4 STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (SSRBC) 2015 STANDARD SPECIFICATIONS

Transcription

1 Student Manual Lesson 4 Specifications Lesson 4 STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (SSRBC) 2015 STANDARD SPECIFICATIONS 4-1 Version 1.0 1/15 4 1

2 Student Manual Lesson 4 Specifications Items Covered Governing Order of Documents Clearing & Grubbing Overview of the Acceptance Program Excavation & Embankment Pipe & Structure Backfill Geosynthetic Reinforcement Stabilizing Base Retaining Wall Systems Design Standards 4-2 Version 1.0 1/15 4 2

3 Student Manual Lesson 4 Specifications Governing Order of Documents Contact the the Project Administrator for for any clarifications or or interpretations Special Provisions Technical Special Provisions Plans (including revisions) Design Standards Developmental Specifications Supplemental Specifications Standard Specifications Special Provisions Specific clauses adding to or revising the Standard Specification, setting forth conditions varying from or additional to the Standard Specifications, for a specific project. Technical Special Provisions Specifications prepared, signed and sealed by an Engineer registered in the State of Florida other than the State Specifications Engineer, or his designee, which are made part of the Contract as an attachment to the Specifications Package. Plans The approved plans, including reproductions thereof, showing the location, character, dimensions and details of the work to be done. Road & Structures Standards Some sheets in the Plans are standard sheets that are not designed specifically for this individual project. An example of this type of sheet is the Pile Sheet Index Drawing 600. Developmental Standards A specification developed around a new process, procedure, or material and designated as a developmental specification. Supplemental Specifications Approved additions and revisions to the Standard Specifications. Standard Specifications The directions, provisions and requirements contained herein, together with all stipulations contained in the plans or in the contract documents, setting out or relating to the method and manner of performing the work, or to the quantities and qualities of materials and labor to be furnished under the contract. Version 1.0 1/15 4 3

4 Student Manual Lesson 4 Specifications Clearing & Grubbing 4-4 Version 1.0 1/15 4 5

5 Student Manual Lesson 4 Specifications Learning Outcomes Describe the areas typically requiring Clearing & Grubbing Interpret significant inspector-related issues in SSRBC Describe depths for root removal and plowing 4-5 Version 1.0 1/15 4 6

6 Student Manual Lesson 4 Specifications Clearing and Grubbing 4-6 Version 1.0 1/15 4 7

7 Student Manual Lesson 4 Specifications Section 110- Clearing & Grubbing Standard Clearing and Grubbing Work Included: Completely remove and dispose of all buildings, timber, brush, stumps, roots, rubbish, debris, and all other obstructions resting on or protruding through the surface of the existing ground and the surface of excavated areas, and all other structures and obstructions necessary to be removed and for which other items of the Contract do not specify the removal thereof, including septic tanks, building foundations, and pipes Version 1.0 1/15 4 8

8 Student Manual Lesson 4 Specifications Section 110- Clearing & Grubbing Work Included (Continued)..Perform Standard Clearing and Grubbing within the following areas: (a) All areas where excavation is to be done, including borrow pits, lateral ditches, right-of-way ditches, etc. (b) All areas where roadway embankments will be constructed. (c) All areas where structures will be constructed, including pipe culverts and other pipe lines. 4-8 Excavation Area Embankment Area Area Receiving Structures Other Areas as Specified Version 1.0 1/15 4 9

9 Student Manual Lesson 4 Specifications Section 110- Clearing & Grubbing Depths of Removal of Roots, Stumps, and Other Debris Pavement/Embankment Area 12 inches below ground After removal, plow for 6 inches Remove all stumps within right-of-way Borrow Pits Cut off all stumps, roots, etc., below finished excavated surface No clearing and grubbing within 3 feet of right-of-way 4-9 Version 1.0 1/

10 Student Manual Lesson 4 Specifications Section 110- Clearing & Grubbing Depths of Removal of Roots, Stumps, and Other Debris (Continued) All Other Areas 12 inches below ground Do not plow or harrow these areas Version 1.0 1/

11 Student Manual Lesson 4 Specifications Acceptance Program Initial Equipment Comparison Lot definitions Initial Production LOT Density over 105% Flowchart for Density testing Sampling & Testing 4-11 Version 1.0 1/

12 Student Manual Lesson 4 Specifications Acceptance Program Initial Equipment Comparison Perform comparison test using all QC, Verification, and IA gauges anticipated to be used Do Not perform comparison more than once per project, unless instructed by the Engineer Ensure the differences in dry density are within: 2 PCF between gauges from the same manufacturer 3 PCF between gauges from different manufacturers Perform comparison using QC and Verification gauges when new or repaired gauge is brought to the project 4-12 Version 1.0 1/

13 Student Manual Lesson 4 Specifications Acceptance Program What is a lift? A layer of material of not more than 6 inches compacted thickness, for full width. What is a LOT? Embankment, Subgrade, and Base: A single lift of finished material not to exceed 500 feet or a single run of pipe connecting two structures, whichever is less. Isolated compaction operations are considered separate LOTs. For construction of shoulder-only areas, bike/shared use paths, and sidewalks areas, a LOT is defined as 2,000 feet Embankment Construction General: Construct embankments in sections of not less than 300 feet in length or for the full length of the embankment. Perform work in accordance with an approved Quality Control Plan meeting the requirements of For construction of mainline pavement lanes, turn lanes, ramps, parking lots, concrete box culverts and retaining wall systems, a LOT is defined as a single lift of finished embankment not to exceed 500 feet. For construction of shoulder-only areas, bike/shared use paths, and sidewalks areas, a LOT is defined as 2,000 feet or one Day s Production, whichever is greater. Isolated compaction operations will be considered as separate LOTS. For multiple phase construction, a LOT shall not extend beyond the limits of the phase. Version 1.0 1/

14 Student Manual Lesson 4 Specifications Acceptance Program Initial Production LOT A control section consisting of one full LOT is prepared for each type of construction The Engineer is notified at least 24 hours prior After QC test passes spec., Verification test (VT) is performed 4-14 Version 1.0 1/

15 Student Manual Lesson 4 Specifications Acceptance Program Initial Production LOT No other LOTs are to be prepared until the approval is given The Engineer will notify the Contractor within 3 working days after receiving Contractor s QC data QC & VT tests must meet the following criteria: QC test meets spec. VT meets spec. Difference between computed dry densities - 2 PCF for same manufacturer and 3 PCF for different manufacturers 4-15 Version 1.0 1/

16 Student Manual Lesson 4 Specifications Acceptance Program Initial Production LOT If VT fails density, Contractor is to correct the areas of non-compliance After 3 failing VT, Engineer shall reject the Contractor s QC Plan 4-16 Version 1.0 1/

17 Student Manual Lesson 4 Specifications Acceptance Program Density Over 105% The Engineer will perform an Independent Verification (IV) density test within 5 ft. If IV test exceeds 105%, the Engineer will initiate an Investigation Investigate the Compaction Methods Examine the applicable Maximum Density Examine the Material Description The Engineer may take an IV Proctor Sample 4-17 Version 1.0 1/

18 Student Manual Lesson 4 Specifications Contractor (QC) tests 1 per LOT Acceptance Program Density Testing (Typical) Dept. (VT) tests 1 per 4 LOTs As listed in Specifications Did VT meet min. req ts? NO Contractor performs retest within 5 of VT YES Eng. accepts 4 LOTs Retest compare w/ VT? NO Perform new gauge comparison; Retest & re-verify the LOTs YES YES Retest pass? NO Contractor reworks & retest LOT; Eng. will re-verify. Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer 4-18 Mention that frequencies, comparison criteria, and resolution testing for Quality Control and Verification testing will be discussed later in this course Version 1.0 1/

19 Student Manual Lesson 4 Specifications Acceptance Program Maximum Density (Proctor) Sampling & Testing Material Embankment/Pipe Backfill /125-9 Subgrade Base MSE Backfill Type of QC Frequency VT Frequency Proctor Standard 1 per soil type 1 per soil type Modified 1 per 2 LOTs Roadway: 1 per 8 LOTS Shoulder: 1 per 4 LOTs Modified Modified or Standard (optional) Roadway: 1 per 8 LOTs Shoulder: 1 per 2 LOTs Roadway: 1 per 16 LOTs Shoulder: 1 per 4 LOTs 1 per soil type 1 per soil type 4-19 Version 1.0 1/

20 Student Manual Lesson 4 Specifications Knowledge Review The project plans are superseded by which contract documents? Roots in the pavement/embankment are to be removed to a depth of Version 1.0 1/

21 Student Manual Lesson 4 Specifications Knowledge Review For gauges of the same manufacturer, the comparison criteria is that the dry density results compare within PCF. Initial equipment comparison is not to be performed more than per project, unless instructed by the engineer Version 1.0 1/

22 Student Manual Lesson 4 Specifications Knowledge Review What is a Lift? The verification comparison criteria for Maximum Density (Proctor) is Version 1.0 1/

