding must consist of sand:
1.Free of clay or organic material
2.Suitable for the purpose intended
3.Complying with the gradation requirements shown in the following table: Sieve size Percentage passing No. 4 90–100 No. 200 0–5
19-3.02F(3) Soil Cement Beddings
Material and mixing requirements for soil cement bedding must comply with the specifications for slurry cement backfill in secti on 19-3.02E except:
1.It must contain at least 282 pounds of cement per cubic yard
2.Aggregate must not be commercial -quality concrete sand
19-3.02G Controlled Low -Strength Material
If authorized, controlled low -strength material may be used as structure backfill for pipe culverts unless the culvert has a diameter or span of more than 20 feet. Controlled low -strength material must be a fluid workable mixture of aggregate, cement, and water. Cement must be one of the following:
1.Cement complying with ASTM C150
2.Blended hydraulic cement complying with either of the following: 2.1. ASTM C595 2.2. Physical requirements in ASTM C1157 SECTION 1 9 EARTHWORK When tested under ASTM D4832, the controlled low -strength material must have a 28-day compressive strength:
1.From 50 to 100 psi for pipe culverts with 20 feet or less in height of cover
2.Of at least 100 psi for pipe culverts with over 20 feet in height of cover Water must be free of oil, salts, and other impurities that adversel y affect the backfill. Aggregate must be one of the following:
1.Commercial -quality concrete sand
2.Excavated or imported material in any combination, free of organic material and other deleterious substances and complying with the gradation requirements shown in the following table: Sieve size Percentage passing 1-1/2" 100 1" 80–100 3/4" 60–100 3/8" 50–100 No. 4 40–80 No. 100 10–40 Mix materials thoroughly by machine. A pugmill rotary drum or other authorized mixer must be used. Mix until cement and water are thoroughly dispersed. Wherever controlled low -strength material is placed within the travelled way or covered by paving or embankment materials, the controlled low -strength material must achieve a maximum indentation diameter of 3 inch es when tested under ASTM D6024 before covering and opening to traffic.
19-3.02H Concrete Backfill
19-3.02H(1) General
Reserved
19-3.02H(2) Steel Soldier Piles
Concrete backfill must:
1.Comply with section 90 -1
2.Contain at least 505 pounds of cementitious material per cubic yard Concrete backfill placed under slurry must comply with the requirements above and:
1.Comply with the combined aggregate gradation requirements of 1/2 -inch or 3/8 -inch maximum gradation a s specified in section 90 -1.02C(4)(d).
2.Have a slump of 7 to 9 inches. The nominal and maximum slump and penetration in section 90 - 1.02G(6) do not apply.
19-3.02I Lean Concrete Backfill
Lean concrete backfill must comply with the specifications for slurry cem ent backfill in section 19 -3.02E except the aggregate must be commercial -quality concrete sand.
19-3.02J Filter Fabric
Filter fabric must be Class A.
19-3.03 Construction
19-3.03A General
Reserved
19-3.03B Structur e Excavation
19-3.03B(1) General
Remove any material that comes into an excavation from outside the described limits. SECTION 1 9 EARTHWORK Obtain the Engineer's acceptance of the completed structure excavation before placing any concrete or masonry. When embankments must be c onstructed before culverts are placed, construct embankments to the specified height and for a distance on each side of the culvert location 5 times the culvert diameter or height before excavating for and installing culverts. Where embankments are constru cted on a steep slope or at a difficult location, the Engineer may modify embankment heights before culverts are installed. Change order work includes:
1.If structure excavation is more than 0.5 foot from the depth shown and you request an adjustment for the increased depth
2.The Engineer orders an adjustment for a decreased depth
19-3.03B(2) Soldier Pile Walls
Excavate for and construct soldier pile walls in lifts from the top down. Excavate in a way that minimizes voids requ iring backfill behind the lagging. Do not excavate more than 3 feet below any level of ground anchors that have not been stressed and grouted. The Engineer determines whether boulders or portions of boulders that interfere with lagging must be removed. Perform any additional earthwork ordered. The additional earthwork is change order work. Complete placing lagging to the full height of the exposed excavation face by the end of the work shift.
19-3.03B(3) Pier Column Excavation
Reserved
19-3.03B(4) Cofferdams
Cofferdams for foundation construction must be (1) carried below the bottom of footings, (2) braced, and
3.made as watertight as practicable. You may construct the cofferdam large enough to provide clearance t o perform the work. Right or enlarge a cofferdam tilted or moved out of position during sinking to provide the required clearance and proper pier location. In tidal waters or in streams that may flood, vent cofferdam walls at low water elevation to ensure equal hydrostatic head inside and outside the cofferdam when placing and setting seals. Cross struts or bracing may extend through foundation concrete if authorized. Struts or bracing below low water may remain in place except in navigable streams or when specified to be removed. Remove struts or bracing above low water. Fill resulting spaces with the same type of concrete as the surrounding concrete. Remove cofferdams to at least 2 feet below the streambed after completing substructure construction. Do not disturb or mar the finished concrete or masonry.
19-3.03B(5) Water Control and Foundation Treatment
Select the method to remove and control water at excavations where seal courses are not shown . Methods may include well point systems, pumping sumps, cofferdams, or concrete seal courses. If you construct a seal course comply with section 51 -1.03D(3) except:
1.Seal course thickness requirement does not apply for a spread footing
2.Curing requiremen ts do not apply for a pile footing Where concrete seal courses are shown, use a cofferdam, concrete seal course, and dewatering pumps. Place seal course concrete under section 51 -1.03D(3). If no piles are used and footing concrete, culverts, or other stru ctures are placed on an excavated surface other than rock: SECTION 1 9 EARTHWORK
1.Perform excavation without disturbing foundation material. Dewater the excavation if groundwater is encountered and no seal course is used. Continue dewatering activities before and during subse quent excavation. Foundations must be free of water when footing concrete or pipes are placed. Continue dewatering activities as required to prevent damage to the work.
2.If foundation material is disturbed by excavation activities, damaged by water, or r emoved for your convenience in dewatering, restore the foundation to a condition at least equal to the undisturbed foundation. To replace damaged or removed foundation material for culverts, use Class 2 AB that complies with section 26. Compact the base as specified for structure backfill in section 19 -3.03E. If the Engineer determines the undisturbed original material of the excavation is unsuitable, correct it as ordered. This work is change order work. If footing concrete or masonry is placed on rock, f ully uncover the rock and remove the surface to sound rock. Level or cut the rock to steps and then roughen it. Pressure grout or treat seams in rock as ordered. This work is change order work. If you encounter solid rock or other unyielding material when excavating for a culvert other than an arch culvert, remove 1 to 5 feet of the material below the bottom of the culvert not to exceed a depth of 1/24 of the height of the embankment above the top of the culvert. Backfill the resulting space below the culve rt using structure backfill under section 19 -3.03E. Excavating and backfilling below the planned elevation of the bottom of the culvert is change order work. For footings on piles, excavate to the bottom of footings before driving piles or drilling for pil ing. If swell or subsidence results from pile driving, excavate or backfill the footing area to the grade of the bottom of the footing. If the material under footings would mix with footing concrete or would not support the weight of wet concrete, replace the material with suitable material, install soffit forms, or provide a platform using authorized means on which to cast the footing.
