WPC" 2QBORVZ!|d"m+^8AM``AAA`k2A26``````````66kkkTwkAIwkkwwA6AX`AT`T`TA``66`6````AI6````T\&\hA2hXAAA2AAAAAAAA`6TTTTT}TwTwTwTwTA6A6A6A6``````````T`^```k`TTTTTTTywTwTwTwT````````A6A6A6A6kI`w6wMw6wAw6`q````AAAkIkIkIkIwQw6w6```````wTwTwT`w6`AkIw6``y``2``@#@WddddddddddddddddddddddddddddddddddddddddNEssEX`AT`````6=`:=`:AATT`BBs``uEssErkkAT`:"`soh`kss` 5f@8,?f\  P6G;?PHP LaserJet 4HPLAS4.PRS 4?f\  P6G;\*"P?P2$r Z  X` hp x (#%'0*,.8135@8:, Page,  s5  F ooter, B , E dit. Delete the "Project Name (ftr B)" text and replace it  s5 with the name of the project (bolded) . , until you arrive at the document text.d# ,D.The Guide Specifications are being reviewed and revised. Your technical comments on any guide spec would be greatly appreciated. Also, any specs that are written "from scratch" that would benefit others could be sent to either Dion Dishong or Lori Quayle, RS110.d#  s4  DRAWING DATA REQUIRED: 1.,Use the following standard drawings as appropriate; add Work Data Sheet, location, and detail drawings as needed:d# ,A.` ` Drawing No. 02334-1: Typical Water Retention Pitd#` ,B.` ` Drawing No. 02334-2: Typical Minor Retention Damd#` 2.,Designers should establish a project traffic pattern for jobs of considerable scope and indicate on the plans acceptable haul road locations and specify maximum grades and minimum/maximum road widths.d# 3.,When settlement gauges are needed for engineering control, the following information should be indicated on the plans:d# ,a.` ` The location of the gages as well as the stations at which zero settlement will be assumed.d#` ,b.` ` The construction detail of the foundation settlement gages to be used. The applicable types of gauges selected.d#`  s4Q$  REVISIONS OF THIS SECTION:  r5$  CSI format, editorial changes: 4/96 Metric: 4/96 Technical Update: 4/96 POINT OF CONTACT: Curt Wagner Phone: (303) 2369522&0*(( X` @ `@ !@  `@ `! X  I. A. 1. a.(1)(a) i) a).1 A. 1. a. 1) a)(1)(a)B X s4 #d 7#`d#AMINOR EARTH DAMS AND PITS Project Name (ftr B)` !d#T[4/96] .02334   b-SECTION 02334 'MINOR EARTH DAMS AND PITS PART 1 GENERALd# 1.1 A. 1. a. 1) a)(1)(a).1 A. 1. a. 1) a)(1)(a).1  SUMMARYd#  @@ A.  Section Includes: Clearing, grubbing, excavation, embankment development, and core trenching for construction of minor earth dams and water-retention pits.d#  @@ B.  Related Sections:d#  @@   General Information and Requirementsd# `Pd#MSection 01009 @@   Testing Laboratory Servicesd# `Pd#MSection 01458 1.2  DEFINITIONSd#  @@ A.  Common Excavation: Materials to be removed from excavation. When ripping is required, the material will also be considered common excavation.d#  @@ B.  Rock: Igneous, metamorphic and sedimentary rock which cannot be excavated without blasting. Material which cannot be ripped with a rear-mounted, heavy duty, single-tooth, ripping attachment mounted on a crawler tractor having a power rating of at least 145 kW (195 net flywheelhp) shall be considered rock.d#  @@ C.  Embankment: The earth [and rock] fill portions of the dam structure and includes all types of earth fill and filter materials for the dam [and cut-off trench], and other specified or directed earth and rock fills within the limits of the dam [, excepting those stone and filter materials used for slope protection, which are described in Section [02à] [ ]].d#  @@ D.  Compacted Fill: Includes fill, except backfill, deposited in layers and compacted by rolling or tamping. The types of compacted earth fill are:d#  @@   1. Impervious fill: for the [cut-off trench], [horizontal and inclined impervious blankets], [and] impervious section of the embankment.d# @@   2. Pervious fill: forming the upstream and downstream sections of the embankment.d# @@   3. Filter drainage layers: forming the horizontal [and vertical or inclined] pervious drainage blankets [designed to prevent the detrimental movement of soil particles].d# @@   4. Rock Fill: Those portions of the embankment where rock is used for purposes other than slope protection.d# @@ E.  Uncompacted fill: Includes fill, deposited in layers but not compacted except by the controlled movement of hauling and spreading equipment.d#  @@ F.  Backfill: That excavation refill which cannot be placed around or adjacent to a structure until the structure is completed or until a specified time interval has elapsed after completion.d#  @@ G.  