23 Student Manual Lesson 4 Specifications Excavation & Embankment 4-23 Version 1.0 1/

24 Student Manual Lesson 4 Specifications Learning Outcomes Describe the various types of excavations Describe soils by classification used in embankment construction Describe embankment fill placement and compaction Describe required earthwork testing processes and frequencies Interpret significant inspector-related issues in SSRBC 4-24 Version 1.0 1/

25 Student Manual Lesson 4 Specifications Excavation & Embankment 4-25 Version 1.0 1/

26 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Excavation and Embankment EXCAVATION Regular Excavation Roadway Borrow Subsoil Excavation Lateral Ditch Channel EMBANKMENT Material Construction Sampling & Testing 4-26 Version 1.0 1/

27 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Classifications of Excavation General: Regular Excavation Subsoil Excavation Lateral Ditch Excavation Channel Excavation 4-27 Version 1.0 1/

28 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Regular Excavation Roadway Excavation Consists of the excavation and the utilization or disposal of all material necessary for construction of the roadway, ditches, channel changes, etc Borrow Excavation Consists of the excavation and the utilization of material from authorized borrow pits, including only material that is suitable for the construction of roadway embankments Version 1.0 1/

29 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Borrow Engineer must approve borrow pit before using To obtain approval, contractor must follow the procedure in Section Version 1.0 1/

30 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Subsoil Excavation Subsoil Excavation Subsoil Excavation consists of the excavation and disposal of muck, clay, rock, or any other material that is unsuitable in its original position and that is excavated below the finished grading template Version 1.0 1/

31 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Subsoil Excavation: , 5.2, To be excavated per plans or per Engineer. When approved by the Engineer, muck can be placed on the slopes When plastic material removed, if A-4, A-5, A-6, A-7 soils remain, compact with sheepsfoot roller -250 psi pressure - Feet penetrate less than 1 inch 4-31 Version 1.0 1/

32 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Limits of Subsoil Excavation: Design Standard 500 Organic Material: For full width within 1:2 control line For full median width up to 64 feet Including overlying material For full depth Plastic Material: For full width within 1:2 control line Up to 2 feet below bottom of base or up to bottom of ditch 4-32 When the median width is greater than 64 feet organic removal will be set by the one to two control line. Version 1.0 1/

33 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Lateral Ditch Excavation Lateral Ditch Excavation: Excavation of inlet & outlet ditches to structures and roadway Changes in channels of streams Ditches parallel to the roadway right-of-way Lateral Ditch Excavation: Lateral Ditch Excavation consists of all excavation of inlet and outlet ditches to structures and roadway, changes in channels of streams, and ditches parallel to the roadway right-of-way. Dress lateral ditches to the grade and cross-section shown in the plans. Version 1.0 1/

34 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Channel Ditch Excavation Channel Excavation: Channel Excavation consists of the excavation and satisfactory disposal of all materials from the limits of the channel as shown in the plans Channel Excavation: Channel Excavation consists of the excavation and satisfactory disposal of all materials from the limits of the channel as shown in the plans. Version 1.0 1/

35 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Materials for Embankment Materials for Embankment Contractor responsible for determining suitability of excavated material Can include broken concrete pavement/rubble, but shall be free of muck, stumps, etc Version 1.0 1/

36 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Materials for Embankment Maximum particle size (in any dimension): Top 12 : 3 ½ inches 12to24 :6 Below 24 : Not to exceed 12 or compacted thickness of the layer, whichever is less Larger rocks, up to 18, outside 1:2 slope, per the Engineer Adjacent to bridge end bents or abutments: Nothing larger than 3 ½ within 3 feet of end-bent piling 4-36 Version 1.0 1/

37 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Embankment Utilization Flexible Pavement- Design Standard 505, Sheet 1 to 3 Undivided Roadway * 4-37 Version 1.0 1/

38 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Embankment Utilization Flexible & Rigid Pavement- Design Standard 505, Sheet 1 to 3 Divided Roadway S 12 Bottom of Base 48 * S Type B Stabilization LBR S 48 * S S Bottom of Base S, P S, P, H S Water level at the time Fill is placed S 4-38 Version 1.0 1/

39 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Embankment Utilization Rigid Pavement- Design Standard 505, Sheet 4 of 4 Special Select Soil Option Undivided Roadway S+ Draincrete Edgedrain See Index No. 287 S+ 5 * S+ S,P S+ S,P,H Water Level At Time Fill is Placed S 4-39 Version 1.0 1/

40 Student Manual Lesson 4 Specifications Knowledge Review Borrow material must be from an. Highly organic material is to be excavated for the Version 1.0 1/

41 Student Manual Lesson 4 Specifications Knowledge Review The maximum particle size permitted in the top 12 inches of an embankment is. The maximum particle size permitted below 24 inches in the embankment is Version 1.0 1/

42 Student Manual Lesson 4 Specifications Knowledge Review Select material may be used where in the flexible pavement embankment construction? Plastic material may be used where in embankment construction? 4-42 Version 1.0 1/

43 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Embankment Construction General Embankment will be constructed in sections of 300 feet minimum or full length LOT is a single lift of embankment not to exceed 500 for mainline and 2000 feet for shoulder only Isolated compaction operations are considered separate LOTs 4-43 Version 1.0 1/

44 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Embankment Construction Dry Fill Method For A-3 and A-2-4 with less than 15% passing number 200 sieve -Lifts not more than 12 inches compacted thickness, full width, Last lift to be no more than 6 inches For A-1 plastic material with greater than 15% passing number 200 sieve -Construct lifts no more than 6 inch compacted thickness - 12 Thick lift with test section and Engineer approval 4-44 Version 1.0 1/

45 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment For A-1 Plastic materials (As designated in Design Standard Index 505) and A-2-4 Materials with greater than 15% fines: Test section length of one full LOT Need one random VT test passing specs Need five random QC tests all passing and verified Identify test section w/ the compaction effort and material classification in the Earthwork Density Report New test section if: material soil classification changes rolling pattern/compaction effort changes failing QC test QC test cannot be verified 4-45 Version 1.0 1/

46 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment For A-1 Plastic materials (As designated in Design Standard Index 505) and A-2-4 Materials with greater than 15% fines: Thick Lift Placement (Continued).The Engineer reserves the right to terminate Contractor s use of thick lift construction. Whenever the Engineer determines that the Contractor is not achieving satisfactory results, revert to the 6 inch compacted lifts Version 1.0 1/

47 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Reclaimed Asphalt Pavement (RAP) Method Not to be used in construction areas that are below seasonal high ground water table elevation Not to be used as MSE Wall backfill Not to be placed in the top 3 feet of slopes and shoulders that are grassed or have other type of vegetation established Two acceptable methods of use: -Soil and RAP mixture -Alternate Soil and RAP Layer Construction Reclaimed Asphalt Pavement (RAP) Method: General: Use only RAP material: 1) stored at facilities with an approved Florida Department of Environmental Protection Stormwater permit; or, 2) transferred directly from a milling project to the Department project. Certify the source if RAP material is from an identifiable Department project. Do not use RAP material in the following areas: 1) Construction areas that are below the seasonal high groundwater table elevation; or 2) MSE Wall backfill; 3) underneath MSE Walls or 4) The top 6 inches of embankment. Prior to placement, submit documentation to the Engineer for his approval, outlining the proposed location of the RAP material. Version 1.0 1/

48 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Soil and RAP Mixture Spread uniformly, maximum 4 inch lift Mix with 8 to 10 inches of loose soil Mix with rotary tillers Maximum lift compacted lift thickness is 12 inches Do not mix RAP in top 12 inches of embankment Soil and RAP Mixture: Place the RAP material at the location and spread uniformly, using approved methods to obtain a maximum layer thickness of 4 inches. Mix this 4 inches maximum layer of RAP with a loose soil layer of 8 to 10 inches thickness. After mixing, meet all Embankment Utilization requirements of Index 505 for the location used. Do not mix RAP in the uppermost 12 inches in order to comply with The total RAP and other embankment material shall not exceed 12 inches per lift after mixing and compaction if the contractor can demonstrate that the density of the mixture can be achieved. Perform mixing using rotary tillers or other equipment meeting the approval of the Engineer. The Engineer will determine the order in which to spread the two materials. Mix both materials to the full depth. Ensure that the finished layer will have the thickness and shape required by the typical section. Demonstrate the feasibility of this construction method by successfully completing a 500-footlong test section. For embankment construction, meet the requirements of For compaction requirements of the soil and RAP mixture, meet the requirements of Version 1.0 1/

49 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Alternate Soil and RAP Layer Construction Construct soil in 6 to 12 inch compacted lifts and RAP in alternate layers with 6 inch maximum compacted lifts Use soil with a minimum LBR value of 40 Must successfully complete a 500 foot test section. Compact both soil and RAP, to meet the requirements of Alternate Soil and RAP Layer Construction: Construct soil in 6 to 12 inches compacted lifts and rap in alternate layers with 6 inches maximum compacted lifts. Use soil with a minimum LBR value of 40 to prevent failure during compaction of the overlying rap layer. Demonstrate the feasibility of this construction method by successfully completing a 500-foot long test section. for compaction requirements of both soil and rap, meet the requirements of Version 1.0 1/