19-3.03B(6) Ground Anchor and Soil Nail Walls
For ground anchor and soil nail walls excavate in lifts from the top down . Clean the excavated face of loose materials, mud, rebound, and other materials that prevent or reduce the shotcrete from bonding to soil nails and the receiving surface . Remove c obbles, boulders, portions of boulders, and debris at the final wall alignment that protrude more than 2 inches from the excavated face. If stability testing is not performed, apply the shotcrete facing during the same work shift that the excavation is per formed. You may delay placing the shotcrete facing up to 24 hours if you demonstrate the integrity of the excavated face is maintained. Notify the Engineer immediately if raveling or instability of the excavated face occurs or the wall face moves horizonta lly more than 0.4 percent of the excavated wall height. Immediately stabilize unstable areas by buttressing the excavated face with an earth berm or other authorized methods. Stop construction in unstable areas. Take authorized remedial measures to stabili ze the areas. Reset anchor if soil ravels, sloughs, or shows measurable displacement. Do not remove ground anchor excess tendon length until all lift -off tests for the ground anchor are complete. Replace any damaged soil nails and ground anchors. If your e xcavation and installation methods result in a discontinuous wall along any soil nail row, the ends of the structurally completed wall section must extend beyond the ends of the next lower excavation lift by a distance equal to twice the lift height. Maint ain temporary slopes at the ends of each wall section to ensure slope stability. Do not excavate to the next underlying excavation lift until the following conditions have been met for the portion of the soil nail or ground anchor wall in the current excav ation lift:
1.Soil nails or ground anchors are installed and grouted. SECTION 1 9 EARTHWORK
2.Reinforced concrete facing if shown is constructed.
3.Grout and concrete facing if shown have cured for at least 72 hours.
4.Soil nail facing anchorages are attached or ground anch ors are locked off. Do not excavate beyond the horizontal limits of the overlying completed wall section . At the end of each excavation lift, maintain temporary slopes flatter than 2:1 (horizontal: vertical) to ensure slope stability.
19-3.03C 19-3.03D R eserved
19-3.03E Structure Backfill
19-3.03E(1) General
Place structure backfill in uniform layers. Bring backfill up uniformly on all sides of structures or drainage facilities. Backfill layer thickness must not exceed 0.67 fo ot before compacting. If you perform compaction by ponding and jetting, the thickness of the backfill layer must not exceed 4 feet. Do not use compaction equipment or methods that may cause excessive displacement or damage structures. Do not place structur e backfill until footings or other parts of structures or drainage facilities are authorized. Do not place backfill against the back of abutments, retaining walls, or outside walls of CIP concrete structures until the concrete has attained a compressive st rength of at least 2,500 psi or the concrete has been in place for 28 days. Place backfill inside bridge wingwalls and abutments before railings on wingwalls are constructed. Compaction by ponding and jetting may be authorized under the following condition s:
1.Backfill material is self -draining when compacted
2.Foundation materials will not soften or be damaged by water
3.Structures will not be damaged by hydrostatic pressure Ponding and jetting of the upper 4 feet below finished grade is not allowed. Perform work without damaging the structure or embankment and such that water is not collected and confined. Supplement ponding and jetting with vibratory or other compaction equipment. Compact structure backfill to a relative compaction of at lea st 95 percent except you may compact structure backfill to a relative compaction of at least 90 percent at the following locations:
1.Overside drains
2.Footings for slope protection, slope paving, and aprons
3.Headwalls, endwalls, and culvert wingwalls
4.Retaining walls, except for portions under any surfacing
5.Inlets in median areas or in traffic interchange loops
6.Footings and pumping plants not beneath surfacing At locations where ordered, place a compacted impervious backfill material for:
1.Outer 2 -foot portion of structure backfill adjacent to inlets and outlets for pipes and culverts
2.Structure backfill placed within 2 feet of finished grade at abutments, abutment wingwalls, retaining walls, and other portions of structures Structure back fill placed at bridge supports in waterways and water channels not beneath any embankment, pavement, or slope protection:
1.Does not need to be compacted
2.Must be placed to the level of original ground or finished grade shown Any material you place out side the excavation pay limits material must comply with the material and compaction requirements of the adjacent structure backfill. If imported borrow is shown on the Bid Item List, you may use imported borrow as structure backfill if it complies with th e specifications for structure backfill. SECTION 1 9 EARTHWORK Place material from structure excavation not used as structure backfill in roadway embankments under section 19 -6 or disposed of it under section 19 -2.03B.
19-3.03E(2) Reserved
19-3.03E(3) Soldier Pile Walls
Compa ct structure backfill behind lagging of soldier pile walls by hand tamping, mechanical compaction, or other authorized compaction method. In fill areas behind the lagging, key the structure backfill into the existing or excavated back slope. Place and compact the backfill behind the lagging at least 5 feet above the level of ground anchors before drilling for the anchors. Place and compact the remaining backfill behind the lagging after the anchors are grouted. If filter fabric is shown behind the lagging:
1.Immediately before placing the filter fabric, remove any loose or extraneous material and sharp objects from the surface to receive the filter fabric.
2.Handle and place the filter fabric under the manufacturer's ins tructions. Stretch, align, and place the fabric without wrinkling.
3.Stitch the adjacent borders of filter fabric or overlap the adjacent borders from 12 to 18 inches. If stitching the border, use yarn of a (1) contrasting color and (2) a size and composi tion complying with fabric manufacturer's instructions. Use from 5 to 7 stitches per inch of seam.
4.Repair any damaged filter fabric by (1) placing a piece of filter fabric large enough to cover the damaged area and (2) complying with the overlapping or stitching requirements.
19-3.03F Slurry Cement Backfill
Place slurry cement backfill within 1 hour of mixing. Place it in a uniform manner that prevents (1) voids or segregation of the backfill and (2) floating or shifting of the culverts. Remove foreign material that falls into trenches. Do not backfill over or place material over slurry cement backfill until at least 4 hours after placement. When concrete sand is used as aggregate and the in -place material is free draining, you may start backfilling as soon as the surface water is gone. If slurry cement backfill is used for structure backfill, you may reduce the excavation width such that the clear distance between the outside of the pipe and the side of the excava tion on each side of the pipe is at least (1) 6 inches for pipes 42 inches or less in diameter or span and (2) 1 foot for pipes over 42 inches in diameter or span. Place slurry cement backfill only for that portion of structure backfill (1) below the origi nal ground or grading plane or (2) below the top of the embankment placed before excavating for the culvert pipe. Compact earth plugs at each end of the pipe before placing the backfill to completely contain slurry in the pipe trench.
19-3.03G Pervious Ba ckfill Material
Place pervious backfill material in layers along with and by the same methods specified for structure backfill. Pervious backfill material at the same location must have approximately the same gradation. Cover pervious backfill material at locations exposed to erosion with a 1 -foot layer of an authorized earthen material.
19-3.03H Culvert Bedding
Shape trench beds to fit the bottom of the culvert and to provide uniform support alon g the entire culvert length. You may excavate the trench below the bottom of the culvert and construct shaped bedding by backfilling and compacting the backfill material. Shape beds using a template conforming to the outside shape of the culvert and guided by headers set parallel to the culvert grade. Headers may be left in place. Place soil cement bedding as specified for slurry cement backfill in section 19 -3.03F except do not backfill over soil cement bedding until 8 hours after placement. SECTION 1 9 EARTHWORK
19-3.03I Cont rolled Low -Strength Material
If a controlled low -strength material l is used for structure backfill, you may reduce the excavation width such that the clear distance between the outside of the pipe culvert and the s ide of the excavation on each side of the pipe culvert is at least:
1.6 inches for pipe culverts with either of the following conditions: 1.1. 20 feet or less in height of cover 1.2. 42 inches or less of diameter or span
2.1 foot for pipe culverts with e ither of the following conditions: 2.1. Over 20 feet in height of cover 2.2. Over 42 inches in diameter or span Place controlled low -strength material only for that portion of structure backfill (1) below the original ground or grading plane or (2) below the top of the embankment that is placed before excavating for the pipe. Compact earth plugs at each end of the pipe culvert before placing the backfill to completely contain slurry in the pipe culvert trench. For trenches in existing pavement, place controlled low -strength material no higher than the bottom of the existing pavement's permeable drainage layer. Where a drainage layer does not exist, place the material no higher than 1 inch below the bottom of the existing asphalt concrete surfacing or n o higher than the top of the base below the existing concrete pavement. For rigid pipe culverts, the minimum height of controlled low -strength material relative to the pipe culvert invert must be 0.5 times the pipe culvert diameter or height. For flexible pipe culverts, the minimum height of controlled low -strength material must be 0.7 times the pipe culvert diameter or height.