Spalls: Stone fragments placed as transition between rock fill and [earth fill] [filter material].d#  1.3  PROJECT/SITE CONDITIONSd#  @@ A.  Work Limits: Will be [staked] [and control points established] by the Government.d#  *****************************************************c)-**ԌWHERE ROADS ARE TO BE USED BY OTHER CONTRACTORS, THE LIMITS OF RESPONSIBILITY SHOULD BE STATED IN THE SPECIFICATIONS. WHERE PROJECT OPERATIONS ARE VARIED AND THE USE OF HAUL ROADS BY OTHER CONTRACTORS IS REQUIRED, THE SPECIFICATIONS SHOULD SO INDICATE. DETAILED REQUIREMENTS FOR HAUL ROADS SHOULD BE BASED UPON THE ANTICIPATED LENGTH OF TIME THE ROADS WILL BE IN USE, TRAFFIC LOAD AND PROBABLE TYPES OF HAULING/COMPACTING EQUIPMENT APPLICABLE TO THE SPECIFIC PROJECT. ***************************************************** @@ B.  Haul Roads: [Located as indicated on the drawings.] [Located and constructed as approved by the Contracting Officer.] They shall be designed to maintain the intended traffic, to be free draining and shall be maintained in good condition throughout the contract period.d#  @@ C.  Stockpiling from Approved Borrow Sources: When excavation from approved borrow sources progresses at a faster rate than placing fill, stockpile such excavated material at approved locations adjacent to the work until its use is authorized. No payment will be made for such stockpiling nor for the reloading and hauling of this material to its final position in the embankment.d#  PART 2.1 A. 1. a. 1) a)(1)(a).1 A. 1. a. 1) a)(1)(a) PRODUCTSd# 2.1  MATERIALSd#  @@ A.  Classification of soils: ASTM D 2488 and the definitions below.d#  @@ B.  Borrow: The origin of fill material in no way determines where it may be used in the embankment. Materials for embankment fills shall be secured from required excavations and from the borrow areas shown on the drawings or as indicated by the Contracting Officer. Materials containing brush, roots, sod or other perishable materials are not suitable. The suitability of the materials shall be subject to approval of the Contracting Officer and their disposition in the embankment approved by the Contracting Officer. Mixing of materials during the excavating process at the borrow area may be required.d#  @@ C.  Impervious Fill: Consists of [clays, silty clays, or clayey silts] obtained from the designated borrow areas [or required excavation]. Silts and clays containing sand may be used, if such materials are sufficiently impermeable and suitable for compacting with a [tamping] [or] [rubber-tired] roller.d#  @@ D.  Filter Drainage Layers: Shall be composed of tough, durable particles; shall be free from thin, flat and elongated pieces; and shall contain no organic matter nor soft, friable particles in quantities considered objectionable by the Contracting Officer. Filter materials shall consist of sand, gravel, or crushed stone, well graded between the limits specified below:d#  O ddx ! TT< O  ?  SIEVE SIZE!-PERCENT BY WEIGHT PASSING?  [ ]! [ ] ! [ ]# [ ] ! @@   The grading within these limits shall not exhibit abrupt changes in slope denoting skip grading, scalping of certain sizes or other irregularities which would be detrimental to the proper functioning of the filter.d#  @@ E.  Rock Fill: Stone classed as "rock" shall be sound; well graded and free draining. Rock shall be obtained from required excavation [and from already existing stockpiles] [and from designated quarries].d#  @@   1. Dump shales unsuitable for use as rock fill, mudstone and other unsuitable excavated material in designated spoil areas.d# *-**Ԍ@@ F.  Spalls: Obtain from the finer materials resulting from rock excavation. The spalls shall be free of clay, silt, sand or debris and shall be composed of durable fragments of stone, well graded in sizes varying from [ ] to [ ] mm ([ ] to [ ]inches). [Crushed stone of like sizes and at least equal in quality will be acceptable in lieu of spalls.]d#  2.2  EQUIPMENTd#  ***************************************************** SPECIFICATIONS SHOULD BE WRITTEN TO ENSURE THAT THE TYPE OF COMPACTION EQUIPMENT WILL BE USED WHICH, IN THE JUDGMENT OF THE DESIGNER, IS BEST SUITED TO OBTAIN THE DESIRED COMPACTION OF THE MATERIAL BEING UTILIZED. A REQUIREMENT SHOULD BE INCLUDED IN THE SPECIFICATIONS FOR THE PERFORMANCE EVALUATION OF EACH TYPE OF COMPACTION EQUIPMENT CONFORMING WITH THE SPECIFICATIONS AND INTENDED FOR USE BY THE CONTRACTOR AT AN EARLY STAGE OF EMBANKMENT CONSTRUCTION. THIS EQUIPMENT EVALUATION SHOULD BE ACCOMPLISHED THROUGH ANALYSIS OF TEST FILL AREAS THAT ARE CAREFULLY CONSTRUCTED UNDER REPRESENTATIVE WORKING CONDITIONS WITH MATERIALS AND MOISTURE CONTENTS AS SPECIFIED. TEST FILL AREAS MAY EITHER BE SEPARATE OR PART OF THE PERMANENT WORK. ***************************************************** @@ A.  