50 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Compaction Requirements ( , 9.2.2, 10.2) Uniformly compact each layer Over unstable foundation: -Layer can be greater than 12 inches -Top 6 inches = 100% Standard Proctor Minimum 100% of Standard Proctor within 1:2 slope 4-50 Version 1.0 1/

51 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment No Density Testing Required ( , 9.2.4, 9.2.5, 9.2.6) For embankment that is deposited in water For embankment that will be incorporated into a pavement, base course or stabilized subgrade For upper 6 inches of areas designated for grass/plant growth 4-51 Version 1.0 1/

52 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Lifts Affected by Water( , Table) In general, up to 12 above the water table will become saturated (affected by water) during compaction. Begin density testing on the first lift not affected by water. EGL 4-52 Version 1.0 1/

53 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Compaction of Subgrade: 100% of Standard Proctor, both in cuts and fills, where not stabilizing, since subgrade is part of the embankment No density testing required for narrow widening strips or paved shoulders, 5 feet or less in width 4-53 Version 1.0 1/

54 Student Manual Lesson 4 Specifications Knowledge Review The minimum length of embankment to be constructed is. For a thick lift test section how many QC density tests are taken? 4-54 Version 1.0 1/

55 Student Manual Lesson 4 Specifications Knowledge Review Density testing is not required for narrow widening strips on undisturbed soil. Narrow widening strips are in width? As a general rule of thumb, when fill is deposited in water, density testing generally begins above the water level at the time the fill is placed Version 1.0 1/

56 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Maximum Density (Proctor) ( , 3, & 4) Contractor (QC) & Dept. (VT) samples & tests (1 per Soil Type) Did QC & VT compare w/in 4.5 pcf? NO Eng. will take a Resolution Sample SMO/designee will test Resolution (RT) sample YES QC is verified QC results will be used YES Does RT & QC compare w/in 4.5 pcf? NO VT results will be used 4-56 Version 1.0 1/

57 Student Manual Lesson 4 Specifications 4-57 Version 1.0 1/

58 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Contractor (QC) tests 1 per LOT Density Testing ( , 3, 4, &5) Dept. (VT) tests 1 per 4 LOTs Did VT meet min. req ts? As listed in Specifications NO Contractor performs retest within 5 of VT YES Eng. accepts 4 LOTs Retest compare w/ VT? NO Perform new gauge comparison; Retest & re-verify the LOTs YES YES Retest pass? NO Contractor reworks & retest LOT; Eng. will re-verify. Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer 4-58 Version 1.0 1/

59 Student Manual Lesson 4 Specifications 4-59 Version 1.0 1/

60 Student Manual Lesson 4 Specifications Section Excavation & Embankment Soil Classification ( ) Contractor (QC) & Dept. (VT) samples & tests (1 per Max Density) Matching Soil Classifications Did QC & VT compare? NO Eng. will take a Resolution Sample SMO/designee will test Resolution (RT) sample YES QC is verified QC results will be used YES Does RT & QC compare (soil classification? NO VT results will be used 4-60 Version 1.0 1/

61 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Department Verification The Engineer will select test locations, including Station, Offset, and Lift, using a Random Number generator based on the Lots under consideration. The Engineer may perform additional Independent Verification (IV) testing. IV test results will be used in the same manner as Verification test results. Engineer reserves the right to accept the materials and work through visual inspection for projects requiring less than four QC tests per material type Department Verification: The Engineer will conduct a Verification test(s) in order to accept all materials and work associated with The Engineer will verify the Quality Control results if they meet the Verification Comparison Criteria, otherwise the Engineer will implement Resolution procedures. The Engineer will select test locations, including Station, Offset, and Lift, using a Random Number generator based on the Lots under consideration. Each Verification test evaluates all work represented by the Quality Control testing completed in those LOTs. In addition to the Verification testing, the Engineer may perform additional Independent Verification (IV) testing. The Engineer will evaluate and act upon the IV test results in the same manner as Verification test results. When the project requires less than four Quality Control tests per material type, the Engineer reserves the right to accept the materials and work through visual inspection. Version 1.0 1/

62 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Frequency ( ) Test Name Maximum Density (Proctor) Quality Control One per soil type Verification One per soil type Density One per LOT One per four LOTS and for wet conditions, first lift not affected by water Soil Classification One per Max Density One per Max Density Verification of Shoulder-Only Areas, Bike/Shared Paths Paths, and Sidewalks One per soil type One per two LOTS One per Standard Proctor Maximum Density 4-62 Version 1.0 1/

63 Student Manual Lesson 4 Specifications Section 120- Excavation & Embankment Reduced Testing Frequency The testing frequency will be reduced to one test every two LOTs if, for 12 consecutive verified LOTs: - No Resolution testing was required or - If required, the QC test data was upheld. Identify the LOTs in the Earthwork Record System The Engineer will be notified in writing before beginning reduced frequency If VT fails and QC test data is not upheld, revert to original frequency Reduced Frequency Testing is not allowed for 2000 foot LOTS 4-63 Version 1.0 1/

64 Student Manual Lesson 4 Specifications Excavation for Pipe & Structures 4-64 Version 1.0 1/

65 Student Manual Lesson 4 Specifications Learning Outcomes Describe Pipe & Structure excavation and backfilling requirements Identify Pipe & Structure compaction requirements Define the backfill Zones for pipe Define the sampling & testing required for Pipes & Structures Interpret significant inspector-related issues in SSRBC 4-65 Version 1.0 1/

66 Student Manual Lesson 4 Specifications Excavation for Pipe & Structures 4-66 Version 1.0 1/

67 Section 125- Excav. Pipe & Structures Pipe Trench Excavation Pipe and Structure Backfilling Compaction Requirements Zone Definitions Sampling & Testing 4-67 Version 1.0 1/

68 Section 125- Excav. Pipe & Structures Pipe Trench Excavation: Remove soil not meeting the specifications to a depth of 4 inches below the bottom of the pipe elevation. Remove rock, boulders or other hard lumpy or unyielding material to a depth of 12 inches below the bottom of the pipe elevation. For pipe lines placed above the natural ground line, place and compact the embankment, prior to excavation of the trench, to an elevation at least 2 feet above the top of the pipe and to a width equal to four pipe diameters, and then excavate the trench to the required grade Pipe Trench Excavation: Excavate trenches for pipe culverts and storm sewers to the elevation of the bottom of the pipe and to a width sufficient to provide adequate working room. Remove soil not meeting the classification specified as suitable backfill material in , to a depth of 4 inches below the bottom of the pipe elevation. Remove rock, boulders or other hard lumpy or unyielding material to a depth of 12 inches below the bottom of the pipe elevation. Remove muck or other soft material to a depth necessary to establish a firm foundation. Where the soils permit, ensure that the trench sides are vertical up to at least the midpoint of the pipe. For pipe lines placed above the natural ground line, place and compact the embankment, prior to excavation of the trench, to an elevation at least 2 feet above the top of the pipe and to a width equal to four pipe diameters, and then excavate the trench to the required grade. For pipe trenches utilizing trench boxes, ensure that the trench box used is of sufficient width to permit thorough tamping of bedding material under and around the pipes as specified in Do not disturb the installed pipe and its embedment when moving trench boxes. Move the trench box carefully to avoid excavated wall displacement or damage. As the trench box is moved, fill any voids Version 1.0 1/

69 left by the trench box and continuously place and compact the backfill material adjacent to and all along the side of the trench box walls to fill any voids created by the trench box. Version 1.0 1/

70 Section 125- Excav. Pipe & Structures Place and compact the embankment prior to excavation of the trench Pipe Trench Excavation 4-69 Version 1.0 1/

71 Section 125- Excav. Pipe & Structures Backfilling General Requirements for Structures and Pipe: General: A LOT is defined as one lift of backfill material placement, not to exceed 500 feet in length or a single run of pipe connecting two successive structures, whichever is less. Backfill for structures and pipe compacted in one operation will be considered as one LOT within the cover zone. Backfill around structures compacted separately from the pipe will be considered as separate lots Backfilling General Requirements for Structures and Pipe: General: Backfill in the dry whenever normal dewatering equipment and methods can accomplish the needed dewatering. A LOT is defined as one lift of backfill material placement, not to exceed 500 feet in length or a single run of pipe connecting two successive structures, whichever is less. Backfill for structures and pipe compacted in one operation will be considered as one LOT within the cover zone. Backfill around structures compacted separately from the pipe will be considered as separate LOTs. Backfill on each side of the pipe for the first lift will be considered a separate LOT. Backfill on opposite sides of the pipe for the remaining lifts will be considered separate LOTs, unless the same compactive effort is applied. Same compactive effort is defined as the same type of equipment (make and model) making the same number of passes on both sides of the pipe. For multiple phase backfill, a LOT shall not extend beyond the limits of the phase. When placing backfill within trench box each lift of backfill is considered a LOT. Placement of backfill within trench box limits will be considered a complete operation before trench box is moved for next backfill operation. When the trench box is moved for next backfill operation this will start new LOTs for each lift. Follow the density testing frequency in Version 1.0 1/