19-3.03J Soldier Pile Walls
Where necessary to install lagging, remove lean concrete backfill from drilled holes and in front of p ile..
19-3.04 Payment
The Department does not adjust the payment quantity of imported borrow placed as structure backfill if replacement material for the imported borrow is provided. For structures other than culverts, if the pa y limits are not shown, the payment quantities for structure excavation and structure backfill are computed as follows:
1.Horizontal limits are vertical planes 1 foot outside the neat lines of the footings or structures without footings.
2.Upper limit fo r structure excavation is the original ground surface. Where structure excavation is performed within a roadway excavation or a ditch excavation area, the upper limit is the plane of the bottom and side slopes of the excavated area. In new embankments, the upper limit is the plane of the new embankment at the specified elevation.
3.Upper limit for structure backfill is the finished grading plane or the finished slope lines.
4.Lower limit is a plane at the bottom of the completed footings or structures or the lower outside surface of rods or deadmen. Except for culverts, the Department does not adjust the unit price of structure excavation for an increase in depth of up to 2 feet or an increase in width of up to 3 times the outside width of the footing. Fo r excavation to greater depths or widths, the Department does not adjust the unit price of structure excavation outside the limits unless before removal activities, (1) the Engineer authorizes the excavation outside the limits to be change order work or (2 ) you request the excavation outside the limits to be change order work. When the pay limits of structure excavation are so increased, the pay limits for structure backfill are similarly increased. The Department does not adjust the unit price of structure backfill. If the depth of the structure excavation is reduced due to a reduction or elimination of the seal course, the Department does not decrease the payment quantity for structure excavation (Type A). The payment quantity for structure backfill does n ot include: SECTION 1 9 EARTHWORK
1.Volume of pervious backfill material within the limits of the structure backfill
2.Volume occupied by the new structure For culverts:
1.Depth of structure excavation is the vertical distance between original ground and the bottom of the culvert trench
2.Increased depth due to unsuitable material or rock or other unyielding material below the planned grade as specified in section 19 -3.03H is not considered in determining the depth of structure excavation
3.Structure excavation more than 0 .5 foot from the depth shown is a work -character change if you request an adjustment for an increased depth or the Engineer orders an adjustment for a decreased depth
19-4 Rock Excavation
19-4.01 General
19-4.01A General
19-4.01A(1) Summary
19-4.01A(2) Definitions
flyrock: Rock that is airborne due to blasting. near-field blasting: Blasting within 30 feet of a building, highway facility, or utilities . rock excavation: Removal of rock mass that requires blasting, mechanical fragmentation, or the use of heavy ripping equipment.
19-4.01A(3) Submittals
For excavation at a location that requires rock excavation but is not described , submit an RFI with justification for additional rock excavation. Include results of at least one of the following rock excavation criteria tests at each proposed additional rock excavation location:
1.Ripping Test . For this test, demonstrate that the rock c annot be ripped by o ne of the following: 1.1. Single tooth ripper mounted on a tracked bulldozer with a minimum net flywheel power rating of 405 horsepower and a minimum weight of 107,000 lb working in low gear and operated in the rock’s direction of greatest weakness 1.2. Bucket with rock teeth mounted on a tracked excavator with a minimum engine power rating of 396 horsepower and a minimum weight of 107,000 lb
2.Seismic Refraction Test . For this test, the seismic velocity must be at least 6,500 ft/s. Submittal of seismic refraction test must be signed and stamped by a professional geophysicist who is licensed in the State.
19-4.01A(4) Quality Assurance
Reserved
19-4.01B Materials
Not Used
19-4.01C Construction
Perform rock excavation to the lines and grades at authorized locations that are shown or established by the Engineer . If you encounter rock mass that requires rock excavation at a location not described:
1.Fully expose the rock mass
2.Notify the Engineer Comply with section 19 -2.03G. SECTION 1 9 EARTHWORK If you overexcavate, stabilize overexcavated slopes with authorized method and materials.
19-4.01D Payment
Ripping or seismic refraction test used to verify material meets the criteria for rock excavation is included in the item of work. The Department does not pay for removal of rock as rock excavation if the rock is detached from rock mass and less than 2 cubic yards. The pay quantity for rock excavation is measured as specified for roadway excavation.
19-4.02 Presplitting
19-4.02A General
19-4.02A(1) Summar y
Section 19 -4.02 includes specifications for presplitting rock to form rock excavation slopes in conjunction with blasting or controlled blasting.
19-4.02A(2) Definitions
presplitting: Establishing a free surface or shear plane in rock along the specifie d excavation slope by the controlled use of explosives and blasting accessories in appropriately aligned and spaced drilled holes.
19-4.02A(3) Submittals
Submit a copy of the explosive manufacturer's instructions as an informat ional submittal before using any column -type explosive for presplitting .