Towed Tamping Rollers: Two or more non-vibratory roller drums mounted side-by-side in a suitable frame and towed by either a crawler-type or rubber tired tractor having sufficient power to pull the roller satisfactorily when the drums are fully ballasted. Each drum shall be free to pivot about an axis parallel to the direction of travel. Rollers operated in tandem sets shall be controlled in a manner such that the prints produced by the tamping feet of the tandem units are staggered. Each drum ballasted with fluid shall be equipped with at least one pressure-relief valve and with at least one safety head. Personnel responsible for opening pressure-relief valves shall be periodically instructed to make sure valve openings are free from plugging to assure that pressure developed in roller drums is released at each inspection. The bearing surface, tamping foot size, the drum loading, and the operation of the rollers shall be as required to obtain the desired compaction. If more than one roller is used on a layer of fill, rollers so used shall be of the same type and essentially of the same dimensions. Rollers shall be drawn at a speed not to exceed 5.0 mph. The use of rubber-tired towing equipment shall be discontinued if the tires leave ruts that prevent uniform compaction by the tamping roller, and the substitution of crawler-type towing equipment may be required.d#  @@ B.  Self-Propelled Tamping Rollers: If use of self-propelled tamping rollers causes shearing of the fill, laminations in the fill, or results in inadequate compaction, such rollers shall be removed from the fill and appropriate towed tamping rollers shall be used. During rolling operations, clear the spaces between the tamping feet of materials which would impair the effectiveness of the tamping roller. The weight of roller drums during compaction of fill materials shall be maintained uniform. For self-propelled rollers with drums capable of being ballasted with fluid, each drum shall be equipped with at least one pressure-relief valve and with at least one safety head. The use of the compactor shall be discontinued if the tires leave ruts that prevent uniform compaction by the tamping roller. Substitute appropriate towed tamping rollers for uniform compaction. When a self-propelled roller is provided with a dozer blade, coverages made with the blade in operation shall not be counted as compaction coverages.d#  @@ C.  Vibratory Rollers: Vibratory rollers for compacting rock fills, pervious sand and gravel fills, or filter and transition drainage layers shall be equipped with a smooth steel compaction drum and shall be operated at a frequency of vibration during compaction operations between 1100 and 1500 vpm. Vibratory rollers may be either towed or self-propelled and shall have an unsprung drum weight that is a minimum of 60 percent of the rollers' static weight. Towed rollers shall have at least 90 percent of their weight transmitted to the ground through*-** the compaction drum when the roller is standing in a level position hitched to the towing vehicle.d#  @@ D.  Rubber-Tired Rollers: Shall have a minimum of four wheels equipped with pneumatic tires. The roller wheels shall be located abreast and be so designed that each wheel will carry approximately equal load in traversing uneven ground. The character and efficiency of this equipment shall be approved by the Contracting Officer.d#  @@ E.  Power Tampers: Compaction of material, in areas where it is impractical to use a roller or tractor shall be performed by the use of approved power tampers.d#  PART 3.1 A. 1. a. 1) a)(1)(a).1 A. 1. a. 1) a)(1)(a) EXECUTIONd# 3.1  PREPARATIONd#  @@ A.  