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73 Section 125- Excav. Pipe & Structures Backfilling General Requirements for Structures and Pipe: General: Continued Backfill on each side of the pipe for the first lift will be considered a separate LOT. Backfill on opposite sides of the pipe for the remaining lifts will be considered separate LOTs, unless the same compactive effort is applied. For multiple phase backfill, a LOT shall not extend beyond the limits of the phase. When placing backfill within trench box each lift of backfill is considered a LOT Backfilling General Requirements for Structures and Pipe: General: Backfill in the dry whenever normal dewatering equipment and methods can accomplish the needed dewatering. A LOT is defined as one lift of backfill material placement, not to exceed 500 feet in length or a single run of pipe connecting two successive structures, whichever is less. Backfill for structures and pipe compacted in one operation will be considered as one LOT within the cover zone. Backfill around structures compacted separately from the pipe will be considered as separate LOTs. Backfill on each side of the pipe for the first lift will be considered a separate LOT. Backfill on opposite sides of the pipe for the remaining lifts will be considered separate LOTs, unless the same compactive effort is applied. Same compactive effort is defined as the same type of equipment (make and model) making the same number of passes on both sides of the pipe. For multiple phase backfill, a LOT shall not extend beyond the limits of the phase. When placing backfill within trench box each lift of backfill is considered a LOT. Placement of backfill within trench box limits will be considered a complete operation before trench box is moved for next backfill operation. When the trench box is moved for next backfill operation this will start new LOTs for each lift. Follow the density testing frequency in Version 1.0 1/

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75 Section 125- Excav. Pipe & Structures Thick Lift Placement-Structures No more than 12 compacted thickness, outside the soil envelope only Test section length of one LOT Need five random QC tests all passing and verified Identify test section w/ the compaction effort and material classification in the Earthwork Record System 4-72 Version 1.0 1/

76 Section 125- Excav. Pipe & Structures Thick Lift Placement-Structures New test section if: material soil classification changes rolling pattern/compaction effort changes failing QC test QC test cannot be verified 4-73 Version 1.0 1/

77 Section 125- Excav. Pipe & Structures Placement & Compaction- Structures and Pipe , 9.2.1, Placement Compaction Lifts 6 compacted Pipe Structure INSIDE 100% Standard Proctor OUTSIDE Approx. equal to soil next to pipe trench, except for commercial or multiple residential driveways 4-74 Version 1.0 1/

78 Section 125- Excav. Pipe & Structures Placement & Compaction- Structures Wet: and Placement & Compaction Density Mechanical Tamping Hand Tamp A-3 Only Structure Structure Begin Density Testing 12 Relatively Dry Material Compacted by Tamping 4-75 Version 1.0 1/

79 Section 125- Excav. Pipe & Structures Zone Definitions Top Zone - Up to the base or final grade 12 above pipe Soil Envelope (No Thick Lift) Bottom of Trench Cover Zone PIPE Bedding Zone 4 below the pipe Lowest Zone 4-76 Version 1.0 1/

80 Section 125- Excav. Pipe & Structures Placement & Compaction Pipe Wet Conditions: Use mechanical tamping when moisture content permits it s use A-3 or Coarse aggregate Pipe Hand Tamp Structure Only A-3 within 4 feet of structure 4-77 Version 1.0 1/

81 Section 125- Excav. Pipe & Structures Maximum Density (Proctor) & 10 Contractor (QC) & Dept. (VT) samples & tests (1 per Soil Type) Did QC & VT compare w/in 4.5 pcf? NO Eng. will take a Resolution Sample SMO/designee will test Resolution (RT) sample YES QC is verified QC results will be used YES Does RT & QC compare w/in 4.5 pcf? NO VT results will be used 4-78 Version 1.0 1/

82 Section 125- Excav. Pipe & Structures Contractor (QC) tests 1 per LOT Density Testing & 10 Dept. (VT) tests 1 per 4 LOTs Did VT meet min. req ts? NO As listed in Specifications Contractor performs retest within 5 of VT YES Eng. accepts 4 LOTs Retest compare w/ VT? NO Perform new gauge comparison; Retest & re-verify the LOTs YES YES Retest pass? NO Contractor reworks & retest LOT; Eng. will re-verify. Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer 4-79 Version 1.0 1/

83 Section 125- Excav. Pipe & Structures Acceptance Criteria (Density Testing) % of Standard Proctor (RCP) Cover Zone 100% of Standard Proctor when the distance from top of pipe to bottom of base 15 inches or less 95% of Standard Proctor when the distance from top of pipe to bottom of base greater than 15 inches 100% of Standard Proctor Match Density of Soil in Trench Cover Zone Top Zone - Up to the base or final grade 12 above pipe PIPE Bedding Zone 4 below the pipe Lowest Zone Acceptance Criteria: Density: Obtain a minimum QC density in any LOT of 100% of the Standard Proctor maximum density as determined by AASHTO T 99, Method C, or the requirements of when applicable. When the cover height below the bottom of base under asphalt pavement, below concrete pavement, or below unpaved ground, exceeds 15 inches, compact the pipe backfill to a density of a least 95% of the Standard Proctor maximum density as determined by AASHTO T99, Method C. For density requirements around drainage structures, obtain a minimum QC density in any LOT of 100% of the Standard Proctor maximum density as determined by AASHTO T99 for a distance of one pipe diameter but not less than 3 feet from the outside face of the structure Exceptions to Structures and Pipe Density Requirements: Compact the backfill to a firmness approximately equal to that of the soil next to the pipe trench in locations outside the plane described by a two (horizontal) to one (vertical) slope downward from the roadway shoulder line or the back of curb as applicable. Apply when compacting side-drain pipe backfill under driveways serving a property that is not a single residential lot. Version 1.0 1/

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85 Section 125- Excav. Pipe & Structures Testing Frequency Review Test Name Quality Control Verification Standard Proctor Maximum Density Density Soil Classification One per soil type One per LOT One per Standard Proctor Maximum density One per soil type One per four consecutive LOTs and for wet conditions, the first lift not affected by water One per Standard Proctor Maximum density 4-81 Version 1.0 1/

86 Section 125- Excav. Pipe & Structures Testing Frequency Review Test locations including Stations and Offsets are determined using the Random Number generator approved by the Engineer. The Engineer may perform Independent Verification (IV) testing, which will be used in the same manner as Verification testing (VT) Version 1.0 1/

87 Section 125- Excav. Pipe & Structures Reduce Frequency Testing No Resolution testing required for 6 consecutive LOTs Reduce the Quality Control density testing to one test every two Lots or one every four LOTs for trench box operations. Identify the substantiating tests in the Density Log Book Notify the Engineer in writing prior to starting reduced frequency of testing 4-83 Version 1.0 1/

88 Section 125- Excav. Pipe & Structures Reduce Frequency Testing (Continued) Generate random numbers based on the two LOTs under consideration. Obtain the Engineer s approval to place more than one LOT over an untested LOT If the Verification test fails, and Quality Control test data is not upheld by Resolution testing the Quality Control testing will revert to the original frequency Version 1.0 1/

89 Knowledge Review For pipe lines placed above the natural ground line the embankment should be constructed to a minimum length of prior to excavating the trench. 4 Times the pipe diameter When placing and compacting backfill around structures in wet conditions, do not permit the use of mechanical tampers and hand tampers are required, material is to be used. Only A Version 1.0 1/

90 Knowledge Review The area directly beneath the pipe is referred to as the zone. Bedding Zone The density requirement within the Cover Zone when top of pipe is 15 inches below bottom of base is. 100% of AASHTO T Version 1.0 1/

91 Knowledge Review The zone from the bottom of the pipe to 12 inches above the pipe is referred to as the zone. Cover Zone Thick lift compaction is not allowed in the zone. Soil Envelope 4-87 Version 1.0 1/

92 Knowledge Review When the top of the pipe is greater than 15 inches below bottom of base, the cover zone is. 95% of AASHTO T-99 The density required in the lowest zone is. Match density of soil in trench 4-88 Version 1.0 1/

93 Knowledge Review What is the verification density testing frequency for pipe and structures? 1 per four LOTs Testing locations are to be determined by approved by. Random Number Generator, Engineer 4-89 Version 1.0 1/

94 Section 145- Geosynthetic Reinforcement 4-90 Version 1.0 1/

95 Learning Outcomes Describe material requirements Interpret significant inspector-related issues in SSRBC Related to Earthwork Describe the initial equipment comparison process of the acceptance program Identify related Design Standard sheets 4-91 Version 1.0 1/