19-4.02A(4) Quality Assurance
Reserved
19-4.02B Materials
The maximum diameter of explosive used in a presplit hole must not be greater than 50 percent of the diameter of the presplit hole. Standard cartridge explosives prepared and packaged by explosive manufacturing firms must be used in the presplit holes. The explosives must consist of one of the following:
1.Fractional portions of standard cartridges to be affixed to a detonating cord in the field
2.Solid column explosives joined and affixed to a detonating cord in the field Stemming materials must be dry, free -running material complying with the gradation requirements shown in the following table when tested under California Test 202: Sieve size Percentage passing 3/8" 100 No. 8 10
19-4.02C Construction
Presplit the rock to form rock excavation slopes. Before drilling the presplitting holes, remove overburden soil and weathered rock along the top of the excavation for a distance of at least 50 feet beyond the production hole drilling limits or to the end of the excavation. Expose fresh rock to an elevation equal to the bottom of the adjacent lift of the presplitting holes being drilled. Drill slope holes for presplitting along the line of the planned slope. The drill ed holes must be from 2 -1/2 to 3 inches in diameter. Use the proper drilling equipment and techniques to ensure that no hole deviates
1.from the plane of the planned slope by more than 12 inches or (2) from parallel to an a djacent hole by more than 67 percent of the planned horizontal spacing between holes. SECTION 1 9 EARTHWORK The Department does not pay for drilling more than 3 feet below finished grade unless additional drilling is ordered. The additional drilling is change order work. The le ngth of presplit holes for an individu al lift must not exceed 20 feet, unless you can demonstrate to the Engineer tha t you can stay within the specified tolerances and produce a uniform slope. The length of holes may then be increased to a maximum of 60 fe et if authorized. Space the presplit holes a maximum of 3 feet on centers. Adjust the spacing to produce a uniform shear face between holes. The Engineer may order you to drill auxiliary holes along the presplit line. These holes must not be loaded or stem med. Except for spacing, the auxiliary drill holes must comply with the specifications for presplit holes. This work is change order work. Place the adjacent line of production holes inside the presplit lines such that you avoid damage to the presplit face . If necessary to reduce shatter and overbreak of the presplit surface, drill the 1st line of p roduction holes parallel to the slope line at the top of the cut and at each bench level thereafter. Immediately stop blasting activities if the presplit surface is damaged. Do not drill production holes within 8 feet of a presplit plane unless authorized. The bottom of the production holes must not be lower than the bottom of the presplit holes. You may use a construction working bench offset by 24 inches from th e bottom of each lift to drill the next lower presplitting pattern. Adjust the drilling to compensate for any drift of previous levels and for the offset at the start of new levels to maintain the specified slope plane. If the drilling and blasting methods do no t produce a uniform slope and shear face without overbreak and within the specified tolerances , drill, blast, and excavate in short sections, up to 100 feet, until you achieve the desired results. If you use a fractional portion of a standard explosive cartridge, firmly affix the cartridge to a length of detonating cord equal to the depth of the drill hole . Ensure the cartridge does not slip down the detonating cord or cock across the hole and bridge the flo w of stemming material. Space the cartridges along the length of the detonating cord at a maximum of 30 inches on center . Adjust the spacing as needed to achieve the desired results. If you use a sol id column -type explosive , assemble and affix the colum n to the det onating cord under the explosi ve manufacturer's instructions. The bottom charge of a presplit hole may be larger than the line charges but must not cause overbreak. Place the top charge of the presplitting hole far enough below the collar to avoid overbreaking the surface. Before placing the charge, clear the hole of any obstructions for the hole's entire depth. Ensure that placing of the charge does not cause caving of material from the walls of the holes. The Engineer may order the use of stemming materials as necessary to achieve a satisfactory presplit face. Stemmed presplit holes must be completely filled to the collar. Simultaneously d etonate charges in each pre splitting pattern . The tolerances specified in section 19 -2.03G do not apply to presplit surfaces of excavation slopes where presplitting is required. The presplit face must not deviate more than 1 foot from the plane passing through adjacent drill holes, except where the character of the rock is such that irregularities are unavo idable. The average plane of the completed slopes must not deviate more than 1 foot from the plan slopes. These tolerances are measured perpendicular to the plane of the slope. No portion of the slope may encroach on the roadbed. If equally satisfactory pr esplit slopes are obtained, you may either presplit the slope face before drilling for production blasting or presplit the slope face and production blast at the same time, provided that the SECTION 1 9 EARTHWORK presplitting drill holes are fired with zero delay. Detonation of the production holes must be delayed from the detonation of the presplit line and must start at the row of holes farthest from the new slope line and progressing in steps to the row of holes nearest the presplit line. Detonation of the production holes must result in a minimum 50 ms delay between detonation of the presplit holes and detonation of the row of production holes nearest the presplit line. The presplitting holes must extend either to the end of the excavation or for a distance of not less than 5 0 feet beyond the limits of the production holes to be detonated.
19-4.02D Payment
The payment quantity for drill hole (presplitting) is the theoretical slope length determin ed from the elevation taken before detonating each lift and a plane 3 feet below finish ed grade. For holes that comply with the specified slope and tolerances, except alignment within the plane of the slope, the payment quantity is 75 percent of the theoretical slope length. The Department does not pay for holes that do not show a hole trace for approximately 50 percent of the drilled length.
19-4.03 Blasting
19-4.03A General
19-4.03A(1) Summary
Section 19 -4.03 includes specifications for excavating rock by blasting. Blasting activities must comply with federal, State, and local blas ting regulations , including 8 CA Code of Regs Ch 4, Subchapter 7, Group 18, "Explosive Materials ."
19-4.03A(2) Definitions
Reserved
19-4.03A(3) Submittals
Submit 3 copies of your blasting safety plan. The plan must include:
1.References to applicable fe deral, State, and local codes and regulations
2.Copies of permits required for blasting activities
3.Business name, contractor license number, address, and telephone number of the blasting subcontractor
4.Proof of current liability insurance and bonding
5.Name, address, telephone number, copies of applicable licenses, and resume of: 5.1. Blaster -in-charge 5.2. Personnel responsible for blast design, loading, and conducting blasting operations 5.3. Safety officer for the blasting subcontractor
6.Name, a ddress, and telephone number of the local fire station and law enforcement agencies
7.Detailed description of: 7.1. Location where explosives will be stored 7.2. Security measures to protect and limit access to the explosives 7.3. Means for transporting explosives 7.4. List of personnel allowed to handle the explosives
8.Exclusion zone and limited -entry zone for nonblast -related operations and personnel surrounding loading and blasting operations
9.Details of warning signals used to alert e mployees on the job site of an impending blast and to indicate the blast is completed and the area is safe to enter
10.Procedures for conducting blasting operations
11.Measures to protect blasting operations and personnel from lightning
12.Emergency eva cuation procedures for areas where explosives may be present
13.Methods for recognizing, handling, and resolving misfires, including: 13.1. Who will be notified 13.2. How the blast zone will be secured until the misfire is resolved 13.3. Identification of equipment that may be needed to resolve misfires
14.Details of signs to be used around blasting zones, including: 14.1. Timing of when signs will be posted for a specific blast 14.2. Name and telephone number of the person responsible for placing the sig ns SECTION 1 9 EARTHWORK 14.3. Roadway signs for compliance with the California MUTCD , Chapter 6H, Typical Application 2
15.Traffic control details for: 15.1. Loading and blasting operations 15.2. Misfire event or other blast -related phenomenon that causes a transportation corridor to remain closed to the public
16.Description of the possible generation of noxious gas and details of the safeguards to be used to protect employees, work zones adjacent to the shot, private property, and the public
17.Procedure to report and resolve complaints for blast -related accidents
18.Copies of each SDS and manufacturer data sheets of explosives, caps, primers, initiators, and other compounds If the plan requires revisions, the Department provides comments. Submit a revis ed plan after receiving the comments. Submit 3 copies of the revised blasting safety plan after authorization.
19-4.03A(4) Quality Assurance
Reserved
19-4.03B Materials
Not Used
19-4.03C Construction
You may use hydraulic splitters, pneumatic hammers, blasting, or another authorized roadway excav ation method to fracture rock and construct stable final rock cut faces.
19-4.03D Payment
Not Used
19-4.04 Controlled Blasting
19-4.04A General
19-4.04A(1) Summary
Section 19 -4.04 includes specifications for excavating rock by controlled blasting. Blasting activities must comply with federal, State, and local blasting regulations , including 8 CA Code of Regs Ch 4, Subchapter 7, Group 18, "Explosive s and Pyro technics, " and 22 CA Code of Regs, Division 4.5, Ch 33, "Best Management Practices for Perch lorate Materials."
19-4.04A(2) Definitions
controlled blasting: Using explosives and blasting accessories in predetermined spaced and aligned drilled holes.
19-4.04A(3) Submittals
19-4.04A(3)(a) General
Reserved
19-4.04A(3)(b) Blasting Safety Plan
Submit 3 copies of your blasting safety plan. The plan must include:
1.References to applicable federal, State, and local codes and regulations.
2.Copies of permits r equired for blasting activities.
3.Business name, contractor license number, address, and telephone number of the blasting subcontractor.
4.Proof of current liability insurance and bonding.