Clearing and Grubbing: [Section 02231 - Clearing and Grubbing.] [The surface area to be covered by embankments, surface of borrow areas and cut spillways shall be thoroughly cleared and stripped of vegetative matter, brush, trees, stumps, roots, loose rocks, and other objectionable materials, including sand, gravel, silt, and debris in channels within the foundation areas.]d#  @@ B.  Conservation of Topsoil: Suitable material removed in conjunction with clearing, grubbing, bank sloping, stripping and borrow area preparation shall be conserved in neat stockpiles at locations indicated on the drawings or as designated by the Contracting Officer.d#  @@   1. Depth of Stripping: Shall not exceed 150mm (6 inches).d# @@ C.  Scarification: After excavation or stripping of the embankment foundation [and excavation of the cut-off trench] to the extent indicated on the drawings or otherwise required, break down the sides of stump holes, test pits, and other depressions to flatten out the slopes. Scarify the sides of the cut to provide bond between the foundation material and the fill. [Scarify the slopes and bottom of the cut-off trench as indicated by the Contracting Officer.]d#  @@ D.  Rock Overhangs: Remove large rock overhangs and protrusions by the use of pre-splitting or line drilling techniques in a manner to minimize damage to the underlying rock, or the spaces beneath overhangs. Vertical surfaces shall not be more than 1500mm (5feet) in height, and benches of sufficient width shall be provided as necessary so that the average slope of the rock face is not steeper than 3:1.d#  @@ E.  Bank Sloping: Trim slopes within the foundation area, including channel banks to a slope not steeper than 3:1. Remove suitable material resulting from the bank-trimming operations and deposit in the embankment, or stockpile for use in the embankment.d#  @@   1. End and side slopes of the borrow excavation shall be as shown on the Work Data Sheet. The dimensions of excavation shall be as shown on the drawings and the Work Data Sheet.d# 3.2  INSTALLATIONd#  @@ A.  Embankment: Construct [downstream from the borrow excavation,] as shown on the drawings. Finish slopes of embankments to conform to lines and grades on the Work Data Sheet. Construct the top of the embankment level. Ensure that embankment materials are free of sod, roots, brush, snow, other waste matter and rocks over 200 mm (8inches) in diameter. Prepare the foundation for embankment by scarifying. Scarifying shall consist of ripping to a depth of not less than 150 mm (6 inches) nor more than 200 mm (8 inches). Scarify furrows a maximum of 900 mm (3 ft)c)-** apart and parallel to the axis of the embankment. The scarified surface shall be compacted with the first layer of earthfill.d#  @@   1. Place materials deposited by scrapers parallel to the axis of the embankment in even, continuous, horizontal layers not more than 200 mm (8 inches) in thickness. Maintain the full cross section of the fill as each successive layer is placed.d# @@   2. Backfill core trenches, where required, with approved material excavated from the [pit,] [spillway,] [borrow area,].d# @@ B.  Fill Restrictions: Do not place fill on the embankment foundation until such areas have been inspected and approved.d#  @@   1. Ensure that the gradation and distribution of materials throughout the compacted earth fill section of the dam is free from pockets, streaks, and layers of material differing in texture or gradation from surrounding material of the same class.d# @@   2. Do not place fill upon a frozen surface, and do not incorporate snow, ice, or frozen earth into the embankment.d# @@ C.  Impervious Fill: Place in the impervious section, [cut-off trench] [and impervious blanket]. Place the more impervious materials towards the center of the impervious section and the less impervious materials toward the pervious sections so that a transition in permeability is effected from the core outward.d#  @@ D.  Pervious Fill: Place pervious fill above the high water level. Place the pervious sections of embankment with the less pervious material near the impervious sections of the embankment and the more pervious materials near the outer slopes of the embankment.d#  @@ E.  