96 Section 145- Geosynthetic Reinforcement 4-92 Version 1.0 1/

97 Section 145- Geosynthetic Reinforcement Materials Listed on Roadway Index 501 Delivered in unopened packages Protect from sunlight per manufacturer recommendations Reject if defects, tears, punctures, flaws, deterioration or other damage observed May be repaired if approved by Engineer Materials Geosynthetic Materials: Use primary and secondary reinforcing elements consisting of a regular array of tensile elements that have sufficient reinforcement strength to perform the prime functions of reinforcement and which are listed on Design Standards, Index No Deliver geosynthetic materials (including facing and drainage elements) to the job site in unopened shipping packages labeled with the supplier s name and product name. During shipping and storage, protect the geosynthetic from physical damage, debris and from temperatures greater than 140ºF. Follow the supplier s recommendations regarding protection from direct sunlight. At the time of installation, the Engineer will reject the material if it has defects, tears, punctures, flaws, deterioration, or other damage. However, if approved by the Engineer, the Contractor may repair torn or punctured sections by placing a patch over the damaged area. Replace or repair any rejected geosynthetic at no additional expense to the Department. Version 1.0 1/

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99 Section 145- Geosynthetic Reinforcement Backfill Materials Must submit Certified Test results & Certificate of Compliance that backfill meets requirements of Less than avg. 2% by weight of organic content- No single test >3.0% Backfill- Max. PI 6; Max. LL 15 ph (6-10 when metal pipes or metal items are imbedded in the backfill) Backfill Materials: Use only free draining backfill material in the reinforced volume as shown in the plans meeting the following gradation limits as determined in accordance with AASHTO T 27 and FM 1-T 011: Do not use backfill material containing more than 2.0% by weight of organic material, as determined by FM 1-T 267 and by averaging the test results for three randomly selected samples from each stratum or stockpile of a particular material. Consider the stratum or stockpile unsuitable for construction of the reinforced volume if an individual test value exceeds 3.0%. Use backfill with a maximum plasticity index of six as determined by AASHTO T 90, and a maximum liquid limit of 15 as determined by AASHTO T 89. Use backfill materials with a ph between 4.5 and When metal pipes or other metal items are embedded in the backfill, use backfill with a ph between 6.0 and Do not use soil cement or lime stabilized backfill unless approved by the Engineer. Submit a copy of certified test results and a certificate of compliance certifying that the fill material meets the above requirements to the Engineer for review and approval prior to delivering the backfill to the site. Use a Department-approved testing laboratory for all testing. Submit an alternate design, prepared in accordance with 145-2, when backfill meeting alternate gradation limits is proposed. Version 1.0 1/

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101 Section 145- Geosynthetic Reinforcement Reinforced Soil Slopes Remove all existing vegetation Proof roll, minimum 5 passes, in Presence of Engineer Vibratory roller > 8 tons Sheepsfoot roller at least 250 psi Reinforced Soil Slopes: Preparation: Remove all existing vegetation and all unsuitable foundation materials. Prepare the foundation in accordance with Section 110, except as noted herein. Proof roll the graded area with a vibratory roller weighing a minimum of 8 tons or a sheepsfoot roller, where appropriate, exerting a compression of at least 250 pounds psi on the tamper foot for at least five passes in the presence of the Engineer or as directed by the Engineer. Remove and replace any soft or loose foundation subsoils that are, in the opinion of the Engineer, incapable of sustaining the required proof rolling, in accordance with Section 125. Provide proof rolled ground surfaces which are uniform, smooth, and free of abrupt changes in slope, debris, and irregularities that might damage the reinforcement. Promptly repair and restore to their original condition any areas outside the limits of disturbance shown on the plans which are damaged as part of this work at no expense to the Department. Make every possible effort to avoid such damage. Version 1.0 1/

102 Section 145- Geosynthetic Reinforcement Reinforced Soil Slopes No less than 50% horizontal coverage or unreinforced horizontal spacing greater than 3 feet Splices in primary direction of tensile strength must be approved by Engineer One splice per length of geosynthetic No splices- -within 6 ft. of slope face -within 6 ft. of top of slope -horizontally adjacent to another splice Geosynthetic Placement: Place the geosynthetics at the proper elevation, location and orientation as shown on the plans. In general, place the geosynthetics used for slope stabilization such that its primary direction of tensile strength is perpendicular to the plan face of the slope. Pull the geosynthetic material tight, and secure it as necessary to lay flat against the soil prior to fill placement. Place adjacent rolls of geosynthetic to maintain 100% horizontal coverage. Do not allow less than 50% horizontal coverage or an unreinforced horizontal spacing greater than 3 feet. Do not allow vertical spacing of the geosynthetic layers to exceed the spacing shown on the shop drawings. Do not make any splices or seams in the primary direction of tensile strength in the geosynthetic without approval of the Engineer. When splices in the primary direction are approved, make splices full width of the geosynthetic strip by using a similar material with similar strength. Use a splice mechanism that allows a minimum of 95% load transfer from piece to piece of geosynthetic. Make only one splice per length of geosynthetic. Do not place splices within 6 feet of the slope face, within 6 feet below top of slope, or horizontally adjacent to another splice... Version 1.0 1/

103 Section 145- Geosynthetic Reinforcement Reinforced Soil Slopes Place only that amount which can be completed in one days operation Do not operate equipment directly on geosynthetic Geosynthetic Placement: Place only that amount of geosynthetic material, including facing and drainage material, which will be covered in a single days production. Do not operate equipment directly on the geosynthetics. Operate equipment such that no turning movements occur on the areas where geosynthetic is in place with less than 12 inches of fill cover. Fill and compact ruts of more than 3 inches in depth as they develop. Version 1.0 1/

104 Section 145- Geosynthetic Reinforcement Backfill Placement Place Material at 2% on the dry side of optimum Do not place wet backfill with moisture content greater than optimum Do not stockpile backfill on geosynthetic Use smooth wheel rubber tire rollers- No sheepsfoot Meet Density requirement- 95% of AASHTO T Backfill Placement: Maintain uniform moisture content of the backfill material prior to and during compaction throughout each layer of material. Use backfill material having a placement moisture content within 2% on the dry side of optimum. Do not place wet backfill with moisture content greater than optimum in the fill. Spread backfill material over the geosynthetic in the direction of geosynthetic overlaps. Do not stockpile backfill materials on the installed geosynthetics. Avoid construction procedures or equipment which, in the opinion of the Engineer, cause excessive mudwaving. Compact the backfill using either smooth wheel or rubber tire rollers. Do not use sheepsfoot, grid rollers, or other types of equipment employing a foot. At the end of each day s operation, slope the backfill surface in order to permit runoff of rainwater away from the slope face, or provide some other positive drainage. Place and compact the backfill material in accordance with Section 120 to obtain a density in each soil layer of at least 95% of the maximum density as determined by AASHTO T 180. Version 1.0 1/

105 Section 160- Stabilizing 4-99 Version 1.0 1/

106 Learning Outcomes Describe the subgrade stabilization process Identify Bearing Value tolerances Describe sampling and testing frequencies and requirements Verify stabilized subgrade mix depths Version 1.0 1/

107 Section 160-Stabilizing Version 1.0 1/

108 Section 160- Stabilizing STABILIZED SUBGRADE Stabilizing Materials Construction Methods Sampling & Testing Mixing Depth Checks Version 1.0 1/

109 Section 160- Stabilizing 160-2, Materials Commercial Material & Local Material Meet the requirements of Section 914 Existing Base Testing is not necessary unless directed by the Engineer Granular Subbase 6 inches of base material may be substituted for 12 inches stabilized subgrade Version 1.0 1/

110 Section 160- Stabilizing Stabilizing Material Commercial Material Limerock, shell rock, cemented coquina or shell base sources approved by the Department. Local Materials May be soils or recyclable materials such as crushed concrete, roof tiles and asphalt coated base or reclaimed pavement Version 1.0 1/

111 Section 160- Stabilizing Local Material Sample local material after spreading and before mixing 97% material must pass the 3-1/2 sieve LL < 40 PI < 10 Organic Content (Individual sample max. 4%, Max. average 2.5%, minimum of three tests) Version 1.0 1/

112 Section 160- Stabilizing 160-3, Construction Methods Place embankment material (Subgrade) Spread high strength materials, if necessary Sample & test stabilizing material Mix Check depth and homogeneity of mixing Sample & test mixed material Compact Grade STABILIZED SUBGRADE = Subgrade + Stabilization Version 1.0 1/

113 Section 160- Stabilizing Sampling and Testing of Stabilized Subgrade & After Mixing 97% will pass the 3-1/2 inch (90 mm) sieve LL < 30 and PI < 8 LBR - minimum specified Not to exceed depth tolerances Individual 2 inches LOT-average 1 inch After Compaction Minimum density - 98% of Modified Proctor Version 1.0 1/

114 Section 160- Stabilizing Undertolerances for Bearing Values Each sample should be split for QC, VT, and RT Specified Bearing Value Tolerance LBR LBR LBR 30 (and under) 2.5 Specified Bearing Value Unsoaked Bearing Value Required Tolerance LBR 40 LBR Version 1.0 1/