5.Name, address, telephone number, copies of applicable license s, and resume of: 5.1. Blaster -in-charge. 5.2. Personnel responsible for blast design, loading, and conducting blasting operations. 5.3. Safety officer for the blasting subcontractor. 5.4. Blast monitoring consultant. 5.5 Blasting consultant if the project involves near -field blasting activities. Include a list of controlled blasting projects worked on by the blasting consultant. SECTION 1 9 EARTHWORK
6.Name, address, and telephone number of the local fire station and law enforcement agencies.
7.Detailed description of: 7.1. Location where explosives will be stored. 7.2. Security measures to protect and limit access to the explosives. 7.3. Means for transporting explosives. 7.4. List of personnel allowed to handle the explosives.
8.Exclusion zone and limited -entry zone for nonblast -related operations and personnel surrounding loading and blasting operations.
9.Details of warning signals used to alert employees on the job site of an impending blast and to indicate the blast is completed and the area is safe to enter.
10.Procedures for conducting blasting operations.
11.Measures to protect blasting operations and personnel from lightning.
12.Emergency evacuation procedures for areas where explosives may be present.
13.Methods for recognizing, handling, and resolving mi sfires, including: 13.1. Who will be notified. 13.2. How the blast zone will be secured until the misfire is resolved. 13.3. Identification of equipment that may be needed to resolve misfires.
14.Details of signs to be used around blasting zones, includin g: 14.1. Timing of when signs will be posted for a specific blast. 14.2. Name and telephone number of the person responsible for placing the signs. 14.3. Roadway signs for compliance with the California MUTCD , Chapter 6H, Typical Application 2.
15.Traffic control details for: 15.1. Loading and blasting operations. 15.2. Misfire event or other blast -related phenomenon that causes a transportation corridor to remain closed to the public.
16.Description of the possible generation of noxious gas and details o f the safeguards to be used to protect employees, work zones adjacent to the shot, private property, and the public.
17.Procedure to report and resolve complaints for blast -related accidents.
18.Copies of each SDS and manufacturer data sheets of explosiv es, caps, primers, initiators, and other compounds. If the blasting safety plan requires revisions, the Department provides comments. Submit a revised plan after receiving comments. Submit 3 copies of the revised plan after authorization.
19-4.04A(3)(c) Controlled Blasting Plan
Submit 3 copies of your controlled blasting plan for each blast. The plan must include details on how each blast will be controlled and the following:
1.Blast identification by numerical and chronological sequence
2.Location, referenced to stationing, offset distance, date, and time of the blast
3.Drawings showing drill hole pattern, spacing, burden, and initiation sequence
4.Typical cross -sections through the zone to be blasted
5.Groundwater level, if present, within the prism to be blasted
6.Initiation -sequence diagram showing the actual firing time of each delay
7.Type of material to be blasted
8.Number of drill holes
9.Diameter, depth, and spacing of holes
10.Height or length of stemming
11.Types and ch aracteristics of explosives, including the explosive's density, relative strength, and date of manufacture
12.Type of caps and delay periods and their date of manufacture
13.Total amount of explosives to be used
14.Total amount of explosives detonating within any 8 ms period
15.Powder factor (pounds of explosive per cubic yard of material blasted)
16.Method of firing
17.Direction and distance to nearest building or structure
18.Type of instrumentation and method for monitoring vibration and noise fro m the blasting activities
19.Location and placement of the instrumentation
20.Measures to limit noise and flyrock SECTION 1 9 EARTHWORK
21.Measures to limit overbreak
22.Name of the blasting subcontractor
23.Name and signature of the blaster -in-charge
24.Drawings showing the spacing and proximity of shot guards relative to the blast location If you revise the controlled blasting plan to adjust for site conditions or the Department provides comments, submit a revised plan before starting controlled blasting. Submit 3 copies of the revised plan after authorization.
19-4.04A(3)(d) Preblast and Postblast Surveys
Submit a preblast survey of all structures, including buildings, within 330 feet of controlled blasting locations at least 15 days before starting the blasting a ctivities. Submit the preblast survey with the controlled blasting plan. The preblast survey must include:
1.Written report, sketches, and photographs or video with the date and time displayed on the image
2.Name of the person who performed the survey
3.Names of the property owner and occupants
4.Property address
5.Date and time of the inspection
6.Description of the structure or other improvements, including culverts and bridges
7.Detailed description of the existing condition of the walls, ceiling, and floor of each interior room, including any attic or basement
8.Detailed description of the existing condition of the foundations, exterior walls, roofs, doors, windows, and porches
9.Detailed description of the existing condition of garages, outbuil dings, sidewalks, driveways, and swimming pools
10.Detailed listing of highway sign posts, light fixtures, and overhead power lines
11.Survey of wells or other private water supplies, including the total depth and existing water surface levels
12.Identi fication of sites conducting procedures, processes, or operations that may be sensitive to blasting activities
13.Scaled map or aerial photo showing the location of the structures and properties surveyed and the location of all proposed blasting sites If blasting activities are suspended for 45 days or more, perform another preblast survey and submit the survey at least 15 days before resuming blasting activities. Submit a postblast survey of the same buildings and other structures as in the preblast surv ey within 15 days after completing blasting activities . The postblast survey must include all items included in the preblast survey.
19-4.04A(3)(e) Vibration and Noise Monitoring Report
Submit a vibration and noise monitoring report for each controlled bl ast shot. The report must include:
1.Identification of the blasting seismograph used to record each blast shot
2.Name of the blast monitoring consultant
3.Distance and direction of the recording stations from the blast area
4.Type of ground at the reco rding station and type of material on which the instrumentation sits
5.Maximum particle velocity in each component and the resultant peak particle velocity of each shot
6.Copy of the seismograph readings with the date and signature of the blast monitoring consultant
7.Noise levels recorded in dB (C -network or Linear network) units
19-4.04A(3)(f) Video Recording
Submit a video recording of each controlled blast on a DVD or other Engineer -authorized data -storage device . Identify each video or se ction of the video with a n index to identify each blast.
19-4.04A(3)(g) Blasting Complaint Report
Submit a report for each blasting complaint, including: SECTION 1 9 EARTHWORK
1.Name and address of the complainant
2.Date, time, and nature of the complaint
3.Dated photo or v ideotape of the physical damage
4.Name of the person who received the complaint
5.Record of the complaint investigation
6.Resolution of the complaint
19-4.04A(3)(h) Postblast Report
Submit a postblast report within 48 hours of a controlled blast. The report must include all data required in the controlled blasting plan for that shot and the following information:
1.Description of site conditions, loading, and time of blast
2.Description of weather conditions at time of blast including wind direction and cloud cover
3.Drillers boring record
4.Copy of vibration and noise monitoring report
5.Copy of documented complaints arising from the blast
19-4.04A(4) Quality Assurance
19-4.04A(4)(a) General
Reserved
19-4.04A(4)(b) Blaster -In-Charge for Contro lled Blasting
Assign a blaster -in-charge to supervise all controlled blasting activities. The blaster -in-charge must have at least 10 years of experience in performing or supervising similar blasting activities and must be a licensed blaster.