Filter Drainage Layers: Place [sand] [gravel] filters in the embankment in the manner described and to the lines and grades indicated on the drawings.d#  @@ F.  Rock Spalls: Place spalls and stones of 300 mm (12 inch) maximum size on or against the gravel filter [and on stripped and other areas] where indicated.d#  @@ G.  Rock Fill: Construct the [upstream] [and downstream] [and rock drain] sections of the embankment of quarry run sizes of durable rock dumped and bulldozed into place in not greater than [ ]mm ([ ]-foot) lifts to the lines and grades shown on the drawings or as staked in the field and in such manner as to produce a well graded mass with the smaller stones adjacent to [the filter material] [the core section] and the larger sizes on the outer slopes of the embankment with no objectionable pockets of small stones or clusters of larger stones. Supplement the placing by hand methods to obtain even surfaces on the outside faces. All bridging in rock fills shall be broken as well as all slabs and slabby rock. Exercise special care in placing rock fill in all areas within 900mm (3 feet) of structures to avoid damage to such structures.d#  3.3  MOISTURE CONTROLd#  @@ A.  Impervious Sections: The moisture content after compaction shall be uniform throughout each layer of impervious materials. Should the material become too wet to obtain the desired compaction, the rolling on that section of the embankment shall be delayed until the moisture content of the material is reduced to an amount within the specified limits. If the top or contact surfaces of the partial fill section become too dry to permit suitable bond between these surfaces and the additional fill, loosen the dried materials by scarifying or discing and dampen the loosened material to an acceptable moisture content. Compact this layer to densities comparable to the underlying embankment.d#  @@ B.  Pervious Section: Wet the pervious material by sprinkling after spreading on the embankment. [The moisture content of each layer shall*-** be maintained at the optimum for compaction during rolling]. Prewetting of pervious material at the sources of excavation or borrow will not be required. Sprinkle with hoses connected to header pipes along the faces of the embankment, by water trucks with pressure spray bars, or by another approved method. Connections in the water supply system, including the hose connections to the header pipes, shall be watertight. Jets shall not be directed at the embankment with such force that the finer materials will be washed out.d#  @@ C.  Topsoil: Topsoil shall not be spread when the ground or topsoil is frozen, or excessively wet.d#  3.4  COMPACTIONd#  @@ A.  Requirements: Obtain compaction by operating compacting equipment. Compact the earthfill to a minimum density of 95 percent of the maximum dry density obtained by AASHTO T 99, MethodC.d#  @@ B.  Impervious Fill: After a layer of impervious or random fill material has been dumped and spread, harrow to break up and blend the fill materials or harrow to obtain uniform moisture distribution. Perform harrowing with a heavy disc plow, or other approved harrow, to the full depth of the layer. If one pass of the harrow does not accomplish the breaking up and blending of the materials, additional passes of the harrow may be required, but in no case will more than three passes of the harrow per layer be required. When the moisture content and the condition of the layer is satisfactory, the lift shall be compacted by not less than [ ] complete coverages of the tampering roller. The use of towed tandem roller drums that are in true alignment shall not be permitted. Compaction by rubbertired roller requires [ ] complete coverages of the rubber-tired roller. Portions of the fill which are not accessible to the roller shall be placed in [ ] ([à]-inch) layers loose measurement and compacted with power tampers to a degree equal to that obtained on the other portions of the compacted fill by rolling as specified. Dumping, spreading, sprinkling, and compacting may be performed at the same time at different points along a section when there is sufficient area to permit these operations to proceed simultaneously.d#  @@ C.  