115 Section 160- Stabilizing Stabilizing-Maximum Density (Proctor) Contractor (QC) collects & tests (1 per 2 LOTs); Each sample is split for VT & RT Eng. (VT) randomly selects one of the 4 split samples (1 per 8 LOTs) Did QC & VT compar w/in 4.5 pcf? NO SMO tests RT sample for that chosen pair of LOTs YES QC is used YES Does RT & QC compare w/in 4.5 pcf? Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer NO Eng. collects & tests remaining 3 VT samples- VT results will be used for all 8 LOTS Version 1.0 1/

116 Section 160- Stabilizing Stabilizing- Bearing Value (LBR) Contractor (QC) samples & tests (1 per 2 consecutive LOTs) Eng. (VT) samples & tests (1 per 8 consecutive LOTs) Eng. accepts the 8 LOTs YES Contractor will reprocess all 8 LOTs and retest NO Did RT meet min. req ts? Did VT meet min. req ts? NO Eng. will randomly obtain 1 additional sample from 8 LOTs SMO/designee will perform Resolution (RT) testing YES Min. Requirement: Specified (LBR) Value Eng. accepts the 8 LOTs Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer Version 1.0 1/

117 Section 160- Stabilizing Contractor (QC) tests 1 per LOT Density Testing Dept. (VT) tests 1 per 4 LOTs Did VT meet min. req ts? NO As listed in Specifications Contractor performs retest within 5 of VT YES Eng. accepts 4 LOTs Retest compare w/ VT? NO Perform new gauge comparison; Retest & re-verify the LOTs YES YES Retest pass? NO Contractor reworks & retest LOT; Eng. will re-verify. Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer Version 1.0 1/

118 Contractor performs QC testing (3 per LOT) Section 160- Stabilizing Stabilizing- Mixing Depth Dept. VT witnesses measurments Requirement: Not to exceed depth tolerance Individual 2 inches LOT-average 1 inch Did QC meet req ts? YES NO too deep? NO YES Contractor will conduct additional density test of the bottom 12 (after compaction Eng. accepts depth too shallow? YES Contractor remixes & retests LOT; Eng. may re-verify Version 1.0 1/

119 Section 160- Stabilizing Testing Frequency Review Test Name Quality Control Verification Modified Proctor Maximum Density *One per two Consecutive LOTS One per eight Consecutive LOTS Verification for shoulder-only, Bike /Shared Use Path and Sidewalk Construction One per four LOTS Density One per LOT One per four LOTS One per two LOTS Stabilizing Mixing Three per 500 feet Witness Witness Depth Limerock Bearing Ratio One per two **One per eight **One per four LOTS consecutive LOTS consecutive LOTS QC collects enough material to split and create three separate samples **The LBR sample is a completely separate sample from the QC proctor sample and it must be obtained at a random location from the QC sample. This sample Is tested for T88, T89, T90, & M Version 1.0 1/

120 Knowledge Review Material used for stabilizing can have maximum LL of and a PI of. LL 40; PI 10 The minimum density required after compaction on stabilized subgrade is. 98% FM-1 T Version 1.0 1/

121 Knowledge Review The value required for an Unsoaked LBR 40 is, with a tolerance of. 43; 0 If QC and VT do not compare within 4.5 PCF for Maximum Density, what should be the next step? SMO Tests the RT Sample for that pair of LOTs Version 1.0 1/

122 Section 160- Stabilizing Stabilized Subgrade Depth Check STRING LINE AFTER MIXING: BOTTOM OF SUBGRADE MIXING FINISHED SUBGRADE LEVEL DIG A HOLE MEASURE THE DEPTH FROM STRING LINE Version 1.0 1/

123 Knowledge Review Stabilized Subgrade Depth Check STRING LINE ELEVATION = Finished Subgrade Elev.= BOTTOM OF SUBGRADE MIXING 1. Measured Bottom of Mix Elevation: 2. Mix depth elevation should be: = (12 ) = 12.0 The mix depth is: Correct To To Shallow X Deep = Version 1.0 1/

124 Knowledge Review Stabilized Subgrade Depth Check STRING LINE ELEVATION = Finished Subgrade Elev.= BOTTOM OF SUBGRADE MIXING 1. Measured Bottom of Mix Elevation: = Mix depth elevation should be: (12 ) = 33.3 The mix depth is: Correct To To Shallow Deep X = Version 1.0 1/

125 Various Bases Version 1.0 1/

126 Learning Outcomes Describe the various Base materials and their placement Describe the sampling and testing requirements for Base materials Describe the sampling and testing frequencies for Base materials Interpret significant inspector-related issues in Standard Specifications for Road and Bridge Design (SSRBC) Version 1.0 1/

127 Limerock Base Version 1.0 1/

128 Various Base Materials LIMEROCK GRADED AGGREGATE SHELL BASE RECLAIMED ASPHALT PAVEMENT (RAP) Version 1.0 1/

129 Section 200- Rock Base NUMBER OF COURSES One, if up to 6 inches total thickness, 8 inches with test strip. Multiple, of equal thickness, if more than 6 inches Minimum course thickness of Version 1.0 1/

130 Section 200- Rock Base Thick Lift Placement Engineer must approve before Contractor can begin using Not more than 8 inches compacted thickness Test section length of one LOT Five random QC tests on the bottom 6 in addition to the entire course thickness QC and one VT all passing Version 1.0 1/

131 Section 200- Rock Base Thick Lift Placement Minimum % Max. Density Average of 5 density tests performed on the thicker lift Identify test section w/ the compaction effort and material classification in the earthwork Density Report New test section if: change in source of base material rolling pattern/compaction effort changes Version 1.0 1/

132 Section 200- Rock Base Compacting and Finishing Base LOT is a single lift of finished base not to exceed 500 ft. Before spreading next course, previous course must be tested and verified Version 1.0 1/

133 Section 200- Rock Base Depth & Surface Testing Requirements Contractor required to furnish labor & equipment to cut holes Correct if deficiency greater than ½ by scarifying and adding additional material Random number generator used to determine test locations Version 1.0 1/

134 Section 200- Rock Base Depth and Surface Testing Requirements Check with template & 15 feet straight edge parallel to the centerline Read to the nearest 0.1 inch (FM 5-534) Correct irregularities if greater than 1/4 inch Version 1.0 1/

135 Section 200- Rock Base Acceptance Criteria (Density) 98% Modified Proctor 95% Modified Proctor for Shoulders Acceptance Program General Requirements: Meet the requirements of , except use instead of , instead of and instead of Acceptance Criteria: Density: Within the entire limits of the width and depth of the base, obtain a minimum density in any LOT of 98% of modified Proctor maximum density as determined by FM 1-T 180, Method D or the pit proctor when using the pit proctor option. For shoulder only areas and bike/shared use paths, obtain a minimum density of 95% of the modified proctor maximum density as determined by FM 1-T 180, Method D or the pit proctor when using the pit proctor option. Version 1.0 1/

136 Section 200- Rock Base Maximum Density (Proctor) , 7.4 Contractor (QC) collects and splits sample for QC, VT & RT. (1 per 8 consecutive LOTs); QC tests sample Eng. (VT) randomly selects one of the split samples (1 per 16 consecutive LOTs) Did QC & VT compare w/in 4.5 pcf? NO SMO tests RT sample for the corresponding VT sample YES QC is used YES Does RT & QC compare w/in 4.5 pcf? NO Eng. collects & tests remaining VT sample- VT results will be used for all 16 LOTS Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer Additional Requirements: Quality Control Testing: Modified Proctor Maximum Density Requirement: Collect enough material to split and create three separate samples and retain two for the Engineer s Verification and Resolution testing until the Engineer accepts the 16 LOTs represented by the samples Department Verification Tests: Maximum Density: The Engineer will randomly select one of the remaining two split samples and test in accordance with FM 1-T 180, Method D Verification Comparison Criteria and Resolution Procedures: Modified Proctor Maximum Density: The Engineer will compare the Verification test results of to the corresponding Quality Control test results. If the test result is within 4.5 lb/ft3 of the QC test result, the LOTs will be verified. Otherwise, the Engineer will collect the Resolution split sample corresponding to the Verification sample tested. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with FM 1-T 180, Method D. The Engineer will compare the Resolution Test results with the Quality Control test results. If the Resolution Test result is within 4.5 lb/ft3 of the corresponding Quality Control test result, the Engineer will use the Quality Control test results for material acceptance purposes for each corresponding set Version 1.0 1/

137 of LOTs. If the Resolution test result is not within 4.5 lb/ft3 of the corresponding Quality Control test, the Engineer will collect the remaining Verification split sample for testing. Verification Test results will be used for material acceptance purposes for the LOTs in question. Version 1.0 1/