19-4.04A(4)(c) Blast Monitoring Consultant for Controlled Blasting
Assign a blast monitoring consultant to monitor blasting -generated vibrations and noise near buildings and other structures that may be subject to damage. The monitoring consultant must be responsible for collecting and interpreting the vibration and noise data. The blast monitoring consultant must:
1.Not be employed by the blasting contractor or other subcontractor on the project
2.Have a minimum 2 -year associate's degree in science or e ngineering
3.Have at least 5 years of documented experience in collecting and interpreting ground vibrations and noise data
19-4.04A(4)(d) Blasting Consultant for Controlled Blasting
Assign a blasting consultant to oversee near -field blasting activities. The blasting consultant must:
1.Be an engineering geologist or civil engineer who is licensed in the State
2.Have at least 10 years of experience providing specialized blasting services in near -field blasting
3.Not be employed by the blastin g contractor, explosive manufacturer, or explosive distributor
19-4.04B Materials
Each seismograph used to record controlled blasting activities must be capable of:
1.Recording particle velocities for 3 mutually perpendicular components of vibration and an instantaneous resultant peak vector sum in the range generally found for controlled blasting
2.Continuously measuring, recording, and reporting vibrations along 3 primary axes
3.Measuring and recording vibration frequencies ranging from 2 to 300 Hz
4.Providing a printed record of each event showing a plot of peak particle velocity versus vibration frequencies
5.Measuring and recording airblast noise levels The seismograph's noise transducer must be detachable from the main unit to allow its placeme nt at elevations with a clear line of sight between the transducer and the blast. SECTION 1 9 EARTHWORK
19-4.04C Construction
19-4.04C(1) General
At least 7 days before starting or resuming controlled blasting activiti es, provide written notification to the occupants of the buildings within 330 feet of the blasting. N otify the occupants of pending blasting activities on the day of blasting. Do not perform blasts within 1,200 feet of concrete placed within the previous 72 hours. Before firing any blast, confirm that the groundw ater conditions are consistent with the shot design and explosive type to be used. Before firing any blast in areas where flyrock may result in personal injury or damage to property or the work, cover the rock to be blasted with blasting mats, soil, or other equally serviceable material to prevent flyrock. If blasting causes flyrock, suspend blasting activities. The blasting consultant must review the job site to determine the cause of the flyrock problem and submit a revised controlled blas ting plan tha t prevents flyrock . Do not use drill cuttings as stemming in controlle d blasting activities . Keep vibration levels below a peak particle velocity of 2 inches per second at the nearest building , highway facility, or utility. Limit noise from airblast overpr essure levels to below 128 dB (C -scale or linear network) at the nearest building. Control ground vibrations and noise created from blasting by using properly designed delay sequencing and charge weights for shots. Provide 3 seismographs to record controll ed blasting activities. Record each blast s hot using the seismographs. Video record each blast from a safe location with a clear view of the blast area, activities, and progression. Notify the Engineer no later than the start of the next day's work shift o f any blasting complaint received.
19-4.04C(2) Reserved
19-4.04D Payment
Not Used
19-4.05 19-4.08 Reserved
19-5 Compaction
19-5.01 General
Section 19 -5 includes specifications for compacting all earthwork except structure backfill.
19-5.02 Materials
Not Used
19-5.03 Construction
19-5.03A General
Relative compaction specifications apply to material whether in an excavation or an embankment. The moisture content of m aterial to be compacted to at least 95 percent must be such that the specified relative compaction is attained and the embankment is in a firm and stable condition. Do not compact material that contains excessive moisture until the material is dry enough.
19-5.03B Relative Compaction (95 Percent)
Compact earthwork to a relative compaction of at least 95 percent for at least a depth of:
1.0.5 foot below the grading plane for the width between the outer edges of shoulders
2.2.5 feet below the finished grad e for the width of the traveled way plus 3 feet on each side SECTION 1 9 EARTHWORK Except for the outer 5 feet measured horizontally from the embankment side slope, compact the full width and depth of the embankment within 150 feet of each bridge abutment to at least 95 percent relative compaction. The 150 -foot limit is measured horizontally from the bridge abutment and either parallel or concentric with the roadway centerline. Compact earthwork to a relative compaction of at least 95 percent for embankments under retaini ng wall footings without pile foundations:
1.For the full depth of the embankment
2.Within the limits established by inclined planes sloping 1.5:1 (horizontal: vertical) out and down from lines 1 foot outside the bottom edges of the footing
19-5.03C Re lative Compaction (90 Percent)
Compact earthwork to a relative compaction of at least 90 percent in embankment areas not required to be compacted to 95 percent.
19-5.03D Foundation Preparation
You are responsible for preparing the foundation to receive material. You may excavate and replace basement material to facilitate compaction. Before you replace the basement material, if ordered, compact a layer below the excavated material to a depth, width, and degree of compaction o rdered. The ordered work is change order work.
19-5.04 Payment
If basement material is (1) placed in the embankment or used in other planned or authorized work and (2) replaced with planned excavated material or imported borrow, the replaced material is p aid for at the item bid price for the type of excavation or imported borrow .
19-6 Embankment Construction
19-6.01 General
19-6.01A Summary
Constructing embankments includes:
1.Preparing areas to receive embankment material
2.Placing and compacting embankment material including: 2.1. Suitable material within roadway areas where unsuitable material has been removed 2.2. Material in holes, pits, and other depressions within the roadway area
3.Constructing a temporary surcharge embankment above the grading plane
4.Constructing dikes
19-6.01B Definitions
Reserved
19-6.01C Submittals
Reserved
19-6.01D Quality Assurance
Reserved
19-6.02 Materials
19-6.02A General
Embankment material must be excavated material from excavations or from local or imported borrow. Material for embankment areas where piles are to be placed or driven, must not contain rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension. SECTION 1 9 EARTHWORK Do not place borrow or excavation material having a sand equivalent value less than 10 within 2.5 feet of finished grade.
19-6.02B Geosynthetic Reinforced Embankment
Each geosynthetic reinforcement roll must comply with AASHTO National Transportation Product Evaluation Program REGEO Work Plan, NTPEP Designation: REGEO -19-01 section 8.2.2 Product Marking, Tagging, and Labeling req uirements. Label and marking must include:
1.Manufacturer's name
2.Production identification
3.Roll dimensions
4.Lot number
5.Date of manufacture
6.Color marking on both edges of roll The backfill for geosynthetic reinforced embankment must be free from:
1.Organic material
2.Shale, soft, or poor -durability particles
3.Recycled materials such as glass, shredded tires, concrete rubble, or other unsuitable materials
4.Loose or extraneous material and sharp objects that may come in contact with the g eosynthetic reinforcement The backfill must comply with the gradation requirements shown in the following table: Sieve size Percent passing 1-1/2" 100 3/4" 75–100 No. 4 20–100 No. 40 0–60 No. 200 0–50 The backfill must comply with the quality characteristics shown in the following table: Quality characteristic Test method Requirement Plasticity index (max) California Test 204 20 pH California Test 643 5–9 If authorized, you may backfill with a gradation larger than the specified size up to 4 inch es maximum. Color marking may be applied on the job site.
19-6.03 Construction
19-6.03A General
Compact embankment under section 19 -5. Construct embankment slopes under section 19 -2.03G. Scarify, water, grade, and roll the existing roadbed before placing new material if you construct an embankment on an existing roadway. If you construct an embankment against a slope, prepare original ground or embankment slopes by cutting into it at least 6 feet horizontally as you place th e new embankment in layers. Compact the cut material along with the new embankment material. For bridge footings constructed in an embankment, construct the embankment to the grading plane elevation and extend the finished slope to the grading plane before :
1.Excavating for footings
2.Driving piles or drilling holes for CIP piles SECTION 1 9 EARTHWORK The grading plane of embankments beneath structure approach slabs and beneath the thickened portion of sleeper slabs must not project above the grade established by the Engineer . Grade trenches, holes, depressions, and pits outside of areas where embankments are to be constructed to provide a presentable and well -drained area.