Pervious Fill: After each layer of pervious material has been dumped and spread, and the moisture content is as specified, the entire surface of the layer shall be compacted by not less than [ ] complete coverages of [the rubber-tired roller] [the vibratory roller].d#  @@ D.  Additional Rolling for Compaction: If the desired compaction of a portion of the embankment is not attained by the minimum number of coverages specified, additional complete coverages shall be made over the surface area of such designated portion until the desired compaction has been obtained.d#  @@ E.  Rock Fill: After the rock fill has been dumped and spread to [ ] mm ([ ] inches) compact the entire surface of the layer by not less than [ ] complete coverages of the vibratory roller. A complete coverage shall consist of the entire coverage of the area with one trip of the equipment specified. Each trip of the roller shall overlap the adjacent trip not less than [ ] mm ([ ] feet).d#  @@ F.  Uncompacted Fill: Place material from required excavations and from the designated borrow areas in the berms upstream and downstream from the dam embankment, as indicated on the drawings. Dump the fill and spread in horizontal layers not to exceed [ ]mm ([ ]inches) thick.d#  @@ G.  Core Trenches: During backfill operations, operate hauling equipment evenly over the full width of the excavated core trench to obtain maximum compaction.d#  3.5  BACKFILLd# *-**Ԍ@@ A.  Schedule: No backfill or other load shall be placed on or against concrete surfaces before expiration of the minimum period after placing the concrete as indicated below:d#  @@   1. Walls and Vertical Faces [ ] days.d# @@   2. Conduit [ ] days.d# @@   Before passage of hauling and rolling equipment over the top of the conduit or other structures, the depth of fill over the concrete shall be sufficient to permit such passage without inducing harmful stresses or vibrations in the structures.d#  @@ B.  Placement: Place backfill in [ ]mm ([ ]-inch) layers and thoroughly compact. Do not operate rollers within [ ] ([ ] feet) of structure walls, conduit sides, or conduit top. Within this restricted area, and other areas where rollers cannot be used, compact the material by means of power tampers. Fill in back of wing walls shall be kept at approximately the same elevations as that of the material on the opposite side of the wall until placement has reached the maximum elevation of the materials to be placed on the toe of the wall. Keep drainage openings through walls open.d#  3.6  TOPSOILd#  @@ A.  Uniformly place the stockpiled topsoil over cut and fill areas above highwater line. Priority shall be to the top and upstream slopes of reservoirs, spillways, and borrow pits. Spread the topsoil to depths as shown on the drawings or designated by the Contracting Officer.d#  3.7  REPAIRd#  @@ A.  Slides: In the event of slides in part of the embankment prior to final acceptance of the work remove material from the slide area. Rebuild the embankment. If the slide was caused through the fault of the Contractor, the removal and disposal of material and the rebuilding of the embankment shall be performed without cost to the Government; otherwise this work will be paid for at the applicable contract unit prices for borrow excavation and compacted fill or backfill.d#  3.8  FIELD QUALITY CONTROLd#  @@ A.  Overexcavation: Additional excavation or backfilling for the convenience of the Contractor, or because of careless operations, shall be at the Contractor's expense. Use care not to disturb sod or vegetation in natural spillways or sodded watercourse areas below excavated spillways.d#  ***************************************************** THIS GUIDE SPECIFICATION PROVIDES FOR THE INSTALLATION OF SETTLEMENT GAGES FOR THE DETERMINATION OF INCREASES IN QUANTITIES OF EMBANKMENT MATERIALS RESULTING FROM SETTLEMENT DURING CONSTRUCTION AND FOR PAYMENT TO THE CONTRACTOR FOR SUCH INCREASES IN QUANTITIES. THESE PROVISIONS WILL BE INCLUDED IN A PROJECT SPECIFICATION WHEN IT IS DETERMINED BY THE CONTRACTING OFFICER THAT SETTLEMENT IN THE RANGE OF 5 PERCENT OR MORE OF THE PLANNED EMBANKMENT HEIGHT IS ANTICIPATED OVER A CONSIDERABLE PORTION OF THE EMBANKMENT FOUNDATION AREA. THEY SHOULD ALSO BE USED WHEN GAGES ARE NEEDED FOR ENGINEERING CONTROL PURPOSES. ***************************************************** @@ B.  