138 Section 200- Rock Base Contractor (QC) tests 1 per LOT Density Dept. (VT) tests 1 per 4 LOTs Did VT meet min. req ts? NO As listed in Specifications Contractor performs retest within 5 of VT YES Eng. accepts 4 LOTs Retest compare w/ VT? NO Perform new gauge comparison; Retest & re-verify the LOTs YES YES Retest pass? NO Contractor reworks & retest LOT; Eng. will re-verify. Test locations (Stations and offsets) are determined using a random number generator approved by the Engineer Acceptance Program General Requirements: Meet the requirements of , except use instead of , instead of and instead of Acceptance Criteria: Density: Within the entire limits of the width and depth of the base, obtain a minimum density in any LOT of 98% of modified Proctor maximum density as determined by FM 1-T 180, Method D. Compact the base of any LOT of shoulder pavement to not less than 95% of the modified Proctor maximum density as determined by FM 1-T 180, Method D Density: When a Verification or Independent Verification density test does not meet the requirements of (Acceptance Criteria), retest at a site within a 5 feet radius of the Verification test location and observe the following: 1. If the Quality Control retest meets the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, the Engineer will accept the LOTs in question. 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the material in that LOT. The Engineer will re-verify the LOTs in question. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new equipment-comparison analysis as defined in Once acceptable comparison is achieved, retest the LOTs. The Engineer will perform new verification Version 1.0 1/

139 testing. Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the comparison requirements. Version 1.0 1/

140 Section 200- Rock Base Frequency of Testing Frequency: Conduct QC sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below Pit Proctor: In lieu of Modified Proctor Maximum Density testing at the roadway, notify the Engineer in writing of a Contractor option to use the Pit Proctor supplied by the Department. The Modified Proctor maximum density frequency requirements of shall not apply. The Department will determine the Pit Proctor from statistical analysis of the base rock Modified Proctor maximum density at Department approved mines. For posting of Mines and Pit Proctors for each calendar quarter refer to the State Materials Office internet website at Use the current posted Pit Proctor value in lieu of the Modified Proctor maximum density required by Use the current posted Pit Proctor value for density acceptance during the quarter corresponding to the posting. Notify the Engineer in writing if returning to the provisions of and but do not re-elect to use the Pit Proctor until the start of the next calendar quarter. Version 1.0 1/

141 Version 1.0 1/

142 Section 200- Rock Base Surface & Thickness Reduced Testing Frequency: When no Resolution testing is required for 12 consecutive verified LOTs Reduce frequency from ten per LOT to ten per two LOTs Identifying the substantiating tests and notifying the Engineer in writing prior to starting reduced frequency of testing Surface & Thickness Reduced Testing Frequency: When no Resolution testing is required for 12 consecutive verified LOTs, or if required, the QC test data was upheld, reduce the QC surface and/or thickness checks to one half the minimum requirements as stated in (eg. Reduce frequency from ten per LOT to ten per two LOTs) by identifying the substantiating tests and notifying the Engineer in writing prior to starting reduced frequency of testing. If the Verification test fails, and Quality Control test data is not upheld by Resolution testing the Quality Control testing will revert to the original frequency of The results of the Independent Verification testing will not affect the frequency of the Quality Control testing. Version 1.0 1/

143 Section 200- Rock Base Priming and Maintaining Apply prime coat: After passing density Moisture Content in top half of the base does not exceed optimum moisture Maintain crown & template while applying the surface course Version 1.0 1/

144 Section 911- Limerock for Base & Stab. Base Limerock Material for Base and Stabilized Base- 911 Carbonates > 70% At least 97% by weight shall pass a 3 ½ sieve Water sensitive clay mineral Not greater than 3% LL not greater than 35% and non-plastic Average LBR > Version 1.0 1/

145 Delivery Ticket Required for Certified Base Materials Version 1.0 1/

146 Section 204- Graded Aggregate Base Materials LBR not less than 100 Material retained on No. 10 (2.00 mm): Soundness Loss- 15% % wear (L.A. Abrasion) Group 1-45% Group 2-65% LL<25 and < 4PI Group 2 sand equivalent value > Version 1.0 1/

147 Section 204- Graded Aggregate Base & 7 Density and Surface Testing 100% Modified Proctor (roadway) 98% Modified Proctor (outside the traveled roadway) Surface Testing per Version 1.0 1/

148 Section 913- Shell Base Materials: Shell Average LBR >100 with individual > 90 Material passing No. 40 must be non-plastic Carbonates 50% or greater Gradation: See the specifications Dredged and bank-run shells allowed Watch for too much sand (will not bond) Version 1.0 1/

149 Section 913A- Shell-Rock Base Materials: Shell-Rock Average LBR >100 with individual > 90 Material passing No. 40 must be non-plastic Carbonates greater than 50% (average- less than 45% unacceptable Gradation: See the specifications A-2 Deleterious Substances. Shell-rock materials shall not contain lumps of clay, organic matter, cherty or other extremely hard materials, or other substances not defined, in sufficient quantity as to be detrimental to the finishing, strength, or performance of the base. The material shall not contain loose, free silica sand in sufficient quantity to prevent bonding of the base, or to result in a surface which is susceptible to distortion under construction traffic, or accumulation of loose sand on the finished surface which precludes bonding of the bituminous tack coat with the base, nor shall the material contain more than 50% loose, free shells, corals or skeletal remain of other marine invertebrates (retained on the No. 4 sieve). Materials shall contain no water sensitive clay minerals. 913A-3 Physical and Chemical Properties. Shell-rock material shall meet the following physical and chemical properties: Limerock Bearing Ratio (LBR) (FM 5-515) - Production of this material shall be controlled so as to meet the following requirements for LBR value: The average of test values shall not be less than 100. No individual test value shall be less than 90. No two consecutive test values between 90 and 100. Plasticity (AASHTO T 89 and AASHTO T 90) - That portion of the material passing the No. 40 sieve shall be non-plastic. Carbonates (FM-5-514) - The minimum of the average percentage of carbonates of calcium and magnesium shall be 50. Material represented by any individual carbonate LOT average of less than 45% is unacceptable. Gradation Requirements - Materials classified as shell-rock shall be graded uniformly down to dust and in addition, meet the following specific requirements: Version 1.0 1/

150 Passing 3 1/2 inch sieve (maximum dimension not to exceed 6 inches)...minimum 97% Passing No. 4 sieve...maximum 70% Passing No. 200 sieve...maximum 20% (washed) Version 1.0 1/

151 Section 283- RAP Base Section 283- Reclaimed Asphalt Pavement Base Used only on paved shoulders, bike paths, other nontraffic applications Minimum asphalt content (4% or greater) No individual asphalt content less than 3.5% Number of courses: One, if up to 6 inches compacted thickness Multiple lifts if more than 6 inches ± 2% of optimum moisture when primed Use Speedy and convert it 95% of Modified Proctor Description. Construct a base course composed of reclaimed asphalt pavement (RAP) material. Use RAP material as a base course only on non-limited access paved shoulders, shared use paths, or other non-traffic bearing applications Materials. Obtain the RAP material by either milling or crushing an existing asphalt pavement. Use material so that at least 97% (by weight) pass a 3-1/2 inch sieve and is graded uniformly down to dust. When the RAP material is from a Department project and the composition of existing pavement is known, the Engineer may approve material on the basis of the composition. When the composition of obtained RAP is not known, the following procedure will be used for approval: (1) Conduct a minimum of six extraction gradation analyses of the RAP material. Take samples at random locations in the stockpile. The average asphalt cement content of the six stockpile samples must be 4% or greater with no individual result below 3-1/2%. (2) Request the Engineer to make a visual inspection of the stockpile of RAP material. Based on this visual inspection of the stockpiled material and the results of the Contractor s extraction gradation analyses, the Engineer will determine the suitability of the materials. (3) The Engineer may require crushing of stockpiled material to meet the gradation criterion. Perform all crushing before the material is placed Number of Courses: When the specified compacted thickness of the base is greater than 6 inches, construct the base in two courses. Place the first course to a thickness of approximately one half the total thickness of the finished base, or sufficient additional thickness to bear the weight of construction equipment without disturbing the subgrade. Except as might be permitted by the Engineer for special cases, conduct all Version 1.0 1/

152 RAP base construction operations for shoulders before placing the final pavement on the adjacent traveled roadway Density Requirements: Compact the material to a density of not less than 95% of maximum density as determined by FM 1-T 180. Where the width of the base construction is not sufficient to permit use of standard base compaction equipment, perform compaction using vibratory compactors, trench rollers, or other special equipment which will provide the density requirements specified herein Density Tests: Meet the requirements of with the exception of Within the entire limits of the width and depth of the base, obtain a minimum density in any LOT of 95% of the maximum density as determined by FM 1-T 180. Version 1.0 1/

153 Testing Frequency- Various Bases Frequency Mainline Pavement Lanes, Turn Lanes, Ramps, Parking Lots, Concrete Box Culverts and Retaining Wall Systems Test Name Quality Control Verification Modified Proctor Max. Density (Proctor) One per eight consecutive LOTs One per sixteen consecutive LOTs Density One per LOT One per four LOTs Roadway Surface Ten per LOT Witness Roadway thickness Three per LOT Witness Version 1.0 1/

154 Testing Frequency- Various Bases Frequency Shoulder Only, Bike/Shared Use Path and Sidewalk Construction Test Name Quality Control Verification Modified Proctor Max. Density (Proctor) One per two LOTs One per four LOTs Density One per LOT One per two LOTs Surface Five per 500 feet Witness Roadway thickness Three per 1000 consecutive feet Witness Version 1.0 1/