19-6.03B Subsidence
If there is a bid item for embankment or imported borrow, you may compact the groun d surface on which an embankment is to be constructed before placing embankment material. If the compaction results in an average subsidence exceeding 0.25 foot, the Engineer measures the ground surface after compaction. Allow time for the measurements bef ore placing the embankment material. The Engineer determines the additional quantity of material for embankment work due to subsidence by the average end areas from the original measurement and the final measurements. If a quantity is specified for either embankment or imported borrow for the anticipated effect of subsidence and you do not agree with this specified quantity, you may submit a plan for measuring the subsidence. The plan must include complete details of the measuring devices and their installa tion. If your plan for measuring subsidence is authorized, install and maintain the subsidence -measuring devices. The Engineer takes readings as needed to determine the progress of subsidence. Help the Engineer as ordered. If the Engineer finds a damaged d evice, that device is not used for determining subsidence in the area the device represents. The subsidence for that area is considered zero regardless of the subsidence measured at other areas. Subsidence is considered zero at:
1.Intersection of the side slope and end slope at structures with the ground line as established by the original cross sections
2.Points on the cross sections 50 feet beyond the start and end of the area equipped with subsidence - measuring devices unless the Engineer agrees otherwi se After final measurements are made, remove the detachable elements of the subsidence -measuring devices. The additional payment quantity of material for embankment work due to subsidence is the volume determined by the average end areas from the original measurement and the final measurements, including zero subsidence at specific areas.
19-6.03C Placing and Compacting
Do not construct embankments when material is frozen or a blanket of snow prevents proper compaction. Construct embankment in layers. The loose thickness of each layer must not exceed 8 inches. Break up clods or hard lumps of earth that are over 8 inches in greatest dimension before compacting material in the embankment, unless material such as hardpan or cemented gravel, cannot be broken readily in which case:
1.Distribute the material throughout the embankment
2.Place enough earth or other fine material around the larger material as you deposit it to fill the interstices and produce a dense, compact embankment If embankment m aterial contains rock, the loose thickness of each layer of embankment material before compaction below a plane 3 feet below finished grade must comply with the following requirements: SECTION 1 9 EARTHWORK
1.If embankment material contains over 50 percent by volume of rock la rger than 8 inches in greatest dimension, the loose thickness of each layer must not exceed the maximum size of rock in the material.
2.If embankment material contains from 25 to 50 percent by volume of rock larger than 8 inches in greatest dimension, the loose thickness of each layer must not exceed the maximum size of rock or 3 feet, whichever is less.
3.If embankment material contains less than 25 percent by volume of rock larger than 8 inches in greatest dimension, the loose thickness of each layer mu st not exceed 8 inches in the area between the rocks larger than 8 inches. Reinforcement or metal attached to reinforced concrete rubble placed in embankments must not protrude above the grading plane. Trim reinforcement or metal to less than 3/4 inch fro m the face of the reinforced concrete rubble material before placing the material within 2 feet below the grading plane. In a sidehill embankment where the width, including bench cuts for bonding existing and new embankments, is too narrow to accommodate m obile power -compacting equipment, you may place the material by end dumping if authorized. If end dumping is allowed for constructing an embankment against existing slopes or 1/2 the embankment width at a time, plow or cut the slopes of the original ground or embankment before starting end dumping. Where embankments are constructed across low, swampy ground that cannot support the weight of hauling equipment, you may construct the lower part of the embankment by dumping successive loads in a uniformly distr ibuted layer that can support the equipment for placing subsequent layers. Construct embankments such that each layer has a cross fall of less than 5 percent. At locations where it is impractical to use mobile power -compacting equipment , compact the embankment layers by any method that attains the specified compaction.
19-6.03D Settlement Periods and Surcharges
If an embankment settlement period is specified, construct the embankment to at least the grading plane and to the limits described for:
1.Distance of at least 150 feet measured parallel to the centerline of the roadway from each bridge abutment
2.Entire length of a retaining wall and a width of at least 30 feet from the face of the wall If a surcharge is specified, place the surcharge in uniform layers. Compact the surcharge by routing the grading equipment across the full widt h. Prevent the embankment and any surcharge from encroaching upon the traveled way or existing improvements. The settlement period starts after the embankment and any specified surcharge construction is complete. If ordered, install settlement platforms. T he installation is change order work. The surcharge must remain in place until the end of the specified settlement period or as ordered. Before the end of the settlement period, do not:
1.Excavate for abutments, bent footings, wingwalls, or retaining wall footings
2.Drive or drill holes for foundation piles Remove any surcharge material. Remove surcharge material above the grading plane. Compact the embankment below the grading plane before placing the subsequent layers of subbase or base.
19-6.03E Geosynthetic Reinforced Embankment
Place geosynthetic reinforcement within 3 inches of the design elevations. SECTION 1 9 EARTHWORK Place at least 3 inches of compacted backfill between the layers of reinforcement shown. Geos ynthetic reinforcement must be:
1.Secured with staples, pins, or small piles of backfill
2.Placed without wrinkles
3.Aligned with the primary strength direction perpendicular to slope contours
4.Spliced under the manufacturer's instructions
5.Butted e dge-to-edge for straight slope contours
6.Butted edge -to-edge at the slope face and fanned out or overlapped into the backfill for curved slope contours Do not cover geosynthetic reinforcement with backfill until the placement of reinforcement has been inspected by the Engineer. Cover the geosynthetic reinforcement with backfill within the same work shift. Place at least 6 inches of backfill on the reinforcement before operating or driving equipment or vehicles over it, except, you may drive equipment or vehicles for spreading backfill directly on the reinforcement if you:
1.Comply with the manufacturer's instructions
2.Use rubber -tire vehicles
3.Minimize traffic repetitions
4.Maintain a speed less than 5 mph
5.Avoid sudden braking and sharp turning Where guardrail posts will be placed at the top crest of a geosynthetic -reinforced embankment and the geosynthetic reinforcement interferes with the placement of posts, you may precut the affected layers of the reinforcement into cross -shaped patterns. The precutting dimensions must not exceed the post dimensions by more than 12 inches. Do not extend geosynthetic reinforcement into the pavement structure. Repair any damaged reinforcement by placing additional reinforcement to cover the damaged area as follows:
1.For reinforcement placed parallel to slope contours, overlap 5 aperture openings or 8 inches whichever is greater .
2.For reinforcement placed perpendicular to slope contours, splice the edges under the manufacturer's instructions . Grade and compact the backfill to ensure the reinforcement remains taut. Compact the backfill to a relative compaction of at least 90 percent. If hand -operated equipment is used, do not place more than 6 inches of backfill before compaction. Use hand -operated equipm ent to compact areas within 3 feet of:
1.Slope contours
2.Underground structures Do not disk or plow in the reinforced area.
19-6.04 Payment
If ordered to cut into a slope more than 6 feet, the excavated material in excess of 6 feet is paid for as roadway excavation. If there is a bid item for embankment shown on the Bid Item List, the payment quantity for embankment is the volume determined from the planned or authorized cross sections and the measured ground surface. The Department does not increase t he embankment quantity if subsidence or consolidation occurs after you start placing the embankment material. SECTION 1 9 EARTHWORK
19-7 Borrow Material
19-7.01 General
19-7.01A Summary
Section 19 -7 includes specifications for obtaining local and imported borrow material for embankment construction. The payment quantity for imported borrow does not include aggregate base placed to fill low areas.
19-7.01B Definitions
Reserved
19-7.01C Submittals
Reserved
19-7.01D Quality Assurance
Notify t he Engineer before opening any imported borrow material site so that the Department may test the material.