Piezometers: A number of piezometers will be installed on the embankment foundations by the Government. Fill around these devices shall be placed and compacted to the density prescribed for the class of material being placed. Connections and extensions of riser pipes shall be made with materials furnished by the Government. The elevation of the top of the riser pipe shall be determined immediately before and immediately after each extension is added to the pipe. The top of such pipes shall be kept at least two feet above the embankment surface. During construction, place a mound of fill around the riser pipes and compact to the same density and moisture content as the surrounding fill*-** material. Conduct operations so that the devices will not be damaged. Place suitable markers and guard posts around the gages for protection. No separate payment will be made for such protection or for special measures required in connection with the installation of these devices; costs shall be included in the contract prices bid for related items of work.d#  @@ C.  Settlement Gages: Provide settlement gages for determining foundation settlement during construction. Type, arrangement and location of gages shall be as shown on the drawings. The areas in which adjustment in quantities will be made as a result of foundation settlement are as indicated on the drawings. The base plate shall be placed on a level surface of well compacted foundation material. Determine the elevations of the base plates before placing fill material and again within 48 hours after completion of the embankment. The elevation of the stem shall be determined immediately before and immediately after each extension is added. These elevations will be verified by the Contracting Officer. Care shall be taken to install the stem plumb. Extend the stem in increments as the embankment rises but at no time shall the top of the stem be lower than 600mm (2feet) above the surface of the embankment. Conduct operations so that the gages are not damaged. Suitable guard posts shall be placed around the gages for protection. Compact fill around the stem to the same density and moisture content as the surrounding material. Each settlement gage damaged or destroyed due to fault or negligence on the part of the Contractor shall be restored or replaced by the Contractor at no additional cost to the Government. No additional payment will be made for compaction of fill around and over the settlement gages or for interference with the Contractor's operations resulting from the settlement gage installations.d#  @@ D.  Surface Reference Marks: Provide surface reference marks as shown on the drawings. Furnish the horizontal and vertical location of each reference mark with respect to established bench marks at the time of installation and every [ ] calendar days until completion of the contract. Conduct operations so that the reference marks will not be disturbed or damaged. Each reference mark disturbed or damaged due to negligence on the Contractor's part shall be replaced or repaired and the correct horizontal and vertical locations shall be furnished at the Contractor's expense.d#  @@ E.  Testing: [The Government will perform the required testing, recording, and distributing of the results.] [The Government will make arrangements for a certified independent testing laboratory to perform the required testing, recording, and distributing of the results.] [Conduct the performance and acceptance tests of the [ ].] [Furnish necessary equipment, labor, and materials to conduct the testing.] [Conduct testing in the presence of the Contracting Officer. Notify the Contracting Officer 48 hours before tests are to be conducted.] [Make arrangements for a certified independent testing laboratory, according to the requirements of Section 01458 Testing Laboratory Services, to perform the required testing, recording, and distributing of the results.]d#  PART 4.1 A. 1. a. 1) a)(1)(a).1 A. 1. a. 1) a)(1)(a) MEASUREMENT AND PAYMENTd# 4.1  METHOD OF MEASUREMENTd#  ***************************************************** WHEN A "LUMP SUM" CONTRACT IS USED, DELETE THE TITLE PART 4: MEASUREMENT AND PAYMENT, AND BOTH ARTICLES FROM THIS SECTION. MEASUREMENT AND PAYMENT WILL BE ADDRESSED IN PART 4 OF SECTION 01009 GENERAL INFORMATION AND REQUIREMENTS OR SECTION 01010 SUMMARY OF WORK. B1 AND B3: DO NOT USE THE CONVERSION FACTOR OF 27 WHEN USING METRIC UNITS. B2: WHEN NOT A "LUMP SUM" CONTRACT SELECT APPLICABLE WORDS. ****************************************************** -**Ԍ@@ A.  