155 Knowledge Review For Rock Base, the minimum course thickness is. 3 inches If thick lift compaction is approved for Rock Base, the maximum lift thickness (compacted) is. 8 inches Version 1.0 1/

156 Knowledge Review The density acceptance criteria for Rock Base is. 98% of FM 1 T-180 The QC Thickness testing frequency for roadway rock base is. 3 per LOT Version 1.0 1/

157 Knowledge Review For shell and shell rock bases, the LBR value is to be. 100 RAP material may only be used on. Non-Traffic Applications Version 1.0 1/

158 Knowledge Review The frequency for QC Maximum Density tests is. 1 per 8 LOTs The frequency for Verification Roadway Thickness Witness is. 3 per 4 LOTs Version 1.0 1/

159 Section 548- Retaining Wall System Version 1.0 1/

160 Section 548- Retaining Wall System Version 1.0 1/

161 Learning Outcomes Understand Acceptable Backfill Materials Discuss Foundation Preparation Equipment restrictions for Backfill Placement Know the Acceptance Program Explain the Test Frequency Version 1.0 1/

162 Section 548- Retaining Wall System MSE Wall Backfill Volume Face of wall to length of reinforcement plus 1 foot Top of leveling pad, or bottom of wall to Finished Grade Backfill Material: Meet the requirements of Sections 105, and 120 except as noted within this Section....The retaining wall volume is defined to extend from the top of the leveling pad or footing, or bottom of walls which do not have footing or leveling pads, to the finish grade line and from the face of the wall to a vertical plane passing through the end of the extreme wall component (straps, counterforts, etc.) plus 1 foot. Version 1.0 1/

163 Section 548- Retaining Wall System Backfill Material: Provide certification to the Engineer that material meets requirements Do not use backfill material with an avg. of more than 2.0% by weight of organic material or no individual test value of the three samples exceeds 3%. Material to be non-plastic and liquid limit less than 15. Material with a ph between 5 and 9 is always acceptable. A ph lower than 5 may be used in some circumstances listed in Compacted Select Backfill: Meet the requirements of Sections 105 and 120 except as noted within this Section. Have the backfill material tested for every soil type for ph, resistivity, sulfate and chloride content by a Department approved independent testing laboratory prior to placement. Provide certification to the Engineer that the results have met the requirements of this Section and are signed and sealed by a Professional Engineer, registered in the State of Florida. For constructing the retaining wall volume, do not use backfill material containing more than 2.0% by weight of organic material, as determined by FM 1-T 267 and by averaging the test results for three randomly selected samples from each stratum or stockpile of a particular material. If an individual test value of the three samples exceeds 3%, the stratum or stockpile will not be suitable for constructing the retaining wall volume. Ensure that the material is non-plastic as determined by AASHTO T90 and the liquid limit as determined by AASHTO T89 is less than 15. The ph, as determined by FM 5-550, shall not be lower than 5.0 and not higher than 9.0.Sources of select backfill material having a ph between 4.5 and 5.0, as determined by FM 5-550, may be used provided the interior face of the MSE wall panels have 3 inches of concrete cover over the reinforcement and the concrete used in the panels contains the following ingredients and proportions: 1. The quantity of cement replaced with Type F fly ash is 10% to 20% by weight. 2. The quantity of cement replaced with slag is 50% to 60% by weight. 3. Portland cement is 30% by weight of total cementitious material. 4. The total weight of the Type F fly ash and slag does not exceed 70% of total cementitious material. Version 1.0 1/

164 Do not place metallic pipe in backfill materials having a ph less than 5.0. Use backfill for walls using soil reinforcements that meets the following gradation limits determined in accordance with AASHTO T27 and FM 1-T 011: Version 1.0 1/

165 Section 548- Retaining Wall System Foundation Preparation Compact the graded area with an appropriate vibratory roller weighing a minimum of 8 tons for at least five passes. For permanent MSE wall systems, provide an unreinforced concrete leveling pad..cure the leveling pad a minimum of 12 hours before placement of precast wall components Foundation Preparation: Grade the foundation for the structure level for a width equal to or exceeding the limits of the retaining wall volume or as shown in the Contract Documents. Prepare the foundation in conformance with Section 125. In addition to the compaction requirements of Section 125, compact the graded area with an appropriate vibratory roller weighing a minimum of 8 tons for at least five passes or as directed by the Department s District Geotechnical Engineer. Remove and replace any soft or loose foundation subsoils which, are incapable of sustaining the required compaction to the Engineer s satisfaction. For permanent MSE wall systems, provide an unreinforced concrete leveling pad as shown in the Contract Documents. Cure the leveling pad a minimum of 12 hours before placement of precast wall components. Version 1.0 1/

166 Section 548- Retaining Wall System Backfill Placement Do not allow equipment heavier than 8 tons closer than 3 feet behind the wall face. Sheepfoot, grid rollers or other types of equipment employing a foot are not allowed. Ensure that the maximum lift thickness after compaction does not exceed 6 inches. Do not use saltwater Backfill Placement: Place the backfill closely following the erection of each course of precast components or soil reinforcement layers and spread by moving the machinery parallel to the wall face. Do not allow equipment heavier than 8 tons closer than 3 feet behind the wall face. Place backfill in a manner to avoid any damage or disturbance to the wall materials or misalignment of the facing materials. Sheepfoot, grid rollers or other types of equipment employing a foot are not allowed. Achieve compaction within 3 feet of the back of the wall face using a power operated roller or plate weighing less than 1,000 lbs. At a distance greater than 3 feet from the back of the wall, a vibratory roller may be used, provided that the frequency and amplitude combined with bulk weight of the roller has performed satisfactorily at a trial section of the same type of wall. A smooth wheel or rubber tire roller is considered adequate. Ensure that the maximum lift thickness after compaction does not exceed 6 inches. Decrease the lift thickness if necessary, to obtain specified density. Perform backfill compaction in a way that the compactor moves in a direction parallel to the wall face and proceeds from a distance not less than 3 feet behind the wall face toward the end of the soil reinforcement element. Ensure that the moisture content of the backfill material prior to and during compaction is uniformly distributed throughout each layer of material. Use backfill material having a placement moisture content at the dry side of the Optimum Moisture content. To achieve the required Version 1.0 1/

167 compaction moisture content, use water that meets the requirements of Section 923. Do not use saltwater. Do not transport excessively moist backfill materials to the site for any reason. The Engineer will determine the Optimum Moisture Content in accordance with FM Version 1.0 1/

168 Section 548- Retaining Wall System Acceptance Program Acceptance Criteria: 90% of FM 1 T-180 within 3 ft behind the wall face. 95% of FM 1 T-180 from beyond 3 feet behind the wall face. Minimum frequency of one set of tests per LOT. One set of tests is defined as a density test for the fill within 3 ft behind the wall face and another density test for the fill beyond 3 feet behind the wall face Acceptance Program General Requirements: Meet the requirements of except delete the requirements of , , , and Maximum Density Determination: Determine the maximum QC density in accordance with FM 1 T-180. Determine the maximum density in accordance with AASHTO T99, Method C. Perform gradation tests on the sample collected in accordance with AASHTO T27 and FM 1-T 011. Classify soils in accordance with AASHTO M145 in order to determine compliance with embankment utilization requirements Density Testing Requirements: Ensure compliance with the requirements of nuclear density testing in accordance with FM 1-T 238. Determine the in-place moisture content for each density test. Use FM 1-T 238, FM (Determination of Moisture Content by Means of a Calcium Carbide Gas Pressure Moisture Tester), or FM (Laboratory Determination of Moisture Content of Granular Soils By Use of a Microwave Oven) for moisture determination. Perform these tests at a minimum frequency of one set of tests per LOT. One set of tests is defined as a density test for the fill within 3 ft behind the wall face and another density test for the fill beyond 3 feet behind the wall face. Determine test locations including stations and offsets, using the random number generator provided by the Engineer. Do not use note pads or work sheets to record data for later transfer to the density log book. Notify the Engineer upon successful completion of QC testing on each LOT. Version 1.0 1/

169 Acceptance Criteria: Obtain a minimum density of 90% of the maximum dry density as determined by FM 1 T-180 within 3 ft behind the wall face and obtain a minimum density of 95% of the maximum dry density as determined by FM 1 T-180 from beyond 3 feet behind the wall face. Version 1.0 1/

170 Section 548- Retaining Wall System Frequency Test Name Quality Control Verification Maximum One per soil type One per soil type Density Density Gradation LL&PI Soil Classification One set of tests per LOT One per Maximum Density One per Maximum Density One per Maximum Density One set of tests per four LOTS for each type of QC test. One per Maximum Density One per Maximum Density One per Maximum Density Organic Content One per soil type One per soil type Version 1.0 1/

171 Design Standards Traffic Separator Version 1.0 1/

172 302- Traffic Separators Flexible Pavement Stabilized Subgrade Version 1.0 1/

173 LIMS Version 1.0 1/