19-7.02 Materials
19-7.02A General
Borrow material must be:
1.Suitable for the purpose intended
2.Free of unsuitable material including organic matter
19-7.02B Local Borrow
Reserved
19-7.02C Imported Borrow
Imported borrow must be free of man -made refuse, such as:
1.Concrete
2.Asphalt concrete
3.Residue from grooving and grinding operations
4.Metal
5.Rubber
6.Mixed debris
7.Rubbl e
19-7.03 Construction
19-7.03A General
Clear, grub, and strip borrow sites if necessary. Excavate, load, and if necessary haul borrow material. Construct embankments under section 19 -6.
19-7.03B Local Borrow
Obtain local borrow such that no scar or un sightly appearance is generated.
19-7.03C Imported Borrow
Before placing imported borrow in embankments, ensure enough space is available in embankment locations for placing planned or designated excavated material from the job site.
19-7.04 Payment
The payment quantity for imported borrow paid by theoretical volume basis is the volume determined from the planned or authorized cross section for embankments and the measured ground surface adjusted by subtracting the theoretical quantities of material from excavations. SECTION 1 9 EARTHWORK The theoretical quantity of materials from excavations used in embankments is determined by summing the quantities for roadway excavation, structure excavation, and ditch excavation and then by multiplying the quantities by the grading factor. The grading factor used for excavated materials for determining payment quantity for imported borrow is 1.0. If import borrow site is only being used for 1 project, you may request that import borrow be measured and paid based on borrow site cross sections and the following:
1.Notify the Engineer before opening any imported borrow material site so the Department may take cross -section elevations and measurements of the ground surface after clearing, grubbing and any stripping.
2.The payment quanti ty for imported borrow paid by the cubic yard is the volume determined from the average areas and the distances between them.
3.Areas and distances used to determine the volume are those from the material site before and after the imported borrow is excav ated.
19-8 Lightweight Cellular Concrete
Reserved
19-9 Shoulder Backing
19-9.01 General
Section 19 -9 includes specifications for constructing shoulder backing adjacent to the edge of new pavement surfacing.
19-9.02 Materials
Shoulder backing must be clean and consist of one or any combination of the following materials:
1.Broken stone
2.Crushed gravel
3.Natural rough surfaced gravel
4.Sand
5.RAP
6.Concre te
7.LCB
8.CTB Shoulder backing must be graded within the percentage passing limits shown in the following table: Sieve size Percentage passing 2" 100 1" 75–100 3/4" 65–100 No. 4 35–60 No. 30 10–35 No. 200 5–15 If 100 percent RAP is used, shoulder backing must be graded within the percentage passing limits shown in the following table: Sieve size Percentage passing 1-1/2" 100 3/4" 70–100 No. 4 30–80 Shoulder backing must comply with the sand equivalent requirement s shown in the following table: SECTION 1 9 EARTHWORK Quality characteristics Test method Requirement Sand Equivalent : Single type of material except RAP Combination of all type of materials including RAP Combination of all type of materials excluding RAP 100% RAP (min) California Test 217 10−35 10−35 10−30 If a combination of broken stone, crushed gravel, natural rough -surfaced gravel, and sand is used, shoulder backing must comply with the requirements shown in the following table: Quality characteristic Test method Requirement Percentage crushed particles (min, %)a: 1 fractured face 2 fractured faces California Test 205 75 Durability index California Test 229 25 aApplies to material retained on no. 4 sieve only . When tested under California Test 212 using the rodding method, the minimum unit weight of shoulder backing must be 105 lb/cu ft, except if shoulder backing consists of 100 percent RAP this requirement does not apply.
19-9.03 Construction
Do not place shoulder backing containing RAP within 10 0 feet measured horizontally from a culvert, watercourse, or bridge. Remove weeds, grass, and debris from the area to receive shoulder backing. Scarify the basement material to receive shoulder backing at least 0.25 foot deep and water immediately before p lacing the shoulder backing. Place and spread shoulder backing directly on the basement material. After placing the shoulder backing, water and compact it with a minimum of 2 passes with a steel -tired roller weighing at least 8 tons. Wherever the total thi ckness of shoulder backing is more than 6 inches, place the backing under sections
19-5 and 19 -6. Form smooth and uniform cross sections and slopes.
Do not deposit shoulder backing on new pavement. Complete shoulder backing within 5 days after placement of adjacent new surfacing except complete shoulder backing within 15 days wherever edge treatment under section 39 -2.01C(5) is placed. Before opening a lane adjacent to uncompleted shoulder backing, place portable delineators and W8 -9, Low Shoulder, signs of f of and adjacent to the new pavement surfacing. Portable delineators and signs must comply with section 12 except the signs may be set on temporary portable supports or on barricades. Place portable delineators at the beginning and along the drop -off of t he edge of pavement in the direction of travel, at maximum intervals of 500 feet on tangents and 200 feet on curves. Place the W8 -9 signs at the beginning and along the drop -off of the edge of pavement in the direction of travel, at maximum intervals of 2, 000 feet. Remove portable delineators and W8 -9 signs when the shoulder backing is complete in that area.
19-9.04 Payment
Not Used SECTION 1 9 EARTHWORK
19-10 Subgrade Enhancement Geosynthetic
19-10.01 General
Section 19 -10 includes specifications for placing subgrade enhancement geosynthetic between the subgrade and pavement structure. Subgrade enhancement geosynthetic includes subgrade enhancement geogrid and subgrade enhancement geotextile.
19-10.02 Materials
Subgrade enhancement geogrid must be biaxial geogrid. A polyester geotextile must not be used for subgrade enhancement geotextile within 4 inches of recycled concrete.
19-10.03 Construction
19-10.03A General
Before placing subgrade enhancement geosynthetic, remove loose or extraneous material and sharp objects that may come in contact with the geosynthetic. Place the geosynthetic:
1.Under manufacturer's instructions
2.Longitudinally along the roadway alignment
3.Without wrinkles Overlap the adjacent edges of the rolls at least 2 feet. Overlap the ends of ro lls at least 2 feet in the direction you spread the material covering the subgrade enhancement geosysnthetic. You may fold or cut the geosysnthetic to conform to curves. Overlap any cut material at least 2 feet. Hold the overlap in place with staples, pins , or small piles of material placed on the subgrade enhancement material. Make any repairs by placing a new piece of material over the damaged area with at least 3 feet of overlap from the edges of the damaged area. Compact the AB with either a (1) smooth wheeled roller with no vibrations or (2) rubber tire roller . Do not stockpile material on the geosynthetic or place more geosynthetic than can be covered within 72 hours. Do not operate equipment or vehicles directly on geosynthetic, except you may operate vehicles and equipment on geogrid if one of the following conditions is met:
1.Vehicles and equipment are: 1.1. Equipped with rubber tires 1.2. Operated under 10 mph 1.3 Operated in a manner to avoid sudden braking and sharp turns
2.At least 0.35 feet o f AB has been placed, spread, and compacted on the geogrid
19-10.03B Subgrade Enhancement Geotextile
Do not:
1.Compact it with a sheepsfoot or other nonsmooth roller
2.Turn vehicles on material placed directly over geotextile Before operating equipment on areas where geotextile has been placed, spread and compact 0.5 feet of material on the geotextile.
19-10.04 Payment
The payment quantity for subgrade enhancement geogrid and subgrade enhancement geotextile is the area measured parallel to the surface, not including the additional quantity used for overlaps. SECTION 1 9 EARTHWORK
19-11 Compaction Grouting
Reserved
19-12 19-30 Reserved
Source: California Standard Specifications, 2024 Edition. Pages 289–322 of 1,372.