General: Excavated materials actually placed and accepted will be paid for as common embankment. Materials from required excavation which cannot be used for embankment construction will be paid for as common excavation. Stripping, stockpiling and placement of topsoil will not be measured for payment.d#  @@ B.  Units:d#  @@   1. Work required for embankments is common embankment and will be measured and paid for by cubic meters (yards) in place, as computed by the average end area method, of required work completed and accepted by the Contracting Officer. The formula for the average end area method is as follows:d# @@    Volume in cubic meters (yards) =  h ! 3dE  ddddddh!}ddNe <{*{L~ (A sub 1 ~+~ A SUB 2)} OVER {[27] (2)}d6X@`7@d6X@`7@d6X@`7@4LL]AA(oo1oo^2).[..27.]Z.(.2".)M{d# @@    Where:d# @@    L =  Horizontal distance between cross sections in meters (feet)d# @@    A =  Area of the cross sectiond# @@    [27] = Conversion factor for cubic feet to cubic yards]d# @@    2 =  Divisor for average of two areasd# @@   2. Excavation not used in the embankment will be measured and paid for by cubic meters (yards) in [its final position] [in the space excavated] by the average end area method.d# @@   3. Measurement for payment of water retention pit construction will be the number of cubic meters (yards) in the space excavated to the lines and grades specified, or as staked. Excavation for the pit will be calculated by the prismoidal formula:d# @@    Volume in cubic meters (yards) =  h GA 3dE <ddddddh.}ddNe <8{D~ (A SUB T~+~ 4A sub M ~+~ A SUB B)} OVER {[27] (6)} d6X@`7@d6X@`7@d6X@`7@ 4LD]AooTbAooMAookB(4).[5.27.]a.(.6).)QVGd# @@    Where:d# @@    D =  average depth in mm (feet)d#  r5 @@    AT =  Top area in square meters (feet)d#  r5 @@    AB =  Bottom area in square meters (feet)d#  r5A @@    AM =  the area halfway between AT and AB in square meters (feet)  r5 and is not the average of AT and AB (use end and side  r5 slopes to calculate AM)d# @@    [27 = Conversion factor for cubic feet to cubic yards]d# @@    6 =  Constant for prismoidal volumed# @@   4. Excavation for core trenches and spillways is common excavation and measurement will be calculated by the average end area method.d# 4.2  BASIS OF PAYMENTd#  ***************************************************** WHEN NOT A "LUMP SUM" CONTRACT AND PAYMENT IS TO BE MADE UNDER THIS SECTION, SELECT APPLICABLE PAY ITEMS. DO NOT CHANGE PAY ITEM NUMBER. ***************************************************** @@ A.  Payment: Prices and payment will be full compensation for the work described in this section. Payment will be made under:d#  @@   Pay Item  Pay Unitd# @@   02334(01) Common Embankmentd# p!d#VYard @@   02334(02) Common Embankmentd# pd#OCubic Meter @@   02334(10) Common Excavationd# p!d#VYard @@   02334(11) Common Excavationd# pd#OCubic MeterC* -**Ԍ@@   02334(20) Water Retention Pitd# pD d#RLump Sum @@   02334(21) Water Retention Pitd# p!d#VYard @@   02334(22) Water Retention Pitd# pd#OCubic Meter @@ 0,END OF SECTION  -** =.1 A. 1. a. 1) a)(1)(a) 1. 1. i.(1)(a)(i) 1) a)b-SECTION 02334 'MINOR EARTH DAMS AND PITS ,WORK DATA SHEET ***************************************************** Note: When several dams and pits are included, the tabular format may be more appropriate. ***************************************************** 1.  Pit depth in mm (ft):d#  2.  Pit length in mm (ft) (L):d#  3.  Pit width in mm (ft) (W):d#  4.  End slope:d#  5.  Side slope:d#  6.  Embankment shape:d#  7.  Distance between pit and berm (A):d#  8.  Dam height in mm (ft):d#  9.  Crest width:d#   10.  Crest length:d#   11.  Freeboard:d#   12.  Downstream slope (D.S.):d#   13.  Upstream slope (U.S.):d#   14.  Cut spillway width:d#  15.  Cut spillway side slope:d#  16.  Cut spillway depth:d#  17.  Natural spillway depth:d#  18.  Depth of cutoff trench (core):d#  19.  Borrow area side slope:d#  20.  Borrow area end slope:d#